HomeMy WebLinkAbout4730 Otis StreetFrom: no-reolv(alci.wheatridae.m. us
To: CommDev Perm is
Subject: Online Form Submittal: Foundation Repair
Date: Thursday, July 30, 2020 11:24:34 AM
Foundation Repair
This application is exclusively for FOUNDATION REPAIRS.
YOU MUST ATTACH A VALID ELECTRONIC PAYMENT ORM IN ORDER FOR
THE PERMIT TO BE PROCESSED.
Your Permit will be emailed to the email address provided below once it is
processed.
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
WORK UNTIL PERMIT HAS BEEN ISSUED.
Is this application for a Yes
Foundation Repair?
PROPERTY INFORMATION
Property Address 4730 Otis Street, Wheat Ridge, CO 80033
Property Owner Name Bowles, Sarah
Property Owner Phone
Number (enter WITH
dashes, eg 303-123-
4567)
Property Owner Email
Address
Attach City of Wheat
Ridge Electronic
Payment Form - "DO
NOT ATTACH A
PICTURE OF A
CREDIT CARD"
720-837-2724
sarah@chdagent.com
Wheat Ridae Payment Form.odf
CONTRACTOR INFORMATION
Contractor Business
Name
Wheat Ridge
Contractor's License
Number (This is a 5 or
6 digit number for the
Complete Basement Systems
60125
City of Wheat Ridge)
Contractor Phone 720-507-2711
Number (enter WITH
dashes, eg 303-123-
4567)
Contractor Email
cbs.permits@completebasementsystems.net
Address
Retype Contractor
cbs.permits@completebasementsystems.net
Email Address
DESCRIPTION OF WORK
Location of Work
Foundation Exterior
How is repair being
Helical Piers
done? Piers, strips, etc.
# of Piers or Strips
--4- 5 helical piers per plan
Upload engineer letter
Plans 4730 Otis St.ndf
or pages on 8 1/2" x
11" only
Repair Plan Set on
Field not completed.
11'x17" only - if
applicable
Project Value (contract
9025 $9,025 Valuation OK
value or cost of ALL
materials and labor)
SIGNATURE OF UNDERSTANDING
AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of
Wheat Ridge codes
and ordinances for
work under any permit
issued based on this
application.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have Yes
been authorized by the
legal owner of the
property to submit this
application and to
perform the work
described above.
Person Applying for Greg Knapp
Permit
I attest that everything Yes
stated in this
application is true and
correct and that
falsifying information in
this application is an
act of fraud and may
be punishable by fine,
imprisonment, or both.
Email not displaying correctly? View it in your browser.
Main Floor
Exterior
remove and replace slabs in accordance
with owners direction and approval
6 in
ZZ/I -11=11 --- -
=11 IIII 11=11=111ri111=�1��ll=�llr 11=11111
11 =11 = =11 =11 =1l =11
_Illllrl� II_I�II�II
2 7/8 Helical pier –II –II Bolt brackets to foundation 2- 5/8 dia x 6 inch.
Helical Pier see planview for tocattor,� Weld 3/8 in plate to bracket if needed for interior
attachment.
8 in –ILII
=11 =11
o` ...... Llc�
II =11 - av osz .�N
_— �:� �z d
=11 1111 F1exterior ioCai_ion b ; 28 53 i
=11 =11 (optional }
s ALo "79�
6 X 6 X 1/4 1N ANGLE a71
CONT. BETWEEN PIERS
City of
Wheat Ridge Ms Bowles S_l
4730 Otis St. Wheatrid e
� nh -
Building Division . �,'-�� 'W 1:;"LM
Wrt s . � d - . _ Cwmection Helical placement
00
='=L
AAri ENGINEERING AND INSPECTION
PLAN OF REPAIR
FOR
Ms. Sarah Bowles
4730 Otis St.
Wheat Ridge, CO 80033
Job # 6968
July 29, 2019
Scott A. Zurn, PE
(#28253)
11 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5CO.COM
STRUCTURAL GENERAL CONDITIONS
Contractor shall maintain comprehensive general liability, workman's compensation,
automobile liability and/or other insurance as appropriate for the work performed which will
provide protection form any and all construction or completed operations claims.
Certificates of Insurance shall be provided to LEVEL ENGINEERING LLC and/or the Client upon
request. The limits will not be less than the minimum mandatory amounts required by the State
of Colorado.
All construction shall be performed in accordance with all applicable codes and standards,
and good construction practices. Contractor shall obtain and pay for any and all permit
fees, taxes and licenses required by governing agencies to complete the work. Contractor
shall be responsible for all labor, materials, equipment, tools, operations and any other item
necessary for proper completion of the work.
Contractor should visit site prior to bid submittal to fully understand the scope of the project
and the conditions at the site. By submitting a bid for the work proposed in this PLAN OF REPAIR,
the contractor is implying that they have fully reviewed all associated documents and that
they have full understanding of the work to be completed.
The Contractor shall conduct a full review of this PLAN OF REPAIR prior to beginning work. If
during this review or at any time during the construction process the contractor notes any
errors or omissions in the plan, work shall be stopped and LEVEL ENGINEERING LLC shall be
contacted immediately.
Recommendations and specifications contained herein are based on general assumptions of
the conditions, some of which cannot be observed during typical nondestructive visual
observations. If unexpected conditions are encountered during the course of work, the
Contractor shall contact LEVEL ENGINEERING LLC prior to proceeding.
The Client shall provide water and electric hook-ups for temporary use. (Contractor must pre-
arrange with Owner.)
All utility lines and easements shall be located, marked and protected from damage
throughout the performance of the work. Contractor shall call for utility locations unless other
arrangements are made. Any damage to utility lines caused by the Contractor shall be
repaired at the Contractor's expense.
Contractor shall field verify all dimensions and existing conditions prior to commencement of
work. Contractor shall notify LEVEL ENGINEERING LLC upon determination of any significant
variation of the information provided on the attached documentation for his/her
interpretation and decision, and such decision shall be final. Information provided regarding
the existing conditions are believed to be accurate, however, Contractor shall be responsible
for, and shall only use, his/her own measurements to verify existing conditions.
City of
2 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5c'% eat Ridge
Building Division
THE REPAIR DESIGN Prepared by LEVEL Engineering, LLC makes no provisions for construction
conditions that may arise during the performance of the work. Contractor shall be responsible
for maintaining the stability and integrity of existing structures (bracing, shoring, benching,
etc.).
Contractor shall be responsible for the acts or omissions of his/her agents and subcontractors
in the performance of their work. The Contractor shall be responsible for the means, methods,
techniques, and sequences of construction.
Existing material or property outside the scope of work that is damaged during construction
shall be repaired to match their pre -construction condition at Contractor's expense.
Unless noted otherwise, no substitutions or deviations from the repair plan and specifications
are permitted without the express approval of LEVEL ENGINEERING LLC. Unauthorized
modifications to the repair plan and specifications may deem the work unacceptable.
All unacceptable work shall be promptly correct at the Contractor's expense under the
direction of the LEVEL ENGINEERING LLC.
Contractor shall maintain safe jobsite. The Contractor is to stack all necessary equipment and
materials in a low traffic rea or in an area that will insure the safety of all individuals potentially
present at this site during construction. OSHA standards shall be used as a guideline.
Contractor shall keep the jobsite thoroughly clean at the end of each day. All surplus
materials shall be safely stacked in a low traffic area or hauled away from the site.
Contractor agrees to perform the work in a diligent manner and in full conformance with the
repair plan.
If a condition arises during the repair process which requires a change in the scope of work,
LEVEL ENGINEERING LLC may submit addendums or modifications to the design which may add,
delete or modify the scope of repair. Performance of any extra work, or payment for same,
shall only be considered upon prior written authorization from Client.
This document is for bid purposes only, The Contractor shall be responsible for utilizing a
qualified Colorado Licensed Professional Engineer to inspect the repair work and to verify that
the repair specifications described within this document are in compliance with local building
codes and applicable Manufacturer standards.
The proposal shall include a description of the Contractor's Warranty Terms and Conditions
was well as Warranty Limitations. The proposal shall also include a description of the system as
applicable.
3 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVEUNSPECTIONSCO.CQfVI' Of
Wheat Ridge
Building Division
CONCRETE
All concrete shall conform to the most recent editions of the Building Code and ACI 318
adopted by the governing agencies in which the project is to be completed.
All concrete shall have a 28 day compressive strength of 3000 psi.
All concrete shall have a maximum aggregate size of and no pea -gravel shall be used
without written approval of this office.
Minimum concrete coverage for steel reinforcement shall be as follows:
Concrete cast against and permanently exposed to earth .......................... 3"
Concrete cast in forms and exposed to earth or weather
No. 6 bar and larger..................................................2"
No. 5 bar and smaller ................................................ 1-1/2"
Concrete not exposed to weather or in contact with ground .......................1-1 /2"
Non -shrink grout shall conform to ASTM C-1107
Care shall be taken to properly consolidate concrete thoroughly without causing segregation
of the materials.
STEEL REINFORCEMENT
All reinforcement steel shall be deformed bars conforming to ASTM A-615, grade 60.
Welding of steel reinforcement shall conform to AWS D-1.4.
Provide chairs concrete blocks, spacer bars, ties, etc. As required to securely hold bars in
place.
When reinforcement must be spliced the bars should overlap at least 24', UNO. Overlapping
bars shall be securely tied together with wire ties.
Provide a minimum concrete cover of 3" where concrete is cast on the surface of the ground
and 1-12" at all other locations, UNO.
4 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720,408.0119 1 ADMIN@LEVE LINSPECTIONSCO.COM City of
Wheat Ridge
Building Division
STRUCTURAL STEEL AND BOLTS
All steel fabrication and installation shall conform to the latest addition of the AISC Manual of
Steel Construction.
All welding shall be completed by a certified welder using an AWS prequalified welding
method in accordance with the requirements specified by the AWS in the structural welding
code.
E70xx electrodes shall be used for welds.
All structural steel shall conform to ASTM A-36, UNO.
All wide flange beams shall conform to ASTM A-572, grade 50.
All pipe columns shall conform to ASTMA-53, grade B or A-501
All tube steel shall conform to STM A-500, Grade B.
Bolts and all -thread shall comply with ASTM A-325
Epoxy for epoxy bolts shall be Hilti Hit HY-150 or approved equal.
Expansion bolts shall be Hilti Kwik Bolt III Expansion Anchors or approved equal.
5 � 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720,408.0119 1 ADMIN@LEVE LINSPECTIONSCO.COM City of
Wheat Ridge
Building Division
HELICAL PIERS/SOIL ANCHORS
The Helical Pier and concrete contractor shall be fully experienced in all aspects of helical
pier installation.
SPECIFICATION FOR HELICAL PILE FOUNDATIONS
COMPRESSION APPLICATIONS
1 SCOPE
1.1 The work consists of designing, furnishing and installing helical piles and
load transfer devices used to support compressive loads according to the
project Plans and these specifications.
1.2 The parties and contract terms referred to in this specification are as follows:
1.2.1 The Owner is the person or entity that owns the facility or will own the facility
once it is completed. The Owner may have contractual agreements with,
and be represented by, other parties such as engineers, architects or
contractors that perform services under the direction of the Owner. Where
Owner is used in this specification, it refers to the owner or the Owner's
contracted representatives separate from the Installing Contractor.
1.2.2 The Pile Designer is the individual or firm generally hired by the Installing Contractor
to design the helical piles.
1.2.3 The Installing Contractor installs and tests (if necessary) the helical piles, and possibly
performs other tasks associated with the project.
1.2.4 The Plans refer to the contract documents; including but not limited to the drawings
and specifications for the project.
1.3 The work may include helical pile load testing.
1.4 The Owner will be responsible for obtaining any right-of-way or easement
access permits necessary for the helical pile installation.
1.5 Unless otherwise noted, the Installing Contractor shall provide all labor, tools,
equipment and materials necessary to accomplish the work.
1.6 The Owner will provide suitable access to the construction site forthe
Installing Contractor's personnel and equipment.
1.7 Unless specifically noted otherwise in the contract documents, the Owner
will remove and replace any structures, utilities, pavements, landscaping
orother surficial improvements in the work area as necessary to
facilitate the work.
1.8 The Owner will be responsible for overall construction oversight to preclude
the development of unsafe conditions.
6 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5CO.COM City of
Wheat Ridge
Building Division
1.9 The Owner will be responsible for a horizontal field survey of the helical pile
locations prior to helical pile installation and an elevation survey to
determine pile shaft cutoff height subsequent to helical pile installation.
1.10 The work does not include any post -construction monitoring of pile
performance unless specifically noted otherwise in the contract documents.
2 REFERENCES
2.1 American Institute of Steel Construction (AISC)
2.1.1 AISC 360: Specification for Structural Steel Buildings
2.2 American Society for Testing and Materials (ASTM)
2.2.1 ASTM A36: Carbon Structural Steel
2.2.2 ASTM A123: Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products
2.2.3 ASTM A153: Zinc Coating (Hot -Dip) on Iron and Steel Hardware
2.2.4 ASTM A307: Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength
2.2.5 ASTM A325: Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
2.2.6 ASTM A500: Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in
Rounds and Shapes
2.2.7 ASTM A513: Electric -Resistance Welded Carbon and Alloy Steel Mechanical Tubing
2.2.8 ASTM A572: High -Strength Low -Alloy Columbian -Vanadium StructuralSteel
2.2.9 ASTM B633: Electrodeposited Coatings of Zinc on Iron and Steel
2.2.10 ASTM Dl 143: Deep Foundations Under Static Axial Compressive Load
2.3 International Code Council Evaluation Services (ICC -ES)
2.3.1 Acceptance Criteria 358 (AC358): Acceptance Criteria for Helical Pile Systems and
Devices
2.4 Society of Automotive Engineers (SAE)
2.4.1 SAE J429: Mechanical and Material Requirements for Externally Threaded Fasteners
3 DEFINITIONS
3.1 The following terms apply to helical piles used to support compressive loads:
3.1.1 Allowable Stress Design: A structural and geotechnical design methodology that
states that the summation of the actual estimated loads (nominal loads) must
be less than or equal to the allowable design load (required strength).
Allowable loads areobtained by dividing a nominal resistance (strength) by
an appropriate factor of safety.
3.1.2 Bearing Stratum: The soil layer (or layers) that provide the helical pile end -bearing
capacity through load transfer from the helical plates.
3.1.3 Crowd: Axial compressive force applied to the helical pile shaft as needed during
installation to ensure the pile advances at a rate approximately equal to the helix
pitch for each revolution.
3.1.4 Design Loads: A generic and ambiguous term used to describe any load used in
design. It is not specific to factored or unfactored loads or any particular design
7 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTIONSCO.COM City of
Wheat Ridge
Building Division
methodology. It is a term; therefore, that should be avoided when specifying load
requirements. FSI recommends using the term service load, nominal load or factored
load, as described herein, where applicable.
3.1.5 Design Strength: A term used in structural design which is defined as the product of
the nominal strength and the applicable resistance factor. An equivalent term
typically used in geotechnical design is, also sometimes referred to as factored
resistance (Load and Resistance Factor Design).
3.1.6 Extension Section: Helical pile shaft sections connected to the lead section or other
extension sections to advance the helix plates to the required bearing depth. Plain
extensions (without helix plates) or helical extensions (with one or more helix plates)
may be used depending upon soil conditions or project requirements.
3.1.7 Factor of Safety: The ratio of the ultimate pile capacity or nominal resistance
(strength) to the nominal or service load used in the design of any helical pile
component or interface (Allowable Stress Design).
3.1.8 Factored Load: The product of a nominal load and an applicable load factor (Load
and Resistance Factor Design).
3.1.9 Factored Resistance: The product of a nominal resistance and an applicable
resistance factor (Load and Resistance and Factor Design).
3.1.10 Geotechnical Capacity: The maximum load or the load at as pecified limit state,
that can be resisted through the piles interaction with the bearing soils (see also
Ultimate Pile Capacity).
3.1.11 Helical Pile: Consists of a central steel shaft with one or more helix -shaped bearing
plates and a load transfer device (bracket) that allows attachment to structures.
Helical piles are installed into the ground by application of torque and axial
compressive force ("crowd").
3.1.12 Helix (Helical) Plate: Generally round steel plate formed into a helical spiral and
welded to the central steel shaft. When rotated in the ground, the helixshape
provides thrust along the pile's longitudinal axis thus aiding in pile
installation. The plate transfers axial load to the soil through bearing.
3.1.13 Helix Pitch: The distance measured along the axis of the shaft between the leading
and trailing edges of the helix plate.
3.1.14 Lead Section: The first helical pile shaft component installed into the soil. It consists of
one or more helical plates welded to a central steel shaft.
3.1.15 Limit State: A condition beyond which a helical pile component or interface
becomes unfit for service and is judged to no longer be useful for its intended
function (serviceability limit state) or to be unsafe (ultimate limit state (strength)).
