HomeMy WebLinkAboutB15-2412 063-210-063WA
BUTTE COUNTY FIRE DEPARTMENT
Gates:
Confirm gates are located at least 30' from street. Distance may need to be increased to allow operation
with a fire engine in driveway and not impede traffic on main street. Minimum opening on gate shall be 2'
wider than the road on both sides. (Example: 20' wide fire access road would require 4' wide gate
minimum.)
Access:
An approved fire apparatus access road not less than 20 feet wide shall be provided for access within 150
feet of all portions of the building. Call 530-538-7888 to schedule a site visit prior to final to verify fire
access layout and markings.
Address:
Ensure structure has appropriate building identification. Minimum 4" high and 0.5" stroke. Ensure the
street address is posted at the street main entrance and on the main or first building encountered.
Fire Extinguishers:
Extinguishers �must be mounted on a bracket or in a cabinet with the top not more than five feet above
the floor. Extinguishers may be required to have a sign mounted above in order to be visible from a
distance.
Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light
manufacturing) Provide a minimum of (1) 2A2013C rated fire extinguisher mounted in an accessible
conspicuous area. One extinguisher is required for every 3000 square feet and the travel distance to a
fire extinguisher shall not exceed 75 feet from any point.
SRA Area:
This project is within the State Responsibility Area, ensure compliance with PRC 4290 and 4291
defensible space requirements. Including 30' setback on parcels over I acre.
Fuel Tanks & Generators:
Shall have adequate clearance frory
ILCCEpT= By BUTTE COUNTY
BUILDINr; DiVISON AS A PART OF
APPROVED pLAN.'RiWEW AND
APPROVAL IS GRRNTED BY ANOTEM'
JLGENCYORDEpjLRTb=NT,rORTB1S-
ITEM
PERMITNUMBER: 4N_
and appropriate signage.
Comply with -Butte County Fire
Department & Cal -Fire Requirements
prior to Building Division Final. Contact
Butte County Fire for requirements.&
inspections. 530.538.7888
____ I - 0;
APN: 6(
1�71- =dn"i
Butte County Department of Development Services
BUILDING DIVISION
7 County Center Drive, Oroville, CA 95965
Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax530.538.7785
xvxvw. buttecountv.net/dds
SPECIAL INSPECTION NOTE
For Building Permit # Assessor's Parcel # Ofa;, 3 - 2 ],C> - V 13
Structural Tests & Special Inspections- 2013 Califor-nia Building Code Chapter 17: In addition
to the inspections required by Division II, Section 110, the owner or Registered Design
Professional acting as the owner's agent shall employ one or more special inspectors who shall
provide inspections during construction on the types of work listed under section 1704. The
special inspector shall be a qualified person who 'shall demonstrate competence, to the
satisfaction of the building official,'for inspection of the particular type of construction or
operation requiring special inspection.
Duties and Responsibilities of the Special Inspector:
1. The special inspector shall observe the work assigned for conformance with the approved design,
drawings and specifications.
2. The special inspector shall furnish inspection reports to the building official and the engineer or
architect of record. All discrepancies shall be brought to the immediate attention of the contractor for
correction, then, if uncoffected, to the proper design authority and to the building official.
3. 'Me special inspector shall submit a final signed report to the Butte County Building Division stating
whether the work requiring special inspection was, to the best of his or her knowledge, in conformance
with the approved plans and specifications and the applicable provisions of this code.
4. The special inspector shall advise the contractor that Butte County Building Division inspections
cannot be delegated to him or her, so inspections must also be made by the Butte County Building
Division.
5. Any change in special inspection firms. made after permit issuance shall be approved by the Biate.,
County Building Division prior to the new firm performing any inspections.
6. Special inspections are in addition to the regular inspections performed by the Butte County Building
Division. Butte County i inspection approval and sign off is not to be construed as authorization to
proceed with work which obscures, covers or otherwise prevents proper. special inspection.
Special Inspection is required for the following items:
0 Re , inforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete).
11 Structural, Masonry
11 High Strength Bolting
0 Welding
11 Bolts Installed in Concrete
Other: 510eC-1 r1l elCk &9t*J 5beler
*Name of Special Inspection Company:
*PENDING APPROVAL. SPECLAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT
OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS
FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO
MID PACIFIC ENGINEERING, INC.
...;G.EOTECHNICAL
.I.NVESTtGATION''
REPORT
Subject: Geotechnical Investigation
Proposed Telecommunications Facility
Forest Ranch, Location 249704
4955 Schott Road
Butte County, Califorriia
Dear Mr. Avakian:
Mid Pacific Engineering is pleased to present the attached geotechnical investigation report
for a proposed telecommunications facility to be located at 4955 Schott Road in the Forest
Ranch area of Butte County, California. Results of our study indicate the site is not within a
current Earthquake Fault Zone or other area known to possess a significant geologic risk to
site development. Further, we anticipate conventional grading practices may be used for
most site earthwork activities (if any) and that a rn ' at foundation may be used for support of
the proposed steel monopol e tower; foundation support for the planned prefabricated
equipment shelter may be provided using shallow -spread footings and/or a mat foundation.
Though we anticipate the site maybe developed generally using conventional grading and
foundation construction techniques, it sh6uld be noted conditions were identified by our
field exploration program that may require special design and/or construction provisions for
some project components. A brief summary of these conditions, as well as possible design
and/or construction provisions to address these potential concerns, are outlined below.
Highly to slightly weathered volcanic rock was initially encountered during our field
exploration program at an approximate depth of three feet below existing site
grade.. In our opinion, the presence of shallow rock may hinder some site
2915 INNSBRUCK DRIVE, SUITE A, REDDING, CALIFORNIA 96003
84o EmBARCADERo DRIVE, SUITE 20, WEST SACRAMENTO, CALIFORNIA 95605
REDDING
MPE
530-246-9499 P
530-246-9527 f
WEST SACRAMENTO
MIL) PACIFIC ENGINEERING1 INC.
916-927-7000 P
916-372-9900 f
GEOTECHNICAL ENGINEERING EARTHWORK TESTING MATERIALS ENGINEERING AND TESTING SPECIAL INSPECTIONS
May 1, 2015
MPE No. 02389-ol
Mr. Chad Avakian
Complete Wireless Consulting
2009 V Street
Sacramento, California 95818
Subject: Geotechnical Investigation
Proposed Telecommunications Facility
Forest Ranch, Location 249704
4955 Schott Road
Butte County, Califorriia
Dear Mr. Avakian:
Mid Pacific Engineering is pleased to present the attached geotechnical investigation report
for a proposed telecommunications facility to be located at 4955 Schott Road in the Forest
Ranch area of Butte County, California. Results of our study indicate the site is not within a
current Earthquake Fault Zone or other area known to possess a significant geologic risk to
site development. Further, we anticipate conventional grading practices may be used for
most site earthwork activities (if any) and that a rn ' at foundation may be used for support of
the proposed steel monopol e tower; foundation support for the planned prefabricated
equipment shelter may be provided using shallow -spread footings and/or a mat foundation.
Though we anticipate the site maybe developed generally using conventional grading and
foundation construction techniques, it sh6uld be noted conditions were identified by our
field exploration program that may require special design and/or construction provisions for
some project components. A brief summary of these conditions, as well as possible design
and/or construction provisions to address these potential concerns, are outlined below.
Highly to slightly weathered volcanic rock was initially encountered during our field
exploration program at an approximate depth of three feet below existing site
grade.. In our opinion, the presence of shallow rock may hinder some site
2915 INNSBRUCK DRIVE, SUITE A, REDDING, CALIFORNIA 96003
84o EmBARCADERo DRIVE, SUITE 20, WEST SACRAMENTO, CALIFORNIA 95605
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
anned tower
excavations, necessitating the use of a mat nclation to support the pl
(i.e., a drilled pier foundation system would not be applicable for this site).
The presence of shallow rock may also impact trench (and other shallow)
excavations into these materials. In, our opinion a large, track -mounted excavator,
possibly equipped with a single ripper tooth, hydraulic percussion hammer, rock
wheel, or other similar equipment specifically intended for rock removal may be
required to advance some site excavations.
In addition to excavation difficulties, perched water may develop above on-site rock
subsequent to wet weather. The presence of perched groundwater could hinder
trenching operations and may'necessitate the use of a sump or other type of
dew.atering system for some trench and/or other earthwork excavations.
Specific comments regarding the conditions outlined above, as well as recommendations
regarding the geotechnical aspects of.project design and construction, are presented in the
following report.
NPE
Page ii'of iii
Forest Ranch, Location 249704
MPE No. 02389-ol, May 1, 2015
We appreciate the opportunity, of providing our services for this project. If you have
questions regarding this report or if we may be of further assistance, please contact the
un.dersigned.
Sincerely,
Mid Pacific Engineering, Inc.
Todd Kamisky, P.E. 05/01/2015
Principal Engineer
D G,�oZof.
WOODY JOE.
POLLARD
No. 2297
CERTIFIED
Woody Joe Pollard, C.E.G. 05/01/2015, ENGINEERING
Project Geologist GEOLOGIST
F CA% -VF
cc: Client
NPE
Page iii of iii
'
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TABLE QFCONTENTS
.�
. |NTRODUCT|OM............~~.....~..............~~...~.~~...~..........~~..~..,.~.~.~.1
~
GENERAL -------..--.—.'------------------..---------1
- 9�O9OSE����STRU[T|Q�—.--.--------------------------1
SCOPE OFSERVICES .......................................................................................................... Z
'
. FIELD INVESTIGATION ....................................... ........................................................................ 2
SITE.~~~....~~~~~.^~_~~_~_~_~~____~~~....~ _...~~_~......~~~~.3
/
GEOLOGY AND SEISMICITY —.--------.—_-------------.....---..�
. �
`.
SURFACE ........................................................................................................................ 4
SUBSURFACE.................................................................................................................. 4
CONCLUSIONS AND RECOMMENDATIONS .............................................................................. 4
`
GENERAL .............. ....---........................................................................................... 4
��8QUJ�|CHA�ARO8
� ---.------------------------------.�
till GEOLOGIC
SHALLOWROCK ............................................................................................................. 7 '
SITE PREPARATION ........................................................................................................
TEMPORARY DEWATERING ...................................................................... g
TEMPORARY EXCAVATIONS— —.-------..------.--_-.-..-'_..--.--... 9
' TRENCH BACKFILL
�
.........—_-----------------------.----...—.-10
ENGINEERED F|LL� 1Z
----_-----------------------------..
TOWER FOUNDATION ' MAT ......................................................................................... 1Z
�
`
EQUIPMENT SHELTER FOUNDATIONS ........................................................................ 14
CONCRETE SLABS SUPPQRJED-ON-GRAdDE... ............................................................. 1
'
ADDITIONAL SERVICES .~..~.~.-..~.~~.~~~_~..~~~~~~~~...... ................................................. 17
�
LIMITATIONS ............... ............................................................................................................ 17
. '
FIGURES THROUGH 5 � .
�
'
�
. �
'
'
. '
MPE
� -
�
This report presents the results of our geotechnical investigation for a proposed
telecommunications facility to be located at 4955 Schott Road in the Forest Ranch area of'
Butte County, California. The purpose of our investigation was to explore and evaluate the
subsurface conditions at the site in order to develop recommendations related to the
geotechnical aspects of project design and construction.
The project sit e is located within the southeast portion of the United States Geological
Survey (USGS) 7.5 minute Cohasset quadrangle at coordinates' N 39'53'14" (39.8871), W 121*
39' 55" (121.6652)., The approximate site location relative to existing topographic features
and roads is shown on Figure 1.
PROPOSED CONSTRUCTION
We understand the proposed project Will involve construction of a telecommunications
facility which will include the installation of'a ii5
'Joot-high, steel monopole tower
(configured to resemble a pine tree) as well as a prefabricated equipment shelter
supported-on-gracle. Appurtenant construction may include underground utilities.
Plans indicating final site grades were not available at the time this report was prepared;
however, asexisting site topography is relatively level, we anticipate minimal earthwork cuts
and fills (i.e., less than approximatelyone to two feet in vertical extent) will be required for
Datum reference: North American Datum of 1983.
2915 INNSBRUCK DRIVE, SUITE A, REDDING, CALIFORNIA 96oO3
84o EmBARCADERo DRIVE, SUITE, 20, VVE5T SACRAMENTO, CALIFORNIA 95605
REDDING
MPE
530-246-9499 P
530-246-9527 f
WEST SACRAMENTO
916-927-7000 P
MID PAcinc ENGINEERING, INC.
916-372-9900 f
GEOTECHNICAL ENGINEERING EARTHWORK TESTING MATERIALS ENGINEERING AND TESTING SPECIAL INSPECTIONS
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED TELECOMMUNICATIONS FACILITY
FOREST RANCH, LOCATION 249704'
4955 SCHOTT ROAD
BUTTE COUNTY, CALIFORNIA
MPE NO. 02389-ol
INTRODUCTION
GENERAL
This report presents the results of our geotechnical investigation for a proposed
telecommunications facility to be located at 4955 Schott Road in the Forest Ranch area of'
Butte County, California. The purpose of our investigation was to explore and evaluate the
subsurface conditions at the site in order to develop recommendations related to the
geotechnical aspects of project design and construction.
The project sit e is located within the southeast portion of the United States Geological
Survey (USGS) 7.5 minute Cohasset quadrangle at coordinates' N 39'53'14" (39.8871), W 121*
39' 55" (121.6652)., The approximate site location relative to existing topographic features
and roads is shown on Figure 1.
PROPOSED CONSTRUCTION
We understand the proposed project Will involve construction of a telecommunications
facility which will include the installation of'a ii5
'Joot-high, steel monopole tower
(configured to resemble a pine tree) as well as a prefabricated equipment shelter
supported-on-gracle. Appurtenant construction may include underground utilities.
Plans indicating final site grades were not available at the time this report was prepared;
however, asexisting site topography is relatively level, we anticipate minimal earthwork cuts
and fills (i.e., less than approximatelyone to two feet in vertical extent) will be required for
Datum reference: North American Datum of 1983.
2915 INNSBRUCK DRIVE, SUITE A, REDDING, CALIFORNIA 96oO3
84o EmBARCADERo DRIVE, SUITE, 20, VVE5T SACRAMENTO, CALIFORNIA 95605
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
this project. Excavations for below -grade utilities are not anticipated to exceed
-approximately five feet below existing and final site grades.
A Test Pit Location Map indicating the proposed project area is presented on Figure 2.
SCOPE OF SERVICES
The scope of our services was outlined in our proposal dated March 18, 2015, and included
the following:
Review readily available (and relevant) literature pertaining to site geology, faulting,
and seismicity.
0. Exploration of the subsurface conditions at the site through the excavation and
logging of one exploratory test pit.
0,- Preparation of this report which includes:
A description of the proposed project;
A summary of our field exploration program;
A description of site surface and subsu , rface �onclitions encountered during our
field investigation;
Our comments regarding potential geologic hazards which could affect the site or
proposed project;
California Building Code (CBC, 2013 edition) seismic parameters; and
Recommendations related to the geotechnical aspects of site preparation and
engineered fill, temporary.excavations and trench backfill, foundation design and
construction, and concrete slabs supported -on-grade.
FIELD INVESTIGATION
Subsurface conditions at the site were explored on April 3, 2015, by excavating one test pit
to an approximate depth of 11 feet below existing site 'grade. The test pit was excavated
*u I sing a Case 58o,'tractor-mounted backhoe equipped with an 18 -inch -wide bucket. The
approximate location of the test pit excavated for this investigation is shown on Figure 2.
Page 2 of 18
NPR
Forest Ranch, Location 249704
MPE No. 02389-ol
May 1,.2015
Note: The test pit excavated for this investigation was prematurely terminated (i.e., reached
a depth less than initially planned) due to essential bucket refusal on rock.
Our engineer maintained a log of the test pit, visually classified the soils and rock
encountered according to the Unified Soil Classification System (see Figure 3) or Rock
Classification Legend (see Figure'4), respectively, and obtained representative samples of
the subsurface materials. After the test pit was completed, it was loosely backfilled with the
excavated material. A log of the exploratory test pit excavated for this investigation is
presented on Figure 5.
SITE CONDITIONS
GEOLOGY AND SEISMICITY
Geologic Setting
The project site is located within the southern section of the Cascade Range geomorphic
province of California, a chain of volcanic cones extbinding from Washington through
Oregon into California. The province is dominated by Mt. Shasta, a glacier -mantled volcanic
cone, rising 14,162 feet above mean sea level (msl). The southern termination of the
province is Lassen Peak, which last erupted in the early igoo's. The Cascade Range is
transected by deep canyons of the Pit River. The river flows through the range between
these two major volcanic cones, after winding across the interior of the Modoc Plateau on
its way to the Sacramento. River (California Geological Survey, Note 36, 2002).
Based on our review of the California Division of Mines and Geology,publication titled
Geologic Map of the Chico Quadrangle, California, 1:250,000 (compiled by G.J. Saucedo and
D.L. Wagner, 1992), geologic conditions within the immediate site vicinity generally consist
of Pliocene -age Tuscan Formation consisting of volcaniclastic sediments.
Faulting and Seismicity
The project site is located within a region of California characterized by minor active faulting.
The closest, active 2 fault mapped by the California Geological Survey3 (CGS) is the Cleveland
Hill fault, located approximately 29.5 miles south-southeast of the site.
Within this report, a fault is considered active if there is evidence of Holocene (i.e., within the past
to 12,000 years) surface displacement along one or more of its segments or branches.
3 Reference: California Geological Survey map titled "Fault Activity Map of California and Adjacent
Areas," compiled by Charles W. Jennings, published 2010.
Page 3 of 18
MPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
SURFACE
The project site consists of a square-shaped area located at 4955 Schott Road in the Forest
Ranch area of Butte County, California. The site is bounded to the north, east, and south by
undeveloped, forested property, and to the west by an existing dirt access road. At the time
of our field investigation, the site area was covered with dirt, low grasses and weeds.
Existing topography within the immediate site area was relatively level.
SUBSURFACE
Earth materials encountered in the test pit excavated for this investigation consisted
predominantly of medium dense silty sand to an approximate depth of three feet below
existing site grade. Below these near -surface soils, highly �o slightly weathered, weak to
strong volcanic rock was encountered to the maximum depth explored (approximately 11
feet below existing site grade).
No free groundwater was encountered during our field investigation. However,
groundwater conditions can vary depending on the season, precipitation, runoff conditions,
irrigation and/or groundwater pumping practices (both on and off site), the level of nearby
bodies. of water, and possibly other factors. Further, during the winter or spring season, or
shortly after significant precipitation, perched groundwater (or groundwater seepage) may
be present above on-site rock. Therefore, groundwater conditions presented in this report
may not be representative of those which may be encountered during or subsequent to
construction.
A more detailed description of the subsurface conditions encountered during our field
investigation is provided on the attached log.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Results of our study indicate the site is not within a current Earthquake Fault Zone or other
area known to possess a significant geologic risk to site development. Further, we
anticipate conventional grading practices may be used for most site earthwork activities (if
any) and that a mat foundation may be used for support of the proposed steel monopole
tower; foundation support for the planned prefabricated equipment shelter may be
provided using shallow spread footings and/or a mat foundation.
Though we anticipate the site may be developed generally using conventional grading and
Page 4 of 18
MPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
foundation construction techniques, it should be noted conditions were identified by our
field exploration program that may require special design and/or construction provisions for
some project components. A brief summary of these conditions, as well as possible design
and/or construction provisions to address these potential concerns, are outlined below.
Highly to slightly weathered volcanic rock was initially encountered during our field
exploration program at an approximate depth of three feet below existing site
grade. In our opinion, the presence of shallow rock may hinder some site
excavations, necessitating the use of a mat foundation to support the planned tower
(i.e., a drilled pier foundation system would not be applicable for this site).
The presence of shallow rock may also impact trench (and other shallow)
excavations into these materials. In our opinion a large, track -mounted excavator,
possibly equipped with a single ripper tooth, hydraulic percussion hammer, rock
wheel, or other similar equipment specifically intended for rock removal may be
required to advance some site. excavations.
in addition to excavation difficulties, perched water may develop above on-site rock
subsequent to wet weather. The presence of perched groundwater could hinder trenching
operations and may necessitate the use of a sump or other type of dewatering system for
some trench and/or other earthwork excavations.
Specific comments regarding the conditions outlined above, as well as recommendations
regarding the geotechnical aspects of project design and construction, are presented in the
following sections of this report.
GEOLOGIC HAZARDS
Ground Rupture
No active faults are known to cross the site area, nor is the site, within a current Earthquake
Fault Zone. 'Therefore, it is ourprofessional opinion that the potential for ground rupture
(or other similar effect) at the site in the event of a seismic event is unlikely.
CBC Seismic Design Parameters
In the event the California Building Code (CBC, 2010 or 2013 edition) is used for seismic
design, it is our opinion encountered subsurface conditions (and those suspected below the
maximum depth explored) would warrant a Type D (i.e., Stiff Soil) Site Classification.
Further, using software provided by the United States Geological Survey (i.e. USGS
computer program United States Seismic D,esign MOPS -(v3-1-0 - 7-11-13)), site-specific spectral
Page 5of18
NPE
Forest Ranch Location 249704
MPE No. 02389-o,l May 1, 2015
response acceleration parameters were obtained for the maximum considered earthquake
and are summarized in the table below.
