HomeMy WebLinkAboutCadillac Lawn Care, Inc. - Miller Park Picnic Shelter Install AGREEMENT 22214S
Miller Park Picnic Shelter Install
THIS AGREEMENT, entered into on the date of last execution, between the City of Yakima, a Washington municipal
corporation("City"), and Cadillac Lawn Care, Inc., ("Contractor").
WITNESSETH: The parties, in consideration of the terms and conditions herein, do hereby covenant and agree as
follows:
1. Scope of Work
The Contractor shall perform all work and service(s) and furnish all tools, materials, labor and equipment(collectively
referred to as"Services")according to the procedure outlined in the specifications of Quote#22214S titled Miller Park
Picnic Shelter Install and the quote documents, which are all attached and incorporated herein as Exhibit A, and any
applicable construction standard(s),which are by this reference incorporated herein and made a part hereof, and shall
perform any alterations in or additions to the work provided under this Contract and every part thereof.
Work is estimated to be complete by June 30,2022. Final work schedule shall be coordinated with Project Coordinator
Ken Wilkinson, Park and Recreation Manager, (509)576-6416.
The Contractor shall provide and bear the expense of all equipment; work and labor of any sort whatsoever that may
be required for the transfer of materials and completing the work provided for in this Contract and every part thereof,
except such as are mentioned in the specifications to be furnished by the City of Yakima.
2. Compensation
The City agrees to pay the Contractor according to Exhibit B, attached hereto and incorporated herein, which Exhibit
includes the specifications and payment schedule of itemized prices as listed in the Contractor's Quote submittal at the
time and in the manner and upon the conditions provided for the Contract.
3. Agency Relationship between City and Contractor
Contractor shall, at all times, be an independent Contractor and not an agent or representative of City with regard to
performance of the Services. Contractor shall not represent that it is, or hold itself out as, an agent or representative
of City. In no event shall Contractor be authorized to enter into any agreement or undertaking for,or on behalf,of City.
4. Successors and Assigns
a. Neither the City, nor the Contractor, shall assign, transfer, or encumber any rights, duties, or interests
accruing from this Contract without the prior written consent of the other.
b. The Contractor for himself, and for his heirs, executors, administrators, successors, and assigns, does
hereby agree to the full performance of all the covenants herein contained upon the part of the Contractor.
5. Property Rights
All records or papers of any sort relating to the City and to the project will at all times be the property of the City and
shall be surrendered to the City upon demand. All information concerning the City and said project which is not
otherwise a matter of public record or required by law to be made public, is confidential, and the Contractor will not, in
whole or part, now or at any time disclose that information without the express written consent of the City.
6. Inspection and Production of Records
a. The records relating to the Services shall, at all times, be subject to inspection by and with the approval
of the City, but the making of(or failure or delay in making)such inspection or approval shall not relieve
Contractor of responsibility for performance of the Services in accordance with this Contract,
notwithstanding the City's knowledge of defective or non-complying performance, its substantiality or the
Agreement 22214S Miller Park Picnic Shelter Install Page 1 of 9
ease of its discovery. Contractor shall provide the City sufficient, safe, and proper facilities,and/or send
copies of the requested documents to the City. Contractor's records relating to the Services will be
provided to the City upon the City's request.
b. Contractor shall promptly furnish the City with such information and records which are related to the
Services of this Contract as may be requested by the City.
c. All records relating to Contractor's services under this Contract must be made available to the City, and
the records relating to the Services are City of Yakima records. They must be produced to third parties,
if required pursuant to the Washington State Public Records Act, Chapter 42.56 RCW, or by law. All
records relating to Contractor's services under this Contract must be retained by Contractor for the
minimum period of time required pursuant to the Washington Secretary of State's records retention
schedule.
d. The terms of this section shall survive any expiration or termination of this Contract.
7. Work Made for Hire
All work the Contractor performs under this Contract shall be considered work made for hire, and shall be the property
of the City. The City shall own any and all data,documents,plans,copyrights,specifications,working papers,and any
other materials the Contractor produces in connection with this Contract. On completion or termination of the Contract,
the Contractor shall deliver these materials to the City.
8. Guarantee
Contractor warrants the Services will be free from defects in material and workmanship for a period of one year
following the date of completion and acceptance of the Services.