3.1.16 Load and Resistance Factor Design: A structural and geotechnical design
methodology that states that the Factored Resistance (Design Strength) must be
greater than or equal to the summation of the applied factored loads.
3.1.17 Load Factor: A factor that accounts for the probability of deviation of the actual
load from the predicted nominal load due to variability of material properties,
workmanship, type of failure and uncertainty in the prediction of the load (Load and
Resistance Factor Design).
3.1.18 Load Test: A process to test the ultimate pile capacity and relation of applied load
to pile head settlement by application of a known load on the helical pile head and
8 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5CO.COM City of
Wheat Ridge
Building Division
monitoring movement over a specific time period.
3.1.19 Loads: Forces that result from the weight of all building materials, occupants and
their possessions, environmental effects, differential movement, and restrained
dimensional changes. Permanent loads are those loads in which variations over
time are rare or of small magnitude. All other loads are variable loads (see also
Nominal Loads).
3.1.20 Mechanical Strength: The maximum load or the load at a specified limit state that
can be resisted by the structural elements of a helical pile.
3.1.21 Net Deflection: The total settlement at the pile head minus the theoretical elastic
deformation of the pile shaft during a load test.
3.1.22 Nominal Loads: The magnitude of the loads specified, which include dead, live, soil,
wind, snow, rain, flood and earthquakes (also referred to as service loads or working
loads).
3.1.23 Nominal Resistance: The pile capacity at a specified ultimate limitstate (Load and
Resistance Factor Design). See Ultimate Pile Capacity.
3.1.24 Nominal Strength: A term used in structural design which is defined as the structure or
member capacity at a specified strength limit state. See Ultimate Pile Capacity.
3.1.25 Resistance Factor: A factor that accounts for the probability of deviation of the
actual resistance (strength) from the predicted nominal resistance (strength) due to
variability of material properties, workmanship, type of failure and uncertainties in the
analysis (Load and Resistance FactorDesign).
3.1.26 Service Loads: See "Nominal Loads" above.
3.1.27 Ultimate Pile Capacity: The helical pile capacity based on the least capacity
determined from applicable ultimate limit states for mechanical and geotechnical
capacity.
1.1 SCOPE OF WORK
The work shall consist of the Helical Pile Contractor furnishing all labor, tools, equipment,
materials and supervision to install Helical Piles according to the specifications contained
herein and shown on the construction drawings. The Helical Pile Contractor shall install the
helical pile which will provide a minimum load capacity of 3,500 ft/lbs. of torque unless
indicated otherwise on the construction documents/plans.
1.2 DEFINITIONS
Some of the terms used in this specification may be unfamiliar to the reader, or may be used
with a specific meaning not commonly known outside the helical pile industry. In
determining the meaning of any term used herein, a definition contained in the following list
shall take precedence.
A. Bearing Sfrafum -The undisturbed soil layer at any pile excavation location which
provides a significant portion of the axial resistance of an installed helical pile
9 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5CO.COM City of
Wheat Ridge
Building Division
bearing on one or more of the pile helices.
B. Confracfor -The person/firm responsible for performing the helical pile work.
C. Crowd -Axial compressive force applied to the head (top) of the helical pile
shaft during installation as required to ensure the pile progresses into the ground
with each revolution a distance approximately equal to the helixpitch.
D. Exfension - A pile section without helical plates. Extension(s) are installed after the
lead section. Each extension is connected with integral couplings which provide
a rigid load transferring connection. Their purpose is to extend the lead section
with helical plates to a load bearing stratum.
E. Helix Driver - A high torque hydraulic motor used to advance (screw) a helical
pile into the soil to a load bearing stratum. Depending on the capacity of the
helix driver, it may be either hand held or machine operated.
F. Helical Pile - A steel pile consisting of one or more helical plates which is torqued
into the soil until the lead section is embedded into a load bearing stratum.
They're purpose is to transfer structural loads (tension and/or compression) to a
load bearing stratum.
G. Helix Plafe - A round plate formed into a ramped spiral. When rotated into the
soil, the helical shape provides thrust along its longitudinal axis thus aiding in pile
installation. After installation, the plate transfers axial load into the soil through
bearing.
H. Insfallafion Torque -The resistance generated by a helical pile when installed into
the soil. The installation resistance is a function of the strength properties of the
soil the helical piles are being installed in as well as the shaft geometry of the pile
shaft and helical plates.
I. Lead Secfion - The first helical pile section installed into the soil consisting of one
or more helix plates welded to the pile shaft.
J. Torque Rafing -The maximum torque energy that can be applied to a helical
pile during installation into the soil.
1.3 REFERENCES
A. American Society of Testing and Materials (ASTM)
a. ASTM -A29 Steel Bars, Carbon and Alloy, Hot Wrought and Cold Finished
b. ASTM -A36 Structural Carbon Steel
c. ASTM -A53 Welded and Seamless Steel Pipe
d. ASTM -A500, Grade C, Cold Formed Welded and Seamless CarbonSteel
Structural Tubing in Rounds and Shapes
e. ASTM -A307 Carbon Steel bolts and Studs
f. ASTM -563 Carbon and Alloy Steel Nuts
B. American Welding Society (AWS)
10 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COMCity Of
Wheat Ridge
Building Division
a. AWS DI. I Structural Welding Code -Steel
C. Society of Automotive Engineers (SAE)
a. SAE J429 Mechanical and Material Requirements for Externally Threaded
Fasteners
D. International Code Council - Evaluation Services (ICC -ES)
a. Acceptance Criteria for Corrosion Protection of Steel Foundation Systems
Using Polymer (EAA) Coatings (AC228)
b. Acceptance Criteria for Helical Pile Systems and Devices (AC358)
c. Evaluation Service Report (ESR)
E. International Organization for Standardization (ISO)
a. ISO 9001:2008 -Quality Management System
1.4 SUBMITTALS
A. Five (5) sets of site-specific shop drawings sealed by a registered professional
engineer. Shop drawings to include:
a. Helical pile/anchor identification number and location
b. Helical pile/anchor design load
c. Type and size of helical pile/anchor shaft
d. Helical configuration (number and diameter of helical plates)
e. Minimum effective torque required
f. Connection details
B. Copies of certified calibration reports for all hydraulic gages. The calibrations shall
have been performed within one (1) year of the proposed starting date of the
pile installation.
C. Provide steel manufacturer's mill test reports, covering physical and chemical
tests, for all steel piles.
D. Provide strength and properties sections of pile sections and calculations by a
Professional Engineer demonstrating the pile will meet or exceed the strength
requirements of the design loads as shown on the construction documents.
a. If applicable, the calculation(s) shall include the load eccentricity on the pile.
The eccentricity shall be measured from the vertical face of the footing tothe
center of the pile shaft.
If the helical pile is deemed laterally unbraced per section 1808.2.5 of the
International Building Code (IBC), the allowable load capacity calculation (s)
of the pile shall take into consideration the unbraced length of the pile per
section 1808.2.9.2 of the International Building Code (IBC).
E. Installation Records: Within 7 days after pile installation, submit 2 copies of the
installation record for each pile installed.
111 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COM City Of
Wheat Ridge
Building Division
The installation record shall clearly indicate the pile identification number or
mark, pile diameter, helix configuration, installation depth, installation torque,
ultimate and allowable capacity of pile.
b. Where helical piles are being installed on existing structures provide final lifting
force/design load applied to pile, the amount of elevation recovery of each
pile.
1.5 QUALITY ASSURANCE
A. The Contractor performing the Work of this Section shall have been regularly
engaged in pile work for a period of not less than 5 years and shall be properly
equipped to execute the Work. If directed, furnish a list of projects of a similar
type and magnitude executed by the Contractor.
B. In lieu of the Contractor achieving 5 years of Helical Pile experience, a certificate
of competency can be provided by manufacturer. The certificate should state
that the Contractor has been trained and is authorized to install the underpinning
pile system or the manufacturer shall provide a letter expressing the ability and
intent to provide on-site supervision of the pile installation.
C. Design of the helical piles/anchors shall be performed by a professional engineer
licensed in the state of the project in accordance with existing building code
requirements.
D. The helical pile shall be recognized by the International Code Council (ICC) and
the manufacturer shall hold a current ICC -ES issued ESR report showing
compliance with AC358 and the current International Building Code (IBC).
E. The manufacturer shall have been issued an International Organization for
Standardization - (ISO) 9001:2008 - Quality Management System Certificate and
be compliant.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Transport, store, and handle piles in a manner to prevent damage to the piles.
Piles shall be stored above the ground surface by pallets, blocking or other
means.
12 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCO.COM City of
Wheat Ridge
Building Division
PART 2 PRODUCTS
2.1 MATERIAL
A. Manufacturer:
Grip-Tife Manufacfuring Company, LLC
115 W. Jefferson Sf.
Winfersef, Iowa 50273
Tel: (515) 462-1313; Fax: (515) 462-3465
www.gripfife.com
See affached Grip-Tife Evaluafion Reporf for full specifications.
Nofe: Equivalent systems may be substituted. System equivalence will be determined by
comparing a manufacturer's current ICC -ES issued ESR report to ESR -1854.
B. The helical piles/anchors shall have a central shaft that is cold formed welded
and seamless carbon steel structural round tubing with a minimum yield strength
of 65 ksi and meeting the dimensional and workmanship requirements of ASTM
A500 as well as the following properties:
2 7/8" diameter piling/anchor:
Torsional strength rating = 8,000 ft -lbs Ultimate resistance
capacity = 72,000 lbs
a. Shall conform to ASTM A-36 and have minimum yield strength (FY) of 50 ksi.
b. Shall have a minimum thickness of 3/8".
C. All other flat plate steel shall conform to ASTM A-36 unless noted otherwise on the
plans.
D. All coupling connection thru bolts shall be 1/4" diameter and conform to SAE J429
Grade 8 or equivalent. (minimum yield strength (FY) = 130 ksi and minimum tensile
strength (F„) = 150 ksi)
E. All piling sections and brackets shall be coated with a polymer alloy
thermoplastic powder coating, Plascoat PPA 571 ES or equal, in compliancewith
ICC -ES acceptance criteria AC228 for corrosion resistance.
2.2 PERFORMANCE REQUIREMENTS
A. All helical piles shall be designed to support the design load(s) as shown on the
plans.
13 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COPQity of
Wheat Ridge
Building Division
B. Except where noted on the plans, all helical pile components shall be selected to
provide a minimum factor of safety against ultimate mechanical failure of two
(2).
C. The helical pile design shall take into account pile spacing, soil stratification and
strain compatibility issues as are present for the project. See drawings for
reference for the project geotechnical report. A copy of the project
geotechnical report shall be provided to and reviewed by the Pile Contractor
prior to bid submittal.
D. Where helical piles are subjected to lateral or base shear loads as indicated on
the plans, the bending moment and stress from said loads shall be determined
using a lateral load analysis program such as LPILE or equal commercially
available software. The required soil parameters (c, 0, y and ks) for use with LPILE
or equal shall be provided in the geotechnical report(s). The allowable lateral
deflection of the helical pile shall be limited to one (1 ") inch unless noted
otherwise on the plans.
E. The helical pile bracket shall distribute the design load(s), as indicated on the
plans, to the concrete foundation such that the concrete bearing stress does not
exceed those in the ACI Building Code and the stress in the steel plate/welds do
not exceed AISI allowable stresses for steel members.
Helical piles shall be designed by a licensed professional engineer in accordance
with the current International Building Code (IBC) adopted by the local
jurisdiction.
PART 3 EXECUTION
3.1 PREPARATION
A. Before entering the construction site to begin work, the Helical Pile Contractor
shall provide proof of insurance coverage as stated in the general specification
and/or the contract.
B. The Helical Pile Contractor shall request markings of underground utilities by an
underground utility location service. All efforts shall be made to protect any
underground utilities encountered during the excavation and pile installation.
Any separations or damage caused to the underground utilities shall be
repaired/performed by a licensed professional.
C. Mark all pile installation locations as shown on the plans or approved shop
drawings. The Engineer of Record shall be notified if the piles are relocated more
than 12" from the locations shown on the plans or approved shop drawings.
Relocation of the piles will not be allowed unless approved by the Engineer of
Record.
D. A torque indicator shall be used during helical pile/anchor installation. The torque
indicator can be an integral part of the installation system or externally mounted
in-line.
14 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COMCity of
Wheat Ridge
Building Division
E. A third party inspector shall be retained to oversee all aspects of installation of
the helical piles/anchors. The items to be inspected include, but not limited to the
following:
a. Verify the type of helical pile/anchor being installed is as specified on the
shop drawings.
b. Verify final embedment depth of helical pile/anchor.
c. Verify final installation torque readings as specified on the shop drawings.
3.2 INSTALLATION
A. Installation torque serves as empirical verification of pier capacity yielding an
onsite load fest for each pier. Therefore, soils testing is not necessary for
generating a theoretical capacity.
B. The lead section shall be positioned at the location as shown on the construction
drawings. Battered helical piles/anchors can be positioned perpendicular to the
ground to assist in initial advancement into the soil before the required battered
angle shall be established.
C. The helical pile/anchor sections shall be engaged and advanced into the soil in
a smooth, continuous manner at a rate of rotation of 5 to 25 RPMs. Extension
sections shall be provided to obtain the required minimum overall length and
installation torque as shown on the construction drawings. Connect sections
together using coupling bot(s) and nut torqued to snug tight perAISC.
D. Sufficient down pressure shall be applied to uniformly advance the helical
pile/anchor sections approximately 3 -inches per revolution. The rate of down
pressure (crowd) shall be adjusted for different soil conditions and depths.
E. The minimum installation torque and minimum overall length criteria as shown on
the construction drawings shall be satisfied prior to terminating the helical
pile/anchor installation.
F. If the torsional strength rating of the pile shaft and/or installation equipment has
been reached prior to achieving the minimum overall length required, the
Contractor shall have the following options:
a. Terminate the installation depth obtained subject to the review and
acceptance of the Engineer of Record, or:
b. Remove the existing helical pile/anchor and install a new one with fewer
and/or smaller diameter helix plates. The new helix plate configuration
shall be subject to review and acceptance of the Engineer of Record. If
re -installing in the same location, the top -most helix of the new helical
pile/anchor shall be terminated at least three feet (3'-0) beyond the
terminating depth of the original helical pile/anchor.
G. If the minimum installation torque as shown on the working drawings is not
15 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.CONfity of
Wheat Ridge
Building Division
achieved at the minimum overall length and there is no maximum length
constraint, the Contractor shall have the following options:
Install the helical pile/anchor deeper using additional extension
sections, or:
Remove the existing helical pile/anchor and install a new one with
additional and/or larger diameter helix plates. The new helix plate
configuration shall be subject to review and acceptance of the
Engineer of Record. If re -installing in the same location, the top -most
helix of the new helical pile/anchor shall be terminated at least three
feet (3'-0) beyond the terminating depth of the original helical
pile/anchor.
c. De -rate the load capacity of the helix pile/anchor and install
additional helical piles/anchors. The de -rated capacity and additional
helical piles/anchors location shall be subject to the review and
acceptance of the Engineer of Record.
H. If the helical pile/anchor is refused or deflected by a subsurface obstruction,the
installation shall be terminated and the pile/anchor removed. The obstruction
shall be removed, if feasible, and the helical pile/anchor re -installed. If the
obstruction can't be removed, the helical pile/anchor shall be installed at an
adjacent location, subject to the review and acceptance of the Engineer of
Record.
The Contractor shall conduct his construction operations in a manner to insure
the safety of persons and property in the vicinity of the work. The Contractor's
personnel shall comply with safety procedures in accordance with OSHA
standards and any established project safety plan.
J. The portion of the construction site occupied by the Helical Pile Contractor, his
equipment and his material stockpiles shall be kept reasonably clean and
orderly.
3.3 FIELD QUALITY CONTROL
A. The Helical Pile Contractor shall furnish and install all helical piles per the plans
and approved pile design documentation. In the event of conflict between the
plans and approved pile design documentation, the contractor shall not begin
construction on any affected items until such conflict has been resolved.
B. Centerline of helical piles/anchors shall not be more than three inches (3") from
indicated plan location unless approved by the Engineer of Record.
C. Helical pile/anchor plumbness shall be within 2 degrees of the design alignment.
3.4 CLEAN UP
A. Within seven (7) days of completion of the work. The Helical Pile Contractor shall
remove any and all material, equipment, tools, building materials, concrete forms,
16 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COMCitY Of
Wheat Ridge
Building Division
debris or other items belonging to the Contractor or used under the Contractor's
direction.
END OF SPECIFICATION
QUALIFICATIONS OF INSTALLING CONTRACTOR AND
DESIGNER
4.1 The Installing Contractor and/or Pile Designer shall submit to the Owner, a
proposal including the documentation required in this Section. Work shall
not begin until all the submittals have been received and approved by the
Owner. All costs associated with incomplete or unacceptable submittals
shall be the responsibility of the Installing Contractor.