Spectral Response Acceleration Parameters
Value
Mapp_��sp r��l I ration for short p i(Id
Ss
o.6449
MapptLsp!��t�r�l acceleration at 1 -second period
S,
o.2659
Site coefficient for short periods
Fa
1.142
Site coefficient at 1 -second period
Fv
Adjusted'earthquake spectral response acceleration
for short periods
Sms'
077359
Adjusted earthquake spectral response acceleration
at 1 -second period
SMI
0.4079
Design earthquake spectral respons e acceleration
.
for short..p i
'_��r ods
SD S'
0.4909
Design earthquake spectral resp onse acceleration
at Ii -second period
SD1
0.2719
I
Liquef action
Liquefaction is a phenomeno n whereby loose, saturated, granular soil deposits lose a
significant portion of their shear strength due to excess pore water pressure buildup
resulting from cyclic loading, such as that caused by an earthquake. Among other effects,
liquefaction can result in densification of such deposits after an earthquake as excess pore
pressures are dissipated. (and hence settlements of overlying deposits).-, The primary factors
deciding liquefaction potential of a soil deposit are: (1) the level and duration of seismic
ground motions; (2) the type and consistency of the soils; and (3) the depth to groundwater.
Subsurface earth materials encountered during our field investigation generally consisted of
medium dense. silty sand underlain (at a relatively shallow depth) by highly to slightly
weathered, weak to strong volcanic rock. No free groundwater was encountered during our
field investigation.
P�ge 6 of 18
AOR
I
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
Given the presence of shallow rock encountered during our field investigation, it is our
professional opinion that the potential for liquefaction at the site during or subsequent to a
seismic event is unlikely.
Ground Subsidence
Ground subsidence within the site area would typically be due to densification of subsurface
soils during or subsequent to a seismic event. Generally, loose, granular soils would be most
susceptible to densification, resulting in ground subsidence.
Given the presence of shallow rock encountered during our field investigation, it is our
professional opinion that the potential for significant ground subsidence at the site during
or subsequent to a seismic event is unlikely.
Landslides
The project site is located within an area of relatively level topography. Since earthwork
grading for the project will likely only result in sloped or braced excavations, it is our
professional opinion that landsliding is unlikely at the site and that earthwork grading (if
implemented using accepted construction practices) should not result in a potential for
slope instability within or in the immediate vicinity of the site.
SHALLOW ROCK
Highly to slightly weathered, weak to strong volcanic rock,was encountered in the test pit
excavated for this investigation at an approximate depth of three feet below existing site
grade., Based on this experience, as well as our general knowledge of the site area, we
anticipate trench (and other shallow) excavations into these materials may be difficult with
a conventional backhoe. Therefore, a large, track -mounted excavator, possibly equipped
with a single ripper tooth, hydraulic percussion hammer, rock wheel, or other similar
equipment specifically intended for rock removal, may be required to advance some (if not
most) on-site excavations.
In addition to excavation difficulties, perched -watermay develop above on-site rock
,subsequent.to wet weather. The presence of perched groundwater could hinder trenching
operations and may necessitate the use of a sump or other type of dewatering system for
some trench and/or other earthwork excavations (see section below t,itled: "TEMPORARY
DEWATERING").
Page 7 Of 18
M�j
I
I
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
SITE PREPARATION
Stripping
Within the area of proposed construction, any existing vegetation, organic soil, or debris
should be stripped and disposed of off-site or outside the construction limits. In the event
organic soils or tree roots are encountered (or suspected) at or beneath the stripped
surface, deep stripping or grubbing will be required to remove these (or other similar)
deleterious materials.
Exploratory Test Pit Backfill
Backfill used to fill the exploratory ' test pit excavated for this investigation was loosely
placed and, therefore, may be, compressible or susceptible to future subsidence. If planned
improvements will be located over this area, we recommend all backfill associated with this
test pit be excavated and replaced with engineered fill. The approximate location of the test
pit excavated for this investigation is shown on Figure 2.
Scarification and Compaction
If engineered fill is required for this project, we recommend the ground surface upon which
this fill will be placed be scarified to a depth of eight inches, uniformly moisture-conclitioned
to between o and 5 percent above the optimum moisture content, and compacted to at
least go percent of the maximum dry density as determined by ASTM (American Society for
Testing and Materials) Test Method D 1557 4.
Overexcavation of Loose or Disturbed Material
Within areas grubbed or otherwise disturbed below an approximate depth Of 12 inches, in-
place scarification and compaction may not be adequate to densify all disturbed soil.
Therefore, over -excavation of the disturbed soil, scarification and compaction of the
exposed subgrade, and replacement with engineered fill may be required in these areas.
Existing Utilities
)f abandoned (or to be abandoned), below -grade utility lines, septic tanks, cesspools, wells,
and/or foundations are encountered or are known to exist within the area of construction,
they should be removed and disposed of off-site. Existing, below -grade utility pipelines (if
any) which extend beyond the limits of the proposed construction and will be abandoned in -
4Th : istest procedure should be used wherever relative compaction, maximum dry density, or optimum
moisture content is referenced within this report.
Page 8of18
NPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
place -should be plugged with cement grout. to prevent migration of soil and/or water. All
excavations resulting from removal activities should be cleaned of all loose or disturbed
material (including previously -p laced backfill) prior to placing any fill or backfill.
TEMPORARY DEWATERING
Though no free groundwater was encountered during our field investigation, we anticipate
even shallow excavations may encounter groundwater perched over on-site rock during or
subsequent to wet weather. If perched groundwater is encountered during construction,
clewatering may be required to facilitate construction. In our opinion clewatering of narrow
trench excavations which penetrate less than a few feet below the groundwater surface and
do not encounter loose and/or cohesionless soi I or highly -fractured rock may be possible
using a sump system. Dewatering of more extensive excavations, or excavations which
encounter loose and/or cohesionless soil or highly -fractured rock, will likely require well
points, deep w ells, and/or deep sumps. To help maintain the stability of these types of
excavations, groundwater levels should be drawn -down a minimum of two feet below the
lowest portion of the excavation prior to excavating.
Since temporary clewatering will impact and be dependent on construction methods and
scheduling, we recommend the contractor be solely responsible for the design, installation,
maintenance, and performance of all temporary dewatering systems. Further, perched
water conditions can be highly dependent on the season, precipitation, runoff conditions,
and possibly other factors. Therefore, groundwater conditions presented in this repo�t may
not be representative of those which may be encountered at the time of construction. We
recommend the contractor verify groundwater conditions and evaluate clewatering
requirements prior to bidding and/or construction.
TEMPORARY EXCAVATIONS
General
All excavations must comply with applicable local, state, and federal safety regulati ' ons
including,the current OSHA Excavation and Trench Safety Standards. Construction site
safety generally is the responsibility of the contractor, who should be solely responsible for
the means, methods, and sequencing of construction operations. .
Construction Considerations
Construction equipment, building materials, excavated soil, vehicular traffic, and other
similar loads should not be allowed near the top of any un -shored or un -braced excavation.
Page 9 of 18
NPE
Forest Ranch, Location 249704
MPE No. 02389-01 May 1, 2015
Where the stability of adjoining buildings, walls, pavements, or other similar improvements
is endangered by excavation operations, support systems such as shoring, bracing, or
underpinning may be required to provide structural stability and to protect personnel
working within the excavation. Since excavation operations are dependent on construction
methods and scheduling, the contractor should be solely responsible for the design,
installation, maintenance, and performance of all shoring, bracing, underpinning, and other
similar systems. Under no circumstances should comments provided herein be inferred to
mean that Mid Pacific Engineering is assuming any responsibility for temporary excavations,
or for the design, installation, maintenance, and performance of any shoring, bracing,
underpinning, or other similar systems.
During wet weather, earthen berms or other Methods should be used to prevent runoff
water from entering all excavations. All runoff water within or adjacent to any excavations
should be collected and disposed of outside the construction limits.
Excavation Conditions
Shallow rock was encountered in the test pit excavated for this investigation at an
approximate depth of three feet below existing site grade. Based on this experience, as
well as our general knowledge of the site area, we anticipate trench (and other shallow)
excavations into these materials may be difficult with a conventional backhoe. Therefore, a
large, track -mounted excavator, possibly equipped with a single ripper tooth, hydraulic
percussion hammer, rock wheel, or other similar equipment specifically intended for rock
removal may be required to advance some (if not most) on-site excavations.
In addition to excavation difficulties, perched water may develop above on-site rock
subsequent to wet weather. The presence of perched groundwater could hinder trenching
operations and may necessitate the use of a sump or other.type of clewatering system for
some trench and/or other earthwork excavations (see section above titled: "TEMPORARY
DEWATERING").
TRENCH BACKFILL
Materials
Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should
consist of on-site or imported soil and/or soil -aggregate mixtures generally less than one
,inch in maximum dimension and free of organic or other deleterious debris; trench zone
backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may
Page lo of 18
PUPE
11
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Forest Ranch, Location 249704
MPE No. 02389-ol
May 1, 2015
consist of on-site soil or processed rock5, generally less than three inches in maximum
dimension and free of organic or other deleterious debris.
If imported material is used for pipe or trench zone backfill, we recommend it not consist of
gravel due to the potential for soil migration into, and water seepage along, trenches
backfilled with this type of material.
Recommendations provided above for pipe zone backfill are minimum requirements only.
More stringent material specifications may be required to fulfill local codes and/or bedding
requirements for specific types of pipe. We recommend the project Civil Engineer develop
these material specifications based on planned pipe types, bedding conditions, and other
factors beyond the scope of this study.
Placement and Compaction
Trench backfill should be uniformly moisture -conditioned to between o and 5 percent above
the optimum moisture content, placed in horizontal lifts less than eight inches in loose
thickness, and -compacted to at least go perc ent relative compaction. Within pavement -
areas, trench backfill should be compacted to at least 95 percent relative compaction within
6
12 inches of finished subgrade . Mechanical compaction is strongly recommended; poncling
or jetting should not be allowed unless specifically reviewed and approved by the project
Geotechnical Engineer prior to construction.
Important Note: All pipe zone backfill should be.placed on undisturbed earth materials. In
the event earth ' materials located. directly beneath the planned pipe zone backfill are
disturbed during construction, these materials should either be compacted in-place (if the
depth of disturbance is less than approximately 12 inches deep), or removed (if the depth of
disturbance is greater than approximately 12 inches) and replaced in accordance with
recommendations provided above for trench backfill.
5 On-site rock may require special handling and or processing to reduce the size of the excavated
material.
6
Within this report, finished subgrade refers to the top surface of undisturbed on-site soil compacted
during site preparation, compacted trench backfill, and/or engineered fill.
Page 11 of 18
MPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
ENGINEERED FILL
'Materials
As site topography within the area of planned improvements is relatively level, we anticipate
little -to -no earthwork grading will be performed for this project. However, some fill may be
required to backfill around foundations o,r for other purposes. If required, we recommend
this material consist of on-site or imported7 soil and/or soil -aggregate mixtures generally less
than three inches in maximum dimension, nearly -free of organic or other deleterious debris,
and essentially non -plastic. Typically, well -graded mixtures of gravel, sand, non -plastic silt,
and small quantities of clay would be acceptable for use as engineered fill.
Placement and Compaction
Soil and/or soil -aggregate mixtures used for engineered fill should be uniformly moisture -
conditioned to between o and 5 percent above the optimum moisture content, placed in
horizontal lifts less than eight inches in loose thickness, and compacted to at least go
percent relative compaction. In pavement areas, engineered fill placed within 12 inches of
finished subgrade should be compacted to at least 95 percent relative compaction.
TOWER FOUNDATION - MAT
General
Due to the presence of on-site rock, we anticipate it would be difficult to construct a
conventional drilled, cast -in-place concrete pier foundation to support the planned tower.
Hence, provided below are geotechnical parameters for the design and construction of a
mat foundation. In. general, we recommend this proposed mat be constructed of reinforced
concrete, a minimum of five feet wide, embedded at least four (but no more than
approximately eight) feet below the lowest adjacent final subgrade8, and founded on
undisturbed on -site -soil and/or rock.
7 All imported soil and/or soil-aggregate,mixtures used for engineered fill should be sampled, tested
and approved by the project Geotechnical Engineer prior to being transported to the site.
Within this report, final subgrade refers to the top surface of undisturbed on-site soil, on-site soil
p
compacted during site preparation, and/or engineered fill.
Page 12 Of 18'
No E
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
Allowable Bearing Pressure
An allowable bearing pressure Of 2,000 pounds per square foot (psf) may be used for the
design of a mat foundation with the above minimum dimensions. The allowable bearing
pressure provided is a net value; therefore, the weight of the foundation (which extends
below finished subgrade) may be neglected when computing dead loads. The allowable
bearing pressure provided herein applies to dead plus live loads, includes a calculated factor
of safety of at least three, and may be increased by 1/3 for short-term loading due to wind or
seismicforces. For a mat foundation subject to overturning, the maximum edge pressure
should not exceed the allowable bearing pressure.
Estimated Settlement
Based on anticipated foundation dimensions and loads, we estimate maximum settlement
of the proposed mat foundation to be on the order of Y2 inch. Settlement of this foundation
is expected to occur rapidly, and should be essentially complete shortly after initial
application of the loads.
Overturning Resistance
Overturning tower forces may be resisted by the weight of the proposed concrete mat
foundation (and any soil and/or processed on-site rock placed over this foundation) and
edge bearing of the foundation on undisturbed on-site soil and/or rock. if 'soil (and/or
processed on-site rock) is to be placed over the proposed mat, the unit weight of this
material may be taken as loo pounds per cubic foot.
Lateral Resistance
Resistance to lateral loads (including those due to wind or seismic forces) may be provided
by frictional resistance between the bottom of the proposed concrete mat foundation and
the underlying soil and/or rock, and by passive earth pressure against the sides of the
foundation. A coefficient of friction Of 0.35 may be used between cast -in-place concrete
foundations and th e underlying soil and/or rock; passive pressure available in undisturbed
on-site soil, rock, and/or engineered fill may be taken as equivalent to the pressure exerted,
by a fluid weighing 16o pounds per cubic foot (pcf). To account for the possible future loss
of subgrade support due to surface disturbance, we recommend earth materials located
within the uppermost one foot of the embedded portion of the proposed tower mat
foundation be neglected when evaluating passive resistance.
Friction and passive pressure parameters provided above are ultimate values. Therefore, a
-suitable factor of safety should be applied to these values for design purposes. The
appropriate factor of safety will depend on the design condition and should be determined
Page 13 of 18
MPE
0
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
by the project Structural Engineer. Depending on the application, typical factors of safety
could range from 1.0 to 1.5. Frictional and passive resistance may be used in combination,
provided a suitable factor of safety is applied to these values during design.
Construction Considerations
Prior to placing steel or concrete, the excavation for the proposed tower mat foundation
should be cleaned of all debris, loose or disturbed soil and/or rock, and any water.
EQUIPMENT SHELTER FOUNDATIONS
General
Founclation support for the planned equipment shelter may be provided using either spread
footings or a mat foundation (mat foundations should typically consist of a slab with
thickened edges). in general, these proposed foundations should be constructed of
reinforced concrete and founded on undisturbed native soil and/or engineered fill. In
addition, we recommend all spread footings be a minimum Of 12 inches wide and embedded
a minimum Of 12 inches below the lowest adjacent final subgrade; the thickened edge of all
mat slab foundations should also be embedded a minimum Of 12 inches below the lowest
adjacent final subgrade.
Allowable Bearing Pressure
An, allowable bearing pressure Of 1,500 Pounds per square foot (psf) may be used for the
design of proposed spread and/or mat foundations which possess the above minimum
dimensions. The allowable bearing pressure provided is -a net value; therefore, the weight of
the foundation (which extends below finished subgrade) may be neglected when
computing dead loads. The allowable bearing pressure provided herein applies to dead plus
live loads, includes a calculated factor of safety of at least three, and may be increased by 1/3
for short-term loading due to wind or seismic forces. For mat foundations subject to
overturning forces, the maximum edge pressure should not exceed the allowable bearing
pressure.
Lateral Resistance
Resistance to lateral loads (including those due to wind or seismic forces) may be provided
by frictional resistance between the bottom of proposed concrete foundations and the
underlying soil, and by passive earth pressure against the sides of the foundations. A
coefficient of friction Of 0.35 may be used between cast -in-place concrete foundations and
the underlying soil; passive pressure available in undisturbed native soil and/or engineered
Page 14 of 18
NPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
fill may be takenas equivalent to the pressure exerted by a fluid weighing 16o pounds per
cubic foot (pcf). To account for possible future loss of subgrade s ' upport due to surface
disturbance, we'recommend earth materials located within the uppermost six inches of the
embedded portion of all shallow foundations be neglected when evaluating passive
pressures.
Lateral resistance parameters provided above are ultimate values. Therefore, a suitable
factor of safety should be applied to these values for design purposes. The appropriate
factor of safety will depend on the design condition and should be determined by the
project Structural Engineer. Depending on the application, typical factors of safety could
range from 1.0 to 1.5.
Construction Considerations
Prior to placing steel or concrete, foundation excavations should be cleaned of all debris,
loose or disturbed soil, and any water.
CONCRETE SLABS SUPPORTED -ON -GRADE
Subgrade Preparation
Subgrade soils supporting concrete floorslabs should be scarified to a depth of eight inches,
uniformly moisture -conditioned to between o and 5 percent above the optimum moisture
content, and compacted to at least go percent relative compaction. Scarification and
compaction may be omitted if slabs are'to be placed directly on undisturbed engineered fill
and if appro ved by the project Geotechnical Engineer.
Surrounding Grades
It has been our experience that ground surface grades surrounding structures can affect the
post -construction presence and quantity of water beneath such structures, as well as vapor
emissions from interior concrete floor slabs. in order to reduce the' possibility for these.*
potentially adverse conditions, we recommencl areas adjacent to all structures be graded, or
floor slabs raised, so that the bottoms of all interior concrete f loor slabs are elevated at least
four inches above adjacent, finished pad.grades.
Rock Capillary Break
Interior concrete floor slabs supported -on -grade should be underlain by a capillary break
consisting of free -draining durable rock at least four inches thick, graded such that loo.
Page 15 of 18
NPE
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Forest Ranch, Location 249704
MPE No. 02389-ol May 1,. 2015
percent passes the one -inch sieve and less than five percent passes the NO. 4 sieve9. This
rock should be compacted to the extent possible using light vibratory equipment prior to
placing any vapor membranes or slab concrete. Further, precautions should betaken during
construction to reduce contamination of the rock with soil or other materials.
Contamination of the rock with soil or other materials may significantly reduce the
effectiveness of the capillary break, possibly resulting in excessive (and adverse) free water
transmission to the bottom of the overlying slab.
Vapor Emission Considerations
Though generally not a geotechnical consideration, it has been our experience that a plastic
or vinyl membrane is often placed directly over the rock capillary break to reduce water
migration from the subgrade soils up to the overlying concrete.f loor slab. If used, we
suggest this membrane be installed in a manner to reduce punctures and penetrations.
Where penetrations are unavoidable, or adjacent to footings or othersimilar-obstructions,
the vapor membrane should be placed tightly against these features. Further, it has been
our experience that sand, one to two inches thick, is often placed on top of the membrane
prior to placing slab concrete to promote more uniform curing of the slab. If used, we
strongly suggest that concrete not be placed if sand overlying the vapor membrane has
become wet (due to precipitation or excessive moistening), or if standing water is present
above the membrane. it has been our experience that excessive water beneath interior
floor slabs can result in significant, post -construction vapor transmission through the slab,
adversely affecting floor coverings, and possibly resulting in potentially hazardous molds.
In addition to a capillary break and vapor membrane, it has also been our experience that
concrete quality is critical to the ab ' ility of concrete floor slabs to resist vapor transmission.
As a minimum, we suggest.that concrete used for floor slab construction possess a
maximum water/cement ratio Of 0.5. Since water is often added'to uncured concrete to
increase workability, it is important that strict quality control be exercised during the
installation of all slab concrete to insure water/ceme n -t ratios are not altered prior or during
placement.
It must be recognized comments provided above are suggestions only. These comments
are intended to assist the project Architect, Structural Engineer, or other design
professional, and should not be inferred to mean that Mid Pacific Engineering is assuming
the design responsibility for interior concrete floor slabs or appurtenant vapor reduction
provisions. in all cases, it is solely the responsibility of the project Architect, Structural
Engineer, or other design professional to determine the design based on project specific
9 In general, Caltrans Class 2 aggregate base (or other similar material) will not meet the gradation
requirements provided above for a capillary break. Therefore, we recommend this material not be
used for a capillary break beneath interior concrete slabs supported -on -grade.
Page 16 of 18
NPE
Forest Ranch, Location 249704 4-�i- Ar
MPE No. 02389-ol May 1, 2015
requirements (which were beyond our knowledge or involvement with the project). In the
event the project Architect, Structural Engineer, or other design professional is unfamiliar
with concrete slab -on -grade issues, or if the project will include floor coverings sensitive to
slab vapor emissions, a professional specializing in vapor transmission should be consulted
to provide project specific recommendations and design provisions.
ADDITIONAL SERVICES
We recommend Mid Pacific Engineering review final earthwork grading (if any) and/or
foundation plans and specifications to evaluate that recommendations contained herein
have been properly interpreted and implemented during design. Further, all site earthwork
activities, including site preparation, placement of engineered fill and trench backfill, and all
foundation excavations should be monitored by a representative from Micl Pacific
Engineering.
Monitoring services are an essential component of our design services. Monitoring allows
us to observe the soil conditions encountered during construction, evaluate the applicability
of the recommendations presented in this report to the soil conditions encountered, and
.recommend appropriate changes in design or construction procedures if conditions differ
from those described herein.