9. Compliance with Law
Contractor agrees to perform all Services under and pursuant to this Contract in full compliance with any and all
applicable laws, rules, and regulations adopted or promulgated by any governmental agency or regulatory body,
whether federal,state,local,or otherwise. Contractor shall procure and maintain all applicable and necessary permits,
licenses and approvals of any federal, state, and local government or governmental authority or this project, pay all
charges and fees, and give all notices necessary and incidental to the due and lawful execution of the work.
a. Procurement of a City Business License. Contractor must maintain a City of Yakima Business License
and pay all charges,fees, and taxes associated with said license.
b. Contractor must provide proof of a valid Washington State Contractor Registration number.
c. Contractor must provide proof of a valid Washington department of Revenue state excise tax registration
number, as required in Title 85 RCW.
d. Contractor must provide proof of a valid Washington Unified Business Identification (UBI) number.
Contractor must have a current UBI number and not be disqualified from bidding on any public works
contract under RCW 39.06.101 or 36.12.065(3).
e. Contractor must provide proof of a valid Washington Employment Security Department number as
required by Title 50 RCW.
f. Foreign(Non-Washington)Corporations: Although the City does not require foreign corporate proposers
to qualify in the City, County or State prior to submitting a proposal, it is specifically understood and
agreed that any such corporation will promptly take all necessary measures to become authorized to
Agreement 22214S Miller Park Picnic Shelter Install Page 2 of 9
conduct business in the City of Yakima at their own expense,without regard to whether such corporation
is actually awarded the contract,and in the event that the award is made,prior to conducting any business
in the City.
10. Prevailing Wages
The Contractor will comply with all provisions of Chapter 39.12 RCW- Prevailing Wages on Public Work.
a. RCW 39.12.010-the Prevailing Rate of Wage. It is solely the responsibility of the Contractor to determine
the appropriate prevailing wage rate for the services being provided.
b. RCW 39.12.040 - Statement of Intent to Pay Prevailing Wages and an Affidavit of Wages Paid. Before
an awarding agency may pay any sum due on account, it must receive a statement of Intent to Pay
Prevailing Wages approved by the Department of Labor and Industries. Following final acceptance of a
public work project, and before any final money is disbursed, each Contractor and Subcontractor must
submit to the awarding agency an Affidavit of Wages Paid, certified by the Department of Labor and
Industries.
c. RCW 39.12.070 - Fees Authorized for Approval Certification and Arbitrations. Any fees charged by the
Department of Labor and Industries for approvals or fees to cover costs of arbitration conducted shall be
the responsibility of the Contractor.
The State of Washington prevailing wage rates applicable for this public works project, which is located in Yakima
County, may be found at the following website address of the Department of Labor and Industries:
https://fortress.wa.gov/Ini/wagelookup/prvWagelookup.aspx.
Based on the quote submittal for this project, the applicable effective(start)date of this project for the purposes of
determining prevailing wages is the quote date,April 21, 2022.
11. Certified Payroll for Non-Federally Funded Projects
Upon request by the City or by an Interested Party, copies of certified payroll shall be provided to City, with employee
information such as last name, SSN and address, redacted in accordance with RCW 42.56.230, in order to provide for
public records requests.
The City reserves the right to require Contractor to deliver to City a copy of the non-redacted Certified Payroll if City
determines, in its sole discretion, that, such non-redacted copy is necessary or appropriate in order to enable City to
comply with any applicable law.
RCW 42.56.230 (7)(a) Personal Information Exemption: Any record used to prove identity, age, residential address,
social security number, or other personal information required to apply for a driver's license or identicard.
RCW 39.12.010 (4):An "Interested Party" for the purposes of this chapter shall include a Contractor, Subcontractor,
an employee of a Contractor or Subcontractor, an organization whose members' wages, benefits, and conditions of
employment are affected by this chapter, and the director of labor and industries or the director's designee.
WAC 296-127-320 Payroll:
(1)Each Contractor shall keep accurate payroll records for three years from the date of acceptance of the public works
project by the contract awarding agency, showing the name, address, Social Security number, trade or occupation,
straight time rate, hourly rate of usual benefits as defined by WAC -u14(1), and overtime hours worked each
day and week, including any employee authorizations executed pursuant to WAC "� 127-022, and the actual rate of
wages paid,for each laborer, worker, and mechanic employed by the Contractor for work performed on a public works
project.
Agreement 22214S Miller Park Picnic Shelter Install Page 3 of 9
(2) A Contractor shall, within ten days after it receives a written request, from the department or from any interested
party as defined by RCW (4), file a certified copy of the payroll records with the agency that awarded the
public works contract and with the department.
(3)A Contractor's noncompliance with this section shall constitute a violation of RCW 39.12.050.
