HomeMy WebLinkAbout3032 Ingalls Court� zolyoe5j 3
August 20, 2018
Cameron Cuyler
3032 Ingalls Ct.
Wheat Ridge, CO 80214
RE: Engineer's Foundation Opinion and Certification
To Whom It May Concern,
The scope of our work was to inspect the installation of the foundation stabilization helical pier systems
designed by our firm. LEVEL Engineering LLC has inspected the above referenced single family
residence. This letter reflects our observations.
The foundation has a standard concrete cast in place partially reinforced 8 in thick foundation of various
heights placed spread footings. The foundation structure has experienced a settlement on the
southeast corner of the main house and portions of the detached garage structure. This is a partial
repair of the main house and garage structure. LEI has designed a system to secure the foundation from
significant further movement. Implementation was done by Complete Basement Systems.
This is to certify that LEVEL Engineering LLC, to the best of our knowledge, has concluded that this
foundation helical pier system was installed as directed and designed. The foundation underpinning
system will benefit the foundation in the future and improve its structurally competency.
If you have any questions or concerns ur findings, please feel free to contact us.
0 UC�
Sincerely,
0:�
S
Cott Z E. (#28253)
Our inspection and findings are limited to wor od t dstatements contained herein by LEVEL Engineering, LLC (LEI) and we have not
made any determinations on other issues hit y ffe life and safety concerns. Our findings ore based on conditions of the time of
inspection. Structural elements hidden from view c not a evaluated and therefore LEI does not predictor warrant future performance of
existing ctrurturra I FVFI Fnginrrring I I r tntnl lin ili ' s are mutually agreed by all parties to be limited to the fees charged. All objections
to the terms and findings within this document must be made in writing within five days of this report.
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: RF I
Job Address: O; 2 / �J (-TA LLQ'
Permit Number: 2QJ 1Z Z3) 3
CQ( (M2
❑ No one available for inspection: Time A PM
Re -Inspection required: Yes No
When corrections` have been made, call for re ' pect'on at 309-234-5
( 933
Date: 11� Inspector:
—" jj,44�_
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
Inspection Type:
Job Address:
Permit Number:
INSPECTION NOTICE
CA\ -",5Q,
k
❑ No one available for inspection: Time °`I i� AM/PM
Re -Inspection required: YC No
When corrections have been made, call for re -inspection at CD3=�34`=5933
Dater• '3 4 - /c/ Inspector: l 1,
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspectior bivisi mn
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: t09- C a s Sans i), e C- -5
Job Address: '3o3-0 C-�
Permit Number: -P o J S o a 3 1 3
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Vn b t -o I oco,+e roved( rJl�ns-
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❑ No one available for inspection: Time g= 3 gy/pM
Re -Inspection required: Ye No
When corrections have been made, call for re -inspection at 303 -234 -
Date: 9 a - / 8 Inspector: `T b
DO NOT REMOVE THIS NOTICE
a
City of Wheat Ridge
y , Residential Foundation Repair PERMIT - 201802313
PERMIT NO: 201802313 ISSUED: 09/13/2018
JOB ADDRESS: 3032 Ingalls Ct EXPIRES: 09/13/2019
JOB DESCRIPTION: Foundation stabilization with reinforcement steel
*** CONTACTS ***
OWNER (970)218-0303 CAMERON CUYLER
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:
19,000.00
FEES
Total Valuation
0.00
Plan Review Fee
225.52
Use Tax
399.00
Permit Fee
346.95
** TOTAL **
971.47
*** COMMENTS ***
*** CONDITIONS ***
Approved per plans and red -line
notes on plans.
Must comply with 2012 IRC, 2017 NEC and all
applicable City of Wheat Ridge Municipal Codes.
Work is subject to field inspections.
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. 1 further attest that Ism le ally authorized to include all entities named within this document as parties to the work to be
performs, and that all work t�eibe�pe Ottned is disclosed in this document and'X) its' accompanying approved plans and specifications.
Signaturel,�f OWNER or--Cb3�I�CTOR (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 original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new pen -nit 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 changeof the natural flow of water without prior and specific approval.
5. The pen -nit 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, anviolation of any provision of any
applicable code or ordinance or gulation 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.
City of
Wheat l �dgie_
COMMUNiTy DEVELOPMEN r
Building & Inspection Services Division
7500 W. 2911 Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: perm its(o)ci.wheatridge.co.us
FOR OFFICE USE ONLY
Date:
Plan/Permit # �'1
Plan Review Fee: 1 c ,
Building Permit Application
*** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. ***
Property Address: 3032 Ingalls Ct
Property Owner (please print): Cuyler Cameron Phone: 970-218-0303
Property Owner Email: cuylerc(a_gmail.com
Mailing Address: (if different than property address)
Address:
City, State, Zip:
Architect/Engineer: Level Engineering
Architect/Engineer E-mail:
Scott Zurn
Phone: 720-408-0119
Contractor: Rod Martin's Complete Basement Systems
Contractors City License #: 60125 Phone: 303-805-8751
Contractor E-mail Address: kayla.montez(a�completebasementsystems.net
For Plan Review Questions & Comments (please print):
CONTACT NAME (please print): Kayla Montez Phone: 303-805-8751___
CONTACT EMAIL(p/ease print): kayla.montez(a)_completebasementsystems.net
Sub Contractors:
Electrical:
W.R. City License #
Other City Licensed Sub:
City License #
City License #
Plumbing:
W.R. City License #
Other City Licensed Sub:
Mechanical:
W.R. City License #
Complete all information on BOTH sides of this form
❑ COMMERCIAL 2 RESIDENTIAL
Description of work: (Check all that apply)
❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE
❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING
❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING
❑
RESIDENTIAL ADDITION ❑ WINDOW 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
4VOTHER (Describe) Foundation Stabilization
(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
Btu's
Squares
Gallons
Other
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ 19,000
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 pen -nit issued based on this application; that 1 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 application. 1, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)
Signature (first and last name): ylaoCO/.1V h1 a DATE: 08/20/2018
DEPARTMENT USE ONLY
ZONING COMMENTS: OCCUPANCY CLASSIFICATION:
Reviewer:
BUILDING D PART ENT CO MENTS:
Reviewers
Building Division Valuation: $
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0190131 3 1/11// Y
PLAN OF REPAIR
FOR
Mr. Cameron Cuyler
3032 Ingalls Ct.
Wheat Ridge, CO 80214
Reference #: 20180721
Job # 3083
July 21, 2018
Scott A. Zurn, PE"
01M
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.
2 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 I ADIVIN@LEVELI
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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 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTI
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City 01
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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 3/4" 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-1 107
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.
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. I.--"'
ow 61
4 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCOfOM
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'3116103
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 Hilt! Hit HY-150 or approved equal.
Expansion bolts shall be Hilti Kwik Bolt III Expansion Anchors or approved equal.
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 asfollows:
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.
5 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIO
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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 thework.
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.
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 A 153: Zinc Coating (Hot -Dip) on Iron and Steel Hardware
2.2.4 ASTM A307: Carbon Steel Bolts, Studs, and Threaded Rod 60000 PSI Tensile Strength
2.2.5 ASTM A325: Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum TensileStrength
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 Structural Steel
2.2.9 ASTM B633: Electrodeposited Coatings of Zinc on Iron and Steel
2.2.10 ASTM D1143: 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 Threade anerP,y
6 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTI N.COf�
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
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 a specified 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 ix
C![,
shape provides thrust along the pile's longitudinal axis thus aiding in ile
7 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPE 10N SC ,
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 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 PileCapacity.
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 Factor Design).
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.
01
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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 a
helical pile which will provide a minimum load capacity as indicated 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 Stratum -The undisturbed soil layer at any pile excavation location
which provides a significant portion of the axial resistance of an installed
helical pile bearing on one or more of the pile helices.
Contractor - 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 helix
pitch.
D. Extension -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 Plate - 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. Installation 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
9 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN a@LEVELINSPECTIO
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the pile shaft and helical plates.
I. Lead Section - The first helical pile section installed into the soil consisting of
one or more helix plates welded to the pile shaft.
J. Torque Rating -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 Carbon
Steel 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)
a. AWS Dl.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 city C4
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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
bya 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 to the center of the pile shaft.
b. 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.
a. 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 providefinal
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.
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
111 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 I MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTI
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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.
PART 2 PRODUCTS
2.1 MATERIAL
A. Manufacturer:
Supportworks: Foundation Supportworks®, Inc., 12330 Cary Circle, Omaha, NE 68128;
Phone: (800) 281-8545; Fax: (402) 393-4002.
Note: 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". 01
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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 3/4" diameter and conform to SAE
J429 Grade 8 or equivalent. (minimum yield strength (F,,) = 130 ksi and
minimum tensile strength (Fu) = 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 compliance
with 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.
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.
F. Helical piles shall be designed by a licensed professional engineer in
accordance with the current International Building Code (IBC) adopted by the
local jurisdiction.
city 01
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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.
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. The helical pile/anchor installation technique shall be such that it is consistent
with the geotechnical, logistical, environmental and load carrying conditions
of the project.
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 RPM'S.
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 snuKC71ty
tight perAISC.
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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 achieved at the minimum overall length and there is no maximum
length constraint, the Contractor shall have the following options:
a. Install the helical pile/anchor deeper using additional
extension sections, or:
b. 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
leastthree 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 b
installed at an adjacent location, subject to the review and acceptance/cm 0.
15 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADIVIN�%a LEVELINSPECTIONSC[CO eat Ridge
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the Engineer of Record.
I. 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, debris or other items belonging to the Contractor or used under the
Contractor's direction.
END OF SPECIFICATION
4 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: o', OOk
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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 wherein
the 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 local
jurisdictional 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.
5 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 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, LRFD 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 ratin
of the proposed piles. lZf oy
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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.
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
conditionsof the project. The lead section shall be positioned at the
appropriate site survey stake location as determined from the plan
drawings.
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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.
8 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'sallowable
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 ast, 6�
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19 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 I MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIO
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
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 load test:
8.1.4.1 Install the pile to a greater depth and installation torque and
re- test; provided that, if a maximum embedment length
constraintis 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.
City of
20 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONVOMmat Ridge
Uildincg Diviso
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
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 relevant information
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 Dl 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 during load
testing.
c;ty
211 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMINa1LEVELINSPEC�IONNSSCO.C4VRjo,s*e
10.2.2 Name of manufacturer's representatives) present during load testing, if any.
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.
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. _
C'%%,l 0.
22 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN a@LEVELINSPECTIONS(V60te3
WORK DESCRIPTION
For the purposes of this report, the front of the home is considered to face North. The
structure of the single story single family home is a conventionally framed residence. The
home has a cast in place concrete foundation with crawl space stem walls placed on
spread footings. Portions of the exterior of the foundation structure is settling. This is the fourth
partial of underpinning that has occurred on this structure. 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.
3. Excavate the soil required to install the helical piers and anchors in accordance with
drawings prepared by Level Engineering LLC.
4. Install 8 helical piles/piers to a depth of 25 ft. and 3500lbs/sf torque on the main
structure and 4 piers on the garage structure. Coordinate location with engineer per
support works specifications and recommendations and drawings including
specifications prepared by Level Engineering LLC.
5. Restore all finishes exterior and interior in accordance with agreements with owner.
City Lz4
23 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPtTION�rCATO i(je
Uilding
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
city c
24 1 407 N LINCOLN AVE. SUITE 104, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC0.Cfteat Ridge
Dil,isO
4' CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: I,, o F
Job Address: -4 -;n i f C
Permit Number: U i -1 1 9 7
Li 0 'e o U `P 0
❑ No one available for inspection: Time % e,- 2— yAM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date: �- Inspector:
I
DO NOT REMOVE THIS NOT/CE
City of Wheat Ridge
Residential Roofing PERMIT - 201701397
PERMIT NO: 201701397 ISSUED: 06/02/2017
JOB ADDRESS: 3032 Ingalls CT EXPIRES: 06/02/2018
JOB DESCRIPTION: Reroof 34 squares OC Dimensional asphalt shingles; 4/12 pitch; 1 layer
*** CONTACTS ***
OWNER (970)218-0303 CAMERON CUYLER
SUB (720)810-1991 Tim Bonneville 170180 Hassle Free Contracting LLC
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,738.00
FEES
Total Valuation 0.00
Use Tax 183.50:
Permit Fee 188.45
** TOTAL ** 371.95
*** 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 k/2 -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€Ims 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.
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ON ,LIKEEd
., City of
%Wheat Rd��
COMMUN lTY .DEvuoPMEN"i
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
Email: permits(a)ci.wheatridge.co.us
FOR OFFICE USE ONLY
Date:
Plan/Permit # 90/ 1661
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:
303-?, 'Zhqa //S Cf: ,
-�"64e,iy Sbal<
Property" owner (please print): u `��� ���� Phone: '� 7d - A 18'03 a3
Property'owner Email
Mailing Address;(if different than property address)
Address
City, State, Zip:
Architect/Engineer
Architect/Engineer E-mail:
GESS le- Fee -
Phone:
Contractors°City License M. 170 60 Phone:
Contractor E-mail Address: �� m � /Cj a -SS 1 e- -Free Cc -7t( A-r—f nj -'�r_z
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
❑ COMMERCIAL X RESIDENTIAL
Description, of work: (Check all that apply)
❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE
❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING
❑ COMMERCIAL ADDITION RESIDENTIAL ROOFING
❑
RESIDENTIAL ADDITION WINDOW 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`coridition, appliance size and efficiency, type and
amount of materials to-kie used, etc.)�DD 3 , p S C.
f � e-115 i vh a. -L a yha_/'�
Sq. Ft./LF
Amps
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
1 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 1 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 application. 1, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE`ONE: (OWNER) (=ONTRACTO or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)
Electronic Signature Mrst"and last came);
Building Division Valuation: $
4' CITY OF WHEAT RIDGE
]�;IrBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: AlIZI-) /�60 r
Job Address: a 3 2- c S G
Permit Number: /°7
El No one available for inspection: Time - 00 AM PM
Re -Inspection required: Yes SO)
*When corrections have been made, call for -inspection at 303-234-5933
Date: �i Inspector:
®O NOT REMOVE THIS NO fICE
City of Wheat Ridge
Residential Miscella PERMIT - 201700279
PERMIT NO: 201700279 ISSUED: 02/24/2017
JOB ADDRESS: 3032 Ingalls CT EXPIRES: 02/24/2018
JOB DESCRIPTION: Foundation stabilization
*** CONTACTS ***
OWNER (303)274-4761 CAMERON CUYLER
GC (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: 13,500.00
FEES
Total Valuation 0.00
Plan Review Fee 174.01
Use Tax 243.00 rl
Permit Fee* 267.70 j jC ILt
TOTAL 684.71
s-
*** COMMENTS ***
*** CONDITIONS ***
MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, and all
applicable City of Wheat Ridge Municipal Codes.
**PLEASE NOTE FOR FINAL INSPECTION: please email engineer letter approval to
mmackey@ci.wheatridge.co.us for close out of the permit. No on-site inspection will be
required.
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 1 am legally 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.
0112ul( l-4
Signature of OWNER or C&NTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the pennit 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 original permit fee.
If this permit expires, a new permit may be required to be obtained. Issuance of a new pen -nit shall be subject to the standard
requirements, fees and procedures 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 andspecific 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
ap cco�d�e� or any 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.
Inspection time requests will be accepted by email only. Please email requests to insptimerequestgci.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.
I FOR OFFICE USE ONLY I
4 � Date:
p V,t�ity of
Wheat d
'�Ot✓smUt'v I Iy DEVELOPMENT Plan/Permit #
Building & Inspection Services Division tel! I
7500 W. 29" Ave., Wheat Ridge, CO 80033 Plan Review Fee: �
Office: 303-235-2855 * Fax: 303-237-8929 r
Inspection Line: 303-234-5933
Building Permit ApplicationU
*** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I
Property Address: 3036-2— 1 V1 G 0, -A 1 S GC"" .
Property Owner (please print): C)IJ 9 i- jr C.� eXa n Phone: 'I
Property Owner Email:
Mailing Address: (if different than property address)
Address:
City, State, Zip:
Arch itect/Enaineer:
Arch itectlEngineer E-mail:
Phone:
Contractor: C,o6n=471-e l PQug-f_t'Vl LIX2
Contractors City License #: L0 Phone: O a ' 0Fj �1�J
Contractor E-mail Address: ajncl , CO (,D 2,1'1" 1-5 L4 s'he"S; . K-0—
Sub
— J'
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 ❑ RESIDENTIAL ROOFING
❑ RESIDENTIAL ADDITION ❑ WINDOW 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
iL
LECTRICAL SYST /�IANCE REPAIR or REPLACEMENT
THER (Describe)
(Forprojects, 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. FtJLF
Amps
Btu's
Squares
Gallons
Other
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ I?D.rc--)00
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 application.
CIRCLE ONE: (OWNS �QNTCTOR)(AUTHORIZED RP,PTr?ENTATIVE) (f�(OER)5CONTRACTOR)
PRINT NAME Q V d O -l/1 SW Vep $IG I URE: DATE: U 011-7
�-rT
DEPART E T USE ONLY
ZONING COMMMENTS: OCCUPANCY CLASSIFICATION:
Reviewer:
BUILDING DEPARTMENT COMMENTS:
Reviewer: 04241
rov RIM 1(tIft +0
PUBLIC WORKS COMMENTS: i�l����t CD + v.3
Reviewer: c"
ON
PROOF of SUBMISSION FORMS �O
Fire Department ❑ Received ❑ Not
Water District ❑ Received [I Not Required
Sanitation District E]Received E]Not Required Building Division Valuation: $
PLAN OF REPAIR
FOR
Mr. C. Cameron
3032 Ingalls Ct
Wheatridge, CO 80204
Reference #: 201612 10
December 10, 2016
Scott A. Zurn, PE
Loveland Colorado 970-449-2785 www.levelinspectionsco.com
�164I
91 City of
�" `7V heat iidge
COMMUNITY DEVELOPMENT
Wheat Ridge Building Division
Validity of permit: the issuance of a permit or approval of plans,
specifications and computations shall not be a permit for. or on
oppK*d of,' yioipt"g any of the provisions of the building
code or of any City ordinances. Permits presuming to give
authority to violate or concea the provisions of the Building codes
or other ordinances of the City shall not be valid.
Page 2 of 23
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Page 2 of 23
ENGINEERING AND INSPECTION
PLAN OF REPAIR
FOR
Mr. C. Cameron
3032 Ingalls Ct
Wheatridge, CO 80204
Reference #: 201612 10
December 10, 2016
Scott A. Zurn, PE
Loveland Colorado 970-449-2785 www.levelinspectionsco.com
Level Engineering LLC
Page 3 of 23
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.
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
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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.
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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 3/4" 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-1 107
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.
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.
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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.
HELICAL PIERS
The Helical Pier and concrete contractor shall be fully experienced in all aspects of helical
pier, concrete and floor beam installation, design and construction.
EPDXY INJECTIONS
Concrete crack repair includes the sealing and healing of surface and internal cracks 1/16
inch or wider.
Use epoxy paste sealer to install injection port devices and to caulk and seal cracks. Epoxy
paste sealer shall be Sika Sikadur 33 or Sika Sikadur 31 hi -mod or approved equal.
Space metal or plastic injection port tubes, or other approved injection port devices,
approximately twelve (12) inches on center. As required, decrease port spacing to insure
maximum penetration of the injected epoxy adhesive. Increase port spacing only with the
engineer's approval.
Epoxy injection adhesive shall be a 2 -Component, solvent free, moisture -insensitive epoxy
adhesive. Sika Sikadur 52 or Sika Sikadur 35 hi -mod LV or approved equal.
Once injection has been started on a crack, it shall be continued uninterrupted until the
crack has been completely injected. Sufficient materials shall be immediately available at
the jobsite before starting injection.
Start injection at the lowest elevation point along a vertical crack and at an end of a
horizontal crack. Continue injection until epoxy appears at the next consecutive port.
Cap or seal the injection port and begin injection at the next consecutive port which has
not been capped or sealed. Continue in this manner until the crack is completely injected.
Upon completion of the crack injection process, all excess epoxy sealer and injection port
devices shall be ground smooth and flush with the adjacent concrete surfaces.
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SPECIFICATION FOR HELICAL PILE FOUNDATIONS
COMPRESSION APPLICATIONS
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 for the
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 or
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other 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.
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.
1.10The 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 60000 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 Structural Steel
2.2.9 ASTM 8633: 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
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strength). Allowable loads are obtained 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 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 a specified 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 helix
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shape 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 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 limit state
(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
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failure and uncertainties in the analysis (Load and Resistance Factor
Design).
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.
4 APPROVED HELICAL PILE MANUFACTURERS
4.1 Foundation Supportworks@, Inc., 12330 Cary Circle, Omaha, NE 68128;
Phone: (800) 281-8545; Fax: (402) 393-4002. Ram Jack as an approved
equal.
4.2 Due to the special requirements for design and manufacturing of helical
piles, the piles shall be obtained from Foundation Supportworkso, Inc., or
other qualified manufacturer with an approved equivalent product. A
request to substitute any other manufactured helical product must be
submitted to the Owner for review not less than seven (7) calendar days
prior to the bid date. The request must include:
4.2.1 Documentation of at least five years of production experience
manufacturing helical piles,
4.2.2 Documentation that the manufacturer's helical piles have been used
successfully in at least five engineered construction projects within the last
three years,
4.2.3 Product acceptance by the local building code official(s) having
jurisdiction over the project, and/or
4.2.4 Current ICC -ES product evaluation report or complete description of
product testing and manufacturing quality assurance programs used to
assess and maintain product quality and determine product mechanical
strength and geotechnical capacity.
5 ACCEPTABLE PRODUCTS
5.1 Hollow Round Shaft Helical Pile Models HP237, HP287, HP288, HP350, HP450,
HP662 and HP700 manufactured in accordance with the requirements of
Sections 5 and 6 of this specification.
5.1.1 Hollow round shaft helical piles shall be used to resist compression loads. Round
shaft helical piles are generally more resistant to bending or buckling over solid
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square shaft counterparts due to superior cross-sectional properties and
coupling details.
5.1.2 Pile shaft sections shall be in full, direct contact within couplings so as to remove
coupling bolts and coupling welds from the "in-service" axial load path.
5.1.3 Pile shafts and couplings shall have a fit -up tolerance of 1/16 -inch or less.
5.1.4 Helix plates shall meet the following geometry and spacing criteria to minimize
soil disturbance:
5.1.4.1 True helix -shaped plates that are normal to the shaft such that the
leading and trailing edges are within'/4-inch of parallel.
