HomeMy WebLinkAbout20202512.tiffcorrya_c 1- 9 # 90 A/3
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MEMORANDUM
Date: August 18, 2020
To: Esther Gesick, CTB
From: Clay Kimmi, Project Manager, Public Works
RE: OnBase Contract ID #4043 — Hokestra Pre -Fabricated Pedestrian Bridge, B20001554043
Please place the attached agreement on the BOCC Consent Agenda.
The BOCC approved the award of this contract to Contech Engineered Solutions, LLC on August 17,
2020. The Consultant has signed the contract.
I will plan on attending the BOCC hearing to answer any questions the BOCC may have regarding this
contract.
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BID PROPOSAL
To: Weld County Purchasing Department
Attention: Controller/Purchasing Director
P.O. Box 758, 1150 "O" Street
Greeley, Colorado 80632
Bid Proposal for: HOKESTRA PEDESTRIAN TRAIL AND BRIDGE
PROPOSAL
Pursuant to and in full compliance with all Contract Documents the undersigned Bidder hereby proposes to furnish
all labor and materials and to perform all Work required for the complete and prompt execution of everything
described or shown in or reasonably implied from the Bidding Documents, including the Drawings and
Specifications, for the Work above indicated for the monies indicated below which includes all State, County and
local taxes normally payable with respect to such Work. The amounts stated include all allowances for profit and
overhead, taxes, fees and permits, transportation, services, tools and equipment, labor and materials and other
incidental costs.
The Bidder and all Sub -Bidders shall include in their bid all Sales and Use Tax, if applicable. State of Colorado and
Weld County tax shall not be included. Upon application, the State of Colorado Department of Revenue shall issue
to a Bidder or Sub -Bidder a Certificate or Certificates of Exemption indicating that the purchase of construction or
building materials is for a purpose stated in Section 39-26-114, CRS, and is free from Colorado State Sales Tax.
EXAMINATION OF DOCUMENTS AND SITE
The Bidder has carefully examined the Bidding Documents, including the Drawings and Specifications, and has
examined the site of the Work, so as to fully appraise himself of the conditions at the site and to gain a clear
understanding of the Work to be executed and is thoroughly familiar with all local, state and federal laws, ordinances,
rules, regulations and other factors affecting performance of the Work.
METHOD OF AWARD
The Owner reserves the right to reject any Bid from any Bidder to complete the Work as specified regardless of
the amount of the Bid. It is understood by the Bidder, how Bids shall be awarded and that should the cost of the
Bid exceeded budgeted funds, the Owner reserves the right to reject any or all Bids or portions of Work bid or the
use of any of the methods stated in the Instructions to Bidders to obtain the most advantageous Bid price.
All Bids will be reviewed by the Owner and Engineer. All mathematics will be checked and the correct total used
for determining the low Bidder.
BID SCHEDULE
ITEM f ITEM DESCRIPTION I UNIT ; BID QUANTITY I UNIT PRICE ! TOTAL PRICE
Prefabricated i
628-00080 Pedestrian Bridge EA c $68,862 $68,862
Total Bid (Dollars) t $681862
RECEIPT OF ADDENDA
The undersigned acknowledges receipt of the following Addenda to the Invitation for Bids, Drawings, Specifications
and other Contract Documents.
Addendum No. 1 Date: July 30, 2020
Addendum No, 2
By
Date: August 10. 2020 B
*See attached Quote for additional description of the quoted bridge.
BID REQUEST #B2000155 Page 20
BID OPENING WILL BE HELD VIA A SKYPE CONFERENCE CALL
To join call: 1 (720) 439-5261 and enter Conference ID: 361703580#
Please note that due to the Coronavirus (COVID-19) pandemic, some of us are teleworking. With
that said, the following changes have been made to our current bid process until future notice:
1. No hard copies of bids will be accepted.
2. Only one electronic copy of your bid is needed. PDF format is required.
3. Email bids to bidsc weidgov.com. if your bid exceeds 25MB please upload your bid to
https://www.bidnetdirect.com/. The maximum file size to upload to BidNet is 500 MB.
The undersigned, by his or her signature, hereby acknowledges and represents that:
1. The bid proposed herein meets all of the conditions, specifications and special provisions set forth in the
request for proposal for Request No. #B2000155.
2. The quotations set forth herein are exclusive of any federal excise taxes and all other state and local taxes.
3. He or she is authorized to bind the below -named bidder for the amount shown on the accompanying
proposal sheets.
4. The signed bid submitted, all of the documents of the Request for Proposal contained herein (including, but
not limited to the product specifications and scope of services), the formal acceptance of the bid by Weld
County, and signature of the Chair of the Board of County Commissioners, together constitutes a contract,
with the contract date being the date of signature by the Chair of the Board of County Commissioners.
5. Weld County reserves the right to reject any and all bids, to waive any informality in the bids, and to accept
the bid that, in the opinion of the Board of County Commissioners, is to the best interests of Weld County.
The bid(s) may be awarded to more than one vendor.
FIRM Contech Engineered Solutions, LLC
BUSINESS
ADDRESS 19060 County Road 66
CITY, STATE, ZIP CODE
Greeley, CO 80634
TELEPHONE NO 970-356-9600 FAX 513-645-7002 TAX ID # 31-1177165
PRINTED NAME AND TITLE Scott D. Aston, Sr. Vice President
SIGNATURE
E-MAIL saston@conteches.com
DATE August 3, 2020
**ALL BIDDERS SHALL PROVIDE A W-9 WITH THE SUBMISSION OF THEIR BID**
WELD COUNTY IS EXEMPT FROM COLORADO SALES TAXES. THE CERTIFICATE OF EXEMPTION
NUMBER IS #98-03551-0000. YOU DO NOT NEED TO SEND BACK PAGES 1 - 19.
ATTEST.
Weld C
" 6c0
C:rkt. e6•.
BOARD OF COUNTY COMMISSIONERS
WELD COUNTY, COLORADO
BY: �,_�. ��_•. �-.� .r! 1
Deputy Clerk
o the =oar
BID REQUEST #B2000155
ke Freeman, Chair
AUG 2 4 2020
Page 21
oWb - 02 J`� �
Rose Everett
From:
Sent:
To:
Cc:
Subject:
Attachments:
Follow Up Flag:
Flag Status:
Niederberger, Daniel <DNiederberger@conteches.com>
Wednesday, August 12, 2020 3:23 PM
bids
Niemann, Pete
Hokestra Pedestrian Trail and Bridge - Bid Submittal
Proposal_BID SPECS - PREFABRICATED PEDESTRIAN BRIDGE-155_20200813.pdf; Aston -
Authorization to Bind Bidder - Hokestra Pedestrian Trail and Bridge.pdf; Contech Digital
Seal Authority and Enforceability (executed 06.08.20).pdf; Bid Bond QR217 - Weld
County Colorado.pdf; W9 CESLLC.pdf; Hokestra Bridge - Contech Qualifications_
20200813.pdf; Hokestra Bridge - Longmont, CO Weld County BRIDGE QUOTE_
20200811131016455.pdf; Hokestra Bridge - Longmont, CO Weld County APPROACH
RAILING QUOTE_20200811131016455.pdf
Follow up
Flagged
Caution: This email originated from outside of Weld County Government Do not click links or open attachments unless you recognize the
sender and know the content is safe.
To whom it may concern,
I hereby waive my right to a sealed bid.
Please see the attached documents for you review regarding Contech's bid to provide the pedestrian bridge specified for
this project. Please note that even though our corporate address is listed in West Chester, OH, this bridge would be
fabricated within Weld County at our facility in Greeley, CO.
Additionally I have attached a quote that can be passed along to the selected General Contractor for the approach
railing as shown and detailed in the provided plans.
If you have any questions regarding the information I have provided, please do not hesitate to contact me.
Thanks,
Daniel Niederberger, P.E. (CA, NV)
Truss/Bridge (NV) Consultant
Contech Engineered Solutions LLC
5 Sierra Gate Plaza, Suite 390 I Roseville, CA 95678
Off: 916-945-3625 Mob: 916-990-7594
dniederberger aCfconteches.com
www.ContechES.com
This email may contain confidential and/or privileged information. If you are not the intended recipient, you are hereby
notified that retention, dissemination, or copying of this communication is prohibited. If you have received this email in
error, please notify the sender by reply email and permanently delete this email and any attachments. Thank you.
1
C=>NTECH
ENGINEERED SOLUTIONS
CONTECH ENGINEERED SOLUTIONS LLC
DIGITAL SEAL AUTHORITY AND ENFORCEABILITY
This communication is being provided on behalf of Contech Engineered Solutions LLC
("Contech").
The use of an electronic image of the corporate seal of Contech (the "Digital Seal") and
the attachment of the Digital Seal to any surety bond (or any related document) to which Contech
is a principal is authorized. Contech acknowledges and agrees that the Digital Seal may be
affixed to any Contech surety bond (or any related document) to which Contech is a principal
and relied upon to the same extent as if a raised corporate seal were physically attached to the
bond.
Delivery of a digital copy of this Digital Seal Authority and Enforceability notice,
executed electronically, to a surety, oblige or their respective representative shall constitute
effective execution and delivery of this notice and shall have the same legal effect as delivery of
a tangible original of the notice with my original "wet" signature.
In Witness Whereof, this has been executed by the General Counsel of Contech.
Dated this 8' day of June, 2020.
Nick Ivezaj
General Counsel on behal ontech Engineered Solutions LLC
C=.=NTECN
ENGINEERED SOLUTIONS
Scott D. Aston, Sr. Vice President
Contech Engineered Solutions LLC
9025 Centre Pointe Urive, Suite 400
West Chester, OH 45069
saston@conteches-com
Phone: (513) 645-7135
www.ContechES.com
August 5, 2020
Weld County Purchasing Department
Attention: Controller/Purchasing Director
P.O. Box 758, 1150 "O" Street
Greeley, Colorado 80632
Re: Bid Proposal for: Hokestra Pedestrian Trail and Bridge
Please accept this letter as your notice that as Sr. Vice President of Contech Engineered Solutions, I am authorized to
bind Contech Engineered Solutions LLC for the bid proposal for Hokestra Pedestrian Trail and Bridge.
If you have any questions, please feel free to contact me.
Sincerely,
A QUIKRETE" Company
CNA
Bid Bond
CONTRACTOR:
(Name, legal status and address)
Contech Engineered Solutions LLC
9025 Centre Pointe Dr., Suite 400
West Chester, OH 45069
OWNER:
(Name, legal status and address)
Board of County Commissioners of
Weld County, Colorado
1150 O Street
Greeley, CO 80631
Bond No. QR217
SURETY: Western Surety Company: South Dakota Corporation
(Name, legal status and principal place
of business)
333 S. Wabash Avenue
41st Floor
Chicago, IL 60604
BOND AMOUNT: Five Percent of Bid Amount (5% of Bid Amount)
PROJECT:
(Name, location or address, and Project number, if any)
Project: Hokestra Trail Pre -Fabricated Pedestrian Bridge
This document has important legal
consequences. Consultation with
an attorney is encouraged with
respect to its completion or
modification.
Any singular reference to
Contractor, Surety, Owner or
other party shall be considered
plural where applicable.
The Contractor and Surety are bound to the Owner in the amount set forth above, for the payment of which the
Contractor and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and
severally, as provided herein. The conditions of this Bond are such that if the Owner accepts the bid of the Contractor
within the time specified in the bid documents, or within such time period as may be agreed to by the Owner and
Contractor, and the Contractor either (1) enters into a contract with the Owner in accordance with the terms of such
bid, and gives such bond or bonds as may be specified in the bidding or Contract Documents, with a surety admitted
in the jurisdiction of the Project and otherwise acceptable to the Owner, for the faithful performance of such Contract
and for the prompt payment of labor and material furnished in the prosecution thereof; or (2) pays to the Owner the
difference, not to exceed the amount of this Bond, between the amount specified in said bid and such larger amount
for which the Owner may in good faith contract with another party to perform the work covered by said bid, then this
obligation shall be null and void, otherwise to remain in full force and effect. The Surety hereby waives any notice of
an agreement between the Owner and Contractor to extend the time in which the Owner may accept the bid. Waiver of
notice by the Surety shall not apply to any extension exceeding sixty (60) days in the aggregate beyond the time for
acceptance of bids specified in the bid documents, and the Owner and Contractor shall obtain the Surety's consent for
an extension beyond sixty (60) days.
If this Bond is issued in connection with a subcontractor's bid to a Contractor, the term Contractor in this Bond shall
be deemed to be Subcontractor and the term Owner shall be deemed to be Contractor.
When this Bond has been furnished to comply with a statutory or other legal requirement in the location of the Project,
any provision in this Bond conflicting with said statutory or legal requirement shall be deemed deleted herefrom and
provisions conforming to such statutory or other legal requirement shall be deemed incorporated herein. When so
furnished, the intent is that this Bond shall be construed as a statutory bond and not as a common law bond.
Signed and sealed this 3rd day of
(Witness) Melinda S. Fugate
z7 A% tad 9Jl
August , 2020 EC)
ate ';c:.SOfG
Contech Engineered Solutions LLC 1 Ui sEaL
(Principal) D ��
(Witness) Dokmai Bell
(Title) Scott D. Aston, Sr. VP
Western Surety Company
(Surety)
Seal)
��NglUhleury'
a"" J�Ert• y'y
.4 70.04,4
0 eal)
(Title) ChristopherjOwens- Attorney -in -Fact 3\. ` r.AV*°
'
yes 4'.
Printed in cooperation with the American Institute of Architects (AIA).
The language in this document conforms to the language used in AIA Document A310 - Bid Bond - 2010 Edition.
Bid Bond Instructions
GENERAL INFORMATION
Purpose. AIA Document A310-2010 establishes the maximum penal amount that may be due the Owner if the Bidder
fails to execute the contract and to provide the required performance and payment bonds, if any. It provides assurance
that, if a bidder is offered a contract based on its tendered proposal but fails to enter into the contract, the Owner will be
paid the difference in cost to award the contract to the next qualified bidder, so long as the difference does not exceed the
maximum penal amount of the bond.
Related Documents. A310 is not incorporated by reference into other AIA documents. For further reference on bonding
procedures, see AIA Document A701T"-1997, Instructions to Bidders; and AIA Document G612'-2001, Owner's
Instructions to Architect.
Use of Non-AIA Forms. AIA Document A310 may be used with any appropriate AIA or non-AIA document.
CAUTION SHOULD BE EXERCISED BEFORE ITS USE TO VERIFY ITS COMPLIANCE WITH CURRENT
LAWS AND REGULATIONS BY CONSULTING WITH AN ATTORNEY OR A BOND SPECIALIST.
USING A310-2010
Modifications. Particularly with respect to professional or contractor licensing laws, building codes, taxes, monetary and
interest charges, arbitration, indemnification, format and font size, AIA Contract Documents may require modification to
comply with state or local laws. Users are encouraged to consult an attorney before completing or modifying a document.
In a purchased paper AIA Contract Document, necessary modifications may be accomplished by writing or typing the
appropriate terms in the blank spaces provided on the document, or by attaching Supplementary Conditions, special
conditions or referenced amendments.
Modifications directly to purchased paper AIA Contract Documents may also be achieved by striking out language.
However, care must be taken in making these kinds of deletions. Under NO circumstances should standard language be
struck out to render it illegible. For example, users should not apply blocking tape, correction fluid or Xs that would
completely obscure text. Such practices may raise suspicion of fraudulent concealment, or suggest that the completed
and signed document has been tampered with. Both parties should initial handwritten changes.
Using AIA software, modifications to insert information and revise the standard AIA text may be made as the software permits.
By reviewing properly made modifications to a standard AIA Contract Document, parties familiar with that document
can quickly understand the essence of the proposed relationship. Commercial exchanges are greatly simplified and
expedited, good faith dealing is encouraged, and otherwise latent clauses are exposed for scrutiny.
AIA Contract Documents may not be retyped or electronically scanned. Retyping can introduce typographic errors and cloud
legal interpretation given to a standard clause. Furthermore, retyping and electronic scanning are not permitted under the user's
limited license for use of the document, constitute the creation of a derivative work and violate the AIA's copyright.
Identification of the Parties. The Contractor, the Surety, and the Owner should be identified using their respective full
names and addresses or legal titles under which the bond is to be executed. The state in which the Surety is incorporated
also should be identified in the space provided.
Bond Amount. The dollar amount of the bond should be provided in both written and numerical form.
Project Description. The proposed project should be described in sufficient detail to identify (1) the official name or
title of the facility; (2) the location of the site; (3) the proposed building type, size, scope or usage; and (4) the project
number required by the owner, if any. A project number may be required by certain public owners to adequately identify
the project to which the bond pertains.
Execution of the Bond. The bond must be signed by both the Contractor and the Surety. The parties executing (signing)
the bond should print their title and impress their corporate seal, if any. Where appropriate, attach a copy of the
resolution or bylaw authorizing the individual to act on behalf of the firm or entity. As to the Surety, this usually takes
the form of a power of attorney issued by the Surety company to the bond producer (agent) who signs on its behalf.
Printed in cooperation with the American Institute of Architects (AIA).
The language in this document conforms to the language used in AIA Document A310 - Bid Bond - 2010 Edition.
Western Surety Company
POWER OF ATTORNEY APPOINTING INDIVIDUAL ATTORNEY -IN -FACT
Know All Men By These Presents, That WESTERN SURETY COMPANY, a South Dakota corporation, is a duly organized and existing corporation
has ing its principal office in the City of Sioux Falls, and State of South Dakota. and that it does by virtue of the signature and seal herein affixed hereby
make. constitute and appoint
Jeffrey W McCart, Christopher Michael Owens, Catherine Ogilvie, Stephen R Adkins,
Individually
of Duluth. GA. its true and lawful Attorneytst-in-Fact with lull power and authority hereby conferred to sign, seal :rod execute fur and on its behalf bonds
undertakings and other obligatory instruments of similar nature
- In Unlimited Amounts -
and to hind it thereby as fully and to the same extent as it such instruments were signed by a duly authorized olficer of the corporation and all the acts of said
Attorney, pursuant to the authority hereby given, are hereby ratified and confirmed.
This Power of Attorney is -made and executed pursuant to and by authority of the By -Law printed on the reverse hereof. duly adopted. as indicated. hs
the shareholders of the corporation.
In Witness Whereof. WESTERN SURETY COMPANY has caused these presents to he signed by its Vice President and its corporate seal to he
hereto affixed on this 19th day of February. 2020
State of South Dakota
County of Minnehaha
}ss
WESTERN SURETY COMPANY
'aul T Brutlat. Vice President
On this 19th day of February. 2020, before me personally came Paul T 13nitl:t, to me known, who, being by me duly sworn, did depose and say: that
he resides in the City of Sioux Falls. State of South Dakota: that he is the Vice President of WESTERN SURETY COMPANY described in and which
executed the above instrument; that he knows the seal of said corporation; that the seal alli,xed to the said insuuntent is such corporate seal: that it was so
affixed pursuant to authority given by the Board of Directors of said corporation and that he signed his name thereto pursuant to like authurits and
acknowledges same to be the act and deed of said corporation.
My commission expires
June 23, 2021
J. MOHR
(OR)soumuwor
CERTIFICATE
(--)-7)9x-ii/LJ
J Muhl. Notary Public
I, L. Nelson, Assistant Secretary of WESTERN SURETY COMPANY do hereby certily that the Power of Attorney heie tahosr set 'mill is still in
force, and further certify that the By -Law of the corporation printed on the tevetse hereof is still in force In testimony whcieof I have hereunto subset Med
my name and affixed the seal of the said corporation this 3rd day of Au turf
ypR• •
frig?" (144frAl
if
WV' en IP
k�►N O0r
Form 1.4280-7 2012
Go to www.cnasurety.com > Owner / Obligee Services > Validate Bond Coverage, if you want to verify bond authenticity.
WESTERN SURETY COMPANY
246Lfril/-". "
I_ Nelson, Assistant Secretary
Authorizing By -Law
ADOPTED BY THE SHAREHOLDERS OF WESTERN SURETY COMPANY
This Power of Attorney is made and executed pursuant to and by authority of the following By -Law duly adopted by the shareholders
of the Company.
Section 7. All bonds, policies, undertakings, Powers of Attorney, or other obligations of the corporation shall he executed in the
corporate name of the Company by the President, Secretary, and Assistant Secretary, Treasurer, or any Vice President. or by such other
officers as the Board of Directors may authorize. The President, any Vice President, Secretary. any Assistant Secretary, or the Treasurer
may appoint Attorneys in Fact or agents who shall have authority to issue bonds, policies. or undertakings in the name of the Company.
The corporate seal is not necessary for the validity of any bonds. policies, undertakings. Powers of Attorney or other obligations of the
corporation. The signature of any such officer and the corporate seal may he printed by facsimile.
CNASURETY
Digital Seal Authority and Enforceability
This communication is being provided on behalf of all CNA Surety companies, including Western Surety
Company, Continental Casualty Company, The Continental Insurance Company, American Casualty
Company of Reading, Pennsylvania, and National Fire Insurance Company of Hartford (collectively and
individually referred to as "CNA Surety").
The use of an electronic image of the corporate seal of any CNA Surety company (the "Digital Seal") and
the attachment of the Digital Seal to any surety bond issued by a CNA Surety company is authorized. Each CNA
Surety company acknowledges and agrees that the Digital Seal may be affixed to any CNA Surety bond and relied
upon to the same extent as i f a raised corporate seal were physically attached to the bond.
Delivery of a digital copy of this Digital Seal Authority and Enforceability notice, executed electronically,
to an Obligee or Obligee's representative shall constitute effective execution and delivery of this notice and shall
have the same legal effect as delivery of a tangible original of the notice with my original "wet" signature.
In Witness Whereof, this has been executed by the Vice President and Surety General Counsel for each of
the CNA Surety companies.
Dated this 31' day of March, 2020.
*7n ojaz.