4.2 Evidence of Installing Contractor's competence in theinstallation of helical
piles shall be provided to the Owner's satisfaction and may include any or
all of the following:
4.2.1 Pile manufacturer's certificate of competency for the installation of helical piles,
4.2.2 A list of at least three projects completed within the previous three years whereinthe
Installing Contractor installed helical piles similar to those shown in the project Plans.
Such list to include names and phone numbers of those project representatives who
can verify the Installing Contractor's participation in those projects, and/or
4.2.3 A letter from the pile manufacturer or manufacturer's representative expressing
ability and intent to provide on-site supervision of the pile installation.
4.3 A listing of all safety violations lodged against the Installing Contractor within
the previous three years and the current status or final resolutions thereof.
Descriptions of safety improvements instituted within the previous three
years may also be submitted, at the Installing Contractor's discretion.
4.4 Evidence of Pile Designer's competence shall be provided to the Owner's
satisfaction and may include any or all of the following:
4.4.1 Registration as a Professional Engineer or recognition by the localjurisdictional
authority,
4.4.2 A list of at least three projects completed within the previous three years wherein the
Pile Designer designed helical piles similar to those shown in the project Plans. The list
shall include names and phone numbers of those project representatives who can
verify the Pile Designer's participation in those projects, and/or
4.4.3 Recommendation from the pile manufacturer or manufacturer's representative.
PRE -CONSTRUCTION SUBMITTALS
5.1 Within 2 weeks of receiving the contract award, the Installing Contractor and/or
Pile Designer shall submit the following helical pile design documentation:
5.1.1 Certification from the Pile Designer that the proposed piles meet the requirements of
City of
17 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCO.COM
Wheat Ridge
Building Division
this specification.
5.1.2 Qualifications of the Installing Contractor and Pile Designer per Section8.
5.1.3 Product designations for helical lead and extension sections and all ancillary
products to be supplied at each helical pile location.
5.1.4 Individual pile nominal loads, factors of safety, _RFD load and resistance factors and
required ultimate torque correlated capacities, where applicable.
5.1.5 Individual pile loading requirements (if any).
5.1.6 Manufacturer's published allowable system capacities for the proposed pile
assemblies, including load transfer devices.
5.1.7 Calculated mechanical and theoretical geotechnical capacities of the proposed
piles.
5.1.8 Minimum pile termination torque requirements.
5.1.9 Maximum estimated installation torque and allowable installation torque rating of
the proposed piles.
5.1.10 Minimum and/or maximum embedment lengths or other site-specific embedment
depth requirements as may be appropriate for the site soil profiles.
5.1.11 Inclination angle and location tolerance requirements.
5.1.12 Load test procedures and failure criteria, if applicable.
5.1.13 Copies of certified calibration reports for torque measuring equipment and load test
measuring equipment to be used on the project. The calibrations shall have been
performedwithin one year of the proposed helical pile installation starting date or as
recommended by the equipment manufacturer.
5.1.14 Provide proof of insurance coverage as stated in the general specifications and/or
contract.
City of
18 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCO.COM
Wheat Ridge
Building Division
6 PLACEMENT REQUIREMENTS
6 Helical piles shall be installed within 3 -inches of the indicated plan location.
6.1 Helical pile shaft alignment shall be within 2 -degrees of the inclination angle
shown on the Plans.
6.2 Top elevation of the helical piles shall be within 2 -inches of the design
vertical elevation.
7 PILE/PIER INSTALLATION
7.1 Installing Contractor shall furnish and install all helical piles per the project
Plans and approved pile design documentation. In the event of conflict
between the project Plans and the approved pile design documentation,
the Installing Contractor shall not begin construction on any affected items
until such conflict has been resolved.
7.2 The Installing Contractor shall conduct their construction operations in a
manner to insure the safety of persons and property in the vicinity of the
work. The Installing Contractor's personnel shall comply with safety
procedures in accordance with OSHA standards and any established
project safety plan.
7.3 The Owner shall request marking of underground utilities by an underground
utility location service as required by law, and the Installing Contractor shall
avoid contact with all marked underground facilities.
7.4 The portion of the construction site occupied by the Installing Contractor,
including equipment and material stockpiles shall be kept reasonably clean
and orderly.
7.5 Installation of helical piles may be observed by representatives of the
Owner for quality assurance purposes. The Installing Contactor shall give
the Owner at least 24 hours' notice prior to the pile installation operations.
7.6 The helical pile installation technique shall be such that it is consistent with
the geotechnical, logistical, environmental, and load carrying conditions of
the project. The lead section shall be positioned at the appropriate site
survey stake location as determined from the plan drawings.
7.7 The helical pile sections shall be advanced into the soil in a continuous
manner at a rate of rotation less than 25 revolutions per minute (rpm).
Sufficient crowd shall be applied to advance the helical pile sections at a
rate approximately equal to the pitch of the helix plate per revolution. The
rate of rotation and magnitude of down pressure shall be adjusted for
different soil conditions and depths. Extension sections shall be provided to
obtain the required minimum overall length and minimum torsional
resistance as shown on the project Plans.
I
City of
19 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTI° D -SONidge
Building Division
TERMINATION CRITERIA
8.1 The minimum final torsional resistance and/or any required pile length and
embedment depth criteria, as specified in the Pre -Construction Submittals, must be
satisfied prior to terminating the pile installation. In the event an helical pile fails to
meet these production quality control termination criteria, the following remedies
may be suitable if authorized by the Owner:
8.1.1 If the installation fails to meet the minimum torsional resistance criterion at the
minimum embedment length:
8.1.1.1 Continue the installation to greater depths until the torsional
resistance criterion is met, provided that, if a maximum length
constraint is applicable, continued installation does not exceed
said maximum length constraint, or
8.1.1.2 Demonstrate acceptable pile performance through pile load
testing, or
8.1.1.3 Replace the pile with one having a different helix plate
configuration. The replacement pile must not exceed any
applicable maximum embedment length criteria and either: (A)
be embedded to a length that places the last helix plate at least
equal to its own diameter beyond the depth of the first helix plate
of the replaced pile and meet the minimum torsional resistance
criterion; or (B) pass pile load testing criteria.
8.1.2 If the torsional resistance during installation reaches the helical pile's allowable
torque rating prior to satisfaction of the minimum embedment length criterion:
8.1.2.1 Terminate the installation at the depth obtained, or
8.1.2.2 Replace the pile with one having a shaft with a higher torsional
strength rating. The replacement pile must be installed to satisfy
the minimum embedment length criterion. It must also be
embedded to a length that places the last helix plate at least
equal to its own diameter beyond the depth of the first helix plate
of the replaced pile without exceeding any applicable maximum
embedment length requirements and it must meet the minimum
final torsional resistance criterion, or
8.1.2.3 Replace the pile with one having a different helix plate
configuration. The replacement pile must be installed to satisfy the
minimum embedment length criterion. It must also be embedded
to a length that places the last helix plate at least equal to its own
diameter beyond the depth of the first helix plate of the replaced
pile without exceeding any applicable maximum embedment
length requirements, and it must meet the minimum final torsional
resistance criterion.
8.1.3 If the installation reaches a specified maximum embedment length without
achieving the minimum torsional resistance criterion:
8.1.3.1 If allowed, remove and reinstall the pile at a position at least three
times the diameter of the largest helix plate away from the initial
location. Original embedment length and torsional resistance
criteria must be met. The pile repositioning may require the City of
20 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCO.COM
Wheat Ridge
Building Division
installation of additional helical piles with nominal loads adjusted for these spacing
changes, or
8.1.3.2 Demonstrate acceptable pile performance through pile
load testing, or
8.1.3.3 De -rate the load capacity of the helical pile based on default or
site-specific torque correlation factors and install additional piles
as necessary.
8.1.3.4 Replace the pile with one having a different helix plate
configuration. The replacement pile must be installed to satisfy
the minimum and/or maximum embedment length criterion and
it must meet the minimum final torsional resistance criterion.
8.1.4 If a helical pile fails to meet the acceptance criteria in a pile loadtest:
8.1.4.1 Install the pile to a greater depth and installation torque and
re- test; provided that, if a maximum embedment length
constraint is applicable, continued installation will not exceed
said maximum length constraint, or
8.1.4.2 Replace the pile with one having more and/or larger helix
plates. The replacement pile must be embedded to a length
that places the last helix plate at equal to its own diameter
beyond the depth of the first helix plate of the replaced pile
without exceeding any applicable maximum embedment
length requirements. The replacement pile must be re -tested,
or,
8.1.4.3 De -rate the load capacity of the helical pile based on the results
of the load test and install additional piles. Additional piles must
be installed at positions that are at least three times the diameter
of the largest helix plate away from any other pile locations.
8.1.5 If a helical pile fails a production quality control criterion as described in this
Section or for any reason other than described in this Section, any proposed
remedy must be approved by the Owner prior to initiating its implementation at
the projectsite.
9 INSTALLATION RECORD SUBMITTALS
9.1 The Installing Contractor shall provide the Owner copies of the individual
helical pile installation records within 24 hours after each installation is
completed. Formal copies shall be submitted within 30 days following the
completion of the helical pile installation. These installation records shall include,
but are not limited to, the following information:
9.1.1 Date and time of installation
9.1.2 Location of helical pile and pile identification number
9.1.3 Installed helical pile model and configuration
9.1.4 Termination depth, pile head depth, and length of installed pile
9.1.5 Actual inclination of the pile
211 320 CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELIN5PECTIONSCO.CONt`ity of
Wheat Ridge
Building Division
9.1.6 Final torsional resistance
9.1.7 Calculated geotechnical capacity based on final torsional resistance
9.1.8 Comments pertaining to interruptions, obstructions, or other relevantinformation
10 FIELD COMPRESSION LOAD TESTING
10.1 If field compression load testing is required, the Installing Contractor shall
furnish all labor, equipment and pre -production helical piles necessary to
accomplish the testing as shown in the approved pile design documentation.
Installing Contractor shall apply the specified loads for the specified durations and
record the specified data, for the specified number of piles. No deviations from the
test plan (s) will be allowed without explicit approval in writing from the Owner. Pile
testing shall be in general accordance with the ASTM D1 143 quick test method and
the following criteria:
10.1.1 Failure criteria shall be in accordance with AC358 and is when plunging occurs
or when the net deflection exceeds 10% of the average helix plate diameter,
whichever occurs first.
10.1.2 An alignment load equal to 5% of the anticipated failure load or maximum
anticipated test load may be applied prior to the start of the test to take out slack
in the load test frame.
10.1.3 Loading increments shall be performed at 5% of the anticipated failure load
or maximum anticipated test load with a minimum hold time of 4 minutes at
each increment.
10.1.4 Upon completion of the maximum test load hold increment, the pile shall be
unloaded in 5 to 10 even increments with minimum hold times of 4 minutes at
each increment.
10.2 Installing Contractor shall provide the Owner copies of raw field test data
within 24 hours after the completion of each load test. Formal test reports shall
be submitted within 30 days following test completion. Formal test reports shall
include the following information:
10.2.1 Name of project and Installing Contractor's representative (s) present duringload
testing.
10.2.2 Name of manufacturer's representative (s) present during load testing, ifany.
10.2.3 Name of third -party test agency and personnel present during load testing, if any.
10.2.4 Date, time, duration and type of the load test.
10.2.5 Unique test identifier and map showing the test pile location.
10.2.6 Pile model and installation information including shaft type, helix configuration,
lead and extension section quantities and lengths, final pile tip depth, installation
date, total test pile length and final termination torque.
10.2.7 Calibration records for applicable pile installation and test equipment.
10.2.8 Tabulated test results including cumulative pile head movement, loading
increments and hold times.
10.2.9 Plots showing load versus deflection for each loading/unloading interval.
22 1 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADM IN[ a LEVELIN5PECTION5CO.CgM Of
Wheat Ridge
Building Division
LIMITATIONS
This repair design does not represent a complete analysis of the entire structure; it addresses
conditions covered under the structural warranty provided by the contractor. The
interpretations of the distress to be repaired are based on the visual observations of the
structure. No detailed study was made of the structural elements of any part of the
building. Therefore, no opinion is presented or shall be implied concerning the structural
integrity of those elements not subject to visual inspection. Investigation and analysis of
other portions of the structure are beyond the scope of this design at this time.
LEVEL Engineering, LLC will not be responsible for 1) knowledge of subsurface conditions
away from the existing borings, if any, without extensive geotechnical information supplied
by a competent geotechnical engineer, 2) knowledge of distresses, or differential
displacements that have occurred in an area which had not been exposed for visual
observation during our site visit and 3) any other elements such as joists or beams and other
structural members that are not readily visible.
LEVEL Engineering, LLC assumes that all information provided by the Client, Contractor, or
other Consultants is correct, accurate, and may be acted upon accordingly, and shall
have no liability for the validity of information provided.
LEVEL Engineering, LLC shall have no liability for acts or omissions of the Contractor or any
other agents performing the work on this project or for the failure of the Contractor to carry
out the work in accordance with the plans and specifications if not inspect as intended.
LEVEL Engineering, LLC shall not be responsible for the construction means, methods,
techniques, sequence, procedures, or safety precautions related to this project and its
execution that is under the control or direction of the Contractor.
This PLAN OF REPAIR is to be used with the accompanying drawings. Do not rely on one or the
other, all materials contained in THE PLAN OF REPAIR including but not limited to the cover
letter, notes, plans, details, shall be used together to perform the proposed remedial
construction.
WORK DESCRIPTION
For the purposes of this report, the front of the home is considered to face Wast. The
structure of the single -story single-family home is a conventionally framed residence. The
home has a slab on grade foundation the foundation system consists of reinforced
concrete slab on grade with turned down stem walls on the perimeter and an integrated
slab. The work areas are the northwestern corner foundation stem walls. The repairs shall
consist of installing Helical piers to reduce foundation movement and further reduce
cracking of the walls. Once complete if the owner wishes to seal cracks in the exposed
foundation wall areas with epoxy injection it will be at the direction of the owner.
23 1 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN[ @LEVELIN5PECTION5co.co "'City Of
Wheat Ridge
Building Division
Areas of the exterior of the foundation structure is settling. These issues are causing faulting
and fracturing of the slabs, exterior and interior finishes, and unevenness of the roof and
floor structures. Helical underpinning is part of this work. This area of repair is referenced in
the attached drawings. (see plan).
Once the piles are installed. All restoration of finishes exterior and interior flatwork shall be
restored in kind and in accordance with the owner's approval. The contractor is responsible
for coordinating these type of repair scopes with the contractor. The contractor is required
to coordinate these expectations with the owner and include the necessary work items in
their bid proposals.
REPAIR RECOMMENDATIONS
1. The concrete slab and walls are to be braced as required during the repair process
by the Contractor.
2. Remove decks, pavers, slabs etc. to excavate the soil required to install the new
helical foundation devices, in accordance with drawings prepared by Level
Engineering LLC. Coordinate location of piers with owner prior to proceeding.
3. Excavate the soil required to install the helical piers and anchors in accordance with
drawings prepared by Level Engineering LLC.
4. Install 5 helical piles/piers to a depth of 25 ft. and 3500lbs/sf torque. Coordinate
location with engineer per Grip -cite specifications and recommendations and
drawings including specifications prepared by Level Engineering LLC.
5. With the piers install continuous 6 x 6 angle iron between pier brackets to assure
continuous support of grade beam.
6. Restore all finishes exterior and interior in accordance with agreements with owner.
PROPOSED COMPLIANCE OBSERVATIONS
All observations shall be conducted by a qualified Colorado Licensed Professional Engineer.
More than one observation may be conducted during a site visit. The contractor is to
determine the number of site visits required to do the observations and include this
information in the bid documents. LEVEL Engineering, LLC is willing to complete the
observation under contract.
1. Pre -Construction Meeting
2. Attachment of brackets to foundation walls.
3. load tests
4. Epoxy Injection of foundation wall cracks (directed by owner)
5. Review pier logs
6. Final
rite of
24 1 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELIN5PECTION5CO.COM
Wheat Ridge
Building Division
U E $ EVALUATION REPORT Nu�i,_
Oriainally Issued: 0 410 112 01 6 Revised: 04/3012020
Grip-Tite® Manufacturing Company, LLC
115 W. Jefferson Street
Winterset, Iowa 50273
Tel (515) 462-1313
Fax (515) 462-3465
Steve(a )gri pti te.com
K 1% 11.griptite.cum
Grip-Titem Helical Pile Foundation System
CSI Section:
3163 00 Bored Piles
1.0 RECOGNITION
Grip-Tite® Helical Pile Foundation System, manufactured by
Grip-Tite® Manufacturing Company, LLC, was evaluated for
use to underpin or stabilize existing structures and for use in
new construction in place of micropiles and/or other deep
foundation systems. The building structural loads are
transmitted axially through the system, either in compression
or in tension, to bearing soils via the system helices.