5.1.4.2 Helix pitch is 3 -inches ±'/4 -inch.
5.1.4.3 All helix plates have the same pitch.
5.1.4.4 Helix plates have generally circular edge geometry.
5.1.4.5 Helix spacing along the shaft shall be between 2.4 and 3.6 times the
helix diameter.
5.1.4.6 Helix plates are arranged along the shaft such that they all
theoretically track the same path as the proceeding plate.
6 MATERIALS
6.1 Model
HP237 Helical Pile System
6.1.1
Central Steel Shaft: The central steel shaft of the lead and extension sections
are 2.375 -inch outer diameter by 0.154 -inch nominal wall thickness, hollow
structural section in conformance with ASTM A500 Grade B or C with a minimum
yield strength of 60 ksi and a minimum tensile strength of 70 ksi. The shaft finish is
either plain steel or hot -dip galvanized in accordance with ASTM A123.
6.1.2
Shaft Coupling Material: The shaft coupling material is factory welded to the
extension shaft and consists of 2.750 -inch outer diameter by 0.156 -inch nominal
wall thickness, hollow structural section in conformance with ASTM A513 Type 5,
Grade 1026 with a minimum yield strength of 70 ksi and a minimum tensile
strength of 80 ksi. The shaft coupling finish is either plain steel or hot -dip
galvanized in accordance with ASTM A123.
6.1 .3
Helix Plate Material: The helix plates are factory welded to the lead or extension
shaft sections and consist of either 0.313 or 0.375 -inch thick ASTM A572 Grade 50
steel with a minimum yield strength of 50 ksi and a minimum tensile strength of
65 ksi. Helix plate outer diameters are 6, 8, 10, 12 or 14 -inches. The helix plate
finish is either plain steel or hot -dip galvanized in accordance with ASTM Al 23.
6.1.4
Shaft Coupling Hardware: The lead and extension shaft sections are coupled
with two (2) bolts and nuts per coupled shaft section. The coupling hardware
consists of 0.625 -inch standard hex bolts conforming to ASTM A325 and heavy
hex jam nuts. The bolts and nuts are hot -dip galvanized in accordance with
ASTM A153.
6.1.5
Brackets: New construction bracket HP238NCB and retrofit brackets HP238132
and HP238BML are designed for use with the HP237 shaft. Bracket finishes are
either plain steel or hot -dip galvanized in accordance with ASTM A123. Bracket
hardware finishes for the new construction brackets are hot -dip galvanized in
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accordance with ASTM A153. Bracket hardware finishes for the retrofit brackets
are zinc coated in accordance with ASTM B633.
6.2 Model HP287 and Model HP288 Helical Pile Systems
6.2.1 Central Steel Shaft: The central steel shaft of the lead and extension sections
are 2.875 -inch outer diameter by 0.203 -inch nominal wall thickness (HP287) or
0.276 -inch nominal wall thickness (HP288), hollow structural section in
conformance with ASTM A500 Grade B or C with a minimum yield strength of 60
ksi and a minimum tensile strength of 70 ksi. The shaft finish is either plain steel or
hot -dip galvanized in accordance with ASTM A123.
6.2.2 Shaft Coupling Material: The shaft coupling material is factory welded to the
extension shaft and consists of 3.500 -inch outer diameter by 0.281 -inch nominal
wall thickness, hollow structural section in conformance with ASTM A513 Type 5,
Grade 1026 with a minimum yield strength of 70 ksi and a minimum tensile
strength of 80 ksi. The shaft coupling finish is either plain steel or hot -dip
galvanized in accordance with ASTM A123.
6.2.3 Helix Plate Material: The helix plates are factory welded to the lead or extension
shaft sections. Helix plates with outer diameters of 6, 8, 10, 12 or 14 -inches are
either 0.375 or 0.500 -inches thick and 16 -inch diameter helix plates are 0.500 -
inches thick. The helix plates are manufactured with ASTM A572 Grade 50 steel
with a minimum yield strength of 50 ksi and a minimum tensile strength of 65 ksi.
The helix plate finish is either plain steel or hot -dip galvanized in accordance
with ASTM A 123.
6.2.4 Shaft Coupling Hardware: The lead and extension shaft sections are coupled
with two (2) bolts and nuts per coupled shaft section. The coupling hardware
consists of 0.750 -inch standard hex bolts conforming to SAE J429 Grade 8 and
standard jam nuts. The bolts and nuts are zinc coated in accordance with
ASTM 8633.
6.2.5 Brackets: New construction brackets HP288NCB or HP288NCB8 shall be used for
tension and compression applications and HP288NCBE or HP288NCBE8 shall be
used for compression only applications with the HP287 or HP288 shafts. Retrofit
brackets FS288B, FS288BL, HP288B2, and HP288BML are designed for use with the
HP287 or HP288 shafts. Bracket finishes are either plain steel or hot -dip
galvanized in accordance with ASTM Al 23. Bracket hardware finishes are zinc
coated in accordance with ASTM B633.
6.3 Hollow Round Shaft Helical Pile Models HP350, manufactured in
accordance with the requirements of Sections 5 and 6 of this specification.
6.3.1 Hollow round shaft helical piles shall be used to resist compression loads.
Round shaft helical piles are generally more resistant to bending or buckling
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over solid square shaft counterparts due to superior cross-sectional
properties and coupling details.
6.3.2 Pile shaft sections shall be in full, direct contact within couplings so as to
remove coupling bolts and coupling welds from the "in-service" axial load
path.
6.3.3 Pile shafts and couplings shall have a fit -up tolerance of 1/1 6 -inch or less.
6.3.4 Helix plates shall meet the following geometry and spacing criteria to
minimize soil disturbance:
6.3.4.1 True helix -shaped plates that are normal to the shaft such that the
leading and trailing edges are within'/4-inch of parallel.
6.3.4.2 Helix pitch is 3 -inches ±'/4 -inch.
6.3.4.3 All helix plates have the same pitch.
6.3.4.4 Helix plates have generally circular edge geometry.
6.3.4.5 Helix spacing along the shaft shall be between 2.4 and 3.6 times
the helix diameter.
6.3.4.6 Helix plates are arranged along the shaft such that they all
theoretically track the same path as the proceeding plate.
7 DESIGN AND PERFORMANCE REQUIREMENTS
7.1 Helical piles shall be designed to support the specified compressive load (s)
as shown on the project Plans. The overall length, helix configuration and
minimum torsional resistance of a helical pile shall be such that the required
capacity is developed by the helix plate(s) in an appropriate bearing
stratum.
7.2 All structural steel pile components shall be designed within the limits
provided by the American Institute of Steel Construction (AISC)
Specification for Structural Steel Buildings (AISC-360). Either Allowable Stress
Design (ASD) or Load and Resistance Factor Design (LRFD) are acceptable
methods of analysis. Product testing in accordance with ICC -ES
Acceptance Criteria 358 may also be considered as an acceptable means
of establishing system capacities.
7.3 Except where noted otherwise on the project Plans, all piles shall be
installed to provide an ultimate torque -correlated capacity based on an
ASD or LRFD analysis. For ASD, a minimum factor of safety of 2 applied to
the service or nominal loading shall be required. When an LRFD analysis is
required, the Owner shall provide applicable pile design information
including but not limited to; factored loads, resistance factors and/or the
required ultimate pile capacity. Factors of safety (ASD) or resistance factors
(LRFD) may require modification to meet specific deflection criteria stated
on the Plans or drawings.
7.4 The required ultimate torque -correlated capacity shall be verified at each
pile location by monitoring and recording the final installation torque and
applying default torque correlations per ICC -ES AC358. Site specific torque
Level Engineering LI_L
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correlation factors may be determined by field compression load testing as
specified in Section 14.
7.5 Except where noted otherwise on the project Plans, each pile shall be
designed to meet a corrosion service life of 50 years in accordance with
ICC -ES AC358.
7.6 The pile design shall take into account group efficiency from pile spacing,
pile buckling potential, soil stratification, and strain compatibility issues.
8 QUALIFICATIONS OF INSTALLING CONTRACTOR AND
DESIGNER
8.1 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.
8.2 Evidence of Installing Contractor's competence in the installation of helical
piles shall be provided to the Owner's satisfaction and may include any or
all of the following:
8.2.1 Pile manufacturer's certificate of competency for the installation of helical
piles,
8.2.2 A list of at least three projects completed within the previous three years
wherein the 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
8.2.3 A letter from the pile manufacturer or manufacturer's representative
expressing ability and intent to provide on-site supervision of the pile
installation.
8.3 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.
8.4 Evidence of Pile Designer's competence shall be provided to the Owner's
satisfaction and may include any or all of the following:
8.4.1 Registration as a Professional Engineer or recognition by the local
jurisdictional authority,
8.4.2 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
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project representatives who can verify the Pile Designer's participation in
those projects, and/or
8.4.3 Recommendation from the pile manufacturer or manufacturer's
representative.
9 PRE -CONSTRUCTION SUBMITTALS
9.1 Within 2 weeks of receiving the contract award, the Installing Contractor
and/or Pile Designer shall submit the following helical pile design
documentation:
9.1.1 Certification from the Pile Designer that the proposed piles meet the
requirements of this specification.
9.1.2 Qualifications of the Installing Contractor and Pile Designer per Section 8.
9.1.3 Product designations for helical lead and extension sections and all
ancillary products to be supplied at each helical pile location.
9.1.4 Individual pile nominal loads, factors of safety, LRFD load and resistance
factors and required ultimate torque correlated capacities, where
applicable.
9.1.5 Individual pile loading requirements (if any).
9.1.6 Manufacturer's published allowable system capacities for the proposed pile
assemblies, including load transfer devices.
9.1.7 Calculated mechanical and theoretical geotechnical capacities of the
proposed piles.
9.1.8 Minimum pile termination torque requirements.
9.1.9 Maximum estimated installation torque and allowable installation torque
rating of the proposed piles.
9.1.10 Minimum and/or maximum embedment lengths or other site specific
embedment depth requirements as may be appropriate for the site soil
profiles.
9.1.1 1 Inclination angle and location tolerance requirements.
9.1.12 Load test procedures and failure criteria, if applicable.
9.1.13 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 performed within one year of the proposed helical pile
installation starting date or as recommended by the equipment
manufacturer.
9.1.14 Provide proof of insurance coverage as stated in the general specifications
and/or contract.
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10 PLACEMENT REQUIREMENTS
10.1 Helical piles shall be installed within 3 -inches of the indicated plan location.
10.2 Helical pile shaft alignment shall be within 2 -degrees of the inclination angle
shown on the Plans.
10.3 Top elevation of the helical piles shall be within 2 -inches of the design
vertical elevation.
11 PILE INSTALLATION
11.1 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.
11.2 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.
11.3 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.
11.4 The portion of the construction site occupied by the Installing Contractor,
including equipment and material stockpiles shall be kept reasonably clean
and orderly.
11.5 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.
11.6 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.
11.7 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.
12 TERMINATION CRITERIA
12.1 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 any
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helical pile fails to meet these production quality control termination criteria,
the following remedies may be suitable if authorized by the Owner:
12.1.1 If the installation fails to meet the minimum torsional resistance criterion at
the minimum embedment length:
12.1.1.1 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
12.1.1.2 Demonstrate acceptable pile performance through pile load
testing, or
12.1.1.3 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.
12.1.2 If the torsional resistance during installation reaches the helical pile's
allowable torque rating prior to satisfaction of the minimum embedment
length criterion:
12.1.2.1 Terminate the installation at the depth obtained, or
12.1.2.2 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
12.1.2.3 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.
12.1.3 If the installation reaches a specified maximum embedment length without
achieving the minimum torsional resistance criterion:
12.1.3.1 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
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installation of additional helical piles with nominal loads adjusted
for these spacing changes, or
12.1.3.2 Demonstrate acceptable pile performance through pile load
testing, or
12.1.3.3 De -rate the load capacity of the helical pile based on default or
site specific torque correlation factors and install additional piles as
necessary.
12.1.3.4 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.
12.1.4 If a helical pile fails to meet the acceptance criteria in a pile load test:
12.1.4.1 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
12.1.4.2 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,
12.1.4.3 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.
12.1.5 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 project site.
13 INSTALLATION RECORD SUBMITTALS
13.1 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
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completion of the helical pile installation. These installation records shall
include, but are not limited to, the following information:
13.1.1 Date and time of installation
13.1.2 Location of helical pile and pile identification number
13.1.3 Installed helical pile model and configuration
13.1.4 Termination depth, pile head depth, and length of installed pile
13.1.5 Actual inclination of the pile
13.1 .b Final torsional resistance
13.1.7 Calculated geotechnical capacity based on final torsional resistance
13.1.8 Comments pertaining to interruptions, obstructions, or other relevant
information
14 FIELD COMPRESSION LOAD TESTING
14.1 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 Dl 143 quick test method and the following
criteria:
14.1.1 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.
14.1.2 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.
14.1.3 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.
14.1 .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.
14.2 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
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shall be submitted within 30 days following test completion. Formal test
reports shall include the following information:
14.2.1 Name of project and Installing Contractor's representatives) present during
load testing.
14.2.2 Name of manufacturer's representatives) present during load testing, if
any.
14.2.3 Name of third party test agency and personnel present during load testing,
if any.
14.2.4 Date, time, duration and type of the load test.
14.2.5 Unique test identifier and map showing the test pile location.
14.2.6 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.
14.2.7 Calibration records for applicable pile installation and test equipment.
14.2.8 Tabulated test results including cumulative pile head movement, loading
increments and hold times.
14.2.9 Plots showing load versus deflection for each loading/unloading interval.
15 CLEANUP
15.1 Within one week of completion of the work, the Installing Contractor shall
remove any and all material, equipment, tools, debris or other items
belonging to the Installing Contractor or used under the Installing
Contractor's direction.
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
�7
Page 22 of 23
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 North. The
structure of the single story single family home is a conventionally framed residence. The
home has a crawl space with a majority of the space accessible through the exterior. The
foundation system consists of reinforced concrete walls on spread footings. The structure is
settling unevenly causing faulting and fracturing of the foundations, exterior brick veneer
and unevenness of floors the structure. Helical underpinning is part of this work. This is the
third stabilization effort on the home. This area of repair is in the back portion of the home.
Nine helical piers are needed to lift and stabilize the back of the structure foundations (see
plan). Once installed the foundations shall be raised as much as practical to a level
position.
Once the piles are installed. All restoration of finishes exterior decks and 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 foundation 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
repair helical foundation work, in accordance with drawings prepared by Level
Engineering LLC.
3. Excavate the soil required to install the helical piers in accordance with drawings
prepared by Level Engineering LLC.
4. Install nine helical piles to a depth of 25 ft. and 3500lbs/sf torque. Coordinate
location with engineer per support works specifications and recommendations and
drawings including specifications prepared by Level Engineering LLC
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5. Adjust foundation to level as much as practical.
6. Epoxy inject cracks per owner's direction.
7. 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
Level Engineering LLC
�6
Mr. Tyler Cameron
3032 Ingalls Court, Wheat Ridge, Colorado 80204
RE: Engineer's observation and certification for referenced single family residence,
To Whom It May Concern,
NKNMAig;201f art
The scope of our work was to inspect the installation of foundation stabilization through helical piers
designed by our firm. LEVEL Engineering LLC has inspected the above reference single family residence,
This report reflects our observations,
9-b-s-ervations
The foundation has a standard concrete cast in place partially reinforced 8 in thick foundation
approximately 3 ft, in height, The residence has a crawl space. The foundation has experienced a
settlement around the masonry and stone fireplace. The home has had helical piers placed in this area
before however the quantity of piers was not implemented per the earlier engineering directives. As a
result of this variance in directive, the foundations both yielded, settled and brokethe foundations, LEI
has designed a foundation re6air and new helical ji
F;11111;11��I��J�N' k6ft 1i
This is to certify that LEVEL Ensi
foundation repair system was installed as directed and designed. The foundation is structurally
competent as of the date of this letter, I
I f you have any questions or concerns regarding our findings, please feel free to contact us,
Sincerely,
319 Mountain Climb Road Loveland CO 80537 970-449-2785
Daate:FOR OFFICE USE ONLY
city Of
��'Wh6atp'd e
P1 Wper it #
C0MM,uN1TY'DEVE1,0PhiiNF
Pien,Permit #
Building & Inspection Services Division
7500 W. 29ttAve., Wheat Ridge, CO 80033 Plan Review
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line.- 303-234-5933
q III III III 11111IIIIIIIIIIIIIIIII I! Ir
Address:
0600111"
Electrical:
A�,2, Citv Licetse
Plumbing.,
IL
Complete all information on BOTH sides of this form
NEW COMMERCIAL STRUCTURE Q
ELECTRICAL SERVICE UPGRADE
NEW RESIDENTIAL STRUCTURE 0 COMMERCIAL ROOFING
COMMERCIAL ADDITION 0 RESID
RESDENTIAL ADDITION 0 WINDOW REPLACEMENT
COMMERCIAL ACCESSORY STRUCTURE w
rage, shed, deck, etc.)
RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
MECHANICAL R M M1 REPAIR
RR. REPLACEMENT
PLUMBING
SYSTEM/APPLIANCE REPAIR
F • gr or
• •
LACMENT
ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
Sq. FULF Fife's Gallons
Amps Squares Other
Carbon ri-lonoxide detector(s) shall
c(,m-nply with Section R,315 of the
2102 IR,(` & 'lot more than 10' ffi,),,y)
the entrance of any sleeping room,
Sinoke alan-ris all be required in
each sleeping morn and outside each
sleeping area per 2012 IRC, Section
313,
MiVULW
4CEERING AND INSPECTION
FoR
Mr. Tyler Cameron
41n0 SjrrF'P'T 201
V
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rcA �1'j `t, �-J`
"A
Scott A. Zurn, PE
C H I [T B ,j i C1 AL
.. .. ... ... .
Loveland Colorado 9/� 449-2785
'
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o:.4 cr
APPROVED
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.
k4*V.r,j-rr-.*t,v• * #pp. •u(s*.+� 5*rvRmupw----#*ru-rk • *--wTKx7ut*j*4
repaired to match their pre -construction condition at Contractor's expense.
tie re�#,Tlr *janllal W7777ans are �Pett-nITTe-AM
without the express approval of LEVEL ENGINEERING LLC. Unauthofted 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.
wv�
prior written authorization from Client.
Licensed Professional Engineer to inspect f he repair work and to verify f hat f he repair specifications
described within this document are in compliance with local building codes and applicable
Manufacturer standards.
3 1 P a g e
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.
IN 1 11 INI !1 1
All concrete shall have a maximum aggregate size of 3l"' 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"
Care shall be taken to properly consolidate concrete thoroughly without causing segregation of the
materials.
STEEL REINFORCEMENT
All reinforcement steel shall be deformed bars conformina to ASTM A-61
I � ii I t I i I i I � IN i I iii 111111 1
When reinforcement must be spliced the bars should ovedap at least 24UNO. 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.
All steel fabrication and installation shall conform to the latest addition of the AIS C Manual of Steel
Construction.
III qIIIIII 11111111
MAUO�P
I '4MA 11 C ri f- lary-
la
Lqzm�i 't_ r
Space metal or plastic injection port tubes, or other approved injection port devices, approximately
twelve (12) inches on center. As required, decrease port spacing to insure maximum penetration of the
injected epoxy adhesive. increase port spacing only with the engineer's approval.
Epoxy injection adhesive shall be a 2 -Component, solvent free, moisture -insensitive epoxy adhesive. Sika
Sikadur 52 or Sika Sikodur 35 hi -mod LV or approved equal.
TiTt T1WF61_#�VJrTrtTT-drT"FW1#
l7#,7�:; 'CURTU 5T 11 1
completely injected. Sufficient materials shall be immediately available at the jobsite before starting
injection.
Start injection at the lowest elevation point along a vertical crack and at an end of a horitzontal crack.
Continue injection until epoxy appears at the next consecutive port.
III 11IRTI 111 11111111 1 IM
IS 0
5 1 P a g e
OA,is rw#jwir *esifn **ts "J retres&-i-it # c*mj#ltfd *m*lysis--*f t;Ne- tntirt strwctfire; it **,'*,r'tssds c*m*iti#,M
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 f he
existing borings, if any, without extensive geotechnical information supplied by a competent
aeo ec N
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 f he
validity of information provided.
'well'ourl"S 1rre'TT'vPfK'Wr1 1#1 Ifit- 1"911fulIQ Q1 ITIQ worK in accor#ancd
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.
For the purposes of this report, the front of the home is considered to face north. The structure of the one
story single family home is a conventional framed residence. The home has a crawl space. The
foundation system consists of reinforced concrete grade beams on footings and has additions beyond
the original construction. The home is exhibiting major settlement in one of the additions, Corrective
measures through helical piers was executed in 2002 as a remediation to the settlement. The engineering
recommendations on the placement of piers were only partially executed. As a result the home has
continued to settle under the stone fireplace. This continued settlement has snapped the grade beam on
the eastern portion of the addition. The 2002 pier under this wall performed wee however the grade beam
failed under the stresses. The work areas are replacement of the eastern grade beam, utilizing the existing
pier and adding three new helical piers on the north side under the stone fireplace. the broken wall shall
new grade beam the contractor shall install new piers and correct the settlement through the lifting
brackets.
1. The concrete foundation walls and home structure are to be braced as required during the repair
process by the Contractor,
2. Excavate the soil required to install the helical pile at the foundation walls in accordance with
drawings pages I and 2 dated Jan 12 th, 2016 by Level Engineering I.
3. Dowell new grade beam reinforcement construction into the exiting walls in accordance with the
plans.
4. All excavations may be backfilled with the soil removed from the excavations. Compact the soil in
6" lifts.
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. Installation of helical pile
3. Attachment of brackets and channels to foundation walls.
4. load tests
5. Foundation and steel beam re -leveling
6, Epoxy Injection of foundation wall cracks
7. Final
7 1 P a g e
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].I The work consists of designing, furnishing and installing helical piles and load transfer devices
used to support compressive and tension loads according to the project Plans and these
specifications.
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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 t
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 desig
the helical piles. 1 IT
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 a
specifications for the project. I
1.4 The work includes installing piles in a quantity shown on the plans to a minimum of 20 ft. in
depth and/or 3500 ft -pounds of torque. If this cannot be achieved contact the engineer for
direction,
1.5 The Owner will be responsible for obtaining any right-of-way or easement access permits
necessary for the helical pile installation.