Rosemary Quinn
Vice President and Surety General Counsel on behalf of
Western Surety Company
Continental Casualty Company
American Casualty Company of Reading, Pennsylvania
•
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The Continental Insurance Company
National Fire Insurance Company of Hanford
CNTECH
ENGINEERED SOLUTIONS
A QUlKREIE'COMPANY
9025 Centre Pointe Drive, Suite 400
West Chester, OH 45069
Phone: (513) 645-7000
Toll Free: (800) 338-1122
www conteches.com
August 10, 2020
To whom it may concern,
Contech Engineered Solutions submits the following information as a part of our bid to be selected as the bridge
manufacturer and supplier for the Hokestra Pedestrian Trail and Bridge in Weld County, CO.
For over 40 years we have been designing, fabricating, and delivering prefabricate steel bridges. Nationwide, we
are known for our customer service and quality structures. Our Engineering and Drafting team can provide designs
for bridges, ramps, towers, and stairways for almost any bridge situation.
Each bridge is custom engineered and fabricated to meet your specifications and delivered by truck directly to
your jobsite, ready for installation and immediate use. Our bridges utilize cost efficient, tubular shapes of
weathering steel or painted carbon steel, offering you a range of material applications. We currently have four
fabrication facilities and various other partners to assist in our ability to provide high quality bridges throughout
the county. Please see the below list of bridges of similar sized bridges that have previously been provided in the
State of Colorado since 2015 and the attached requested documents for your approval.
Project
No.
Year
Fabricated
Location
Name
Size
Customer
521801
2015
Fort
Collins, CO
Fossil Creek
Ped
110x10
Connell
Bridge
Resources,
Inc
(970) 818-6866
523026
2015
Boulder,
CO
South
Boulder
75x10
L&M
Creek
Ped
Bridge
Enterprises,
Inc
(970) 532-3706
529562
2016
Fruita, CO
Little
Salt
Wash
67.17x10
Hudspeth
&
Riverfront
Trail
Associates
(970)
872-3133
526112
2016
Golden,
CO
I-70
Bike
Path
120x10.5
Hamilton
Construction
[541)
746-2426
560903
2017
Salida,
CO
South
Arkansas
80x10
Y &
K
River
Bridge
Excavation,
Inc
(719) 539-4108
560406
2017
Silverthorne,
CO
Nike
Bridge
151.83x11.33
Betone Civil
Replacement
Constructors
(970) 485-2688
561473
2018
Denver, CO
Globeville
Landing
113.57x8.5
Ames
Outfall
Construction
(303) 363-1000
549605
2018
Erie, CO
Colliers
Hill
Metro
80x10
BrightView
District
20.5x10
Landscape
Improvements
(303) 841-8400
567413
2019
Denver, CO
Boulder
Creek
80x12
Boulder
Creek
,
Neighborhoods
Ped
Neighborhoods
_
Bridge
_
(303)
544-5857
593753
2019
Fort
Collins,
CO
Fort
Collins
65x10
Connell
Pedestrian
Bridge
40x10
Resources, Inc
(970) 818-6866
CqeSTECH
STRUCTURAL PLATE
CON ��1`r SPAN
DRIC E SYSTEMS
BE9SiliPt_
rrh SYslrmc
a CONTINENTAL
N NENTAL
lact.....1,:an I
-sio°'"t-`..-
CaNTECH
ENGINEERED SOLUTIONS
A IM ' COMPANY
9025 Centre Pointe Drive, Suite 400
West Chester, OH 45069
Phone: (513) 645-7000
Toll Free: (800) 338-1122
www.conteches.com
628707
2020
Nathrop,
CO
Mount
Ped
Bridge
Princeton
66x8
Diesslin
Structures,
Inc
(719)
539-0855
631525
2020
Commerce City,
CO
Access Connections
30x10
ESCO
to
ROAR
75x10
Construction
(2) 35x10 _
(303) 674-9967
For more information and colorful pictures of the many bridges we have done, please visit our Web site at
www.conteches.com
We look forward to working with you on this and future projects. If you have any questions, please give us a call.
Sincerely,
Contech Engineered Solutions, Inc
9025 Centre Pointe Drive, Suite 400
West Chester, OH 45 069
Phone: (513) 645-7000
Toll Free: (800) 338-1122
ecru- lAt P AYE
CONI SPAN'
1 I
ANA *slam
a.CONTININTAL
BRIDGE
tit(1\I
�Y. i"hi
ENGINEERED SOLUTIONS
A QUIKRETP COMPANY
9025 Centre Pointe Drive, Suite 400
West Chester, OH 45069
Phone: (513) 645-7000
Toll Free: (800) 338-1122
www.conteches.com
Table of Contents
Page
Bridge Manufacturer's Product Literature 4
Sample Drawings and Calculations 12
Splicing and Installation Instructions 49
Warranty Information 56
Inspection and Maintenance Procedures 57
AISC Shop Certification 64
AWS Shop Certification 65
CWI Certifications 66
*Note: Contech acquired Big R Bridge in December of 2019. As such there is a mixture of documents from Big R
Bridge and Contech Engineered Solutions included with the following qualifications.
%MAU
ATE
1CONS SPAN'
BRIDGE SYSTEMS
BEBSIPPIt
._
An:?' Systcrr:
�Iilfil�►CO�NINTAt
CO
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How Can We Help You?
Building Blocks to a Successful Project.
Contech prefabricated truss bridges are durable and aesthetic solutions. Prefabricated manufacturing means fast installation
and substantial cost -savings. Contech truss bridges are typically erected and installed in one to three days, without the need for
field welding. Contech truss bridges feature efficient bridge design and construction that is customized and manufactured to your
specifications.
SOLUTION DEVELOPMENT
• Product Design Worksheet
• Structure Selection
• Siting & Layout
• Design Your Own Bridge (DYOB1
• Engineer Estimates
• Site Simulation
• Proposal Preparation
• Design Build Support
DESIGN SUPPORT
• Specifications
• Contract Drawings
• Permitting Assistance
• Structural/Fabrication Drawings
• Approval Assistance
• Custom Solutions
• Horizontal/Vertical Alignment
• Foundation Support
"UPI
Steadfast Capstone`
Scottsdale, AZ
Steadfast Colonial Flat
Lansing, MI
INSTALLATION
• Preconstruction Meeting
• On -Site Installation Assistance
• Logistics Coordination
STEADFAST BRIDGES
Steadfast Vehicular Steel Truss Bridges
Steadfast Bridges® are known for its safe, durable, affordable and
aesthetic solutions. Steadfast truss structures are suitable for residential
and commercial developments, Department of Transportation, municipal
roads, parks and trails, as well as industrial and mining facilities.
Steadfast Bridges Offers:
• Clear spans to 200 feet
• Bolted or welded construction
• Weather, painted, or galvanized finishes
• 35 year galvanized warranty
• Aesthetic solutions
• Quick and straightforward installation with onsite support
• Improved hydraulics
• A variety of rail, deck, and finish options
• Extensive technical support
• Manufacturing with AISC major bridge certification
• Fracture critical and sophisticated paint coating endorsements
S CONTINENTAL•
BRIDGE
Continental Pedestrian Steel Truss Bridges
Since 1972, Continental'. has been North America's premier
brand for pedestrian steel truss bridges. With more than 1 4,000
installations worldwide, Continental truss bridges are ideal for parks
and trails, golf courses, skywalks, environmentally sensitive areas
and developments.
Continental Bridge Offers:
• Clear spans to 250 feet and more. Spans greater than 250 feet
with custom design
• Pedestrian crossings over highways, railroad tracks, rivers and
wetlands
• Pre -fabrication allows for rapid installation
• Aesthetic solutions
• A variety of rail, deck, and finish options
• Extensive technical support
• Manufacturing with AJSC Moor/Intermediate bridge certifica`ion
• Fracture critical and sophisticated paint coating endorsements
EXPRESS TRUSS
NN\N\NNIAAAA
CONTINENTAL* BRIDGE
EXPRESS Connector')
Albuquerque, NM
beast . mss sw •■
otaietvw -*gab
4
Continental Capstone'
Continental Thrust Arch
Las Vegas, NV
Alcoa, TN
Pre -Engineered AASHTO Pedestrian Bridges
The EXPRESS" Truss bridge is a pre-engineered pedestrian steel truss
bridge designed for owners, engineers and contractors who know "time
is money" This standardized truss system provides stamped drawings
within one week after receipt of order and a bridge ready for shipment
in less than eight weeks, significantly reducing construction time. The
speed, quality and value of EXPRESS''.. bridges will ensure you receive the
industry's bes- customer experience.
EXPRESS Truss Bridges Offer:
• Stamped drawings within 1 week after receipt of order
• Bridge ready for shipment within 6 - 8 weeks of approved drawings
• Quick and straightforward installation
• Designed in accordance with AASHTO
• IBC design is also available
Steadfast Link)
Baker, WV
Municipalities & Counties
Time -sensitive projects and emergency bridge replacements
often lead municipalities to a Steadfast vehicular or
EXPRESS pedestrian truss structure. The clear span
structures can improve hydraulics and m nimize road and
trail closure time with a quick installation, while fitting
within a budget. Structures are typically installed in 1-3
days and require minimal maintenance.
Continental Keystone''
Raleigh, NC
Continental Gateway"
Apopka, FL
e
Energy, Mining & Industrial
Continental steel truss structures have been
utilized for pipe support, conveyor support and other
elevated crossings. Steadfast vehicular structures, which
meet AASHTO loading criteria, will accommodate large
construction vehicles and equipment for the transport
of heavy materials. The strength and durability of these
systems allow for a wide range of unique solutions.
Steadfast Capstone `'
Rodanthe, NC
Continental Capstone® Beavercreek, OH
Continental Connector',
Morris, IL
Continental Connector'a Stephens Point, WI
Steadfast Capstone
Haworth, Ni
Continental Custom
Natchez, MS
Continental Custom Connector"' Flight 93 Memorial - Shanksville, PA
Moab, UT
Continental Connector'
IIIMINISWINEMIletaittrattzetrirr-_ _
Continental Gateway'
Dedham, MA
Continental Gateway`
Moline, IL
Park, Resorts, Trails, Golf Courses & MORE
Resorts, tourist attractions and signature golf courses all
over the country have turned to Contech pedestrian and
vehicular truss structures with a wide variety of styles,
rail, deck and finishing options available. Contech was
fortunate to have participated in providing the 800' long
multi -span, Connector -style, Continental truss bridge at
the site of the Flight 93 National Memorial in Shanksville,
PA. The pedestrian bridge allows visitors dry passage over
the wetlands area.
Continental Custom Gateway' Des Moines, IA
PROVIDING COMMUNITY SOLUTIONS
Residential & Commercial
Continental pedestrian and Steadfast vehicular truss structures
have been selected by aevelopers throughout the U.S.
to prov'de practical, yet aesthetic structures in residential
developments, hospitals, schools and communities. These
structures are available in an array of style and finish options
to proviae a signature look as well as guarantee safe, reliable
bridges for every day use.
Developers also look to Continental pedestrian and Steadfast
vehicular truss solutions for busy commercial sites. Often
times, these bridges are main entrances or centerpieces for
business parks, shopping centers and local communities.
Steadfast Colonial
Harrison County, IN
Continental Custom Gateway' Warren, OH
Continental Gateway"
Kissimmee, FL
Continental Cable -Stayed
Mishawaka, IN
Continental Gateway' Daytona Beach, FL
Si-lnate., ;..iii« u:t
Custom Designs & Signature Looks
Speciality truss bridges by Contech can be custom designed
to specifically fit your project's needs. Our bridges have been
successfully designed to replicate a particular bridge style or
create a brand new signature look.
These custom options have included:
• Gangways onto floating docks, wildlife crossings, material
handling and pipe support systems within buildings
• Bridges enclosed with stone, stucco, wood or other materials
• Multi -color paint systems and decorative lighting
• Cable -stayed bridges and skywalks
• Specialized railing, decking and finish options
• ADA accessible ramps
• Thrust arch, support towers and decorative towers
Continental Connector"
Dulles, VA
Rail Options
Cable
Deck Options
Wood
Finish Options
Weathering Steel
Mesh Panels
Steel Grate
Painted Steel
Safety Rail/Wood Rub Rail
Concrete
Asphalt'
Galvanized Steel
Vertical Picket/Pipe Handrail
Our truss structures offer a wide ranee of tail, deck and finish options that guarantee a distinctive look for anv bridge. * Aoolies to Vehicular Truss Only.
Continental® Pedestrian Truss Styles*
Connector'
sk ESS Oa SEE EL SEMI la ale SAS aflame a _
..fir. wig r. a S AS ESE EI1S—r eara gime as �a is...iiiTh— a Se a ea a =MINIM a SS IS • I Janata alIS a Spas IV all.' ---- --".'
Keystone'
Gateway
Tied Arch
t.
..r .... =`-mss
Capstone`
'Custom styling is available to make your project a reality (e.g. skywalks, cable -stayed bridges).
Steadfast Bridges® Vehicular Truss Styles
Colonial Flat
Colonial
Link
aromoThn or re• LEI IS AS al al. gr alga NI Ark a SW a sw r • •
L
Capstone`'
• •
Keystone" ``
Horizon
Archway
Contech' Engineered Solutions offers a full range of pedestrian and vehicular
truss styles for your project's needs. As highly skilled solution providers, we are
ready to support you in every phase of your project, from concept to installation.
ENGINEERED SOLUTIONS
C%'tto'NTECK
COMPLETE SITE SOLUTIONS
STORMWATER SOLUTIONS
Helping -o satisfy stormwoter
mana eme•,t rervirer'ents ors
development projects
• �tormwater Treatment
•Detention, lnfiitro-iota
• Rainwater Harvesting
• Giotiltrat•on, Bioretention
PIPE SOLUTIONS
Meeting protect needs for durability,
land hydraulics, corrosion resistance,
and stiffness
• Corrugated Metal Pipe (GAP)
• Steel Reinforced Polyethylene
(SRDE)
• Nigh Density Polyethylene (HDPE
• Polyvinyl Chloride (PVC)
Contech Engineered Solutions is the nation's leading
provider of site solutions products and services for the
Civil Engineering industry.
With more than 40 manufacturing facilities across the
United States and around the world, Contech has the
resources to support every site development need.
Visit us at www.ContechES.com or call
Toll Free: 800-338-1122
C NTECH
ENGINEERED SOLUTIONS
2016 CONTECH ENGINEERED SOLUTIONS LLC
ALL RIGHTS RESERVED PRINTED IN USA.
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS
AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF
MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE.
SEE THE CONTECH STANDARD CONDITION OF SALES ;VIEWA3LE
AT' WW.CONTEC-IES.COM/COS) FOR MORE INFORMATION.
steel
steel
STRUCTURES SOLUTIONS
Providing innovative options a110
support for crossings, culverts,
and bridges
• Plate, Precast & Tr'. ss brie^es
• Hard Armor
• Retaining JVails
• Tunnel Liner Plate
For more information, call one of Contech's
Regional Offices located in the following cities:
Corporate - Ohio (Cincinnati)
California (Roseville;
Co oraoo (Denver)
Florida (Orlando)
Maine (Scarborough)
Maryland (Baltimore)
Oregon (Portland)
Texas (Dallas)
Get Social With Us!
6100
We print our brochures enrurely on Folest
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certircation ensures roof the paper in Du
brochures contain jibe' hop well -managed
and recoonsibly loivDsted t0'osts that ;neat
strict envi!onmen*cil and socioeconomic
stancicuds ?Tinted with soy inks
513-645-7000
800-5-48-4667
720-587-2700
321-348-3520
207-885-9830
410-740-8490
503-258-3I80
972-590-2000
FSC
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ThESE PLANS, AS INSTRUMESiT:.•
OF SERVICE ARE 'RCPERTY
SULLY Of CON11NE'TAL BRIDGE.
Trier ARE NOT TO 8E (EPRODUCch
FOR ANY PJRPOSC OFi USEC en
444Y OTHER LOCA11O1s tteMOUT
WITTEN RU1HCRIZAT1i3N.
CONTINENTAL
FRIDGE
ALEXANDRIA MN
320-852-7500
1101 -Or X e'-- 0'
PEDESTRIAN BRIDGE
REVISED 03/00
PAGE G3 (DRAWING
OF 2)
{ V r A:-
earor��=
0 TOP CHORD SPUCE
rISS 4444
Tn a1 ills vx•t(. 41111
SE9DON N -B
BOTH CHORD SPUCE
ELAN
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.Tip na. �U.n .
O DIAGONAL SPUCE
Bad
O BRACE DIAGONAL SPLICE
1,12,2.1,2?
RIPE El ALOES
ST LAGER SPLICE
C) TYPICAL PICKET LAYOUT
EDEN A -A
C) PICKET RAIL SPLICE
PICKET ATTACHMENT DETAIL
I
ANCHOR BOLT ELEVATION
COME APAD11O6 AS Re LOCAL OR WA.OOANIC sumo OCOt5 AS MAIM t.741,12-4..,-4,„...„
yort tICON ON
I6iftiiiiaiICEMI
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PLAN
TNESE Pi ANS, AS INSYRI,µINIS
OF SERVICE ARE PNUPYRTI'
SOLELY OF COY SSEN FYI ORIDGE.
HEY ARE NDT 1D BE REPNODULO
FON ANY PURUDSE DR USED IN
AN, EITHER LOCATION IN !NDJT
WETS, FUiNONEO N
AiSrana.. RIDGE ENTAL
ALEXANDRIA MN 320-852-7500
110'-0' X 8'-0'
SPLICE DETAILS
REVISED 03/00
PAGE G4 (DRAWING 2 OF 2)
Appendix G TRUSS DESIGN EXAMPLE
The specifications listed at the beginning of this document were written primarily for pedestrian or bicycle truss
bridges fabricated using tubular members with simple welded joints. The following example has been selected to
illustrate typical design checks encountered when designing a bridge of this type. A half -through or "pony" truss
has been selected to illustrate the checks required for lateral stability of the top chord. In addition to designing the
appropriate truss members, design checks for typical "simple" welded joints (without stiffening) shall also be
shown.
Example: Design a 110 foot long x 8 foot wide pedestrian bridge in accordance with the "Special Specifications
for Pedestrian Bridge". The following design loads shall be used:
Dead load of structure only:
Wood decking @ 10 PSF
• Steel weight of 230 pounds per lineal foot, including safety system and toe plate.
Live load of 85 PSF reduced as per section 3.1.2.1 for main truss member design; therefore,
W = 8510.25 + (15 /1110'x81] = 64.2 PSF (say 65 PSF)
Vehicle load: An 8,000 pound four -wheeled vehicle with 60% of the load on the rear axle distributed as shown in
Figure G 1.
INSIDE OF TRUSS
1
tr,_ 1 ISO.,
® 0
2400 #
■
2400 #
REAR
DIRECTION OF
4
BRIDGE SPAN
102"
FIGURE GI
WHEEL LOADS
1600.-1-
b
to
1600 #
► FRONT
A horizontal wind load of 25 PSF applied against the full vertical projection of the bridge as if enclosed.
Load Combinations
The loads listed above shall be considered to act in the following combinations, whichever produce the
most unfavorable effects on the bridge superstructure or structural member concerned.
[DL=Dead Load; LL=Live Load; WL=Wind Load; VEH=Vehicle Load]
DL + LL
DL + VEH
DL + WL
DL + LL + WL
DL+VEH +.3WL
G1
TRUSS DESIGN EXAMPLE
NOTE: Allowable stresses will be increased by 1/3 above the values otherwise provided when
design stresses are produced by wind loading, acting alone or in combination with the design
dead and live loads. In order to more easily determine the critical load case for each individual
member, load combinations which include wind will be multiplied by a factor of 0.75. The
stress in members calculated for all load combinations will then be compared to allowable design
stresses with no increase.
The following design will be for the bridge shown on the drawings on pages G3 and G4. The
member forces used for design have been calculated using a three dimensional analysis program.
The following assumptions have been made in the analysis:
1. The chords are continuous and therefore each chord panel member is assumed fixed to
adjacent chord members.
2. The equal width vertical members are assumed to be fixed to the chords for calculation
of truss "in -plane" bending moments.
NOTE: The term "in -plane" shall be used in the following analysis to mean moments which act
in the plane of the vertical truss. This is defined for discussion so as to be different from "out -
of -plane" moments which act in a plane turned 90 -degree to the plane of the truss. An example
of "out -of -plane" moments would be those developed in the truss verticals and floor beams (the
"U -frames") in laterally supporting the top chord against "out -of -plane" buckling,
3. The floor beam is assumed fixed to the truss verticals.
NOTE: In "pony" truss bridges, floor beams must be rigidly attached to verticals (or to the
chords and then the chords attached rigidly to the truss verticals as in the case of underhung
floor beams) in order to maintain the "U -Frame" stiffness required to laterally support the top
chord. In these situations, unless a detailed analysis of the joint stiffness is done to determine its
affect on overall "U -Frame" stiffness and therefore on top chord stability, the floor beam to
vertical connection should be equal width (have "matched" edges) or be stiffened with
reinforcing plates to insure that not only connection strength but also stiffness of the"U-Frames"
is maintained.
4. The end floor beam is assumed fixed to the end verticals. The same issues of "U -
Frame" stiffness as discussed for the interior "U -Frames" hold true for the end "U -
Frame" as well.
5. Chords are assumed fixed to the end verticals.
6. Diagonals and brace diagonals are assumed to have pinned ends.
The full truss analysis results are quite lengthy and have not been included here. The
controlling loads for critical member and connection design shall be listed for each member or
member size in the design.