12. Nondiscrimination
During the performance of this Contract,the Contractor agrees as follows:
The Contractor shall not discriminate against any person on the grounds of race,creed,color, religion, national origin,
sex,age, marital status, sexual orientation, pregnancy, veteran's status, political affiliation or belief, or the presence of
any sensory, mental or physical handicap in violation of the Washington State Law Against Discrimination (RCW
chapter 49.60)or the Americans with Disabilities Act(42 USC 12101 et seq.).
This provision shall include but not be limited to the following: employment,upgrading,demotion,transfer,recruitment,
advertising, layoff or termination, rates of pay or other forms of compensation, selection for training, and the provision
of Services under this Agreement.
In the event of the Contractor's noncompliance with the non-discrimination clause of this contract or with any such
rules, regulations, or orders, this Contract may be cancelled, terminated, or suspended in whole or in part and the
Contractor may be declared ineligible for any future City contracts.
13. Pay Transparency Nondiscrimination Provision
The Contractor will not discharge or in any other manner discriminate against employees or applicants because they
have inquired about, discussed, or disclosed their own pay or the pay of another employee or applicant. However,
employees who have access to the compensation information of other employees or applicants as a part of their
essential job functions cannot disclose the pay of other employees or applicants to individuals who do not otherwise
have access to compensation information, unless the disclosure is(a) in response to a formal complaint or charge, (b)
in furtherance of an investigation, proceeding,hearing,or action, including an investigation conducted by the employer,
or(c)consistent with the contractor's legal duty to furnish information.
14. Indemnification and Hold Harmless
a. Contractor shall take all necessary precautions in performing the Services to prevent injury to persons or
property. The Contractor agrees to release, indemnify, defend, and hold harmless the City, its elected
and appointed officials,officers,employees, agents, representatives, insurers, attorneys, and volunteers
from all liabilities, losses, damages, and expenses related to all claims, suits, arbitration actions,
investigations, and regulatory or other governmental proceedings arising from or in connection with this
Agreement or the acts,failures to act,errors or omissions of the Contractor,or any Contractor's agent or
subcontractor, in performance of this Agreement,except for claims caused by the City's sole negligence.
The City's right to indemnification includes attomey's fees and costs associated with establishing the right
to indemnification hereunder in favor of the City.
b. If any suit,judgment, action, claim or demand arises out of, or occurs in conjunction with, the negligent
acts and/or omissions of both the Contractor and the City, or their elected or appointed officials,officers,
employees, agents, attorneys or volunteers, pursuant to this Contract, each party shall be liable for its
proportionate share of negligence for any resulting suit, judgment, action, claim, demand, damages or
costs and expenses, including reasonable attorneys'fees.
c. Industrial Insurance Act Waiver. It is specifically and expressly understood that the Contractor waives
any immunity that may be granted to it under the Washington State industrial insurance act, Title 51
RCW, solely for the purposes of this indemnification. Contractor's indemnification shall not be limited in
any way by any limitation on the amount of damages,compensation or benefits payable to or by any third
Agreement 22214S Miller Park Picnic Shelter Install Page 4 of 9
party under workers' compensation acts, disability benefit acts or any other benefits acts or programs.
Contractor shall require that its subcontractors, and anyone directly or indirectly employed or hired by
Contractor, and anyone for whose acts Contractor may be liable in connection with its performance of
this Agreement, comply with the terms of this paragraph, waive any immunity granted under Title 51
RCW, and assume all potential liability for actions brought by their respective employees. The Parties
acknowledge that they have mutually negotiated this waiver.
d. Should a court of competent jurisdiction determine that this Agreement is subject to RCW 4.24.115,then,
in the event of liability for damages arising out of bodily injury to persons or damages to property caused
by or resulting from the concurrent negligence of the Contractor and the City, the Contractor's liability,
including the duty and cost to defend, shall be only to the extent of the Contractor's negligence.
e. Nothing contained in this Section or this Contract shall be construed to create a liability or a right of
indemnification in any third party.
f. The terms of this section shall survive any expiration or termination of this Contract.
15. Contractor's Liability Insurance
At all times during performance of the Services and this Contract, Contractor shall secure and maintain in effect
insurance to protect the City and Contractor from and against any and all claims, damages, losses, and expenses
arising out of or resulting from the performance of this Contract.
Contractor shall provide and maintain in force insurance in limits no less than that stated below, as applicable. The
City reserves the right to require higher limits should it deem it necessary in the best interest of the public. Contractor
will provide a Certificate of Insurance to the City as evidence of coverage for each of the policies and outlined herein.
A copy of the additional insured endorsement attached to the policy will be included with the certificate. This Certificate
of insurance shall be provided to the City, prior to commencement of work.