1.6 Unless otherwise noted, the Installing Contractor shall provide all labor, tools, equipment and
materials necessary to accomplish the pile installation work.
1.7 The Owner will provide suitable access to the construction site for the Installing Contractor's
personnel and equipment.
1.8 Unless specifically noted otherwise in the contract documents, the Owner will remove and
replace any structures, utilities, pavements, landscaping or other surficial improvements in the
work area as necessary to facilitate the work.
1.9 The Owner will be responsible for overall construction oversight to preclude the development
of unsafe conditions.
rizon i 10W Ile 1*Q*T I nor TO
helical pile installation and an elevation survey to determine pile shaft cutoff height
subsequent to helical pile installation.
specifically noted otherwise in the contract documents.
1.12 The work does not include any repairs to exterior landscaping or interior finishes repair or
restoration due to installation. The work includes pile installation and concrete items only.
2 REFERENCES
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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, A 153: 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 Structural Steel
2.2.9 ASTM 8633: Electrodeposited Coatings of Zinc on Iron and Steel
2.2.10 ASTM DI 143: Deep Foundations Under Static Axial Compressive Load
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3.1.1 Allowable Stress Design: A structural and geotechnical design methodology that states that
the summation of the actual estimated foods (nominal loads) must be less than or equal to the
allowable design load (required strength). Allowable loads are obtained by dividing a
nominal resistance (strength) by an appropriate factor of safety.
Bearing Stratum: The soil foyer (or layers) that provide the helical pile end -bearing capacity
through load transfer from the helical plates.
Crowd: Axial compressive force applied to the helical pile shaft as needed during installation
to ensure the pile advances at a rate approAmately equal to the helix pitch for each
revolution.
3.1.4 Design Loads: A generic and ambiguous term used to describe any food used in design. It is
not specific to factored or unfactored loads or any particular design methodology. It is a
term; therefore, that should be avoided when specifying food requirements. FSI recommends
using the term service load, nominal load or factored load, as described herein, where
applicable.
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.
9 P a g e
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 food 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 food or the load at a specified 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 helix shape provides thrust along the pile's
longitudinal axis thus aiding in pile installation. The plate transfers axial load to the soil through
bearing.
31.13 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.
11.15 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 food 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 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).
11.20 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 limit state (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.
10 1 Pi g e
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 Factor Design).
3.1.27 Ultimate Pile Capacity: The helical pile capacity based on the least capacity determined fro
applicable ultimate limit states for mechanical and geotechnical capacity, i
4.1 Foundation Supportwarks 's, Inc., 12330 Cary Circle, Omaha, NE 68128; Phone: (800) 281-8545;
Fax: (4 2) 393-4002.
4.2 Due to the special requirements for design and manufacturing of helical piles, the piles shall be
obtained from Foundation SupportworksP, Inc., or other qualified manufacturer with an
approved equivalent product. A request to substitute any other manufactured helical
product must be submitted to the Owner for review not less than seven (7) calendar days prior
to the bid date. The request must include:
Documentation of at least five years of production experience manufacturing helical piles,
Documentation that the manufacturer's helical piles have been used successfully in at least
five engineered construction projects within the last three years,
4.2.3 Product acceptance by the local building code official(s) having jurisdiction over the project,
and/or
4.2.4 Current ICC -ES product evaluation report or complete description of product testing and
manufacturing quality assurance programs used to assess and maintain product quality and
determine product mechanical strength and geotechnical capacity.
ACCEPTABLE PRODUCTS
5,1 Hollow Round Shaft Helical Pile Models HP237, HP287, HP288, HP350, HP450, HP662 and HP700
manufactured in accordance with the requirements of Sections 5 and 6 of this specification.
5.1.1 Hollow round shaft helical piles shall be used to resist compression loads. Round shaft helical
piles are generally more resistant to bending or buckling over solid square shaft counterparts
due to superior cross-sectional properties and coupling details.
5.1.2 Pile shaft sections shall be in full, direct contact within couplings so as to remove coupling bolts
and coupling welds from the "in-service" axial load path.
5.1.3 Pile shafts and couplings shall have a fit -up tolerance of I/ 16 -inch or less.
5.1.4 Helix plates shall meet the following geometry and spacing criteria to minimize soil
disturbance:
5JAJ True helix -shaped plates that are normal to the shaft such that the leading and
trailing edges are within 1/4 -inch of parallel.
5.1.4.3 All helix plates have the some pitch.
5.1.4.4 Helix plates have generally circular edge geometry.
5.1.4.5 Helix spacing along the shaft shall be between 2.4 and 3.6 times the helix diameter,
5.1.4.6 Helix plates are arranged along the shaft such that they all theoretically track the
same path as the proceeding plate.
6 MATERIALS
111 P age
6AA galvanized in accordance with ASTM A 153. Bracket hardware finishes for the retrofit brackets
are zinc coated in accordance with ASTM B633.
12 1 P a g e
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621 Central Steel Shaft: The central steel shaft of the lead and extension sections are 2.875 -inch
outer diameter by 0.203 -inch nominal wall thickness (HP287) or 0,276 -inch nominal wall
thickness (HP288), hollow structural section in conformance with ASTM A500 Grade B or C with
a minimum yield strength of 60 ksi and a minimum tensile strength of 70 ksi. The shaft finish is
either plain steel or hot -dip galvanized in accordance with ASTM A 123.
6.2.2 Shaft Coupling Material: The shaft coupling material is factory welded to the extension shaft
and consists of 3.500 -inch outer diameter by 0.281 -inch nominal wall thickness, hollow structural
section in conformance with ASTM A513 Type 5, Grade 1026 With a minimum yield strength of
70 ksi and a minimum tensile strength of 80 ksi, The shaft coupling finish is either plain steel or
hot -dip galvanized in accordance with ASTM A 121
6.2.3 Helix Plate Material: The helix plates are factory welded to the lead or extension shaft section
Helix plates wiith outer diameters of 6, 8, 10, 12 or 144nches are either 0,375 or 0.500 -inches
thick and 16 -inch diameter helix plates are 0.500 -inches thick. The helix plates are
manufactured �,Mth ASTM A572 Grade 50 steel witth a minimum yield strength of 50 ksi and a
minimum tensile strength of 65 ksi. The helix plate finish is either plain steel or hot -dip
galvanized in accordance \With ASTM A] 23.
6.2.4 Shaft Coupling Hardware: The lead and extension shaft sections are coupled with two (2) bol
and nuts per coupled shaft section. The coupling hardware consists of 0.750 -inch standard )I
hex bolts conforming to SAE J429 Grade 8 and standard jam nuts. The bolts and nuts are zin
coated in accordance with ASTM B633.
C2.5 Brackets: New construction brackets HP288NCB or HP288NCB8 shall be used for tension and
compression applications and HP288NCBE or HP288NCBE8 shall be used for compression only
applications with the HP287 or HP288 shafts. Retrofit brackets FS288B, FS288BL, HP288B2, and
HP288BML are designed for use with the HP287 or HP288 shafts. Bracket finishes are either plain
steel or hot -dip galvanized in accordance with ASTM A 123. Bracket hardware finishes are zinc
coated in accordance with ASTM B633.
7.1 Helical piles shall be designed to support the specified compressive load(s) as shown on the
project Plans. The overall length, helix configuration and minimum torsional resistance of a
helical pile shall be such that the required capacity is developed by the helix plate(s) in an
appropriate bearing stratum.
7.2 All structural steel pile components shall be designed within the limits provided by the
American Institute of Steel Construction (AISC) Specification for Structural Steel Buildings (AISC-
360). Either Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) are
acceptable methods of analysis. Product testing in accordance with ICC -ES Acceptance
Criteria 358 may also be considered as an acceptable means of establishing system
capacities.
7.3 Except where noted otherwise on the project Plans, all piles shall be installed to provide an
ultimate torque -correlated capacity based on an ASD or LRFD analysis. For ASD, a minimum
factor of safety of 2 applied to the service or nominal loading shall be required. When an LRF*
analysis is required, the Owner shall provide applicable pile design information including but
not limited to; factored loads, resistance factors and/or the required ultimate pile capacity.
Factors of safety (ASD) or resistance factors (LRFD) may require modification to meet specific
deflection criteria stated on the Plans or draWings.
7.4 The required ultimate torque -correlated capacity shall be verified at each pile location by
monitoring and recording the final installation torque and applying default torque correlations
per ICC -ES AC358. Site specific torque correlation factors may be determined by field
compression load testing as specified in Section 14.
13 1 Page
7.5 Except where noted otherwise on the project Plans, each pile shall be designed to meet a
corrosion service life of 50 years in accordance with ICC -ES AC358.
7.6 The pile design shall take into account group efficiency from pile spacing, pile buckling
potential, soil stratification, and strain compatibility issues.
8 QUALIFI!gATIONS OF INSTALLIN!q!PONTRACTOR AND QESIGNER I
8.1 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 unfit 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.
8.2 Evidence of Installing Contractor's competence in the installation of helical piles shall be
proviM ed to the Owner's satisfaction and may include any or all of the following:
8.2.2 A list of at least three projects completed vvithin the previous three years wherein the 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
823 A letter from the pile manufacturer or manufacturer's representative expressing ability and
intent to provide on-site supervision of the pile installation.
14 1 P a g e
8.3 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.
8.4 Evidence of Pile Designer's competence shall be provided to the Owner's satisfaction and
may include any or all of the following:
Registration as a Professional Engineer or recognition by the local jurisdictional authority,
8.4.2 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
8.43 Recommendation from the pile manufacturer or manufacturer's representative.
PRE-CONSTRU!qTION SUOMLTTALS
9.1 Within 2 weeks of receiving the contract award, the Installing Contractor and/or Pile Designer
shall submit the following helical pile design documentation:
9.1.1 Qualifications of the Installing Contractor and Pile Designer per Section 8.
9.1.2 Product designations for helical lead and extension sections and all ancillary products to be
supplied at each helical pile location,
9. 1.3 Individual pile nominal loads, factors of safety, LRFD load and resistance factors and required
ultimate torque correlated capacities, where applicable.
9. 1.4 Individual pile loading requirements (if any).
9,1.5 Manufacturer's published allowable system capacities for the proposed pile assemblies,
including load transfer devices.
9.1.6 Calculated mechanical and theoretical geotechnical capacities of the proposed piles.
9.1.7 Minimum pile termination torque requirements,
9.1.8 Maximum estimated installation torque and allowable installation torque rating of the
proposed piles.
9.1.9 Minimum and/or maximum embedment lengths or other site specific embedment depth
requirements as may be appropriate for the site soil profiles.
9.1.10 Inclination angle and location tolerance requirements.
9.1.11 Load test procedures and failure criteria, if applicable.
9.1.12 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 performed
within one year of the proposed helical pile installation starting date or as recommended by
the equipment manufacturer.
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10. 1 Helical piles shall be installed within 3 -inches of the indicated plan location.
10.2 Helical pile shaft alignment shall be within 2 -degrees of the inclination angle shown on the
Plans,
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.
11 .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.
11.3 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.
and material stockpiles shall be kept reasonably clean and orderly.
11 .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 plile installation operations.
11.6 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.
1]. 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.
TY -f -I e m n mum na torsional resiss-fance and/or any required pile length and embedment depth
criteria, as specified in the Pre-Constructiton Susls, must be satisfied prior to terminating
the pile installation. In the event any helical pile fails to meet these production quality control
termination criteria, the following remedies may be suitable if authorized by the Owner:
12. 1.1 If the installation fails to meet the minimum torsional resistance criterion at the minimum
embedment length:
12.1.1.1 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
12.1.1.3 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 lost helix plate at
16 1 P a g e
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.
12.1.2 If the torsional resistance during installation reaches the helical pile's allowable torque rating
prior to satisfaction of the minimum embedment length criterion:
12.1-2.2 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
12.1.2.3 Replace the pile with one having a different helix plate configuration. The
replacement pile must be installed to satisfy the minimum embedment length
criteriM n. 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.
12-1.3 If the installation reaches a specified maximum embedment length without achieving the
minimum torsional resistance criterion:
12.1.11 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
installation of additional helical piles with nominal foods adjusted for these spacing
changes, or
12.1.3.2 Demonstrate acceptable pile performance through pile load testing, or
1113.3 De -rate the load capacity of the helical pile based on default or site specific torque
correlation factors and install additional piles as necessary.
12.1.3.4 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.
12.1.4.1 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
12.1.4.2 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,
12.1.4.3 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,
12.1.5 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 project site.
Mmlaw, •'M J&HIE-11M
records within 24 hours after each installation is completed. Formal copies shall be submitted
within #1•• owing the completion of the helical pile installation. These installation
records shall include, but are not limited to, the following information:
13.1.1 Date and time of installation
13.1.2 Location of helical pile and pile identification number
13.1.3 Installed helical pile model and configuration
13.1.4 Termination depth, pile head depth, and length of installed pile
13.1.5 Actual inclination of the pile
13.1.6 Final torsional resistance
13.1.7 Calculated geotechnical capacity used on final torsional resistance
13.1.8 Comments pertaining to interruptions, obstructions, or other relevant information
I Elm If 44MV161"T h1a **1 M•
14.1 If field compression load testing is required, the Installing Contractor shall famish 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 plants) will be allowed without explicit approval in writing from the
Owner. Pile testing shall be in general accordance with the ASTM D1143 quick test method
and the following cdte(ia:
14.1.1 Failure criteria shall be in accordance with AC358 and is when plunging occurs or when the
net deflection exceeds I 0'Yo of the average helix plate diameter, whichever occurs first.
14.1.2 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.
14.1.3 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.
14.1.4 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.
14.2 Installing Contractor shall provide the Owner copies of raw field test data within 24 hours after
the completion of each food test. Formal test reports shall be submitted within 30 days
following test completion. Formal test reports shall include the following information:
14.21 Name of project and Installing Contractor's representative (s) present during load testing.
14.2.2 Name of manufacturer's representative{s} present during load testing, if any.
14.2.3 Name of third party test agency and personnel present during load testing, if any.
14.2.4 Date, time, duration and type of the load test.
14.2.5 Unique test identifier and map showing the test pile location.
14,2.6 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.
14.2.7 Calibration records for applicable pile installation and test equipment.
14.2.8 Tabulated test results including cumulative pile head movement, loading increments and hold
times.
EMM41
15.1 Within one • of completion of the work, the Installing Contractor shall remove any and all
material, equipment, tools, debris or other items belonging to the Installing Contractor or used
under the
• Contractor's direction.
19 1 P age
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INSPECTION RECORD o ccupancy /TVpe
�I►vsPECTION LINE: (303) 234 -5933
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.
I I N SPECTOR MUST SIGN ALL SPACES: PERTAINING To THIS .JOB
r`
FOUNDATION INSPECTIONS DATE '. - INSPECTOR
INITIALS
COMMENTS:
Footings /Caissons
Stemwall.I (CEG).Concrete
Encased Ground
Reinforcing or Monolithic
Weatherproof/ French Drain
Sewer Service Lines.
Water Service Lines'
Heating (Underground)
^'
POU NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
CONCRETE SLAB FLOOR
'Electrical (Underground)
K Plumbing (Underground)
Heating (Underground)
DO NOT Poui FLOOR UNTIL ABOVE HAS BEEN SIGNED
:ROUGHS
Sheathing,'.
Lath / Wall tie
'Mid -Roof
:Electrical Service
Rough Electric
Rough Plumbing
Gas Piping'.
Rough Mechanical
ABOVE INSPECTIONS TO BE SIGNED PRIOR TO PROCEEDING
Framing
- Insulation
Drywall Screw
FINALS
Electrical
Plumbing
Mechanical
Roof
Building Final
Fire Department
R.O.W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
Parking & Landscaping ':SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
"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.
UCCUNANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED
PROTECT THIS CARD FROM THE WEATHER
I'
♦ i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234 -5933 Inspection line
(303) 235 -2855 Office - (303) 237 -8929 Fax
INSPECTION NOTICE.
Job Address: -7 u,c:ea (A, 0,
Permit Number: 061 '3 A S7
CJ NO one avallaDie Tor inspection: I ime ftl' cF_r, (AMtNM
Re- Inspection required: Yes
f
i
When corrections have been made, call or re- inspection at 303 - 2345933
) i 1
Date: Ic? 4 7 6 inspector: L'a 'ZS -' �
DO NOT REMOVE THIS NOTICE
♦ i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234 -5933 Inspection line
(303) 235 -2855 Office • (303) 237 -8929 Fax -
INSPECTIO
- .0
Inspection Type:
Job Address:
Permit Number:
❑ No one available for inspection: Time b�, A
Re- Inspection required: Yes
* When corrections have been made, call for re- inspection at 303- 234 -5933
Date: i Inspector: I V
t
DO NOT REMOVE THIS TICE
♦ 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: LL7_ de,,.
Job Address: 2n. /R/ -A/_Z,
Permit Number: D q~X~ )
❑ No one available for inspection: Time 414-) IAM/ M
Re-Inspection required: Yes CNo
*When corrections have been made, call for re-inspection at 303-2345933
Date: f //f I Inspector:
DO NOT REMOVE THIS 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: ~~iiYl2 %✓f ,7
Job Address: S'T~r7~~ f
Permit Number:
❑ No one available for inspection: Time S` AM M
Re-Inspection required: ee No
When corrections have been made, callfofoJr re-inspection at 303-234-5933
Date: Inspector:'_~0
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
_r-
Residential Solar PERMIT - 094527
a
z
PERMIT NO: 094527 ISSUED: 12/21/2009
JOB.. ADDRESS:. 3032.. INGALLS:. CT EXPIRES.: ..0.6/19/2010:
DESCRIPTION: Solar- roof mounted.
flush.
x
CONTACTS
_
OWNER :-720/732-9008 Ray/Nikki
Ragoness
gc 303/233-3109 Joseph -L,
-Espinoza
07-0010 ESP ELECTRIC
* * PARCEL: INFO
ZONE. CODE: UA -
USE: UA
SUBDIVISION: 0503
BLOCK/LOT#: 0./
N
0
FEE SUMMARY
ESTIMATED
PROJECT VALUATIO
: 15,000.0
R
id
i
l S
l
FEES
500
00
r
s
~
es
ent
a
o
ar
.
~
-
Total valuation
- .00
3°I41
ae
NO A
TOTAL *
.500.00.
.
^
g
Conditions:
RP: Must comply w/ 2003 IRC & 2005 NEC.
Install per manufacturer specifications. Subject to field inspection.
All metal rails shall be bonded.
permit application are accurate, and do not violate applicable
I hereby certify that the setback distances proposed by this
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
S
application and that I: assume full responsibility for compliance with the Wheat Ridge Building Code. (I.B.C) and all other
applicable Wheat Rrd rdinances, for work under this permit. Plans subject to field inspection.
Si at e o£ retractor/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
ordinances of the City..
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
changes have. been or will be made in the original plans and specifications and any suspension or abandonment 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 a. new permit.
4.. No work of any manner shall be done that will. change the natural flow of water causing a drainage problem.
5. Contractor shall notify. the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive
written approval oninspection 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
an approval of,. any. violation of the. provisions of the building codes or any .other . ordinance,... law, rule.. or. regulation.
"
All plan revi subject to field inspections.
.
Signatur o ~Ilef Building Official date
INSP TI ON REQUEST LIKE: (303)234-5933 BUILDING OFFICE: (303)235-2855
a
REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
M
a
7~
3
l
yoF "'"Eq? p City of Wheat Ridge Building Division
m 7500 W. 29th Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 " Fax: 303-237-8929
cO<oaro° Inspection Line: 303-234-5933
Building Permit Application
Date: /DD)D q
Plan ( ~7L~
Permit Q /Y Sv 7
Property Address; ~ } 3 Z ( jft P OL C t . `~f ~ ~5 O U
Property Owner (please print): -Q) A~ ctJ A) - left. 2A~ I,nast Phone ~?ZO Z32
Mailing Address: (if different than property address)
Address: ~F~' 0SCF J(c~ S
City, State, Zip: 1 c~ 00 ~o z I 1
~I o
Contractor: :11 yt j6L
Contractor License Phone: 72a - / 3' (P 3Z
Sub Contractors:
Electrical City License Plumbing City License Mechanical City License
Company:'LrS P ~ ted", ~ Company Company:
Exp. Date: ~bE ~LS~"2oz.°
Exp. Date: Exp. Date:
Approval: Approval Approval:
Use of space (description): So ( Construction value: $ 1S-, doo. w
Description of work: (as calculated per the Building Valuation Data sheet)
Plan Review (due at time ofsubmittall: $
Sq. Ft./L.Ftadded: Squares BTU's Gallons Amps
OWNEWCONTRACTOR 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 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.
CIRLCE ONE.: (OWNER) (CONTRACTOR) or PERSONAL REPRESENTATIVE of (OWNER) -(CONTRATOR)
PRINT NAME: ~(~CA~1 VAhC ~(°A rfb SIGNATURE:
Date: 0 o..
p-
Table of Contents
i. Installer's Responsibilities
................2
Put I. Procedure to Determine the Design Wind Load
3
Part H. Procedure to Select Rail Span and Rail Type
10
Part III. Installing SolarMount
[3.1.] SolarMount rail components
14
[3.2.] Installing Solar-Mount with top mounting clamps
..............15
[3.3.] Installing SolarMount with bottom mounting clips
21
[3.4.]Installing SolarMount with grounding clips and lugs
25
OF U N I RAC 6/1,1y copy
Bright Thinking in Solar
Unimc welcomes input concerning the aooaea yand user-friendliness of this publication. Please write to publications@unirac.eom.
WO-UNIRAC Unirac Code-Compliant Installation Manual SolarMount
i. Installer's Responsibilities
Please review this manual thoroughly before installing your
SolarMount system.
This manual provides (1) supporting documentation for
building permit applications relating to Unirac's SolarMount
Universal PV Module Mounting system, and (2) planning and
assembly instructions for SolarMount
SolarMount products, when installed in accordance with
this bulletin, will be structurally adequate and will meet the
structural requirements of the IBC 2006, IBC 2003, ASCE 7-
02, ASCE 7-05 and California Building Code 2007 (collectively
referred to as "the Code"). Unirac also provides a limited
warrantyon SolarMour.t products (page 26).
L
SolarMount is much more than a product.
It's a system of engineered components that can be assembled
into a wide variety of PV mounting structures. With
SolarMount you'll be able to solve virtually any PV module
mounting challenge.
It's also a system of technical support: complete installation
and code compliance documentation, an on-line SolarMount
Estimator, person-to-person customer service, and design
assistance to help you solve the toughest challenges.
Which is why SolarMount is PV's most widely used mounting
system.