LIMITATIONS
This report has been prepared in substantial accordance with the generally accepted
geotechnical engineering practice as it existed in the site area at the time our services were
rendered. No warranty is either expressed or implied.
Conclusions and recommendations contained in this report were based on the conditions
encountered during our field investigation and are applicable only to those project features
described above (see section titled "PROPOSED CONSTRUCTION"). It is possible subsurface
conditions could vary beyond the point explored. If conditions are encountered during
construction which differ from those described in this report, or if the scope or nature of the
proposed construction changes, we should be notified immediately in order to review and, if
deemed necessary, conduct additional studies and/or provide supp:lemental
recommendations.
Recommendations provided in this report are based on the assumption that an adequate
program of tests and observations will be conducted by Mid Pacific Engineering during the
construction phase in order to evaluate compliance with our recommendations.
Page 17 Of 18
NPE
Forest Ranch, Location 249704
MPE No. 02389-ol May 1, 2015
The scope of services provided by Mid Pacific Engineering for this project did not include the
investigation and/or evaluation of toxic substances, or soil or groundwater contamination of
any type. if such conditions are encountered during site development, additional studies
may be required. Further, services provided by Mid Pacific Engineering for this project did
not include the investigation and/or evaluation of soil corrosivity. Depending on planned
pipe types, bedding conditions, and oth ' er factors beyond the scope of this study, it may be
appropriate to evaluate soil corrosivity prior to development.
This report may be used only by our client, and only for the purposes stated herein, within a
reasonable time from its issuance. Land use, site conditions, and other factors may change
over time which may require additional studies. In the event a significant period of time
elapses between the date of this report and construction, Mid Pacific Engineering shall be
notified of such occurrence in order to review current conditions. Depending on that
review, additional studies and/or an updated or revised report may be required prior to
completion of final design.
Any party other than our client who wishes to use all or any portion of this report shall notify
Mid Pacific Engineering of such intended use. Based on the intended use as well as other
site -related factors, Mid Pacific Engineering may require that additional studies be
conducted and that an updated or revised report be issued. Failure to comply with any of
the requirements outlined above by the client or any other party shall release Mid Pacific
-Engineering from any liability arising from the unauthorized use of this report.
Page 18 of 18
MPE
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VICINITY MAP
FIGURE 1
PROPOSED TELECOMMUNICATIONS FACILITY
Date- 05/15
MiD PAcinc ENcINEERING, INC.
Ranch, Location 249704
MPE No. 02389-01
-Forest
Forest Ranch, California
311�
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NOTES: Adapted fro'm Forest Ranch, Overall Site Plan, Sheet A1.1 prepared b.� MST Architects, dated 03/11/15: w v,v
TEST PIT LOCATION MAP FIGURE 2
-05/15
Mr — Kw— PROPOSED TELECOMMUNICATIONS FACILITY Date.
MID PACIFIC ENCINEERINC, INC. Forest Ranch, Location 249704 MPE No. 02389-01
Forest Ranch, California
A.TIK
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7
Approximate Test Pit Location
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NOTES: Adapted fro'm Forest Ranch, Overall Site Plan, Sheet A1.1 prepared b.� MST Architects, dated 03/11/15: w v,v
TEST PIT LOCATION MAP FIGURE 2
-05/15
Mr — Kw— PROPOSED TELECOMMUNICATIONS FACILITY Date.
MID PACIFIC ENCINEERINC, INC. Forest Ranch, Location 249704 MPE No. 02389-01
Forest Ranch, California
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
SYMBOL
CODE
TYPICAL NAMES
Grain Size in
Modified California sampler
GW
Millimeters
Well &aded gravels or gravel - sand mixtures, little or no fines
Above 12"
GRAVELS
GP
12" to 3"
Poorly graded gravels or gravel - sand mixtures, little or no fines
�9
(More than 50% of coarse
76.2 to 4.76
Final Water Level-
-- — — — —
—
= Estimated or gradational
3/4" to No. 4
0
fraction > no. 4 sieve size)
GM
4.76 to 0.074
Silty gravels, gravel - sand - silt mixtures
4 to No. 10 No. 10
PI
= Plasticity Index
toNo.40No.40tc,
El
=Expansive Index
Laboratory
Z 00 >
= Unconfined Compression Test
G C
TR
Clayey gravels, gravel - sand - silt mixtures
<
GR
= Gradation Analysis (Sieve)
'qq
K
= Permeability Test
.. .
......
0
C11.
SW
Well graded sands or gravelly sands, little or no fines
. . . . . . .
. . . . . . . .
SP
Poorly grad ed sands or gravelly sands, little or no fines
cc 0 c;
0 2 A
SANDS
(50% or more of coarse
fraction < no. 4 sieve size)
SM
Silty sands, sand - silt mixtures
SC
Clayey sands, sand clay mixtures
M L
Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts
with slight plasticity
SILTS & CLAYS
Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays,
�fl 2
CL
0 "6 -Di
LL< 50
lean clays
0 >
Aj
OL
Organic silts and organic silty clays of low plasticity
Z Ln
C
cc
MH
1111
Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts
1
a! 6
Z 0 C
SILTS & CLAYS
-
M 2 V
CH
inorganic clays of high plasticity, fat clays
—
LL �t 50
OH
Organic clays of medium to high plasticity, organic silty clays, organic silts
HIGHLY ORGANIC SOILS
Pt
Peat and other highly organic soils
ROCK
RX
Rocks, weathered to fresh
FILL
FILL
Artificially placed fill material
OTH E R SYM BO LS
EMDrive
RANGE OF GRAIN SIZES
Sample: 2-1/2" O.D.
U.S. Standard Sieve
Grain Size in
Modified California sampler
F-1
Millimeters
=Hand Driven Sample
Above 12"
Above 30S
SPT Sampler
12" to 3"
305 to 76.2
Initial Water Level
3" to No. 4
76.2 to 4.76
Final Water Level-
-- — — — —
—
= Estimated or gradational
3/4" to No. 4
19. 1 to 4.76
material change line
No. 4 to No. 200 No.
4.76 to 0.074
= Observed material change line
4 to No. 10 No. 10
PI
= Plasticity Index
toNo.40No.40tc,
El
=Expansive Index
Laboratory
UCC
= Unconfined Compression Test
Tests
TR
= Triaxial Compression Test
GR
= Gradation Analysis (Sieve)
K
= Permeability Test
A4APE
Mid Pacific Engineering, Inc.
GRAIN SIZE CLASSIFICATION
CLASSIFICATION
RANGE OF GRAIN SIZES
U.S. Standard Sieve
Grain Size in
Size
Millimeters
BOULDERS
Above 12"
Above 30S
COBBLES
12" to 3"
305 to 76.2
GRAVEL
3" to No. 4
76.2 to 4.76
coarse ( c
3" to 3/4"
76.2 to 19.1
fine I f 1
3/4" to No. 4
19. 1 to 4.76
SAND
No. 4 to No. 200 No.
4.76 to 0.074
coarse (c
4 to No. 10 No. 10
4.76 to 2.00
Medium (m) fine
toNo.40No.40tc,
2.00 to 0.420
(f)
No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
UNIFIED SOIL CLASSIFICATION SYSTEM
PROPOSED COMMUNICATIONS FACILITY
Forest Ranch, Location 249704
Forest Ranch, California
uate: ub/i5
WE No. 02389-01
�,�Rkef UIR"I
IRO -K QUALITY DESIGNATION.(ROD)�,�P%, i�l
ROD ROCK qUALITY
LOG TERM DEFINITION
go to loo Excellent
Very Wide > 6 feet
Wide 2 to 6 feet
75 to 90 Good
Moderately., 8 to 24 inches
50 to 75 Fair
25 to 50 Poo
Closely 2 1/2 to 8 inches
Very Closely 3/4 to 2 1/2 inches,
0 to 25 Very Poor
LOG TERM
DESCRI PTION/DEFI NITION
Fresh
No visible sign of decomposition or discoloration. Rings under hammer
impact
Slight discoloration inwards from open fractu�es; otherwise similar to
Slightly Weathered
fresh
Moderately Weathered
Discoloration throughout. Strength less than fresh rock, specimens
I I ,
cannot be broken by hand or scraped with knife' -
HighlyWeathered
Specimens can be broken by hand with effort and shaved with knife.
I .
.
Textures becoming indistinct but fabric preserved
Completely Weathered
Mineral decomposed to soil but fabric and structure preserved.
Specimens easily crumbled or penetrated.
CO�4 P &6CY
APPROXIMATE RANGE
CLASS
LOG TERM
DESCRIPTION/DEFINITION
OFUNCONFINED
COMPRESSIVE
STRENGTHS (tsf)
I
ExtremelyStrong
Many blows with geologic'hammer required
>2000
to break intact specimens,
Very Strong
Hand held specimens break with pick end of
-1000 to 2000
hammer under more than one blow
Hand held specimens can be broken with
Strong
singer, moderate biow with pick end of
500t01000
hammer
Specimens can be scraped with knife; light
IV
Moderately Strong
blow'with pick end of hammer causes
250 to 500
indentations
�v
Weak
Specimens crumble under moderate blow
10 to 250
with pick end of hammer
VI
Friable-
Specimens crumble in hand
N/A
ROCK LEGEND
FIGURE 4
MPE,
PROPOSE'D TELECOMMUNICATIONS FACILITY
Date- 05/15
MiD PAoFic EvGINEERING, INC
'Forest Ranch, Location 249704
MPE No. 02389-01
Forest Ranch, California-
LOG OF TEST PIT TP -1
April 3, 2015
CASE 58o E Backhoe with an 18 -Inch Bucket
Test Pit 1
0 - 3' Dark reddish -brown, silty fine sand (SM).
3 - 10' Volcanic rock: Gray to reddish -brown, highly to slightly weathered, closely to
moderately fractured, weak to moderately strong.
10-11, Volcanic rock: Gray to black, slightly weathered, widely fractured, strong.
Practical refusal at 11 feet.
Bottom of Test Pit at 11 feet.
No groundwater encountered.
LOG -OF TEST PIT TP -1
FIGURE 5
PROPOSED TELECOMMUNICATIONS
MPE FACILITY Date: 05/15
Forest Ranch, Location 249704 MPE No. 02389-01
1 .�'. Forest Ranch, California
u,,R
I n E
E. E R S
BUTTE
STRUCTURAL CALCULATIONS
C-6T.FN
for
FOREST RANCH (SITE -4 249704)
0 1.110
0C T 15
at
4955 SCHOTT ROAD
DEVELOPMENT
FOREST RANCH, CA 95942
SERVICES
for
VERIZON WIRELESS
&
,PERMIT
It
05/22/2015
BY: ROGER T. ALWORTH, S.E.
PRINCIPAL
PROJECT #: U1223-422-151
DATE: May 13,2015
REVISED: May 20, 2015
NOTE:
The calculations presented in this package are intended for a
single use at the location indicated above., for. the client listed
above. These calculations shall not be reproduced, reused,
i'card filed", sold to a third part ' or altered in any way
Y,
without the written authoriza"tio'n offector. . Structural.,
Engineeringl-LiX and Larson Camouflage.
4
9138 S. State St., Suite 101/ Sandy, UT 84070/ T (801) 990-1775/ F (801) 990-1776/ www.vectorse'.com
I i; Ili . ' v
Page 1 of 46
JOB NO.: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED:JSP
&map
ECTOR "%"
In (3 1 In E E R S
PROJECT: FOREST RANCH
Design Criteria:
Code: Structural design is based on the California Building Code, 2013 Edition (2012 IBC)
Wind: Basic wind speed = 120 mph (3 -second gust) per the ASCE 7-10 standard
Risk category I Structure class: 11
Wind exposure: C
Topographic category: 2
Crest height: 1659 ft
Ice: None per the TIA-222-G standard
Seismic: Seismic loads are based on the California Building Code, 2013 Edition (2012 IBC) and the TIA-222-G standard
Seismic importance factor, I = 1
Risk category I Structure class: 11
Mapped spectral response accelerations: Ss = 0.644g S, 0.265g
Site class: D
Spectral response coefficients: Sos 0.552g, So, = 0.33g
Seismic design category: D
Basic seismic -force -resisting -system: Telecommunication Tower: Steel Pole
Seismic base shear, V = 17.1 k
Seismic response coefficient, Cs 0.314
Response modification factor, R 1.5
Analysis procedure: Equivalent lateral force
General Notes:
1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be
notified immediately if any discrepancies are found.
2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is
shown, the construction shall be as shown for other similar work and as required by the building code.
3 These calculations are limited to the structural members shown in these calculations only. The connection of the
members shown in these calculations to the existing structure shall be by others.
4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop
drawings by the architect or structural engineer shall not be construed as accepting this responsibility.
5 All structural framing members shall be adequately shored and braced during erection and until full lateral and
vertical support is provided by adjoining members.
Page 2 of 46
JOB NO.: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
ECTOR
E
In a I n E- E R 5
PROJECT: FOREST RANCH
Structural Steel:
1 All structural steel code checks based on the AISC-LRFD, 3rd Edition per the TIA-222-G standard
2 All 18 -sided, tapered shaft steel to be per ASTM A572 GR. 65, U. N.O.
3 The design length of slip splices is equal to 1.67 times the inside width of the base of the upper section. Slip splice
length tolerance is equal to ± 10% of the design slip splice length.
4 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O.
5 All other structural steel shapes & plates shall be per ASTM A36, U.N.O.
6 All anchor bolts shall be per ASTM A615 GR. 75, U.N.O.
7 All bolts for steel -to -steel connections shall be per ASTM A325N, U.N.O.
8 All bolted connections shall be tightened per the "turn -of -nut" method as defined by AISC.
9 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding
Society (AWS) D1.1
10 All steel surfaces shall be galvanized in accordance with ASTM Al 23 and ASTM Al 53 standards, thoroughly
coated with a rust inhibitive red oxide primer, or otherwise protected as noted on the structural drawings.
Foundation / Concrete:
1 All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the
requirements of "Building Code Requirements for Reinforced Concrete", ACI 318-11. Foundation installation shall
be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers", ACI 336,
latest edition
2 All concrete shall have a minimun�compressive strength of 4000 psi at 28 :days.
s
;i i Y:—)
Trw-- : r.
3 Cement for all concrete shall be Type 0—a—min mum /6 rraine;air. Maximum aggregate size shall be
4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O.
5 Foundation design is based upon the project soils report prepared by:
Geotech: MID PACIFIC ENGINEERING, INC.
Report No: 02389-01
Date: 1 -May-1 5
mCT0Rf'.'.l.
E n i n 'E R
.PROJECT: FOREST RANCH
JOB NO.: U1223-422-151
DATE: 05/13/15
Page 3 of 46
DESIGNED: CNIVI
CHECKED: JSP
I-,, TOP OF BRANCHES
BRANCHES ARE DRAWN
125' 0'
FOR ILLUSTRATIVE
PURPOSES ONLY AND.ARE
NOT SHOWN TO SCALE.
TOP OF STEEL
TOP CAP PER
\-F
115'70',
DTL 1/S2
ANTENNA C. L.
Ji
\�Jlr
110'-0'
(8) 96"xl2"x6" PANEL ANTENNA,
(4) ERICSSON RRUS-12
FOLIATED SOCKS
(1) RAYCAP DC -3315
AND RRU COVER
FUTURE MICROWAVE C.L.
TO BE USED.
100'
06'-0" MICROWAVE DISH
_r Ln
lulil Lf)
FUTURE ANTENNA C.L.
90'-&
18 -SIDED TAPERED POLE,
"I'll
SECTION 1 (SEE CHART)
cl� z U L) u
Ll
< Z: 7, :z
ft� < �r < <
:z M cr- Of T
m m m co
FUTURE ANTENNA C.L.i,'
4
HAND HOLES PER DTL
Ili c� Z cz) CD c)
80 -0'
2/S2, TYP.
L) Gi
1—
'd- '.0 cc)
LAO SPLICE 75"
LJ
LJ
0- z
0 < ___
TOLERANCE = ±10�.
C'j ro C'4 0)
. i
FUTURE AN�T NNA ACL.
70'-0
LJ
LJ
18 -SIDED -TAPERED POLE,
NOfE': FUTURE LOADING
@ 110'-�o
SECTION 2 (SEE CHART)
90'-0' 80'-, 0'?, AND
70'-0" -A.G.L.-
(12)� 96"xl2"x6" PANEL ANTENNAS
. ERICSSON RRUS-12s
.(4)
�RAYCAP DC -3315'
(3)�'9'-LC T -ARMS
TYP� OF ALL FUTURE
CARRIERS
BOTTW F BRANCHES,
V2
S3
IF 41'.70'
LAP SPLICE 93"
JOLERANCE ±10
18 -SIDED TAPERED POLE,
,--POLE TO IiE
SECTION 3 (SEE CHART)
PAINTED BROWN
EXIT PORT C. L.
10, -0.
EXIT PORT C L
EXIT, PORTS PER DTL 3/S2
6'�O
GROUND LEVEL
GROUND LEVEL
BASEPLATE PER DTL 4/S3
0'-0'
0'
FOUNDATION PER SHEET S4
' 4
Page 4 of 46
JOB NO.: U 1223-422-151 DESIGNED: CNM
ET DATE: 05/13/15 CHECKED: JSP
E
n a i n E E R 5
PROJECT: FOREST RANCH
m9nopine': Branch Layout
Eff. Area Factor: 0.86
Top Crown Radius: T ft
CAFactor: 0.6
Bott. Branch Elev. (ft): '41 ft
Top of Steel Elev. (ft):,. �!115� ft
Branch Layout Along Pole:
Branch Length (ft)
Qty
Elevation
Start (ft) Stop (ft)
Branch
Wt. (Ibs)
Total Wt.
(Ibs)
Gross (ft2
Wind Area
Eff. (ft)
CAAE (ft)
7
-25—::
f06.9 '11 5C(�'
650
87.3
74.8
44.9
..36
95, 0.
j,,"O 6
1440
174.1
149.2
89.5
6
_37
-95.2
1480
180.7
154.8
92.9
8
Al
2 050
255.5
218.9
131.3
50.,
2050
257.6
220.7
132.4
:10
�48
.4
% -OF""
T -C
3168
366.8
314.2
188.5
Total (lbs):,
10838
Top Crown:
I I b.0 R
Page 5 of'46
11711117SIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE,
ELEVATION
Top crown with (3) 4 ft, and (1) 10 ft
118.5
(37) 6 ft branches
89.2
branches
91-6" T -am EPA= 4*53 W (113 lb,)
80
(25) 4 it branches
110.9
9'-6" T -arm EPA= 4.53 11^2 (113 bs)
80
(3) 96" x 12* x 6' Panel Antenna w/
110
Ericsson RRUS-12
80
Mount Pipe
oi
Ericsson RRUS-12
80
(3) 96" x 12" x 6* Panel Antenna w/
110
Ericsson RRUS-12
80
Mount Pipe
Ericsson RRUS-12
80
9'-6*T-arrnEPA=4.53 2(1131bs)
.110
Raycap RCMDC-3315-PF48
80
9' -6"T a= EPA = 4.53 ft -2 (113 lbs)
1110
(3) 96* x 12' x 6" Pa net Antenna w/
80,
91.6* T-arrn EPA = 4.53 ftA2 (113 lbs)
1110
Mount Pipe
9'-6" T -am EPA= 4.53 W2 (113 lbs)
it 20
(3) 96" x 12" x 6" Panel Antenna w/
80
Ericsson RRUS-12
it
Mount Pipe
Ericsson RRUS-12
110
9' -6'T -am EPA = 4.53 ftA2 (113 lbs)
i8o
Ericsson RRUS-12
110
(3) 96" x 12' x 6" Panel Antenna wi
ou
_�ncsson RRUS-12
110
Mount Pipe
-
Raycap RCMDC-3315-PF48
110
(3) 96" x 12" x 6" Panel Antenna w/
80
(3) 96"x 12" x 6" Panel Antenna w/
110
Mount Pipe
Mount Pipe -
9'.6" T -am EPA= 4.53 ftA2 (113 lbs)
80
(3) 96" x 12" x 6" Panel Antenna w/
110
(41) 8 ft branches
76.5
Mount Pipe
9'.6" T-arrn EPA= 4.53 ft -2 (113 lbs)
70
(36) 6 ft branches
101
Ericsson RRUS-12
s o U
170
6'-0" Standard
100
Ericsson RRUS-12
70
6%0" Standard
100
Ericsson RRUS-12
70
9'-6" T -arm EPA= 4.53 W2 (113 lbs)
90
Ericsson RRUS-12
n U S 2
cs RR
E n s 0
70
97.6" T -am EPA = 4.53 ftA2 (113 lbs)
90
Rn Pn
M 33 1 P'48
c or I
Raycap RCMDC-3315-PF48
y R
70
9'.6' T-arrn EPA = 4.53 ft -2 (113 lbs)
90
6 X 2 x 6 P an a Antenna w,
(3) 96' x 12" x 6" Panel Antenna w/
(3) 9
70
Ericsson RRUS-12
190
Mount Pipe
Ericsson RRUS-12
190
P Antenna w,
(3) 96" x 12" x 6' Panei Antenna w
Ericsson RRU5-12
90
Mount Pipe
ou
Ericsson RRUS-12
90
'3" ('13'bs)
9'-6"T.arrn EPA = 4.53 ftA2 (113 lbs)
70
'�iaycap RciviDc-3315-PF-48
90
( ) S . x 1 . . P n , Antenna w,
(3) 96" x 12" x 6" Panel Antenna w/
70
Mount Pipe
5. Tower Risk Category It.
(3) 96" x 12" x 6" Panel Antenna w/
90
(3) 96' x 12" x 6" Panel Antenna w/
70
Mount Pipe
Mount Pipe
T-6"T-arrn EPA 4.53 ftA2 (113 lbs)
90
T 53 A "s)
T -6"T -am EPA 4 2 ji�
70-
(3) 96" x 12" x 6" Panel Antenna W/
90
9'-6" T-ann EPA= 4.53 ft^2 (113 lbs)
70
Mount Pipe .