Failure of City to demand such verification of coverage with these insurance requirements or failure of City to identify
a deficiency from the insurance documentation provided shall not be construed as a waiver of Contractor's obligation
to maintain such insurance.
Contractor's insurance coverage shall be primary insurance with respect to those who are Additional Insureds under
this Contract. Any insurance, self-insurance or insurance pool coverage maintained by the City shall be in excess of
the Contractor's insurance and neither the City nor its insurance providers shall contribute to any settlements,defense
costs,or other payments made by Contractor's insurance.
If at any time during the life of the Contract,or any extension, Contractor fails to maintain the required insurance in full
force and effect, all work under the contract shall be discontinued immediately. Any failure to maintain the required
insurance may be sufficient cause for the City to terminate the Contract.
The following insurance is required:
a. Commercial Liability Insurance
Before this Contract is fully executed by the parties, Contractor shall provide the City with a certificate of
insurance as proof of commercial liability insurance with a minimum liability limit of Two Million Dollars
($2,000,000.00)per occurrence,combined single limit bodily injury and property damage,and Two Million
Dollars($2,000,000.00)general aggregate. If Contractor carries higher coverage limits,such limits shall
be shown on the Certificate of Insurance and Endorsements and the City, its elected and appointed
officials, employees, agents, attorneys and volunteers shall be named as additional insureds for such
higher limits. The certificate shall clearly state who the provider is, the coverage amount, the policy
number, and when the policy and provisions provided are in effect. Said policy shall be in effect for the
Agreement 22214S Miller Park Picnic Shelter Install Page 5 of 9
duration of this Contract. The certificate of insurance and additional insured endorsement shall name the
City of Yakima, its elected and appointed officials, employees, agents, attorneys and volunteers as
additional insureds, and shall contain a clause that the insurer will not cancel or change the insurance
without first giving the City prior written notice. The insurance shall be with an insurance company or
companies rated A-VII or higher in Best's Guide and admitted in the State of Washington. The
requirements contained herein,as well as City of Yakima's review or acceptance of insurance maintained
by Contractor is not intended to and shall not in any manner limit or qualify the liabilities or obligations
assumed by Contractor under this contract.
b. Automobile Liability Insurance
Before this Contract is fully executed by the parties, Contractor shall provide the City with a certificate of
insurance as proof of automobile liability insurance with a minimum liability limit of Two Million Dollars
($2,000,000.00) per occurrence. If Contractor carries higher coverage limits, such limits shall be shown
on the Certificate of Insurance and Endorsements and the City, its elected and appointed officials,
employees,agents,attorneys and volunteers shall be named as additional insureds for such higher limits.
The certificate shall clearly state who the provider is,the coverage amount,the policy number, and when
the policy and provisions provided are in effect. Said policy shall be in effect for the duration of this
Contract. The certificate of insurance and additional insured endorsement shall name the City of Yakima,
its elected and appointed officials, employees, agents, attorneys and volunteers as additional insureds,
and shall contain a clause that the insurer will not cancel or change the insurance without first giving the
City prior written notice. The insurance shall be with an insurance company or companies rated A-VII or
higher in Best's Guide and admitted in the State of Washington. The requirements contained herein, as
well as City of Yakima's review or acceptance of insurance maintained by Contractor is not intended to
and shall not in any manner limit or qualify the liabilities or obligations assumed by Contractor under this
contract. The business auto liability shall include Hired and Non-Owned coverage if necessary.
c. Employer's Liability(Stop Gap)
Contractor and all Subcontractor(s) shall at all times comply with all applicable workers' compensation,
occupational disease,and occupational health and safety laws,statutes,and regulations to the full extent
applicable, and shall maintain Employer's Liability insurance with a limit of no less than
$1,000,000.00. The City shall not be held responsible in any way for claims filed by Contractor or its
employees for services performed under the terms of this Contract. Contractor agrees to assume full
liability for all claims arising from this Contract including claims resulting from negligent acts of all
Subcontractor(s). Contractor is responsible to ensure Subcontractor(s) have insurance as
needed. Failure of Subcontractors(s)to comply with insurance requirements does not limit Contractor's
liability or responsibility.
16. Severability
If any term or condition of this Contract or the application thereof to any person(s) or circumstances is held invalid,
such invalidity shall not affect other terms,conditions or applications which can be given effect without the invalid term,
condition or application. To this end,the terms and conditions of this Contract are declared severable.