The installer is solely responsible for:
• Complying with all applicable local or national building codes,
including any that may supersede this manual;
• Ensuring that Unirac and other products are appropriate for
the particular installation and the installation environment;
• Ensuring that the roof, its rafters, connections, and other
structural support members can support the array under all
code level loading conditions (this total building assembly is
referred to as the building structure);
• Using only Unirac parts and installer-supplied parts as
specified by Unirac (substitution of parts may void the
warranty and invalidate the letters of certification in all Unirac
publications);
• Ensuring that lag screws have adequate pullout strength and
shear capacities as installed;
• Verifying the strength of any alternate mounting used in lieu
of the lag screws;
• Maintaining the waterproof integrity of the roof, including
selection of appropriate flashing;
• Ensuring safe installation of all electrical aspects of the PV
array; and
• Ensuring correct and appropriate design parameters are
used in determining the design loading used for design of the
specific installation. Parameters, such as snow loading, wind
speed, exposure and topographic factor should be confirmed
with the local building official or a licensed professional
engineer.
2
SolarMount Unirac Code-Compliant Installation Manual ;;•UNIRAC
Part I. Procedure to Determine the Design Wind Load
[1.1.1 Using the Simplified Method - ASCE 7-05
The procedure to determine Design Wind Load is specified
by the American Society of Civil Engineers and referenced in
the International Building Code 2006. For purposes of this
document, the values, equations and procedures used in this
document reference ASCE 7-05, Minimum Design Loads for
Buildings and Other Structures. Please refer to ASCE 7-05 if
you have any questions about the definitions or procedures
presented in this manual. Unirac uses Method 1, the
Simplified Method, for calculating the Design Wind Load for
pressures on components and cladding in this document.
The method described in this document is valid for flush, no
tilt, SolarMount Series applications on either roofs or walls.
Flush is defined as panels parallel to the surface (or with no
more than 3" difference between ends of assembly) with no
more than 10" space between the roof surface, and the bottom
of the pV panels.
This method is not approved for open structure calculations.
Applications of these procedures is subject to the following
ASCE 7-05 limitations:
1. The building height must be less than 60 feet, h < 60. See
note for determining h in the next section. For installations
on structures greater than 60 feet, contact your local Unirac
Distributor.
2. The building must be enclosed, not an open or partially
enclosed structure, for example a carport.
3. The building is regular shaped with no unusual geometrical
irregularity in spatial form, for example a geodesic dome.
4. The building is not in an extreme geographic location such
as a narrow canyon or steep cliff.
5. The building has a flat or gable roof with a pitch less than 45
degrees or a hip roof with a pitch less than 27 degrees.
6. If your installation does not conform to these requirements
please contact your local Unirac distributor, a local
professional engineer or Unirac
If your installation is outside the United States or does not
meet all of these limitations, consult a local professional
engineer or your local building authority. Consult ASCE 7-05
for more clarification on the use of Method I. Lower design
wind loads may be obtained by applying Method II from ASCE
7-05. Consult with a licensed engineer if you want to use
Method II procedures.
The equation for determining the Design Wind Load for
components and cladding is:
pnet (psf) = AKsrlpnet3o
pnet (Psf) = Design Wind Load
A = adjustment factorfor height and exposure category
Kn = Topographic Factor at mean roof height, h (ft)
I = Importance Factor
pnet3o (psf) = net design wind pressure for Exposure B, at height
=30,1=1
You will also need to know the following information:
Basic Wind Speed = V (mph), the largest 3 second gust of wind in
the last 50years.
h (ft) = total roof height forflat roof buildings or mean roof
height for pitched roof buildings
Effective Wind Area (sf) = minimum total continuous area of
modules being installed
Roof Zone = the area of the roof you are installing the pv system
according to Figure 2, page 5.
Roof Zone Setback Length = a (ft)
Roof Pitch (degrees)
Exposure Category
[1.2.] Procedure to Calculate Total Design Wind
The procedure for determining the Design Wind Load can be
Step 2: Determining Effective Wind Area
broken into steps that include looking up several values in
different tables
.
Determine the smallest area of continuous modules you will
be installing. This is the smallest area tributary (contributing
load) to a support or to a simple-span of rail. That area is the
Step 1: Determine Basic Wind Speed, V (mph)
Effective Wind Area, the total area of the fewest number of
Determine the Basic Wind Speed, V(mph)by consulting your
modules on a run of rails.
local building department or locating your installation on the
maps in Figure 1, page 4.
-
3
::'UNIRAC UnfracCode-CompliantlnstallatonManual SolarMount
85 mpfi. , re
38 m/s)
Step 3: Determine Roof/Wall Zone
The Design Wind Load will vary based on where the
installation is located on a roof. Arrays maybe located in more
than one roof zone.
Using Table 1, determine the Roof Zone Setback Lengt14 a (ft),
according to the width and height of the building on which
you are installing the pv system.
Table I. Determine RooffWall Zone, length (a) according to building width and height
a = 10 percent of the least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4°k of the least horizontal
dimension or 3 ft of the building.
Roof
Least Horizontal Dimension (ft)
Height (ft)
10 IS 20
25
30
40
50
60 70 80
90
100
125
150
17S 200 300 400
S00
J=...... 3=.
. 3
.J.
4 0__¢
:a:
A
7 12tlr
20; _s
IS
3 3 3
3
3
4
5
6 6 6
6
6
6
6
7 8 12 16
20
5,.,6 3 8.
,8 .-Ib„(f=
25
3 3 3
3
3
4
5
6 7 8
9
10
10
10
10 10 12 16
20
-30..„i
.,.,f:.~~IZ""
35
3 3 3
3
3
4
5
6 7 8
9
10
12.5
14
14 14 14 16
20
4
lbws-.15:10
45
3 3 3
3
3
4
5
6 7 8
9
10
12.5
15
17.5 18 18 18
20
4.2 .,.5
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„15.
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ID
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17.5 20 24 24
24
Source: ASCEISEI 7-05, Minimum Design Loads for Buildings and Other Structures, Chapter 6, Figure 6-3, p.41
r.k
4
C,
SolarMount UniracCode-Compliant Installation Manual p UNIRAC
Step 3: Determine Roof Zone (continued)
UsingROOfZone Setback Length, a, determine the roof zone
locations according to your roof type, gable, hip or monoslope.
Determine in which roof zone your pv system is located, Zone
1, 2, or 3 according to Figure 2.
G
❑ Interior Zones
Roofs -Zone I/Walls -Zone 4
End Zones Corner Zones
Roofs - Zone 2/Walls - Zone 5 Roofs - Zone 3
Source: ASCE/SEI 7-05, Minimum Design Loads for Buildings and Other Structures, Chapter 6, p. 41.
Step 4: Determine Net Design Wind Pressure, pnerso
(psf)
Using the Effective Wind Area (Step 2), Roof Zone Location
(Step 3), and Basic Wind Speed (Step 1), look up the
appropriate Net Design Wind Pressure in Table 2, page 6. Use
the Effective Wind Area value in the table which is smaller than
the value calculated in Step 2. If the installation is located on a
roof overhang, use Table 3, page Z
Both downforce and uplift pressures must be considered
in overall design. Refer to Section II, Step 1 for applying
downforce and uplift pressures. Positive values are acting
toward the surface. Negative values are acting away from the
surface.
5
Figure 2. Enclosed buildings, wall and roofs
r
U N I RAC Unirac Code-Compliant Installation Manual SolarMount
Table 2. pnet3o (psi) Roof and Wall
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-395 21.3 23.2
-25.4 X72 39.8`
31.6
-34.6 46.6
-51.0
4
100
1T4 •13.6 . 1-5.3
-16.8
.1$ 5 -2Q4: 22.0
-24.2 25 9 2$:4
30.0
-33.0 344 ' -37844.2
-48.6
m
4
500
10.9 12:1 34
-149
16 2 ! %T~ 19.3
-21.5 22 7 25:2
26.3
-29.3 38.8
-43.2
3
5
t0
1'#n6 19.5'- 180
24.1
-218 29>I 25.9
-34.7 8P.} qP _
35.3
-47.2 52.0
59.6
5
20
1,3,J 753`;. 172
225
`@fl 27.2:24.7
32.4 2Y4 '=3$.6 :
33.7
-44.0 49.6
-64.9
5
50
L3;q 165.!. 161
203
795 246,':123.2
-29.3 272 34,;,3
31.6
-39.8 363..-45,7:;:46.6
-58.7
5
100
'12_-4 13.1 153
187
22.0
-26.9 "25 r} 3:I:fi-
30.0
-36.7 -44.2
-54.1
5
500
i,'d 9 12.1 ! 13 4
14 9
' ["6 2 ..98;1 ' 19.3
-21.5 22 7 25.2--
26.3
-29.3 3P 2 :333`"-, 38.8
-43.2
3oorwe: A>LUt to /-W, Minimum Design Loads for Buildings and Other Structures, Chapter 6, Figure 6-3, p. 42-43.
6
SolarMount Unirac Code-Compliant Installation Manual po UNIRAC
Table 3. pner30 (pso Roof Overhang
Step 5: Determine the Topographic Factor, Kzt
For the purposes of this code compliance document, the
Topographic Factor, Ks,, is taken as equal to one (1), meaning,
the installation is surrounded by level ground (less than 10%
slope). If the installation is not surrounded by level ground,
please consult ASCE 7-05, Section 6.5.7 and the local building
authority to determine the Topographic Factor.
Step 6: Determine Exposure Category (B, C, D)
Determine the Exposure Category by using the following
definitions for Exposure Categories.
The ASCE/SEl7-05* defines wind exposure categories as
follows:
Exeosums E is urban and suburban areas, wooded
areas, or other terrain with numerous closely spaced
obstructions having the size of single family dwellings.
exrosuve c has open terrain with scattered obstruc-
tions having heights generally less than 30 feet. This
category includes flat open country, grasslands, and all
water surfaces in hurricane prone regions.
Exi OSURE D has flat, unobstructed areas and water
surfaces outside hurricane prone regions. This catego-
ry includes smooth mud flats, salt flats, and unbroken
ice.
Also see ASCE 7-05 pages 287-291 for further explanation and
explanatory photographs, and confirm your selection with the
local building authority.
7
Source: ASCEISEl 7-05, Minimum Design Loads for Buildings and Other Structures, Chapter b, p. 44.
}
::°UNIRAC UniracCode-Compliant lnstaltarionManual SolarMount
Step 7: Determine adjustmentfactorfor height and Table 4. Adjustment Factor (A) for Roof Height&
exposure category,A Exposure Category
Using the Exposure Category (Step 6) and the roof height h sr>o <
(ft), look up the adjustmentfactor for height and exposure in me<~,ool
Table 4. h,h,(p) g C D
Step 8: Determine the Importance Factor, I
Determine if the installation is in a hurricane prone region.
Look up the Importance Factor, I, Table 6, page 9, using the
occupancy category description and the hurricane prone
region status.
Step 9: Calculate the Design Wind Load, pact (ps.)
IS
1.00
1.21
1.47
20
1.00
1.29
1.55
25
1.00
1.35
1.61
30
1.00
1.40
1.66
35
1.05
1.45
1.70
40
1.09
1.49
1.74
45
1.12
1.53
1.78
50
1.16
1.56
1.81
55
1.19
1.59
1.84
60
1.22
1.62
1.87
Multiply the Net Design Wind Pressure, pner3o (psf) (Step 4) by
the adjustment factor for height and exposure, A (Step 7),the
Topographic Factor, Kzt (Step 5), and the Importance Factor, I
(Step 8) using the following equation:
pnet (PSD = AKztl pner3o
x
pnet (psj) = Design Wind Load (10 psf minimum)
A = adjustrnentfactorfor height and exposure category (Step 7)
Kzt = Topographic Factor at mean roof height,h (ft) (Step 5)
I = Importance Factor (Step 8)
pner3o (psf) = net design wind pressure forExposure B, at height
= 30, I = 1 (Step 4)
Use Table 5 below to calculate Design Wind Load.
The Design Wind Load will be used in Part II to select the
appropriate SolarMount Series rail, rail span and foot spacing.
Source: ASCEISF7 7-05, Minimum Design Loods for Buildings and Other
Structures, Chapter 6, Figure 6-3, p. 44.
Table 5.Worksheet for Components and Cladding Wind Load Calculation: IBC 2006,ASCE 7-05
Yanoble 0<snpvon Symbol Value Una Sap Re(ana
Building, Least Horizontal Dimension it
RoafPteh, ....m
Exposure Category. 6
Effective Wind Area
2
Roof Zone
Roof Zone Location ~'jaF,s,1e-3...
- c 3 Figure 2
Importance Factor Z x 8 Table 5 r.d,.
lv~
8
SolarMount Unirac Code-Compliant Installation Manual p0 UNIRAC
Table 6. Occupancy Category Importance Factor
Nom4urtlc Pmne Regions
and Humcwe Pmne Regions
a, a Prone
amgory
attgorypesrcnption
uWingType Esanpla
wuh n Speed,V=
85.100 100 m ph and Alaska
M
g.spe iiW Basic Wh
i
5ped,V>IOOmph
I
Buildings and other
Agricultural facilities
0.87
0.77
structures that
Certain Temporary facilities
represent a low
Minor Storage facilities
hazard to human life
in the event of failure,
including, but limited to:
All buildings and other
II
structures except those
I
I
listed in Occupancy
Categories 1, III, and IV
Buildings and other
Buildings where more than 300 people congregate
structures that
Schools with a capacity more than 250
1.15
1.15
III
represent a substantial
Day Cares with a capacity more than ISO
hazard to human life in
Buildings for colleges with a capacity more than 500
the event of a failure,
Health Care facilities with a capacity more than 50 or more
including, but not limited
resident patients
to:
Jails and Detention Facilities
Power Generating Stations
Water and Sewage Treatment Facilities
Telecommunication Centers
Buildings that manufacture or house hazardous materials
Buildings and other
Hospitals and other health care facilities having surgery or
1.15
1.15
structures designated
emergency treatment
IV
as essential facilities,
Fire, rescue, ambulance and police stations
including, but not limited
Designated earthquake, hurricane, or other emergency
to:
shelters
Designated emergency preparedness communication, and
operation centers
Power generating stations and other public utility facilities
required in an emergency
Ancillary structures required for operation of Occupancy
Category IV structures
Aviation control "towers, air traffic control centers, and
emergency aircraft hangars
Water storage facilities and pump structures required to
maintain water pressure for fire suppression
Buildings and other structures having critical national
defense functions
Source: IBC 2006, Table 1604.5, Occupancy Category of Buildings and other structures, p. 281; ASCEISEI 7-05, Minimum Design Loads for Buildings and Other
Structures,Table 6-1, p.77
9
:!UN 0 RAC Unirac Code-Compliant Installation Manual SolarMount
Part H. Procedure to Select Rail Span and Rail Type
[2.1.] Using Standard Beam Calculations, Structural Engineering Methodology
The procedure to determine the Unirac SolarMount series
rail type and rail span uses standard beam calculations and
structural engineering methodology. The beam calculations
are based on a simply supported beam conservatively, ignoring
the reductions allowed for supports of continuous beams over
multiple supports. Please refer to Part I for more information
on beam calculations, equations and assumptions.
In using this document, obtaining correct results is
dependent upon the following:
1. Obtain the Snow Load for your area from your local building
official.
Step 1: Determine the Total Design Load
The Total Design Load, P (psf) is determined using ASCE 7-05
2.4.1 (ASD Method equations 3,5,6 and 7) by adding the Snow
Loads, S (psf), Design Wind Load, poet (psf) from Part I, Step
9 and the Dead Load (psf). Both Uplift and Downforce Wind
Loads calculated in Step 9 of Part 1 must be investigated. Use
Table 7 to calculate the Total Design Load for the load cases.
Use the maximum absolute value of the three downforce cases
and the uplift case for sizing the rail. Use the uplift case only
for sizing lag bolts pull out capacities (Part II, Step 6).
2. Obtain the Design Wind Load, pnet. See
Part I (Procedure to Determine the Design Wind Load) for
more information on calculating the Design Wind Load.
3. Please Note: The terms rail span and footing spacing
are interchangeable in this document. See Figure 3 for
illustrations.
4. To use Table 8 and Table 9 the Dead Load for your specific
installation must be less than 5 psf, including modules and
Unirac racking systems. If the Dead Load is greater than 5
psf, see your Unirac distributor, a local structural engineer or
contact Unirac.
The following procedure will guide you in selecting a Unirac
rail for a flush mount installation. It will also help determine
the design loading imposed by the Unirac PV Mounting
Assembly that the building structure must be capable of
supporting.
Figure 3. Rail span and footing
spacing are interchangeable.
Rai/y
Pan 0,
otspa'.
10
P (ps,f) = LOD + LOSt (downforce case 1)
P (psf) = LOD + 1.0pnet (downforce case 2)
P (psf) = LOD + 0.75Sr + 0.75paet (downforce case 3)
P (psf) = 0.61) + 1.Opnet (uplift)
D = Dead Load (psf)
S = Snow Load (psf)
prier = Design Wind Load (psf) (Positive for downforce, negative
for uplift)
The maximum Dead Load, D (psf], is 5 psf based on market
research and internal data.
I Snow Load Reduction - The snow load can be reduced according
to Chapter 7ofASCE 7-05. The reduction is a function of the roof
slope, Exposure Factor, Importance Factor and Thermal Factor.
Please refer to Chapter? of AS(E 7-05 for more information.
'0oa6\ecS'pN
peR o `as\s
c
Note: Modules must be centered symmetrically on
the rails 2*), as shown in Figure 3. If this is
not the case, tail Unirac for assistance. -
SolarMount
Unirac Code-Compliant Installation Manual ;;•UNIRAC
Table 7. ASCE 7ASD Load Combinations
Desorytion
Yori bl
_[y 1 -t ''-ay-
units
Dead Load
D
1 Q
~
`
x.
1 Q X
~
°
I
sf
p
Snow Load
5
a
f:r
FOx+-
p7g t"
sf
Design Wind Load
Poor
-_~J~~S-°
~-2v.
f
s
Total Design Load
P
a
.
=
E
p
te
,
;
p
Note: Table to be filled out or attached for evaluation
Step 2: Determine the Distributed Load on the rail,
w (pit)
Determine the Distributed Load, w (PIA by multiplying the
module length, B (ft), by the Total Design Load, P (psf) and
dividing by two. Use the maximum absolute value of the three
downforce cases and the Uplift Case. We assume each module
is supported by two rails.
w = PB/2
w = Distributed Load (pounds per linear foot, plf)
B = Module Length Perpendicular to Rails (ft)
P = Total Design Pressure (pounds per square foot psf)
Table 8. L-Foot SolarMount Series Rail Span
SM - S.IarMount HD- SolarMount Heavy Duty
Step 3: Determine Rail Span/L-Foot Spacing
Using the distributed load, w, from Part H, Step 2, look up the
allowable spans, L, for each Unime rail type, SolarMount (SM)
and SolarMount Heavy Duty (HD).
There are two tables, L-Foot SolarMount Series Rail Span
Table and Double L-Foot SolarMount Series Rail Span Table.
The L-Foot SolarMount Series Rail Span Table uses a single
L-foot connection to the roof, wall or stand-off. The point
load connection from the rail to the L-Foot can be increased
by using a double L-foot in the installation. Please refer to the
Part III for more installation information.
2
2.5
3
3.5
4
4.5
5
S.5
6
6.5
7
7.5
8
8.5
9
9.5
10
10.5
11.5
12
12.5
13
13.5
14
14.5
IS
15.5
16
17
11
sWIUNIRAC UniracCode-ComplianttnstallationManual SolarMount
Table 9. Double L-Foot Solar-Mount Series Rail Span
SM - SolarMount HD- SolarMuunt Heavy Duty.
Span
w=OWbvrtd L.adf 1
0
20 25 30 40 50 60 80 100 120 140 160 180 200 220 240 260
280 300
2
2.5
Ei
3
3.5
t" Sfsr' .314:' ,~3♦`J' Pte: °_E- z"Ii.`~.LSi~- `."b` -
4
45
55
E9-°ceS're"h.FSM
6.5
75
sct'~m
SM
A~"SHs~--
.3
8.5
9
9.5
nSl*3V_`°_=y?SL'~"* =tl ,gym
10
10.5
it
''~_T''=SPIT:
11.5
12
12.5
13
13.5
14
14.5
IS
15.5
16
17
Step 4: Select Rail Type
Selecting a span and rail type affects the price of your
installation. Longer spans produce fewer wall or roof
penetrations. However, longer spans create higher point load
forces on the building structure. A point load force is the
amount of force transferred to the building structure at each
connection.
It is the installer's respon ibility to verify that the building
structure is strong enou hg to support the point load
forces.
Step 5: Determine the Downforce Point Load, R (lbs),
at each connection based on rail span
When designing the Unnac Flush Mount Installation, you
must consider the downforce Point Load, R (lbs) on the roof
structure.
The Downforce, Point Load, R (lbs), is determined by
multiplying the Total Design Load, P (psf) (Step 1) by the Rail
Span, L (ft) (Step 3) and the Module Length Perpendicular to
the Rails, B (ft) divided by two.
R (ibs) = PLB12
12
R = Point Load (7bs)
P = Total Design Load (psD
L = Rail Span (ft)
B = Module Length Perpendicular to Rails (ft)
It is the installer's responsibility to verify that the building
structure is strong enough to support the maximum point
loads calculated according to Step 5.
SolarMount Unirac Code-Compliantlnstallation Manual U N I RAC
Table 10. Downforce Point Load Calculation
Total Design Load (downforce) (max of case I, 2 or 3) P
Module length perpendicular to rails B x
Rail Span L x
Downforce Point Load R
psf
ft
ft
12
Ibs
Step I
Step 4
Step 6: Detertnine the Uplift Point Load, R (Ibs), at
each connection based on rail span
You must also consider the Uplift Point Load, R (lbs), to
determine the required lag bolt attachment to the roof
(building) structure.
-
Table 11. Uplift Point Load Calculation
Total Design Load (uplift) P
psf
Step I
Module length perpendicular to rails B x
ft
Rail Span L x
it
Step 4
12
Uplift Point Load R
Ibs
Table 12. Lag pull-out (withdrawal) capacities (Ibs) in typical roof lumber (ASD)
Use Table 12 to select a lag bolt
size and embedment depth to
Lag screw spedficotions
satisfy your Uplift Point Load
s
Force, R (lbs), requirements.