Design note: All structural bridge elements shall be ASTM A847 tubing:
F = 50 KSI minimum
F 70 KSI minimum
G2
BELTED SPLICE LOCATION
CHORD
73
CHORD
4
93
OVERLAP JOINT
CAP JOINT
Tg A AY T
44
7
54
FLOOR BEAM
LOCATIONS
(145)
B SPACES 41 6'-I` = 48'-B'
OF BRIDGE
TOTAL BRIDGE LENGTH ITp-p- BRIDLE SYMMETRICAL ABOUT OF BRIDGE
VERTICAL TRUSS LAYOUT
MEMBERS IN ( ) ARE ON THE BACK (LEEWARD) TRUSS
3'IdJ' YX3 twisaa SSf &L
TRUSS DESIGN EXAMPLE
Deflection:
The following deflections have been taken from the computer analysis:
Maximum deflections at midspan of truss
Dead load = 1.43 in (vertical)
Live load = 2.39 in (vertical)
Wind load = 1.12 in (horizontal at bottom chord)
Deflection Checks:
Allowable live load deflection =
400
110 x 12 = 3.3" > 2.3 9" (OK)
400
Allowable wind load deflection =
500
110x12
2.64">1.12" (OK)
500
NOTE: As a minimum, the truss should be cambered to offset 150% of the dead load deflection;
therefore,
Camber = 1.5 x 1.43" = 2.15"
U -Frame Calculations:
TOP
CHORD
BOTTOM
CHORD
N
G6
of Truss
VERTICAL
HSS6X4X1/4
(Ix = Iv = 20.9 in4)
FLOOR BEAM
HSS10X4X3/16
(IX= Ib = 57.8 in4)
b — 102.0"
(8'-6")
FIGURE G2
"U -FRAME"
T, of Top Chord
h=62.5"(5'-21/2")
of Truss
E of Floorbeam
TRUSS DESIGN EXAMPLE
The maximum top chord compression loads at the midspan of the truss, as taken from the computer
analysis are: 104.0K due to DL + LL
56.0K due to DL + Vehicle
the recommended minimum Crum value is
L
1.46 P
Where "P" is the top chord compression load times the appropriate safety factor:
104.0K x 1.0 = 104.0" for DL + LL (controls)
56.0K x 1.5 = 84.0K for DL + Vehicle
"L" is the spacing between verticals (73")
and
"C him" is the U -Frame spring constant (or "elastic frame stiffness") as determined by the
following equation:
Cjurn r
E
h2 Li31 )+ (2b )]
v b
Where: E = Steel Modulus of Elasticity (29000 ksi)
b and h are the dimensions in inches as shown in the "U -frame" drawing
I = moment of inertia of the verticals (in4)
I = moment of inertia of the floor beans (in4)
The minimum Cf"m required = 1.46 (1'04") = 2.08
73
Cfurn
29,000 = 3.95 > 2.08 (OK)
62.5' [( 62.5. ) + ( 102 ))
3x20.9 2x57.8
Using a factor of safety of 1.5 against out -of -plane buckling of the top chord:
CL_3.95(73")`
1.85
Pe (1.5)104K
Therefore, extrapolating from the table of 1/k values in Appendix A, for 18 bays, 1/k 0.87 and
therefore K=1.15
NOTE: Use a minimum K value for design of the top chord of 1.3; However, conservatively use an out -
of -plane bending force of 1/100 K times the top chord compression (see Specification Section 3.3.6),
with a K value of 1.15, for strength design of the verticals, floor beams and their connections.
Bottom Chord Design:
The critical combined axial and bending stresses in the bottom chord occur in member #145 (on the
leeward truss) due to 0.75 (DL + LL + WL). The following forces are derived from that load
combination:
G7
TRUSS DESIGN EXAMPLE
Axial Tension (P) = 107.3K
In -plane bending (MI.) •k = 18.8'"
Out-of-plane bending (M") = 3I.0'n•k
Use an HSS 6 x 6 x!/ bottom chord member throughout,
Area (A) = 5.24 in'
Section Modulus (S and S ) = 9.54 in3
K y
Wall Thickness (t) = 0.233 in
P 107.3 K
fQ = --_=20.5ksi
A 5.24 in2
Ai 31.0;,,-k
fbx (out — of — plane) = — • = 3.3 ksi
S 9.54 in'
M ;,, = 18.81"-k
fby (in — plane) _ = 2.0 ksi
Sy 9.54 in'
Fn (tension) = 0.6 Fy = 0.6 (50.0 ksi) = 30.0 1CSi
Fbx =Fby= 0.66 F, =0.666(50.0ksi) =33.0ksi
Check combined axial and bending forces in the chord in accordance with AISC formula H2-1:
Jn +J'bx +Jby 51.0
Fa Fbx Fby
20.5ksi+ 3.3 ksi + 2.0 ksi = 0.84 ≤ 1.0 (OK)
30.0ksi 33.0 ksi 33.0 ksi
The end three diagonal members are overlapped connections onto the truss verticals. This has been done
for two primary reasons:
1. An overlapped connection is more efficient than a gapped one, reducing problems with connection
capacities at the ends of the bridge where truss web loads are highest.
and
2: To eliminate chord shear problems or "shear lag" failures.
All other diagonals shall be gapped; therefore, the bottom (and top) chords in all bays other than the end
three bays must be checked for combined axial, bending and shear forces. The critical bay for this check
in this bridge was in the fourth bay from each end. Check the bottom chord for shear and for "shear
lag" assuming all shear loads in the chord gaps are resisted by the two chord sidewalls or webs only and
the moments caused in the gap joint by eccentricity are resisted by an effective section which is
calculated assuming the flat portions of the top and bottom flanges are not effective (see Figure G3).
G8
TRUSS DESIGN EXAMPLE
Member #7 loads (critical for shear lag):
Axial Tension (P) = 71.5K
Shear (P) = 14.1K
Y
In -plane bending (M, ') = 23,2"''k
m
En -plane bending (Min") = 24.11"-k
Out -of -plane bending (Mou4) = 24,5in-k
* Bending in gap due to joint eccentricity.
** Bending in member due to joint fixity and truss deflections,
Use HSS 6 x 6 x 1/4 bottom chord members throughout; therefore,
A = 5.24 in2
S = 9.54 in3
x
S = 9.54 in3
t = 0.233 in
and
Full Section Properties
Shear area A = 2t (Depth - t)
Y
= 2(.233) (6 - 0.233 in) = 2.69 hie
INEFFECTIVE SECTION
DUE TO "SHEAR LAG" pi 2tc 1.4
4
FIGURE G3
SHEAR AND "SHEAR LAG"
SECTION PROPERTIES
SHEAR AREA
(DEPTH-tc) tc
In calculating the reduced section properties for the eccentric moment capacity in the chord gap, assume
that a section of each flange (top and bottom) equal to the chord width minus four times the wall
thickness is ineffective, due to "shear lag", in resisting the eccentric moment; therefore,
G9
1KUSS 11ESIUN EXAMPLE
S'=S
Y Ytube
4t {width —4t"][1`� +(dep2th —t")z]
depth
4(.233)[6.0 — 4(.233)] [ (.23 2)2 + (6,0 —0,233) 2
= 9.54
6
=3.0in3
K
fa P_ 71.5=13.6ksi
A 5.24 in2
P„14.1K
_—
— =5.2 ksi
A„ - 2.69 in2
M 24.5'" -k
fbc = out = 2.6 ksi
So 9.54 in'
= M1, + Iv! • = 23.2°' + 24.2'""F _I0.3 ksi
f by Sy I Sy 3.0 in" 9.541n' -
Check shear lag in accordance with the following formula:
,l(fa +fbx + fby)2 +3(f„)2 ≤0.6 Fy
V(13.6+2.6+10.3)2 + 3(5.2)2 = 28.0 ksi ≤ 30.0 ksi (OK)
Use an HSS 6 x 6 x 'A bottom chord throughout.
Top Chord Design
The critical combined axial and bending stresses in the top chord occur in member #54 due to DL + LL.
The following forces are derived from that load combination:
Axial compression (P) = 104.1K
In -plane bending (Mid= 17. l'
Out -of -plane bending (M.)= 3,7" k
G1d
TRUSS DESIGN EXAMPLE
Use an HSS 6 x6 x CIA chord member throughout
A = 5.24 in'
S =S =9.54 in'
x y
S' = 3.0 in' (see bottom chord shear lag check)
y
A = 2.69 in' (see bottom chord shear area calculation)
rx = ry = 2.34 in
L=L= 73 in
x y
K = 1.3 (see U -Frame calculations)
x
K = 1.0
KKLx = (1.3)(73") = 40.6 .. F' =
rx 2.34" 23(40.6)2
KyLy = 1.0(73") = 31.2 — 12 n2 (29000) =153.4 /csi
ry 2.34" ey23(31.2)2
Fa = 25.7 lcsi (AISC Table C — 50)
12 1r 2 (29,000) = 90.6 /O1
Fbx =Fby=0.66Fy=0.66(50.0lcsi)=33.0lcsi
P_104.1x=19.91csi
f
=A— 5.24in2
M3.71u-k
fbx = — 0.4 IasiSout = x 9.54 in'
_ M•"' 17.1"`-K
= =1.8Jul
fbY
Sy 9.54 in'
Combined Stress Check:
J a + C„,„(fax) + Crny (f6) S 1.0
F (1 ;,aex)Fbx (1 F ) F'by
ey
(H1-1)
19.9 + 0.85(0.4) + 0.85(1.8) 0.84 ≤ 1.0 (OK)
25.7 (1- 19.9 33.0 (1 19.9 ) 33.0
90.6 153.4
OR
G11
TRUSS DESIGN EXAMPLE
f° +fbx +fby S1.0 (H1-2)
0.6Fy Fbx Fby
19.9
0.4 ' + 1.8 = 0.73 51.0 (OK)
(0.6) 50.0 33.0 33.0
Check shear lag in critical bay (member #44) for:
Axial compression (P) = 72.0K
Shear (P) = 13.9K
In -plane bending (Mina) = 23.0'
In -plane bending (M) = 4,2 n•K
m
Out -of -Plane bending (M) = 2.3'"'k
out
* Bending in gap due to joint eccentricity.
** Bending in member due to joint fixity and truss deflections.
Using HSS 6 x 6 x '/a top chord members throughout,
A = 5.24 in2
S = 9.54 in3
S = 9.54 in3
r
to = 0.233 in
A = 2.69in2 }
S'= 3.0 in3
See bottom chord design for calculations
of shear and "shear lag" member properties
P72.0'r
f _ _
° =13,7 ksi
A 5.24 in2
f 13 13.9K
—_
v =5.2 ksi
A,, 2.69 in'
ru-k
Mouf _ 2.3 = 0.2 /atSx 9.54 in'
Mm * + Ad: = 2301n —k + 4.21n —k — 8.1 ksi
fby _ Sy' Sy 3.0 in 9.54 in]
Check shear lag in accordance with the following formula:
�(fo fbx ffby) 2 + 3(fv) 2 ≤ 0.6 Fy
V(13.7 + 0.2 + 8.1)2 + 3(5.2)2 = 23.8 ksi 5 30.0 ksi (OK)
G12
TRUSS DESIGN EXAMPLE
Check local flange buckling of the top chord behind the diagonals by assuming all load applied by the
diagonals is carried only by the bottom flange or connected face of the chord.
Chord full area = 5.24 in2
Bottom flange area = 6 in x 0.233 in = 1.4 in2
S = S = 9.54 in3
y
bo = 6 = 25.75 < 35.0 (OK)
to 0.233
Check 15` and 4" bays:
22.1
22.1 K
58.8K 13.2K
72.0 K
4 TH BAY
1 ST BAY
1 ST BAY
29.4 K = DIAGONAL TENSION
22.1 K = HORIZONTAL COMPONENT
OF THE DIAGONAL LOAD
22.1 K = TOP CHORD COMPRESSION
1st Bay:
G13
FIGURE G4
Full area compression (P) = 0.0K
Bottom flange compression (P') = 22,1K
In -plane bending (M,) = 27.3'°-k
Out -of -plane bending (M.) = 1,21"-k
4 TH BAY
19.3 K = DIAGONAL TENSION
13.2 K = HORIZONTAL COMPONENT
OF THE DIAGONAL LOAD
72.0 K = TOP CHORD COMPRESSION (4T" BAY)
58.8 K = TOP CHORD COMPRESSION (3RD Bay)
TRUSS DESIGN EXAMPLE
Check local flange buckling in conformance with the following formula:
P P Mout Mtn
+ + + :5_ 0.6 Fy
Full Area Flange Area Sx Sy
O.OK + 22.Ir + I.26_k + 27.3'"_k =18.8 Itsi 5 30.0 ksi (OK)
5.24in2 1.4in2 9.541'13 9.S4in3
4th Bay Check (1st gapped bay):
Full Area Compression (P) = 72.0K — 13.2K = 58.8K
Bottom Flange Compression (P') = 13.2K
In -plane bending (Min) = 21.01n -k
Out -of -plane bending (Moue) = 2,21n -k
58.8x I3.2x 2.2 t„ -K 21.01.44
Z + 2 + 3 + 3 23.1 ksi ≤ 30.0 ksi (OK)
5.24 in 1.4 in 9.54 in 9.54 in
Check of all other bays was OK; therefore,
Use HSS 6 x 6 x 1/a top chord throughout.
Check top chord to end vertical connections:
CAP/STIFFNER PLATE
FIGURE GS
TOP CHORD TO END
VERTICAL CONNECTION
G14
TRUSS DESIGN EXAMPLE
NOTES:
M out -of -plane is negligible.
* With double mitered diagonals, use 1/2 the axial load in the end top chord member for chord to
end vertical connection design. This is due to the fact that a portion of the chord axial load is
transferred directly from the diagonal to the chord and does not go through the end vertical
connection.
For a matched edge connection, due to the relative flexibility of the main member face versus the
stiffness of the two matched edges, assume all load transfer between the chord and the end vertical is
done by the matched edges of the connection plus a 2i return at each corner.
Connection Section Properties:
2t
(in -plane axis)
I 2k -1
MINN
G15
2k
FIGURE G6
EFFECTIVE CONNECTION
Connection Stress:
6"
Line properties (for t, = 0.233) :
Length = 4(2x0.233) + (6x2) = 13.9 in
z
s;n—prone = 3 + [2(2x0.233) x 6] =17.6
P + M;,, _ 0.5(22.1) + 27.7 = 2.371cips / in
Length Sln-plane 13.9 17.6
Use minimum weld throat of 0,233 in.
Allowable weld stress = 0.3 F = 0.3 (70 ksi) = 21.0 ksi
u
Acting weld stress = 2.37 kips J to =10.2 ksi ≤ 21.0 k si (OK)
0.233 in -
TRUSS DESIGN EXAMPLE
NOTES: The full length of the weld along the top edge of the connection may be used, if required to
carry load, when an opposing stiffener/cap plate is placed at the open end of the end vertical. The end
vertical stiffener/cap plate and its weld must then be designed to transfer the "flange" force carried by
the top chord face. If additional load capacity is required, an additional stiffener may also be added at
the elevation of the bottom flange of the top chord.
Progressive failure of the connection and web yielding, crippling, and buckling failure modes are OK by
inspection (see main vertical to chord connection design for comparison checks of these failure modes.)
End Vertical Member
The end vertical shall be designed as a cantilever beam -column, laterally supporting the top chord.
DL + LL Loads:
Axial Load (P) = 21.9K
In -Plane Bending (M1.) = 27.7 in -kips
Out -Of -Plane Bending (M.) = 2.1 in -kips (from analysis) + (21.9K x 0.01 x 57 in)' = 14.6
in -kips
(DL + LL + Wind) 0.75 Loads:
Axial Load (P) = 14.2 kips
In -Plane Bending (M) = 20.0 in -kips
Out -Of -Plane Bending (Mud= 35.0 in -kips (from analysis)
in -kips
+ (14.2K x 0.01 x 57 in)' = 43.1
*For end verticals of pony truss structures, an additional load of 1% of the axial load in the member shall
be applied at the elevation of the top chord for determination of "out -of -plane" bending moments.
Al I► .01 x AXIAL LOAD
'.t
IN END
POST
END VERTICAL POSTS
r'T
END FLOOR BEAM
G16
FIGURE G7
" END U -FRAME"
4-
r-
57"
72"
TRUSS DESIGN EXAMPLE
Use HSS 6 x 6 x % end vertical members:
A = 5.24 in3
S = Sr = 9.54 in3
K = 2.0 (cantilever)
K = 1.0
L = 56.0 in
z
L = 72.0 in
r = r = 2.34 in
x y
K L 2.0 (57.0) - 12 �2 (29,000) -
x x = 48.7 .'. F' =
— 63.0 ksi
rx 2.34, 23(48.7)2
KyLy = 1.0(72.0) , — 12 r2 (29000)
=30.8 '.F — =157.4ksi
ry 2.34 ey 23 (30.8)2
Fe = 24.6 ksi (AISC Table C-50)
Fbx=Fby=0.66Fy=33.0ksi
DL + LL:
f ,P_ 21.9K=4.2ksi
A 5.24 in'
{ A/ 14.6
Jbx(onl —of —plane) = = 1.5 1CSi
Sx 9.54
= 27.7
fbY(inn—plane) = = 2.9 ksi
9.54
Combined Stress Checks:
f + 0.8°f) + 0.85(fby) 51.0 (H1-1)
Fa (1—. )Fbx (1 'f° )F
by
F' ey br
4.2 + 0.85(1.5) + 0.85(2.9) = 0.29 51.0 (OK)
24.6 42
(1-4.2 ) 33.0 (1 ) 33.0
63.0157.4
OR
+ f°" + iby 51.0 (H1— 2)
0.6 Fy Fbx Fby
G17
TRUSS DESIGN EXAMPLE
4. + +
2 1.5 19
(OK)
30.0 33.0 33.0
DL + LL + WL is OK by comparison; therefore, to facilitate connections, use HSS 6 x 6 x 1/4
end verticals (same size as top chord). Use an HSS 10 x 6 x % end floor beam (providing a
matched connection); therefore, the end U -frame stiffness is OK by comparison with the interior
U -frames (see "U -frame" calculations).
NOTE: Due to normal tolerances in placing anchor bolts, it is recommended that only one set
of anchor bolts at each end of the structure be considered effective in resisting lateral shear loads
from wind or seismic forces. To transfer these loads to the appropriate set of anchors, the end
"portal" or "U -frame" members (the end floor beam and the end vertical post members below
the floor beam) must be adequately sized to transfer these lateral loads, or, struts and/or
diagonal bracing must be placed between the lower end vertical post members to accomplish the
load transfer. For design, it is assumed that the anchor bolts on the side opposite the point of
attachment of the end brace diagonal are the ones which resist the design shear load. An
HSS 5x5x3/16 bracing strut was placed in this bridge at the elevation of the base plates (See
details 3 and 4 on Page G3). Design of the end "U -frame" for wind load is ok by inspection.
Interior Vertical Design
The interior verticals shall be designed as a cantilever beam -columns, laterally supporting the top chord.
First interior vertical member 93/94:
DL + LL:
Axial compression (P) = 20.0 kips
In -Plane Bending (Mart) = 23.3 in -kips
Out -of -Plane Bending (M.i) = 8.4 in -kips (from analysis) + (41.5 x 0.0087 x 62.5')"
= 31.0 in -kips
*For verticals in a pony truss structure,:. anadditional load of 1/100K times the maximum axial load in
the top chord members on either side of the vertical being designed shall be applied laterally at the
elevation of the top chord for determination of "out -of -plane" bending moments. Note: Use the
calculated "K" value of 1.15 for this determination (See "U -frame" calculations).
1/100 K
GI8.
IN1LRIOR VERTICALS
FIGURE G8
"U -FRAME"
TOP CHORD
62.5"
72"
V
TRUSS DESIGN EXAMPLE
Note: The maximum out -of -plane bending moment in the verticals occurs at truss-midspan.
DL + LL:
M = 18.1 in -kips (from analysis) + (104.1K x 0.0087 x 62.5")' = 74,7 in -kips
out
(DL + LL + WL) x 0,75:
M = 28.1 in -kips (from analysis) + (71.2 x 0.0087 x 62.5 in)' = 66.8 in -kips
out
*104.1K and 71,2K are the top chord compressions at midspan for the corresponding load combinations.
While each vertical member need be checked for its controlling load case, vertical members in pony
trusses are many times sized based on "U -frame" stiffness or connection strength requirements;
therefore, conservatively combine all maximum loads (axial, in -plane moments, and out -of -plane
moments) together for stress checks in the verticals. If this stress check does not work, check each
vertical member independently.
Use HSS 6 x 4 x k vertical members
A = 4.3 in2
S = 6.96 in' (out -of -plane)
}
G19
Sr = 5.56 in' (in -plane)
r = 2.2 in
r = 1.61 in
K = 2.0 (cantilever)
K = 1.0
y
L = 62.5 in
L = 72.0 in
KxLx 2.02(.2602.5) — 122g -32O(62.98720) 46.3 ksi
— 56.8 .'. F'
—
rx )
KyL,, = 1.0 (72.0) 12 ir? O9000)
= 44.7 F — = 74.7 lcri
ry 1.61 ey — 23 (44.7)2
Fp=23.3ksi (AISCTableC-50)
DL + LL:
_P_Za.o_4.7ksi
fa A 4.3
_ M0,,, — _ 74.7
f S 6.96 —10.7 ksi (At mid span of bridge)
x
TRUSS DESIGN EXAMPLE
_M;n —23.3
= 4.2 ksi
by Sy 5.56
Fbx = Fby = 0.66 Fy = 33.0 ksi
Combined Stress Checks:
+ 0.85 lbx + 0.ss fby ≤1.0 (Hl -1)
Fa (1 RFt
F,
)Fbx (1 ,n ) Fby
GY ¢y
4.7 + 0.85 (10.7)
23.3 (1 4.7
46 3)33.0
0.85 (4.2) (OK)
+ -0.62 ≤ 1,0 (1 4.7 ) 33.0
74.7
OR
fa +Fbx +fby ≤1,0 (Hl -2)
0.6F
y bx by
4.7 +10.7+ 4.2 -0.61≤1.0 (OK)
(0.6)50 33.0 33.0
Check diagonal/vertical overlapped connections.
NOTE: The maximum out -of -plane moment shown above for design of the verticals occurs in the
vertical at the floor beam elevation. The connection checks for this moment will be accounted for in the
final floor beam design checks. This moment does hot affect the vertical to chord connection design.
Use an HSS 5 x 3 x 3/16 overlapping diagonal and check range of validity and connection stress levels in
accordance with ANSI/AWS D1.1-96.