The structural and geotechnical properties of the Helical Pile
Foundation System were evaluated for compliance with the
following codes:
2018, 2015, 2012 and 2009 International Building
Code® (IBC)
The Grip-Tite' Helical Pile Foundation System complies as
helical piles in accordance with Section 1810.3.1.5 of the
IBC.
2.0 LIMITATIONS
Use of the Grip-Tite® Helical Pile Foundation System
recognized in this report is subject to the following
limitations:
2.1 The helical pile foundations shall be analyzed, designed,
detailed, and installed as required by IBC Sections 1808 and
1810. Designs shall be prepared by a qualified design
professional and submitted to the building official for
approval. Analysis shall be in accordance with IBC Section
1604.4 and shall include a geotechnical investigation, if
necessary, as set forth in IBC Section 1803. The design
method shall be Allowable Stress Design (ASD) using the
load combinations in IBC Section 1605.3, except that
allowable stresses are not permitted to be increased as
permitted by the material chapter of the code or referenced
standards.
391
Valid Through: 04/30/2021
2.2 The spacing between helical plates shall not be less than
3D, where D is the diameter of the largest helical plate
measured from the edge of the helical plate to the edge of
the adjacent helical pile plate, or 4D, where the spacing is
measured from the center to the center of the adjacent helical
pile plates. Group efficiency effects shall be included in the
analysis where the center -to -center spacing of axially loaded
helical piles is less than three times the diameter of the
largest helix plate at the depth of bearing, and where the
center -to -center spacing of laterally loaded helical piles is
less than eight times the least lateral dimension of the pile
shaft at the ground surface.
2.3 The systems shall be limited to support of structures in
IBC Seismic Design Categories A, B and C only. Use of the
systems to support structures located in Seismic Design
Categories D, E, and F, or located in Site Class E or F, is
outside the scope of this report. Compliance with the
provisions of IBC Section 1810.3.11.1 has not been verified
and shall be determined by the designer for each installation.
2.4 Connection of the Grip-Tite® Helical Pile Foundation
System to the supported structure shall be designed by a
registered design professional. Use of the system to support
concrete structures shall be limited to support of untracked
concrete.
2.5 The piles shall be laterally braced for stability as
required by IBC Section 1810.2.2.
2.6 Settlement of the helical pile shall be determined by a
registered design professional as required by IBC Section
1810.2.3.
2.7 The systems shall not be used in conditions that are
indicative of a potential pile corrosion situation as defined
by soil resistivity less than 1,000 ohm -em, pH less than 5.5,
soils with high organic content, sulfate concentrations
greater than 1,000 ppm, landfills, or mine waste. Materials
with different corrosion protection coatings shall not be
combined in the same system. Systems shall not be placed
in electrical contact with (shall be galvanically isolated
from) structural steel, reinforcing steel, or any other metal
building components.
2.8 Installation of the helical piles is subject to special
inspection as required by 2018, 2015, and 2012 IBC Section
1705.9 or 2009 IBC Sections 1704.10.
3.0 PRODUCT USE INSTRUCTIONS
The manufacturer's published installation instructions, this
evaluation report, and the applicable provisions of the
building code shall be followed when installing this product.
The product described in this Uniform Evaluation service (UES) Report hes been evaluated as an alfemetive material design or method of construction in order to satisfy and comply
with the intent of theprovision of tiro code, as noted in this report, end for at least equivalence to that prescribed in the code In quality, strength, effectiveness, fire resistance, durability
and safely, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety
Copyright 02020 by International Association of Rumbing and Mechanical OOiaels. All fights msene. Printed in the United Stales. Ph, 1-877.41ESRPT • Fex: 909.472.4171
web: wviv.unifomres.org • 4755 East Philadelphia Sheet Ontario, Castomia 91761-2816— USA
Page 1 of 12
(UJ
City of
O)idge
r.Bl1�l��'QINISIOn
VESEVALUATION
® Originally Issued: 04/01/2016
Revised: 04/30/2020
Where there is a conflict between these documents, the most
restrictive provisions shall govern. The manufacturer's
instructions and this report shall be available at the jobsite
during construction for use by installers and for quality
assurance.
Design and installation shall be completed in accordance
with the rules and regulations of the authority having
jurisdiction. Local codes and practices shall be followed in
regard to obtaining appropriate engineering reports and
designs, arranging for appropriate oversight, and obtaining
building permits commensurate with the extent of the work
to be completed.
3.1 Design
3.1.1 General: When required by the building official and
when appropriate for the extent of the work to be completed,
engineering reports, calculations, and designs shall be
submitted. The Allowable Strength Design (ASD) method
shall be used, as defined in IBC Section 1602 and the
Glossary of AISC 360. Structural analysis shall account for
all internal forces (shear, bending moments and torsional
moments, as applicable) resulting from the applied loads,
load eccentricity and maximum spans between piles.
The foundation design documentation shall include the
following, in addition to other required data, for each pile
assembly: assembly description and identification of each
component of the assembly by model number and
description; minimum embedment and torsional resistance
termination criteria; design information and details for
bracket installation including, where appropriate, details of
bracket connection to structure, type and condition of
structure to be supported, drill holes, bolts, washer plates,
field welds, minimum concrete cover, concrete
reinforcement, and leveling grout; the recommended angle
of shaft installation and maximum permissible departure
from that angle shall be specified for each bracket.
The tabulated capacities of the helical pile systems shall be
used to select appropriate helical pile foundation assemblies
to support the design loads. For helical pile foundation
systems subject to combined lateral and axial loads, the
required strength under combined loads shall be determined
using the interaction equation prescribed in Chapter H of
AISC 360. The pile minimum embedment depth for various
loading conditions shall be included and shall be based on
the most stringent requirements of the following:
engineering analysis, tested conditions described in this
report, the site-specific geotechnical report, and site-specific
load tests. The minimum soil embedment depth for a pile in
compression shall be 5 feet (1524 mm) from the structure to
the upper most helix. For vertical or battered piles in tension
applications, the pile shall be installed such that the
minimum depth from the ground surface to the uppermost
helix is 12 times the diameter of the largest helix.
391
Valid Through: 04/30/2021
The overall capacity of each Grip-Tite® helical pile (in
tension and compression) is equal to the capacity of the
weakest component or link in the helical pile load path. The
four primary structural elements associated with the helical
foundation system; Bracket Capacity (PI), Shaft Capacity
(P2), Helix Capacity (P3) and Soil Capacity (P4); shall be
compared to determine the allowable capacity of each
individual helical pile. The allowable capacity shall be the
lowest allowable capacity of the four primary elements but
shall be limited to no more than 60 kips (267 kN).
3.1.2 Bracket Capacity (Pl): The capacity of the supported
concrete foundation shall be verified and/or designed and
justified to the satisfaction of the code official. The design
shall consider eccentricity of applied loads, including
reactions of the brackets acting on the supported concrete
foundation. Only localized limit states including (two-way)
punching shear and concrete bearing, have been evaluated
in this report. All other limit states described in ACI 318-14
Chapter 17 (2015 IBC) or ACI 318-11 Appendix D (2012
and 2009 IBC) for anchorage to concrete (breakout, pullout,
and pry -out) shall be considered in design. The design shall
include reactions provided by the brackets acting on the
supported concrete foundation. Tables 5 and 6 of this report
include selected allowable capacity ratings for the Standard
Duty (retrofit) Bracket and New Construction Bracket,
respectively.
3.1.3 Shaft Capacity (P2): Piles shall be braced in
accordance with IBC Section 1810.2.2. The unbraced length
of a pile, in accordance with Sections 1810.2.1, includes the
length of piles standing in air or fluid, plus an additional
embedded depth depending on the soil stiffness. The soil
stiffness shall be quantified by the Standard Blow Count
characteristics determined in accordance with ASTM
D1586 (Standard Penetration Test). The maximum design
loads shall not exceed the allowable capacities for fully
braced conditions shown in Tables 3, 5 and 6. Where
portions of the shaft are standing in air, water, or fluid, pile
capacity shall be determined by a design professional.
3.1.4 Helix Capacity (P3): The load capacity (P3) for each
of the 8 -inch, 10 -inch, 12 -inch and 14 -inch -diameter helices
is 55 kips (245 kN), for both compression and tension. The
capacities are additive for shafts with multiple helices.
3.1.5 Soil Capacity (P4): Soil capacity for site-specific
conditions shall be determined by a registered design
professional in accordance with Items 1 and 3 of IBC
Section 1810.3.3.1.9, and considering groundwater and
other geotechnical conditions. The design shall be based on
soil resistance using the soils investigation report, the
individual helix bearing capacities, and torque correlation
factors from field qualification loading tests. The predicted
load capacities shall be confirmed during pier installation.
Combined lateral and axial capacity for soil is outside the
scope of this evaluation report.
Page 2 of 12
City of
Wheat Ridge
Building Division
qce-)
391
Originally Issued: 04101/2016 Revised: 04/3012020 Valid Through: 04/30/2021
Soils investigation reports, when required, shall be
submitted to the code official as part of the submittal
documents required by IBC Section 107. The geotechnical
report shall include the following (as applicable):
1. A site plan showing the location of the soil investigation
(soil test borings, test pits, etc.)
2. A record of the soil boring logs and the laboratory test
results from the soil samples obtained.
3. The soil profile.
4. The present and anticipated seasonal high groundwater
tables, anticipated frost depth and corrosion -related
parameters, as described in Section 2.7 of this report.
5. Soil properties of the major soil types encountered, that
affect the design of the piles, and relative pile support
conditions as defined in IBC Section 1803. These may
include soil shear strength (i.e. wet unit weight, buoyant
unit weight, cohesion, adhesion, un -drained shear
strength, and internal friction angle) effecting the
design and support conditions of the piles, as well as
estimates of ultimate allowable soil bearing pressures,
helical pile capacities and anticipated pile total and
differential settlements.
6. A statement concerning the suitability of helical pile
foundation system for the specific project.
7. Recommendations and data for the pile designer
concerning soil strengths, existing loads adjacent to the
installed pile, and any likely differential settlement.
8. Recommended center -to -center spacing of the helical
piles, and any reduction of allowable loads due to the
group action, if necessary.
9. Requirements for field inspection.
10. Pile testing requirements.
11. Any questionable soil characteristics and special design
provision.
When appropriate for projects consisting of stabilizing
existing low-risk, lightly loaded structures, the pile capacity
may be estimated using the torque correlation method along
with load testing to determine an adequate allowable pile
capacity in lieu of site-specific soil investigations. Each
helical pile installed using the torque correlation method
shall be load tested or pre -loaded to at least two times the
estimated required pile capacity to reduce the risk of
excessive post -installation settlement.
With the individual helix bearing method, the total nominal
axial load capacity of the helical pile is determined as the
sum of the individual areas of the helical bearing plates
times the ultimate bearing capacities of the soil or rock
comprising the respective bearing strata for the plates.
The design documentation shall include the derivation of the
design allowable capacity and the minimum effective
torsional resistance pile termination criterion, derived using
the torque correlation method. The axial load capacity based
on the torque correlation method shall be determined as
follows:
Qui = Kt(T) (Eq 1)
Qan 0.5(Qmt) (Eq 2)
Quit = Ultimate axial capacity of the helical pile in lbf
(N), in tension or compression.
Q,i = Allowable axial capacity of the helical pile in Ibf
(N), in tension or compression, using a safety factor
(F.S.) 0£2.
Kt = For the RDS2875 2°/8 -inch (73 mm) round shaft
helical piles, maximum torque correlation factors of
9 ft -I for compression and 7 W for tension shall be
used.
T = Effective torsional resistance, which is defined as
follows: For single -helix piles supporting axial
compression loads, it is the installation torque
measured when the pile reaches its final tip
embedment; for all piles supporting axial tension
loads and for multi -helix piles supporting axial
compression loads, it is the average of the last three
installation torque measurements. Such torque
measurements, in-Ibf (N -m), shall be made at 1 fbot
(305 mm) increments of tip embedment as the lead
helix moves from a position that is 2 feet (6 10 mm)
prior to the final tip embedment.
The design allowable axial load shall be determined by
dividing the total ultimate axial load capacity predicted by
the individual helix bearing method, field loading tests
method, or the torque correlation method by a safety factor
of at least 2.
3.1.6 Shaft Lateral Capacity: The lateral capacity of the
RDS2875 piles referenced in Table 7 of this report is based
on field testing of the pile shafts with a single 8 -inch
diameter helical plate installed in a very stiff clay soil having
an average Standard Penetration Test blow count of 20 bpf,
at a minimum embedment depth of 15 feet (4.5 m). For soil
capacity for lateral resistance in soil conditions substantially
different than cohesive soils exhibiting an average SPT blow
count of 20 bpf, the lateral capacity of the pile shall be
designed by a registered design professional on a case-by-
case basis.
3.1.7 Shaft Elastic Shortening and Lengthening: Elastic
shortening or lengthening of a Grip-Tite® RDS2875 helical
pile shaft may be a significant contributor to overall pile
head movement under load for long piles. For loads up to
and including the allowable load limits found in the tables
of this report, the length change may be estimated as:
&ha = PL/AE (Eq 3)
4,h.a = Length change of shaft resulting from elastic
shortening or lengthening, in (mm).
P = Applied axial load, Ibf (N).
L = Effective length of the shaft, in (mm).
A = Cross sectional area of the shaft, in' (mm'), shown
in Tables I and 2 of this report.
E = Young's modulus of the shaft, may be taken as
29,000 ksi (200,000 MPa).
Page 3 of 12 City of
Wheat Ridge
Building Division
YES"LUATION REPORT Na.-,
Originally Issued: 04101/2016 Revised: 04/30/2020
The effective length of the shaft, L, may be approximated as
the average of the distances from the point of load
application to each helical plate.
Potential deformations due to elastic shortening, elastic
lengthening and slip in couplers will not significantly affect
the allowable axial loads as tabulated in Table A of this
report. The designer is advised, however, to consider such
deformations when determining serviceability on a case-by-
case basis.
Table A
Potential Coupler Slip:
Coupler slip
(Compression or Tension)
Black
0.197 in/c Ir
Gaiv.
0.151 in/c Ir
Potential Elastic Shortening/Lengthening
of Shaft and Coupler.
Shaft Shortening
(Compression)
Black
0.00021 in/f/k
Gaiv.
0.00020 in/ft/k
Shan Lengthening
(Tension
I Black 1
0.00022 in/f/k
Galv.
0.00019 in/ft/k
Coupler Shortening
(Cam ression)
Black
0.000054 in/c Ir/k
Gaiv.
0.0011050 in/c Ir/k
Coupler Lengthening
Tension
Black
0.000062 in/c Ir/k
V.
0.000053 in/c Irlk
3.2 Installation
3.2.1 General: The pile systems shall be installed by Grip -
Theo approved and certified installers, and the foundation
design documentation described in Section 3.1.1 of this
report shall be utilized for installation quality control. The
helical piles shall be screwed into the ground as specified in
the construction documents and connected to the structure
to provide foundation support. The piles shall be located and
aligned both vertically and horizontally as specified in the
approved plans and specifications. The piles shall be
installed to the minimum torsional resistance and
embedment depth specified.
The piles shall be installed using portable or machine -
mounted rotary hydraulic motors capable of exerting a
torsional moment at least 10 percent higher than the
minimum required installation torque. Equipment capable
of measuring the torsional resistance experienced by the pile
during installation to an accuracy of ±10 percent shall be
used.
The brackets shall be installed to connect the supported
structures or foundation elements to the tops of the helical
piles. If a galvanized product is used, field cutting and
drilling shall be protected against corrosion. If the
installation fails to meet the minimum criteria, the project
specifications shall include provisions for an alternative
design.
3.2.2 Field Quality Control: The following aspects shall be
verified as part of the helical pile installation to help achieve
a good quality result:
391
Valid Through: 04130/2021
1. The helical pile sections shall be assembled as specified
by the design documents.
2. The installation equipment shall be adequately aligned
with the pile to avoid bending the shaft.
3. An axial force shall be exerted as the helical pile is
screwed into the ground so that the pile travels
approximately 3 inches (76 mm) into the soil in each
revolution.
4. The rotational rate shall be 5 to 25 rpm.
5. The torque needed to screw a pile into the soil is an
important measure for control of helical pile installation
quality. Torque shall be measured using a calibrated
torque indicator or hydraulic torque motor with a
known pressure/torque correlation (other methods to
measure torque, i.e. shear pins, dial gauges, etc. may be
used at the discretion of the registered design
professional and if approved by the code official.) The
following torque parameters shall be adhered to when
installing the helical piles:
a. Torque shall be recorded at every 5 feet of installation
depth.
b. Torque shall be recorded at final embedment (Er) + 2
feet, (Er) + 1 foot, and (Ef) for tension piles with only
one helix and for piles with multiple helices.
c. The final embedment depth and torque shall meet the
minimum specifications of pile design.
d. The final torque shall be taken as the average of the
last three readings for piles with multiple helices.
c. The pile's maximum installation torque rating listed
in Table 3 of this report shall not be exceeded
throughout installation.