Specific
/c° shaft-
gravity per inch thread depth
It is the installer's responsibility
Douglas Fir, Larch 0.50 266
to verify that the substructure
and attachment method is strong
Douglas Fir, South 0.46 235
enough to support the maximum
Engelmann Spruce, Lodgepole Pine
point loads calculated according to
(MSR 1650 f & higher) 0.46 235
Step 5 and Step 6.
Hem, Fir, Redwood (close grain) 0.43 212
Hem, Fir (North) 0.46 235
Thread
Southern Pine 0.55 307 depth
Spruce, Pine, Fir 0.42 - 205
Spruce, Pine, Fir
(E of 2 million psi and higher
-
grades of MSR and MEL) 0.50 266
Sources:American Wood Council, NDS 2005,7able 11.2A, 11.32A.
Notes: (1) Thread must be embedded in the side grain of a rafter or other structural member integral with the
building structure.
(2) Lag bolts must be located in the middle third of the swauml member.
(3) These values are not valid for wet service.
(4) This table does not include shear capacities. If necessary, contact a local engineer to specify lag bolt size
with regard to shear forces.
(5) Install log bobs with head and washer flush to surface (no gap). Do not over-torque
(6) Withdrawal design values for log screw connections shall be multiplied by applicable adjustment factors if
necessary. See Table 10.3.1 in the American Wood Council NDS for Wood Construction.
*Use flat washers with lag screws.
13
U N RAC Unirac Code-Compliant Installation Manual SolarMotmt
Part III. Installing SolarMount
The Unirac Code-Compliant Installation Instructions support applications for building permits for
photovoltaic arrays using Unirac PV module mounting systems.
This manual, SolarMount Planning and Assembly, governs installations using the SolarMount and
SolarMount HD (Heavy Duty) systems.
® Rail - Supports PV modules. Use two per row of
modules. 6105-T5 aluminum extrusion, anodized.
® Rail splice - Joins and aligns rail sections into single
length of rail. It can form either a rigid or thermal
expansion joint, 8 inches long, predrilled. 6105-T5
aluminum extrusion, anodized.
® Self-drilling screw- (No. 10 x 3/a") - Use 4 per rigid..
splice or 2 per expansion joint. Galvanized steel.
0 L-foot - Use to secure rails. either through roofing
material to building structure or standoffs. Refer to
loading tables for spacing. Note: Please contact Unirac
for use and specification of double L-foot.
® L-foot bolt (3/8" x 3/a") - Use one per L-foot to secure
rail to L-foot. 18-8A2 stainless steel.
O Flange nut (3/8 - Use one per L-foot to secure rail to
L-foot. 18-8A2 stainless steel.
® Flattop standoff (optional) (3/8 - Use standoffs to
increase the height of the array above the surface of the
roof or to allow for the use of flashings. Use one per
L-foot. One piece: Service Condition 4 (very severe)
zinc-plated-welded steel. Includes 3/8"x 1/4" bolt with
Figure 4. SolarMountstandard rail components.
lock washer for attaching L-foot. Flashings: Use one per
standoff. Unirac offers appropriate flashings for both
standoff types.
Note:'There is also a flange type standoff that does not
require an L-foot.
O Aluminum two-peice standoff (optional) (4" and 7")
- Use one per L-foot. Two-piece: 6105-T5 aluminum
extrusion. Includes 3B" x /4" serrated flange bolt with
EPDM washer for attaching L-foot, and two /16" lag bolts.
O Lag screw for L-foot (5/16") - Attaches standoff to
rafter.
0 Top Mounting Clamps
® Top Mounting Grounding Clips and Lugs
Installer supplied materials:
• Lag screw for L-foot-Attaches L-foot or standoff to
rafter. Determine the length and diameter based on pull-
out values. If lag screw head is exposed to elements, use
stainless steel. Under flashings, zinc plated hardware is
adequate.
Waterproof roofing sealant- Use a sealant appropriate
to your roofing material. Consult with the company
currently providing warranty of roofing.
14
[3.1.] SolarMount® rail components
SolarMount Unirac Code-Compliant Installation Manual U N I RAC
[3.2.] Installing SolarMount with top mounting clamps
This section covers SolarMount rack assembly where the installer has elected to use top mounting clamps to secure modules to the
rails. It details the procedure for flush mounting SolarMount systems to a pitched roof.
Figure 5. Exploded view of a flushmount installation mounted with L feet.
Table 14. Clamp kit part quantities
End
Mid
module
'/."x %s"
flange
Modules clamps
clamps
clamp bolts safety bolts
nuts
2 4
2
6
2
8
3 4
4
a
2
10
4 4
6
10
2
12
5 4
8
12
2
14
6 4
10
14
2
16
7 4
12
16
2
18
8- 4
14
18
2
20
Table 15.Wrenches and torque
Wrench
Recommended
size
torque (ft-Ibs)
hardware
5 - 10 g
''/s" hardware
A Ail top down clamps must be installed with anti-
j(\ seize to preventgalling and provide uniformity
I -L-1 i in clamp load. UniRac Inc recommends Silver
Grade LocTite Anti-Seize Item numbers: 38181,
80209,76732,76759,76764, 80206, and 76775, or
equivalent. 114"- 20 hardware used in conjunction
with top down clamps must be installed to 5 - 10 ft-Ibs
of torque. When using UGC-1, UGC-2, WEEB 9.5 and
WEEB 6.7,114" - 20 hardware must be installed to
10 ft-lbs or torque. Additionally, when used with
a top down clamp, the moduleframe cross section
must be boxed shaped as opposed to a single, I-shaped
member. Please refer to installation supplement 910:
Galling and Its Prevention for more information
on galling and anti-seize and installation manual
225. Top Mounting Unit" Grounding Clips
and WEEBLugs for more information on Grounding
Clips."
Torques are not designated for use with wood
connectors
15
:e'UNIRAC UniracCode-CompliantInstallationManual SolarMount
[3.2.1] Planning your SolarMount® installations
The installation can be laid out with rails parallel to the rafters
or perpendicular to the rafters. Note that SolarMount rails
make excellent straight edges for doing layouts.
Center the installation area over the structural members as
much as possible.
Leave enough room to safely move around the array during
installation. Some building codes require minimum clearances
around such installations, and the user should be directed to
also check `The Code'.
The width of the installation area equals the length of one
module.
The length of the installation area is equal to:
• the total width of the modules,
• plus 1 inch for each space between modules (for mid-
clamp),
• plus 3 inches (11/2 inches for each pair of end clamps).
Peak
v
w Low-profile
High-profile mode
mode
Gutter
Figure 6. Rails may be placed parallel or perpendicular to rafters.
16
SolarMount Unirac Code-Compliant Installation Manual p•.FUNIIA[
~<--Overhang 25%L max
25% of module
Foot spacing/---i
width
a~
f i
i '
5W. of module
1 /
width (TYP)
N
M
l
Rafters
ote:
odu
es mustbe
Lower roof edge
centered symmetrically on the
(Building Structure)
rails 2•). If this is not the
case, call Unirac for assistance.
Figure S. Layoutwith rails perpendicular to rafters.
Installing L-feet
Drill pilot holes through the roof into the
center of the rafter at each L-foot lag screw
hole location.
Squirt sealant into the hole, and on the shafts
of the lag screws. Seal the underside of the L-
feet with a suitable sealant. Consult with the
company providing the roofing warranty.
Securely fasten the L-feet to the roof with
the lag screws. Ensure that the L-feet face as
shown in Figure 8 and 9. For greater ventila-
tion, the preferred method is to place the
single-slotted square side of the L-foot against
the roof with the double-slotted side perpen-
dicular to the roof. If the installer chooses to
mount the L-foot with the long leg against the
roof, the bolt slot closest to the bend must be
used.
25% of module width 50% of module width
I
1 I 5`t ti
1 "'f } Fdotspach /
( I
Span, L
Lower roof edge
Overhang 25%L max
Rafters (Building Structure) 2-1 Note: Modal. onatbe
centered symmetrically on the
rails (+/-2*). If this is not the
case, call Unirac for assistance.
P1gWV Y. LayoatWuh rails parallel to rafters.
Page
17
::°UNIRAC Unirac Code-Compliant Installation Manual SolarMount
[3.2.3] Laying out standoffs
Standoffs (Figure 10) are used to increase the height of the
array above the surface of the roof. Pair each standoff with a
flashing to seal the lag bolt penetrations to the roof.
Use Figure 11 or 12 to locate and mark the location of the
standoff lag screw holes within the installation area.
Remove the the or shake underneath each standoff location,
exposing the roofing underlayment. Ensure that the standoff
base lies flat on the underlayment, but remove no more mate-
rial than required for the flashings to be installed properly.
The standoffs must be firmly attached to the building
structure.
Overhang 257 L max Foot spacing/ 25% module width
Rail Span L each end
PI \
PIT,
137 6 1 .....E td e k .
1 F 0% module
width (TYP)
71
Lower of edge
y~`--- Rafters
(Building Structure)
Note: Modules must be centeredsymmetrically on the rails
(+1-2*). If this is nctthe case, call Unirac forassismoc.
Figurell. Layout with railsperpendicular to rafters.perpendicular to rafters.
Overhang 25% of S0%6 typical
d
l
i
mo
u
e w
dth (TYP)
7116
Ali
F7
e - t (
1 Cl
_
t
E_T
1
r far#Pa 3 t
Fo spacing/ -*^---7116"
„
"
'
\ 1'
L
Span
E
Lower roof edge 11
Overhang 25%L,max
1 i
~
e
Rafters (Building Structure)
Note: Modules rn stbe centeredsymmen'iw11yan th, rails
(+/-29. If Otis is not the case, call Unirac for assistance.
Figure 12. Layout with rails parallel to rafters.
If multiple high-profile rows are to be
installed adjacent to each other, it may not
be possible for each row to be centered above
the rafters. Adjust as needed, following the
guidelines of Fig. 12 as closely as possible.
Installing standoffs
Drill 3/16 inch pilot holes through the
underlayment into the center of the rafters at
each standoff location. Securely fasten each
standoff to the rafters with the two 5/16" lag
screws.
Enure that the standoffs face as shown in
Figure 11 or 12.
Unirac steel standoffs (15/8 "O.D.) are
designed for collared flashings available
from Unirac. Aluminum two-piece standoffs
(11/8"O.D.) take all-metal flashings, also
available from Unirac.
Install and seal fleshings and standoffs
using standard building practices or as the
company providing roofing warranty directs.
18
SolarMount Unirac Code-Compliant Installation Manual :P U N I RAC
[3.2.4] Installing SolarMount rails
Keep rail slots free of roofing grit or other debris. Foreign matter will
cause bolts to bind as they slide in the slots.
Installing Splices. If your installation uses SolarMount splice bars, attach
the rails together (Fig. 13) before mounting the rails to the footings. Use
splice bars only with flush installations or those that use low-profile tilt
legs.
Although structural, the joint is not as strong as the rail itself. A rail should
always be supported by more than one footing on both sides of the
splice. (Reference installation manual 908, Splices/Expansion Joints.)
If using more than one splice per rail, contact Unirac concerning
thermal expansion issues.
Mounting Rails on Footings. Rails may be attached to either of two
mounting holes in the L-feet (Fig. 14). Mount in the lower hole for a low
profile, more aesthetically pleasing installation. Mount in the upper hole
for a higher profile, which will maximize airflow under the modules. This
will cool them more and may enhance performance in hotter climates.
Slide the''%-inch mounting bolts into the footing bolt slots. Loosely attach
the rails to the footings with the flange nuts.
Ensure that the rails are oriented to the footings as shown in Figure 8, 9,
11, or 12, whichever is appropriate.
Aligning the Rail Ends. Align one pair of rail ends to the edge of the
installation area (Fig. 15 or Fig. 16).
The opposite pair of rail ends will overhang the side of the installation
area. Do not trim them off until the installation is complete.
If the rails are perpendicular to the rafters (Fig. 15), either end of the rails
can be aligned, but the first module must be installed at the aligned end.
If the rails are parallel to the rafters (Fig. 16), the aligned end of the rails
must face the lower edge of the roof. Securely tighten all hardware after
alignment is complete (20. it lbs).
Mount modules to the rails as soon as possible. Large temperature
changes may bow the rails within a Jew hours if module placement is
delayed.
Edge of installation area --n
Figure 15. Rails perpendicular to the rafters.
Clamping
bolt slot
Mounting
slots
Footing
bolt slot
Figure 14. Foot-to-rail splice attachment
u
3
I
Nil
dl
e
~
P
I
a
t~
P
Edge of installation area
Figure 16. Rails parallel to the rafters.
rte.
19
U N I RAC Unirac Code-Compliant lnstailation Manual SolarMount
[3.2.5] Installing the modules
Pre-wiring Modules. If modules are the Plug and Play type,
no pre-wiring is required, and you can proceed directly to
"Installing the First Module" below.
If modules have standard J-boxes, each module should be
pre-wired with one end of the intermodule cable for ease of
installation. For safety reasons, module pre-wiring should not be
performed on the roof.
Leave covers off J-boxes. They will be installed when the
modules are installed on the rails.
Installing the First Module. In high-profile installations, the
safety bolt and flange nut must be fastened to the module bolt
slot at the aligned (lower) end of each rail. It will prevent the
lower end clamps and clamping bolts from sliding out of the rail
slot during installation.
If there is a return cable to the inverter, connect it to the first
module. Close the J-box cover. Secure the first module with
T-bolts and end clamps at the aligned end of each rail. Allow
half an inch between the rail ends and the end clamps (Fig.18).
Finger tighten flange nuts, center and align the module as
needed, and securely tighten the flange nuts (5-10 ft lbs).
to '✓'1
I It
i-boxes
Figure 17
Installing the Other Modules. Lay the second module face
down (glass to glass) on the first module. Connect intermodule
cable to the second module and close the J-box cover. Turn the
second module face up (Fig. 17). With T-bolts, mid-clamps and
flange nuts, secure the adjacent sides of the first and second
modules. Align the second module and securely tighten the
flange nuts (Fig. 19).
For a neat installation, fasten wire management devices to, rails
with self-drilling screws.
Repeat the procedure until all modules are installed. Attach the
outside edge of the last module to the rail with end clamps.
Trim off any excess rail, being careful not to cut into the roof.
Allow half an inch between the end clamp and the end of the rail
(Fig. 18).
Check that all flange nuts on T-bolts are torqued to 5-10 it Ibs
Figure 18
Figure 19
High-lipped module
(cross section) Spacer"
Low-lipped module
Figure 20. Mid clamps and end clamps for lipped-frame modules are identical. A spacer for the end clamps is necessary only if the lips are
located high on the module frame.
20
~e
SolarMount Unirac Code-Compliant Installation Manual U N IRAC
[3.3] Installing SolarMount with bottom mounting clips
This section covers SolarMount rack assembly where the installer has elected to use bottom mounting clamps to secure modules to
the rails. It details the procedure for flush mounting SolarMount systems to a pitched roof.
I soloo.:wr7 rats
Fo,olsig oclr Sol
MOVIAng -,.6p
Table 16. Wrenches and torque
Wrench Recommended
size torque (ft-lbs)
'/s" hardware $
''/a' hardware 20
Note:Torque specfcations do not apply to lag halt
connections.
Stainless steel hardware can seize up, aprocess
called galling. To significantly reduce its
' likelihood, (1) apply lubricant to bolts, preferably
an anti-seize lubricant, available at autoparts
stores, (2) shade hardware prior to instailatiory
and (3) avoid spinning on nuts at high speed.
See Installation Supplement 910, Galling and Its
Prevention, at www.unirac.com.
21
n
UNIRAC UniracCode-Compliant Installation Manual SolarMount
[3.3.1] Planning the installation area
Decide on an arrangement for clips, rails, and L-feet (Fig. 22)
Use ArrangementA if the full width of the rails contacts the
module. Otherwise use Arrangement B.
Caution: If you choose Arrangement B, either
(1) use the upper mounting holes of the L -feet or
(2) be certain that the L -feet and clip positions don't
conflict.
If rails must be parallel to the rafters, it is unlikely that they
can be spaced to match rafters. In that case, add structural
supports - either sleepers over the roof or mounting blocks
beneath it These additional members must meet code; if in
doubt, consult a professional engineer.
Never secure the footings to the roof decking alone. Such an
arrangement will not meet code and leaves the installation
and the roof itself vulnerable to severe damage from wind.
Leave enough room to safely move around the array during
installation. The width of a rail-module assembly equals the
length of one module. Note that L-feet may extend beyond
the width of the assembly by as much as 2 inches on each
side. The length of the assembly equals the total width of the
modules.
Distance between
- lag bolt. centers.
2"
Distance between --.-i
idule mounting holes t
PV module
i
addle bolt clip
bolt
L-fact
Distance between
log
€14'
-Distance between
module mounting hot
a'
LB]
Figure 22. Clip Arrangements A and B
22
d" U N I RAC Unirac Code-Compliant Installation Manual SolarMount
[3.3.3] Attaching modules to the rails
Lay the modules for a given panel face down on a surface
that will not damage the module glass. Align the edges of the
modules and snug them together (Fig. 21, page22).
Trim the rails to the total width of the modules to be mounted.
Place a rail adjacent to the outer mounting holes. Orient
the footing bolt slot outward. Place a clip slot adjacent to
the mounting holes, following the arrangement you selected
earlier.
Assemble the clips, mounting bolts, and flange nuts. Torque
the flange nuts to 5 foot-pounds.
Wire the modules as needed. For safety reasons, module
wiring should not be performed on a roof. For a neat
installation, fasten cable clamps to rails with self-tapping
screws.
[3.3.4] Installing the module-rail assembly
Bring the module-rail assembly to the installation site. Keep
rail slots free of debris that might cause bolts to bind in the
slots.
Consider the weight of a fully assembled panel. Unirac recom-
mends safety lines whenever lifting one to a roof.
Align the panel with the previously installed L-feet. Slide 3/8
inch L-foot mounting bolts onto the rail and align them with
the L-feet mounting holes. Attach the panel to the L-feet and
finger tighten the flange nuts.
Rails may be attached to either of two mounting holes in the
footings (Fig. 25).
• Mount in the lower hole for a low, more aethetically
pleasing installation.
• Or mount in the upper hole to maximize a cooling
airflow under the modules. This may enhance perfor-
mance in hotter climates.
Adjust the position of the panel as needed to fit the installa-
tion area. Slide the remaining L-feet bolts onto the other rail,
attach L-Feet, and finger tighten with flange nuts. Align L-feet
with mounting holes previously drilled into the roof. Install
lag bolts into remaining L-feet as described in "Laying out and
installing L-feet" above.
Torque all footing flange nuts to 20 foot-pounds. Verify that all
lag bolts are securely fastened.
24
Figure 25. Leg-to-rail attachment
SolarMount Unirac Code-Compliant Installation Manual U N I RAC
[3.3.2] Laying out the installing L-feet
L-feet are used for installation through
existing low profile roofing material, such
as asphalt shingles or sheet metal. They
are also used for most ground mount
installations. To ensure that the L-feet will
be easily accessible during flush installation:
• Use the PV module mounting holes
nearest the ends of the modules.
• Situate the rails so that footing bolt
slots face outward.
The single slotted square side of the L-foot
must always lie against the roof with the
double-slotted side perpendicular to the
roof.
Foot spacing (along the same rail) and rail
overhang depend on design wind loads.
Install half the L-feet:
• If rails are perpendicular to rafters
Il fi
I ! Install Second
Sal rMouht Rails n H i
If n ) u
Install First "
_J L
if ,
H ii
Ledger }
roof edge}f Rafter Rafters
(Fig. 23), install the feet closest to Figure 23. Layout with mils perpendicular to rafters.
the lower edge of the roof.
• If rails are parallel to rafters (Fig
24), install the feet for one of the
rails, but not both.
For the L-feet being installed now, drill pilot
holes through the roofing into the center of
the rafter at each lag screw hole location.
Squirt sealant into the hole and onto the
shafts of the lag screws. Seal the underside
of the L-feet with a sealant. Securely fasten
the L-feet to the building structure with the
lag screws. Ensure that the L-feet face as
shown in Figure 23 or Figure 24. -
Hold the rest of the L-feet and fasteners
aside until the panels are ready for the
installation.
23
SolarMount Unirac Code-Compliant Installation Manual p: U N I RAC
[3.4] Installing SolarMount with grounding clips and lugs
Clips and lu, are sold separately.
Figure 28. Place grounding clips,
lugs, and copper wire (6 -10 AWG).
Place a loop in the wire around
splices to prevent tension. Be sure
wiring between rails is not taut.
KEY
❑
PV module
O
SolarMount rail (any type)
Rail splice
x
Grounding lug
Grounding clip
-
Copper wire
3
I
EE
II '
Sinale aroundina
Alt
wire for entire array
_ ern
for in-li
25
O
UNIRAC Unirac Code-Compliant Installation Manual SolarMount
10 year limited Product Warranty, 5 year limited Finish Warranty
Unirac, Inc., warrants to the original purchaser
("Purchaser") of product(s) that it manufactures
("Produce) at the original installation site that
the Product shall be free from defects in material
and workmanship for a period of ten (10) years,
except for the anodized finish, which finish
shall be free from visible peeling, or cracking or
chalking under normal atmospheric conditions
for a period of five (5) years.from the earlier
of 1) the date the installation of the Product is
completed, or 2) 30 days after the purchase of
the Product by the original Purchaser ("Finish
Warranty").
The Finish Warranty does not apply to any foreign
residue deposited on the finish. All installations
in corrosive atmospheric conditions are excluded.
The Finish Warranty isVOID if the practices
specified byAAMA 609 & 610-02-"Clearing
and Maintenance for Architecturally Finished
Aluminum' (www.aamanet.org) are not followed
by Purchaser.This Warranty does not cover
damage to the Product that occurs during its
shipment, storage, or installation.
This Warranty shall be VOID if installation of the
Product is not performed in accordance with
Unirac's written installation instructions, or if the
Product has been modified, repaired, or reworked
in a manner not previously authorized by Unirac
IN WRITING, or if the Product is installed in
an environment for which it was not designed.
Unirac shall not be liable for consequential,
contingent or incidental damages arising out of
the use of the Product by Purchaser under any
circumstances.
If within the specified Warranty periods the
Product shall be reasonably proven to be
defective, then Unirac shall repair or replace the
defective Product or any part thereof, in Unirac's
sole discretion. Such repair or replacement shall
completely satisfy and discharge all of Unirac's
liability with respect to this limited Warranty.