(3) 96" x 12" x 6" Panel Antenna w/
1
90
(41) 8 ft branches
Mount Pipe
(48) 10 ft branches
(3) 96' x 12" x 6" Panel Antenna w/
90
Mount Pipe
oi
MATERIAL STRENGTH
v
c2
GRADE Fy Fu GRADE Fy Fu
180 ksi
TOWER DESIGN NOTES
1 Tower is located in Butte County, California.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-G Standard.
4.. Deflections are based upon a 60 mph wind.
5. Tower Risk Category It.
'6. Topographic Category 2 with Crest Height of 1659.00 ft
1. TOWER RATING: 89.8%
2643 I't
ALL REACTIONS
ARE FACTORED
4
AXIAL
65245 Ib.
113HEAR
MOMENT,
136085 lb -L
104 74323 lb -ft
to it
TORQUE 4451 lb -ft
a
REACTIONS - 120 mph WIND
E
u
' 0
-ai
o
�2
co
Vector Engineering
11b:ForestRanch
��YECTOR9138 S. State Street Suite 101
Project: U1223-422-151
App'd:
1. a - n I R 5 Sandy, UT 84070
Ina," by:
cli,n,' Larson Camouflage cmillard
Phone: (801) 990-1775 -
Code: TIA-222-G Scale:
iDa,e:05/07115-
ww�.vectorse.corn Dwg No.
FAX: (801) 990-1776 Path:_
PVT
toxil, owler
Job
Page 6 of 46
Splice
Forest Ranch
TOP
Vector Engineering
Project
Date
9138 S. State Street Suite 10 1
U1223-422-151
17:27:26 05/07/15
Client
Designed by
Sand ' v, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
1 1
FAX.- (801) 9904 7 76
ower, npu db i
NA� T
There is a pole section.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Butte County,'Califomia.
ASCE 7-10 Wind Data is used.
Basic wind speed of 120 mph.
Risk Category 11.
Exposure Category C.
Topographic Category 2.
Crest Height 1659.00 ft.
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, feed line supports, and appurtenance mounts are not considered.
"!-k
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
-Use Diamond Inner Bracing (4 Sided)
Add IBC.6D+W Combination
Distribute Leg Loads As Uniform
Assume Legs Pinned
4 Assume Rigid Index Plate
4 Use Clear Spans For Wind Area
4 Use Clear Spans For KL/r
4 Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
4 Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
4 ' Triangulate Diamond Inner Bracing
Use TLA -222-G Tension Splice Capacity
Exemption
Treat Feedline Bundles As Cylinder
Use ASCE 10 X -Brace Ly Rules
4 Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same A ' Ilowable
Offset Girt At Foundation
Consider Feedline Torque
Include Angle Block Shear Check
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets '
0
7Sedtioh�Ge6mdtry,
Tao
ere lei
Section
Elevation
Section
Splice
Number
TOP
Bottom
Wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thiclaiess
Radius
ft
fit
ft
Sides
ill ,
ill
ill
ill
LI
115.00-68.00
47.00
6.25
18
32.0000
45.3950
0.2500
1.0000
A572-65
(65 ksi)
L2
68.00-26.25
48.00
7.75
18
43.1138
56.7938
0.5000
2.0000
A572-65
(65 ksi)
L3
26.25-1.00
33.00
18
53.5850
62.9900
0.6250
2.5000
A572-65
(65 ksi)
I
Section
Job
Page 7 of 46
tnx I owler,
Forest Ranch
C
I/C
Project
Date
Vector Engineering
U1223-422-151
17:27:26 05/07/15
9138 S. Slate Street Suite 10 1
I, i112
il,4
Client
Designed by
Saudi,, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
FAX.- (801) 990-1776
LI
32.4937
I
Section
Tip Dia.
Area
I
r
C
I/C
J
ItIQ
IV
IvIt
ill
I, i112
il,4
in
in
iu3
in'
iu2
ill
in
LI
32.4937
25.1936
3208.5999
, 11.2713
16.2560
197.3794
6421.4218
12.5992
5.1920
20.768
46.0953
35.8226
9223.8738
16.0265
23.0607
399.9831
18459.8847
17.9147
7.5495
30.198
L2
45.5876
67.6280
15515.4236
15.1279
21.9018
708.4091
31051.2629
33.8204
6.7080
13.416
1347.84
57.6699
89.3382
35768.0214
19.9843
28.8512
1239.7401
71583.1074
44.6776
9.1157
18.231
L3
56.6545
105.0594
37227.8812
18.8008
27.2212
1367.6072
74504.7478
52.5397
8.3310
13.33
1 5/8 Coax
63.9617
123.7166
60792.1034
22.1396
31.9989
1899.8173
121664.198
61.8700
9.9862
15.978
D
No
Inside Pole 70.00- 1.00
24 No Ice 0.00 0.72
0.000
0.000
0.000
6
"N
B
-Tower
Gusset
Gusset
Gusset Grade Adjust. Factor
Adjust. WeightMull. DoubleAngle DoublcAngle
Elevation
A rea
Thicbiess
Af
Factor Stitch Bolt Stitch Bolt
t (perface)
A, Spacing Spacing
Out Face
ft
Diagonals Horizontals
ft
fe
in
ft.?
in
LI
115.00-68.00
A
0.000
0.000
11 �.00-68.00
0.000
0.00
L2 68.00-26.25
0.000
0.000
0.000
0.000
L3 26.25-1.00
C
0.000
0.000
S, 4.
6rdd� si�`Xrei
n A
0.000
0.00
ne r puftenaindeg',
.':Ent_
0.000
0.000
0.000
1347.84
L2
Description
Face
-Allow
Component Placement
Total CAAA Weight
0.000
or
Type
Number
0.000
Leg
.Shield
J?
fit2flt py,
1 5/8 Coax
D
No
Inside Pole 110.00- 1.00
24 No Ice 0.00 0.72
1 5/8 Coax
D
No
Inside Pole 90.00-1.00
24 No Ice 0.00 0.72
1 5/8 Coax
D
No
Inside Pole 80.00- 1.00
24 No Ice 0.00 0.72
1 5/8 Coax
D
No
Inside Pole 70.00- 1.00
24 No Ice 0.00 0.72
0.000
0.000
0.000
0.00
"N
B
4-
q- n.
eq r
-te Ahc "s ti
0.000
0.000
0.000
pU
C
0.000
0.000
0.000
Tower
Tower
Face
AR
AF,
CAAA
- C,4A.4
Weight
Section
Elevation
1n Face
Out Face
ft
ft2
ft2
ft.?
lb
LI
115.00-68.00
A
0.000
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
0.000
0.000
0.00
D
0.000
0.000
0.000
0.000
1347.84
L2
68.00-26.25
A
0.000
0.000
'0.000
0.000
0.00
B -
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
0.000
0.000
0.00
D
0.000
0.000
0.000
0.000
2885.76
U
26.25-1.00
A
0.000.
0.000
0.000
0.000
0.00
B
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
0.000
0.000
0.00
D -
0.000
0.000
0.000
0.000
1745.28
tnxTow.,,er
Job
Forest Ranch
Page 8 of 46
Vector Engineering
9138 S. State Street , Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
Sandv, UT8�070
Phone: (801) 990-1775
FAX.- (801) 990-1776
Larson Camouflage
cmillard . I
�F
field'
i. n g
Tower FeedLine. Description FeedLine K�
Scction RecordNo SeginewElev.1 NoIce
-40, X,
V.
V Y. -V-9
d"
0' f" 'd L
Dcscription
Elevation
Offset Azimuth
Weight
F.
F�
Wind Force CAAc
From
Angle
Centroid
J?
ft L
o
lb
lb
lb
lb ft,
(48) 10 ft branches
48.80
0.00
0.0000 No Ice
3168.00
0.00
0.00 15809.88
188.50
4
Service
3168.00
0.00
0.00 3536.42
188.50
(41) 8 ft branches
63.20
0.00
0.10000 No Ice
2050.00
0.00
0.00 11651.88
132.40
Service
2050.00
0.00
0.00 2606.34
132.40
(41) 8 ft branches
76.50
0.00
0.0000. No Ice
2050.00
0.00
0.00 11959.49
131.30
Service
2050.00
0.00
0.00 2675.15
131.30
(37) 6 ft branches
89.20
0.60
0.0000 No Ice
1480.00
0.00
0.00 8691.90.
92.90
Service
1480.00
0.00
0.00 1944.24
92.90
(36) 6 ft branche's
101.00
0.00 0.0000 No Ice
1440.00
0.00
0.00 8552.12
89.50
Service
1440.00
0.00
0.00 1912.97
89.50
(25) 4 ft branches
110.90
0.00
0.0000 No Ice
650.00
0.00
0.00 4357.18
44.90
Service
650.00
0.00
0.00 974.63
44.90
T6p crown with (3) 4 ft, and (1)
118.50
0.0011
0.0000 'No Ice
0144.00
0.00
0.00 3884.26
39.60
10 ft branches
Service
144.00
0.00
0.00 868.85
39.60
Vx� 4 t
�ijv
Description
Face
Offset
Offsets:
Azimuth - Placement
CAAA
CAA.4 Weight
or
T),Pe
Ho rz-
Adjus n nent
Front
Side
Leg
Lateral
Vert
ft,
ft2 lb
ft
ft
(3) 96" x 12" x 6" Panel
A
From Face
4.00
0.0000
110.00
No Ice
11.47
8.70 79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
B
From Face
4.00
5.0000
110.00
No Ice
11.47
8.70 79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
C
From Face
4.00
10.0600
110.00
No Ice
11.47
8.70 79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" i 12" x 6" Panel
D
From Face
4.00
5.0000
110.00
No Ice
11.47.
8.70 79.20
Antenna w/ Mount Pipe
0.00
0.00
. 9'-6" T-ann EPA = 4.53 ft^2
A
From Face
4.00
0.0000
110.00
No Ice
4.53
1..24 113.00
(113 lbs)
b.00
0.00
9, -6" T -arm EPA = 4.53 ftA2
B
From Face
4.00
5.0000
110.00
No Ice
4.53
1.24 113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4.53 ftA2
C
From Face
4.00
10.0000
110.00
No Ice
4.53
1.24 113.00
(113 Ibs)
0.00,
0.00
9'-6" T -arm EPA 4.53 ftA2
D,,
From Face
4.00
5.0000
110.00
No Ice
4.53
1.24 113.00
rst
Job
Page 9 of 46
tnx, I ower
Forest Ranch
110.00
Vector Engineering
Project
U1223-422-151
Date
17:27:26 05/07/15
9138 S. State Street Suite 101
Client
Designed by
Sandil, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
1
FAX.- (80!) 990-1776
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Ho r-- Adjustment Front Side
Leg Lateral
Vert
fi 0 fi f,2 f12 lb
ft
(113 lbs) 0.00
0.00
Ericsson RRUS-12
A
From Face
4.00
0.0000
110.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
B
From Face
4.00
5.0000
110.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
C
From Face
4.00
10.0000
i 10.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS- 12
D
From Face
4.00
5.0000
110.00
No Ice
3.28
1.30
57 .32
0.00
0.00
Raycap RCMDC-3315-PF-48
D
From Face
4.00
5.0000
110.00
No Ice
4.42
2.90
32.00
0.00
0.00
(3) 96" x 12" x 6" Panel
A
From Face
4.00
0.0000
90.00
No Ice
11.47
8.70
79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
B
From Face
4.00
5.0000
90.00
No Ice
11.47
8.70
79.20
Antenna wl Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
C
From Face
4.00
10.0000
90.00
No Ice
11.47
8.70
79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
D
From Face
4.00
5.0000
90.00
No Ice
11.47
8.70
79.20
Antenna w/ Mount Pipe
0.00
0.00
9'-6" T -arm EPA = 4.53 11�2
A
From Face
4.00
0.0000
90.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4.53 ftA2
B
From Face
4.00
5.0000
90.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4.53 ftA 2
C
From Face
4.00
10.0000
90.00
No Ice
4.53
1.24.
113.00
(113 lbs)
0.00
0.00
9'-6" T-ann EPA = 4.53 ftA 2
D
From Face
4.00
5.0000
90.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
Ericsson RRUS-12
A
From Face
4.00
0.0000
90.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
B
From Face
4.00
5.0000
90.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
C
From Face
4.00
10.0000
90.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
D
From Face
4.00
5.0000
90.00
No Ice
3.28
1.30
57.32
0.00
0.00
Raycap RCMDC-3315-PF-48
D
From Face
4.00
5.0000
90.00
No Ice
4.42
2.90
32.00
0.00
0.00
(3) 96" x 12" x 6" Panel
A
From Face
4.00
0.0000
80.00
No Ice
11.47
8.70
79.20
tnx 7 o.. wl er,
Job
Forest Ranch
Page 10 of 46
Vector Engineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
Sandil, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
FAX.- (801) 990-1776
Horz-
Adjustment
Description
Face
Offset
Offsets:
Azimuth
Placement
C,4AA
CAAA
Weight
or
T),pe
Horz-
Adjustment
Front
Side
Leg
Lateral
Vert
fi
0
fi
f,2
j12
lb
ft
ft
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
B
From Face
4.00
5.0000
80.00
No Ice
11.47
8.70
79.20
Antenna %v/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
C
From Face
4.00
10.0000
80.00
No Ice
11.47
8.70
79.20
Antenna %v/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
D
From Face.
4.00
5.0000
80.00
No Ice
11.47
8.70
79.20
Antenna w/ Mount Pipe
0.00
0.00
9'-6" T -arm EPA 4.53 ft^2
A
From Face
4.00
0.0000
80.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4.53 f1^2
B
From Face
4.00
5.0000
80.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4.53 ft^2
C
From Face
4.00
10.0000
80.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA 4.53 11^2
D
From Face
4.00
5.0000
80.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
Ericsson RRUS-12
A
From Face
4.00
0.0000
80.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
B
From Face
4.00
5.0000
80.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS- 12
C
From Face
4.00
10.0000
80.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
D
From Face
4.00
5.0000
80.00
No Ice
3.28
1.30
57.32
0.00
0.00
Raycap RCMDC-3315-PF-48
D
From Face
4.00
5.0009
.80.00
No Ice
4.42
2.90
32.00
0.00
0.00
(3) 96" x 12" x 6" Panel
A
From Face
4.00
0.0000
70.00
No Ice
11.47
8.70
79.20
Antenna xv/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel ,
B
From Face
4.00
70.00
No Ice
11.47
8.70
79.20
Antenna Nv/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
C
From Face
4.00
10.0000
70.00
No Ice
11.47
8.70
- 79.20
Antenna w/ Mount Pipe
0.00
0.00
(3) 96" x 12" x 6" Panel
D
From Face
4.00
5.0000
70.00
No Ice
11.47
8.70
79.20
Antenna w/ Mount Pipe,
0.00
0.00
9'-6" T-arni EPA 4.53 ft^2
A
From Face
4.00
0.0000
70.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" T -arm EPA = 4 . 53 ftA2
B
From Face
4.00
5.0000
70.00
No Ice
4.53
1.24
113.00
(113 lbs)
0.00
0.00
9'-6" t-arrn EPA = 4.53 ftA2
C
From Face
4.00
10.0000
70.00
No Ice
4.53
1.24
113.00
MxTower
Job
Forest Ranch
Page 11 of 46
Vector Engineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Larson Camouflage
Designed by
cmillard
Sandv, UT84070
- Phone:'(801) 990-1775
FAX.- (801) 990-1776
CAAA -
or
Description
Face
Offset
Offsets:
Azimuth
Placement
AF
CAAA
(;AAA
weignt
CAAA -
or
T"Pe
Harz
Adjustment
Front
Side
Dish
Offset
Leg
Azimuth 3 dB El6ation Outside
Lateral
Weight
.or
Type
Type
Hor-,
Adjustment Beant Diameter
Area
Leg
Vert
Face
Lateral
Width
Psf
ft'
e
Vert
f,
ft2
fi
ft,
ft2
f,2
lb
0 o t
f f
ft2
lb
6-0" Standard B
Paraboloid w/o
From
2.00
0.0000 100.00 6.00 No Ice
12.57
106.00
-
Radome
Face
ft
B,
0.000
153.903
100-00
(113 lbs)
0.000
0.00
6'-0" Standard D
Paraboloid w/o
From
2.00
.0-0000 100.00 6.00 No Ice
. 12.57
106.00
160.00
Radome
0.00
0.00
D
9'-6" T -arm EPA = 4.53 ftA2
D
From Face
4.00
5.0000
70.00
No Ice
4.153
1.24
113.00
(113 lbs)
0.00
0.00
Ericsson RRUS- I
A
From Face
4.00
0.0000
70.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS-12
B
From Face
4.00
5.0000
.70.00
No Ice
3.28
1.30
57.32
0.do
0.00
Ericsson RRUS-12
C
From Face
4.00
�10.0000
70.00
No Ice
3.28
1.30
57.32
0.00
0.00
Ericsson RRUS- 12
D
From Face
4.00
5.0000
70.00
No Ice
3.28
1.30
57.32
0.00
0.00
Raycap RCMDC-3315-PF-48
D
From Face
4.00
5.0000.
70.00
No Ice
4.42
2.90
32.00
0.00
0.00
GH i.joo
Secfion
z
N,
esm
qz'
Q0, w"i;W"
4
AF
AR
AIg
Leg
CAAA -
CAAA
Elevation
a
Description Face
Dish
Offset
Offsets:
Azimuth 3 dB El6ation Outside
Aperture
Weight
.or
Type
Type
Hor-,
Adjustment Beant Diameter
Area
Leg
Face
Lateral
Width
Psf
ft'
e
Vert
ft,
ft2
ft,
t2
f
LI
ft
0 o t
f f
ft2
lb
6-0" Standard B
Paraboloid w/o
From
2.00
0.0000 100.00 6.00 No Ice
12.57
106.00
-
Radome
Face
0.00
B,
0.000
153.903
100-00
0.00
0.000
6'-0" Standard D
Paraboloid w/o
From
2.00
.0-0000 100.00 6.00 No Ice
. 12.57
106.00
160.00
Radome
Face
0.00
D
0.000
0.00
100.00
0.000
GH i.joo
Secfion
z
Kz
qz'
AG
F,
AF
AR
AIg
Leg
CAAA -
CAAA
Elevation
a
%
In
Out
c
Face
Face
ft
Psf
ft'
e
f?
ft,
ft2
ft,
t2
f
LI
90.40
1.239
85
153.903
A�
0.000
153.903
153.903
100.00
0.000
0.000
115.00-68.00
B,
0.000
153.903
100-00
0.000
0.000
C
0.000
153.903
160.00
. 0.000
0.000
D
0.000
153.903
100.00
0.000
0.000
tnx,,-Tow.,er
Job
Forest Ranch
Page 12 of 46
Vector Engineering
9138 S. State Street Suite 10 1
AG
F
'v
Project v
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
Sandy, UT84070
Phone: (8-01) 990-1775
FAX.- (801) 990-1776
Larson Camouflage
cmillard
1 1
Section
z
Kz
qz
AG
F
AF
An
A I,
Leg
C4A.4
CAA,4
Elevation
0.000
A.239
g
Tpssqre,�,,i ervice,,,,.�
_
153.903
a
GH i.joo
153.903
153.903
%
III
Out
115.00-68.00
D
115.00-68.00
c
0.000
153.903
100.00
Face
Face
ft
fit
Psf
f?
e
ft2
ft2
ft2
100.00
ft2
ft2
L2 68.00-26.25
46.76
1.078
75
179.625
A
0.000
179.625
179.625
100.00
0.000
0.000
L2 68.00-26.25
46.76
1.078
17
179.625
B
0.000
179.625
179.625
100.00
0.000
0.000
1
1
179.625
9653.10
231.21
C
0.000
179.625
100.00
0.000
0.000
1
1
179.625
D-
0.000
179.625
100.00
0.000
0.000
U 26.25-1.00
13.37
0.85
61
126.898
A
0.000
126.898
126.898
100.00
0.000
0.000
U 26.25-1.00
13.37
0.85
.14
126.898
B
0000
126898
126.898
10000
0000
0000
A
1
0.65
61'
1
B
0.000
126.898
217.42
100.00
0.000
0.000
B
1
0.65
C
0.000
126.898
100.00
0.000
0.000
Section
Elevation
ft
z
p
C
0.000 126.898
100.00
0.000
0.000
Aft
ft2
A 1,
ft2
D
0.000, 126.898 ,
1 100.00,
0.000,
0.000
A.239
g
Tpssqre,�,,i ervice,,,,.�
_
153.903
A
GH i.joo
153.903
153.903
100.00
Section
Elevation
ft
z
p
Kz
q-
PSf
AG
ft2
F,
a
c
e
AF
ftl
Aft
ft2
A 1,
ft2
Leg
%
CAAA
In
Face
ft2
CAA.4
Out
Face
ft2
L 1
90.40
A.239
19
_
153.903
A
0.000
153.903
153.903
100.00
0.000
0.000
115.00-68.00
D
115.00-68.00
B
0.000
153.903
100.00
0.000
0.000
C
0.000
153.903
0.65
100.00
0.000
0.000
153.903
-
D
0.000
.153.903
1
100.00
0.000
0.000
L2 68.00-26.25
46.76
1.078
17
179.625
A
10.000
179.625
179.625
100.00
0.000
0.000
1
1
179.625
9653.10
231.21
B
0.000
179.625
100.00
0.000
0.000
1
1
179.625
C
-0.000
179.625
100.00
0.000
0.000
0.65
1
1
179.625
D
0.000
179.625
100.00
0.000
0.000
U 26.25-1.00
13.37
0.85
.14
126.898
A
'0.000
126.898
126.898
100.00
0.000
0.000
A
1
0.65
61'
1
B
0.000
126.898
217.42
100.00
0.000
0.000
B
1
0.65
C
0.000
126.898
100.00
0.000
0.000
C
1
0.65
I D
1 0.0001
126.8981
126.898
1 100.001
0.0001
0.000,
I 6.6t, �W. i ild N 6
"T
.0
gr,
10
Section
Elevation
ft
Add
Weight
lb
Self
Weight
lb -
F
a
c
e
e
CF
Psf
DF
DR
AE
f,2
F
lb
w
P�f
Ctrl.