3.2.2.1 FP3BA Standard Duty Bracket: The following
aspects shall be verified as part of the installation of the
Standard Duty Brackets to help achieve of a good quality
result:
I. Notching the footing or grade beam is recommended to
allow the bracket to mount directly and adjacent to the
load-bearing wall or column. Altering the existing
foundation, including the reinforcing steel, shall only be
performed with the approval of the registered design
professional and the code official.
2. The installation of concrete anchors shall be in
accordance with the code and the applicable anchor bolt
manufacturer's recommendations.
3. The nuts shall be tightened so the all -thread rods
achieve a snug -tight condition as defined in Section J3
of AISC 360 (as a minimum, nuts shall be tightened to
one-quarter tum beyond hand -tight condition).
4. Any lifting or stabilizing of the structure shall be under
the supervision of a qualified registered design
professional to ensure that no part of the foundation,
structure, or helical pile is overstressed.
5. The excavation shall be backfilled with properly
compacted soil.
City of
Page 4 of 12
Wheat Ridge
Building Division
UESEVALUATION REPORT W4,
0 Originally Issued: 04/01/2016 Revised: 04/30/2020
6. If the pile system is designed to resist uplift forces, the
pile may be attached to the bracket utilizing two
optional holes factory drilled through the back side of
the bracket sleeve. One or two'/4-inch (19 mm) by 2 -
inch (51 mm) long high strength bolts are used to
connect the bracket to the helical pile shaft. As an
alternative, the holes could be plug welded to attach to
bracket to the pile shaft if approved by the registered
design professional and the code official.
3.2.2.2 NCB New Construction Bracket: The following
aspects shall be verified as part of the installation ofthe New
Construction Brackets to help achieve of a good quality
result:
1. The helical pile sections shall be installed until the
termination criteria prescribed in the foundation design
documentation from Section 3.1.1 of this report are met
and the top of the shaft is at or above the required
elevation. The shaft shall be cut to the required height
to provide the minimum concrete embedment depths
into the footing or grade beam in Table 6 of this report
and depicted in Figure 5 of this report shall be adhered
to.
2. The new construction bracket shall be seated firmly.
3. Minimum concrete embedment depths for piles in
compression and tension are listed in Table 6 of this
report. Where the pile is used to resist tension forces,
the bracket shall be bolted to the shaft with the bolts
specified in Section 4.2.5 of this report. The nuts shall
be tightened to snug -tight condition as defined in
Section J3 of AISC 360 (as a minimum, nuts shall be
tightened to one-quarter tum beyond hand -tight
condition).
4. The steel reinforcing bars shall be placed and the
concrete shall be poured according to the approved
construction documents.
5. All helical pile components shall be electrically isolated
from the concrete reinforcing steel and other metal
building components.
3.3 Special Inspections: Special inspections shall be
required in accordance with Chapter 17 of the IBC for
helical pile foundations. The special inspector shall review
all of the relevant design documentation including this
evaluation report, the geotechnical report, and the
construction documents prepared by the registered design
professional in responsible charge to make sure the proper
installation procedures are used and to determine
compliance. Specific items to be inspected include
installation equipment used, pile dimensions, tip elevations,
final depth, final installation torque, and bracket
configuration and dimensions. Where site welding takes
place, special inspection in accordance with 2015 and 2012
IBC Section 1705.2 or 2009 IBC Section 1704.3 shall be
required. Additionally, the special inspector shall verify the
documentation showing that the installer is recognized by
391
Valid Through: 04/30/2021
the manufacturer; the product is assembled and installed as
specified in the designs; the manufacturer's installation
instructions are followed; the installation angle is as
specified in the designs; and the pile and the supported
structure are adequately connected to transmit the loads.
4.0 PRODUCT DESCRIPTION
4.1 General: The Grip-Tite® Helical Pile Foundation
Systems consist of helical plates welded to the outside of
steel tubing to form helical piles that are screwed into the
ground until the design soil strata or design penetration
resistance is reached. Extension sections are often required
to advance the lead section to a soil deep enough to provide
adequate soil bearing in accordance with project
requirements. The structure to be supported is fastened to
the tops of the helical piles using brackets described in
Section 4.2.4 of this report.
4.2 Components
4.2.1 RDS2875 Lead Sections and Extensions: The lead
and extension sections consist of 2'/8 -inch (73 mm) outside -
diameter (OD) structural steel tubing having a minimum
nominal shaft wall thickness of 0.262 -inch (6.65 mm). The
sections are joined together by placing the coupler, which is
at the leading end of each extension, over the shaft at the
trailing end of each section, and pinning these ends together
using three'/4-inch (19.1 mm) standard hex cap screws as
described in Section 4.2.5 of this report. Figure I and Table
1 of this report address dimensions and details of lead
sections, and Figure 2 and Table 2 of this report provide
dimensions and details of extension sections. The lead
sections and extensions are made of carbon steel round
structural tubing conforming to ASTM A500, Grade B
specifications, having a minimum yield strength of 50 ksi
(345 MPa) and a minimum ultimate tensile strength of 58
ksi (400 MPa). The complete lead and extension sections are
offered uncoated or with an optional galvanized coating
complying with ASTM A123.
4.2.2 RDS2875 Helical Plates: The helical plates are cut
from '/s -inch -thick (9.53 mm) steel plate and have outer
diameters of 8-, 10-, 12-, or 14 -inches (203 mm, 254 mm,
305 mm, or 356 mm). The plates are deformed using a
hydraulic press and die to achieve a 3 -inch, ±'/4 -inch (76.2
mm, t6.4 mm) helical pitch. The helical plates are welded
to the outside of the steel tubing of the lead and extension
sections using a'/4 -inch (6.35 mm) fillet weld in accordance
with the manufacturer's approved quality control system as
required to form the models listed in Tables 1 and 2 of this
report. The plates are made of carbon steel conforming to
ASTM A36, having a minimum yield strength of 36 ksi (248
MPa) and a minimum ultimate tensile strength of 58 ksi (400
MPa).
Page 5 of 12
City of
Wheat Ridge
Building Division
VES JM4LUATION
REPORT
1 g,
Oriainally Issued: 04/01/2016 Revised: 04/30/2020
4.2.3 RDS2875 Couplers: The couplers are made by
welding 7 -inch (178 mm) lengths of 3'/2 -inch (89 mm) OD
HSS structural steel tubing having a nominal shaft wall
thickness of 0.300 inch (7.62 mm), to the leading ends of
extension sections to form a bell-shaped attachment device.
The couplers over -lap the extension tubing by 1 -inch (25.4
mm) and are welded in place using 04 -inch (6.35 mm) fillet
weld. The couplers are made from ASTM A500, Grade B
steel, having a minimum yield strength of 50 ksi (345 MPa)
and a minimum ultimate tensile strength of 58 ksi (400
MPa).
4.2.4 Brackets: Brackets are used to connect the supported
structures or foundation elements to the tops of the helical
piles. The brackets are made from steel plate and round
structural steel tubing assembled in accordance with the
manufacturer's approved quality control manual. The'/s-,
42-,'/4-, and 1 -inch -thick (9.53 mm, 12.7 mm, 19.1 mm,
25.4 mm) steel plates used to make the brackets conform to
ASTM A36 and have a minimum yield strength of 36 ksi
(248 MPa) and a minimum ultimate tensile strength of 58
ksi (400 MPa). The standard duty retrofit bracket tubes
consist of structural steel tubing conforming to ASTM
A513, Type 5 Grade 1026 specifications having a minimum
yield strength of 70 ksi (483 MPa) and a minimum ultimate
tensile strength of 80 ksi (552 MPa). The new construction
bracket tubes consist of HSS structural steel tubing
conforming to ASTM A500, Grade B specifications having
a minimum yield strength of 50 ksi (345 MPa) and a
minimum ultimate tensile strength of 58 ksi (400 MPa). The
brackets are described in Sections 4.2.4.1 and 4.2.4.2 of this
report. All completed welded bracket assemblies are offered
with an optional galvanized coating complying with ASTM
A123.
4.2.4.1 GTFP3BA Standard Duty Bracket: The Standard
Duty Brackets (repair or retrofit brackets) are used at the
tops of the lead or extension sections to underpin and
support existing structures. The brackets have two'/2-inch-
thick (12.7 mm) steel plates welded together at a 90° angle
to form a shelf to support the structure. The shelf is welded
to a 12 -inch -long (305 mm), 37/. -inch -OD (98 mm) by 3'/. -
inch -ID (79 mm) structural steel sleeve and a sleeve plate
having dimensions of 5 inches (127 mm) by 9.5 inches (241
mm) by %-inch (19.1 mm) thick. The horizontal plate or
shelf is 10 inches (254 mm) wide by 8 inches (203 mm)
deep. The vertical plate, used to fasten the bracket to the
existing structure, is 14 inches (356 mm) wide by 10 inches
(254 mm) in height. Two'/. -inch -thick (9.5 mm) steel gusset
wedges are welded between the sleeve and the underside of
the shelf. An adjustable cap, having dimensions of 4 inches
(102 mm) by 8 inches (203 mm) and 1 -inch -thick (25.4
mm), attaches to the sleeve plate using two 3/4 -inch (19.1
mm) all -thread rods with heavy hex nuts. The cap plate
allows the bracket to be raised or lowered as necessary to
the required height for the supported structure.
K&9Y
Valid Through: 04/30/2021
The vertical face of the repair bracket includes four '/16 -
inch -diameter (14.3 mm) holes for use in connecting the
bracket to supported concrete structures using concrete
anchors, which are not supplied with the bracket assemblies.
Anchors installed to support gravity, uplift, or lateral loads
shall be designed by a qualified design professional and
shall be galvanized in accordance with the recommendations
of the designer and the anchor manufacturer for the
application in which they are used.
4.2.4.2 GT2875-NCB New Construction Bracket: The
New Construction Bracket is used to support new concrete
foundation structures (grade beams, footings, or pile caps)
where the bracket's bearing plate is cast into the concrete.
The steel bearing plate is 4 inches wide by 8 inches long by
1 inch thick (102 mm by 203 mm by 25.4 mm). The plate is
welded to a 3V2 -inch -OD (89 mm) by 2.9 -inch -ID (74 mm)
by 7 -inch -long (178 mm) steel coupling sleeve that fits over,
and is bolted to, the top of a lead or extension section using
3/4 inch (19.1 mm) standard hex cap screws and matching
standard hex nuts. The bracket transfers compression,
tension, and lateral loads from the concrete foundation
structure to the helical pile.
4.2.5 Threaded Rods, Bolts and Nuts: The %-inch (19.1
mm) standard hex cap screws (bolts) used injoining the lead
shafts and extensions and to connect the new construction
brackets to the tops of the piles conform to SAE J429, Grade
8 specifications, having a minimum yield strength of 130 ksi
(896 MPa) and a minimum ultimate tensile strength of 150
ksi (1034 MPa). The standard hex nuts used with the
standard hex cap screws conform to SAE J995, Grade 8
specifications. The standard hex cap screws and matching
standard hex nuts are zinc coated in accordance to ASTM
F1941. The'/4-inch (19.1 mm) all -thread rods and matching
heavy hex nuts are used to attach the cap plate to the sleeve
plate on the standard duty retrofit bracket. The all -thread
rods conform to ASTM A193, Grade B7 specifications,
having a minimum yield strength of 105 ksi (724 MPa) and
a minimum ultimate tensile strength of 125 ksi (862 MPa).
The heavy hex nuts conform to ASTM A194, Grade 2H, or
ASTM A563, Grade DH specifications. The all -thread rods
and heavy hex nuts are zinc coated in accordance to ASTM
B633.
4.2.6 Welds: Factory welds used in the assembly of the
helical pile plates, shafts, couplers, and brackets are
completed in accordance with the product drawings and the
manufacturer's approved quality control manual. Field
welds are outside the scope of this report and shall be
designed by a qualified design professional and inspected in
accordance with 2018, 2015, and 2012 IBC Section 1705.2
or 2009 IBC Section 1704.3.
Page 6 of 12
City of
Wheat Ridge
Building Division
iva
391
Originally Issued: 04/01/2016 Revised: 04/30/2020 Valid Through: 04/30/2021
5.0 IDENTIFICATION 7.0 STATEMENT OF RECOGNITION:
The Grip-Tite® Manufacturing Co., LLC Model RDS2875
Helical Foundation System components described in this
report shall be identified by labels that include the report
holder's name (Grip-Tite® Manufacturing Co., LLC), the
product catalog number and description, the name and
address of Co -Line Welding, Inc.
Additionally, Model RDS2875 helical piles are identified
by the prefix "RDS", the Standard Duty Brackets are
identified by the prefix "FP" and the New Construction
Brackets are identified with "NCB".
The evaluation report number (ER -391) the IAPMO
Uniform ES Mark of Conformity shall be used to identify
the products recognized in this report. A die -stamp label
may also substitute for the label. Either Mark of
Conformity may be used as shown below:
IgPMO SES
ES
® 01 Qq
IAPMO UES ER -391
6.0 SUBSTANTIATING DATA
Data in accordance with the ICC -ES Acceptance Criteria for
Helical Pile Systems and Devices (AC358), approved
September 2017, editorially revised September 2018.
This report describes the results of research carried out by
the IAPMO Uniform Evaluation Service on Grip-Tite®
Helical Pile Foundation System labeled in Winterset, Iowa,
under the supervision of IAPMO UES, to assess its
conformance to the codes and standards listed in Section
1.0 and serves as documentation of the product
certification.
Brian Gerber, P.E., S.E.
Vice President, Technical Operations
Uniform Evaluation Service
Richard Beck, PE, CBO, MCP
Vice President, Uniform Evaluation Service
GP Russ Chandy
CEO, The IAPMO Group
Fitt addition it inCurn,ation abort this ev:d nation report please visit
or email at
Page 7 of 12
City of
Wheat Ridge
Building Division
Originally Issued: 04/01/2016
36
Figure 1.
RD52875 Lead Sections
E
Revised: 04/30/2020
FI,jure 2.
RDS2375 Extensions
A.V Ah Ar
+' At A:e
[
FF N i
Pln
Caecting
Plle Shag Bogs/Nuts
Figure 4. RD52875-NCB
New Construction Bracket
Page 8 of 12
391
Valid Through: 04/30/2021
K
AI
lu I
�I
F6jure 3. FP3BA
Standard Duty Remedial Repair Bracket
3' min
�—
Y-4' nln O
As//Requiredby Design
1 _r
As Requited by Design
Figure 5. Grade Beam/Pier Cap with
RDS2875-NCB New Construction Bracket
City of
Wheat Ridge
Building Division
391
Originally Issued: 04/01/2016 Revised: 04/30/2020 Valid Through: 04/30/2021
lable 1
Dimensions of Tvpical Grip-Tite® RDS2875 Ilei ical Pile Lead Sections bV Product Catalog Number 3
Material'
Catalog
Numbers
Shaft
Cross -
Sectional
Area', (in')
Nominal Dimensions', (in)
AT
B
C
D
E F 3F G H 3H I J K
ASTM A.500
Fr=501ui
Fu -581u1
21,S8
21,S10
1.72
o.%)
2.839
(2.869)
5.873
1.5
0.8125
(13/16)
24 8 18.12
- -
24 to 18.125 - - -
21, 12
24 12 18.125
21S14
5LS8
24 14 18.125
60 8 4.125
51,910
60 10 4.125
5LS12
60 12 - 4.125 - - -
51sa10
60 8 24 4.125 10 - 30.125 - -
SL514
SM1012
60 14 - 4.125 - -
60 10 30 4.125 12 24.125
51,.51214
7LS8
60 12 M 4.125 14 18.125
84 8 78.125 -
- -
- -
7LS10
7LS12
84 to 78.125
4 12 78.12.5
71.5810
4 8 34 78.125 10 4.125
72514
71S1012
4 14 78.125
54 10 30 78.125 12 48.125
7"81012
7L 1214
4 8 24 78.125 to 30 4.125 12 24.125
4 12 36 78.125 14 42.125
71,8101214
4 10 311 78.125 12 M 42.125 14 12.125
F9, Sr fme, =25.4mm;1in'-645.2 mm'; I psi=6.89 kPa; I ksi -I,O psi
Table 2
Dimensions of Typical Grip-Titee RDS2875 Helical Pile Extensions by Product Catalog Number 4
Material'
Catalogs
Number'
Shaft
Cross -Sectional
Area 2, (int)
Nominal Dimensions', in
A 2
B
C
D
E F
3F G
H
311
1
ASTM A500
Fy-50 WI
N-58lu1
3E
192
(1.96)
2.a39
(2.869)
T's
00.8125
(013/16)
36
Plnin Eafenvione
5E
11.875
60 Plain Ezlenaons
7E
3E14
4 Plain Ealenei9ne
36 14 2A.125
5E14
IL875
60 14 48.125
-
MU
29.875
60 14 30.125
7E14
7E14,
IL875
4 14 72.125
29.875
11.875
4 14 - 4.125
7E14i4
4 14 42 72.125N14
30.125
1F.141Ja
29.875
4 IJ 42 4.125
12.135
For S1. I inch= 25A mm', 1 In' = 64.5 2 mm', 1 psi = 6.89 kPa; 1 ksi = 1,000 psi
Footnotes to Tables 1 and 2:
1) Shaft and coupler material consists of round shaft structural tubing per ASTM A500, Grade B, minimum yield strength, Fy, of 50
ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Helices are made from flat plate steel per ASTM A36, minimum yield
strength, Fy, of 36 ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Connection bolts are SAE J429 Grade 8, minimum
yield strength, Fy, of 130 ksi and minimum ultimate tensile strength, Fu, of 130 ksi. The bolts are either zinc coated per ASTM
8633 or ASTM B695, or galvanized per ASTM A153. The helical lead sections and extensions are either bare "black" steel or hot-
dip galvanized per ASTM A123.