Diagonal Tension = 29.4 kips
Using HSS 5 x 3 x 3/16 diagonals (A=2.58 in2):
f = P = 29.4 kips / 2.5 8 in 2 =11.4 ksi ≤ 30.0 ksi (OK)
A
Overlap the smaller, thinner web member (HSS 5 x 3 x 3/16 diagonal) onto the larger, thicker web
member (HSS 6 x 4 x IA vertical). Check connection criteria in accordance with AWS D1.1-96, Page
37:
b" ""
, + b, + h + h2 5+6+3"+4°
-
G20
4bo 4(6")
= 0.75 ≥ 0.25 (OK)
TRUSS DESIGN EXAMPLE
Check for compact sections based on the flat width (b -3t) of the tube wall:
HSS 5 x 3 x 3 : b�°` = 5 — 3(.174) — 25.7, hn°r = 3-3( .174) =14.2
16 t .174 t .174
1 b�,°, _ 6 — 3(.233)
HSS 6 x 4 x . hfl°, _ 4 —3(.233) =14.2
4 t .233 22.8' t .233
b
HSS 6 x 6 x l: fl"
4 t
hf _ 6-3(.233) =22.8
t .233
Compact Section defined by 190 — 190 = 26.9
Fy 50
b
26.9 ≥ 25,7 (the Maximum I°` or hl°r for all members at the joint) (OK)
Check the full width to thickness ratios (See AWS Figure 2.19).
Maximum b for braces = 5 - 28.7 ≤ 35 (OK)
,174
Maximum b for chords = = 25.8 ≤ 40 (OK)
t .2633
b,=5=0.833≥0.75 (OK)
b2 6
NOTE: Special attention shall be given to the design and detailing of welded tubular truss joints where
the ratio of the widths of the members (i.e. bl/b2) exceeds 0.8 or anytime a fillet weld runs onto a tube
radius (see Specification Section 7.1.2, Figure 7.1).
Using a 50% overlap factor and allowable stress design,
P - Fy tb {(2a — 4tb)+ be° + bee]
1.44/0
Where,
G21
P is the axial capacity of the overlapping tube
°
F = 50 ksi (yield strength of steel)
tb = .174" (overlapping web wall thickness)
a = 3"
b= 5"
e = 0.95
TRUSS DESIGN EXAMPLE
b is the effective width of the diagonal face welded to the chord as defined by:
be=
o (Sb) F''° 5 6
Y (r)Fy
b is the effective width of the diagonal face welded to the "through" vertical as defined by:
5b
bet = S b
Yt (zt )
F = F = 50 ksi
yo y
b°
Y = — (of the chord)
2t°
bvertical
71 =
41 vertical
tb
=
tchord
tb
it tvertical
(of the through vertical)
6 =12.9
Y - Yt 2(.233)
r=z= .174 =0.75
.233
Since Fy,0 = Fy,
bb = b (5)(5)
ee et _ = 2.58
12.9(0.75)
Effective Length = (2a — 4tb + bee + b„)
=2(3)-4(.174)+2.58+2.58
=10.5"
50 Irsi (.174)(10.5) K x
— =60.3 >29.4 (OK)
(1.44 / 0.95)
G22
TRUSS DESIGN EXAMPLE
Check weld size along effective length:
Effective Weld Length = 2 707) 4(0.174 in) + 2(2.58 in) =13.0 in
29'4 K
Weld Force — = 2.26 kips / in
13.0 in
Allowable weld stress = 70 ksi X 0.3 = 21.0 ksi
• (1.35) 2.26 kips / in
Required weld throat size — = 0.145 in.
21.0 ksi
Use 3/16" weld throat or 9/32" fillet weld around full perimeter of HSS 5 x 3 x 3/16 diagonals.
Ultimate weld checks:
The minimum welds provided in "K" type connections shall be capable of developing, at their ultimate
breaking strength, the lesser of the branch member yield strength or local strength of the main member (or
through branch). This requirement shall be met with 50 ksi material, 70 ksi weld filler metal, and fillet
weld throats equal to the lesser of the chord wall thickness or 1.07 times the thickness of the branch
member. Otherwise, fillet welds which provide weld throats smaller than this minimum, which are sized
only to resist design loads, shall be designed with an additional stress multiplier in accordance with
ANSIJA WS D1.1, Section 2.40.1.3(4).
Check vertical to chord connection:
The net transverse load on the combined footprint is OK by inspection; however, conservatively check the
vertical connection to chord for in -plane and out -of -plane bending moments due to joint fixity plus one-half
of the axial load in the vertical. Using one-half of the axial load is due to the fact that a portion of the axial
load in the vertical is transferred directly between the vertical and diagonal in an overlapped joint;
therefore, for vertical connection design,
Axial Compression (P) = 20 kips/2 = 10.0 kips
In -Plane Bending (Min) = 23.3 in -kips
Out -of -Plane Bending (Main) = 2.4 in -kips
(From analysis at vertical to chord joint)
hi addition, check the critical vertical to chord connection for the gapped joints (starting at the 4`s bay) for
the full axial compression in the vertical plus all in -plane and out -of -plane moments due to truss deflections
and joint eccentricity.
Member Number 97/98 (1S' gapped joint)
Axial Compression (P) = 13.9 kips
In -Plane Bending (Min) = 23.7 in -kips
Out -of -Plane Bending (Malt) = 3.7 in -kips
By inspection, the critical vertical to chord connection occurs at the first gapped joint. For matched edge
connections, due to the relative flexibility of the chord face versus the stiffness of the two matched edges,
assume all load in the member is carried by the matched edges plus a 2tc return around each comer.
G23
1 KUJS llE61(iN EXAMPLE
Connection Section Properties:
(in -plane axis)
2tc
H
f 2tu
FIGURE G9
EFFECTIVE VERTICAL CONNECTION
Connection Stresses:
A
4"
Line properties (for t, = 0.233 in) :
Length = (2x4 in) + 4(2x0.233) = 9.9 in
z
Sin -plane = 3 + 2(2 x 0.233) x 4 = 9.1
L2
Soul -of -plane = [4" x (6 —.233)] + 3
[6 — (4x0.233)]2 = 26.5
3
NOTE: Due to the conservative design assumptions of the verticals being "fixed" to the chords for
determination of the full in -plane bending moment and only a 2t weld return across the "faces" of the
connection being effective at the corners, and the fact that all loads are applied at a 90° angle to the weld
axis, an allowable weld stress of 0.5 F(or 0.6 F for the base metal) will be used to resist compression
11
stresses in the vertical members. The tension side of the connection (due to bending moments only) will be
checked at an allowable stress level of 0.3 F for the weld material. We will conservatively not subtract
any vertical compression loads from the tension side of the connection for determination of tension forces
in the weld material; therefore,
Min -plane -f- Mout-of-plane
Tension =
Sin -plane Sour`-of=place
23.7 3.7
— + _ 2.74 kips /in.
9.1 26.5
P Min -plane _ + Mout-oj-plane
Compression =
Length Sln plane Soul -of -plane
13.9 23.7 3.7
+ + = 4.15 kips / in.
9.9 9.1 26.5
G24
TRUSS DESIGN EXAMPLE
Using a minimum weld throat of 0.233 in:
Allowable weld stress = 0.3 F„ = 0.3 (70 ksi) = 21.0 ksi (tension)
(or)
= 0.5 F = 0.5 (70 ksi) = 35.0 ksi (compression)
(But no more than) = 0.6 F = 0.6 (50 ksi) = 30.0 ksi (use this for compression)
Y
Tension Weld Stress = 2.74 kips / in =11.8 ksi ≤ 21.0 ksi (OK)
0.233"
Compression weld stress — 4.
Compression / in =17.8 ksi ≤ 30.0 ksi (OK)
0.233"
For progressive failure, conservatively assume all load is taken by the two matched"edge welds only;
therefore,
Length = 2 x 4" =8"
42
Sin - plane= = 5.33
3
Sout-of-pane = 4 x (6 — 0.233) = 23.1
P + Min + Mop,
Length Sin Sou,
13.9+23.7+ 3.7—6.34lcipslin
8 5.33 23.1
Weld /material stress = 27.2 ksi
.233
27.21csi ≤ 50 Icsi ultimate material strength ≤ 56* ksi ultimate weld strength (OK)
*(0.3x70ksix2.67=56 ksi)
Since the ultimate weld stress on the two matched edges is less than 30 ksi (the allowable compressive
stress used for the matched edge, partial penetration groove welds at the vertical to chord connection),
check to see if the two matched edge welds of the connection can carry the moments in the first vertical at
an allowable tensile capacity of 21 KSI:
1km. + Mofit
Si„ Sou,
23.3 2.4=4.48kips lin
5.33 23.1
G25
TRUSS D1;SIUN EXAMPLE
Tension weld / material stress = 4.48 =19.2 ksi ≤ 21.0 ksi (OK)
0.233
As the compression weld/material check is OK by comparison with the ultimate weld check, weld is not
required on the verticals underneath the overlapping diagonals. The two matched edges alone are capable
of carrying the entire connection load.
NOTE: If the weld design does require the corner returns on the faces of the chord to be effective, it is
recommended that a minimum distance of 4 times the chord wall thickness be maintained from the edge of
the chord or vertical to the face of the diagonal to insure that the full matched edge plus the 2t, return can
be developed. If this minimum dimension cannot be obtained, the full length of the "hidden" face of the
vertical, beneath the overlapped diagonal, should be welded.
Check web yielding of the main member assuming all load is placed in each chord web along a line equal
in length to b + 5to or 4" + 5(0.233") = 5.2":
Total length = 2 x 5.2" =10.4"
(5.2)2
SIn—plane = 3 = 9.0
Sout—of _ plane = 5.2 x (6 — 0.233) = 30.0
P Mz My
+—+ _
Length Sx Sy
13.9+23.7+ 3.7=4.1k/in
10.4 9.0 30.0
4.1
Material Stress = =17.6 ksi ≤ 30.0 ksi (0.6 Fy) (OK)
0.233
Check main member sidewall buckling or crippling in accordance with AISC Chapter K.
Determine web crippling Force Pe, or buckling load Pb1 as follows:
p = + Min + Mont
2 webs 2 webs (2 x ax ) D — tc
3
Po. =1.67 Per for DL + LL
Where: a = Length of diagonal member along chord (4 in)
D = Width of vertical and chord faces (6 in)
= Chord wall thickness (0.233 in)
G26
TRUSS DESIGN EXAMPLE
1
_
13.9 23.7 3.7
2 + 2(2 (4)) + (6 — 0.23 3) —12.0 kips
3
Pbf =1.67 (12.0) = 20.0 kips
Allowable web crippling:
R=67.5t„,2 [l+3(N)(t" 1
f
(AISC Kl — 4)
Where t� = t = thickness of the chord (.233 in)
W
N= length of bearing (conservatively assumed as Ax/3 = 1.33" for resisting in -plane bending
moments)
d= depth of chord (6 in)
R = 67,5 (.233)2 [1 +3 (133)(:223333)'•1 , J50 = 43.1K >12.0g (OK)
6
Allowable web buckling:
4100 twc'.1F,",
Pbf d
Where: t = thickness of chord web (0.233 in)
tic= web depth clear of radii [6 - (3 x 0.233)] = 5.3 in
F = yield strength of the chord (50 ksi)
rW
Pbf 4100 (.233)3 /5-0- = 69.2K > 20.0K (OK)
5.3
Gapped Diagonal Design
Check critical gapped diagonal in the fourth bay, try HSS 4 x 3 x 3/16, A= 2.24 in2
Diagonal tension= 19.3 kips
G27
f. P= 19.3 =8.6ksi ≤30 ksi (OK)
` _ A 2.24
Check allowable chord face plastification and punching shear in accordance with the following:
Calculate the acting chord face stress (punching shear per AWS D1.1-90, Chapter 10), Note: "punching
shear" as defined in AWS D1.1-90 was actually a measure of what is now referred to as "chord face
plastification" but with an upper limit of base material shear of 0.4 F . We will refer to this stress in
these calculations as "acting chord face stress" or "acting \".
P
TRUSS DESIGN EXAMPLE
Acting V = r fn sin B
Thickness of branch member 0.174"
Where r =
thickness of chord 0.233"
= 0.75
f„ = Nominal axial or bending stress in the branch member = 8.6 ksi
B = Acute angle between the branch and chord member rz 47°
Therefore,
Acting V= 0.75 (8.6) Sin 47° = 4.7 ksi
P
Allowable chord face stress (AWS D1.1-90, Chapter 10)
Where:
Allow Vp = Qq • Q./. • Basic Vp
F
Basic V = y
p 0.6 y
Chord width
y 2 x chord wall thickness
_ _ 0.25
Qq fir ft (1- A)
Width of diagonal across chord face
_
Width of chord face
Qf=1.0for U≤0.44
OR
Qf =1.2-0.5U for U>0.44
Q is the main member stress interaction term and U is the utilization ratio (ratio of actual to
allowable stress) for longitudinal compression due to axial and bending forces in the main
member at the connection under consideration.
u —If 1+Ifbl
0.6 F,,
G28
TRUSS DESIGN EXAMPLE
__D_ 6"
=12.9
2tc 2(0.233)
b "
Q=D = 4"=0.67
0.25
Qfl = 0.67 (1— 0.67) 1.13
72 2.2 21.0
+ +
U __ 5.24 9.54 9.54 = 0.54
top chord member 0.6 (50.0)
Qf =1.2-0.5(0.54)=0.93
F = Specified minimum yield strength of the main member but no more than 2/3 of the tensile
strength
F,,=50ksi≥0.67x70ksi=46.9ksi (use 46.9 ksi for F,)
46.9
Basic Vp = =6.1ksi
(0.6)12.9
Allow Vp=1.13x0.93x6.1=6.4ksi
Acting VP = 4.7 kri < 6.4 Icsi (OK)
The diagonal connection to the bottom chord (which is in tension) is OK by comparison.
The minimum gap required to develop 3 sides of weld (both edges plus the toe) is:
Vertical weld leg size + (Db 2t, )
2
= .375 + [(6 4) 2 (0.233)]
2
= 0.91" (add 3/8" for fit -up tolerance)
required Detail gap =1 4 in
(add an additional 3/8 in. fit -up tolerance for design)
.'. design gap (for calculation of moments due to eccentricity =1 8 in.)
G29
TRUSS DESIGN EXAMPLE
Effective member length = 2 (3) — 2 (0.174) + 4" = 9.6"
Effective weld length = 2( 3 ) 2(0.174) + 4" =11.9"
Sin 47°
Allowable tension = 9,6 (.174) 30 ksi = 50K
1g
Weld force= '3K
=1.6k/in
11.9
Allowable weld stress = 70 ksi x 0.3 = 21.0 ksi
Required weld throat size — (1.35)1.6 kips/in 0.103
21.0 ksi
Use '/" fillet welds (3/16" weld throat):
Check the ultimate breaking strength of the weld to insure it is greater than the smaller of the following
values:
- Brace member yield strength
- Local strength (chord face stress or web crippling) of the main member
By inspection, chord face stress will control.
Ultimate chord face stress = 1.8 • Allow V
D
= 1.8 (6,4) = 11.5 ksi
Ultimate chord face load = 11.5 ksi x 0.233 in. = 2.68 k/in.
2.68 k /in —15.2 ksi ≤ 50 Icsi * (OK)
(.25x0.707)
* 50 ksi < (70x0.3) 2.67= 56 ksi (Ultimate breaking strength of the weld).
Web buckling or crippling is not a concern for main member webs under branch members loaded in tension;
therefore, check allowable main member web yielding:
3
+ 2 [ 5 (0.233)1x (0.233 in.) x 30 ksi = 73.6 kips (OK)
sin 47
Use PISS 4 x 3 x 3/16 diagonals from 4`h bay on.
G30
TRUSS DESIGN EXAMPLE
Floor beam design
Design the floor beam as a simple span beam with additional end moments applied from the truss
verticals due to "U -frame" action (see truss vertical design),
PLAT
PvEH
1.4-1'- 6"—► 5'- 0„
FLOOR BEAM
M
PLAT
PVEH
► .f- 1'- 6"—H
Floor beam loads:
5'-0" '4 - 1'- 9" —►
8'-6"
FIGURE G10
FLOOR BEAM LOADS
Dead load = 20 psf x 6,083' = 122 plf
Live load = 85 psf x 6.083' = 517 plf
PVEH 8000x0.6
Vehicle Load
( ) = = 2400 lbs / wheel
2
PLAT
1 x top chord compression due to DL + LL
100k
OR
100 x top chord compression due to DL + Vehicle
OR
1
0,75 ( x top chord compression due to DL + LL + WL)
100 K
+ lateral wind load on vertical x 0.75
M=PLAT xh
M(DL+LI,) = 1 x 104.1K x 62.5". 56.6"
100 (1.15)
G31
h=62.5"
FLOOR BEAM
TRUSS DESIGN EXAMPLE
5'
(25psf x x6.083')
M 1 x71.2r x62.5"+0.75[ ]x62.5"
(DL+LL+wL)0.75 100 (1.15) 1000
= 61,9'o -k
MDL+Vehicle 100 x 56.0 kips x 62.5" = 35.0`"-k
Simple span moments:
DL + LL = 1.5 WL2
Where: W = Uniform load due to DL + LL (kit)
L = Beam span (feet)
1.5 (639 plf) (8.5) 2 r,�-k
1000
69.3
DL + VEHICLE = 1.5 WL2 + PVeh a
Where: W =Uniform load due to DL (klf)
L = Beam span (feet)
Pvett = Vehicle wheel load (kips)
a = distance from wheel load to centerline of truss (in.)
1.5(122 plf) (8.5) 2 + (2.4k x 1.75' x 12) = 63.6`"-k
1000
M is the larger of the following:
max
DL + LL = 56,6 + 69.3 = 125.9'"-k (controls)
DL + Vehicle = 35.0 + 63.6 = 98.0'
(DL+LL+WL) 0.75 = 61.9 + (0.75) 69.3 = 113.9"•k
Use an HSS 10 x 4 x 3/16 floor beam, S =11.6 in3
fb = Mmax = 125.9 =10.0 ksi (OK)
SX 11.6
Check the connections of the floor beams to the verticals assuming these connections are "fixed"
(required for U -frame consideration). To the moment caused in the connection by this "fixity", add the moment
induced by the out -of -plane bending force in the verticals from the 1/100k or 1% lateral load as applicable.
Critical end moment (M) = 30.9in-k• + 56.6I"'k" = 87.5 in -kips
Corresponding shear (V)= 639 pif x 1/1000 x 8 ft/2 = 2.6 kips
* Due to joint fixity under dead load plus live load from 3-D analysis.
** From "U -frame" analysis (moment applied from truss vertical).
G32
TRUSS DESIGN EXAMPLE
Check the connection of an HSS 10 x 4 x 3/16 floor beam matched to the 4" face of an HSS 6 x4 x
truss vertical:
FIGURE Gll
EFFECTIVE
WELD AREA
Connection capacity check:
Y M
shear length S
corm
2.6k 87.51"-k
+ = 2.76 kV in
19.6" 33.2 in2
G33
h _ 10 —3(.174) —
t 54.5
.174 —
h Limit = 190 = 190 = 26.9
. /Fy 450
Effective height = (26.9) .174 = 4.68"
4.68"
= 2.34" effective at top and bottom
2
of each matched edge
2t = 2(0.233) = 0.466" effective corner returns
Scam
102 (10-4.68)2
3 3
+ 2(0.466)x10 = 33.2 in2
Shear Length = 2(10 —.174) =19.6 in.
TRUSS DESIGN EXAMPLE
Due to uneven load distribution, use a minimum weld size equal to the material thickness
(3/16 groove weld at edges with a '/a" fillet across the vertical faces); therefore,
2.76 /c / to
Connection stress = = 15.9 ksi ≤ 21.0 ksi (weld ) ≤ 30 ksi (matt ) (OK)
0.174 in
Conservative calculations of vertical member web crippling, buckling, yielding, and shear loads may be
determined by the following:
M _ 87.5 —11.4K
h _ ( effective height ) 10 4.68"
2 2
By comparison of this force (11.4K) with the vertical member forces on the HSS 6 x 6 x '/a chords, the 6"
wall of the HSS 6 x 4 x Nauss vertical is capable of carrying the above imposed load; therefore, use
HSS 10 x 4 x 3/16 interior floor beams throughout the bridge.
Use HSS 10 x 6 x '/ end floor beams matched (equal width connections) on the HSS 6 x 6 x '/
end verticals. These members are ok by comparison with the HSS 10 x 4 x 3/16 interior floor beams.
Brace diagonals:
BOTTOM CHORD
of Chord
to.
of Chord
G34
END FLOOR BEAM
6.08'
FIGURE G12
BRACE DIAGONALS
- BOTTOM CHORD
TRUSS DESIGN EXAMPLE
Check critical end bay diagonal:
Axial tension or compression in end bay diagonal= 8.3x
Use an HSS 3 x 3 x 3/16, A = 1.89 in2, r = r = 1.14 in.
Y
KL 1.0 (10.5)12
=110.5...F =12.2 kri
r 1.14
f° A 1 3 =4.4ksi ≤12.2ksi (OK)
Use HSS 3 x 3 x 3/16 brace diagonals with 3/16" fillet weld all around.
Connection checks, welds, chord face plastification, etc. of HSS 3 x 3 x 3/16 on HSS 6 x 6 x
chord face are ok by inspection.
Bottom Chord Splice Design
HSS 6 x 6 x '/ bottom chord member (A=5.24 in2)
Minimum stress controlled by 50% of member strength
Minimum load = 0.5 x 30 x 5.24 = 78.60 kips
Maximum stress controlled by member strength on effectivg net area (A )
' C
Maximum load = .85 x 35 x [5.24 - 2(1.125 x .233)] = 140.3 kips
Use (8) 1" diameter A325 bolts each side of the splice in single shear.
Total bolt capacity = 8 shear planes x 13.4 kips allowable load per shear plane= 107.20 kips (OK)
NOTE: Allowable shear load per bolt is in accordance with AISC Table I -D for slip critical
connections in tension members.