17. Contract Documents
This Contract, the Invitation to Quote #22214S, Scope of Work, conditions, addenda, and modifications and
Contractor's proposal (to the extent consistent with Yakima City documents) constitute the Contract Documents and
are complementary. Specific Federal and State laws and the terms of this Contract, in that order respectively,
supersede other inconsistent provisions. These Contract Documents are on file in the Office of the Purchasing
Manager, 129 No. 2nd St.,Yakima, WA, 98901, and are hereby incorporated by reference into this Contract.
Agreement 22214S Miller Park Picnic Shelter Install Page 6 of 9
18. Termination
Termination for Cause
In the event the Contractor breaches this Contract, the City may terminate the Contract at its sole discretion in such
event that it provides the Contractor with written notice of Contractor's breach and the Contractor fails to cure its breach
within 30 days of this notice.
In the event of the City breaches this Contract,the Contractor may terminate the Contract at its sole discretion in such
event that it provides the City with written notice of City's breach and the City fails to cure its breach of the Contract
within 60 days of this notice.
The following represents a non-exclusive, illustrative list of instances that shall be considered a breach by the
Contractor:
a. Defaults on an obligation under the Contract;
b. Fails to perform any material obligation required under the Contract;
c. Files a petition in bankruptcy,becomes insolvent,or otherwise takes action to dissolve as a legal
entity;
d. Allows any final judgment not to be satisfied or a lien not to be disputed after a legally-imposed,
30-day notice;
e. Makes an assignment for the benefit of creditors;
f. Fails to follow the sales and use tax certification requirements of the State of Washington;
g. Incurs a delinquent Washington tax liability;
h. Becomes a State or Federally debarred Contractor;
i. Is excluded from federal procurement and non-procurement Contracts;
j. Fails to maintain and keep in force all required insurance, permits and licenses as provided in
the Contract;
k. Fails to maintain the confidentiality of the City information that is considered to be Confidential
Information, proprietary,or containing Personally Identifiable Information;
I. Contractor performance threatens the health or safety of a City, County or municipal employee.
Termination for Convenience
The City may terminate the Contract, without cause, by providing 30 days written notice of termination.
In the event of termination for convenience,the Contractor shall be entitled to receive compensation for any fees owed
under the Contract. The Contractor shall also be compensated for partially completed services. In this event,
compensation for such partially completed services shall be no more than the percentage of completion of the services
requested, at the sole discretion of the City, multiplied by the corresponding payment for completion of such services
as set forth in the Contract.Alternatively, at the sole discretion of the City,the Contractor may be compensated for the
actual service hours provided. The City shall be entitled to a refund for goods or services paid for but not received or
implemented, such refund to be paid within 30 days of written notice to the Contractor requesting the refund.
Change in Funding
In addition to the above termination provisions, if the funds upon which the City relied to establish this Contract are
withdrawn,reduced,or limited,or if additional or modified conditions are placed on such funding,the City may terminate
this Contract by providing at least five business days written notice to the Contractor. The termination shall be effective
on the date specified in the notice of termination.
Agreement 22214S Miller Park Picnic Shelter Install Page 7 of 9
19. Prime Contractor
Contractor is the Prime Contractor hereunder. The Prime Contractor shall be the sole point of contact with regard to
all contractual matters arising hereunder, including the performance of work and the payment of any and all charges
resulting from its contractual obligations.
20. Removal of Subcontractor
If dissatisfied with the background, performance, and/or general methodologies of any subcontractor, the City may
request in writing that the subcontractor be removed. The Contractor shall comply with this request at once and shall
not employ the subcontractor for any further work/services under this Contract.
21. Taxes and Assessments
Contractor shall be solely responsible for and shall pay all taxes,deductions,and assessments,including but not limited
to federal income tax, FICA, social security tax, assessments for unemployment and industrial injury insurance, and
other deductions from income which may be required by law or assessed against either party as a result of this Contract.
In the event the City is assessed a tax or assessment as a result of this Contract, Contractor shall pay the same before
it becomes due.
22. Waiver of Breach
A waiver by either party hereto of a breach of the other party hereto of any covenant or condition of this Contract shall
not impair the right of the party not in default to avail itself of any subsequent breach thereof. Leniency,delay or failure
of either party to insist upon strict performance of any agreement,covenant or condition of this Contract,or to exercise
any right herein given in any one or more instances,shall not be construed as a waiver or relinquishment of any such
agreement,covenant, condition or right.
23. Force Majeure
Contractor will not be responsible for delays in delivery due to acts of God, fire, strikes, epidemics, war, riot, delay in
transportation or railcar transport shortages,provided Contractor notifies the City immediately in writing of such pending
or actual delay. Normally, in the event or any such delays(acts or God, etc.)the date of delivery will be extended for
a period equal to the time lost due to the reason for delay.