2) Bear or black steel dimensions (dimensions galvanized): Includes reduced dimensions for corrosion and a 50 year design life.
3) Figure 1 of this report illustrates dimensions.
4) Figure 2 of this report illustrates dimensions.
5) Galvanized product have a "G" suffix added to the end of the product's catalog number; i.e., 2LS8 is bare steel and 2LS8G is
galvanized steel.
Page 9 of 12
City of
Wheat Ridge
Building Division
Originally Issued: 04/01/2016 Revised: 04/30/2020
391
Valid Through: 04/30/2021
Table 3
Allowable Capacities 4 and Recommended Maximum Installation Torque for Grip-Titeo RDS2875 Belical files 1'2
torsi, 1 inch= 25.4 mm; I a-lbf- 1.356 N -m; I kip u" 16Q - 4.48I IN; 1 in° - 645.2 ci 10, = 6,89 kPa; I ksi - 1.000 psi
1) Section 3.1.3 of this report provides the description of unbraced length, soft and firm soil conditions.
2) Capacity ratings include an allowance for corrosion over a minimum 50 year service design life and presume the supported
structure is braced in accordance with IBC Section 1810.2.2 and the lead section will provide sufficient helical capacity to develop
the full shaft capacity. Section 3.1.2 of this report describes applicable limit states that shall be evaluated by a registered design
professional.
3) Maximum useable torque for calculating the pile's ultimate capacity using the equation Quit = TKt. Maximum torque applied to the
helical pile anytime during installation should not exceed 9,495 ft -Ib for the RDS2875 helical piles.
4) The listed capacity -to -torque ratios may be adjusted to lower values on a case-by-case basis, if necessary. The listed allowable
capacity includes a minimum Factor of Safety (FS) of 2. A higher Factor of Safety may be used to estimate the pile's allowable
capacity on a case-by-case basis, if necessary.
5) No eccentricity.
Table 4
Grip-Tite® Standard Duty and New Construction Bracket Dimensions by Product Catalog Number
Allowable Axial Capacity Limits'
Bare Steel Hot -Di Galvanized
Recommended
aecovur'^'ded
lru'u,
Allowable
Product
Capacity -Torque
Ratio t
nt.11i um
Inemlletion
Targne
Cnpuity,
Tmgne
Onpaeity
Com re n, kir
sin
Gi
off
J
Unbriced
All=rhreaded
Tendon,
Shea,
Baidine,
'
Kt, (ft')
Torque',
(kipQ
(kips)
Length, kLu-0 kl,u=5 kLn=10 kLu-15
odpq
tkipq
(a -k)
Concrete
T(R-Ibq
Qu -TM
Qu/2-0a
D
Lu' on
Fw
Gw
K
oM
Rods/Bolts
Anchors'
ASTM A.500,
0 55.5
Cou lin s' 60.0
18.1
19.9
8.3
9.0
4A
4.8
Ft
Gt
Iw
Compreecign
di. -pitch x
Grp
32.1
I6.]
2.52
KI -9
9,000
81
40.5
l J.5.0
16.8
8.1
4.4
Fy-So WI
Cou lin 40,8
19.0
8.9
4.8
(18.4)
(2.96)
'Cet-7
9,000
63
31.5
2 22.6
13.4
7.2
4,1
Fu -58 Wi
9.25
Kt-]
3/4. 10.12
Coups 26.0
15.0
7.9
0.5
R5
8
9/16
1..5
ASTM A193 Gr B7
Titen HD Se.
torsi, 1 inch= 25.4 mm; I a-lbf- 1.356 N -m; I kip u" 16Q - 4.48I IN; 1 in° - 645.2 ci 10, = 6,89 kPa; I ksi - 1.000 psi
1) Section 3.1.3 of this report provides the description of unbraced length, soft and firm soil conditions.
2) Capacity ratings include an allowance for corrosion over a minimum 50 year service design life and presume the supported
structure is braced in accordance with IBC Section 1810.2.2 and the lead section will provide sufficient helical capacity to develop
the full shaft capacity. Section 3.1.2 of this report describes applicable limit states that shall be evaluated by a registered design
professional.
3) Maximum useable torque for calculating the pile's ultimate capacity using the equation Quit = TKt. Maximum torque applied to the
helical pile anytime during installation should not exceed 9,495 ft -Ib for the RDS2875 helical piles.
4) The listed capacity -to -torque ratios may be adjusted to lower values on a case-by-case basis, if necessary. The listed allowable
capacity includes a minimum Factor of Safety (FS) of 2. A higher Factor of Safety may be used to estimate the pile's allowable
capacity on a case-by-case basis, if necessary.
5) No eccentricity.
Table 4
Grip-Tite® Standard Duty and New Construction Bracket Dimensions by Product Catalog Number
For SI. 1 inch = 25 4 mm; 1 psi -6.89 kPr, I ksi =1,000 psi
1) Main plate dimensions in direct contact with supported foundation.
2) 12 -inch -long all -thread rods and nuts are provided with the remedial brackets. Longer or additional rods may be used if
additional lift is needed, as necessary.
3) Concrete anchors shall be provided by the installer; 'IA -inch -diameter concrete anchors may be used to fasten the remedial
brackets in place. The brackets were tested with four post -installed Then HD screw anchors fastened through the face of the
bracket into the side of a concrete supported footing with a minimum 2,500 psi compressive strength. Anchors installed to
support gravity, uplift, or lateral loads shall be designed by a registered design professional and installed in accordance to the
manufacturer's recommendations.
4) Figures 3 and 4 of this report show the FP3BA and NCB Brackets, respectively. Galvanized products include the suffix "G".
Page 10 of 12
City of
Wheat Ridge
Building Division
Hw
RI
Aw
Bw
C
FI
Gi
off
J
All=rhreaded
Eh
M
Concrete
Ah
Bit
D
End
Fw
Gw
K
oM
Rods/Bolts
Anchors'
At'
Bt'
Dt
Ft
Gt
Iw
L
di. -pitch x
FP,.d.c't,�
of
length', (in)
in
in
in
in
in
in
in
in
in
9.25
3/4. 10.12
14
10
2
R5
8
9/16
1..5
ASTM A193 Gr B7
Titen HD Se.
l0
a
5
12
4
4.513/16
3
mJ ASTM A194
Ane6mr. or
1/2
1/2
3/8
L]/85
3/4
1
12.5
1
2H Heavy Hex Nuts
equivalent
9/Ifi
Fy=105 WI
Ill
F. 125 WI
RDS2875-NCB
RDS287SNCBG
4
-
7-
-
-
1.5
3/4-10x41/2
Fi re4
1
}I/2
13/16
SAE 3429 Gntle8
For SI. 1 inch = 25 4 mm; 1 psi -6.89 kPr, I ksi =1,000 psi
1) Main plate dimensions in direct contact with supported foundation.
2) 12 -inch -long all -thread rods and nuts are provided with the remedial brackets. Longer or additional rods may be used if
additional lift is needed, as necessary.
3) Concrete anchors shall be provided by the installer; 'IA -inch -diameter concrete anchors may be used to fasten the remedial
brackets in place. The brackets were tested with four post -installed Then HD screw anchors fastened through the face of the
bracket into the side of a concrete supported footing with a minimum 2,500 psi compressive strength. Anchors installed to
support gravity, uplift, or lateral loads shall be designed by a registered design professional and installed in accordance to the
manufacturer's recommendations.
4) Figures 3 and 4 of this report show the FP3BA and NCB Brackets, respectively. Galvanized products include the suffix "G".
Page 10 of 12
City of
Wheat Ridge
Building Division
We
�.�391
Originally Issued: 0 410112 01 6 Revised: 04/30/2020 Valid Through: 04/30/2021
Table 5
Grip-Titek' Standard Duty Bracket Allowable Capacities by Product Catalog Number
For Sr: I inch —25.4 mm; I kip (IOW Us = 4 48 kN; I psi = 6.89 kPa; I ksi - I.000 psi
1) Main plate dimensions in direct contact with supported foundation.
2) Based on full scale load tests conducted using the Grip-Tite® Standard Duty Bracket (FP3BA). The allowable capacities include
a minimum Factor of Safety (FS) of 2: a higher Factor of Safety shall be used on a case-by-case basis, if necessary.
3) Systems that require uplift capacities shall include two 1/4 -inch x 2 -inch -long bolts thru the bracket tube sleeve into the existing
shaft. One or two '/4 inch diameter by 2 -inch -long bolts may be installed. As an alternative, the bracket may be secured to the
pile shaft by other means as directed by a registered design professional. Corrosion protection includes zinc coated per ASTM
B633 or ASTM B695.
4) Fully braced foundation and shaft conditions.
5) Lateral capacities were tested using four Titen HD concrete anchors with a minimum embedment of 5 inches.
6) The brackets were tested with four post -installed Titen HD screw anchors fastened through the face of the bracket into the side
of a concrete support with minimum 2,500 psi compressive strength. Anchors shall be designed by a qualified design
professional and installed in accordance to the manufacturer's recommendations.
7) Figure 3 of this report depicts the Standard Duty Remedial Bracket, FP3BA. Galvanized product includes the suffix "G".
Page 11 of 12
City of
Wheat Ridge
Building Division
RDS2875
Main Plate Dim. '
ASTM A500
Fy = 50 ksi
Fu = 58 ksi
All -Thread Rods 3
Product'
Concrete Anchors"'
Allowable Capacities a•''4.5,
(kips'
Aw, Ah, At
Bev, Bh, Bt
(in)
(in)
Comp.,
Tension,'
Lateral,
din. -pitch x
(kips)
(kips)
(kips)
length, (in) (RI)
3/4. 10.12
ASTM A 19 Gr B7 and
Tion His Seim Anchors, or
FP38A
1010, 1/2
10, in
8,
27
9.5, 19
10
ASTM AI94
equivalent
FP3BAG
'
2H Heavy Hex Nuts
1a"
Fy =105 kei
Fu =125 ksi
For Sr: I inch —25.4 mm; I kip (IOW Us = 4 48 kN; I psi = 6.89 kPa; I ksi - I.000 psi
1) Main plate dimensions in direct contact with supported foundation.
2) Based on full scale load tests conducted using the Grip-Tite® Standard Duty Bracket (FP3BA). The allowable capacities include
a minimum Factor of Safety (FS) of 2: a higher Factor of Safety shall be used on a case-by-case basis, if necessary.
3) Systems that require uplift capacities shall include two 1/4 -inch x 2 -inch -long bolts thru the bracket tube sleeve into the existing
shaft. One or two '/4 inch diameter by 2 -inch -long bolts may be installed. As an alternative, the bracket may be secured to the
pile shaft by other means as directed by a registered design professional. Corrosion protection includes zinc coated per ASTM
B633 or ASTM B695.
4) Fully braced foundation and shaft conditions.
5) Lateral capacities were tested using four Titen HD concrete anchors with a minimum embedment of 5 inches.
6) The brackets were tested with four post -installed Titen HD screw anchors fastened through the face of the bracket into the side
of a concrete support with minimum 2,500 psi compressive strength. Anchors shall be designed by a qualified design
professional and installed in accordance to the manufacturer's recommendations.
7) Figure 3 of this report depicts the Standard Duty Remedial Bracket, FP3BA. Galvanized product includes the suffix "G".
Page 11 of 12
City of
Wheat Ridge
Building Division
391
Originally Issued: 0 410112 01 6 Revised: 04/30/2020 Valid Through: 04/30/2021
Table 6
Grip-Tite® New Construction Bracket Minimum Embedment Depths and Allowable Capacities
by Product Catalog Number
For S1: 1 inch ='-5 4 mm; 1 kip (Io0016f) - 4.48 kN, 1 psi - 6.89 kPa; 1 ksi 1,000 psi
I) Main plate dimensions in direct contact with foundation.
2) 'Phe listed allowable capacities are limited by either the punching shear capacity of the grade beam, bearing or bending capacity
of the bracket plate, the weld strength between the bearing plate and the bracket sleeve, or the shear capacities of the connecting
bolts. The allowable capacities include a minimum Factor of Safety (FS) of 2. A higher Factor of Safety shall be used on a case-
by-case basis, if necessary.
3) Systems that require uplift capacities shall include three % inch diameter x 4'/2 -inch -long bolts thru the bracket tube sleeve into
the pile shaft. Bolt corrosion protection shall be zinc electroplated per ASTM F1941. As an alternative, the bracket may be
secured to the pile shaft by other means as directed by a registered design professional.
4) Fully braced supported foundation and shaft conditions.
5) Figure 4 of this report depicts the New Construction Bracket, RDS2875-NCB. Galvanized products include the suffix "G".
6) Connection of the bracket to the foundation as it relates to resisting side loads due to seismic forces and the provisions found in
IBC Section 1810.3.11.1, is outside the scope of this report.
Table 7
Lateral Load
Pile Type
Allowable Lateral Capacity
(Ibs)
RDS2875
RDS2875
Main Plate
1 15
Dimensions',
ASTM A500
(in'
Fy = 50 ksi
Fu = 58 ksi
Product
Allowable
Allowable
Aw
Minimum Concrete Cover Below (Tension)
Compression and Tension
Lateral
A
and Above (Compression)
Capacities, (kips) ¢,2.4
Capacities,
At
the Bracket Plate, (in)
Bare Steel or Galvanized
(kips)
2500 psi PCC
2500 psi PCC
3 Tenimi
1.4
4 Comp
8.2
6 Teishis
8.2
8
C.nsp
14.8
8 ComTonshn1
14.8
23A
RDS2875-NCB
4
2.5
1
10 Tmsion
23.0
Com
32.9
12 T4mian
32.9
Co.
40.0
For S1: 1 inch ='-5 4 mm; 1 kip (Io0016f) - 4.48 kN, 1 psi - 6.89 kPa; 1 ksi 1,000 psi
I) Main plate dimensions in direct contact with foundation.
2) 'Phe listed allowable capacities are limited by either the punching shear capacity of the grade beam, bearing or bending capacity
of the bracket plate, the weld strength between the bearing plate and the bracket sleeve, or the shear capacities of the connecting
bolts. The allowable capacities include a minimum Factor of Safety (FS) of 2. A higher Factor of Safety shall be used on a case-
by-case basis, if necessary.
3) Systems that require uplift capacities shall include three % inch diameter x 4'/2 -inch -long bolts thru the bracket tube sleeve into
the pile shaft. Bolt corrosion protection shall be zinc electroplated per ASTM F1941. As an alternative, the bracket may be
secured to the pile shaft by other means as directed by a registered design professional.
4) Fully braced supported foundation and shaft conditions.
5) Figure 4 of this report depicts the New Construction Bracket, RDS2875-NCB. Galvanized products include the suffix "G".
6) Connection of the bracket to the foundation as it relates to resisting side loads due to seismic forces and the provisions found in
IBC Section 1810.3.11.1, is outside the scope of this report.
Table 7
Lateral Load
Pile Type
Allowable Lateral Capacity
(Ibs)
Minimum Installation Depth
(ft)
RDS2875
1 318
1 15
For SI: I inch = 25 4 mm; I kip (1000 Rho a 4.48 W. 1 psi n 689 kPa; 1 ksi = ].000 psi
I ) Installation shall be in accordance with Section 3.1.5 of this report.
Installation is limited for use with new construction brackets.
Minimum concrete edge distance to bracket plate is 4 inches.
Page 12 of 12
City of
Wheat Ridge
Building Division
ON SITE PLANS
CITY OF WHEAT RIDGE INSPECTION REQUIRED PRIOR TO BACKFILL MUST BE ON SITE FOR INSPECTION
PROVIDE ENGINEER OBSERVATION LETTER AT FINAL INSPECTION ALL Prolectsare
Subject to Field Inspections
After excavation and before placement of
foundation devises engineer to conduct evaluation
City of and verification of in-situ soils at the bottom of
Wheat E�'
pier pits. Contractor to notifyengineer 48 hours
�oMMUNrIY nrVfIUYMENT P ['b'
1
APPROVED in advance.