Face
Ll
1347.84
4879.20
A
1
0.65
85
1
1
153.903
9362.61
199.20
D
115.00-68.00
B
1
0.65
1
1
153.903
C
1
0.65
1
11
153.903
-
D
1
0.65
1
1
153.903
L2
2885.76
12818.96
A
1
0.65
75
1
1
179.625
9653.10
231.21
D
68.00-26.25
B
1
0.65
1
1
179.625
C
1
0.65
1
1
179.625
D
1
0.65,
1
.1
179.625
U 26.25-1.00
1745.28
12844.87
A
1
0.65
61'
1
1
126.898
5489.81
217.42
D
B
1
0.65
1
1
126.898
C
1
0.65
1
1
126.898
D
1
0.65
1
1
126.898
Sum Weight:
5978.88
30543.03
OTM
1346656.3
24505.51
4 lb -ft
I
MxT&wer
Job
I
Page 13 of 46
F
a
c
e
I Forest Ranch
i CF .
q�
Psf
DF
DR
Project*,.,'
Date
I
Vector Engin eering
�138
U1223-422-151
17:27:26 05/07/15
S. State Street Suite 101
A
1
Client
Designed by
Saudi,, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
1 1
FAX.- (801) 990-1776
D
115.00-68.00
v 4�
c
N r
%7" n �w -:P.X-�� -
� �J ,,, !;,N, lfi fW.45 Tq;�
Op,
Scction
Elevation
ft -
Add
Weight
1h
Se�f
Weight
lb
F
a
c
e
e
i CF .
q�
Psf
DF
DR
A,
f,2
F
1h
IV
Ar
Orl.
Face
L1
1347.84
4879.20
A
1
0.65
85
1
1
153.903
9362.61
199.20
D
115.00-68.00
B
- 1
0.65
Psf
1
1
153.903
ft
1h,
lb
C
1
0.65
-
1
1
153.903
lb
P?f
'Ll
1347.84
4879.20
D
1
0.65
19
1
1
153.903
2094.27
44.56
D
L2
2885.76
12818.96
A
1
0.65
75
1
1
179.625
9653.10
231.21
D
68.00-26.25
B
1
0.65
1
1
179.625
C
1
'6.65
1
1
179.625
D
1
0.65
1
1
179.625
L3 26.25-1.00
1745.28
12844.87
A
1
0.65
61
1
1
126.898
5489.81
217.42
D
B
1
0.65
1
1
126.898
C
1
0.65
1
1
126.898
D
1
0.65
1
1
126.898
Sum Weight:
5978.88
30543.03
OTM
1346656.3
24505.51
I
I
I
I
1
I
I
1
1 4 lb -ft
I
OM
'Fa
-IV "d, N IT
W
k 7�
F
pr
Section
Elevation
Add
Weight A
1b
Self
Weight
lb '
F
a
c
e
e
CF
q.
Psf
Dr
DR
AE
ft,
F
1b
w
Pif
Orl.
Face
Ll
1347.84
4879.20
A
.1
0.65
19
1
1
153.903
2094.27
44.56
D
115.00-68.00
B
1
0.65
Psf
1
1
153.903
ft
1h,
lb
C
1
0.65
-
1
1
153.903
lb
P?f
'Ll
1347.84
4879.20
D
1
0.65
19
1
1
153.903
2094.27
44.56
D
L2
2885.76
12818.96
A
1
0.65
17
1
1
179.625
2159.25
5 IJ2
D
68.00-26.25
B
1
0.65
1
1
179.625
C
1
0.65
1
1
179.625
D
1
0.65
1
1
179.625
U 26.25-1.00
1745.28
12844.87
A
1
0.65
14
1
1
126.898
1227.98
48.63
D
B
1
0.65
1
126.898
C
1
0.65
1
126.898
D
1
0.65
1
12U98
Sum Wei. -ht:
5978.88
30543.03
OTM
301225.76
5481.50
1
1
1
1 lb -ft
I
wn;
w
51'
�A- xk i h d� 4 51 T b" F,
To'
Wef: . .....
Section
Add
Se4f
F
e
CF
q�
DF
DR
AE
F
w
Ctrl.
Elevation
Weight
Weight'
a
Face
c
Psf
ft
1h,
lb
e
-
fit -1
lb
P?f
'Ll
1347.84
4879.20
A
1
0.65
19
1
1.
153.903
2094.27
44.56
D
115.06-68.00
B
1
0.65
1
1
153.903
C
1
0.65
1
1
153.903
tnxl, 7 ow, er
Job
A Forest Ranch
Page 14 of 46
Vector Engineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
-i5i-ent
Designed by
Sandv,' UT 840 70
Phone: (801) 990-1775
FAX.- (801) 990-1776
Larson Camouflage
cmillard
Section
Elevation
fit
Add
Weight
;b
Sc�f
Weight
'
lb
F
a
c
e
e
CF
q� .
I
Psf
DF
Da
I I
AE
I .
fit,
F
Ib
w
�d
P�f
Ctri.
Face
-5.39
0.00
110.00
D
1
0.65
26.10
1
1
153.903
L2
2885.76
12818.96
A
1
0.65
17
1
1
179.625
2159.25
51.72
D
d*.00*M.25
Antenna w/ Mount Pipe
B
1
0.65
1
1
179.625
96" x 12" x 6" Panel
100.0000
237.60
5.39
0.00
C
1
0.65
'34.40
1
1
179.625
10
D
1
0.65
-
1
1
179.625
110.00
1.291
88
U 26.25-1.00
17 45.28
12844.87
A
I
r 0.65
14
1
1
1227.98
48.63
D
270.0000
113.00
-5.39
B
1
0.65
88
1
1
126.898
41
-
C
1
0.65
9'-6" T-amn EPA = 4.53
1
1
126.898
-5.39
1 10.00
' 1.291
88
1!
1.24�
D
1
'0.65
1
1
126.898
1
Sum Weight:
5978.88
30543.03
5.39
0.00
110.00
1.291
88
OTM
301225.76
5481.50
9'-6" T -arm EPA = 4.53
185.0000
lb -ft
0.00
5.39
110.00
100
it v' N
-e§ N&I
R
Qi tere 69-ppq
1A
Description 4
6,
Aiming
Azimuth
0
Weight
-
Ib
Offs e t.
fit
Offset,
_I
fi
i
I
K�
F
q�
Psf_
CAAc
Front
ft2
CAAc
Side
ft2
96" x 12" x 6" Panel
270.0000
237.60
-5.39
0.00
110.00
1.291
88
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
5.0000
237.60
0.00
75.39
110.00
91
1.291
88
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.39
0.00
110.00
1.291
88
'34.40
26.10
Anten�a w/ Mount Pipe,
96" x 12" x 6" Panel
185.0000
237.60
0.00
5.39
110.00
1.291
88
34.40
26.10
Antenna w/ Mount Pipe
9'-6" T -arm EPA = 4.53
270.0000
113.00
-5.39
0.00
110.00
1.291
88
4.53
1.24
ftA2 (113 lbs)
9'-6" T-amn EPA = 4.53
113.00
0.00
-5.39
1 10.00
' 1.291
88
4.53
1.24�
11^2 (113 lbs)
.
1
9'-6" T -arm EPA = 4.53 1
100.0000
113.00
5.39
0.00
110.00
1.291
88
4.53
.24
ftA2 (113 Ibs)
9'-6" T -arm EPA = 4.53
185.0000
113.00
0.00
5.39
110.00
1.291
88
4.53
1.24
ftAZ (113 lbs)
Ericsson RRUS- 12
270.0000
57.32
-5.39
0.00
110.00
1.291
88
3.28
1.30
Ericsson RRUS-12
5.0000
57.32
0.00
-5.39
110.00
1.291
88
3.28
1.30
Ericsson RRUS-12
100.0000
57.32
5.39
0.00
110.00
1.291
88
3.28
1.30
Ericsson RRUS-12
185.0000
57.32
0.00
5.39
110.00
' 1.291
88
3.28
1.30
Raycap
185.0000
32.00
0.00
5.39
110.00
1.291
88
4.42
2.90
RCMDC-3315-PF48
96" x 12" x 6" Panel
270.0000
237.60
-5.63
0.00
90.00
1.238
85
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
5.0000
237.60
0.00
-5.63
90.00
1.238
85
34.40
.26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.63
0.00
90.00
1.238
85
34.40
26.10
Antenna w/ Mount Pipe
;
1
96" x 12" x 6" Panel
0
185.0000
237.60
0.00
5.63
90.00
1.238
85
34.40
26.10
Antenna Nv/ Mount Pipe
9'-6" T -arm EPA = 4.53
270.0000
113.00
-5.63
0.00
90.00
1.238
85
4.53
1.24
ft^2 (113 Ibs)
14
9'-6" T -arm EPA = 4.53
5.0000
113.00
0.00
-5.63
90.00
1.238
85
4.53
1.24
V2 (113 lbs)
. *
.
9'-6" T -an -n EPA = 4.53
100.0000
.113.00
5.63
0.00
90.00
1.238
85
4.53
1.24
ftA2 (113 lbsj
9'-6" T -arm EPA = 4.53
185.0000
113.00
0.00
5.63
90.00
1.238
1 85
4.53
1.24
w
r
j
r
n, r
Ix7owle
Job
Forest Ranch
Page 15 of 46
Vector Enkineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
� Sand v, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
FAX: (801) 990-1776
Ericsson RRUS- 12 270.0000 57.32
Description Aiming Weight
Azimuth
0 Ib
Offs e Offset,
ft It
ft2
K�
qz
Psf
CAAc
Front
ft,
CAAc
Side
f12
ftA2 (113 lbs)
Ericsson RRUS- 12 270.0000 57.32
-5.63 0.00
90.00
1.238
85
3.28
1.30
Ericsson RRUS-12 5.0000 57.32
0.00 -5.63
90.00
1.238
85
3.28
1.30
Ericsson RRUS- 12 100.0000 57.32
- 5.63 0.00
90.00
1.238
85
3.28
1.30
Ericsson RRUS-12 11 185.0000 57.32
0.00 5.63
90.00
1.238
85
3.28
1.30
Raycap 185.0000 32.00
0.00 5 . .63
90.00
1.238
85
4.42
2.90
RCMDC-3315-PF-48
96" x 12" x 6" Panel 270.0000 237.60
-5.75 0.00
80.00
1.208
83
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel 5.0000 237.60
0.00 -5.75
80.00
1-1.208
83
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel 100.0000 237.60
5.75 0.00
80.00
1.208
83
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel 185.0000 237.60
0.00 5.75
80.00
1.208
83
i4.40
26.10
Antenna w/ Mount Pipe
9'-6" T -arm EPA = 4.53 270.0000 113.00
-5.75 0.00
80-00
1.208
83
4.�3
1.24
V2 (113 lbs)
9'-6" T -arm EPA = 4.53 5.0000 113.00
0.00 -5.75
80.00
1.208
83
4.53
.1.24
ft�2 (113 lbs)
9'-6" T -arm EPA = 4.53 100.0000 113.00
5.75 0.00
80.00
1.208
83
4.53
1.24
ftA2 (113 lbs)
I I
I .
9'-6" T-arr� EPA = 4.53, 185.0600 113.00
0.00 5.75
80.00
1.208
83
4.53
1.24
ft�2 (113 lbs)
Ericsson RRUS-12r 270.0000 57.32
-5.75 0.00
80.00
1.208
83
3.28
1.30
Ericsson RRUS-12 5.0000 57.32
0.00 -5.75
80.00
-1.208
83
3.28
1.30
Ericsson RRUS-12 100.0000 57.32
5.75 0.00
80.00
1.208
83
3.28
1.30
Ericsson RRUS-12 185.0000 57.32
0.00 5.75
80.00
1.208
83
3.28
1.30
Raycap 185.0000 32.00
0.00 5.75
80.00
1.208
83
4.42
2.90
0
RCMDC-3315-PF-48
96" x 12" x 6" Panel 270.0000 237.60
-5.87 0.00
70.00
1.174
82
34.40
26.10
Antenna w/ Mount Pipe.
96" x 12" x 6" Panel 5.0000 237.60
0.00 -5.87
70.00
1.174
82
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel 100.0000 237.60
5.87 0.00
70.00
1.174
82
34.40
26.10
Antenna ),v/ Mount Pipe'
96" x 12" x 6" Panel 185.0000 237.60
0.00 5.87
70.00
1.174
82
34.40
10
Antenna wl Mount Pipe I �
. .
.
1
.
9'-6" T -arm EPA = 4.53 270.0000 113.00
-5.87 0.00
70.00
1.174
82
4.53
1.24
ftA2 (113 lbs)
V-61' T -arm EPA = 4.53 '5.0000 113.00
0.00 -5.87
70.00
1.174
82
4.53
1.24
ftA2 (113 lbs)
. I
k
9'-6" T -arm EPA = 4.53 100.0000 113.00
5.87 0.00
70.00
1.174
82
4.53
1.24
ftA2 (113 lbs) #
.
, .
f,
9'-6" T -arm EPA = 4.53 185.'0000 113.00
0.00 4 5.87
70.00
1.174
82
4.53
1.24
ftA2 (113 lbs)
Ericsson RRUS-12 270.0000 57.32
-5.87 0.00
70.00
1.174
82
328
1.30
Ericsson RRUS-12 5.0000 57.32
0.00 -5.87
70.00
1.174
82
3.28
1.30
Ericsson RRUS-12 100.0000 57.32
5.87 0.00
70.00
1.174
82
3.28
1.30
Ericsson RRUS-12 185.0000 57.32
0.00 5.87
70.00
1.174
82
3.28
1.30
Raycap 185.0000 32.00
0.00 5.87
70.00
1..174
82
4.42
1 2.90
RCMDC-3315-PF-48
Sum 6654.72
I Weight:1
I
I
I - I
-i� Ur 3 3;
Prd
!!� e
"A ofidd,
PCE MA N.
OW
t X .1e
Job
Page 16 of 46
'n
Forest Ranch
f2t
K�
Project
Date
Vector ingineering
U1223-422-151
17:27:26 05/07/15
9138 S. State Street Suite 101
-5.39
0.00
Client
Designed by
Sandil, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
1 1
FAX.- (801) 990-1776
Description
Aiming
Azimuth
0
Weight
lb
Offset,
ft
Offs e t.
ft
f2t
K�
q�
Psf
C.4Ac
Front
f,2
CAAc
Side
ft2
96" x 12" x 6" Panel
270.0000
237.60
-5.39
0.00
110.00
1.291
20
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
5.0000
237.60
0.00
-5.39
110.00
1.291
20
34.40
26.10
Antenna Nv/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.39
0.00
110.00
1.291
20
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
185.0000
237.60
0.00
5.39
110.00
1.291
20
34.40
26.10
Antenna w/ Mount Pipe
9'-6" T -arm EPA = 4.53
270.0000
113.00
-5.39
0.00
110.00
1.291
20
4.53
1 24
ftA2 (113 lbs)
9'-6" T-arrn EPA = 4.53
5.0000
113.00
0.00
-5.;9
110.00
1.291
20
4.53
1.24
ftA2 (113 lbs)
9'-6" T -arm EPA = 4.53
100.0000
113.00
5.39
0.00
110.00
1.291
20
4.53
1.24
ftA2 (113 lbs)
9'-6" T -arm EPA = 4.53
185.0000
113.00
0.00
5.39
110.00
1.291
20
4.53
1.24
ft^2 (113 lbs)
Ericsson RRUS-12
270.0000
57.32
-5.39
0.00
110.00
1.291
20
3.28
1.30
Ericsson RRUS-12
5.0000
57.32
0.00
-5.39
110.00
1.291
20
3.28
1.30
Ericsson RRUS- 12
100.0000
57.32
5.39
0.00
110.00
1.291
20
3.28
1.30
Ericsson RRUS- 12
185.0000
57.32
0.00
5.39
110.00
1.291
20
3.28
1.30
Raycap
185.0000
32.00
0.00
5.39
110.00
1.291
20
4.42
2.90
RCMDC-3315-PF-48
96" x 12" x 6" Panel
270.0000
237.60
-5.63
0.00
90.00
1.238
19
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
5.0000
237.60
0.00
-5.63
90.00
1.238
19
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.63
0.00
90.00
1.238
19
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
185.0000
237.60
0.00
5.63
90.00
1.238
19
34.40
26.10
Antenna w/ Mount Pipe
.
9'-6" T -arm EPA = 4.53
270.0000
113.00
-5.63
0.00
90.06
1.238
19
4.53
1.24
ft^2 (113 lbs)
9'-6" T -arm EPA = 4.53
5.0000
113.00
0.00
-5.63
90.00
1.238
19
4.53
1.24
ft^2 (113 lbs)
9'-6" T-arrn EPA = 4.53
100.0000
113.00
5.63
0.00
90.00
1.238
19
4.53
1.24
ft'12 (113 lbs)
9'-6" T -arm EPA = 4.53
185.0000
113.00
0.00
5.63
90.00
1.238
19
4.53
1.24
ft^2 (113 lbs)
Ericsson RRUS-12
270.0000
57.32
-5.63
0.00
90.00
1.238
19
3.28
LY
Eri6sson RRUS-12
5.0000
57.32
0.00
-5.63
90.00
1.238
19
3.28
LY
Ericsson RRUS-12
100.0000
57.32
5.63
0.00
90.00
1.238
19
3.28
LY
Ericsson RRUS-12
185.0000
57.32
0.00
5.63
90.00
1.238
19
3.28
LY
Raycap
185.0000
32.00
0.00
5.63
90.00
1.238
19
4.42
2.9(
RCMDC-3315-PF48
96" x 12" x 6" Panel
270.0000
237.60
-5.75
0.00
80.00
1.208
19
34.40
26.1(
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
5.0000
237.60
0.00
-5.75
80.00
1.208
19
34.40
26.1(
Antenna %v/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.75
0.00
80.00
1.208
19
34.40
26.11
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
185.0000
237.60
0.00
-.5.75
80.00
1.208
19
34.40
26.11
Antennaw/ Mount Pipe
9'-6" T -arm EPA = 4.53
270.0000
113.00
-5.75
0.00
80.00
1.208
19
4.53
1.2,
ft -2 (113 lbs.)
9'-6" T -arm EPA = 4.53
5.0000
113.00
0.00
-5.75
80.00
1.208
19
4.53
1.2.
ft^2 (113 lbs)
9'-6" T -arm EPA = 4.53
100.0000
113.00
5.75
0.00
80.00
1.208
19
4.53
1.2
fi^2 (113 lbs)
9'-6" T -arm EPA = 4.53
185.0000
113.00
0.00
5.75
80.00
1.208
19
4.53
1.2
ft^2 (113 lbs)
Ericsson RRUS-12
270.0000
57.32
-5.75
0.00
80.00
1.208
19
3.28
1.3
Jr.
wx Tower
Job
Forest Ranch
Page 17 of 46
Vector Digineering
9138 S. State Street Suite 101
Project .
U1223-422-151
Date
17:27:26 05/07/15
Client
Larson tarnouflage
Designed by
cmillard
San4v, UT84070
Phone: (801) 990-1775
FAX.- (801) 990-1776
Ericsson RRUS- 12
5.0000
Description
Ahning
A2imuth
0
Weight
Ib
Offse
offset,
ft
f2t
K�
q�
Psf
CAAc
Front
ft, -
CAAC
Side
ft,
Ericsson RRUS- 12
5.0000
57.32
0.00
-5.75
80.00
1.208
19
3.28
1.30
Ericsson RRUS-12
100.0000
57.32
5.75
0.00
80.00
1.208
19
3.28
1.30
Ericsson RRUS- 12
185.0000
57.32
0.00
5.75
80.00
1.208
19
3.28
1.30
Raycap.