Using 3&" plate, 3'h" wide
OnA:Tmax = 0.6 x 50 x .75 x [3.5 - (.17 x 3.5)1 x 2 = 130.7 kips
(Conservatively reduce the gross section by the amount of hole area removed
which exceeds 15% of the total area: 1.125 (.15) = .17)
3.5
On An: Tmax = 0.5 x 70 x .75 x (3.5 - 1.125) x 2= 124.7 kips
Use (2) 31/2" x N" plates.
Total splice capacity 107.20 kips.
G35
TRUSS DESIGN EXAMPLE
Top Chord Splice Design
HSS 6 x 6 x '/a chord member (area = 5.24 int)
Use (8) 1" diameter A325 bolts each side of splice in single shear.
Total Bolt Capacity = 8 shear planes x 16.5 kips allowable load per shear plane = 132 kips
NOTE: Allowable shear load per bolt is in accordance with AISC table I -D for a bearing type
connection with threads included in shear planes.
Check splice plates between Top Chord Sections:
Use (2) 3'/2" x'A" plates
rY = (h2/12)"2 = [(.75)1/12]112 = .2165 in
Assuming a K value of .8 for plate buckling,
KL/r = .8(4.00) / .2165 = 14.78 :.F = 28.8 ksi
a
Allowable compression = 2 x3.5 in x .75 in x 28.8 ksi = 151.2 kips (OK)
Total splice capacity = 132 kips
Vertical Truss Diagonal Member Splice Design (Tension)
HSS 4 x 3 x 3/16 diagonal member (A=2.24 in')
Critical stress controlled by 50% of member strength
Critical load = 0.5 x 30 x 2.24= 33.60 kips
No. of shear planes required =-33.60 / 7.51*= 4.47
*Table I -D, slip critical connection for tension member.
Use (3) 3/4" diameter A325 bolts each side of splice in double shear.
Total bolt capacity= 6 x 7.51= 45.06 kips
Use (2) 3" x 3/8" plates:
On A: Tmax = 0.6x50x.375x[3-(.14x3)]x2 = 58.0 kips
(Conservatively reduce the gross section by the amount of hole area removed
.875
which exceeds 15% of the total area: (.15) = .14)
3.0
On A: Tmax = 0.5 x 70 x .375 x (3 - 0.875) x 2= 55.8 kips
n
Total splice capacity = 45.06 kips
G36
TRUSS DESIGN EXAMPLE
Horizontal Truss Diagonal Member Splice Design (tension or compression)
HSS 3 x 3 x 3/16 (A=1.89 in')
Critical stress controlled by 50% of member strength
Critical load= (0.5) (30) (1.89)= 28.35 kips
No. of shear planes required = 28.35/7.51' = 3.77
* AISC Table I -D, slip critical connection for tension/compression member
Use (2) 3/a" diameter A325 bolts each side of splice in double shear.
Total bolt capacity = 4 x 7.51 = 30.04 kips
Use (2) 3" x 3/8" plates.
On As: T„,u= 0.6 x 50 x .375 x [3 - (.14 x 3)] x 2 = 58.0 kips
(Conservatively reduce the gross section by the amount of hole area removed which exceeds
15% of the total area: .875 (.15)=.14
3.0
On An: T„,.„ = 0.5 x 70 x .375 x (3 - .875) x 2= 55.8 kips
n
Check compression assuming a K value of 0.8 for plate buckling:
r= (h2/12)'2= [(.375)2112]' 2= 0.108
KL/r = 0.8 (4.0 in)/0.108= 29.63 .'. F = 27.2 ksi
e
Allowable compression= 2 x 3.0 in x .375 in x 27.2 ksi= 61.2 kips
Total splice capacity= 30.04 kips
NOTE: When using A325 bolts and spliced members with F = 70 KSI, all splice bolt capacities were controlled by
allowable shear (or friction). Bolt bearing was not controlling.
G37
CONTECH®
ENGINEERED SOLUTIONS LLC
www.ContechES.com
.,CERTIFIED
FABRICATOR
Telephone:
Toll Free:
Fax:
Web Site:
CONTINENTAL PEDESTRIAN TRUSS
BRIDGE SPLICING INSTRUCTIONS
320-345-9126
800-328-2047
320-566-3148
www.ContechES.com
1. There are two different types of splices used in CONTECH Pedestrian Bridges, unless
detailed otherwise on submitted shop drawings. All vertical truss diagonals and
horizontal truss brace diagonals will be spliced using plates on the outside of the
tube members with bolts then going through the plates and the tubes. Chord splices
will have loose splice plates that will be inserted into the tubes at the splice locations.
Nuts are attached to these plates. The section is then bolted together by bolting
through the wall of the tube and the splice plate, into the attached nut. Examples of
both are shown.
SPLICE PLATES
W/ NUTS
SPLICE DESIGN
PATENT PENDING,
0281755
THROUGH
BOLTS
SPLICE
PLATES
2. Bridge sections will arrive at the job site with all bolts and splice plates seperate.
Remove and discard all auxiliary bracing that has been used to stiffen unsupported
members during shipping. Bolts to be installed loose to allow play in the splice
plates for splicing. This is illustrated on the next page.
INSTALL BOLTS
LOOSE TO ALLOW
GIVE IN PLATES
CHORD SPLICE PRIOR TO SPLICING
NUT CAPTURE
PLATE ASSEMBLY
3. The bolts used in our splices are A325 high strength structural bolts. The common bolt
size for our A325 bolts are 3/4" and 1" diameter. We recommend the usage of an air
impact wrench since it is not uncommon to have anywhere from 50 to 100 bolts per
splice location. Socket sizes that fit these bolts are listed below.
Bolt Size
3/4" diameter
1" diameter
Socket Size
1 1/4"
1 5/8"
4. There are three common procedures for splicing bridge sections together.
A) The most popluar, for bridges spliced in two sections, is to place one section
stationary on a relatively flat surface and then slip the other section into the stationary
section. Once totally bolted together, the entire bridge may be lifted into place. This
entire process will require one crane with capacity to lift the entire bridge weight for
the required reach. When the bridge has camber (arch) in it, it is best to have the end
to be spliced of the stationary section cribbed up to match its intended arch. This will
ease the slipping together of sections.
B) Sections of the bridge may also be spliced in mid-air, utilizing a crane for each of the
sections. It is wise to have come -a -longs available in case it becomes difficult to bring
the sections together.
C) One section may be placed such that the bearing end sits on its appropriate
abutment or pier, while the end to be spliced will rest on a temporary cribbing
support. The section is then spliced to the first section.
NOTE: Any of the above procedures are recommended by CONTECH Construction
Products Inc. Use of each is dependent upon site conditions. The procedures may be
used for either simple spans or multi -continuous spans.
Lifting weights for the total bridge or individual sections will be as listed on the shop
drawings or anchor bolt/reaction sheet.
5. Tightening of the bolts shall be in accordance with the Research Council on Structural
Connections "Specifications for Structural Joints Using High -Strength Bolts." We
recommend using the Turn -Of -Nut Procedure which is described below.
First bring all bolts to a "snug tight" condition to insure that the parts of the joint are
brought into good contact with each other. Snug tight is defined as the tightness
attained by a few impacts of an impact wrench or the full effort of a man using an
ordinary spud wrench. Following this intial operation, all bolts shall then be tightened
additionally by the applicable amount of nut rotation as specified in the table on the next
page, with tightening progressing systematically from the most rigid part of the joint to its
free edges. During this operation there shall be no rotation of the part not turned by the
wrench.
Table 4 Nut Rotation from Snug Tight Condition
Bolt Length
(as measured from
underside of head to
extreme end of point)
Disposition of Outer Faced of Bolted Parts
Both faces normal
to bolt axis
One face normal to bolt
axis and other face
sloped not more than
(bevel washer not
used)
Both faces sloped not
more than 1:20 from
normal to bolt axis
(bevel washer not used)
Up to and including
4 diameters
1/3 turn
1/2 turn
2/3 turn
Over 4 diameters
but not exceeding 8
diameters
1/2 turn
2/3 turn
5/6 turn
Over 8 diameters
but not exceeding
12 diameters
2/3 turn
5/6 turn
1 turn
Nut rotation is relative to bolt, regardless of the element (nut or bolt) being turned. For bolts installed by Y2 turn and
less, the tolerance should be plus or minus 30°; for bolts installed by % turn and more, the tolerance should be plus
or minus 45°.
Adapted from: "Specifications for Structural Joints Using High -Strength Bolts". Research Council on Structural
Connections, December 31, 2009.
6. Words of Caution
A) Splice plates may not interchangeable. If plates are match marked, they must be
used in its proper location on the bridge.
B) DO NOT TIGHTEN all bolts to the "snug tight" condition in all bridge splices and
sections until all of the bolts have been placed and started with nuts. CONTECH has
preassembled all bridge sections in the shop with bolts in place to affirm that all
connections are aligned and that they can be made in the field. If all of the bolts
cannot be started then the bridge sections are either misaligned or else grit has
become lodged in the threads. If the latter occurs, use a blast of air to remove the
grit. If the bolts still won't start, then possible tapping of the nut may be necessary.
Should the bridge sections be misaligned, the sections should either be unbolted and
realigned or else seek approval of the Engineer of Record to ream the connections to
make way for the bolt to enter the spliced connection.
5A6" Torx ZP Button Head Grade 8
Self Tapping Screw, (1) per plank.
(Shipped Loose)
Plank Holddown
(shipped loose)
Center Nailer
Plank Support
Bottom Chord
Tools Required
• Drill
• %2' Drill Bit
• 5/6" Drill Bit
• #40 Torx Driver
• Countersink Bit 5/e° OD 82 Degree
• Drill %2" hole through Plank Holddown,
Wood Deck and Plank Support.
• Chase Plank Holddown only with 5/6" drill bit.
• Screw %6" Torx Button Head Self Tapping
Screw into place.
Center Nailer Attachment @ Field Splice
• Drill %2' hole through Wood Deck and
Center Nailer.
• Countersink hole with Countersink bit.
• Screw 5%6" Torx Flat Head Self Tapping
Screw into place.
Stringer
(if used)
5/16"Torx ZP Flat Head
Grade 8 Self Tapping
Screw, (2) per plank.
(Shipped Loose)
Wood Deck
Cy:NTECK
ENGINEERED SOLUTIONS LLC
www.contechES.com
Telephone:
Toll Free:
Fax:
Web Site:
BRIDGE INSTALLATION AND LIFTING
INSTRUCTIONS
The purpose of this set of recommended instructions is to familiarize you with the
standard procedures for installing and lifting CONTECH Pedestrian Bridges. These
instructions are not all inclusive, thus each individual installation must be carefully
planned by the erector.
1. Place all loose setting plates on the bridge abutments. These loose setting plates
will be delivered along with the bridge.
2. Assure that the plates are at the correct elevation and that good bearing occurs
between the abutment and the plate. If needed, shim the plate and grout tight with
non -shrink grout under the entire base plate in order to assure full bearing and
proper elevation.
3. Lightly grease the tops of all loose setting plates except those that have teflon slide
bearings or neoprene bearing pads. The teflon pads, stainless steel plates and/or
neoprene pads are factory supplied and will be tack welded or bonded to the loose
setting plates and to the bottom of the bridge bearing plates as applicable, unless
noted otherwise on the drawings.
320-852-7500
800-328-2047
320-852-7067
www.conteches.com
4. Set the bridge onto the loose setting plates or bearing pads. Adjust the bridge
position such that equal space is provided at each end of the bridge, or as shown on
the shop drawings. The end of the bridge designated as the expansion end must
have no less gap than the gap detailed on the drawings (thermal movement at
expansion end = 3/4" per 100° F change in temperature per 100' of bridge length).
The fixed end may actually be tight to the abutment if necessary to maintain the
expansion end gap.
5. Bolt bridge to anchor bolts. Use one washer and two nuts for each anchor bolt
unless detailed otherwise. One end of the bridge shall be designated the fixed end
and shall have both nuts installed tight. The opposite end, or the end with
teflon/stainless steel slide bearings, is the expansion end and shall have the first nut
installed finger tight only and the second nut installed tight.
6. When installing painted bridges, caution should be used to prevent damage to the
painted surface. It is recommended that padding be used to protect the paint. It is
the contractor/installer/owner's responsibility to touch up all marred areas that have
occured during shipping and installation. A quantity of touch-up paint will be
provided by CONTECH and shipped along with the bridge.
Note: Lifting lugs will not be provided. See attached sheet(s) for lifting locations.
LIFTING H -SECTION BRIDGES
- Lift only from the floor beam Lifting from the top chord without the use of a spreader bar
is prohibited
- Use a minimum of four lifting points It is recommended to lift from points that are a
distance approximately 1/4 to 1/3 of the span length from the end of the bridge Lifting may
also be done from the base plates that are welded to the end of the bridge With some
small bridges, only two lifting points may be used by balancing the bridge at its centerpoint
Lifting must still occur from the floor beam
L/4
to
L/3
H -SECTION
LIFTING LOCATION
* See CONTECH
drawings for
lifting weights
L/4
to
L/3
-, Lifting from the floor beam shall be accomplished by wrapping a choker chain, cable, or
sling around the floor beam and vertical as shown below
Vertical
Cable, Chain,
Choker or Sling
Diagonal
RECOMMENDED FOR
H-QJ TICAl
Floor Beam
Bottom
Chord
STEADFAST BRIDGES
NTECH
ENGINEERED SOLUTIONS
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches.com
Warranty
CONTINENTAL Pedestrian Steel Structures
STEADFAST Vehicular Steel Structures
EXPRESS Pedestrian Steel Structures
The bridge manufacturer shall warrant that it can convey good title to the goods, that they are free of
liens and encumbrances and that their steel structure(s) are free of design, material and workmanship defects
for a period of ten years from the date of delivery. Durable hardwood decking and hardwood attachments
shall carry a ten-year warranty against rot, termite damage or fungal decay. Other types of wood and decking
material such as Southern Yellow Pine, Douglas Fir and composites carry no warranty. There are no
warranties, expressed or implied with respect to structures sold hereunder which are used, supplied for use or
made available for use in any nuclear application of which bridge manufacturer has not been notified in
writing at the time of order of the structure(s).
This warranty shall not cover defects in the bridge caused by abuse, misuse, overloading, accident,
improper installation, maintenance, alteration or any other cause not expressly warranted. This warranty does
not cover damage resulting from or relating to the use of any kind of de-icing material. This warranty shall be
void unless owner's records are supplied which show compliance with the minimum guidelines specified in
the "Recommendations for the Inspection and Maintenance of STEADFAST Vehicular Steel Structures,
CONTINENTAL Pedestrian Steel Structures and EXPRESS Pedestrian Steel Structures," attached hereto and
incorporated herein by this reference.
Repair, replacement or adjustment, at the sole discretion of the bridge manufacturer, shall be the
exclusive remedy for defects under this warranty. Under no circumstances shall the bridge manufacturer be
liable for any consequential or incidental damages.
Any claim under this warranty shall be made promptly and directly to Contech Engineered Solutions
who shall have the option, at its sole discretion, to repair, replace or adjust any covered defect without charge
to the original purchaser.
SELLER MAKES NO OTHER WARRANTY WHATSOEVER, EXCEPT AS STATED IN THE WARRANTY,
EXPRESS OR IMPLIED. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED
WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY SELLER AND
EXCLUDED FROM THIS CONTRACT. REV: t116
ass. CONTINENTAL
BRIDGE
EXPRESS TRUSS
NNN\NiN1/144444
CONTINENTAL• BRIDGE
evto44ITECHI
ENGINEERED SOLUTIONS
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www conteches.com
Recommendations for the Inspection and Maintenance of
CONTINENTAL Pedestrian Steel Structures and
STEADFAST Vehicular Steel Structures
The purpose of this set of recommendations is to suggest some minimum guidelines for inspection and
maintenance of CONTINENTAL pedestrian, EXPRESS pedestrian and STEADFAST vehicular steel
structures, in order to maintain the overall structural integrity and user safety throughout the serviceable life of
the structure. These procedures are not all inclusive and more detailed procedures may be warranted
depending upon bridge location, environment, and usage. Establishing the requirements for, and verifying the
performance of, all field inspection and maintenance is the responsibility of the owner.
INSPECTION
1. User Safety (Inspection by others)
A. Each bridge should be inspected at regular intervals (at least once per year) to ensure that all
items of user safety are accounted for and performing properly. Those areas of special concern
should he as follows:
. All safety rails, handrails, rub rails, fencing or other types of safety features should be
in place with complete structural integrity and capacity. There shall be no sharp edges
or protrusions on any feature that could produce bodily harm to be a hazard to the user.
2. All deck surfaces should be without gaps, cracks or projections that could create a trip
hazard or interfere with the user in any way. Special consideration should be given to
any smooth deck surface that could also create a possible slip hazard. C'ontech
Engineered Solutions, LLC recommends some form of broom finish for concrete
decks, or other means of providing a non-skid surface.
II. Structural Integrity' (Inspection by others)
A. Each bridge should be inspected at regular intervals not to exceed one (1) year. The relative
sections of Section 4 - Inspection of the American Association of State Highway and
Transportation Officials (AASHTO) Manual for Condition Evaluation and Load and Resistance
Factor Rating (LR FR) of Highway Bridges provides an excellent guide for this inspection. We
recommend its use, particularly in the case of bridges for vehicular Llsc. This visual inspection
should include, but not be limited to, the following:
NOTE: The owner and/or specifier should be aware that most pedestrian
bridge liability claims are statistically slip and fall claims.
airs
I Check the decking to ensure it is in satisfactory condition. Pay special attention to
timber decks at their contact surfaces where they bear on stringers.
1
C' thITECH
ENGINEERED SOLUTIONS
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches.com
2. All steel surfaces should be inspected to ensure that they are performing satisfactorily.
Check for any excessive corrosion on weathering steel bridges, or paint and caulk
integrity on painted bridges, paying special attention to the following areas:
a. All steel below the deck, particularly the tops of stringers supporting wood
decks.
b. Truss or floor system joints where debris or water may accumulate.
c. Anywhere vegetation or other material may have come in contact with the steel.
NOTE: Any weathering steel surface not "boldly exposed" to the atmosphere should
be checked to ensure it has formed its protected oxide layer.
3. Check all steel surfaces and welded and bolted connections for cracks. Pay special
attention to the welded truss and floor beam joints in vehicular or material handling
bridges subject to fatigue stresses.
4. Check the ends of the bridge for any damage which may have been caused by vehicular
impact.
5 Check the integrity of concrete abutments and/or piers for scour due to water flow if
applicable, etc., per AASHTO's Manual for Maintenance Inspection or the foundation
engineer's recommendations.
6. Check anchor bolts for damage and see that they are secure. Examine all bearings to
ascertain that they are functioning properly. Expansion bearings and the expansion
joints at the ends of the bridge must be checked to see that they can move freely and are
clear of all foreign material.
7. Spliced Bridges:
a. Check the bolted splices for any excessive corrosion or cracking of the steel or
fasteners.
b. Make sure ail weep holes are open and clear of debris to allow for complete
drainage of any moisture which may collect on the interior tube surfaces. See
project -specific shop drawings for locations of weep holes.
B. If problems are seen during the inspection procedure, cleaning and repair or replacement of
weathering steel bridge components may be necessary; painted bridges may require cleaning
and repainting or replacement of some or all members. Contact the project foundation
engineer and/or Contech Engineered Solutions, LLC for recommendations, if necessary.
2
Ce.MTECH
ENGINEERED SOLUTIONS
MAINTENANCE FOR PAINTED BRIDGES
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www. conteches. corn
Painted bridges, like any painted structure, require periodic inspections and painting. The following steps
should help increase the life span of your bridge:
A. After inspections, or any time loss or damage of the paint coat is noticeable, problem areas
should be repaired as follows:
1. Select a maintenance coating system based on the following:
a. Inspection report findings
b. Environment (identify any corrosives)
c. Degree of surface preparation attainable
d. Current paint compatibility
NOTES:
* Generic type compatibility is a major factor in the selection of a system (some
coating systems are not recommended over a particular type of existing
material.)
* Depending upon the surface performance, an upgrade in the coating system may
be necessary at this time.
2. Clean all applicable surfaces as dictated by the repair system chosen (i.e. pressure
wash, brush off, blast clean, etc.)
3. Apply repair coats per the coating manufacturer's recommendations.
4. Caulk all un-welded seams which are in need of repair with a good quality clear
silicone caulk suitable for exterior use.
B The entire bridge structure will require periodic repainting dependent upon varying factors
such as the existing paint system, bridge usage, atmospheric environment, etc. Repainting will
typically be required every 2-10 years. The frequency of painting will need to be determined
by the inspector. The following steps should be followed when repainting the bridge
structures:
1. Remove wood decking or grating, fencing, wood rub rails, and any other non -painted
items which will not be receiving new paint. Obviously, concrete and asphalt decked
bridges will be painted with the deck in place, unless these decks have deteriorated to
the point of replacement. If this is the case, remove the deck prior to painting, if not,
special care should be exercised to ensure problem areas below deck are cleaned and
painted properly.
3
C?..*-NTECH
ENGINEERED SOLUTIONS
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches.com
2. Select a coating system based on parameters similar to those outlined in the repair
painting section (A, above), paying attention to the following items:
* Environment, specifically any corrosives identified during inspections
* Substrate condition
* Surface preparation limitations
3. After selecting a system compatible with all existing surface conditions and site
limitations, clean all surfaces and apply according to the manufacturer's
recommendations.
4. After the coating system has properly cured, caulk all un-welded seams with a good
quality clear silicone caulk suitable for exterior use and replace the decking, fencing,
etc., which were removed prior to cleaning and repainting the structure. This is also an
excellent time to replace the wood rub rail which may have shown excessive
deterioration.
MAINTENANCE FOR WEATHERING BRIDGES
Weathering steel is not a maintenance -free material. The following steps should help increase the life span of
your bridge:
A. Do not use de-icing salts for snow removal. De-icing salts can severely damage the weathering
steel.
B. Avoid retention of debris on the steel surfaces. Flush bridges at areas which accumulate debris
(including salt) on a regular basis.
C. Prevent weathering steel from contact with soil, vegetation, masonry, or other materials so that
the weathering process can proceed on a natural basis.