Under no circumstances shall Unirac be liable
for special, indirect or consequential damages
arising out of or related to use by Purchaser of
the Product
Manufacturers of related items, such as PV
modules and fiashings, may provide written
warranties of their own. Unirac's limited Warranty
covers only its Product and not any related items.
n' I 1411 Broadway Boulevard NE
®
Albuquerque NM 87102-1545 USA
' V
26
DENVER
ALTERNATIVE
ENERGY
PV SYSTEM LINE DIAGRAM (XCEL)
Prepared by Ric Nepomuceno, DenverAlternative Energy, LLC
Rebate Application #:11721
Name: Ray and Nikki Ragonese
Address: 30321ngauCt. 1„0(; -ply Co
City/State/Zip: Berra CO. 80214
Phone: 720-732-9008
Email nikbovilcomcastnet
Xcet#: 53-2394335-9
Premise#: 300898500
System Size: 8060w
# of Modules: 14
# of Strings 2
Panet Information
A.erisolar AS-6.30 240.
2A
.3V
2A
0w
Length AV
4-
V39.4-
0"
4 Wo.
Calculations
PV Side Ampacity per string
Isc REM
NEC conductor short circuit adj, x1.56
PV Source Current Max 13.29A
Max PV system voltage vs.
Max rated DC inverter input voltage:
PV .,to. VOC 259.7
Temp correction factor for-23 x 1.23
to -31 deg. F
Max PV system voltage 319V
Max rated DC inverter input 450 V
voltage
500 V-318V 131V
PV Conductor Ampacity Req.
AmpacityTotal 13,29A
#tOAWGTHWN-2 40A
140 deg. F Decate Factor x0.71
Wire Capacity Available 28.4A
Equipment Grounding Conductor
PV parallel string combine,/ 15A
DC disco/AC disco OCPD
Min. AWG for Equip. Ground #14AWG
M 15A OCPD
Grounding Conductor Size #10AWG
used in system
Max Wolfe, 3000/
Min.ottage 211
14.22A
Cantata Factor x1.25
Inverter Output Conductor 17..A
Ampacity Minimum
2 Strings
#Panels/string
7
Vmp
212AV
VOC
259.7
Imp
7.92A
Ins
8.52A
Distances= 8 ft.
Distances = 9 ft.
DC Current Max 13A
1
4410 USE-2 PV Wire 2 AA
1-#10 AWG Bare CU Ground
Combiner Be.
Source Combiner Ratings
Max OCPD Rating =15 A
OCPDAmp Rating = 15 A
OCPD Vail Rating = 600 V
DC Current Max 13A
4-#10AWOTHWN-2 28.4A
DC Disconnect
1-#10 Bare CU Ground
600. JA
314"EMT or Equivalent
Inverterintegrated
Inverter
PV Powered 3000
PV MIN WATTS
0
PV MAX WATTS
3000
PV USABLE VOLTAGE MIN
180
PV USABLE VOLTAGE MAX
450
PV VOLTAGE MAX
500
PVMAXCURRENT
26
MAX AC POWER WATTS
3120
MAXAC CURRENT at 240V
13
M IN AC VOLTAGE RANGE
211
MAXEFFICIENCY%
93.5
INTEGRATED DC DISCONNECT
YES
MAX AC OVERCURRENT PROTECTION
30A
YEARS WARRANTY
10
WIDTH (IN)
16.6
HEIGHT (IN)
30.4
DEPTH IIN)
8.25
WEIGHTILBSI
80
UL1741APPROVED
YES
Distances= 2ft.
Distances = 2 ft.
Ground
AC Disconnect
Easily Accesible, lockable, In clear view of meter.
Labeled- "Photovoltaic System Disconnect"
DISCOAMPRATING 32A
DISCOVOLTRATING 600V
i~ 2Conductors #10 AWG THWN
INeutral #to AWGTHWN
Ground #IOAWG THWN
Conduit 3/4"EMT or Equivalent
Service Panel
600V 200A
Max Breaker: 200 A `
Backfed Breaker: 25 A
Bus Amp Rating: 200 A
Service Voltage: 600 V
UTILITY
METER
.J
♦ i CITY OF WHEAT RIDGE
r Building Inspection Division
1 (303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPEC~NOTICE
Inspection Type:
Job Address:
Permit Number: 6~1~G~7 U
❑ No one available for inspection: Time 6Z'1 t A
Re-Inspection required: Yes No
When corrections have been made, call for re-inspection at 303-2345933
Date: cl # L Inspector: NI-1
DO NOT REMOVE THIS N~TICE
41 City of Wheat Ridge
►
Residential Roofing PERMIT - 093887
r40oor-
PERMIT NO: 093887.' ISSUED:'. 11/05/2009
JOB ADDRESS: 3032 INGALLS CT EXPIRES: 05/04/2010
DESCRIPTION: Reroof 30 sqs
**s CONTACTS
owner 303/232-6002 NikiRagenese
sub 970/669-6999 Anthony Ostblom 09-0451 A.J,. Shirk Roofing.. LLC
PARCEL INFO
ZONE CODE: UA USE: UA"
SUBDIVISION:..... 0503. -BLOCK/LOT#.: 0/
FEE SUMMARY ESTIMATED PROJECT VALUATION: 9,225.00
FEES
Permit Fee 235.70ty
Total Valuation .00 L
Use Tax, 166.05
TOTAL 401.75 .
Conditions:
6 nail .installation mid-roof inspection required.. Board sheathing spaced more
than al/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/Propertyowner 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
measuremen s own; and allegations. made are accurate; that I have read and agree to abide by all conditions printed on this
applicat' d'that I assume full responsibility for compliance' with the Wheat Ridge Building Code (I.B.C) and. all other
appli eat Ridge Ordinances, for work under this permit. Plans subject to field inspection.
ture of contractor/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
ordinances. of the City.
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 J.
changes have been or will be made in the original plans. and specifications and any suspension or abandonment 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 a new permit. -
4. No work of any manner shall be done that will change the natural flow of. water causing a drainage problem.
5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive
written approval on inspection bard 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'
an approval of, any violation of the provisions of the building codes or any other ordinance,. law, rule or regulation.
All plan review is subject to field inspections. -
SignaturWSMUST Building Official date
INSPEC N EQUESTLINE: (303)234-5933 BUILDING OFFICE: (303)235-2855
BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE. FOLLOWING BUSINESS DAY.
Nov 05 09 05:52p P.1
City of Wheat Ridge Building Division Date:
7500 W. 29th Ave_, Wheat Ridge, CO 80033
Office: 303-235-2855' Fax. 303-235-2857 Plan#:
o Inspection Line: 303-2345933 Aermn 0 lO T s wD J-
~toBno
Building Permit Application
Property Address: 3 D..3 C /
Property Owner (please pano: A/ , k,' lPn C 7°✓1 ti° S e Phone:. 3a 3 - a3a - ~Oa
Mailing Address: (ifdi(feient than prapeftyaddress)
Address:
City, State, Zip:
Contractor. ~/l rr /c Roo-Fiii L.C
Contractor License Phone: Q70 - ~o loq- 1? 9 9
Sub Contractors:
Electrical City License Plumbing City License Mechanical City License
Company: Company Company:
Exp. Date. Exp, Date:
Approval: Exp. Date:
Approval: Approval:
Use of space (description): Construction Value: ; 9 a a 5
Description of work: Revnoij-e ehLSf'Iny ShrnflP.s (asCalwlatedpe d8-EWRdwgyabwawnDafasheet)
oh'e io"1pn
y hsA-u (-l 3 (D sq9 (4are 111~ Plan Review (dueat time oisubmMalJ: $
OW~hs Cornth5 ,3p yprcr Y~fvnenSlmv14~
~(r S
Sq. FLIL. t added: Squares BTU's Gallants Amps
4
OMERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I nereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances,
rules regulations s m City Wheat Ridge or and covenants, agree to sawmills ar nditd phi of record: that all measurements ume full
allegations made auls are am rate; that I have read full agrce tc abide by all Conditions nrhs printed on this application and that I assume full
responsibility for compliance with the wheat Ridge Building Code (LB.C) and all other applicable Wheat Ridge ordinances, for work
under this pernit. Plans subject to field Inspection.
CIRLCEONE: ( FR) ( ) or PERSONAL REPRESQ of(O1IYNFR) (CONTRATOR)
PRINT NAME SIGNATURE: Date: l/-S L 51
ZONING COMMENTS:
Zoning:
Reviewer.
PUBLIC WORKS COMMENTS:
Reviewer.
BUILDING DEPARTMENT COMMENTS: OCCUPANCY:
Reviewer. -
FIRE DEPARTMENT:: 0 approved W/ Comments 0 disapproved 0 no review requted Bidg valuation:;
DEPARTMENT USE ONLY
~----
I
o Elec. S Plumb. 0 Mech. 0 Structural 0 Other
o 1 st 0 2nd 0 3rd
Job Address: :7032 :?/r#b.A-il $ c!"" ,
h.....d /L_t:. - oj/'
,
I
f
,
I
I
!
I
I
i
,
I
f
t
!
!
oRe-inspection fee of $
o Blocked Access
o No one available for inspection: Time
must be paid prior to re-inspection.
AM/PM
'When corrections have been made, call for re-inspection at 303-234-5933
/
Date:
/?'/~<,~7 Inspector>Z:::'~
DO NOT REMOVE THIS NOTICE
i
i
I
I
,
i
i.
. ,-.-. ~"_~_____.c...c_.~_.~"__,..~__~_ _~__.<~_',c___._..~~, _,~_.__. ...."'-___ ..C.__.. ___
-- ,'. .._- ----,--- - ---'.... ~_.~.. .-- ---
~:"";'T1'",
'\<~'~"0'""""",,,,,,<,,,_~,,..,,,,,..,,\' ",I", JI,JII!~t~"~I;;;,,,,,,,, ""'''',,''r'' u""", "" ,""o/""~",ll!ll,"","~,,,I!I!'!l,jl!!!III'lil!!JI!l
City of Wheat Ridge
r
Residential Plumbing PERMIT - 071134
PE:RMIT NO:
JOB ADDRESS:
DESCRIPTION:
071134
3032 INGALLS
Repipe Waste
CT
pipe
in C.S:
ISSUED:
EXPIRES:
Inclpulling/replacing
10/19/2007
04/16/2008
main flange,
*** CONTACTS ***
owner 720/732-9008
gc 720/628-9882
Niki Ragonese
CESAR VITELA
07-0169 CESAR'S PLUMBING, LLC
.. PARCEL INFO
ZONE CODE:
SUBDIVISION:
..
UA
0503
USE:
BLOCK/LOT#:
r-3
0/
Permit Fee
Total Valuation
Use Tax
** TOTAL **
~17
~::1,"d~
ESTIMATED
FEES
70.25
.00
27.00
97.25
PROJECT VALUATION:
1,500.00
** FEE SUMMARY **
Comments:
~
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
me.surements 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.
Sl~ature ofcontractor!owner
date
l~ 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 ariy other applicable
ordinances of the City.
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
changes have been or will be made in the original plans and specifications and any suspension or abandonment 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 a new permit.
4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
S Contractor shall notify the Building 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 p rmit or the approval of drawings and specifications shall not be construed to be a permit for, nor
violation of the provisions of the building codes or any other ordinance, law, rule or regulation.
is subject to field inspections.
date
Signature
INSPECTION REQUEST LINE. (303)234-5933 BUILDING OFFICE: (303)235-2855
REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
~
COMMUNITY DEVELOPMENT DEPT.
Inspection Services Division
(303) 235-2855
Correction Notice
Job Address:
.3032 IN&;!}//~<; /'!OuR7,
F/A//J/ ~/ /C7"rR/r
/. :> \. ~ L ..k"/1 @'J ,v AR /.:J....-;w'..Q (;f/
me> rJr ,.c/l/"/"/~<;O.k>ft"
;? >- :L,~'/'1"r-z. /?LL .b""~...vc.--....1-' I~' -<<~~(~~
~. ~ ....,,..., ;::-7
(..,../ " )7 J.r-J ,,_jI) '_
.
3. "> ~;;rtJt/?-- /~J__,,'--A- _.t:!l -,," ~;;2\.,~
!h,//yL'7C:X? /YOr../ /V..6:ZI~AL C'~
I S~ PA'/V./,Q.
.d
4-.... T/C/lhbV C.RO///1,n LL//; c9 2.
,~ ;7 r'/J7Z/ M/J-'J/I/,L) ~ LOh//) /} AI/CR.
When corrections have been made, call fo
303-234-5933.
Date:
DO NOT REMOVE T
--r
Building Permit
CITY OF WHEAT RIDGE
7500 West 29TIIAvenue
Wheatridge, CO 80033
303-235-2855
Permit Number
19081
8/812005
Inspection Line
303-234-5833
.~jiy.~'~&'f#:.~~':--:~2{
Residential Electric
PROPERTY 3032
Unit:
OWNER:
Ingalls St
Nicole Regonese
Description
200 amp service upgrade.
IFEES
IFees
IUse Tax
IPermit Fee
ITotal Fees
1
ICONTRACTORS
IName
ISraQdon Electrical Contractors
1
IDue
1$18.00
1$50.40
1$68.40
1
1
1 License #
122350
1
IPaid
1$18.00
1$50.40
1$68.40
1
1
IPhone
1303948-5251
.'Vnits:
Roof:
Stories:
SqFeet:
o
Occ;upancy:
Walls:
entsshown, and allegations made are accurate; that I have read and agreeto 3))ide by
for compliance with the Wheat Ridge Building Code (V.B.C.) and allother applicable
WNERC
OR)
SIGNED DATE
,
This permit was Issued in accordance with the provisions set forth In your application and Is subject to the laws Gfthe State of Color ado and to tbeZoning
RegulationundBUlldingCodeofWhea~Ridge,COJoradooranyotherapPlieable ordinances oftheCity. , " ',',_, " _.,'__, '
This pennit sha~ expire if(A) the work authorized is not commenced within sixty (60) days fromlssue date or (8) th~building authorized lssuspended or
abandoned for a period of120 days.
Hthis pennit expires, a new permit may be acquired for afee of one-half the amountilOnnauy required, p~vliled no changes ~,ave:been or,.."m,bemade intb~
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. H cbanges are made or if suspension or abandonment
exceeds one (I) year, full fees shallbe paid for a new permit.
Noworkof~nymannershallbCdonethatwillchli.ngethenaturalnowofwatercausingadralnageproblem~ _ _____ _ _ _ _,< .
Contractor Shall notify the Building Inspector twenty-four (24) bours in advance for all inspedlons and Shall receive written approval on'inSPection card before
proceeding with successive phases oftbejob.
The issuance ofa permit or the approval of drawings and specifications shan not be construed to be a pennit for,nor'an appn)'val of, any violation oft~~
provisions of the building codes or any other ordinance, law, rule or regulati on.
3
4
5
6
Chief Building Iuspeetor
SIGNED DATE
Page 1 of 1
Monday, August 08, 2005
~~' ~HE~r 1',
~ 0
- "
u - ~
COLORp..'iP
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80033 - (303-235-2855)
APPLICATION
Building Permit Number:
Date:g-g -O~
Property Owner:,.J \Co L. ~ eE&roN e..5~
Property Address: 3o~Z I ,.)074 <..~ c -r. g 02-1...../
Contractor License No.: (j, <; 7 D
CompanY:!3tfAC-,,::>o,J ~l.a. CDN1~(f'.)?..s l..l-C-
Phone:
Phone:3) '1'-( (S - ~ Z5) I
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING ANO AGREEMENT I Buildino DeDt. Valuation Figure: $
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 1 assume full responsibility for
compliance with the Wheat Ridge Building Code and all other applicable Wheat
Ridge Ordinances. for work under this i lans b' ct to field inspection,
(OWNER)(CONTRACTOR)" SI
DAT0" .,8 -Os.
Value:$ 1000,.....
Permit Fee:$
Plan Review Fee:$
Use Tax:$
Total:$
DA
Use of Space (description):
Description of workSe:e..l1c. EO l.:)f'C7 ~A\-r:::.c
ZoO AI'1f'"
Sq. Ft. added
BUILDING DEPARTMENT USE ONLY
SIC:
Sq.FI.:
!zONING COMMENTS:
Approval:
Zoning:
IaUILDING COMMENTS:
Approval:
PUBLIC WORKS COMMENTS:
Approval:
IRE DEPARTMENT COMMENTS:
Approval:
Jccupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No:
Company:
Plumbing License No:
Company:
Mechanical License No:
Compsny:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(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 ordinances of
theCily.
(2) This permit shall expire if (A) the work authorized is not commenced within sixty (90) days from issue date or (8) the building
authorized is suspended or abandoned for a period of 180 days.
(3) If this pennit expires. a new permit may be acquired for a fee of one-half the amount normally required, provided no changes
have been or will be made in the original plans and specifications and any suspension or abandonment 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 a new permit
(4) No wof1( of any manner shall be done that will change the natural now of water causing a drainage problem.
(5) Contractor shall notify the Building 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 pennit or the approval of drawings and spedfications shall not be construed to be a permit for. nor an
approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review
Is subject to field Inspections.
Chief Building Official
- --1--
,Byilding Permit
CITY OF WHEAT RIDGE
7500 West 29TII Avenue
Wheatridge, CO 80033
303-235-2855
Permit Number
19070
8/4/2005
Inspection Line
303-234-5933
Residential Mechanical
PROPERTY 3032 ingalls
OWNER: Nicole raymond ragonese
Unit:
(303) 232-6002
Description
New swamp cooler
IFEES
IFees
IUse Tax
IPermit Fee
ITotal Fees
1
ICONTRACTORS
IName
IHome Owner
1
IDue
1$9.00
1$30.55
1$39.55
I
1
ILicense #
10
I
IPaid
1$9.00
1$30.55
1$39.55
1
1
IPhone
1
Units:
Qccupancy: r-3
Walls:
City of Wheat Ridae .PRESCRIPTIVE ENERGY CODe
BOILERS I FURNACES A MINIMUM OF 90% AFUE
GAS WATER HEATERS A MINIMUM OF .60 ENERGY FACTOR
ELECTRIC WATER HEATERS A MINIMUM OF .93 ENERGY FACTOR
smACK THERMOSTAT REQUIRED (EXCEPT HYDRONIC HEAT)
R-21 WALLS ~ R-38 CEILINGS. R-19 CRAWLSPACES
Roof:
Stories:
Sq Feet:
o.
I hereby certify that the setback distances proposed by this permit application are accurate, and do not viohite applicable ordinances, rules or regulatiolL'l ofthe City of
Wheat Ridge or covenants, easements or restrictlolL'l ofrecon!; that all measurements shown, and allegations made are accuratc;tbat I bave read and agree to abide, by
.. roodi"", p';ot'~4it'" .pplk"''', ~d th" I u,"ro, '0. ,mpo",'bili" ,,, "rop""" with th, Wh," Rid" Bo",m, Cod, (U.B. 'C.') and all other applicable
Wheat Ridge l~aA rOI".&Dder,thisPCrmlt. , g'Lt03
N CTOR) SIGNED DATE
\
r This pennlt was Issued in accordance with thepmvisions set forth in your application and is 5ubjeclto the laws DC the State of Colorado andtotheZonlng
Regulations lmd Building Code or~hcat Ridge, Colorado or any other applicable ordinances ofthe City.
This pennlt shall expire if(A)the work authorized is not commenced withinsixt)' (60) days from issue date or (B) the building authorized is suspended or
abandoned for.a period of1IO days.
Hthispennit eipires, II riewpermit may be acq~ CoraCce oron~halfthe llDlount nonnany required, provided noclwnges have beenorWill be made mthe
original plans andspeeilkatlons and any suspension or abandonment has note:rceeded one (1) year. Ifchangesare made or lfsuspension or. abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
4 NO.work ofanYffi,anner shaU be done that wlUchangethe natural 80w of water causing a drainage problem.
S Contractor shaU notify the Building Inspector twenty-four (24) hours in advance for aU inspectiOl1.'lund shall receive written approval on inlipectioncard before
proceeding with successive phases ,of the job.
(; The issuance ofapennit or the approval of drawings and specifications shall notbeoonstmed to be II pennlt for, nor anapproval of, any violation of the
provisions ofthe bui. es or any ot ce, law, rule or regulation.
ChlefB
Thursday, August 04, 2005
SIGNED DATE
Page I of 1
Building Permit
CITY OF WHEAT RIDGE
7500 West 29TH Avenue
Wheatridge, CO 80033
303-235-2855
,:g~y#'~~.~g,~'<<'l
Permit Number
19070
8/4/2005
Inspection Line
3D3-234-5933
Residential Mechanical
PROPERTY 3032 ingalls
OWNER: Nicole raymond ragonese
Description
New swamp cooler
Authorized By Building Approval
Authorized On
Thursday, August 04, 2005
Zoning
5/5/2005 Approved By croot
Unit:
(303) 232-6002
Page lof 1
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING INSPECTION UNE -303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80033 - (303-235-2855)
APPLICATION
Property Owner- \ wLe: _4-- L'i\lJN\ C ;'-.j.) 12,\-(':,C):...JIS U
Property Address:~yy I NG--f\LV~ C.:-;:
Contractor License No.:
Company:
Building Permit Number:
Date:
Phone: ~f)'" - 2<,2--(( ':;6 L
Phone: i2b ;l ':, '2 - 4\)Jr
OWNERlCONTlIACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I Buildino Deal. Valuation Figure: $
1 hereby certify that the setback distanoes proposed by this permit applicaijon are
aCCUl"3le. and do not violate applieable or<linances, rules or regulations of the City 01
Wheal Ridge or covenan\lI. _ or __s of record; thalaI measuremenls
shown. ar>d allegations made ate accurale: that I have read and agree ID abide by aI
cor>ditionS printed on this application and that I auume fuU responsibility to<
complian<:e with the Wheat Ridge Buitding Code (I.B.C) and all other applicable Wheat
1~:;=~:=l~~.Liie:~~:~}o)
((OW~COHTRACTOR);PRIHTEO . COLt fj, <i' DATE~
---
Use of Space (description):
Description of work:
)~Q. (' --s."'-'1:1lf ey(, G.:,-
Value:$
Pennit Fee:$
Plan Review Fee:$
Use Tax'$
Total:$
Sq. Ft. ad_
BUILDING DEPARTMENT USE ONLY
SIC:
Sq.Ft.:
QNING C<:JMMENTS:
Approval:
Zoning:
3uIU)lNG COMMENTS:
Approval;
>usuc WOI'J<S CQNMENTS:
Approval;
IRE DEP.....-nEHT COUMENTS:
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electric:aI License No:
Company:
Expiration Date:
Approval:
Plumbing License No:
Company:
Expiration Date:
Approval:
Mechanical License No:
Company:
Expiration Date:
Approval:
(4)
(5)
Ie)
This permiI_ issued in ac:oordance with the provisions ""'loI1h in your application and is subjoct lo the laws 01 the Slate 01
Colorado and lo the Zonng Regu\Blions and s.-.g Codeo of W_ Ridge. CoIorwIo or any _ appIlcabIe ordinanoes of
the CIfy.