24. Governing Law
This Contract shall be governed by and construed in accordance with the laws of the State of Washington.
25. Venue
The venue for any action to enforce or interpret this Contract shall lie in a competent jurisdiction in Yakima County,
Washington.
26. Authority
The person executing this Contract,on behalf of Contractor,represents and warrants that he/she has been fully authorized
by Contractor to execute this Contract on its behalf and to legally bind Contractor to all the terms, performances and
provisions of this Contract.
27. Change or Notice
Any alterations, including changes to the nature of the service, made to the Contract shall be rendered in writing and
signed by both responsible parties; no changes without such signed documentation shall be valid. No alterations
outside of the general scope and intent of the original Request for Proposals or in excess of allowable and accepted
price changes shall be made.
In no event shall the Contractor be paid or be entitled to payment for services that are not authorized herein or any
properly executed amendment.
Agreement 22214S Miller Park Picnic Shelter Install Page 8 of 9
Notice of Business Changes; Contractor shall notify the City in writing within three(3)business days of any change in
ownership of the facilities of the Contractor or of the facilities of any subcontractor. The Contractor shall notify the City
in writing as soon as possible,and in no event later than three(3)business days, after any decision by the Contractor
to change or discontinue service that will affect services provided to the City under this Contract.
The City shall have the right to renegotiate the terms and conditions of this Contract to the extent required to
accommodate a change in governing law or policy that, in the sole discretion of the City, either substantially and
unreasonably enlarges the Contractor's duties hereunder, or renders performance, enforcement or compliance with
the totality of the Contract impossible,patently unreasonable,or unnecessary. Notices and demands under and related
to this Contract shall be in writing and sent to the parties at their addresses as follows:
TO CITY: City of Yakima Purchasing TO CONTRACTOR: Cadillac Lawn Care Inc
Christina Payer,Buyer II PO BOX 5555
129 North Second Street West Richland,WA 99353
Yakima,WA 98901
28. Survival
The foregoing sections of this Contract, 1-28 inclusive, shall survive the expiration or termination of this Contract in
accordance with their terms.
IN WITNESS WHEREOF,the parties hereto execute this Contract as of the day and year first above written.
CITY OF YAKIMA CADILLAC LAWN CARE INC
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By: /
City Manager
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City Clerk % *
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CITY CONTRACT NO" - , a—O$/
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Agreement 22214S Miller Park Picnic Shelter Install Page 9 of 9
Exhibit A
(Specifications)
Payer, Christina
From: Wilkinson, Kenneth
Sent: Monday, April 18, 2022 2:57 PM
To: Payer, Christina
Subject: FW: picnic shelter
Attachments: 72066- CALCS_SEALED.pdf; Drawing - 72066- E3_SEALED.pdf
Here is what I sent.
From:Wilkinson, Kenneth
Sent:Tuesday, March 22, 2022 10:38 AM
To: 'mikes@mbiyakima.com' <mikes@mbiyakima.com>
Cc:Schneider, Bradley<Bradley.Schneider@YAKIMAWA.GOV>
Subject: picnic shelter
Mike,
Please find attached the drawings for the picnic shelter we have purchased. It is a 20' x
20' Polygon picnic shelter. Thanks for considering giving us a quote. The concrete pad
would be 22' x 22'. My contact information is below. Thanks.