D. If excessive corrosion is encountered due to salts from adjacent roadways or roadways beneath
an overpass structure, or for any other reason, it may be wise to blast clean and paint the truss
joints, steel beneath the deck, or any area which exhibits excessive corrosion.
Steel Structures Painting Council's Report 92-08, Maintenance Coating of Weathering Steel:
Field Evaluation and Guidelines, provides recommendations for remedial painting of
weathering steel bridges.
4
C=:: NTECH
ENGINEERED SOLUTIONS
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches.com
MAINTENANCE FOR DECKING
I. Wood Decks
At the time of installation of the wood decking, Contech Engineered Solutions, LLC personnel take
great strides to assure that the edges of each plank are in contact with each other so that no gaps appear
between planks. All wood is stored inside, protected from the weather, prior to installation.
However, wood is a natural material which exhibits large volume changes with variations in moisture
content and time, particularly in the width direction, which can cause gaps to form between the planks.
Cupping and splits may also occur which need to be repaired.
Contech Engineered Solutions, LLC recommends an assessment of these hazards during the User
Safety Inspection with remedial action as follows:
A. Replace all planks that have deteriorated past a useful and safe life.
B. Eliminate gaps between the planks which might be large enough for a high -heeled shoe to
become lodged. Eliminating the gaps should be done as follows:
1. Remove all deck bolts.
2. Remove plank holddown angles. Be sure to mark their locations for ease of
reinstallation.
3. Slide wood planks together.
4. Add new plank or planks to fill up the excess space.
5. Reinstall plank holddown angles.
6. Drill new holes in wood planks.
7. Install new deck bolts (see shop drawings for size and material).
Replacement planks may be purchased through Contech Engineered Solutions, LLC.
D. Over time and with exposure to the environment, wood may become smooth, particularly when
wet with rain, dew, snow, sleet, ice, etc. Periodically it may be necessary to "roughen" the
surface of the decking with large grit sandpaper. There are also commercially available non-
skid coatings which may be applied.
Note: It is the owner's responsibility to keep the wood deck free from cupping,
splits, gaps and smooth surfaces. Remember, most pedestrian bridge
liability claims are statistically slips and falls.
nfl NTEC H
ENGINEERED SOLUTIONS
II. Grating Decks
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches.com
A Repair or replace any grating which shows damage or deterioration to the main bearing bars.
B. If galvanized, inspect to see if corrosion has occurred. Wire brush any spots exhibiting
corrosion and repair. We recommend the use of either sprayed zinc metalizing or the use of
organic zinc rich paint for repairing galvanized surfaces.
C. For weathering steel grating, if excessive corrosion is encountered due to salts from adjacent
roadways or roadways beneath an overpass structure, or for any other reason, it may be wise to
blast clean and paint the grating.
HI. Concrete and Asphalt
For all concrete and asphalt decks, Contech Engineered Solutions, LLC supplies a steel corrugated
form decking to aid in the placement of the concrete or asphalt. For asphalt decks, this steel form is
the main load carrying member. For concrete decks, this steel form may or may not be integral to the
deck design (as in a composite deck). The contractor places the reinforcing and concrete, or the
asphalt, after installation of the bridge.
During inspection, the asphalt or concrete covering should be checked for excessive cracking and
deterioration. At the same time, the steel form decks should be checked for excessive rusting and/or
damage. If the coverings are deemed to require replacement, the steel forms may be reused if they are
not damaged or do not show excessive corrosion. Structural form decks (for asphalt decks and
composite concrete decks) may require replacement even when the deck surface itself is sound.
Concrete and asphalt decks are usually not designed to accept the added dead weight of an overlay.
Therefore, the only remedy is repair of the cracking or replacement of the concrete or asphalt
covering.
See the project -specific shop drawings for recommended concrete strength, reinforcing size, slab and
asphalt thickness, control joint location and surface finish. If there are any questions, please contact
Contech Engineered Solutions, LLC for consultation.
Remember: Maintenance of the bridge decking, including keeping it free from slip
or trip hazards, is the owner's responsibility. Most pedestrian bridge
liability claims are statistically slips and fails.
C'tNTECH
ENGINEERED SOLUTIONS
GENERAL MAINTENANCE
I. Soil Clearance
9025 Centre Pointe Dr. Suite 400
West Chester, OH 45069
(800) 338-1122
www.conteches. corn
Soil or dirt must not be left in contact with bare weathering or painted steel surfaces. In addition,
adequate clearance for ventilation must be maintained between the ground and weathering steel
surfaces to allow the steel to dry after wetting, forming its protective patina.
If the initial construction of abutments and back slopes did not allow for adequate ventilation
(approximately 18"-24"), enough soil, debris, and/or vegetation should be removed and kept cut back
to allow for adequate airflow. If this is not possible, a coating designed for "ground contact"
protection of steel may be applied to the members in the affected area.
IL Snow Removal
Because of possible accumulation of chlorides at truss joints, in the gaps between planks on structures
with timber decks, on below deck members, and/or along the edges of decks where runoff occurs, the
use of de-icing salts should be avoided on these structures, especially on weathering steel bridges (see
Item A in the "Maintenance for Weathering Bridges" section of this document).
The best and safest way to remove snow from these bridges, as far as the issue of steel corrosion is
concerned, is by shoveling or plowing snow from the bridge deck. Non -corrosive traction aids such
as sand may be used on the deck surfaces; however, if corrosive de-icing agents are used on the
structure; accelerated corrosion of members which are exposed to the agent will take place, voiding
the bridge warranty and necessitating repair or replacement of affected members.
De-icing salts have been used on structures where more aggressive measures were taken to protect the
steel, such as galvanizing the steel members or utilizing a concrete deck with curbs to channel water
away from steel surfaces. In the later case, care must still be taken to protect, or maintain by cleaning
or rinsing, areas where water drains or salt gets thrown onto un-galvanized steel surfaces by wheel
traffic, spreading, etc. If not, the warranty shall again be voided and replacement of some members or
possibly the entire structure may be required.
7
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AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CERTIFICATION PROGRAMS
PROUDLY RECOGNIZE THAT
Big R Bridge
MAINTAINS OPERATIONS LOCATED AT
19060 Weld County Road 66, Greeley, CO
THAT SUCCESSFULLY MEET THE QUALITY CERTIFICATION REQUIREMENTS FOR
Bridge Fabricator - Advanced (Major)
Fracture Critical Endorsement
Sophisticated Paint Endorsement - Covered
PRESIDENT
•
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CERTIFICATION NUMBER ISSUED VALID THROUGH
199031021-05RF July 11, 2019 August 31, g2020
a
N
1
r
American Welding Society
•
Certifies that
Big R
has cBridge
compiled -with the requirements of the AWS 0S.17 and
for te Qualification and flrtfriat7on nC17Stancfards
.f?1 WS 'Welding cFa6ricators.
180902E
Certificate Number
iePtenikerl#2020_
Expiration Date
AWS President
V
Chair, Certi cation Pro rams
v4,Aw /1CM/F
CERTIFIED WELDING FABRICATOR
watiforamusimwai
Sr
sin
American Welding Society
Certifies that Welding Inspector
James P Carey
has compliedwith the requirements ()JAWS QC1,
Standard forAWS Certification of Welding Inspectors
10030431
CERTIFICATE NUMBER
March 01, 2022
EXPIRATION DATE
-• -
//
:AWS PRESIDENT
W etio
AWS ()UAI..IIi'ICATION & ('ERTI 1CATION
COMMITTEE CHAIR
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CNTECH
ENGINEERED SOLUTIONS
A QUIKRETE® COMPANY
Quotation
Page# 1/3
Quote # QUO-412690-N2P8N5
Date
Quote #
Project Name
Project #
Project
City/State
8/11/2020
QUO-412690-N2P8N5
Hokestra Bridge
649714
Longmont, CO
Account Name
Contact Name
Phone
Fax
Email
Weld County
Weld County
(970) 356-4000
Reply -To
Contech Rep.
Address
Phone
Fax
Email
Pete Niemann
19060 County Road 66, Greely, CO,
80631
(970) 301-2064
pniemann@conteches.com
Contech's offer to sell the products described in this quotation is expressly conditioned upon Buyer's assent to the Contech Conditions of Sale ("Contech COS") included herewith and/or
viewable at www.conteches.com/cos. A valid tax exemption certificate must be issued to Contech or sales tax will be added.
Description
11.
Continental Pedestrian
Style: Capstone Truss Bridge
Floor: H -Section
Length: 81'-6" (CL Brg to CL Brg)
Width: 10'-0" (Clear Width)
Finish: Self -Weathering Steel
Decking: Concrete Deck (Gals. Form Decking provided for
purchaser's use to place reinforced concrete deck.)
Life Safety System: Horizontal Safety Rails @ 6" max spacing up to
27" and 8" max spacing up to 42" min/54't max
Rub Rail/Hand Rail: IPE Rub Rail
Toe Plate:4" Steel Chanrel Toe Rail
Camber: 100% Dead Load + 1/4" or 150% Dead Load, wh ch ever IS
smaller
Design/Loading: AASHTO LRFD (Live Load: 90 osf; Vehicle Load:
H20 (40,000 lbs GVW); Wind Load: 35 psf, as if enclosed)
Special Considerations:
• a 0' elevation change oetween abutments
• a skew of 0°
• top of deck to low steel is 2'-9"
• Seismic design per AASHTO LRFD Bridge Design Specifications
Bridge will be shipped in two :2) pieces with an assembled shipped
weight of approx. +1- 32,000 los (Subject to final design verification)
Pieces 4 Quantity Extended Unit 1
Price
1.00
1.00
$68,862.00
EA
Total
Unit Total
$68,862.00
$68,862.00
(Tax not included:
Net Total
$68,862.00
Standard Notes
1.Allowable unloading time for delivery trucks is two (2) hours. Demurrage charges of $75.00 per hour thereafter will be added
2. Design submittal drawings will be provided. signed and sealed by a Professional Engineer licensed to practice in he State where the project is located.
3.In addition to any other procedures outlined or remedies provided, at the time of order, Contech will request a desired delivery date for the quoted
materials from the purchasing customer. After draw ng approval and prior to manufacturing Contech may again confirm the requested delivery date with
the purchasing customer. If purchasing customer cannot take delivery of finished materials within 30 days of requested date, and after Contech has
manufactured the product(s), Contech will invoice for the total amount of the order with payment due within 30 days. Additionally, Contech may also
assess fees in the amount of 5% per month of the selling price of the stored materials that are not shipped within 30 days after the requested delivery date
for storage and handling.
4.LRFD Guide Specification for the Design of Pedestrian Bridges - Item 4.2 - Fracture: Fracture Critical Member designation shall be in accordance with
Provision 12 3 2 of AASHTO/AWS D1.5M/D1.5:2015 which requires each Fracture Critical Member (FCM) to be individually designated by the Engineer
orior to bidding. In the absence of such designation, the Fracture requirements of Item 4.2 shall be deemed to have been waived.
5.One or more of the products quoted herein is nonstandard and not returnable. A down payment equal to 1/3 of the item(s) total is required and must be
received prior to commencement of any performance by Contech.
6.Preliminary Assembled ship weight: Approximately +/- 32,000 Ibs. subject to final design. Contech will not be liable for any additional construction or
installation costs incurred related to a change from a preliminary bid design weight to a final design, regardless of the reason for the change.
7.Prices are f.o.b. origin with freight allowed to the jobsite with unloading by others at a truck accessible location
C'NTECH‘
ENGINEERED SOLUTIONS
A QIIIKRETE® COMPANY
Quotation
Page# 2/3
Quote # QUO-412690-N2P8N5
tandard Notes
8.The estimated lead time for the submittal package is 4-5 weeks from the receipt of a signed purchase document and receipt of the required design and
project information. Submittal lead times are subject to adjustment at time of order based upon current Engineering backlog. Approval -eview process is in
addition to stated timeframes. The current estimated manufacturing lead time for this material is 12-14 weeks. Manufacturing and delivery lead times are
subject to ad;ustrnent at the time Contech is given approval to fabricate based upon production capacity and delivery curfews or other travel restrictions.
9.This material will be manufactured for this particular project and is not subject to cancellation. See Section 19 of the Contech COS.
10.This quotation expires 30 days from the date shown. Prices are firm for shipment within 120 days of the date of quotation and are subject to a
maximum escalation of 8% for each 30 days thereafter.
11.This quote is based on live off loading ONLY and is the responsibility of others. The loads will be delivered as close to the project location as trucks can
-easorably access and be driven under their own power without specialized equipment. Oversized loads warrant additional cons deration and providing
suitable access shall be he responsibility of the contractor/customer. The driver(s) will leave hard surface public roads only at their discretion but is not
obligated to do so. If driver agrees to access a site under any other conditions, customer may be subject to additional costs. Due to curfews and other
travel time restrictions on over dimensional loads, the customer shall be responsible for additional costs associated with weekend, holiday or Monday
delivery requests. Cancellation of scheduled delivery loads requiring permits within 48hrs may result in additional permits and will be the responsibility of
the purchaser. Specialized haulers and or equipment are utilized in the shipping of bridge components (ie "trader rental"), costs incurred by CONTECH due
to cancellation and or postponement of the delivery of bridge components will be the responsibility of the purchaser. Staging/Jockeying of trailers can be
provided upon request for an additional fee.
12.This quote is per site plans dated 7120/2020.
Continental Pedestrian
Truss bridge pricing includes the steel truss bridge manufactured in sections sized at the discretion of Contech to facilitate optimum shipments. Sections
may require final assembly at the jobsite by others using fasteners supplied by Contech.
The following work is not a part of this offer and is to be performed by others at no cost to Contech:
1. All construction surveying, including field measurement and verification of abutments and anchor bolt placement.
2. Design of the bridge foundations unless otherwise stated herein.
3. Excavation and construction of the bridge foundations.
4. Anchor bolt design, supply, installation or templates.
5. Erection and installation of the bridge structure(s).
6. Toucn up painting of any and all surfaces damaged during handling, load ng, transport, unloading, rigging, fit up or installation. Touch up paint
guidelines are available from Contech.
7. Supply and installation of any expansion joint materials required by the contract.
8. Supply and installation of concrete and reinforcing for bridge deck slab or abutments.
9. Any and all costs associated with special inspection or testing by an independent agency.
10. Bridge approach railing or wing wall rails unless specifically included elsewhere on this proposal.
11. All other associated or appurtenant items not specifically refererced and included elsewhere in this proposal.
•
PAYMENT TERMS ARE 1/2%-10, NET 30 DAYS FROM DATE OF INVOICE UNLESS MATERIAL IS OTHERWISE NOTED AS NON-STANDARD ABOVE. IF NON-STANDARD. PAYMENT TERMS ARE
1'3 AT ORDER ACCEPTANCE AND PRIOR TO START OF PRODUCTION, 213 NET 30 DAYS FROM DATE OF INVOICE. THIS OFFER IS SUBJECT TO CREDIT APPROVAL. PRICES QUOTED APPLY
ONLY TO THE REFERENCED
PROJECT AND ARE IN EFFECT FOR 30 DAYS FROM THE DATE OF QUOTATION. SELLER RESERVES THE RIGHT TO ADJUST PRICES AFTER 30 DAYS FROM THE
DATE OF QUOTATION BUT THE CONTECH COS REMAIN APPLICABLE. PRICES ARE BASED ON ESTIMATED QUANTITIES SHOWN. IF A DIFFERENT QUANTITY IS PURCHASED, CONTECH
RESERVES THE RIGHT TO ADJUST THE PRICES. THIS QUOTATION CONTAINS THE ENTIRE AGREEMENT WITH RESPECT TO PURCHASE AND SALE OF PRODUCTS DESCRIBED AND
SUPERSEDES ALL PREVIOUS COMMUNICATIONS, BUYER'S SIGNATURE BELOW, DIRECTION TO MANUFACTURE, OR ACCEPTANCE OF DELIVERY OF GOODS DESCRIBED ABOVE, SHALL
BE DEEMED AN ACCEPTANCE OF THE CONTECH COS. SELLER EXPRESSLY REJECTS ANY OTHER TERMS AND CONDITIONS. PRICES ARE F.O.B. ORIGIN WITH FREIGHT ALLOWED TO THE
JOBSITE WITH UNLOADING BY OTHERS AT A TRUCK ACCESSIBLE LOCATION.THIS QUOTATION IS ISSUED BY CONTECH ENGINEERED SOLUTIONS LLC FOR ITSELF AND/OR ON BEHALF
OF ONE OR MORE OF ITS SUBSIDIARIES, INCLUDING BUT NOT LIMITED TO KEYSTONE RETAINING WALL SYSTEMS LLC.
j a - i
Acc€piance
Contech
Engineered
Solutions
LLC.
S
VIE
TERMS
COS
HEREBY
INCLUDED
AND
ORDER
CONDITIONS
HEREWITH
THE
DESCRIBED
OF
AND
THIS
MATERIAL
QUOTATION
VIEWABLE
AT
AND
www.conteches.comicos
SUBJECT
IN
THE
TO ALL
Contech
By
- 4
Pete Niemann
Company
(O)
(970) 301-2064
By
fr
(F)
Title
(Cell)
fr
Date
Title
C 'NTECH
ENGINEERED SOLUTIONS
A QU,KRETE® COMPANY
L Quote # QUO-412690-N2P8N5
Quotation
Page# 3/3
Contech - CONDITIONS OF SALE
1. ACCEPTANCE. This quotation is an offer to sell to potential
customer(s). BUYER'S RIGHT TO ACCEPT THIS OFFER IS
LIMITED TO BUYER'S ASSENT TO THE TERMS AND
CONDITIONS PRINTED HEREON AND THE ATTACHED OR
ACCOMPANYING QUOTE, AND NO TERMS ADDITIONAL TO OR
DIFFERENT FROM THOSE IN THIS OFFER ARE BINDING ON
SELLER THERE ARE NO UNDERSTANDINGS TERMS,
CONDITIONS OR WARRANTIES NOT FULLY EXPRESSED
HEREIN.
2. LIMITED WARRANTIES. Seller warrants that it can convey
good title to the products sold under this contract and that they are
free of liens and encumbrances. Seller also warrants that the
products sold under this contract are substantially free from defects
in material and workmanship for a period of one year after the date
of delivery. There are no express or implied warranties with respect
to products sold hereunder which are misused, abused or used in
conjunction with mechanical equipment improperly designed. used
or maintained, or which are used, supplied for use or made
available for use in any nuclear application of which Seller has not
been notified in writing by Buyer at the time of order for the products
sold hereunder. SELLER MAKES NO OTHER WARRANTY
WHATSOEVER, EXPRESS OR IMPLIED ALL IMPLIED
WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED
WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE
ARE DISCLAIMED BY SELLER AND EXCLUDED FROM THIS
CONTRACT.
3. LIMITATION OF BUYERS REMEDIES AND SELLERS
LIABILITY. Seller's liability hereunder shall be limited to the
obligation to repair or replace only those products proven to have
been defective in material or workmanship at the lime of delivery, or
allow credit, at its option. Seller's total cumulative liability in any
way arising from or pertaining to any product or service sold or
required to be sold under this contract shall NOT n any case
exceed the purchase price paid by Buyer for such products or
services. IN NO EVENT SHALL SELLER HAVE ANY LIABILITY
FOR COMMERCIAL LOSS, LOST PROFITS, CLAIMS FOR
LABOR, OR CONSEQUENTIAL, SPECIAL, PUNITIVE OR
INCIDENTAL DAMAGES OF ANY TYPE, WHETHER BUYERS
CLAW BE BASED IN CONTRACT, TORT. WARRANTY, STRICT
LIABILITY. NEGLIGENCE, OR OTHERWISE. IT IS EXPRESSLY
AGREED THAT BUYER'S REMEDIES EXPRESSED IN THIS
PARAGRAPH ARE BUYERS SOLE AND EXCLUSIVE REMEDIES
4. LIMITATION OF BUYERS REMEDIES AND SELLER'S
LIABILITY FOR FAILURE OR DELAY IN DELIVERY. NO
DELIVERY DATES ARE GUARANTEED. BUYERS SOLE AND
EXCLUSIVE REMEDIES AND SELLER'S ONLY LIABILITY FOR
ANY DELAY IN DELIVERY SHALL BE LIMITED AS SET FORTH IN
PARAGRAPH 3 OF THIS CONTRACT.
5. FORCE MAJEURE. In any event and in addition to all other
limitations stated herein, Seller shall not be liable 'or any act,
omission, result or consequence, including but not limited to any
delay in delivery or performance, which is (i) due to any act of God,
the performance of any government order, any order bearing priority
rating or order placed under any allocation program (mandatory or
voluntary) established pursuant to law, local labor shortage, fire.
flood or other casualty, governmental regulation or requirement,
shortage or failure or raw material, supply, fuel, power or
transportation breakdown of equipment, or any cause beyond
Seller's reasonable control whether of similar or dissimilar nature to
those above enumerated, or (ii) due to any strike, labor dispute, or
difference with workers, regardless of whether or not Seller is
capable of settling any such labor problem.
6. BUYER'S OBLIGATION TO PASS ON LIMITATION OR
WARRANTIES AND REMEDIES. In order to protect Seller against
claims by Buyer's buyer, if Buyer resells any of the products
purchased under this agreement, Buyer shall include the language
contained in paragraphs 2 and 3 of this agreement, dealing with
Seller's limitations of warranties and remedies, in an enforceable
agreement with Buyer's buyer, or otherwise include language in an
enforceable agreement with its buyer that makes Seller's limitatior
of warranties and remedies binding on its buyer. Buyer shall also
include a provision in its agreement with its buyer applying Ohio law
to any claims its buyer might assert against Seller with respect to
products manufactured by Seller, and requiring its buyer to bring
any such action against Seller either ;n federal district court in
Cincinnati, Ohio or the common pleas court for Butler County, Ohio.
Buyer shall defend, indemnify and hold Seller harmless from any
and all claims, causes of action. damages, losses or expenses
(including reasonable attorneys' fees) that Seller incurs by reason of
Buyer's failure to comply with this paragraph.