This permiI_ e><pA W (A) the -'< __ is not oommenoad within sixty (90) daY' from issue dale 0< (B) the building
__ is ..-- 0< _.do...d lor a period of 1110 days.
~ this permiI """""". a MW permiI may be -""'" lor a lee of one-haIf the amount nonnaIIy requil1ld. provided no changes
__o<wiI be_in the original pIano__ili- oOli ..._any-,""," o<__notexceededone
(1)_. I__--orl-'""'" or_4...-..oI_ona (1)_. "'__be paid 10< a newpermil.
I0Io-'< of any_"" be dona _wiI c:Iwlge the..... - aI_c:auoIng a ~~.
c...1Il_"" noIIy the a.-.a ~_ .....<I)-fw' (24) holn in ___lor.. .lOpllCfiol.. and _ receive_
__on...,--..,c:anI-.... .iIlIllI-"- '..~ofthejob.
The iuuanoa aI a permiI 0< the __ of dIa..olllO _ opedlIcatioI.. .... I1CIl be ~ to be a permillor, nor an
a~ aI. any_ of the provisionsalthe bI-.g codeoor any_"'''''''''''.law. rule 0<"-. AII.........-
Is subject: to fteId 1nI~' ctl EmS.
(1)
(2)
(3)
ChiAf Buildino 0fficiaJ
?7""''>P
'" \ /
-\ -<\"
ry/J'
a.~
4501 Wadsworth Blvd., #102
Wheat Ridge, CO 80033
(303) 423-8982
Fax: (303) 423-0067
FIELD OBSERVATION REPORT
July 19,2002
City of Wheat Ridge
Building Department
7500 W. 29th Ave.
Wheat Ridge, CO 80215
Engineer's Job No.: 3148
Permit No.: 13875
Project Address: 3032 Ingalls Court
Wheat Ridge, CO 80215
General Contractor: Ray & Nikki Ragonese
3032 Ingalls Court
Wheat Ridge, CO 80401
Type of observation:
Date of observation:
STEEL PIER INSTALLATION
NEW COLUMN
05/06/02
05/21/02
FOOTING PAD
05/21/02
I certif'y that the above items were observed by a qualified person under my supervision on the date
indicated and that the items liste~iUlW,j"tpd were in conformance with the requirements of the engineered plans
" \\\, R --.rtlll
prepared for thiS project. ,,\\\ "'\l~ S/:'qzz
.;'$ o_~.. .~ ~
~ ~'f:i:" ..'\. . <~ ~
.:::: " .~~
:: -', 0 ~
-' -""",.'-
-. .-
- : 3170 :",,=
s. ""'0 .. ~. I-IJ ;:
Rb LMalffPE"'~' ",,:::
o ert. OU,.. ~ '*' .... ~.~'._.;>. ~
<' "l'J' ...."... \\J' ~
Zz S "':.... '--"
Zz ION ,. \ ., \\'
1'/1/ r-.\..-__ \\\'
_"119"'2002
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number:
Date:
13875
5/17/02
Property Owner: NICOLE RAGONESE
Property Address: 3032 INGALLS CT
Contractor License No. :
Company:
Phone: 303-232-6002
Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value:
Permit Fee:
Plan Review Fee:
Use Tax:
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 the Wheat Ridge Building
Code (U.B.C.) and all other applicable Whe t R ge or' nces, for work under this permit.
(OWNER)(CONTRACTOR) SIGNED' DATE5--2..D-O
Total:
$4,200.00
$111.25
$0.00
$84.00
$195.25
Use.
Description:
ROCKY MTN STEEL PIERS (L1C#21293) REINFORCING STRUCTURAL DAMAGE TO EXISTING
ADDITION WI STEEL PIERS- HAND DIGGING HOLES & MANUALLY INSERTING PIERS.
SIC:
BUILDING DEPARTMENT USE ONLY
Approval:
Zoning:
-----
Approval: BG
5/16/02. CONTRACTOR MUST BE LICENSED.
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(4)
(5)
(6)
This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Gode of Wheat Ridge, Colorado or any other applicable ordinances of the City.
This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or
abandoned for a period of 120 days
If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceediing with successive phases of the job.
The issua ~ the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the
pro.. of / i I;. des or any other ordinance, law, rule or regulation.
(1)
(2)
(3)
~~' WH[Ar 1'/
~ 0
- C>
u ~
C'OLORF>-QO
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH A VENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
APPUCA.TION
'Building Permit Number"
Date:
Property Owner: NICo L"L- eA-60N""iS-"Y'___
Property Address: 3'732- / NG--AU-<;;. C::r; (~~) Phone:30~-2/32.-GOO2-
Contractor License No.: ';?Iz.~~r/L<~ ) , .&13>
Company: ~CJC<.I KTN .::sl't-."i..(.... PI Ge..& c\- I-"'Al-OlItFF Phone I Z-<J - 73>2 :400't
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value:$-4 7-00
Permit Fee:$ }
Plan Review Fee:$
Use lax:$
Total:$
/Gt? Z5-
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 the Wheat Ridge
Building Code (U.B.C) and all other applicable Wheat Ridge Ordinances, for work under
this permit. -l
(OWNER)(CON1RACTOR) SIGNED ~;J L ~^C"" . DATE Sf I 51 07
Description:
~\M01"'CA' '<5 ~ch.v-~ ~~ +0 ~"'-I'4 ~ ~:h' or--'
\NI~ p<u-s-I"u---.-I c&~t3'C: Nb+IY'~ ;~O
po '0--'5..
BUILDING DEPARTMENT USE ONLY
SIC:
Sq.Fr.:
ZONING COMMENTS:
Approval:
Zoning:
BUILDING COMMENTS:
Approval: tJ. ~.
'/I~/(j)..
(..,.. frH-.1tP
i. .I
pe/ V'- C~~ '
t#fI?i f_11 r,,"ff':f.
PUBLIC WORKS COMMENTS:
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No:
Company:
Plumbing License No:
Company:
Mechanical License No:
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(I) 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 ordinances of the City.
(2) 111is permit shall expire if (A) the work authorizcd is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or
abandoned for a period of 120 days.
(3) Iftlus permit expires, a new permit may be acquired for a fee of one-half the amount nonnally required, provided no changes have been or will be mnde in
the original plans and specifications and any suspension or abandonment has not exceeded one (1) year [fchanges h~ve been or if~u~pel1~i()n or <lb<lllc1nllllle'nt
exceeds one (1) year, full fees shall be paid for a new permit.
(4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
(5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written ~pproval 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 nol be construed 10 be a permit for, nor an approval of, any violation of the
provisions of the building codes or any other ordinance, law, rule or reguJation.
ChGiwin~~
e5/15/2ee2 15:27 15e9552e229
NIrYI RAGONESE
PAGE e1
3p~~~
10'. t.ti 'S'-T1' ~1\O
~ ~ +fu., ~
JrOVV",' ~ ~ (S\ 30 3> L I ~~ cJ_
~~ f1ifS.
~
.?:o3 - Z~2 - Co 0-0 2...
~ ~cb~ * ;~: -4il-ll$S
LtZc~ ~ ~ Ru-s)
t-Pb H.~~
~. u..v+-{A/"J .&r~~
4'l..-~ - <{4~Z-
-
05/15/2002 15:27
15095620229
.8 n 9 I n e 8 r I n 9
4501 Wadsworth Blvd., #102
Wheat Ridge, CO 80033-3303
(303) 423-8982
\ \" \ ," \ ~ IIIP I ! , 11111111
of~~.?.~~~~si~~'~~~
;&"'il"\.'~('" "<.
"c.;"~ q;;.. ~
~! ('" ~ ;.l
- . -
\ ~ g
% '-... ..... f
>, ~'"S ........... ~G-~'
"/"f~.." iONAl ~~.
).~~"O"ll'"
APPROXIMATE PIER
L-OC-ATION
NIKKI RAGOf~ESE
PAGE 02
Job No. 314b Sheet No.2-of~
Client RAY AND NIKKI RAGONE5E
Job Address 5032 INBAL.L-5 GOURT
Description PIER LAYOUT
Scale AS St-\OI'lN Date 415102
- ---v~ - rr
II
;2'-0' X 2'-0' X q" n!ICK I
<:;ONGRETE PAD i'Un! I
(4)-WI3 REBAR eACH HAY I
REBAR EACH HAY I
(b)-;2 X 4 DIAeONAL.j I
eRACES ATTAC.HED
TO THE: eoTTOM OF
BEAM AND EAOl I I
FL-OOR .JOIST i'Un!
(b)-Ibd NAIL-S I
_ -=- -=- J~
TfV\-- - - -V\--I-
II ~
I I EXISTING BEAM~ ..---1
II
I I 3-1/2"4> SCHEDULE 40
I ADJJ5TAt3LE STEa. PIPE
COLUMN l-Iln! 3/4 X 4-1/2 ,.
I X 0'-0" STEEL PLATE I
~ER BEAM I
L~~~r><'
L~ X f!> X 1/2 X I'-t>"
STEEL BRACKET H1ill
(;2)-3/4"4> BOLT5
INTO EACH FOUNDATION
lo'\ALL
APPROXIMATE
PIER Loc.A TlON
"-AF'PROXIMATE PIER
LOCATION
CD PARTIAL FOUNDATION PLAN
3 sc.AU;:, NOT TO 5C-ALE
05/15/2002 15:27
15095520229
NIKKI RAGONESE
PAGE 03
Job NO._:l14f> _Sheet No.~of 4
Client MY ANO NIKKI RAeoNESE
Job AddresS 30~2 IN6ALl-5 COURT
Description oe;iAILS
scale_AS ~ Date 4/5/02
COL.~
PER f'\..AH
s
..
G)
\ 15M
~ PERPLAA
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. DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE. 303.234.5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number: 11307
Date: 10/10/2000
Property Owner:
Property Address: 3032 INGALLS CT
Contractor License No. :
Company:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Phone: 232-6002
Phone:
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 lIance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable at"d 0 mances, for work. under this permit.
(OWNER)(CONTRACTOR) SIGNED DATE I ol/Pi! ()Q
Total:
$900.00
$35.70
$0.00
$22.50
$58.20
Construction Value:
Permit Fee:
Plan Review Fee:
Use Tax:
Use:
Description :
BRICK MASON REMOVING BRICKS FROM WALL TO INSTALL A SLIDING GLASS DOOR IN
DINING ROOM
BUILDING DEPARTMENT USE ONLY
SIC:
Sq. Ft.:
OK 10/10/00
Approval :
Occupancy:
Walls:
Roof:
Stories:
Residential Units :
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date :
Approval:
Expiration Date:
Approval:
Expiration Date :
Approval:
(4)
(5)
(6)
This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Code of vvtleat Rid~e, Colorado or any other applicable ordinances of the City.
This permit shall expire If (A) the work authorized Is not commenced within sixty (60) days from Issue date or (B) the building authorized is suspended or
abandoned for a period of 1:2:0 days.
If this permit expires, a new permit may be acquired for a fee of one~half the amount normally required, provided no changes have been or will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will change the natural flow of water causing a drainage problem,
Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on Inspection card before
proceediing with successive phases of the/'ob.
The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions
of the b . 9 codes or any other ordinance, law, rule or regulation.
(1)
(2)
(3)
C
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit NumDe~ .
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE Date I I
7500 WEST 29TH AVENUE (.)
WHEAT RIDGE, CO 80215 - (303-235-2855)
~\ON
Property Owner. NI W &:>" e..c at- iZ-A-j e4kso N<'~S U
Property Address $032- I N E,--t+\..-LS ( I. Phone .~ 3 - 2- S2-'LLco 2.-
Contractor License No. .
Company:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Phone .IZv" 7SZ -C1co 8'
Construction Value. "100 _
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 b)' all conditions printed on this
application, and that t assume full responsibility for campi e with the Wheat Ridge Building
Code V.B.C.) and all otherappJicable WheRidge ord" ces, for work under this permit.
DATE I DhlOJ
Description :Srtd:- 'HOVJ7YJ re.fYY}Y1 ~ b,lt..ka- ~ WdJQ +0 ({l~
~,:Jh (5 ~ vbor If'diA.J'IO y-oonl
Permit Fee.
Use Tax.
Total:
Use:
~
BUILDING DEPARTMENT USE ONLY
~mg'."'c:Jmments1
Approval:
Zoning:
Biilrd~o.rtIml!!lts:l ~ tiJrT).... tal/I:> /0-0
Approval: - ~
~lJ1)I~o!1t!r~C;e!T!!l1.!t!!!!l;l
Approval:
Occupancy: Walls: Roof:
SIC:
~qj
/~. :Zfi(..
l ".,
,., J ~~/"l ':1'
I ' Q I:..X'
. <::). i.....'/'
,- " .IYL'
i vQ <..~/'r
U'7 ,Ole V
'.1 . ':-Z:'l'?
Stories :
r;----". . ,/
Electrical License No ..
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date :
Approval:
Expiration Date:
Approval:
".
(1)
(2)
(3)
This permit was i,ssued in accordance witI'I tna provisions let forth in yopur application and is subject to the laws of the State of Colorado and to the ZOning
Re,gulations and Building Code of Wheat Ridge. Colorado or any other applicable ordmances ottne City. ,,_'
This permit shall expire if (A) the worX authonzed is not commenced within Sixty (60) days from issue date or (B) the building authonzed IS suspended or
abandoned for a period of 120 days. _ _ .
If thiS permit expires, a _new pennlt may be acquired fOf a fee of one-half the amount normally required. Pl"OVlded no changes have been or will be made in U'le
ongmal plans and SpeCIfications and any suspenSIon or abandonment has not exceeded one (1) year. If Changes are made or If suspension or abandonment
exceeds one (1) year, full fees snail be paid for a new permit.
No work of any rnar.lner shaUbe done that will Change the natural flow of water causing a drainage problem.
Contractor shall notify U'le BUIlding' Inspector twenty-four (24) hours in advance for aU inspections and Shall receive written approval on inspection card before
proceediing WlU'l succesSIve phases of the job.
The Issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for. nor an approval of any violation of the provisions
of the buildmg eodes other inanee, law, rule or regulation. .
(4)
(5)
(6)
~ie.... 4, tcoo
Pec.JEt::;r~ /..iNfra- ~I&lN Fee N~ ~DIN~ b~ ~~
ONN~; f2.A-'I e~eNt-~ 1 I<iI~KI Bove~
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to ~4
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7'1z- X ~'!z.- x y~ M8/k:.. me ~la:.. V~fEe
No~S. ~ I"tlN/MrA/'IJ 4'1 ~~AeJ~ EA?H &J.D
Mo l2..Thl2. ANC;;:j~.s IN Pl..ACE.
/J)Axt{ll1lAilVl, t,.lNiU.-7PA-N 1'-0"
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l)f\(E__~3/ lh/~3 FEE
MornGII,CL Co. I<AREN
00.00 Jon II -.!~~O
PRASI<I
LAN 0
SURVEYING
AD'",,,,,_ :1032 INGALLS CT.
[jOHflO"'I:II~, NAME __~~AURO
-----
~j<'jfjO WAR!) flOAD . 5tH n: I GO
AHVADA, '-':OLOH\lJO eQ002
(30J) 1120-4700
------_..--~._-
---.
1 r,l/'/H_IVEM E NT L\JCATlOU C f~nTl FJCATE
ALtn: SIIAfWN
LEGAL DESCHIPTION
(PER CU[NII
r:~T 5, DLOCI( 3 STEBBINS SUB.,
COUNTY OF JEFF~RSCN, STATE OF
COLOI/ADO
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Orl tile basis of my knowledge, information a/ld belief, I heroby certify 1I)o3t t11is IlnprClvement location cerUficate W<;ls prepared for
1(6Pf:N P[JAr>I<I /...' ,that it Is not a La:~d Survey Plat
or Improvement Survey 'F''ft t, all 'frlat it is ~ot to bo relied u on for the estab ishment of fence, building, or\other futuro
"nprovement lines, I further cerlify th,,' lIe irnprovemenL Dn the above d,)scribed parcel on this date, e~cept ulllity
connecliDns, are entirely within Iho boun"ar es of the pm cel, except as shown, thai Ihem are no encroachme"'~s upon the
described premises by Improveme"ls on. "y ~djoi"ing premis s, except as indicated, and Ihat there is no apparent evidence or
siun of any cLlsernenl crossing or burdeni"j nn~Clrt of said p<.J 'cer, Oxcept as notecl. I
~\\"II: 11/ II' I
"NOnCE: Acco<<fiog 10 C%m,/o law you '" ont co O,"OCO no,' '0'1' '0'(;00 '''\.~')\ tll"}i[W J!b1rH:t in tllis SlJfv(>V wiChin /1110(> }(,ilr~ af/er rou
(j'sl '/,se",,,,, .suc/, oIelec/. /00" evool, may noy ,"Uo" I,d,pol ""oo"'y, '<(el io "!In'f'\< "~ /', ,6,\Y,Ic\"cool mom ""''' /00 yoa" "'''', tI.e ,/.-.Ie 01
fll(>c,?!(lfiCil!iOI}S!)()Wllhnrcoll." ",\.~..:, '\.';' rli "'a (-p'_:: /
~ . / .:J ."~\,\ "~';':t<~'-::;.
" is my ill,',O >rpr.e, lalion lI,lalll>O "bave describe/! '-',:_ ' "'''} " )". ,;) "
p,apOlly /05 /'o'C:: _'_.. . localed \\it"'n a 1Ot, ....... /', ~~ ", ':::.', /
year flood I>aza,u lx>uIKJary based on h)(lor31 "-(~: ' -2.Z(~€>", _ /2 ' 1/1. 'i:c,
Ern/!'gcncy Mamgomentllgency Flood "'SU~l9C8 -- -:T~--;.._ 6P _________ _
r'ilIOM~"I'XJ --j3,,;:'__~,,"-=, 4-c.... Hobert E. p(".t~ I-;;~. '15a..1 or.t'll' ,ert M. HaYden, L.S. 27260
'" "cu-----....... . d c. . .,
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D/iPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number: 11119
Date: 9/5/2000
Property Owner:
Property Address: 3032 INGALLS CT
Contractor License No. :
Company:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Phone: 832~002
Phone :
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 Rklge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and a9ree to abide by all conditions printed on this
application, and that I assume full respon Ibilit for lance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable eat 'dg 0 nanees. for work under this perm~tj
(OWNER)(CONTRACTOR) SIGNED DATE 'I/Q.tfiI:?
Total:
$5,000.00
$111.25
$0.00
$125.00
$236.25
Construction Value:
Permit Fee:
Plan Review Fee:
Use Tax:
Use:
Description:
ADD 6' PRIVACY FENCE TO REAR AND SHADE PERGOLA
BUILDING DEPARTMENT USE ONLY
SIC:
Sq. Ft. :
Approval:
Occupancy:
Walls:
Roof:
Stories;
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval :
Expiration Date :
Approval:
(1) This permit was issued in accordance with the provisions set forth In yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Code of Wheat Rid~e, Colorado or any other al?plicable ordinances of the City.
(2) This pennlt shall expire If (A) the work authonzed is not commenced within sixty (60) days from issue date or (B) the building authorized Is suspended or
abandoned for a period of 120 days.
(3) If this pennit expires, a new pennlt may be acquired for a fee of one-half the amount normally required, provided no changes have been Of will be made in the
orIginal plans and specificatIons and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid fOr a new pennit
(45l No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
( Contractor shall notify the Building Inspector twenty-four (24) hours in advance for alllnspeclions and shall receive written approval on inspection card before
proceeclilng with successive phases ot the job.
(6) The issuance of a pennlt or the approval of drawings and specifications shall not be construed to be a pennit for, nor an approval of, any violation of the provisions
of the building es or yother ordinance, law, rule or regulation.
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
~\ON
WVTL ~
I NGA-L-.L~." C- T~
Building Permit Number:
Date:
Property Owner: N k:..o L.<L
Property Address: =>;p 32-
Contractor License No. :
Phone: :?o3 -032 -(;iooz.
Company:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Phone:
Construction Value: 5.QaD
PermitFee: II/.;)..~
Use Tax:
1 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 t assume futl responsibility for compliance with the Wheat Ridge Building
Code (V. B.C.) and all other applicable eat Ridge ances, forwor1< under :l.:J:...i~
~~CONTRACTOR) SIGNED DAT~
Description: {y ~oo-I- frlltX. ~c:....e.--'
~~ Br'5d1
BUILDING DEPARTMENT USE ONLY
Total:
Use:
~fii1l9\.~grq~emJ]
Approval: :JF:.-
Zoning :Q.z.
Btll!!I~~!!~1!
Approval: VI/ ~/(}CT
R.~.I5~..Qmm~u!~.;!
Approval:
Occupancy: Walls:
SIC:
e
.Ft.: ~
RECEIVED
SEP 0 52000
Roof:
Stories:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(1)
(2)
(3)
This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the. Zoning
Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. _-
This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authonzed is suspended or
abandoned for a period of 120 days.
If thIS permit expires, a new permit may be acquired for a fee of oOE~"half the amount normally required, provided no changes have been or will be made in the
anginal plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will cnange the natural "ow of water causing a drainage problem.
Contra~~r Sh~lI notify the Building Insr~r twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceedimg WIth successive phases 0 the Job. . . .
The issuance 01 a pennit or the approval 01 drawings and specifications shaH not be construed to be a permit for, nor an approval of. any violation of the prOVISIons
of the buildin cod or a other ordinance, law, rule or regulation.