4eff katireoff
Parks & Recreation Manager
2301 Fruitvale Blvd.
Yakima, WA 98902
Office 509-576-6416
Mobile 509-910-0850
kenneth.wilkinson@yakimawa.gov
etvc mi,a ion to p taaide&iecutti4ue p eaceo with quaiitci teciteation ap p ottunitieo that enxich the
welt-being al aun community
i
SIC
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-O DRAWING LIST: DESIGN CRITERIA: e
2® _ __. GENERAL: °e
SHEET NUMBER DRAWING DESCRIPTION o
O O O O CS COVER SHEET 2018 INTERNATIONAL BUILDING CODE w/WAC 51-50 O
1 ARCHITECTURAL ELEVATIONS AMD
2-2.1 ANCHOR AND FOOTING LAYOUT/DETAILS RISK CATEGORY:II
3 STRUCTURAL FRAMING PLAN DEAD LOAD:
ROOF DEAD LOAD:2 PSF
4-4.1 FRAME CONNECTION DETAILS FRAME DEAD LOAD:SELF WEIGHT 00
A Division of PORTERCORP Q.N.136N AVE HOLLAND.M149424(616)688-3500 5-5.1 ROOF LAYOUT re
Designs and oalwlad copyright
ons of Patton holdings are protected under coright laws a.pate. LIVE LOAD:
and may not be used in the construction or design of a wading that not by Pougon. 6-6.2 ROOF CONNECTION DETAILS ROOF LIVE LOAD:20 PSF re
Copyright Isom protect tlr style and visual appearance olD.structure Age potente may protect°Met pads e1 Na design. I 1
SNOW DESIGN DATA:
GROUND SNOW LOAD(Pg):36 PSF
FLAT ROOF SNOW LOAD(Pt):30 PSF
SNOW EXPOSURE FACTOR(Ce):1.0
PROJECT NAME: MILLER PARK-WA SNOW LOAD IMPORTANCE FACTOR(Is):1.0 R
THERMAL FACTOR(Ct):1.2 <N
WIND DESIGN DATA: "
PROJECT LOCATION: YAKIMA,WA W BASIC WIND SPEED(V):100MPH a
GUST EFFECT FACTOR(G):0.85
BUILDING TYPE: SQR 20 MANUFACTURER NOTES: WIND IMPORTANCE FA Iw):1.0
INTERNAL PRESSURE COEFFICIENT(GCpi): 0
_ATE_LALL WIND EXPOSURE:C
ROOF TYPE: MULTI-RIB DESCRIPTION ASTM DESIGNATION SEISMIC DESIGN DATA: 3 Q
TUBE STEEL A500(GRADE B) ORDINARY STEEL MOMENT FRAMES 'o
SCHEDULE PIPE A53(GRADE B) SEISMIC IMPORTANCE FACTOR(le):1.0 i u
BUILDING NUMBER: P14120 RMT PIPE GAGE COLD FORMED A519
(GRADE 50) SEISMIC DESIGN CATEGORY:D I'E w
STRUCTURAL STEEL PLATE A36 SEISMIC SITE CLASS:D DEFAULT ,o
ORDER NUMBER: 72066 ROOF PANELS(STEEL) A653 SEE CALCULATIONS FOR ADDITIONAL DATA N~ 0
EN
ANCHOR BOLTS SEE SHEET 2.1 ADDITIONAL CRITERIA: v
GENERAL NOTES• NONE E
UNLESS NOTED OTHERWSE,THIS STRUCTURE WAS DESIGNED TO ONLY SUPPORT WHAT -o 7
IS SHOWN ON THESE DRAWINGS.POLIGON MUST BE CONTACTED IF ANYTHING ELSE IS TO 0
BE ATTACHED TO THIS STRUCTURE(WALLS,COLUMN MAPS,RAILINGS,ETC.)SO THE a N.o
DESIGN OF THIS STRUCTURE CAN BE REVIEWED AND POSSIBLY REVISED. f
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UNLESS ION OTHERWISE, STRUCTURE WAS WITH
DESIN GNED ASSUMING H A Q a
_____,. -` SEPARATION H BETWEENE ANYIADJACENTHTOF STRUCTURE RE. ATVE HEIGHTRATI N DOE TO S OR
GREATER THAN THE NAVE HEIGHT OF THIS STRUCTURE.IF THAT SEPARATION DOES NOT
______--_- \ EXIST,POLIGOND AND MUST BE CONTACTED SO THE DESIGN OF THIS STRUCTURE CAN BE
REVIEWED AND POSSIBLY REVISED.
STRUCTURAL STEEL SHALL BE DETAILED,FABRICATED,AND ERECTED IN ACCORDANCE
/ WITHE THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION(RISC)
\ \ SPECIFICATION MANUAL.
ALL WELDING IS PERFORMED BY AMERICAN WELDING SOCIETY CERTIFIED WELDERS AND
\ CONFORMS TO THE LATEST EDITION OF AWE D1.1 OR D1.3 AS REQUIRED.
\ \\ \ \ \ PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION.
/ REFER TOD THE SHIPPING BILL OF MATERIALS AND UBSL TUTIONS AND IMPROVEMENTS.
\/ � INCLUDED MATH THE STRUCTURE FOR POSSIBLE SUBSTITUTIONS AND IMPROVEMENTS.