7 PASSAGE OF TITLE Title to the products sold hereunder shall
pass upon delivery to the carrier at the point of shipment. Neither
Buyer nor the consignee shall have the right to divert or reconsign
such shipment to any destination other than specified in the bill of
lading without permission of the Seller. Unless otherwise agreed
Seller reserves the right to select the mode of transportation.
8. PAYMENTS AND LATE CHARGES ON PAST DUE
ACCOUNTS. Buyer represents that Buyer is solvent and can and
will pay for the products sold to Buyer in accordance with the terms
hereof. If Buyer shall fail to comply with any provision or to make
payments in accordance with the terms of this contract or any other
contract between Buyer and Seller, Seller may at its option defer
shipments or, without waiving any other rights it may have,
terminate this contract. All deliveries shall be subject to the
approval of Seller's Credit Department. Seller reserves the right,
before making any delivery, to require payment in cash or security
for payment, and if Buyer fails to comply with such requirement,
Seller may terminate this contract. A late charge of 1-Y% monthly
(18% annual rate) or the maximum allowed by state law, if less, will
be imposed on all past due accounts, and Buyer is responsible for
all costs of collection including without limitation reasonable
attorneys' fees and court costs
9. TRANSPORTAT►ON CHARGES. Delivered prices or prices
involving competitive transportation adjustments shall be subject to
appropriate adjustment to reflect changes in transportation charges,
10. CLAIMS BY BUYER. Buyer shall thoroughly inspect products
sold under this contract immediately upon receipt to verify
conformance with the specifications of the contract. Buyer must
notify Seller of claims for failure or delay in delivery within 30 days
after the scheduled delivery date. Buyer must notify Seller of any
claims for nonconforming or defective products within 30 days afte-
the nonconformity or defect was or should have been discovered. In
addition, Seller must be given an opportunity to investigate the claim
before Buyer disposes of the material, or else Buyer's claim will be
barred. Seller shall incur no liability for damage, shortages, or other
cause alleged to have occurred or existed at or prior to delivery to
the carrier unless the Buyer shall have entered full details thereof on
its receipt to the carrier.
11. MECHANICAL PROPERTIES; CHEMICAL ANALYSES. Data
referring to mechanical properties or chemical analysis are the
result of tests performed on specimens obtained from specific
locations of the product(s) in accordance with
prescribed sampling procedures, any warranty thereof is limited to
the values obtained at such locations and by such procedures.
There is no warranty with respect to values of the materials at other
locations.
12. PATENTS. Seller shall indemnify Buyer against attorneys fees
and any damages or costs awarded against Buyer in the event any
legal proceeding is brought against Buyer by a third person dawning
the material delivered hereunder in itself constitutes an infringement
of any U.S. patent, provided Buyer gives Seller prompt notice of ary
such suit being brought, gives Seller the opportunity to defend any
such suit, and cooperates with Seller with respect to any such
defense; unless the material is made in accordance with material
designs, or specifications required by Buyer. in which case Buyer
shall similarly indemnify Seller,
13. PERMISSIBLE VARIATIONS. The products sold hereunder
shall be subject to Seller's standard manufacturing variations,
tolerances and classifications.
14. TECHNICAL ADVICE. Buyer represents that it has made its
own independent determination that the products it is purchasing
under this contract meet the design requirements of Buyer's project
and are suitable for Buyer's intended application. Buyer further
represents that it has not relied in any respect on any written or oral
statements or advice from Seller, other than the standard product
specifications set forth in the most recent addition of Seller's
published product brochures, in making that determination.
15. TAXES. No taxes imposed with respect of the sale of the
products or services sold hereunder are included in any quotation
by Seller. All applicable taxes shall be added and paid by Buyer in
addition to the purchase price.
16. BUYER'S RIGHT OF TERMINATION. Buyer may terminate this
contract in whole or in part upon notice in writing to Seller. Seller
shall thereupon cease work and transfer to Buyer title to all
completed and partially completed products and to any raw
materials or supplies acquired by Seller especially for the purpose
of performing this contract, and Buyer shall pay Seller the sum of
the following:
(1) the contract price for all products which have been completed
prior to termination;
(2) the cost to Seller of the material or work in process as shown on
the books of Seller in accordance with the accounting practice
consistently maintained by Seller plus a reasonable profit
thereon, but in no event more than the contract price;
(3) the cost f.o.b. Seller's plant of materials and supplies acquires'
especially for the purpose of performing this contract; and
(4) reasonable cancellation charges, if any, paid by Seller on
account of any commitment(s) made hereunder.
17. SELLER'S RIGHT OF TERMINATION. In addition to the other
rights of termination provided for in this contract, and if this
contract is made pursuant to any governmental rule or regulation,
plan, order or other directive, upon the directive, effected or
impaired.termination thereof, Seller shall have the option of
canceling this contract n whole or in part.
18. WAIVER. Failure or inability of either party to enforce any riges
hereunder shall net waive any right in respect to any other or
future rights or occurrences.
19. DELIVERY Unless otherwise agreed to in writing by the
Seller, the Buyer hereby agrees to take delivery of the materials
on this order within the later of thirty (30) days after the wanted
date shown on the face of the order or within thirty (30) days after
notification, oral or written, that the materials are ready for
shipment. In the event that the Buyer does not arrange to take
delivery of the materials in accordance with this Contract, Seller,
at Seller's option, may:
(a) invoice the Buyer for the materials less freight if applicable;
store the material in Seller's yard for a period not to exceed sixty
(60) days from the date of invoice; charge a storage fee not to
exceed 5% per month or fraction thereof of the selling price of the
stored materials, add any applicable price increases listed on the
face of the order; charge for any repair work to protective coatings
harmed by weathering while such material is being stored; and
charge applicable freight when shipment to the Buyer is made.
Materials remaining in storage after sixty (60) days from the
invoice date shall become the property of the Seller for disposition
at the Seller's discretion. In that event, Buyer shall not be liable
for the invoice price of the materials, but shall be liable for the
storage fee and any repair work to protective coatings; or
(b) cancel the order and invoice the Buyer for cancellation
charges, which shall be 25% of the selling price of the materials r
the materials are standard, in -stock material, or the full selling
price if the materials are special or nonstandard in nature and
were especially fabricated for the Buyer.
20. PERIOD OF LIMITATIONS.Buyer and Seller agree that any
action by Buyer against Seller relating to this contract or the
products sold hereunder, including, without limitation, any action
for breach of contract or warranty, or otherwise in connection with
the products sold under this contract, must be commenced by
Buyer against Seller within one year after the cause of action
therefore accrues or one year of delivery of the products sold
hereunder, if less.
21. CONFLICTING PROVISIONS OFFERED BY BUYER. Any
terms and conditions of any purchase order or other instrument
issued by the Buyer, in connection with the subject matter of this
document, which are in addition to or inconsistent with the terms
and conditions expressed herein, will not be binding on Seller in
any matter whatsoever unless accepted by Seller in writing.
22. SEVERABILITY_ In case any provision of this contract shall be
declared invalid, illegal or unenforceable, the validity, legality and
enforceability of the remaining provisions shall not in any way be
affected or impaired.
23. APPLICABLE LAW. This contract shall be governed by, and
construed and enforced in accordance with, [he laws of Ohio.
Buyer and Seller specifically agree that any legal action brought
relating to this contract shall be brought and tried exclusively in
the federal district court in Cincinnati, Ohio, or, in the absence of
jurisdiction, the Buller County Court of Common Pleas in
Hamilton, Ohio.
REV. 03/15
C,.\\.1,yaNTECH
r;triP';
ENGINEERED SOLUTIONS
A QUIKRETE® COMPANY
Quotation
Page# 1/3
Quote # QUO-412692-X0C9J
1
Date
i
8/11/2020
Account Name
Weld County
Reply
_ _
-To
Quote #
QUO-412692-X0C9J1
Contact Name
Weld
County
Contech Rep.
Pete Niemann
Phone
(970) 356-4000
Address
19060 County Road 66, Greely,
80631
CO.
Project Name
Hokestra
Bridge
Fax
Phone
(970) 301-2064
Project #
649714
,
Email
Fax
Project
City/State
Longmort, CO
Email
pniemann@conteches.com
Contech's
viewable
offer to sell the products described in this quotation is expressly conditioned upon Buyer's assent to the Contech Conditions of Sale
at www.conteches.com/cos. A valid tax exemption certificate must be issued to Contech or sales tax wilt be added.
("Contech COS") included herewith and/or
Item#
,I
I
Description
..
Quantity
Extended
Price
Un
..
-'
,
Unit
Total
Continental
Style:
Length:
Finish:
Railing
sheet
Each
Approach
to
S-608.
railing
13'-5
Galvanized
be
Pedestrian
Rails
3/8"
fabricated
Stainless
component
- Approach Rails
and Powder Coated
using the members
steel anchors shall
will be shipped
in
and
be provided
one (1)
layout
piece.
shown
by others.
on
-
4.00
-
4.00
$5,805.00
EA
$23,220.00
Total
$23,220.00
(Tax not included)
a
Net
Total
$23,220.00
Standard
Notes
1.Allowable unloading time for delivery `rucks is two (2) hours. Demurrage charges of $75.00 per
hour thereafter will
be added.
2.In
the
manufactured
assess
for
materials
addition
purchasing
storage
to
from
the
fees in
and
the
the
any other
purchasing
customer.
product(s),
amount
handling.
procedures
customer.
If purchasing
Contech
of 5%
per
outlined
will
month
After
customer
or remedies
drawing
cannot
invoice for the
of the selling
provided,
approval
take
total
price
delivery
amount
of
at the
and prior
of
of
the stored
the
time
to
finished
order
materials
manufacturing
of order,
materials
with
that
payment
Contech
Contech
within
due
are rot
will
30
shipped
request
may
days
within
a desired
again confirm
of requested
30 days. Additionally.
within 30 days
delivery
the
date,
requested
and
after
date for the
delivery
after Contech
Contech
the requested
quoted
date
may
delivery
has
also
with
date
3.One or more of the
received prior to commencement
products
quoted
of any
herein is nonstandard
performance by
Contech.
and
not returnable.
A down
payment equal
to 1/3
of
the
item(s) total
is
required
and
must
be
4.Preliminary
incurred
Assembled
related to a change
ship weight: Is
from a preliminary
based or the design by Weld County. Contech will not be liable for any additional
bid design weight to a final design, regardless of the reason for the
construction or installation
change.
costs
5.Prices are f.o.b. origin with freight allowed to the jobsite with unloading by others at a truck accessible
location.
6.Shop drawings will not
be stamped. Design liability
for the
approach railing shall
be that of the owner.
7.The estimated lead
information. Submittal
addition to stated
subject to adjustment
time
timeframes.
lead
at the
for the
times
The
time
shop drawings is 4 weeks from the receipt of a signed purchase document and
are subject to adjustment at time of order based upon current Engineering backlog.
current estimated manufacturing lead time for this material is 6-8 weeks. Manufacturing
Contech is given approval to fabricate based upon production capacity and delivery
receipt of the
Approval
and
curfews or
required
review
delivery
other
process
lead
travel
design and project
is in
times are
restrictions.
8.This
material
will
be manufactured for
this
particular
project ands
not subject
to cancellation.
See Section 19 of the Contech
COS.
9.This quotation expires 30 days
escalation of 8% for each 30
from the
days thereafter.
date shown. Prices are firm for shipment
within
120 days of the
date
of quotation and are subject to a maximum
:o
10.This
reasonably
suitable
obligated
travel
delivery
the
provided
purchaser.
cancellation
quote is based
access
access shall
to do so.
time restrictions
requests.
Specialized
and
upon request
and
be
If driver
Cancellation
or
on
be
the
on
postponement
for
live
over
an
driven
off
responsibility
agrees
haulers
additional
dimensional
of
loading
under
to
scheduled
and
access
of
or
the
fee.
their
ONLY
of
loads,
equipment
and
own power
the contractor/customer.
a site
the
delivery
delivery
is
under
loads
are
of
the responsibility
without specialized
any other
customer shall
requiring
utilized in
bridge components
conditions,
the
The
be
permits
of others.
driver(s)
responsible
shipping
will
equipment.
customer
within
be
of
the
The
will
for
48hrs
bridge
responsibility
loads
Oversized
leave
may
additional
may
components
will
hard
be
result
subject
be
surface
costs
delivered
loads
in
(ie
of the
warrant
public
to additional
associated
additional
"trailer
purchaser.
as close
additional
roads
permits
rental"),
with
Staging/Jockeying
to
only
costs.
weekend,
the
and
costs
project
consideration
at their
Due to
will
incurred
location as trucks
and providing
discretion but is
curfews and other
holiday or Monday
be the responsibility
by CONTECH
of trailers can
not
can
of
due
be
11.This quote
is per site plans dated
07/20/2020.
CONT CH
ENGINEERED SOLUTIONS
MIIKRETf ® COMPANY
Quotation
Page# 2/3
Quote # QUO-412692-X0C9J 1
Scope Of Work
Continental Pedestrian
Truss bridge pricing includes the steel truss bridge manufactured in sections sized at the discretion of Contech to facilitate optimum shipments. Sections
may require final assembly at the jobsite oy others using fasteners supplied by Contech.
The following work is not a part of this offer and is to be performed by others at no cost to Contech:
1. All construction surveying, includinc field measurement and verification of abutments and anchor bolt placement.
2. Design of the bridge foundations unless otherwise stated herein.
3. Excavation and construction of the bridge foundations.
4. Anchor bolt design, supply. installation or templates.
5. Erection and installation of the bridge structure(s).
6. Touch up painting of any and all surfaces damaged during handling, loading, transport, unloading, rigging, fit up or installation. Touch up paint
guidelines are available from Contech.
7. Supply and installation of any expansion joint materials required by the contract.
8. Supply and installation of concrete and reinforcing for bridge deck slab or abutments.
9. Any and all costs associated with special inspection or testing by an independent agency.
10. Bridge approach railing or wing wale rails unless specifically included elsewhere on this proposal.
11. All other associated or appurtenant items not specifically referenced and included elsewhere in this proposal.
PAYMENT TERMS ARE 1/24-10. NET 30 DAYS FROM DATE OF INVOICE UNLESS MATERIAL IS OTHERWISE NOTED AS NON-STANDARD ABOVE. IF NON-STANDARD. PAYMENT TERMS ARE
1/3 AT ORDER ACCEPTANCE AND PRIOR TO START OF PRODUCTION, 2/3 NET 30 DAYS FROM DATE OF INVOICE. THIS OFFER IS SUBJECT TO CREDIT APPROVAL PRICES QUOTED APPLY
ONLY TO THE REFERENCED PROJECT AND ARE N EFFECT FOR 30 DAYS FROM THE DATE OF QUOTATION. SELLER RESERVES THE RIGHT TO ADJUST PRICES AFTER 30 DAYS FROM THE
DATE OF QUOTATION BUT THE CONTECH COS REMAIN APPLICABLE. PRICES ARE BASED ON ESTIMATED QUANTITIES SHOWN. IF A DIFFERENT QUANTITY IS PURCHASED, CONTECH
RESERVES THE RIGHT TO ADJUST THE PRICES. THIS QUOTATION CONTAINS THE ENTIRE AGREEMENT WITH RESPECT TO PURCHASE AND SALE OF PRODUCTS DESCRIBED AND
SUPERSEDES ALL PREVIOUS COMMUNICATIONS BUYER'S SIGNATURE BELOW, DIRECTION TO MANUFACTURE, OR ACCEPTANCE OF DELIVERY OF GOODS DESCRIBED ABOVE, SHALL
BE DEEMED AN ACCEPTANCE OF THE CONTECH COS. SELLER EXPRESSLY REJECTS ANY OTHER TERMS AND CONDITIONS. PRICES ARE F.O.B. ORIGIN WITH FREIGHT ALLOWED TO THE
JOBSITE WITH UNLOADING BY OTHERS AT A TRL CK ACCESSIBLE LOCATION.THIS QUOTATION IS ISSUED BY CONTECH ENGINEERED SOLUTIONS LLC FOR ITSELF AND/OR ON BEHALF
OF ONE OR MORE OF ITS SUBSIDIARIES, INCLUDING BUT NOT LIMITED TO KEYSTONE RETAINING WALL SYSTEMS LLC.
Acceptance
Contech Engineered
Solutions LLC,
WE HEREBY
TERMS
COS INCLUDED
ORDER
AND CONDITIONS
HEREWITH
THE
DESCRIBED
OF THIS
AND VIEWABLE
MATERIAL
QUOTATION
AT
SUBJECT
AND
www.conteches.com/cos
IN
THE
TO ALL
Contech
By
Pete Niemann
Company
.
(CO
(970) 3)1-2064
By
(F)
Title
(Cell)
Date
Title
CONTECH
ENGINEERED SOLUTIONS
A QU/NRfTE® COMPANY
Quotation
Page# 3/3
(Quote # QUO-412692-X0C9J1
i
Contech • CONDITIONS OF SALE
1. ACCEPTANCE. This quotation is an offer to sell to potential
customer(s). BUYER'S RIGHT TO ACCEPT THIS OFFER IS
LIMITED TO BUYER'S ASSENT TO THE TERMS AND
CONDITIONS PRINTED HEREON AND THE ATTACHED OR
ACCOMPANYING QUOTE, AND NO TERMS ADDITiONAL TO OR
DIFFERENT FROM THOSE IN THIS OFFER ARE BINDING ON
SELLER. THERE ARE NO UNDERSTANDINGS, TERMS,
CONDITIONS OR WARRANTIES NOT FULLY EXPRESSED
HEREIN.
2. LIMITED WARRANTIES. Seller warrants that it can convey
good title to the products sold under this contract and that they are
free of liens and encumbrances. Seller also warrants hat the
products sold under this contract are substantially free from defects
in material and workmanship for a period of one year after the date
of delivery. There are no express or implied warranties with respect
to products sold hereunder which are misused, abused or used in
conjunction with mechanical equipment improperly designed, used
or maintained, or which are used, supplied for use or made
available for use in any nuclear application of which Seller has not
been notified in writing by Buyer at the time of order for the products
sold hereunder. SELLER MAKES NO OTHER WARRANTY
WHATSOEVER, EXPRESS OR IMPLIED. ALL IMPLIED
WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED
WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE
ARE DISCLAIMED BY SELLER AND EXCLUDED FROM THIS
CONTRACT.
3. LIMITATION OF BUYERS REMEDIES AND SELLER'S
LIABILITY. Sellers liability hereunder shall be limited to the
obligation to repair or replace only those products proven to have
been defective in material or workmanship at the time of delivery, or
allow credit, at its option. Seller's total cumulative liability in any
way arising from or pertaining to any product or service sold or
required to be sold under this contract shall NOT in any case
exceed the purchase price paid by Buyer for such products or
services. IN NO EVENT SHALL SELLER HAVE ANY LIABILITY
FOR COMMERCIAL LOSS, LOST PROFITS, CLAIMS FOR
LABOR, OR CONSEQUENTIAL, SPECIAL, PUNITVE OR
INCIDENTAL DAMAGES OF ANY TYPE, WHETHER BUYERS
CLAIM BE BASED IN CONTRACT, TORT, WARRANTY, STRICT
LIABILITY NEGLJGENCE OR OTHERWISE. IT IS EXPRESSLY
AGREED THAT BUYERS REMEDIES EXPRESSED IN THIS
PARAGRAPH ARE BUYERS SOLE AND EXCLUSIVE REMEDIES.
4. LIMITATION OF BUYERS REMEDIES AND SELLER'S
LIABILITY FOR FAILURE OR DELAY IN DELIVERY. NO
DELIVERY DATES ARE GUARANTEED. BUYERS SOLE AND
EXCLUSIVE REMEDIES AND SELLER'S ONLY LIABILITY FOR
ANY DELAY IN DELIVERY SHALL BE LIMITED AS SET FORTH IN
PARAGRAPH 3 OF THIS CONTRACT.
5. FORCE MAJEURE. In any event and in addition to all other
limitations stated herein, Seller shall not be liable for any act,
omission, result or consequence, including but not limited to any
delay in delivery or performance, which is (i) due to any act of God,
the performance of any government order, any order bearing priority
rating or order placed under any allocation program (mandatory or
voluntary) established pursuant to taw, local labor shortage, fire.
flood or other casualty, governmental regulation or requirement,
shortage or failure or raw material, supply, fuel, power or
trarsportation, breakdown of equipment, or any cause beyond
Seller's reasonable control whether of similar or dissimilar nature to
those above enumerated, or (ii) due to any strike, labor dispute, or
difference with workers, regardless of whether or not Seller is
capable of settling any such labor problem.
6. BUYER'S OBLIGATION TO PASS ON LIMITATION OR
WARRANTIES AND REMEDIES. In order to protect Seller against
claims by Buyer's buyer, if Buyer resells any of the products
purchased under this agreement, Buyer shall include the language
contained in paragraphs 2 and 3 of this agreement, dealing with
Seller's limitations of warranties and remedies, in an enforceable
agreement with Buyer's buyer, or otherwise include language in an
enforceable agreement with its buyer that makes Seller's limitation
of warranties and remedies binding on its buyer. Buyer shall also
include a provision in its agreement with its buyer applying Ohio law
to any claims its buyer might assert against Seller with respect to
products manufactured by Seller. and requiring its buyer to bring
any such action against Seller either in federal district court in
Cincinnati, Ohio or the common pleas court for Butler County, Ohio.
Buyer shall defend, indemnify and hold Seller harmless from any
and all claims, causes of action, damages, losses or expenses
(including reasonable attorneys' fees) that Seller incurs by reason of
Buyer's failure to comply with this paragraph.
7. PASSAGE OF TITLE. Title to the products sold hereunder shall
pass upon del very to the carrier at the point of shipment. Neither
Buyer nor the consignee shall have the right to divert or reconsign
such shipment to any destination other than specified in the bill of
lading without permission of the Seller. Unless otherwise agreed
Seller reserves the right to select the mode of transportation.