185.0000
32.00
0.00
5.75
80.00
1.208
19
4.42
12.90
RCMDC-3315-PF-48
96" x 12" x 6" Panel
270.0000
237.60
-5.87
0.00
70.00
1.174
18
34.40
26.10
Antenna w/ Mount Pipe
I
96" x 12" x 6" Panel
5.0000
237.60
0.00
-5.87
70.00
1.174
18
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
100.0000
237.60
5.87
0.00
70.00
1.174
18
34.40
26.10
Antenna w/ Mount Pipe
96" x 12" x 6" Panel
185.0000
237.60
0.00
5.87
70.00
1.174
18
34.40
26.10
Antenna xv/ Mount Pipe
9'-6" T -arm EPA = 4.53
270.0000
1 113.00
-5.87
0.00
70.00
1.174
18
1.24
fiA2 (113 lbs)
9'-6" T -arm EPA = 4.53
5.0000
113.00
0.00
-5.87
70.00
1.174
18
4.53
1.24
ftA2 (113 lbs)
I
.
9'-6" T -arm EPA = 4.53
100.0000
113.00
5.87
0.00
70.00
1.174
18
4.53
1.24
ftA2 (113 lbs)
9'-6" T-ann EPA = 4.53
185.0000
113.00
0.0.0
5.87
70.00
1.174
1�
4.53
1.24
ftA2 (113 lbs)
Ericsson RRUS-12
270.0000
57.32
-5.87
0.00
70.00
1.174
18
3.28
1.30
Ericsson RRUS- 12
5.0000
57.32
0.00
-5.87
70.00
1.174
18
3.28
1.30
Ericsson RRUS- 12
100.0000
57.32
5.87
0.00
70.00
1.174
18
3.28
1.30
Ericsson RRUS-12
185.0000
57.32
0.00
5.87
70.00
1.174
18
3.28
1.30
Raycap
185.0000
32.00
0.0 0
5.87
70.00
1.174
18
4.42
2.90
RCMDC-3315-PF-48
Sum
6654.72
I Weight:
I
".M
v.:
4
Elevation
Dish
Aiming
Weight
Qffset�
Offset,
K�
AA
q�
ft
Description
Azimut.h
Ib
ft
ft,
Psf
100.00
6'-0" Standard
0.0000
106.00
0.00
-3.51
1.266
12.57
87
100.00
6'-0" Standard
180.0000
106.00
0.00
3.51
1.266
12.57
87
Sum
212.00
Weight:
C
4,
C
a,
K D sh Pressu I e7w
Elevation
Dish
Aiming
Weight
Offset�
offset�
K�
AA
q�
ft
Description
Azimuth
0
Ib
f?
Psf
100.00
6'-0" Standard
0.0000
106.00
0.00
-3.51
1.266
12.57
19
100.00
6'-0" Standard
180.0000
106.00
0.00
3.51
1.266
12.57
19
Sum
212.00
Weight:
x -
;w
Tdt Ig- -
0 M
tnxT6.wer,
Job
Forest Ranch
Page 18 of 46'
Engineerina,
9138 S. State Street Suite 101
Pr ct,
oje
U1223-422-151
Date
17:27:26 05/07/15
Clie nt
Designed by
Sandj,WT84070
*,�Phone.: (801) 990-1775
L FAX: (801) 990-1776
Larson Camouflage
1
cmillard
- I
Load Vertical
Sum of Torques
Sum of
"Sum of
Sam of
Sum of
Case
Forces
Forces,
Forces'
Overturiiing
Oveirturning
x
z
Moments, M,
Moments, M,
lb
lb,
lb
lh-ft
lb -ft
lb -
Leg Weight
30543.03
Bracing Weight
0.00
Total Member Self -Wei -ht
30543.03
724.47
0.00
Total Weight, i,
54370.63
724.47
0.60
Wind 0 deg - No Ice 1
-.50.13
.
,-10381121.47
-4357.21
911.98
Wind 45 deg - No Ice"
9425 7.69
-9�631.72
-7379999.26
1815.90
Wind 90 deg � No Ice i:
133216.93
�50.13
-3632.74
-10104736.32
989.65
Wind 1 35 deg - No Ice
94186.80
96560.83
7
-7144387.99
3215.48
Wind 18Q deg - No Ice
-50.13
13*6085.38
10382570.41
4357.21
Wind 225 deg - No Ice
-M57.69
.96631.72
7381448.19
-4505.22
Wind 270 deg - No Ice
-133216.9 3
50.13
5081.68
10104736.32
-989.65
Wind 315 dej - No Ice
-94186.80
-96560.83
-7373837.23
71443�7.99
3105.64
Total Weight
54370.63
7 ' 24.4.7
0.00
W ind 0 deg - Service
11.21
-30440.15
-2321530.55
-974�64
204.00
Wind 45 deg - Service
21083.14
-21614.99
-1650226.89
-406.19
Wind 90 deg - Service,
29798.52
-11.21
221.37
Wind 135 deg - Servi
Ice
21068.10
21599.13
1650297.48
-1598086.79
719.25
Wind 180 deg - Servi c I e
111.21
30440.15
2322979.48
974.64
-204.00
Wind 225 deg - Service
..-2108396
'216 1 499
1651675:83
15994 1 65.13
-1007.75
Wind 270 de- - Sery . ic I e
�117
_29798�52
11 �21
1699A 1
2260269.97
-221.37
I Wind 315 deg Service
-2 1 599.13
-1648848 �551
159808091
6 4.68
Comh.:
'Description
No:
I Dead Only
i
2 1.2 Dead+ 1.0 Wind 0 deg - No Ice
3 0.9 Dead+ 1.0 Wind 0 deg.- No Ice
4 1.2.Dead+l',O Wind 45 deg - No Ice'
5 O�9-Dead+1.0 Wind 45 deg - No Ice
6 1.2 Dead+ 1.0 Wind 90 deg - No Ice -
7 A9 Dead+ 1.0 Wind, 90 deg � No Ice,,
1.2 Dead+1.0 Wind 135 deg - No Ice
0.9 Dead+1.0 Wind 135 deg - No Ice
10 1.2 Dead+ 1.0 Wind 180 deg - No Ice
I 1 0.9 Dead+ 1.0 Wind 180 deg -No Ice
12 1.2 Dead+ 1.0'Windr 225 deg -No Ice
13 0.9 Dead+1.0 Wind 225 deg - No Ice
1,4 1.2 Dead+ Lb Wind 270 deg - No Ice
15 0.9 Dead+ 1.0 Wind 270 deg - No Ice
1.2 Dead+ 1.0 Wind 3 15 deg - No Ice,
17 0.9 Dead+ 1.0 Wind 315 deg - No Ice
18, Dead+Wind.0 deg - Service
19 Dead+Wind �45 deg - Service
20 90 deg - Service
-;L Dlead+Wind,135 deg - Service
-22 -Dead+Wind,l 80 deg - Service
23 Dead+Wind 225 deg - Service
24 Dead+Wind,,270 deg - Service
25 Dedd+Wind 315 deg - Service
Ali
toxTo-wer
Job
Forest Ranch
Page 19 of 46
4
Vector Engineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
Sandv, UT84070
Phone: (801) 990-1775
FAX: (801) 990-1776
Larson Camouflage
cmillard
Section Elevation
Component
Condition
Gov. Axial
Major Axis
MinorAxis
No. ft
Type
Load
Moment
Moment
Comb. lb
lb -ft
lb -ft
LI 115-68
Pole
Max Tension
1 0.00
0.00
0.00
Max. Compression
1 -16268.02
0.00
-536.70
Max. Mx
14 -15239.44
1544958.01
-1376.38
Max. My
10 -14944.92
761.77
-1613595.1
1
0 ,
Max. Vy
6 79797.74
-1.544958.0
114.94
I
-
0
-
Max. Vx
10 82 55 1.99
761.77
-1613'595.1
0
Max. -Torque
13
4132.50
L2 68-26.25
Pole.
Max Tension
1 0.00
0.00
0.00
Max. C ompression'
6 -41142.16
-5895780.8
1856.00
A
5
Max. Mx P
6 -41142.16
-5895780.8
1856.�O
5
MAX. My
10 40975.18
2735.42
-6080762.8
I
Max. Vy
6 126933.02
-5895780.8
1856.00
5
Max. Vx
10 129830.52
2735.42
-6080762.8
Max. Torque
13
4460.04
U 26.25- 1
Pole
Max Tension'
1 0.00
0.00
0.00
Max. Compression
6 -'65170.77 -
-10194064.
3516.80
12
Max. Mx
6 -65170.71
-10194064.
3516.80
12
Max. My
.10 -65167.09
4398.60
-10474322.
48
Max. Vy
6 133252.43
-10194064.
3516.80
12
Max. VX
10 136121.85
4398.60
-10474322.
48
Max. Torque
13
4453.47
-KIN
n ea
R ctlohi
40 u_
X
;4
Location
Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
lb
lb
Comb.
Pole
Max. Vert
16
65244.75
94186.75
96560.78
Max. H.,
15
48933.54
IM16.42
-50.13
Max. H.
3
48933.54
-50.13
136084.86
Max. M.
2
10472564.22
-50.13
136084.66
Max. M,
6
10194064.12
-133216.23
50.13
Max. Torsion
13
4451.38
94257.66
-96631.69
Min. Vert
11
48933.54
50.13
-136084.86
Min. H.,
7
48933.54
-133216.42
50.13
Min. H,
11
48933.54
50.13
-136084.86
Min. M,
10
-10474322.48
50.13
-136084.66
Min. M.
14
-10194064.12
133216.23
-50.13
Min. Torsion
9
-3168.55
-94186.77
-96560.80
k
Mp
Job . I
Page 20 of 46
,nxllr
t .'i,wer
Forest Ranch
Overtuniing
Vector E ngineering
Project
Date
9138 S. State Street Suite 101
'
U1223-422-151
17:27:26 05/07/15
Client
Designed by
Sandil, UT84070
Phone: (801) 990-1775
Larson Camouflage
cmillard
1 1
FAX: (801) 990-1776
lb -ft
lb -ft
X.
K
t
<7
Mt
ZT6
z, qncary.��-
Load
Vertical
Shear,
Shear,
Overtuniing
Overtuniing
Torque
Combination
i: k4��, 9,k 4-
Moment, M.
Moment, M,
lb
1h -
lb
lb -ft
lb -ft
lb -ft
Dead Only
54370.63
.0.00
0.00
724.47
0.00
0.00
1.2 D6ad+1.0 Wind 0 deg - No
65244.72
50.13
-136084.66
-10472564.22
-4396.35
906.64
Ice
PX
py
PZ
% Error
Comb.
lb
0.9 Dead+ 1.0 Wind 0 deg - No
48933.54
5.0.13
-136084.86
-10447810.23
-4385.63
906.67
Ice *
-54370.63
0.00
0.00
54370.63
-0.00
0.000%
1.2 Dead+ 1.0 Wind 45 deg - No
65244.75
94257.64
-96631.67-
-7445179.71
-7213611.60
-1797.71
Ice
3
%
-48933.56
-136085.38
- -
48933.54
0.9 Dead+ 1.0 Wind 45 deg - No
48933.56
94257.66
-96631.69
-742.7618.76
.-7196452.87
-1794.74
Ice
96631.67
0.000%
5
94257.69
-48933.56
-96631.72
1.2 Dea I d+1.0 Wind 90 deg - No
65244.73
133216.23
-50.13
-3516.97
-10194064.12
967.59
Ice
-133216.23
65244.73
50.13
0.000%
7
133216.93
0.9 Dead+1.0 Wind 90 deg - No
48933.54
133216.42
-50.13
-3728.92
-10169834.60
971.99
Ice
-65244.75
96560.83
-94186.75
65244.75
-96560.78
0.000%
1.2 Dead+ 1.0 Wind 135 deg -
65244.75
94186.75
96560.78
7440730.04
-7207400.40
3165.28
No Ice 'T
0.9 Dead+ 1.0 Wind 135 deg -
48933.56
94186.77
96560.80
7422739.08
-7190257.54
3168.55
No Ice I
1.2 Dead+1.0 Wind 180 deg -
65244.72
-50.13
136084.66
10474322.48
4398.76
-907.32
No Ice
0.9 Dead+1.0 Wind 180 deg -
48933.54
-50.13
136084.86.
10449123.37
4387.40
-907.36
No Ice
1.2 Dead+ 1.0 Wind 225 d6g -
65244.75
-94257.64
96631.67.
�44'6938.29
7213611.55
-4448.06
No Ice
0.9 Dead+1.0 Wind 225 deg -
48933.56
-94257.66
96631.69
7428932.13
7196452.85
-4451.38
No Ice
1.2 Dead+1.0 Wind 270 deg -
65244.73
-133216.23
50.13
5278.57
10194064.12
-966.89
No Ice
0.9 Dead+1.0 Wind 270 deg-
48933.54�
-133216.42
50.13
5044.55
10169834.60
-971.30
No Ice
1.2 Dead+ 1.0 Wind 315 deg -
65244.75
-94186.75
-96560:78
-7438968.99
7207403.00
3080.57
No Ice I
0.9 Dead+1.0 Wind 315 deg -
48933.56
-94186.77
-96560.80
-7421423.87
7190259.46
307.64
No Ice
Dead+Wind 0 deg - Service
54370.62
11.21
-30439.00
-2339826.17
-982.70
203.92
Dead+Wind 45 deg - Service
54370.62
21083.17
-21614.17
-1663241.90
-1612031.81
-407.39
Dead+Wind 90 deg - Service
54370.62
29797.41
-11.21
-248.13
-2278029.94
218.08
Deid+Wind 135 deg - Service
54370.62
21067.31
21598.32
1663321.32
-1610642.05
Dead+Wind 180 deg - Service
54370.62
-11.21,
30439.00
2j41295.17
982.75
203.96
Dead+Wind 225 deg - Service
54370.62
-21083.17
21614.17
1664710.97
1612031.76
-1004.19
Dead+Wind 270 deg - Service
54370.62
-29797.4l.'
11.21
1717.32
2278029.94
-218.05
Dead+Wind 315 deg - Service
54370.62
-21067.31
-21598.32
-1661852.20
.1610642.16
695.81
IV
4 V-
x $01'Uti.0 n C
1�2 M Y
'i
i: k4��, 9,k 4-
Sum ofApplied Forces
Sum of Reactions
Load.
PX
py
PZ
PX
py
PZ
% Error
Comb.
lb
lb
lb
lb
lb
lb
1
0.00
-54370.63
0.00
0.00
54370.63
-0.00
0.000%
2
50.13
-65244.75
-136085.38
-50.13
65244.72
136084.66
0.000%
3
50.13
-48933.56
-136085.38
-50.13
48933.54
136084.86
0.000%
4
94257.69
-65244.75
-96631.72
-94257.64
65244.75
96631.67
0.000%
5
94257.69
-48933.56
-96631.72
-94257.66
48933.56
96631.69
0.000%
6
133216.93
-65244.75
-50.13
-133216.23
65244.73
50.13
0.000%
7
133216.93
-48933.56
-50.13
-133216.42,
48933.54
50.13
0.00.0%
8
94186.80
-65244.75
96560.83
-94186.75
65244.75
-96560.78
0.000%
wxTaw&
Job
Forest Ranch
Page 21 of 46
Vector Engineering
9138 S. State Street Suite 101
Project
U1223 -422-1.5V
Date
17:27:26 05/07/15
Displacement 4
Designed by
Sandv, UT84070'
Phone: (801) 990-1775
Larson Camouflage
cmillard
FAX.- (801) 990-1776
Tolerance
Load
X�
;W,c
4� Whear, nv S
Load
Convcrged?
Number
Displacement 4
Force
Sum ofApplied Forces
of CvcIes
Sum qfReactions
Tolerance
Load
PX
py
PZ
1 Px
py
PZ
% Error
Comb.
Ib
Ib
1b,
Ib
Ib
lb
8
9
94186.80
-48933.56
965601.83
-94186.77
48933.56
-96560.80
0.000%
10
-50.13
-65244.75
1360M.38
50.13
65244.72
-136084.66
.0.000%
A 1
-50.13
-48933.56
136085.38
50.13
48933.54
-136084.86
0.000%
12
-94257.69
-65244.75
96631.72
94257.64
65244.75
-96631.67
0.000%
13
-94257.69
-48933.56
96631.72
94257.66
48933.56
-96631.69
0.000%
14
-133216.93
-65244.75
50.13
133216.23
65244.73
-50.13
0.000%
15
-133216.93
-48933.56
50.13
133216.42
48933.54
-50.13
0.000%
16
-94186.80
-65244.75
-96560.83
94186.75
65244.75
96560.78
0.000%
17
-94186.80
-48933.56
96560.83
94186.77'
48933.56
96560.80
-0.000%
18
11.21
-54370.63
-30440.15
-11.21
54370.62
30439.00
0.002%
19
21083.96
-54370.63
-21614.99.
'-21083.17
54370.62
21614.17
0.002%
20
29798.52
-54370.63
-11.21 ,
-29797.41
54370.62
11.21
0.002%
21
21068.10
-54370.63
_
21599.13
-21067.31
54370.62
-21598.32
0.002%
22
-11.21
-54370.63
30440.15
11.21
54370.62
-30439.00
0.002%
23
-21083.96
-54370.63
21614.99
21083.17
54370.62
-21614.17
0.002%
24
-29798.52
-54370.63
11.21
29797.41
54370.62
-11.21
.0.002%
25
-21068.10
-54370.63
-21599.13
21067.31
54370.62
21598.32
0.002%
X�
;W,c
4� Whear, nv S
Load
Convcrged?
Number
Displacement 4
Force
Combination
of CvcIes
Tolerahce
Tolerance
I
Yes
6
0.00000001
0.00000001
2
Yes
8
0.00000001
0.00002873
3
Yes
8
0.00000001
0.00002387
4,
Yes
9
0.00000001
0.00014772
5
Yes
9
0.00000001
0.00010670
6
Yes
8
0.00000001
0.00002820
7
Yes
.8
0.00000001
0.00002353
8
Yes
9
0.00000001
0.00014755
9
Yes
9
0.00000001
0.00010657
10
Yes
8
0.00000001
0.00002828
I I
Yes
8
0.00000001
0.00002356
12
Yes
9
6.00000001
0.00014786
13
Yes
9
0.00000001
0.00010680
14
Yes
8
0.00000001
0.00002869
15
Yes
8
0.00000001
0.00002385
16
Yes
9
0.00000001
0.00014746
17
ill Yes
9
0.00000001
0.00010652
18
Yes
7
0.00000001
0.00010215
19
Yes
7
0.00000001
0.00007292
20
Yes
7
0.00000001
0.00009985
21
Yes
7
0.00000001
0.00007360
22
Yes
7
0.00000001
0.00010227
23
Yes
7
0.00000001
0.00007468
24
1'; Yes
7
-0.00000001
0.00009986
25
J Yes
7
0.00000001
0.00007346
Np
S
qN
t"x" -.7 o wl e r
Job
Forest Ranch
Page 22 of 46
Project
U1223-422-151
Date
17:27:26 05/07/15
Vector Engineering
.9138 S. State Street Suite 101
Client
Designed by
Sandil, UT84070 .
Phone: (801) 990-1775
FAX- (801) 990-1776
Larson Camouflage
cmillard
Section
Elevation
Ho r--.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
ill
Comb.
Comb.
ill
LI
115-68
13.066
22
0.9299
0.0017
L2
74.25 - 26.25
5.734
22
0.7010.
0.0006
L3
34-1
1.216
22
0.3200
0.0002
(25) 4 ft branches
22
12.277
0.9110
0.0020
52360
ions,�' d'Rad'IU"i�"'&,' UNA ure--,
Aticc e ect a n o S,bNide,'�Y.Vihd -V;"
(3) 96" x 12" x 6" Panel Antenna w/
22
.1
0.9068
0.0020
52360
Elevation
Appurtenance
Go v.
Deflection
Tilt
Twist
Radius of
'
Load
Curvature
ft
Gov.
Comb.
ill
o
o
ft
118.50
Top crown with (3) 4 ft, and (1) 10
.22
13.066
0.9299
0.0022
52360
L I
ft branches
10
4.1570
0.0072
L2
74.25 - 26.25 25.641
110.90
(25) 4 ft branches
22
12.277
0.9110
0.0020
52360
110.00
(3) 96" x 12" x 6" Panel Antenna w/
22
12.104
0.9068
0.0020
52360
Mount Pipe
101.00
(36) 6 ft branches
22,
10.391
0.8639
0.0017
18700
100.00
6'-0" Standard
.22
10.203
0.8589
0.0016
17453
90.00
(3) 96" x 12" x 6" Panel.Antenna w/.
22
8.370
0.8054
0.0013.
10471
ft branches
Mount Pipe
110.90
(25) 4 ft branches
10
89.20
(37) 6 ft branches
22
8.228
'0.8008
0.0013
4.0541 0.0085 11831
80.00
(3) 96" x 12" x 6" Panel Antenna w/
22
6.652
0.7427
0.0010
7479
to
Mount Pipe
3.8624 071 4224
0.0
100.00
6'-0" Standard
to
45.610
76.50
(41) 8 ft branches
221-
6.086
0.7179
0.0009
6814
70.00
(3) 96" x 12" x 6" Panel Antenna w/
22
5.094
0.6672
0.0007
6178
Mount Pipe
.4
. .
-
63.20
(41) 8 ft branches
22,
4.144
0.6082
0.0006
5820
48.80
(48) 10 ft branches
22 -
2.453
0.4698
0.0004-
5186
e�slgn
"MIAMUM
Section
Elevation Harz.
Gov.
Tilt
Twist
NO.
Deflection
Load.
ft ill
Comb.
o
o
L I
'115 - 68 58.403
10
4.1570
0.0072
L2
74.25 - 26.25 25.641
10
.3.1352
0.0024
L3
34- 1 5.441
10
1.4317
0.0007
Dd lectio iU nd
C 6'ailj A
riti
an
Elevation
Appurtenance
Gov. 1.