Reviewed for Code Compliance
6 F CONVERTED
Randy Slusser 8/11/2020
GARAGE
Plans Examiner Date
Va.XXln,ulximll:,M;.uo,ve WNpmrtwmlmmlWWmmn;llmXum
anOmmpwalwmahvNnmbaa PnnN(a;Y anmWmvla(. P % mrmonb
anYoltMOroWtNrvu nl Me bwMn9 totlea WWl ph mElidiml. Perm Xe
gemmiip mpNe aN.Ywlry m MOIM amriRl rM pwWms of rM Mtl4Uq
6 FT
mdmaotMrWINnenmiWrM pN+NNN mtMrexa
3 -1
—
— IL -
p>ZNDO
front door oy O17 A'G PrP
8 FT 6 FT
z'
28253
by •: : a
o
•
Ss •' G r VP
��
�O
,fit,
NOTE: LOADING CRITERIA USED FOR DESIGN
7. Helix piers 1,2 and 5 shall be placed evenly not more than six feet apart along front foundation wall.
8. All work to be in conformance with 2018 IRC with Wheatridge 2020 amendments.
1. Floor Load 40 psf LL + 15 psf DL
9. All devices shall comply with ICC,withAC358:2015 IBC second 1810.3.3.1.9 & 1810.4.11
2. Roof Load 35 psf LL + 15 psf DL
10. all helix piers shall be placed 24 feet or a minimum of 3,500 ft -lbs touque. If bedrock is encountered
3. Wind Load 149 MPH ( exp "C")(VULT)
before 25 feet contact engineer for direction.
4. Snow load Ground 50 PSF
5. Presumptive soil bearing pressure is 1500 psf
Ms. Bowles
1
730 Otis St. Wheatridge C
6. Helix 3 be 6 inches front
foundation.
piers shall placed within of
corner of -- � .I. w s
" �'
W sz planview cover
:=
A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 235-2855 Office
INSPECTION NOTICE
Inspection Type:
Job Address: ,� _"_ %
Permit Number: ®/ -5:317
❑ No one available for inspection: Time CMIPM
Re -Inspection required: Yes 6
)
When corrections have been made, schedule for re -inspection online at:
http✓/www. ci. wheatridge. co. uslinspection
Date: 9 /_ o Inspector: 5,,'`
I
DO NOT REMOVE THIS NOTICE
PERMIT NO:
JOB ADDRESS:
JOB DESCRIPTION:
City of Wheat Ridge
Residential Foundation Repair PERMIT - 202001537
202001537
4730 Otis St
Foundation repair,
5 helical piers.
ISSUED: 08/12/2020
EXPIRES: 08/12/2021
*** CONTACTS ***
OWNER (720)338-6135 BOWLES SARAH R
SUB (303)805-8751 RODNEY MARTIN 060125 COMPLETE BASEMENT SYSTEMS
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 9,025.00
FEES
Total Valuation 0.00
Plan Review Fee 132.80
Use Tax 189.53
Permit Fee 204.30
** TOTAL ** 526.63
*** COMMENTS ***
*** CONDITIONS ***
A printed copy of the permit and city stamped on-site plans must be available on-site for
the first inspection.
Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all
applicable City of wheat Ridge Municipal Codes. Work is subject to field inspections.
Inspection by Wheat Ridge Building Inspector required prior to backfill. Observation letter
from Engineer to be provided to Wheat Ridge Building Inspector at Final Inspection.
m t r City of Wheat Ridge
y Residential Foundation Repair PERMIT - 202001537
PERMIT NO: 202001537 ISSUED: 08/12/2020
JOB ADDRESS: 4730 Otis St EXPIRES: 08/12/2021
JOB DESCRIPTION: Foundation repair, 5 helical piers.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications,
applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with
this permit. I further attest that I am leggally authorized to include all entities named within this document as parties to the work to be
performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Signature of OWNER or CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and may be subject to a fee equal to one-half of the originalpermit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Official and is not guaranteed.
4, No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
(, T bl( or gra i g of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any
a 1' ole ode or ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
®� r City of Wheat Ridge
Resid. Windows/Doors PERMIT - 201708255
PERMIT NO: 201708255 ISSUED: 10/12/2017
JOB ADDRESS: 4730 Otis ST EXPIRES: 10/12/2018
JOB DESCRIPTION: Residential Window replacement of 5 windows, like for like same size,
u -factor of .32 or better.
*** CONTACTS ***
OWNER (720)338-6135 ATNES ROGER G
SUB (303)574-9594 Rick Rose 080085 Window World of Denver
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Umass geed
SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,500.00
FEES
Window Replacement 50.00
Total Valuation 0.00
Use Tax 31.50
** TOTAL ** 81.50
*** COMMENTS ***
*** CONDITIONS ***
Windows shall comply with all applicable codes, have a .32 or better U -factor and shall he
safety glazing if within a tub enclosure, less than 18 inches above the floor, or with;:
inches of a vertical edge of a door.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specification,,
applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with
this_permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be
performed nd that all work to -be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Si ure of 04<ER or CONTRACT (Circle one) Date
1. This permit was issued base nformation provided in thepermit application and accompanying plans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and maybe subject to a fee equal to one-half of the originalpermit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6. The issuance or granting of a permit shall not be construed to be a permit for or an approval of, any violation of any provision of any
applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection.
A
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
Wheat�idge
COMMUNITY DEVELOPMENT
Building & Inspection Services Division
7500 W. 29" Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
FOR OFFICE USE ONLY
Date: & 11-7
Plan/Pennit # A
Plan Review Fee:
Building Permit Application
*** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. ***
Property Address: q-130 () T s !� +
Property Owner (please print): R o c) z r A+-) e S Phone: 7 2 u - 33& -
Property
3&
Property Owner Email:
Mailing Address: (if different than property address)
Address:
, State, Zip:
Architect/Engineer:
Architect/Engineer E-mail:
Contractor: 1
v o y C� 4 -
Phone:
Contractors City License #: S 0 0� S Phone:_
Contractor E-mail Address: C.i �( ro n ud Go o H U Co I orado . l_ o %l-�
Sub Contractors:
Electrical:
W.R. City License #
Other City Licensed Sub:
City License #
Plumbing:
W.R. City License #
Other City Licensed Sub:
City License #
Mechanical:
W.R. City License #
Complete all information on BOTH sides of this form
Description of work: (Check all that apply)
❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE
❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING
❑ COMMERCIAL ADDITION [1_BE.,5IDENT1AL ROOFING
❑ RESDENTIAL ADDITION INDOW REPLACEMENT
❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ OTHER (Describe)
(For ALL projects, please provide a detailed description of work to be performed, including current use of areas,
proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and
amount of materials to be used, etc.)
Sq. Ft./LF
Amps
L-) I4,e - L,lt,;, S; Z e 5
5 t- r,Aa�,J;
Al l 0, ) Z , f -T-47 r V 1- �D -L. t / f-`'
Btu's
Squares
Gallons
Other
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this applic
CIRCLE ONE: (OWNER) (CONTRACTOR) o (AUTHORIZED PRESENTATIVE) )o (OWNER) (CONTRACTOR)
PRINT NkN[E: ' 4- 1. SIGNATURE:
DEPARTMENT USE ONLY
ZONING COMMMENTS:
Reviewer:
BUILDING DEPARTMENT COMMENTS:
Reviewer:
PUBLIC WORKS COMMENTS:
Reviewer:
PROOF OF SUBMISSION FORMS
Fire Department ❑ Received ❑ Not Required
Water District ❑ Received ❑ Not Required
Sanitation District ❑ Received ❑ Not Required
OCCUPANCY CLASSIFICATION:
Building Division Valuation: $
Sales Person:
9 - SHON ROMINES
Dealer Name:
881420 WINDOW WORLD OF DENVER -N/A
Tim
Order Notes:
Delivery Notes:
Ship To:
Phone: (303)574-9594
Quote Name:
ATNES, ROGER
Customer
Acknowledgement
Quote Date
9/28/2017
Date Ordered
Quote Not Ordered
Fax:
Project Name:
ATNES, ROGER
QUOTE #
RUSH
STATUS
PO#
1595530
No
None
Line Item # Qty Width x Height UI Description
1 1 34.375" X 35.375" 71
Comment /Room:
DORMER
03AO-NEW 4000 Series Single Hung 34.375 x 35.375
Sash Split = Even
Operation / Venting = Single Hung
Composite Reinforcement, Frame Option = Standard
Block Frame
Frame Color = White
SolarZone, Double Strength, Glass Breakage Warranty
U -Factor = 0.28. CR = 58, SHGC = 0.28, VT = 0.49, CPD
= ASO -A-92-00240-00001
Flat, Colonial, White, 2V1H
Header Expander, Brickmould = No Brickmould, Frame
Size
Line Item Notes:
Line Item # Qty Width x Height UI Description
2 1 34.25" X 34.25" 70
----- 34.25
Comment / Room:
DORMER2
03AO-NEW 4000 Series Single Hung 34.25 x 34.25
Sash Split = Even
Operation / Venting = Single Hung
Composite Reinforcement, Frame Option = Standard
Block Frame
Frame Color = White
SolarZone, Double Strength, Glass Breakage Warranty
U -Factor = 0.28, CR = 58, SHGC = 0.28, VT = 0.49, CPD
= ASO -A-92-00240-00001
Flat, Colonial, White, 2V1
Header Expander, Brickmould = No Brickmould, Frame
Size
Line Item Notes:
Page 1 Of 3
QUOTE #
RUSH
STATUS
PO#
1595530
Yes
None
Line Item # Qty Width x Height UI Description
3 1 35.125' X 50.25' 87
t�
0
35.125
Comment! Room:
RIGHTOFDOR
03S2 -New 4000 Series XO 35 1/8 x 50 1/4
Frame Width = 35.125, Frame Height = 50.25, Sash Split
= Even
Operation / Venting = XO
Frame Option = Standard Block Frame, Composite
Reinforcement
Frame Color = White
SolarZone, Double Strength, Glass Breakage Warranty
Lock Height = Standard Lock Height
Standard Screen
Standard, Colonial, Grid Color = White, 1V3H
Foam Enhanced, Net Overall
Line Item Notes:
Line Item # Qty Width x Height UI Description
4 1 33.75' X 40.875' 75
1 +l
r i l
I, fl
f ;
£ E
r 33 75
Comment /Room:
LEFT
03S2 -New 4000 Series XO 33 3/4 x 40 7/8
Frame Width = 33.75, Frame Height = 40.875, Sash Split
= Even
Operation / Venting = XO
Frame Option = Standard Block Frame, Composite
Reinforcement
Frame Color = White
SolarZone, Double Strength, Glass Breakage Warranty
Lock Height = Standard Lock Height
Standard Screen
Standard, Colonial, Grid Color = White, 1V3H
Foam Enhanced, Net Overall
Line Item Notes:
Line Item # Qty Width x Height UI Description
5 1 71.625' X 50.25" 123
Comment / Room:
RIGHTOFDOR
03S3 -New 4000 Series XOX 71 5/8 x 50 1/4
Frame Width = 71.625, Frame Height = 50.25, Sash Split
=1/4-1/2-1/4
Operation / Venting = XOX
Frame Option = Standard Block Frame, Composite
Reinforcement
Frame Color = White
SolarZone, Double Strength, Glass Breakage Warranty
Lock Height = Standard Lock Height
Standard Screen
Unit 1 Left, 1 Right: Standard, Colonial, Grid Color =
White, 1V3H
Unit 1 Center: None
Foam Enhanced. Net Overall
Line Item Notes:
Page 2 Of 3
i CITY OF WHEAT RIDGE
_��9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
P
INSPECTION NOTICE
Inspection Type: h _
Job Address: V7 -,?h a/
Permit Number: a 0/? C>,� / �z
r
jL
❑ No one available for inspection: Time t `p AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-
Date:- 61J // Z Inspector: /�(�
DO NOT REMOVE THIS NOTICE
*** CONDITIONS ***
Effective December 1, 2014, asphalt shingle installations require an approved midroof
inspection, conducted when 25-75 percent of the roof covering is installed, prior to final
approval. Installation of roof sheathing (new or overlay) requires an approved inspection
prior to installation of ANY roof coverings and is require on the entire roof when spaced
or board sheathing with ANY gap exceeding kh-inch exists. Asphalt shingles are required to
be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is
required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave
and secured in place is required to be provided for all roof inspections. Roof ventilation
is required to comply with applicable codes and/or manufacturera€l"s installation
instructions, whichever is more stringent. In order to pass a final inspection of
elastomeric or similar type roof coverings, a letter of inspection and approval from the
manufacturer's technical representative stating that "the application of the roof at
(project address) has been applied in accordance with the installation instruction for
(roof material brand name) roof covering" is required to be on site at the time of final
inspection.
City of Wheat Ridge
Residential Roofing PERMIT -
201702146
PERMIT NO:
201702146
ISSUED:
06/19/2017
JOB ADDRESS:
4730 Otis ST
EXPIRES:
06/19/2018
JOB DESCRIPTION:
Residential reroof: Install Owens
Corning Duration asphalt shingles 32
squares home 6/12 single layer
*** CONTACTS ***
OWNER (720)338-6135 ATNES ROGER G
SUB (303)884-3947 Joshua Bryan
170143 JB Master
Builder
*** PARCEL INFO ***
ZONE CODE:
UA / Unassigned
USE:
UA / Unassigned
SUBDIVISION CODE:
2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#:
0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION:
7,500.00
FEES
Total Valuation
0.00
Use Tax
157.50
Permit Fee
172.60
** TOTAL **
330.10
*** COMMENTS ***
*** CONDITIONS ***
Effective December 1, 2014, asphalt shingle installations require an approved midroof
inspection, conducted when 25-75 percent of the roof covering is installed, prior to final
approval. Installation of roof sheathing (new or overlay) requires an approved inspection
prior to installation of ANY roof coverings and is require on the entire roof when spaced
or board sheathing with ANY gap exceeding kh-inch exists. Asphalt shingles are required to
be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is
required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave
and secured in place is required to be provided for all roof inspections. Roof ventilation
is required to comply with applicable codes and/or manufacturera€l"s installation
instructions, whichever is more stringent. In order to pass a final inspection of
elastomeric or similar type roof coverings, a letter of inspection and approval from the
manufacturer's technical representative stating that "the application of the roof at
(project address) has been applied in accordance with the installation instruction for
(roof material brand name) roof covering" is required to be on site at the time of final
inspection.
City of Wheat Ridge
Residential Roofing PERMIT - 201702146
PERMIT NO: 201702146 ISSUED: 06/19/2017
JOB ADDRESS: 4730 Otis ST EXPIRES: 06/19/2018
JOB DESCRIPTION: Residential reroof: Install Owens Corning Duration asphalt shingles 32
squares home 6/12 single layer
I, by n signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications,
applicable building codes, and all applicable municipal codes, policies and procedures, and that 1 am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with
this permit. I further attest that I am legally authorized to include ali entities named within this document as parties to the work to be
performed end the alrk to be performed is disclosed in this document ancy/o its' accorrpaiing approved plans and specifications.
Signature TOWNER oCONTRACTOR (Circle one) Date
1. This,�permi' was ' ued b sed on the information provided in the permit application and accompanying plans and specifications and is
subject tot a mpliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2, Thispermi all expire 3 5 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
rece wed p or to the date f expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Offic 1 a may be subj ct to a fee equal to one-half of the original permit fee.
3, If this it expires, a ew permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requiremen ees procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Buil mg Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any
applicable code or any ordinance or regulation of this jurisdiction. Approval of worlds-4ubject to field inspection.
Signature of Chief Building Official Date
REQUESTS NUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us
between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line.
Antoinette Kulick
Oil
From:
no-reply@ci.wheatridge.co.us
Sent:
Friday, June 9, 2017 12:53 PM
To:
Permits CommDev
Subject:
Online Form Submittal: Residential Roofing Permit Application
Residential Roofing Permit Application
This application is exclusively for new permits for residential roofs and for licensed
contractors only. This type of permit is ONLY being processed online --do not come
to City Hall to submit an application in person. Permits are processed and issued in
the order they are received. YOU WILL BE CONTACTED WHEN YOUR PERMIT
IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME
WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your
contractor's license or insurance has expired, and you may update those
documents at the time you are issued your permit. Permits are currently being
processed within 3-5 business days, subject to change based on volume.
For all other requests:
Homeowners wishing to obtain a roofing permit must apply for the permit in person
at City Hall. Revisions to existing permits (for example, to add redecking) must be
completed in person at City Hall. All other non -roofing permits must be completed in
person at City Hall. The Building Division will be open from 7:30-10:30 a.m.,
Monday through Friday to process these types of requests. \V
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
REROOFING UNTIL PERMIT HAS BEEN ISSUED.