(4)
(5)
(6)
Chief Building Insp or
-,-_.;
-.--
D/\rE
12/14/93 FEE
00.00 J08ff~~-20540
PRASI<I
MORTGAGE CO. I(AREN
LAN 0
SUR V E Y I N G
AODRE'3S
3032 INGALLS CT.
54()O WARD nOAD . SUITE I GO
ARVAOA. ''::OLORl\UO 80002
J30:3) 420-4788
GORIWNf.::RS NAME __t~AURO
IMPROVEMENT LOCATION CERTIFICATE
Attn: SHARON
LEGAL DESCRIPTION
IPER CLIENT)
~OT 5, BLOCI( 3J STEBBINS SUB"
coumv OF JEFFtRSON, STATE OF
COLORADO
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On tile basis of my knowledge, Information and beller\ herOIJy'certif{t;,at this Im~";:(lvom0nt location certificate \:v.;lS prepared for
1(6RFN PR6~I(I /.... ,that it Is not a La'1d Survey Plat
or Improvement Survey'Plllt, atlU'rrl'al: it is ~ot to be relied u on for the estab ishrnent of fence, building, or\other futuro
i'nprovement lines. I further certify t1l" I t)e irnprovemenL on the above d,iscribed parcol on this date, e~cept utility
connections, are entirely within tlm boundar es of tho pm cel, oxcept as sllown; that [hero are no encroacl)men'fS upon the
described premises by improvements on , ny ~djojning premis S, except as indicatecl, and that there is no apparent ,evidence or
sign of any easement crossing or burdeni/l.J an~art of said pa .eel, except as noted. i
~l\II11:II!II' J
"NOTICE: According to Colm'ado law you '" mt co mence an',' ieq, I aclion I"W~I'J\ '?\"liVty dl>foct In 'his Su<vey w,lhln ""ee ,\'a'5 ofter you
rust cliscovrw .~uch defect. In no event, may any .lction bi}sed upon ,lily c feef in Uil~'6i ~tJd c6t/lpiat;ced more lIlan ton yoa,-s frlxn the dale of
tile cmtificnlion S/lOWIl hereon." ~.:, '\'.' -r A, . '... t_,"') '-;'~ I
' '{' \ 1\1 I' Jr.,'..-
.~ .:::::; .'\.', . I", (",,(-< ~
II is my in(erprelalion thai the above described ,. .) .~l) _{ )..~ (? .
proporty /<5."'.=____ n localed ",Ulin a 10(. , ) , ,~: /
year ncxxl haulId boundary based on Feder31 ~_.. ~I
',>--0 12.11.<;~
Ernerqenc.y Management Agency Ffood fnsuljl9CE .
ROICMilpS Oled_j.51.52:,__~,,-::, 4_<.... Rober-t E. Pory~;~, 15321 or,.~" )"rt M. Hayden, L.S. 27268
"5u~~ . up' 'J "'
_ ' ,-> OVV/~rJ'() ";. I""........ ~'~> ..'~'-
'/,z ,;4' III . '\ \\ ..'.,'
I~'i( 'I - .,\ \ .S.,'
11';li';l11\',,\\
DEPARTMENT OF PLANNI~G AND DEVELOPMENT Building Permit Number:
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Date: I d.-'S . Cf9
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Property Owner:
Property Address:
Contractor License No. :
Company:
S"u'3 f'lrJ (Y\A L.tE 0
:3 0 .,)~ l.- 0Cj.QlLST
IS~'~
we.STS;cle
c--r,
Phone: :30'3 -..). 7'-1-"1710 I
//eo.0jJ~ <JA/c.
Phone: 3 0 3- '-I1oC; . 'IS (Y7
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
d.-90() ~.~
8'3 JS
Construction Value:
I hereby certify that the setback distances proposed by this permit application are accurate, Permit Fee:
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 Plan Review Fee:
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 Use Tax: \.1 :2, 50
Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. J
(OWNER)(CONTRACTOR,)SIGNED~Y)AL1r~ krg~ DATEJ,:).-'/~g '" v.1-;:,C\~t~ Tolal: .lllr~~;5:'
D 't' "'euhc,,- eXI5'I'NQ r'-dtJo.cC";,W. rAh!Je~'JJ GO,uee 0- '-1~,C0 v
escnp Ion: '1'< r I
BUILDING DEPARTMENT USE ONLY
Zl>II~~mm!!.n~
Approval:
Zoning:
BmlCl!n!l1..Qomm:en~
Approv~l:
SIC:
Sq. Fl.:
.
RDP~~CJ.~PI)1[IJ~"~
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No: 19'1? 1<-1
Company:
Expiration Date:
Approval:
III
G' -l~lill.:;c,!,
Expiration Date:
Approval :
.
Expiration Date:
Approval:
'" tY' 'Wj.{j,J
.
'" tlJ.hl ;'Qlill0D .
(4)
(5)
(6)
This permit was issued in accordance with the provisions set forth in yopur applic:ation and Is subject to the laws of the Slale of Colorado and to the Zoning
Regulations and Building Code of Wheat Ridge, Coiorado Of any other applicable ontinanees of the City.
This permit shall expire If (A) the work authonl.ed is not commenced within sixty (80) days from issue date or (8) the building authorized is suspended or
abandoned for a period of 120 days. .
If this permit expires, a new permIt may be acquired for a fee of one--half the amount normally required, provided no changes have been or will be made In the
original plans and specific:ations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will change the natural flow of water causin~ a drainage problem.
Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all Inspections and shall receive written approval on Inspection card before
proceediing with successive phases 0' the/'ob. . . .
The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the proVISIonS
of the building codes or any other ordinance, law, rule or regulation.
(I)
(2)
(3)
Chief Building Inspector For Mayor
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MA VOR
CALL: 234-593324 HOURS PRIOR TO INSPECTION
. DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number:
. BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE Date:
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
9898
12/9/99
Property Owner:
Property Address: 3032 INGALLS CT
Contractor License No. : 19814
Company: Westside Heating and Air Conditioning Inc
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Phone: 274-4761
Phone: 469-4507
Construction Value:
Permit Fee:
Plan Review Fee:
Use Tax:
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 the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit.
(OWNER)(CONTRACTOR) SIGNED
DATE
Total:
Use:
Description:
Replace existing furnaces with new furnaces, 60,000 btu and 45,000 btu
BUILDING DEPARTMENT USE ONLY
.i 1,J!, IJIIWII.~.
Approval:
Zoning:
SIC:
Sq.Ft. :
.--.
Approvai :
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Mechanical License No :
Company:
Plumbing License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
$2,900.00
$83.25
$0.00
$43.50
$126.75
This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Gode of Wheat Ridge, Colorado or any other applicable ordinances of the City.
This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or
abandoned for a period of 120 days.
If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been o~ will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceediing with successive phases of the job.
The issuance of a permit or the approval of drawings and speCifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions
of the buildin des or any other ordinance, law, rule or regulation.
(1)
(2)
(3)
(4)
(5)
(6)
Chie
~~",~cc,.Jl!!C~1~'''''~''''':?'?1"""'''"''''''_P~'''CC.''"",~,,",,,""""'1~1'~C""'",C,?"I"""",...,~,,,,,,,,~,~,,,,,~,,,,,~""',"1"1.""'"
~,. btE~AR""NT OF PLANNING AND DEVELOPMENT Building Permit Number: 5535
StJILDINGINSPECTIO~ DIVISION. 235.2855
qtTY OF WKEATRIDGE Date: 7/28/97
1eiOClWE$T 29TH AVENUE
~TRlDGe,CO 80215
Property Owner:
Property Address: 3032 INGALLS CT
ContractOr LiCense No. :
Company:
phone:
Phone:
. OWNERlCONTRAcrOR SIGNATURE OF UNDERSTANDING AND AGREeMENT
I hereby ..r\ifY lhattlle Qtbaek!listanees proposed by this pennK applk;atlon are accurate.
and do nolvloltte 8PPIicabl8 orllllulnees, rulaS or regulallons of the City of Wheat Ridge or
covenants. .asemsills orl8Sl/ldiOlls of rocon:l; that all,""",urements .hown, and allegations
made a.. _urate; the. lllle.......ar\<lavree to. . abide by all cond~lon. printed on this
appllcatlon, and thet t.........fuU ","pilnslbllllY for compllanelt with the Wheat Ridge Ill.rildlng
=:~~;:=:::~~I::~~~i\~
Description: 4' FENCE
Total:
$1;000.00
$35.75
$0.00
$20.00
$55.75
Construction Value .
Permit Fee :
Plan Review Fee :
Use Tax:
BUILDING DEPARTMENT OSE ONLY
SIC: Sq. Ft. :
4' FENCE MUST REMAIN OUTSIDE OF SIGHT DISTANCE TRIANGLE
(25' X 25') otl CORNER OF PROPERTY
Approval:
Occupancy:
WaDs:
Roof:
Stories:
Residential Units:
Plumbing License No :
Company:
Mechanical License No :
Company:
Electrical License No :
Company :
Expiration Date:
Approval:
.
Expiration Date:
Approval:
.
Expiration Date :
Approval:
.
(1) this _It was...... ii,........nce _11\0 pIOYia\Ol1S set lcI1h in yopur application and Is s_ to thO _ olll\O S1ll1OqI CoIcxadO'" to 1ho Zoning
~_s...IIlllIdInQ~ 01_ _. COlorado or any _aoollcablo onIinanQes 01 thO CIty.
(2) 'fhIl~. iIIllIlI'oXplnl' (Aj1ho ~ _ ia not CO/l1IIlllIlC8C wllhm Bixty (60) c!ayllrom IBaue dale or (8) IhO bulkflllll_1s suapanded or
~for.JlllitodoU=~' ..
(3) Wthis~..OllPi*. . ...... may be aoquiIaOfOr a feeol_1hO amount l1Offl1lliIy requinld, _ no changes '- been orwiR be_In IhO
orlgInjI ~........ .__. lindany.- or abandonment has not_ona (1) yNr. lfchangeo'" _or ,_or aba/1dorU1lenI
_sona(ljye8r.lUII__l>ejloll<ffora_-
(<lj 110 Wl>ll<ol~mOnr\af""Rbo_lI\aI wiUehange lhe nei1lnllllowofwa1sr<:aUBing a -.go~.
(5)~'t#~~:='~'t,1wanly.lour(24) hours lnadvancelorallli1specllona snd_ __ opPnMIOll ~oard__
(8) olssU8nCe llflloermlt ",tl1a,~ ofnwings and ..,..:IfIcalIoI1S shall not be COIlSf/UOd to be. pannIt lor. nor an ajlpl'OVOI <>I, any _0I1hO pnMBiorIS
0I1ho~-..orany ___ee,~, rule orragulation. ~
~/<<~k (sr~
ef Building Inspector
. ... THIS \>eRMIT VAI.IDQNLY WHet( SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number:
.. BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Date:
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215-
Property Owner:
Property Address:
Contractor License No. :
Company:
\Zdo2r\C\ b~" ~'-'--"D
7:J:-.,-~7..... ~,~)..\\"':> c.. '\ -
c~'t--l>----r
Phone:
Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value: \\\;)00
Permit Fee:
Plan Review Fee:
Use Tax:
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 the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit.
(OWNER)(CONTRACTOR) SIGNE!J ~, , """",,,,'->--. i t.. ~ ~TE'f ) 2 '-\ \ q G
Description: i...j ~\::,.\ \Aioc:.c\ \;?" ~ '\ "3;;" "-'- ,'- ~
BUILDING DEPARTMENT USE ONLY
Total:
Z6fii!llJ'~_oml!lents"l 7(1. ~ /1-,.
Approval: 7r'- '-/ I J'IACA
Zoning: "In Ii -
Bml(llng~!:tol:l1mentS:] --\1'l.M:~
Approval:
p-'nlil~kSl.l,;;omm~!)~
Approval:
SIC:
Sq. Ft. :
l'vf.,tPrr I~<<M--
(~c/ns') ~
~~k '2 ~ cltd'
(~ ~~~.
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
fill !!i!!l!~~"'!@_
Expiration Date:
Approval:
\I ~llflfI'..B.!ql!~c!BI1
Expiration Date:
Approval:
. ~Blrn!f.@__
(4)
(5)
16)
This permit was Issued in accordance with the provisions set forth in yopur application and Is subject to the laws of the State of Cobrado and to the Zoning
Regulations and Building Code ot YVheat Rid~e, Colorado or any other applicable on:finances of the City.
This permit shall expire If (A) the work authonzed is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or
abandoned to( a period ot 120 days. .
If this permit expires, a new permIt may be acquired for a tee of one.half the amount normally required, provided no changes have been or will be made in the
original plans and Specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year. full fees shall be paid tor a new permit
No work of any manner shall be done that will change the nalural flow of water causing a drainage problem.
Contractor shall notify the Building Inspector twenly.four (24) hours in advance for aU inspections and shall receive written approval on inspection card before
proce . g WIth successive phases of the/.ob.
The i u ce of a permit or the approval 0 drawings and specifications shall not be construed to be a pennit for, nor an approval of, any violation of the provisions
of t b din es or any other inance, law, rule or regulation.
(I)
(2)
(3)
C For Mayor
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
"ifIt
DArE 12/14/93 FEE 80'.00 Jos# 93-20548
MORTGAGE CO. KAREN PRASKI
AODRESS- 3032 INGALLS CT.
BORRO""'RS NAME MAURO
-------,..
I
.
LAND SURVEYING
5460 WARD ROAD. SUrrE 160
ARVADA, COL..RA,OO 80002
.(303) 420~4788
1M PROVEM ENT .LOCATION C ERTI FICATE
Attn: SHARON
~
LEGAL DESCRIPTION
lPEfl CLIENT)
~OT 5, BLOCK 3~ STEBBINS SUB., ~
COUNTY OF JEFFtRSON, STATE OF
COLORADO
L
_Sc.ALf."/": ZO'
P:J
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If // ,~.~ .,,:, /' C':'N'-
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'<f .J--W<(/
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On tl1e basis of my knowledge, informatIon and beji~f, I hereby certifYt~at this Imp~vement location certfflca~~"Wl;iS prepared for'
/ i ,that ~ Is not a L8l1,d SUrvey Plat
or Improvement Surve~m~aRB1R~lt Is ~ot to be relied u on for the ests ,Ishment of fence. building, Or\,other future
improvement lines. I further certify that t e improvement on the above described parcel on this date, e,?<cept utility
connections. are entirely within the boundar es of the parcel, except as shown;' that there are no encroachments upon the
described premises by improvements on .. flY djoining pramls 5, except as indicated, and that there is no apparent ~vldence or
sign ,of any easement crossing or burdenil1 J an part of said pa eel, except as t")oted. i
1\\'\\\I\\;/II/jj," I
"NOTICE: According to Colorado law you m 1St co mence any leg I action bi;\~ rHJ1lY 'Il!?t in this survey within three >/ears after you
first discover such defect. In no event, may any .lctfon b d upon .1ny feet In C~ lH b ~t)y,ed more than ten years :>m the date of
the certincation shown hereon." ,.::' ....' 1 lv' .. .... ~1>. ~
~," ,~."(5, . 1f..1)~...~
., .(JoV .." ~
__ '.l..,...,) ().::;.
- ",) 1"''' to:.
'" 'Z".= /
"',:: :>-~ t2.lq.'i~
Robert E. por; ~'\l. 1 21 or . 'rt M. Hayden, L.S. 27268
~;\J>>... ....,~!:/'
'" ,~/ . .. ..'J ,-....:.
. ( (J. , -. ~ '
'//111/11" A l I ~ l\ t\ ~, s::/~.,
'("It/liI'\I\\\\\\'
It is my interpretation that the above described
property he; ,...o~ located Vvithin a 100
year flood hazard boundary based on Federal
Emergency Management /vger<;y Flood Insu'PJlC'l
Rale M"%ated 1'3.1i~ ,;:lC-:,.;;,. <-
g.5U7S Oc>.llCeJd)
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Building Permit Number: 95-1191
Date: 6/13/95
Property Owner: MAURO ROBERT H
Property Address: 3032 INGALLS CT
Contractor License No.: 18271
Company: CENTENNIAL ROOFING
Phone: 447-2020
Phone: 238-5557
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value:
Permit Fee:
Use Tax:
$2,720.00
$54.00
$40.80
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 responsi . ity for camp h the Wheat Ridge Building
Code (U.B.C.) and all other applicable t ~idge or . ances, fur work under this permit.
(OWNER)(CO~CTOR) SIGNE[f . ~-ec; DATE~ ~
Description: REROOF
Total:
$94.80
BUILDING DEPARTMENT USE ONLY
Approval:
Zoning:
Approval:
Occupancy:
Walls:
Roof:
Stories:
Residential Units:
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
.
.
.
(1)
(2)
(3)
This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City.
This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the bUilding authorized is suspended or
abandoned for a period of 120 days.
If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceediing with successive phases of the/'ob,
The issuance of a permit or the approval 0 drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions
of the bui ing codes or any other ord' ance, aw, rule or regulation.
1 "5
,--Or
Chi uilding Inspector
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
(4)
(5)
(6)
If~~~]
ULI "" ""L>' I U~- f-'LANNING ANO uL:cVI::LUf-'l::MEN1
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Application NUflluel .
Date: .6;?~J-
Property Owner :/50 6 ,4t!op,z 0
Property Address: "30? Z /,.<->.;;"p c. L J C r
Contractor License No.: ~ Z ? /' /
Company: t?'fr,.vl",;,,",~; ,'1 L ~e/././"':' <j
./
Phone: "<:/"/7 -20 Z 0
Phone :2 f Y-SSS7
Construction Value: ?; 7 20
Permit Fee: "'if" c/
~
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDtNG AND AGREEMENT
I hereby cert!fy 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
mad~ are accurate: that' have read and 89.ree to abide by all conditions_printed on this
. application, and that I assume full responsibility for compliance with the Wheat Ridge Building
Code (U,B.C,) and all other applicable WIle Ridge ordinance, r work under this permit.
~<" /J~ p "'DATEf1~,4f
"'-.4-.4 ~~i.. 6-C,,.-.,'.?4J 32
./
Use Tax:
'/), ^ ~:;I
c~
c.. V . c; ~;.
Total:
(OWNER)(CONTRACTOR) SIGNED
-
Description A'f"J /~
, /
>;'J
'"
BUILDING DEPARTMENT USE ONLY
tm:!J.i)l'l~,Q.m.l:1,1!ln~;
Approval:
Zoning:
Rilll(linr".Co........-nts.:.
liiiaL~li:e~\r..~~
Approval'
r,f!P.J!"lK'{!1!,I5~;2,<i,!l1l!Xtn.t~!;l
Approval:
Occupancy: Walls:
Roof:.".,...-
Stories:
Residential Units :
Electrical License No :
Company.
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval
~ ~f'lal)s;Re.g011elt-..
Expiration Date:
Approval :
Expiration Date
Approval .
iW ml;insSeqlilre,<!.B
II
.:lIlL' ;'i.:)'(~lIf.: ~r
(')
(5)
(6)
This permit was ISSUed in accordance with the provisions set forth in yopur application and is subject to the lawS oIlhe State 01 ~ and to the Zoning
R~ulalloos and Buddln9 Code at Vv'heat Ridge. Colorado or any other applicable ordinances at the City.
ThIs pe/mlt shall expire If (A) the work authOriZed IS not commenced within sixty (60) days from issue dale or (8) the building authorized is suspended or
abandoned 10f a period of 120 days.
II this permll expires. a new permit may be acquired lor a lee of one-half the amount normafty' required. provided no changeS have been or will be made in the
onglOal plans and specifications and any suspension or abandonment has not exceeded one (1) year. .. changeS are made or if suspension or abanCSor'\rnerll
exceeds one (1) year. full fees shall be paid for a new permIt
No work of any manner shall be done that wiU change the naturalllow of water causing a drainage problem. .
Conll ;Jr.;101 shall notlly the Building Inspector twenty-fOUl (241 hours in advance ror an inspections and shaI receive written approval on InspeCtiOn card before
pfOcc<.>uung Wllh succeSSive phases of the iob.. . . - .
The ISSUdllce 01 a permit ()( the approval of drawings and speCIfIcations shall not be construed 10 be a pennit for. nof an approvat of. any violation 01 the provrSlOl'lS
oll1l{~ lllJrl'j"Hj codes or any other ordinance. law. rule or regulatiOn
(I)
(2)
(3)
ChI( . l1"II(j[('g Inspector For Mayor
THIS PFf<MIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
Occupancy/Type
aosl_
113q,NSPE C 1 O N R CORD
INSPECTION REQUEST LINE: (303) 234-5933
Inspections will not be performed unless this card is posted on the project site.
Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.**
Inspector Must Sign ALL Spaces pertinent to this project
Foundation Inspections Date Inspector Comments
Initials
Pier
Concrete Encased Ground (CEG)
Foundation / P.E. Letter
Do Not Pour Concrete Prior To Approval Of The Above Inspections
Underground/Slab Inspections Date Inspector
Initials
Comments
Electrical
Comments
Sewer Service
Plumbing
Inspections from these entities should be requested
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the Fire Protection District for your project.
Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections
Rough Inspections
Date
Inspector
Initials
Comments
Wall Sheathing
Inspections from these entities should be requested
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the Fire Protection District for your project.
Mid -Roof
0 7
Floodplain Inspection (if applicable)
Lath / Wall Tie
Fire Inspection / Fire Protection Dist.
Rough Electric'
Final Electrical
Rough Plumbing/Gas Line
Final Plumbing
Rough Mechanical
Final Mechanical
Rough Framing
Roof
( �,
Rough Grading
Final Window/Doors
Insulation
Final Building
Drywall Screw /Nail
NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
Final Inspections
Date
Inspector
Initials
Comments
Landscaping & Parking / Planning Dept.
Inspections from these entities should be requested
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the Fire Protection District for your project.
ROW & Drainage / Public Works Dept.
Floodplain Inspection (if applicable)
Fire Inspection / Fire Protection Dist.
Final Electrical
Final Plumbing
Final Mechanical
Roof
( �,
Final Window/Doors
Final Building
NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
*For low voltage permits — Please be sure that rough inspections are completed from the Fire District and electrical low voltage
by the Building Division.
**For Inspection Time Window — Please email insptimerequest@ci.wheatridge.Co.US by 8:00 A.M. the morning of the
inspection with the property address in the subject line of the email. Time window is based on the inspector's route.
Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued
Protect This Card From The Weather
z City of Wheat Ridge
Residential Roofing PERMIT - 201701397
PERMIT NO: 201701397 ISSUED: 06/02/2017
JOB ADDRESS: 3032 Ingalls CT EXPIRES: 06/02/2018
JOB DESCRIPTION: Reroof 34 squares OC Dimensional asphalt shingles; 4/12 pitch; 1 layer
*** CONTACTS ***
OWNER (970)218-0303 CAMERON CUYLER
SUB (720)810-1991 Tim Bonneville 170180 Hassle Free Contracting LLC
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,738.00
FEES
Total Valuation 0.00
Use Tax 183.50
Permit Fee 188.45
** TOTAL ** 371.95
*** 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 A1/2-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 manufacturer!4FIRs 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.