Deflection
Tilt Twist Radius of
Load
Curvature
ft
Comb.
ill
0 0 ft
118.50
Top crown with (3) 4 ft, and (1) 10
10
58.403
4.1570 0.0094 11831
ft branches
110.90
(25) 4 ft branches
10
54.877
4.0728 0.0087 11831
110.00
(3) 96" x 12" x 6" Panel Antenna w/
10
54.104
4.0541 0.0085 11831
Mount Pipe
101.00
(36) 6 ft branches
to
46.449
3.8624 071 4224
0.0
100.00
6'-0" Standard
to
45.610
3.8402 0.0070 3942
90.00
(3) 96" x 12" x 6" Panel Antenna w/
10
37.421
3.6015 0.0055 2364
tnx, i owl er
Job
Forest Ranch
Page 23 of 46
Vector Etigineering
9138 S. State Street Suite 101
Project
U1223-422-151
Date
17:27:26 05/07/15
Client
Designed by
Sandv, CIT84070
Phone: (80!) 990-1775
Larson Camouflage
cmillard
FAX.- (801) 990-1776
Curvature
fl
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Kaatus 01
P.
Op"
Load
No.
Curvature
fl
Comb.
in
0
0
ft
- ft
Mount Pipe
ft
ft
lb -ft
i,12
lb
89.20
(37) 6 ft branches
10
36.786
3.5808
0.0054
2290
80.00
(3) 96" x 12" x 6" Panel Antenna w/
10
29.744
3.3214
0.0042
1687
TP56.7938x43.1138xO.5
Mount Pipe
0.00
0.0
85.8329
-40975.20
6247300.00
76.50
(41) 8 ft branches
10
27.216
3.2105
0.0038
1536
70.00
(3) 96" x 12" x 6" Panel Antenna w/
10
22.781
2.9839
0.0031
1391
908.02
Mount Pipe
0.000
0
26.25-1 (3)
TP62.99x53.585xO.625
136122.00
63.20
(41) 8 ft branches
10
18.533
2.7203
0.0025
1309
48.80
(48) 10 ft branches
10
10.974
2.1014
0.0016
1163
C resston
OMP
4
e
Section
Elevation
Size
L
L�
KI1r
A
P.
Op"
Ratio
No.
M-
M -
pl,
- ft
lb -ft
ft
ft
lb -ft
i,12
lb
lb
Op"
LI -
115-68(l)
TP45.395x32xO.25
47.00
0.00
0.0
34.4091
-14944.90
2085940.00
0.007
L2
68 - 26.25 (2)
TP56.7938x43.1138xO.5
48.00
0.00
0.0
85.8329
-40975.20
6247300.00
0.007
U
26.25- 1 (3)
TP62.99x53.585xO.625
33.00
0.00
0.0
123.717
-65167.10
9191520.00
0.007
129931.00
3123650.00
0 0.042
908.02
13894000.00
0.000
0
26.25-1 (3)
TP62.99x53.585xO.625
136122.00
QM
iPoli B nd,n esign,
9
Section
Elevation
Size
M-
om-
Ratio
M-
Omlt�
Ratio
No.
M-
M -
ft
lb -ft
lb -ft
W. ,
lb -ft
lb -ft
om-
LI
115-68(l)
TP45.395020.25
1613591.67
1863908.33
0.866
0.00
1863908.33
0.000
L2
68 - 26.25 (2)
TP56.7938x43.11380.5
6080766.67
6938491.33
0.876
0.00
6938491.33
0.000
U
26.25- 1 (3)
TP62.99x53.585xO.625
10474333.33
11762249.33
0.891
0.00
11762249.33
0.000
4P61e.,She,!r- De-siglni,,
Ratio
Section
Elevation
Size
Actual
V.
Ratio
Actual
OT�
No.
V.
Vu
T.
- T.
ft
lb
lb
0 V.
Ib -Jt
lb -ft
0 T.
L 1
115 -68(l)
TP45.395x32xO.25
82552.00
1042970.00
0.079
682.42
3732375.00
0.000
L2
68 - 26.25 (2)
TP56.793 8 x43.113 W. 5
129931.00
3123650.00
0 0.042
908.02
13894000.00
0.000
U
26.25-1 (3)
TP62.99x53.585xO.625
136122.00
4595760.00
0.030
907.33
23553250.67
0.000
tnxiower
Job
Page 24 of 46
Forest Ranch
Project
Date
4
Vector Engineering
9138 S. State Street Suite 101
U1223-422-151
.1.7:27:26 05/07/15
Sandil, UT84070
Client
Designed by
Phone: (801) 990-1775
Larson Camouflage
cmill
FAX.- (801) 990-1776
'e�� 4 ;.,:,1
Orj� -,Japc 36ble �i:nv 4',
acqy
4 N�"�
wOdsigh" Data't.,
Section Elevation Component
Pass
Size
Critical p oP,,,,,. %
No. ft
Element lb lb Capacih,
Fail
Section
Elevation
Ratio
Ratio
Ratio
Ratio
Ratio
Comb.
A llo vv.
Criteria
NO.
Pass
P�
Al-
Af"'
V.
Tu
Stress
Stress
ft
Op"
om-
om-
0 V.
T,,
Ratio
Ratio
Pass
L 1
115-68(l)
0.007
0.866
0.000
0.079
0.000
0.879
1.000
4.8.2
L2
68 - 26.25 Q)
0.007
0.876
0.000
0.042
0.000
0.885
1.000
4.�8.2
I
.
I .
.
v
L3
26.25-1 (3)
0.007
0.891
0.000
0.030
0.000
0.898
1.000
4.8.2
'e�� 4 ;.,:,1
Orj� -,Japc 36ble �i:nv 4',
acqy
49.
Section Elevation Component
Pass
Size
Critical p oP,,,,,. %
No. ft
Element lb lb Capacih,
Fail
'Ll 115-68 .
Pole
TP45.395x32xO.25
1 -14944.90 2085940.00 : 87.9
Pass
L2 68-26.25
Pole
TP56.7938x43.1138xO.5 -
2 -40975.20 6247300.00 88.5
Pass
U 26.25- 1
Pole
TP62.99x53.585xO.625
3 -65167.10 9191520.00 89.8
Pass
Summary
Pole (1-3) 89.8
Pass
RATING 89.8
Pass
Program Version 6.1.3.1 7/25/2013 File:N:/2015
Projects/TJ1223 Larson Camouflage/TJ 1223422-151 P 15166 Forest Ranch (CA, 113' Monopine,
G)/ENG/To wer/Forest Ranch.eri
LL
vx vz
Global Mast Shear (lb)
�Annn 100000 150000
115A
" Forest Ranch
i15.00
Project: U1223-422-151
e n �, n ! I, � . s Sandy, UT 84070
- - - - - - - - - -
....
- -
N'
..
I
.1.0(
Mx - Mz
Page 25 of 46
Global Mast Moment (lb -ft)
I --1 , —nn7
0 50000 100000 150000 0 5e+006 le+007 1.50+007
Vector Engineerin
'g
" Forest Ranch
i15.00
Project: U1223-422-151
e n �, n ! I, � . s Sandy, UT 84070
Clien': Larson Camoun
N.vectorsexom Phone: (801) 990-1775
68.00
26.2!
-
- - - - - - - - - -
- - t
0 50000 100000 150000 0 5e+006 le+007 1.50+007
Vector Engineerin
'g
" Forest Ranch
FECTOR9138 S. State Street Suilte 101
Project: U1223-422-151
e n �, n ! I, � . s Sandy, UT 84070
Clien': Larson Camoun
N.vectorsexom Phone: (801) 990-1775
.[Code: TIA-222-G
I by: cmillard App'd:
05/07/15 Scale: N
a
0
4)
III
Deflection (in)
in IR
0 . 5 10 is
TIA-222-G - Service - 60 mph
Tilt (deg)
H .
0.5
Maximum Values
Page 26 of 46
Twist (deg)
0.05 0.1
1151
+ - - - L8
6
0 0.05 0.1
Vector Engineeri�g
"'; Forest Ranch
S . 101
fECTOR9138 S. State Street uite
rOjOc': U1223-422-151
a n . - n t e R s Sandy, UT 84010
Client Larson Camoufl
..vectorse.corn Phone: (801) 990-1775
CO'e: TIA-222-G —
68.00
f-
�6.2,'
1.01
. . . .
0 . 5 10 is
TIA-222-G - Service - 60 mph
Tilt (deg)
H .
0.5
Maximum Values
Page 26 of 46
Twist (deg)
0.05 0.1
1151
+ - - - L8
6
0 0.05 0.1
Vector Engineeri�g
"'; Forest Ranch
S . 101
fECTOR9138 S. State Street uite
rOjOc': U1223-422-151
a n . - n t e R s Sandy, UT 84010
Client Larson Camoufl
..vectorse.corn Phone: (801) 990-1775
CO'e: TIA-222-G —
Cmill,rd
37/15 Scale: N
Page 27 of 46
i JOB NO.: U1223-422-151 DESIGNED: CNIVI
DATE: 05/13/15 CHECKED:JSP
E T
E
In (a I n E= E R S SHEET OF
PROJECT: FOREST RANCH
Rp-ismic Rase Shear Calculations:
Reactions From Wind:
Base Shear From Wind Loading Governs
V, (kips): 136.1
Wt (kips): 54.4
Seismic Parameters:
Per California Building Code, 2013 Edition
(2012 IBC), ASCE
7-10
1
Structure Height
1
115
Occupancy Category=
Fa=
1 �28
Seismic Design Category=
D
Fv=
1.87
IS
1.00
SMs=
0.83
Site Class=
D
SM1=
0.50
R=
1 50
SDS=
0 55
Ss=
SDI=
lee
Sj=
Seismic Base Shear:
CS(MIN) 0.03
0.03
CS(MIN) = 0.8 x S, / (R Is) =
(if S, >= 0.6)-
Cs(mAx) SE), / (Ta x (R Is)) =
0.31
T =C h x
n):
0.70 s
CS S, R Is
0.314
V CS x W
17.10 kips
Total Seismic Shear (Vj:
-17.1 Kips
Total Wind Shear:
136.1 Kips
Base Shear From Wind Loading Governs
Mir
ia
)y In a I n IE=- E R S
PROJECT: FOREST RANCH
T -Arm Analyis (12 Antennas)
Discrete Loads from TnxTower Report:
Wind area is total area for all like appurtenances on one mount
Number of Antennas:
Page 28 of 46
JOB NO.: 122�422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
Appurtenance
Ka
Dead + Wind (No Ice) Dead + Wind + ce,
Front CaAa Side CaAa Weight Front C,Aa Side C,A. Weight
(1 ),.3.5 'ft
K1 �0�8,
2.13, ""Z,1'.24, 3 Y
(2)'8!,Pariel �0.8�:.,,��,W 22.94:,�;� 17.4�
(1) RRUS-
`,�3 2V
(.1)Rayc6p*RCMD,C 3315-PE7
0 V�;
4,2 Rj
(6)'Aritenna �Bran'ches
0 . 8
1 1,* 56
59.5%
0
A:
(AISC Equation 1-11-1)
M A-
!NQ
W
V�
No Ice Ice
' �
Ivelocity Pressure, q, [psfl
__7
IGust Effect Factor, Gh
Forces (Factored - LFRD)
I Load Combination Wind ron, I Wind,id,, Weight
1.2 Dead + 1 Wind (No Ice) Ikips] 1 3.42 2.65 0.56
Cross Arm Check
Cross Arm: 14.'�'$CH��.40�(F.,�:=:351,k§i)r�,.%�t
Cross Arm Length: ft
1.2 Dead + 1 Wind No Ice) ips]
Load
Demand Capacity
Ratio
-Moment, My (Weight) [kip -ft]
0.9 10.6
8.4%
Moment, Mx (Windf,,nt) [kip -ft]
5.4 10.6
51.1%
Axial, P (Wind.idJ (kip]
1.3 69.9
1.9%
Unity Check- FrontWind (AISC Equation H1 -1b
59.5%
0
Unity Check - Side Wind
(AISC Equation 1-11-1)
9.4%
OKAY
OKAY
Fwnd = 7(qj(Gh)(Ka)(CaAa)
(TIA-22-G Section 2.6.9.2)
I
JOB NO.: 1223-422-151
mro DATE: 05/13/15
n (a I n E E R 5
PROJECT: FOREST RANCH
T -Arm Analysis Continued
Standoff Arm Check
Standoff Arm: lValm66tSV1 9T,-::
Standoff Length: ft
1.2 Dead + 1 Wind i
No Ice) [kips]
Load
Load
Demand Capacity
Ratio
Moment, My (Weight) [kip -ft]
2.8 16.2
17.4%
Moment, Mx (Wind,ide) [kip -ft]
13.3 .16.2
81.8%
Axial, P (Windfrnt) [kip],
3.4 106.7
3.2%
Unity Check - Side Wind (AISC Equation H 1 -1 b)
99.2%]
Unity Check - Front Wind (AISC Equation H1-1b)j
19.0%1
U -Bolt Check .
U -bolt Diameter: 15/8,'�U-.661t�'-��/:Vblffi6nt.SP21.6,Pl�at
Grade:IA36
1.2 Dead + 1 Wind
i No Ice) [kips]
Load
Demand Capacity Ratio
Shear, V [kip]
0.7 5.3 12.7%
Tension, T [kip]
4.4 10.0 43.6%
Combined Loading [Ibs] (AISC J3-2)
NA
OKAY
OKAY
OKAY
OKAY
Page 29.of 46
DESIGNED: CNM
CHECKED: JSP
Page 30 of 46
JOB NO.: 1223-422-151 DESIGNED: CNIM
DATE: 05/13/15 CHECKED: JSP
FO
EE n a I n E=- E=- R 5
PROJECT: FOREST RANCH
T -Arm Analyis (8 Antennas)
Discrete Loads from TnxTower Report:
Wind area is total area for all like appurtenances on one mount
Number of Antennas:
Appurtenance
No Ice
K, Dead + Wind (No Ice)
Front C,A, Side C,A,, Weight Front
Dead + Wind + Ice
C,A, Side C,A,, Weight
(1)'15, ft T -Arm 1.
�'0.8:" -1-24�::,:-' 79.2
Ivelocity Pressure, q. [psfl
(2) 8,Pane[Antennas -
.-34.41 26-1 240
(I)RRUS12..,: 1::�
0.8--". 3 28 �1 3 58
1
(T) Rziyc6p'RCMDC-3315-PF-�48.:!�'�
1-0-8. 7'q 4'.42�:-` 32,f,�
(6) AnWnna� Branches',
c:o 1,� 4� �056
I Load Combination
I Wind frot
I Wind,j,�
Weight
1.2 Dead + 1 Wind (No Ice) [kips]
4
1 3.33
0.68
Cross Arm Check
Cross Arm: 1\/alrn6ht P3,:.4::-!
N'
ft
1.2 Dead + 1 Wind o Ice) ips]
Load Demand Capacity Ratio -
Moment, My (Weight) [kip -ft] 0.5 5.8 8.8%
Moment, Mx (Windfront) [kip -ft] 3.4 5.8 58.6%
Axial, P (Wind,ide) [kip] 1.7 62.4 2.7%
Unity Check - Front Wind (AISC Equation H1 -1b
Unity Check - Side Wind (AISC Equation Hl-lb)NI10.2%
OKAY
OKAY
FWnd = F(q7
.)(Gh)(K.)(C.A.)
(TIA-22-G Section 2.6.9.2)
No Ice
Ice
Ivelocity Pressure, q. [psfl
IGust Effect Factor, Gh
Forces (Factored - LFRD)
I Load Combination
I Wind frot
I Wind,j,�
Weight
1.2 Dead + 1 Wind (No Ice) [kips]
4.49
1 3.33
0.68
Cross Arm Check
Cross Arm: 1\/alrn6ht P3,:.4::-!
Cross Arm Length: 1
ft
1.2 Dead + 1 Wind o Ice) ips]
Load Demand Capacity Ratio -
Moment, My (Weight) [kip -ft] 0.5 5.8 8.8%
Moment, Mx (Windfront) [kip -ft] 3.4 5.8 58.6%
Axial, P (Wind,ide) [kip] 1.7 62.4 2.7%
Unity Check - Front Wind (AISC Equation H1 -1b
Unity Check - Side Wind (AISC Equation Hl-lb)NI10.2%
OKAY
OKAY
FWnd = F(q7
.)(Gh)(K.)(C.A.)
(TIA-22-G Section 2.6.9.2)
OKAY
OKAY
FWnd = F(q7
.)(Gh)(K.)(C.A.)
(TIA-22-G Section 2.6.9.2)
FWnd = F(q7
.)(Gh)(K.)(C.A.)
(TIA-22-G Section 2.6.9.2)
Page 31 of 46
JOB NO.: 1223-422-151 DESIGNED: CNM
wr DATE: 05/13/15 CHECKED: JSP
E
)�y In a I n E=- E= R S
PROJECT: FOREST RANCH
T-Arni Analysis Continued
Standoff Arm Check
Standoff Arm:jVb1&i6*ht SV197,?',-,4�-�
Standoff Length: 13 ft
1.2 Dead + 1 Wind i
No Ice) [kips]
Load
Load
Demand Capacity
Ratio
Moment, My (Weight) [kip -ft]
2.7 16.2
16.7%
Moment, Mx (WindlidJ [kip -ft]
13.3 16.2
82.1%
Axial, P (Windfr,nt) [kip],
4.5 120.0
3.7%
Unity Check - Side Wind (AISC Equation 1-11-1b)
98.9%1
UnityCheck -Front Wind (AISC Equation 1-11-1b)i
18.6%
U -Bolt Check
U -bolt Diameter: I 5/8'."U 6oltslWj. a
Grade:IA36
1.2 Dead + 1 Wind
i No Ice) [kips]
Load
Demand Capacity Ratio
Shear, V [kip]
0.8 5.3 15.9%
Tension, T [kip]
5.5 10.0 55.0%
Combined Loading [Ibs] (AISC J3-2)
NA
OKAY
OKAY
DKAY
DKAY
Page 32 of 46'
JOB NO.: 1-11223-422-�151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
ECTOR
E n s i n E E R S
L 15 ft
r: 13.93 in
Fy: 70.5 ksi
KL/r: 991
Fcr: ksi
Reinforced Access Port Analysis,@ 88 ft
Reinforced Access Port:
Width, w:
5
inches
Height
-,M:3 5
inches
r
Thickness, tj:
'��?,E,.,,�0:75
inches
Depth, d:
inches
Projection, p:1
inches
Area, 34.1704
Perimeter..', 231.3042
P.
Bounding box- X: -20-8199 20.6537
go,
Y: -20.8909 -- 20.8909
Pole Shaft Lo6dinq:,
Centroid. X- 0.0342
Y: -0.0591
f
Moments of inertia: X: 6657.5874
Mu:
kip -ft
Y: 6632A 154
I Product of inertia: XY: 2.6751
Pu:
12
kips
Radiii of gyration: k 13.9583
Y: 13.9316
vu:
kips
sabo cenro�
Principal Moments and X -Y directions aboul centroid:
1 6657 4 90,0/
1: 6657.7329alortg[0,99490.10111.
J:6631.8107 along [-0.1011 0.994-91 -
Properties C& Access Port:
a
"35.7. in
Flat -Fl, at bia: �W
Pole Thickness, t2:
Ap.leNoAccess:
31.0
in�'
lPoleNoAccess:
6025.5
in
-
SPoleNoAcwss:
303.6
in"
Areinforced:
in'
E:
ksi,
lrei4orced:
4
in
�'Rim Fy:
ksi
Sreinforcec
325.9
in�'
Poi,e F y
ksi
K:
1
L 15 ft
r: 13.93 in
Fy: 70.5 ksi
KL/r: 991
Fcr: ksi
Page 33 of 46.
JOB NO.: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
mCTOR
En
E n a I n E E R 8
Reinforced Access Port Analysis'At 66 ft
Reinforced Access Port:
9
Width, w: inches
Height :13 inches
Thickness, ti: inches
3 inches
Depth, d: Area 65-1493
P._
Perwrteler. 264.4379
Projection, pl�:�,:.�:0.625 inches
Boundngg bcw� K -23.5M — 23.5832
Y: -23.2287 — 23,2509
C Mm.d
entroict X: 0.00w
Y:0.0010
Pole Shaft Loading: Mornentsolinerlix X:16531-2093
Y: 16600.7650
Product of inerfia: XY: 00000
MU: iii_,��2514 kip -ft Racrii of gyrabom, X: I&SM
Y: 5.9628
Principal rnornentsandX-Y directions about centroid:
u
P k t 16531.2093alongil.00000.000D)
ips
X 16600.7&9D along 10=00 1.00001
Pnncipal trun�
Vu:j '4:.��!446.`611<iPS
Properties (ZD_ Access Port:
Flat -Flat Dia:[:`��w�,;'�44*19 in
Pole Thickness, t2: in
APoleNoArcess: 69.7 in2
4
lPolel,loft�ess: .17182.4 in
SPoleNoAcress: 765.4 in�'
A in" r E: ksi
reiniorced:
53t_]
- 2 in" Rim F: ksi
Ireinforced: Jl',.,16 y
Sreinfxced: 716.5 in' Pole Fy: ksi
K: 1
L
5
ft"
r:
15.93
in
F'y:
82.6
ksi
KL/r-.