PROPERTY INFORMATION
Property Address
Property Owner Name
Property Owner Phone
Number
Property Owner Email
Address
Do you have a signed
contract to reroof this
property?
It will need to be
provided at the time of
permit pick-up.
4730 otis st
Roger Atnes
7203386135
Field not completed.
Yes
L_
n
r
hrj
CONTRACTOR INFORMATION
Contractor Name Jared Searcy
Contractor's License
170143
Number (for the City of
Wheat Ridge)
Contractor Phone
303 324 5880
Number
Contractor Email Address
jared.jbmasterbuilder@gmail.com
(permit pick-up
instructions will be sent
to this email)
Retype Contractor Email
jared.jbmasterbuilder@gmail.com
Address
DESCRIPTION OF WORK
Is this application for a
Yes
new permit for a
residential roof?
Are you re -decking the
No
roof?
Description of Roofing
owens corniong duration
Material
Select Type of Material:
Asphalt
If "Other" is selected
Field not completed.
above, describe here:
How many squares of the
32
material selected above?
Does any portion of the
No
property include a flat
roof?
If yes, how many squares
Field not completed.
on the flat roof?
TOTAL SQUARES of all
32
roofing material for this
project
z
Provide additional detail home 6/12 single layer
here on the description of
work. (Is this for a house
or garage? What is the
roof pitch? Etc)
Project Value (contract 7500
value or cost of ALL
materials and labor)
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of Wheat
Ridge codes and
ordinances for work
under any permit
issued based on this
application.
I understand that this Yes
application is NOT a
permit. I understand I will
be contacted by the City
to pay for and pick up the
permit for this property.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have been Yes
authorized by the legal
owner of the property to
submit this application
and to perform the work
described above.
Name of Applicant Jared Searcy
Email not displaying correctly? View it in your browser.
3
,',C,REENF4
Advisor J B M AST ER B U I LB E R
9 i oq Exterior Restoration
Property Owner ("Owner") �� C ,tom sfl Email � 'vL� 4cafC ' p- jV 11 ri
Street ("The Property") �t`1 t� �'� i 7 City Ir�i �StateZip �Y`v�`3
Home Phone '7 Z 33_(0 SZ11 Work
Insurance Company�Gi r,b1 gg - afprU�'
(RCV) Replacement Cost Value:
Claim # 0& K(,,;, G E-. S -- Doownwn Payment:
tt ment: w (� Vvt
Shingle Manufacturer Balance:
Type
Year Color
Tear off d Layer(s) of asphalt/shake/tile Shingles
Sh .athing_7/16" OSB_1.2" CDX Plywood
Install Felt_15ib_301b
Ice & Water Shield to code
Install Metal Drop Edge to Code. Color
6 nail pattern on the shingle (+20mph wind resist)
Valleys will be _Closed_Open
Install new pipe jack boots as needed
Install new vents as needed
Install _LF of Vented Ridge
Reflash Chimney Size
Reflash Wall Abutment as needed if possible
To Clean & Haul up all job related debris
Magnetic Sweep of the yard for removal of nails
5 year workmanship warranty
Estimated Date to begin the work
Improvements in exchange for Insurance Scope
Breakdown and SunMemental Proceeds.
Owner authorizes JB Masterbuilder ("Contractor") to contact the Owner's
Insurance company regarding damage to The Property. Owner under-
stands that the Contractor will assist the Owner in repair and obtaining
funds to repair Owner's Property. Owner authorizes Owner's Insurance
Company to discuss all matters directly with Contractor. Owner agrees to
provide Contractor with any and all insurance information, claim number,
insurance loss data and adjuster's report provided to the Onwer by the
Insurance Company pretaining the above claim number.
Upon authorization of the Owner's Insurance Company, for a price agree-
able to the Contractor, Owner agrees that the Contractor shall perform
work prescribed by the Insurance Company's loss data sheet, or adjust-
er's report which includes the estimate of repair (RCV) as set forth in the
insurer's claim file plus any upgrades requested by the owner, or items
necessary to pass inspection.
Special Instructions: t
t,r•:l>\ d �,%v- � .j, �;�,,.�4t '����.� vim.{ � G�� �� � 1 n
Cx A C S
Owner is obligated to pay only the deductible required by the Owner's Insurance Company plus any upgrades requested by the owner.
Owner further agrees to endorse insurance checks payable to the Contractor or to pay the contractor an equal amount.
Owner owes es the Contractor nothino in, the event the Insurance Comoanv does not authnrl7P th¢ rpn�irc
Homeowner's!
Homeowner's
Contractor Sigl
4// Z-//. 7
-Z, / //�
- - I
INSPECTION RECO
'INSPECTION LINE: (303) 234 -5933
RD Occupancv/Tvpe
Inspections will not be made unless this card is posted on the building site
Call by 3:00 PM to receive inspection the following business day.
L.
t
INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS J OB
FOUNDATION INSPECTIONS
DATE
INSPECTOR
INITIALS
COMMENTS:
Footings /Caissons
Rough Electric
—
Rough Plumbing
Stemwall / (CEG) Concrete
Encased Ground
Gas Piping
Rough Mechanical
Reinforcing or Monolithic
Weatherproof / French Drain
Sewer Service Lines
Water Service Lines
INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
SHOULD BE CALLEDAT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
CONCRETE SLAB FLOOR
Electrical (Underground)
Heating (Underg
ROUGHS
Sheathing
Lath / Wall tie
Mid -Roof
Electrical Service
Rough Electric
—
Rough Plumbing
Gas Piping
Rough Mechanical
Insulation
Drywall Screw
FINALS
Electrical
Plumbing
Mechanical
Roof
Building Final
Fire Department
R.O.W & Drainage
INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
SHOULD BE CALLEDAT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
Parking & Landscaping
"NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A
CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION
OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY.
v%,%�urANUY iMu I rERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED
PROTECT THIS CARD FROM THE WEATHER
♦ i CITY 'OF WHEAT RIDGE
Building Inspection Division
(303)234 -5933 Inspection line
(303) 235 -2855 Office • (303) 237 -8929 Fax
INSPECTIINO�
P
Inspection Type: r
Job Address:
Permit Number: C3�7` (.9
❑ No one available for inspection: Time { M M
Re- Inspection required:_ Yes
"When corrections have been made, call for re- inspection at 303 - 234-5933
Date: / --1 Inspector:
nn ntnr 0=AAnt;
A 1.
s i CITY OF WHEAT RIDGE
Building Inspection Division
r (303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION,NOTICE
Inspection Type: AT'
Job Address: 44--)317 c v
Permit Number: (Z)CA
El No No one available for inspection: Time /_i PM
..c' ~
Re-Inspection require. yj;;) No
*When corrections have been made, call for re-inspection at 303-2345983
jT
Date: f i ( Inspector: A Y
DO NOT REMOVE THI~ NOTICE
♦ i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:'
Job Address: 4-73Z)
f a. ,
Permit Number:?
k'
No one available for inspection: Time Q. ! AMY J
Re-Inspection required: Yes No
When corrections have been made, call for re-inspection at 303-234-5933
Date: 1 i t Inspector: E
DO NOT REMOVE THIS NOTICE
w
s,
City
of Wheat Ridge
,rte
,
/
Residential Roofing PERMIT -
093698
PERMIT NO: 093698`
'.ISSUED:
10/27/2009
JOB ADDRESS:`. 473
0 OTIS
ST :EXPIRES:
104/25/2010
DESCRIPTION: Reroof 29
sqs
CONTACTS
owner 303./922
6558
Brain Riley.
w
sub 303/425
-7531
John Borf itz 01-9.983
J &.K Roofing Inc
PARCEL INFO
e ZONE CODE: UA USE: 'UA
SUBDIVISION:. 0369. BLOCK/LOT#: 0/
FEE SUMMARY ESTIMATED PROJECT VALUATION: 7,441.20
FEES
Permit Fee 199.30
Total Valuation .00 i s
Use :Tax 133.94
**.TOTAL ...333.24`` `
Conditions:`
6 nail installation mid roof inspection required: Board sheathing spaced more
r than '.a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and
water shield:. required from eave edge to 2' inside exterior walls.`
' ***Contractor/Property owner shall provide ladder(s) secured in place for
inpsections.
Subject to field inspection,
I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable
ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all
z' measurements shown, and allegations made are accurate; that I have read and agree to abide: by all conditions printed on this
" application and that I assume full responsibility for compliance with the Wheat"Ridge Building Code (I.B.C) and all other
applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection.
i0-27 0R
signature of ntractor/owner .`date
1. This permit was issued in accordance with the provisions set forth: in your application and is subject to the `laws of the
State of Colorado and to the zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable
aJ ordinances of the City.
r= 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration
date. An extension may:. be granted: at the discretion of the Building Official.
3. If this permit expires, 'a new permit may be acquired for a fee of one-half the amount normally required, provided no
~z 'changes have been or will be made in the 'original plans''. and specifications and any suspension or abandonments has not
exceeded one '(1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall
be paid for anew permit.
4. Not work of any manner shall be done that will change the natural flow of water causing a drainage problem.
5 Contractor shall notify the Hm lding Inspector twenty-four
(24) hours in advance for all inspections and shall receive
written approval on inspection card before proceeding with successive phases of the job.
6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor
anapproval of, any violation of 'the provisions of the building codes or any other ordinance, law, rule or regulation..':
All plan review s subject to field inspections.
R,
Signature Building :Official date
INSPE ION REQUEST LINE: (303)234-5933 2BUILDING OFFICE: (303)235-2855
REQUETS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
~oF"'"E°TRa City of Wheat Ridge Building Division
7500 W. 29th Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-235-2857
oLOanoo _ Inspection Line: 303-234-5933
Building Permit Application
Date:
Plan
P,Qrmit r
C ~ - is
' y ~b C4-S S1-
Property Owner (please print): tje l o,y~,. I-< Mailing Address: (if different than property address)
Address: ~g yx
Phone: 3 °3 0,6 SSg
City, State, Zip: CO Oo~3
I-J
Contractor License t cl ~g3 Phone: L4DS - ? 5 3/
Electrical City License
Company:
Plumbing City License Mechanical City License
Company Company:
Exp. Date: Exp. Date: Exp. Date:
Approval: Approval: Approval:
Use of space (description): ~ESCSJ~ Construction Value: $
(as calculated per the Building Valuation Data sheet)
-pay- S'~t vi ~-poCCJR29-- Plan Review (due at time of submittal): $
0
Sq. Ft./L.Ft added: Squares BTU's Gallons Amps
OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances,
rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurementf3 shown, and
allegations made. are accurate; that 1 have read and agree to abide by all conditions printed on this application and that .f-assume full
responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work
under this permit. Plans subject to- action.
CIRLCE ONE:: (0 ER) CONTRACT or PERSONAL REPRESENTATIVE of (OWNER) (CONTRATOR)
\ '_n Ia
PRINT NAME: C J. ..SIGNATURECQ.tA~s.o~'K.Date:
Bldg Valuation: $
✓DEPARTMENT OF COMMUNITY DEVELOPMENT
7500 WEST 29tn AvENUE BUILDING INSPECTION DIVISION
237-6944 ExT. 255 P.O. eox 63e CITY OF WHEAT RIDGE, COLO.
PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND RECEIPTED BELOW.
PERMIT N0. M91#16368
.
S~
`S
.
_
JOB ADDfiESS
v~
OWNER
CONTRACTOR
~ 'P'"~"er
n
5n✓~ YC~
ADDRESS ~-7 3 '
t' S
ADORESS
4 3 G I
CJ t ~~..e
PHONE 3 ~L
- L S~DiJ ZIP CODE
ITY
ZIP CODE
CONTRACT PRICE $
-z- I
C
ounuc
Q Ia
1 If:FNCF NCI. I `'I
~
nA❑ -
TYPE G
I
Woll❑
p❑
Proieefin
Othor
S or D Faee
SIGNS
rou
.
2. MATERIAL
❑
❑
T
Total Squan Feef
Parmit No
Eieet
No
3. ILLUMINATION Yes
4. SET BACK FROM PROPERTY LINE N
(Speeity which is front)
YM
_
❑
S_ E
❑
_ W
❑ ❑
.
Zone_
.
ApDroved, ZOne Inspsctor
Disopprwed
1. TYPE Solid0 More Than 80% Opan[j
Z. MATERIAL
Lots Thon BO% Open
Hdpht
FENCES
3 SET BACK FROM PROPERTY LINE N
(SVecity wnich ia front)
_
❑
S_ E
❑
_ W
❑ ❑
Zons_
Appraed,Zons Impseta
Disoporovad
n
I.
Z
OTHER
'
3
.
DRAW SKETCH OR SHOW BELOW,THE FENCE, SIGN, OR OTHER STRUCTURE, GNINv" 04STANCES FROM PROPERTY LINES.
(SETBACKS OR PROJEGTIONS INCIUDEA)
~
SPECIFV NORTH
STREET NAME
SHOW DISTANCES FROM THE MAIN BUIIDING TQADJOINING NOUSES, STREETS, AND PROPERTY LINES; ON IRREGUTAR LATS, SNOW LEAST
DISTANCE TO PROPERTY LINES, NOT MAXIMUM OR AVERAGE DISTANCE.
APPLICATION FOR PLUMBING; ELECTRICAL; MECHANICAL PERMIT
THIS APPIICATtON WILL BECOME A PERMIT TO PERFORM THE INDICATED WORK ONLY UPON VALIDATION BY THE BUILDING INSPECTION DIVISION.
xaut7 Wu L EXPIRE 60 DAYS FROM DATE OF ISSUANCE !F WORN IS NOT STARTED WITHlN THAT TIME.
ELECTRICAL PERMIT
P~UMBING PERMIT
MECHANICAL PERMIT
STATE LICENSE N0.
STATE LICENSE N0.
ALUMINUMWIREUNDERSIZE8ILLEGAI
FLOOR BSM IST 2ND 3RD 4TH
N0. Ft1ELC'RCISOn*GcidlPropone ElxSolw
IR - BTU
~,p
WATER CLASET
FORCED A
TEMPORARY METER
WASH BOWL
HOT WATER - BTU
NEW SERVICE AMPS
BATH TUB
STEAM - BTU
CHANGE SERVICE-AMPS
SHOWER
AIR CONDITIONING-BTU
LIGHTING
SINK
OTHER
HEATING
GARBAGE DISP
REFRIGERATION SYSTEM
POWER SUB-CIRCUITS
WATER HEATER
ReHi aront Group
U?ILITY(RANGE,DISPoSER,ETC)
AUTO. WASHER
Poundf Ctwr e
DISH WASHER
AUTOMATIC SPRINKLER SYSTEM
FI%TURES
WIRING MOTORS 8 CONTROLS
FLOOR DRAIN
ELEVATOR
SIGNS
URINAI
TRANSFORMERS d RECTFIERS
SEWERS
ADDITION TO OLD WORK
OTHER
MOTORS OVER I HP
TOTAL FIXTURES
I hareby ucknowled9e ihot this aDDllca-
fion is correct ond understond thot I
eannot atart this projeet until this oDGli-
eation ie oDProved. I sholl comply with
tha lows of the State of Colorado and 10
fhe 2oninp ReQulations ond Buildinp
Code offhe City of Wheai Ridqe. Any
violation of ihe above terms will cause
inunediot.e revocotion of this Oermit
PERMIT FEE Q0
USE TAX .3cY. 6~
I TOTAL FEE $/n J,bo? I
CHIEF BUILDING IKSPECTOR,C/itJy of Wheat Ridge
Date Issued
NOT VALID UNIESS RECEIPTI
~,LCey1~ ~31~/OP
0/-03-`
~ 7
r,~~ ~y309
CALL 237-8944 EXT. 255
24 HOURS IN ADVANCE
FORINSPECTIONS
C
. /1i19 /6368
v INSPECTION TICKET ~ BUILDING DEPARTMENT
dos /1~2~ ~1~5 C~ 237-6944 Ext. 255
ADDRESS °~r I J ~J~ J
CITY OF WHEAT RIDGE
DATE: D' 'v ' BLDG. PERMIT# ~(l'/!UO
PERMITk
BLDG. CONTR. ~~~1~ ~2~ `+i~✓
SUBCONTRACTOR
DATE INSP. REQ. L/` 0 O1
TYPE OF INSP. ~rol'~
INSPECTION MADE
REMARKS
2 ~
INSPECTION TICKET
JOB (ADDRESS
DATE: 01-09-91 BLDG. PERMITB
PERMITB Mql 'i63Ec~
BLDG. CONTR
SUBCONTRACTOR 4-V.e-'~~~6~``
DATE INSP. REQ. 9-91 .
TYPE OF II
INSPECTIO
REMARKS
W.R.FORM 619
• :
Correction Notice
Job Located at
You are hereby notified to correct the foregoing violations.
When corrections have been made, call for inspection.
Date
Inspector for Building Dept.
DO NOT REMOVE THIS TAG
FORM WR6-i2
/9
9•
/