8. PAYMENTS AND LATE CHARGES ON PAST DUE
ACCOUNTS. Buyer represents that Buyer is solvent and can and
will pay for the products sold to Buyer in accordance with the terms
hereof. If Buyer shall fail to comply with any provision or to make
payments in accordance with the terms of this contract or any other
contract between Buyer and Seller, Seller may at its option defer
shipments or, without waiving any other rights it may have,
terminate this contract. All deliveries shall be subject to the
approval of Seller's Credit Department, Seller reserves the right,
before making any delivery, to require payment in cash or security
for payment, and if Buyer fails to comply with such requirement,
Seller may terminate this contract. A late charge of 1-Y2% monthly
(18% annual rate) or the maximum allowed by state law, if less, will
be imposed on all past due accounts, and Buyer is responsible for
all costs of collection including without limitation reasonable
attorneys' fees and court costs.
9. TRANSPORTATION CHARGES. Delivered prices or prices
involving competitive transportation adjustments shall be subject to
appropriate adjustment to reflect changes in transportation charges.
10. CLAIMS BY BUYER. Buyer shall thoroughly inspect products
sold under this contract immediately upon receipt to verify
conformance with the specifications of the contract. Buyer must
notify Seller of claims for failure or delay in delivery within 30 days
after the scheduled delivery date. Buyer must notify Seller of any
claims for nonconforming or defective products within 30 days after
the nonconformity or defect was or should have been discovered. In
addition, Seller must be given an opportunity to investigate the claim
before Buyer disposes of the material, or else Buyer's claim will be
barred. Seller shall incur no liability for damage, shortages, or other
cause alleged to have occurred or existed at or prior to delivery to
the carrier unless the Buyer shall have entered full details thereof on
its receipt to the carrier.
11. MECHANICAL PROPERTIES; CHEMICAL ANALYSES. Data
referring to mechanical properties or chemical analysis are the
result of tests performed on specimens obtained from specific
locations of the product(s) in accordance with
prescribed sampling procedures; any warranty thereof is limited to
the values obtained at such locations and by such procedures.
There is no warranty with respect to values of the materials at other
locations.
12. PATENTS. Seller shall indemnify Buyer against attorneys fees
and any damages or costs awarded against Buyer in the event any
legal proceeding is brought against Buyer by a third person claiming
the material delivered hereunder in itself constitutes an infringement
of any U.S. patent, provided Buyer gives Seller prompt notice of any
such suit being brought, gives Seller the opportunity to defend any
such suit, and cooperates with Seller with respect to any such
defense; unless the material is made in accordance with material
designs, or specifications required by Buyer. in which case Buyer
shall similarly indemnify Seller.
13. PERMISSIBLE VARIATICNS. The products sold hereunder
shall be subject to Seller's standard manufacturing variations,
tolerances and classificatiors.
14. TECHNICAL ADVICE. Buyer represents that it has made its
own independent determination that the products it is purchasing
under this contract meet the design requirements of Buyer's project
and are suitable for Buyer's intended application. Buyer further
represents that it has not relied in any respect on any written or oral
statements or advice from Seller, other than the standard product
specifications set forth in the most recent addition of Seller's
published product hrechures, in making that determination.
15, TAXES. No taxes imposed with respect of the sale of the
products or services sold hereunder are included in any quotation
by Seller. All applicable taxes shall be added and paid by Buyer in
addition to the purchase price.
16. BUYER'S RIGHT OF TERMINATION. Buyer may terminate this
contract in whole or in part upon notice in writing to Seller. Seller
shall thereupon cease work and transfer to Buyer title to all
completed and partially completed products and to any raw
materials or supplies acquired by Seller especially for the purpose
of performing this contract. and Buyer shall pay Seller the sum of
the following:
(1) the contract price for all products which have been completed
prior to termination;
(2) the cost to Seller of the material or work in process as shown on
the books of Seller in accordance with the accounting practice
consistently maintained by Seller plus a reasonable profit
thereon, but in no event more than the contract price;
(3) the cost f.o.b. Seller's plant of materials and supplies acquired
especially for the purpose of performing this contract; and
(4) reasonable cancellation charges, if any, paid by Seller on
account of any commitment(s) made hereunder.
17. SELLER'S RIGHT OF TERMINATION. In addition to the other
rights of terminaticn provider] for in this contract, and if this
contract is made pursuant to any governmental rule or regulation,
plan, order or other directive, upon the directive, effected or
impaired.termination thereof, Seiler shall have the option of
canceling this contract in whole or in part.
18. WAIVER. Failure or inability of either party to enforce any right
hereunder shall not waive any right in respect to any other or
future rights or occurrences.
19. DELIVERY. Unless otherwise agreed to in writing by the
Seller, the Buyer hereby agrees to take delivery of the materials
on this order within the later of thirty (30) days after the wanted
date shown on the face of the order or within thirty (30) days after
notification, orai or written, that the materials are ready for
shipment. In the event that the Buyer does not arrange to take
delivery of the materials in accordance with this Contract, Seller,
at Seller's option, may:
(a) invoice the Buyer for the materials less freight if applicable;
store the material in Seller's yard for a period not to exceed sixty
(60) days from the date of invoice; charge a storage fee not to
exceed 5% per month or fraction thereof of the selling price of the
stored materials; add any applicable price increases listed on the
face of the order; charge for any repair work to protective coatings
harmed by weathering while such material is being stored; and
charge applicable freight when shipment to the Buyer is made.
Materials remaining in storage after sixty (60) days from the
invoice date shall become the property of the Seller for disposition
at the Seller's discretion. In that event, Buyer shall not be liable
for the invoice price of the materials, but shall be liable for the
storage fee and any repair work to protective coatings; or
(b) cancel the order and invoice the Buyer for cancellation
charges, which shall be 25% of the selling price of the materials if
the materials are standard, in -stock material, or the full selling
price if the materials are special or nonstandard in nature and
were especially fabricated for the buyer.
20. PERIOD OF LIMITATIONS. Buyer and Seller agree that any
action by Buyer against Seller relating to this contract or the
products sold hereunder, including, without limitation, any action
for breach of contract or warranty, or otherwise in connection with
the products sold under this contract, must be commenced by
Buyer against Seller within one year after the cause of action
therefore accrues or one year of delivery of the products sold
hereunder, if less.
21. CONFLICTING PROVISIONS OFFERED BY BUYER Ary
terms and conditions of any purchase order or other instrument
issued by the Buyer, in connection with the subject matter of this
document, which are in addition to or inconsistent with the terms
and conditions expressed herein, will not be binding on Seller :n
any matter whatsoever unless accepted by Seller in writing.
22. SEVERABILITY. In case any provision of this contract shall be
declared invalid, illegal or unenforceable, the validity, legality and
enforceability of the remaining provisions shall not in any way oe
affected or impaired.
23. APPLICABLE LAW. This contract shall be governed by, and
construed and enforced in accordance with, the laws of Ohio.
Buyer and Seiler specifically agree that any legal action brought
relating to this contract shall be brought and tried exclusively in
the federal district court in Cincinnati, Ohio, or, in the absence of
jurisdiction, the Butler County Court of Common Pleas in
Hamilton, Ohio
REV 03/15
EMI 0s
corm
(Rev October 2018)
Department of the Treasury
Internal Revenue Service
Request for Taxpayer
identification Number and Certification
la Go to www rrs gov/FormW9 for instructions and the latest information
Give Form to the
requester Do not
send to the IRS
Print or type
See Specrtic Instructions on page 3
f Name (as shown on your income tax return) Name Is required on this line do not leave this line blank
QUIKRETE Holdings, Inc
2 Business name/disregarded entity name, if different from above
Contech Engineered Solutions, LLC (FEIN #31-1177165)
3 Check appropriate
following seven boxes
box for
proprietor
LLC
company
appropnate
is classified
is not
from the
federal tax classification of the person whose name is entered on line 1 Check
only one of the
❑ Trust/estate
I*
4 Exemptions
certain entities,
instructions
Exempt payee
Exemption
code (if any)
4A•pir•a o accounts
(codes apply only to
not individuals, see
on page 3)
code (if any) 5
In Individual/sole
or IS C Corporation S Corporation ❑ Partnership
single -member
❑ Limited liability
Note Check the
LLC tf the LLC
another LLC that
is disregarded
Enter the tax classification (C=C corporation, S=S corporation P=Partnership)
box in the line above for the tax classification of the single -member owner
as a single -member LLC that is disregarded from the owner unless the
disregarded from the owner for U S federal tax purposes Otherwise, a single
owner should check the appropriate box for the tax classification of its owner
P..
from FATCA reporting
N/A
Do not check
owner of the LLC is
member LLC that
maintained outside the U S)
II Other (see instructions)
5 Address (number street, and apt or suite no ) See Instructions
Five Concourse Parkway Suite 1900
Requester's name and address (optional)
6 City state and ZIP code
Atlanta, GA 30328-6111
7 List account number(s) here (optional)
Taxpayer Identification Number (TIN)
Enter your TIN in the appropriate box The TIN provided must match the name given on line 1 to avoid
backup withholding For tnd)viduals, this is generally your social security number (SSN) However, for a
resident alien, sole proprietor, or disregarded entity, see the instructions for Part I, later For other
entities, it Is your employer identification number (EIN) If you do not have a number, see How to get a
TIN, later
Note If the account is in more than one name, see the instructions for line 1 Also see What Name and
Number To Give the Requester for guidelines on whose number to enter
Social security number
or
Employer Identification number
2
0
0
5
2
0
1
6
3
Certification
Under penalties of perjury, I certify that
1 The number shown on this form is my correct taxpayer identification number (or I am waiting for a number to be issued to me), and
2 I am not subject to backup withholding because (a) I am exempt from backup withholding, or (b) I have not been notified by the Internal Revenue
Service (IRS) that I am subject to backup withholding as a result of a failure to report at interest or dividends, or (c) the IRS has notified me that I am
no longer subject to backup v ithholding, and
3 I am a U S citizen or other U S person (defined below), and
4 The FATCA code(s) entered on this form (if any) indicating that I am exempt from FATCA reporting is correct
Certification instructions You must cross out item 2 above if you have been notified by the IRS that you are currently subject to backup withholding because
you have failed to report all interest and dividends on your tax return For real estate transactions, item 2 does not apply For mortgage interest paid,
acquisition or abandonment of seared property cancellation of debt, contributions to an individual retirement arrangement (IRA), and generally, payments
other than interest and dividends, you are not required to sign the certification, but you must provide your correct TIN See the instructions for Part II, later
Sign
Here
Signature of �
U S person ®+ '�/(`/
--)=-;-77---
-„
Date
General Instru
-----
tions
Section references are to the Internal Revenue Code unless otherwise
noted
Future developments For the latest information about developments
related to Form W-9 and its instructions, such as legislation enacted
after they were published, go to www rrs gov/FormW9
Purpose of Form
An individual or entity (Form W-9; requester) who is required to file an
information return with the IRS must obtain your correct taxpayer
identification number (TiN) whichmay be your social security number
(SSN), individual taxpayer identification number (TIN), adoption
taxpayer identification number (ATIN), or employer identification number
(EIN), to report on an information return the amount paid to you, or other
amount reportable on an information return Examples of information
returns include, but are not limited to, the following
• Form 1099-INT (interest earned or paid)
• Form 1099-DIV (dividends, Including those from stocks or mutual
funds)
• Form 1099-MISC (various types of income, prizes, awards, or gross
proceeds)
• Form 1099-B (stock or mutual fund sales and certain other
transactions by brokers)
• Form 1099-S (proceeds from real estate transactions)
• Form 1099-1< (merchant card and third party network transactions)
• Form 1098 (home mortgage interest), 1098-E (student loan interest)
1098-T (tuition)
• Form 1099-C (canceled debt)
• Form 1099-A (acquisition or abandonment of secured properly)
Use Form W-9 only if you are a U S person (including a resident
alien), to provide your correct TIN
If you do not return Form W-9 to the requester with a TIN, you might
be subject to backup withholding See What is backup withholding,
later
Cat No 10231X Form W-9 (Rev 10-2018)
New Contract Request
i
^Entity information -
Entity Name* Entity ID*
CONTECH ENGINEERED SOLUTIONS @00036835
LLC
Contract Name *
HOKESTRA PRE -FABRICATED PEDESTRIAN BRIDGE
Contract Status
CTB REVIEW
Contract ID
4043
Contract Lead*
CKIMM I
❑ New Entity?
Parent Contract ID
Requires Board Approval
YES
Contract Lead Email Department Project #
CKtmmi@co weld co us GR-58
Contract Description*
CONTRACT FOR A PRE -FABRICATED PEDESTRIAN BRIDGE TO BE LOCATED AT THE HOKESTRA PIT
I Contract Description 2
Contract Type*
CONTRACT
Amount
$68,862 00
Renewable*
NO
Automatic Renewal
NO
Grant
NO
!GA
NO
Department
PUBLIC WORKS
Department Email
CM-
PublicWorks@weldgov corn
Department Head Email
CM-PublicWorks-
DeptHead a@weldgov corn
County Attorney
BOB CHOATE
County Attorney Email
BCHOATE@CO WELD CO US
If this is a renewal enter previous Contract ID
If this is part of a MSA enter MSA Contract ID
Requested BOCC Agenda
Date*
08/19/2020
Due Date
08/15/2020
Will a work session with BOCC be required?*
HAD
Does Contract require Purchasing Dept_ to be included?
NO
Note the Previous Contract Number and Master Services Agreement Number should be left blank if those contracts are not in
OnBase
`Contract, Date's
Effective Date
Termination Notice Period
I
Review Date*
08/18/2020
Committed Delivery Date
Renewal Date
Expiration Date*
01/31/2021
Contact Information
Contact Info
Contact Name
Purchasing
Purchasing Approver
CONSENT
Approval Process
Department Head
JAY Iv1CDONALD
OH Approved Date
08/18/2020
Final Approval
BOCC Approved
BOCC Signed Date
BOCC Agenda Date
DS/24/2020
Onginator
CKIMMI
Contact Type Contact Email
Finance Approver
CONSENT
Contact Phone 1
Purchasing Approved Date
08/18/2020
Finance Approved Date
08/1S/2020
Tyler Ref ##
AG 082420
Legal Counsel
CONSENT
Contact Phone 2
Legal Counsel Approved Date
08/18/2020
RESOLUTION
RE: APPROVE EMERGENCY BID #B2000155, PREFABRICATED PEDESTRIAN BRIDGE,
AND WAIVER OF TEN-DAY WAITING PERIOD FOR CONSIDERATION AND
INVESTIGATION - DEPARTMENT OF PUBLIC WORKS
WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to
Colorado statute and the Weld County Home Rule Charter, is vested with the authority of
administering the affairs of Weld County, Colorado, and
WHEREAS, the Department of Purchasing has requested waiver of the ten-day waiting
period for Emergency Bid Request #B2000155, Prefabricated Pedestrian Bridge, for the
Department of Public Works, to accelerate the fabrication of the bridge, ensuring it is ready when
the abutments and realigned Hokestra Trail are ready, and
WHEREAS, the Board of County Commissioners deems it advisable to waive the ten-day
waiting period for said emergency bid.
NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of Weld
County, Colorado, that the ten-day waiting period for Emergency Bid Request #B2000155,
Prefabricated Pedestrian Bridge, for the Department of Public Works, be, and hereby is, waived.
BE IT FURTHER RESOLVED by the Board that the low bid from Contech Engineered
Solutions, LLC, in the amount of $68,862.00, be, and hereby is, accepted on an emergency basis.
The above and foregoing Resolution was, on motion duly made and seconded, adopted
by the following vote on the 17th day of August, A.D., 2020.
BOARD OF COUNTY COMMISSIONERS
WELD COUNTY, COLORADO
ATTEST: Wd-tyl44) jr1to;edi
Weld County Clerk to the Board
BY:
eputy Clerk to the Board
Mike Freeman, Chair
SteveAVloreno.-Tem
Sbo K. James
APP: % D AS :��`' �� ;;� EXCUSED
ounty At orney
Date of signature: o0Lo%
arbara Kirkmeyer
Kevin D. Ross
cc ; PLJ(CK/cFl/ ER), PuR, AcT(BC/cD)
08/20%20
2020-2512
PO0022
EG0078
MEMORANDUM
Date: August 13, 2020
To: Rob Turf, Purchasing Manager
From: Clay Kimmi, Senior Engineer, Public Works
RE: Bid Request No. B2000155
BOCC Approval Date August 17, 2020
Bids were received and opened on August 13, 2020 for the contracted design, fabrication, and delivery of
the Hokestra Pedestrian Bridge. Three (3) bids were received and reviewed to determine if they met
specifications and included all required documentation. Two of the bids (Wheeler Lumber, and BCS
Fabrication) were discovered to be missing the bid bond as required by Addendum 1 of the Contract
Documents. Both of these bids were determined to be unresponsive due to the missing information.
The remaining bid was in the amount of $68,862.00. The vendor is Contech Engineered Solutions LLC
(Contech). The bid meets the specifications and included all required documentation.
The Contech bid is approximately $3,138 less than the engineer's estimate of $72,000. Contech is located
in Greeley, CO and is located at the Big R fabrication site on Highway 85 north of Greeley. Contech was
worked well with Weld County on past contracts.
Public Works is requesting that the contract be presented and awarded on August 17, 2020. The BOCC
approved placing the contract on their August 17, 2020 agenda as an emergency award on August 12, 2020
via a pass around request. An emergency award allows the schedule for design and fabrication of the bridge
to be advanced by two weeks. The bridge is expected to be fabricated and delivered by the end of December,
2020.
Public Works recommends awarding the design, fabrication, and delivery contract to the lowest responsive
bidder, Contech Engineered Solutions LLC, for a total amount not to exceed $68,862.00.00.
00/r 7
2020-2512
-Pu oO2.2
EGoa7$
BOARD OF COUNTY COMMISSIONERS
PASS -AROUND REVIEW
PASS -AROUND TITLE: Emergency Present and Award for Hokestra Pedestrian Bridge
DEPARTMENT: Public Works DATE: 08/11/2020
PERSON REQUESTING: Clay Kimmi
Brief description of the problem/issue:
The Hokestra Pre -Fabricated Pedestrian Bridge bid is currently scheduled to be opened on August 13 at 10 am.
It is scheduled to be presented to the BOCC during the 9 am hearing on August 17. Public Works would like to
request an emergency award for the pre -fabricated bridge at the 9 am hearing on August 17 as well.
The reason for the emergency award request is to help accelerate the fabrication and delivery schedule for the
pedestrian bridge. The lead time for the fabrication and delivery of the bridge is 4 to 5 months. The emergency
award would help accelerate the fabrication schedule by two weeks. Accelerating the fabrication schedule helps
ensure the pre -fabricated bridge is ready when the bridge abutments and realigned trail are ready.
What options exist for the Board? (include consequences, impacts, costs, etc. of options):
1. Do not approve the request for the emergency award. If an emergency award is not granted, the lead
time for delivery of the bridge could adversely impact the general contractor's schedule for installing the
bridge and completing the Hokestra trail realignment by approximately 2 weeks.
2. Approve the request for the emergency award. If the emergency award is granted, the lead time for
delivery of the bridge is accelerated by 2 weeks. The general contractor would then be able to take
delivery of the bridge 2 weeks earlier and would be able to complete the Hokestra trail realignment
project approximately 2 weeks earlier.
Recommendation:
Public Works recommends approval of the emergency award.
Approve
ltccommendation
Mike Freeman, Chair
Scott K. James
Barbara Kirkmeyer
Steve Moreno, Pro -Tern
Kevin D. Ross
Schedule
Work Session
Other/Comments:
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of records
:
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Contech
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matching
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Status:
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Solutions
for :
LLC*
ENTITY
Contech
Engineered
Solutions
LLC
Status:
Active
DUNS:
155294440
+4: CAGE
Code: 03876
DoDAAC:
Expiration
Date:
12/10/2020
Has
Active
Exclusion?:
No
Debt
Subject
to Offset?:
No
Address:
City:
West
9025
Chester
Ctr
Pt
Dr
Ste
400
State/Province:
OHIO
ZIP
Code:
45069-4987 Country:
UNITED
STATES
Hokestra Pre -Fabricated Pedestrian Bridge
ENGINEER'S ESTIMATE OF CONSTRUCTION COSTS (100% DESIGN)
ITEM DESCRIPTION
UNIT
WELD COUNTY
ESTIMATE
WHEELER LUMBER LLC
CONTECH ENGINEERED
SOLUTIONS LLC
T
THE APPROACH DBA BCS
FABRICATION
COOT ITEM
NO.
I
QUANTITY
UNIT PRICE
TOTAL COST .
UNIT PRICE
UNIT PRICE
TOTAL COST
•
TOTAL COST
UNIT PRICE
TOTAL COST
628-00080
Prefabricated Pedestrian Bridge
I
EA _
1
_ $ 72.000.00
$ 72,000 00
+
S 63,740.00
S 63,740.00
,
S 68.862.00
�°
S 68.862.00
S 92,870.00
$ 92,870.00
Bid es non -responsive because
no bid bond was provided as
required by Addendum 1
Bid is a responsve
meets specification
bso ar: J
Bid is considered because
was provided as required
1.
no bid bon'
by Addendum
WELD COUNTY PURCHASING
1150 O Street, Room 107, Greeley, CO 80631
E -Mail: cmpeters(a�weldgov.com
E-mail: reverettc weldgov.com
E-mail: rturfweldqov.com
Phone: (970) 400-4223, 4222 or 4216
Fax: (970) 336-7226
DATE OF BID: AUGUST 13, 2020
REQUEST FOR: PREFABRICATED PEDESTRIAN BRIDGE
DEPARTMENT: PUBLIC WORKS
BID NO: #62000155
PRESENT DATE: AUGUST 17, 2020
APPROVAL DATE: AUGUST 17, 2020 ( EMERGENCY APPROVAL)
VENDORS TOTAL PRICE
WHEELER LUMBER LLC
9531 W. 78T" STREET, SUITE 100
EDEN PRAIRIE MN 55344
CONTECH ENGINEERED SOLUTIONS, LLC
19060 COUNTY ROAD 66
GREELEY CO 80634
THE APPROACH-DBA: BCS FABRICATION
825 E 11TH STREET
LOVELAND CO 80537
THE DEPARTMENT OF PUBLIC WORKS IS REVIEWING THE BIDS.
O8//7
$63,740.00
$68,862.00
$92,870.00
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