866
kc:
i Fcr:
ksi
Mn: 4928.8 kip -ft
Pn: 2173.5 kip
Vn: 2689.0 kip
Interaction Check: 0.58 OKAY
Added Weight Per Port lbs
Page 34 of 46
*V__
JOB NO U 1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
ECTORIF.,
EnsinEIERS
PROJECT: FOREST RANCH
Reinforced -Access Port Analysis,@ 6 ft
Reinforced Access Port:
Width, w: -fl
.5 inches
3 !;,J
091 �;5 inches
Height,
Thickness, tj: ZA
.0.75 inches
inches
Depth, d:
Projection, p::: '%::�0.75 inches
Pole Shaft Loading:
M kip -ft EQUIV,
U
CIRCL_E_�-
PU: kips
VU: kips
Properties (ZD_ Access Port: U
f==j,
T LL
Flat -Flat Dia: in
Pole Thickness, t2:1 in
A cess: 119.7 in2
PoIeNoAc
lPoleNoAccess: 55550.7 in'
SP - oleN�Access: 1804.6 in'
A 4' . E: k�i
reinforced: 123.2 in"
C Rim F: ksli
Ireinforced: - 57249.0 in y
i S'ein"forced: 1815.6 in�' Pole Fy: ksi
K: 1
ft Note:
r: 21.56 in Section properities are base on an equivalent
F'Y: 82.6 ksi circular tube as shown in the illustration above.
The outer diameter of the circle is equal to the
KL/r: , 64.01 �at-flat diameter of the polygon thus the
properties are conservative.
Fcr: ksi
MnT 12489.5]kip-ft
Pn:j 6200.9 kip
Vn: 5MU.8 kip
Interaction Check:F 0,896 OKAY
Added Weight Per Port lbs
Page 35 of 46
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
TIA Rev G
Site Data
Project* U1223-422-151
Site Name: FOREST RANCH
Date: 05/13/15
F_ Pole Manufacturer:
Anchor Rod Data
Qty:
... 1".
in
I n
ksl
in
Diam:...,:.:"
�2
in
Rod Material:
'.:::!':A61:5�'J
<__ Disregard
Strength (Fu):
k sl
ksi
Yield (Fy):
Fu
ksi
Bolt Circled....I.,
"::7
in
Plate Data
DiamJ..'..'.:::-:77:
Thick:
Grade:
Single -Rod 13-eff:
... 1".
in
I n
ksl
in
3
50:��
6.25
Stiffener Data (Wei ing at both sides)
Config:
'�_.10474�,,'4,
Diam:
Weld Type:
in
Thick:
Groove DepthA....
in
<__ Disregard
Groove Angle:
k sl
<-- Disregard
Fillet H. Weld:
Fu
in
Fillet V. Weld:
3125
in
Width:
in
Height:
in
Thick:
in
Notch:
in
Gradel
ks I
Weld str.:
ksi
Reactions
Pole Data
'�_.10474�,,'4,
Diam:
",��.7,B5.2ZI,
in
Thick:
0.1825:��*,.�.,..��
in
Grade:
"65'
k sl
# of Sides:
T" IF Round
Fu
k—i
Reinf. Fillet Weld
"0" if None
Reactions
M u:
Axial, Pu:
Shear, Vu:
'�_.10474�,,'4,
ft -kips
kips
kips
",��.7,B5.2ZI,
AISC LRFD
Anchor Rod Results
Max Rod (Cu+ Vu/�):
Allowable Axial, (P*Fu*Anet:
Anchor Rod Stress Ratio:
<-Only Appicable to Unstiffened Cases
Rigid
231.8 Kips AISC LRFD
260.0 Kips (p*Tn
89.2% Pass
Base Plate Results
Flexural Check
Rigid -
Base Plate Stress:
39.2 ksi
AISC LRFD
Allowable Plate Stress:
45.0 ksi
(p*Fy
Base Plate Stress Ratio:
87.1 % Pass
Y.L. Length:
Pole Punching Shear Check:
1
32.76
n/a
Stiffener -Results
Horizontal Weld
n/a
Vertical Weld:
n/a
Plate Flex+Shear, fb/Fb+(fv/Fv),12:
n/a
Plate Tension+Shear, ft/Ft+(fv/Fv)12:
n/a
Plate Comp. (AISC Bracket):
n/a
Pole Results
Pole Punching Shear Check:
n/a
0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt I
N2!ftl for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
CCIplate 1.2 - Circular Base G 1.2, Effective October 26, 2009 Analysis, Date: 5/12/2015
Page 36 of 46
JOB NO.: U1223-422-151 DESIGNED: CNM
EC; T 0 DATE: 05/13/15 CHECKED:JSP
E
n G i n Ez E R, S SHEET OF
PROJECT: FOREST RANCH
Foundat'ion. Design
Page 37 of 46
JOB NO*: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED:JSP
ECTOR
E
y In s I In E- E=- R S
PROJECT: FOREST RANCH
Anchorane Embedment Desian
Vertical Bar Size:
Conc. Comp. Strength:
Pier Diameter:
Pier Depth:
Top of Pier Elevation:
Concrete Volume
Side Conc. Cover:
Top Conc. Cover:
Bolt Circle Dia.:
Horizontal Tie Size:
# Anchor Rods:
Anchor Rod Dia:
W, (bar loc. factor):
We (epoxy coating factor):
W, (bar size factor):
?, (concrete type factor):
Bar Diameter:
Horiz. Tie Diameter:
Min.Clr Dist. Btwn Anchor & Rod:
Max. Clr Dist. Btwn Anchor & Rod:
Req'd Lap Length:
Min. Required Embedment Depth:
Available Pullout with Heavy Hex
Nut:��jbs-
Transverse Reinforcement Design
(see 2009 IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2)
Seismic Design Category: D
Site Class: D
.... .... .. ..
Type of Transverse Reinforcement:
Transverse fyt: 60 ksl
Seismic Hooks Required? Yes
Tie Size OK? Yes
Spacing at Top of Pier: in
Spacing at Bottom of Pier:F' �12��] in
Total Pier Len g I h 5 ft
gt
Top Pier Len h. 24 ft
19 ft
Bottom Pier Length: a- I
E C TO R
E
nGinEERS
PROJECT: FOREST RANCH
Page 38 of 46
JOB NO.: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
SHEET
19T;
Square Mat Foundation Design (Resultant Lies Outside Footing Kern)
Effective
r% 1 14 C -+^r�rl I Is B area
=.� !d" %Ica � I " !g.
Max. Base. Shear, V,, / 0.75:
201.6 k .
Max. Overturning Moment, Mu / 0.75:
15,517.5 k -ft
Max. Down, Pu-d,,,,n / 0.75:
96.7 k
Structure Weight:
60.4 k
Moment Components, My = M�:
10972.5 k -ft
(All loads were divided by 0.9 to design foundation to 90%)
Mat Pr6perties:
Mat Width, L = B:
Mat Thickness, t:
Pier Diameter, b:
Height of Pier:
Depth of Soil Above Mat:
Unit Weight of Soil:
Number of Legs:
Soil Properties:
32
ft
ft
ft
ft
ft
pcf
Volume of Concrete:
Volume of Concrete:
Weight of Concrete:
Weight of Soil:
3323 ft3
123.1 yd 3
498.5 k
438.2 k
Factor of Safety:
5.0
0".
Eff. Bearing Pressure:
Allow. Bearing Pressure:
psf
Factor of Safety:
Eff. Bearing Pressure:
F 6000 psf
1/3 increase for short term loads?
Coefficient of Friction:
0.35
Passive Pressure:
160
pcf
Factor of Safety:
1.5
Factor of Safety:
1.5
Max. Passive Pressure (opt'l):
psf
% Passive for Sliding:
100.00
1/3 increase for short term loads?
No
% Friction for Sliding:
1 100.00
top Depth to Ignore:
1.0
ft
Check Bearing:
Total Moment, My = M)':
Total Axial Load, Q:
Load eccentricity, eL = ee:
Effective Mat Brg Width, B, = L,
Effective Area, A-- 1/2(Bl)(L,):
Allowable axial load:
12,113.0 k -ft
1,595.3 k
7.59 ft
25.22 ft
318.07
W_1 k Bearing Capacity OK.
Page 39 of 46
JOB NO.: U1223-422-151 DESIGNED: CNM
DATE: 05/13/15 CHECKED: JSP
EM -0 LAM T 0PFN1%
E
In G i In E E R S SHEET OF
PROJECT: FOREST RANCH
Square Mat -Foundation Design (cont.)
Check Overturning:
Base Shear (1.6W), Vu: 151.2 k PU
Overturning Moment (1.6W), Mu: 11,638.1 k -ft VU
Down (0.9 D), Pu: 54.4 k
OTM about point P (1.6W): 12847.781 k -ft
Resisting Moment (0.9D): k -ft
LLI
MU
I g -I
—IF
Overturning OK. W F11 F 15
Check Sliding:
3:
Sliding Resistance from Friction: 471.1 k P
Sliding Resistance from Passive: 15.4 k
Total Sliding Resistance: W4Vt5j,§ k FTG WIDHT
Sliding resistance OK.
Page 40 of 46
'14—
Description Pier
7;
I. —,C&de�,Refiientes�-' r
Calculations per ACI 318-11, IBC 2012, CEIC 201 3, ASCE.7-10
Load Combinations Used : IBC 2012
fc Concrete 28 day strength = 4.0 ksi
Overall Column Height 5.0 ft
E = 3,823.68 ksi
End Fixity Top Free, Bottom Fixed
Density 145.0 pcf
Brace condition for deflection (buckling) along columns
0.850
X -X (width) axis
fy - Main Rebar 60.0 ksi
Fully braced against buckling along X -X Axis
E - Main Rebar 29,000.0 ksi
Y -Y (depth) axis:
Allow. Reinforcing Limits ASTM A615 Bars Used
Fully braced against buckling along Y -Y Axis
Min. Reinf. 0.250%
Max. Reinf. 8.0%
Load Combination IBC 2012
FC615—mn Cro—ssSecti6—n,,,7:�'.-,
Column Dimensions 84.Oin Diameter, Column Edge to Rebar Edge,
Y
Cover.= 4.750in
Column Reinforcing :50 - #11 bars
77 77
pliTd Ldids 7777
Enterecl� loads are factored per load combinations specified by user.
Column self weight included 27,901.3 lbs Dead Load Factor
AXIAL LOADS ...
Axial Load at 5.0 ft above base, D = 54.370 k
BENDING LOADS ...
Lat. Point Load at 5.0 ft creating Mx -x, W = 136.090 k
Moment acting about X -X axis, W 10,474.3 k -ft
'stimmAR
ro�VGN' 7 7 77 7 -7 77,
Load Combination ;1.20D+0.5OLr+0.50L+W+1.60H
Maximum SERVICE Load Reactions..
Location of max.above base 4.966 ft
Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k
Maximum Stress Ratio 0.974: 1
Top along X -X 0-0k Bottom along X -X 136-090 k
Ratio = (PU A 2+MUA 2)A�5 / (PhiPn A 2+PhiMn A 2)A .5
Pu = 98.726 k (P * Pn = 719.333 k
Maximum SERVICE Load Deflections ...
Mu -x = 11, 154.8 k -ft Y * Mn -x = 11,559.7 k -ft
Along Y -Y 0.02517in at 5.0 ft above base
Mu -y = 0.0 k -ft T * Mn -y = 0.0 k -ft
for load combination: W Only
Mu Angle = 180.0 deg
Along X -X O.Oin at 0.0 ft above base
Mu at Angle = 11, 154.8 k -ft (pMn at Angle = 11,45.2.9 k -ft
for load combination
Pn & Mn values located at Pu -Mu vector intersection with capacity curve
Ge neral Section Information . (P = 0.70 =0.850 0.850
ColumnCapacities
.
p : % Reinforcing 1.407 % Rebar % Ok
Pnmax: Nominal Max. Compressive Axial Capacity 23,256.8 k
A
I
Pnmin Nominal Min. Tension Axial Capacity -4,680.0 k
Reinforcing Area 78.0 in 2
(P Pn, max: Usable Compressive Axial Capacity A 3,837.8 k
Concrete Area 5,541.77 in,12
(P Pn, min: Usable Tension Axial Capacity -3,276.0 k
9
Page 41 of 46
Description : Pier
G effii6j Loid Cor�binatlion Results
ei
Gov 6 m' 6 n'i
- 11 , &`ulk6 -6 s�,. ir: o rn�,� 'dk� ing:A,qalysis,',,k-ft,.; Utilization
errjjn�g,F. re,
P,
e -
Load Combination 'Al u ,,'-jpJ
Y�, Mm R6tio,'
S
X -IX. �(d6g;; &M
+1.40D+1.60H
4.91
11 b.1 t5IJ,Z5Jf-?J-1
u.vuu
+1.20D+0.5OLr+1.60L+1.60H
4.97
98.7313,837.81
0.000
0.007
+1.20D+1.60L+0.50S+1.60H
4.97
98.7313,837.81
0.000
0.007
+1.20D+1.6OLr+0.50L+1.60H
4.97
98.7313,837.81
0.000
0.007
+1.20D+1.6OLr+0.50W+1.60H
Actual
4.97
98.73 " 180.45
1.000 -5,577.39
180.000
5,577.39 11,664.69
+1'.20D+0.50L+1.60S+1.60H
4.97
98.7313,837.81
0.000
0.007
+1.20D+1.60S+0.50W+1.60H
Actual
4.97
98.73 180.45
1.000 -5,577.39
180.000
5,577.39 11,664.69
0.478
+1.20D+0.5OLr+0.50L+W+1.60H
Actual
4.97
98.73 ' 79.33
1.000-11,154.7-1
180.000
11,154.77 11,452.86
0.974
+1.20D+0.50L+0.50S+W+1.60H
Actual
4.97
98.73 79.33
1.000-11,1 54.7�
180.000
11,154.77 11,452.86
0.974
+1.20D+0.50L+0.70S+E+1.60H
4.97
98.7313,837.81
0.000
0.007
+0.90D+W+0.90H
Actual
4.97
74.04 .79.33
1.000-11.1 54.T
180.000
11,154.77 11,452.86
0.974
+0.90D+E+0.90H
4.97
74.0413,837.81
0.000
0.005
F-maxi�mum Reactions
Note: Only non -zero reactions are listed.
Reaction along X -X Axis
Reaction along
Y -Y Axis
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
D Only
k
k
82.271 k
+D+L
k
k
82.271 k
+D+Lr
k
k
82.271 k
+D+S
k
k
82.271 k
+D+0.750Lr+0.750L
k
k
82.271 k
+D+0.750L+0.750S
k
k
82.271 k
+D+0.60W
81.654
k
k
82.271 k
+D+0.70E
k
k
82.271 k
+D+0.750Lr+0.750L+0.45OW
61.240
k
k
82.271 k
+D+0.750L+0.750S+0.45OW
61.240
k
k
82.271 k
+D+0.750L+0.750S+0.5250E
k
k
82.271 k
+0.60D+0.60W
81.654
k
k
49.363 k
+0.60D+0.70E
k
k
49.363 k
D Only
k
k
82.271 k
Lr Only
k
k
k
L Only
k
k
k
S Only
k
k
k
W Only
136.090
k
k
k
E Only
k
k
k
H Only
k
k
k
r-MaxiE-uriDiflOctiE-ns-f6'r-Coad C-ombinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000
in
0.000 ft
+D+L
0.0000 in
0.000 fl:
0.000
in
0.000 ft
+D+Lr
0.0000 in
0.000 ft
0.000
in
0.000 ft
+D+S
0.0000 in
0.000 ft
0.000
in
0.000 ft
+D+0.750Lr+0.750L
0.0000 in
0.600 ft
0.000
in
0.000 ft
+D+0.750L+0.750S
0.0000 in
0.000 ft
0.000
in
0.000 ft
+D+0.60W
0.0000 in
0.000 ft
0.015
in
5.000 ft
+D+0.70E
0.0000 in
0.000 It
0.000
in
0.000 ft
+D+0.750Lr+0.750L+0.45OW
0.0000 in
0.000 ft
0.011
in
5.000 It
+D+0.750L+0.750S+0.45OW
0.0000 in
0.000 ft
0.011
in
5.000 ft
+D+0.750L+0.750S+0.5250E,
0.0000 in
0.000 ft
0.000
in
0.000 It
+0.60D+0.60W
0.0000 in
0.000 ft
0.015
in
5.000 ft
+0.60D+0.70E
0.0000 in
0.000 ft
0.000
in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000
in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000
in
0.000 It
L Only
0.0000 in
0.000 ft
0.000
in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000
in
0.000 ft
W Only
0.0000 in
0.000 ft
0.025
in
5.000 ft
E Only
0.0000 in
0.000 ft
0.000
in
0.000 ft
1
Page 45 of 46
Stress Block: Rectangular
Design Rule: Typical
Design Code: ACI 318-11
Design Results
Shear Check Results (Envelope)
Along xx Vcx 1090.394 k Vsx 216.383 k Vu� 133.217 It Vu vnx 936
Along zz Vcz 1090.394 k Vsz 216.383 k Vuz 136.085 k VuW Vnz .139
Shear Ties #6 @ 22 in
#6@22 in
.E
Bending Check Results
Pedestal:
R3D—N41
Phi
.9
Shape:
CRND96
Tension Bar Fy:
60 ksi
Material:
Conc4000NW
Shear Bar Fy:
60 ksi
Height:
60 in
Pedestal Cover:
4.75 in
Location:
(0, 0) ft
Rebar Set:
ASTM A615
NA
96 in
% Steel
.906
Compression Development Length for
Longitudinal Bars
1
Page 45 of 46
Stress Block: Rectangular
Design Rule: Typical
Design Code: ACI 318-11
Design Results
Shear Check Results (Envelope)
Along xx Vcx 1090.394 k Vsx 216.383 k Vu� 133.217 It Vu vnx 936
Along zz Vcz 1090.394 k Vsz 216.383 k Vuz 136.085 k VuW Vnz .139
Shear Ties #6 @ 22 in
#6@22 in
.E
Bending Check Results
Unity Check .971
Phi
.9
Parme Beta
.65
Pu 0 k
Mux
0 k -ft
Muz
-11035.954 k -ft
Pn 0 k
Mnx
NA
Mnz
12632.76 k -ft
Gov LC 2
Mnox
NA
Mnoz
NA
Long. Bars 42 #11
% Steel
.906
Compression Development Length for
Longitudinal Bars
Lrequired 26.753 in
Lprovided
28.77 in
Lreq./Lpro.
.93
Punching Shear Check Results
Punching Shear Values
Unity Check .814
Vuy
87.382 k
Total Stress
.154 ksi
Location INTERIOR
Mux
-7990.472 k -ft
ovny
.19 ksi
Gov LC 4
Muz
7763.224 k -ft
Punching Shear Geometries
Effective depth 32.295 in
1 -1 -along zz 107.693 in
Polar Moment lxx
2.75e+7 in A 4
Gamma xx
.4
L2 along xx 107.693 in
Polar Moment Izz
2.75e+7 in A 4
Gamma zz
.4
RISAFoundation Version 7.0.0 , [N:\ ... \ ... \ ... \ENG\Tower\Forest Ranch (foundation) cnm.rt3l Page 1
A Cl 118-11 Code Check
Top'Bending Check 0.403
Paige 46 6f 46
-Strip:
DS2
Mbx,Too bat Spac.:
8 in,-,
tress Block: Re ctangular
Material:'
Conc4000NW
M inTop bar Spac.:.
8 in
dentation: ,90,
Rebar Or
I
Width:'
U4 in
Max Bot bar Spac.:
8 in
Rebar Spacing Inc:,- 1 in
'Strip
Total Cuts:
50
Min B6t bar Spac.:
8 in
Desigri Rule: Typical.
DS2-X1 6
_4
Tension Bar Fy 60 ksi
Concrete Weight*
.145, k/ftA 3,
Top Cover
3 in
Shear Bar Fy 60 ksi
A Cl 118-11 Code Check
Top'Bending Check 0.403
Bot Bendin 9 Check
0.7 32'
1 Way Shear Check.
0.539
Gov Mu Top 4158074 k -ft
Gov Mu Bot
k -ft,
Gov Vu
04.139 'k,
phi*Mn Top, 10311.391 k -ft,
phi*Mn Bot
10311.391 k -ft
phi*Vn
1176.489 k
Governing Cut DS2-X25
Governing Cut
DS2-X26
n g
Gover in' Cut
DS2-X1 6
_4
Tension Bar Fy 60 ksi
Concrete Weight*
.145, k/ftA 3,
Top Cover
3 in
Shear Bar Fy 60 ksi
Bottom Cover
3 in
Fc- 4 ksi
E concrete
3644 k.si
Flex.'Rebar Set ASTM A615
Rho Bot Prvd
0.00604 ''Rho
Top Prvd
0.00604
Prvd, Bot. Bar Spac.
#11@8in
Pry r Spac.
d To Ba
#11@8in
Bieriding Steel Reqd/Prvd, Units: in 2)
Top Top
Bot
Bot Rho
Rho
Rh,o
Cut Label As keqd As Prvd
As Req'd' As
Prvd� 'Reqd(T/S)
Reqd(Flex),
Prvd(Gross)
DS2-X25* 29.224 74.95
53.985
74.95 0.00180
-0.00333
0.01084
DS2�X26 29.224 74.95
53.985.
74 .95, 0.00180
0.00333
�P,52 -�16 - 11.33 74.95
.29.424�
74.95 0.00160
0.00333
0.01084
4
RISAFounda on Version 7.0.0 [Nt\..�\ ... \�..\ENG\.Tower\For1est Ranch (foundation) cnm.rt3]
ti
Page 1,