\ \ \\ \ \
\ \`\_ \\`- PRIMARY FOR ENDED THAT THE
Y FERAME INSTALLER AND THE ROOF INR FIELD INSTALLATION OF THE SDTALER HAVE A MING IT IS INIMUM FIVE(5)YEARS �
�� -- DOCUMENTED EXPERIENCE INSTALUNG THIS TYPE OF PRODUCT. '4"JIli,'-4'y 6
�,`\ — INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
ELLR CTRIICPWIRING,ER ,IIF REQUIRED,BE RUN THROUGH THE STRUCTURAL MEMBERS BEFORE f��iY4�g • w
.- THE BUILDING IS ERECTED. c3, • Q h
CERTIFICATES• r • '• r w
MIAMI-DADE COUNTY CERTIFICATE OF COMPETENCY NO.21-0819.13 1 E•1 —W+2
PCI(POWDER COATING INSTITUTE)4000 CERTIFIED , 0 0
FABRICATOR APPROVALS' TONAL S
CITY OF PHOENIX,AZ APPROVED FABRICATOR#C08-2010 0 3
CITY OF LOS ANGELES,CA APPROVED FABRICATOR#FB01596
CITY OF RIVERSIDE,CA APPROVED FABRICATOR#SF_000042 Digitalty signM u a. O
CITY OF HOUSTON,TX APPROVED FABRICATOR#470 bylaws M.
STATE OF UTCLARK AH APPROVED FABRICATOR,NV APPROVED TOR 02008-1144 \{t >} Date(20 05�4 SHEET
AISC APPROVED FABRICATOR C-00018751 \
BUiILDING CODS 5EN66(ANOO OUNOATONMI.ONIF APPL dBLE)
DETAILEOV4THN THESE gRANANG6.
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i PROJECT LOCATION: ORDER NO: FtEV LEVEL: SCALE:
9 YAKIMA,WA 72066 A 1:64 --OM
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Ni PROJECT LOCATION: ORDER NO: REV LEVEL SCALE:
YAKIMA,WA 72066 A 1:24 gar"wWW.POLIGON.CON
DRAWING: CAD MODEL MAIN:(S1e)eee-0e00
ANCHOR AND FOOTING LAYOUT --P14120 by PORTER CORP FIELD SUPPORT:(e1e)eeeasoe
1/2 NUT COLUMN ANCHOR BOI T NOTES-INTERNAL(ANCHOR BOLLS I OCATFD WITHIN COLUMNI' 2."B q
1/2"WASHER (LOCATED AT CENTER OF FOOTING) 1. ANCHOR BOLTS SHALL BE ASTM A307(GRADE A)MATERIAL UNLESS OTHERWISE NOTED. S C
(4)PLACES 2. ANCHOR BOLTS SHALL BE EITHER"HEADED"OR'THREADED WITH NUT'AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION -m m
(ENSURE 1 1/2"-0!r MANUAL. i m s
3. HOOKED ANCHOR BOLTS ARE NOT ACCEPTABLE.
EXPOSED FROM TOP A/' !
TOP OF CONCRETE FOOTING 4. ACCURATE ANCHOR BOLT PLACEMENT IS CRITICAL.TO ENSURE THE ANCHOR BOLT LAYOUT MEETS THE DIMENSIONS REQUIRED ON THE i I g
OF FOOTING) DRAWINGS.SURVEY(OR MEASURE)THE LOCATION OF ALL ANCHOR BOLTS PRIOR TO POURING THE FOOTINGS.AN ADDITIONAL SURVEY(OR 0 W.
MEASUREMENT)SHOULD BE MADE AFTER THE FOOTINGS ARE POURED TO CONFIRM THE ANCHOR BOLTS DID NOT SHIFT DURING THE
0 2'-0" FINISHED GRADE CONCRETE POUR.
MINIMUM (ASSUMED AT CONSTANT ELEVATION 5. THE MANUFACTURER STRONGLY RECOMMENDS USING ANCHOR BOLT TEMPLATES BECAUSE THEY SIGNIFICANTLY IMPROVE THE ACCURACY
UNLESS OTHERWISE NOTED) OF ANCHOR BOLT PLACEMENT.AN ANCHOR BOLT TEMPLATE IS PROVIDED WITH ANY ANCHOR BOLT KIT PURCHASED.
6. IF OUTSIDE CONSULTING ENGINEERS ARE DESIGNING THE FOUNDATIONS FOR THIS STRUCTURE,THEY MUST REFER TO THE MANUFACTURER'S
01/2"X10"LONG i% CALCULATIONS FOR MINIMUM CONCRETE PROPERTIES(COMPRESSIVE STRENGTH,EDGE DISTANCE.ETC.)REQUIRED FOR THE ANCHOR BOLTDESIGN. P:nri':';
ANCHOR BOLT � OPTIONAL SLAB& 7. EEECTRICAL ACCESS HOLE IS ALWAYS LOCATED IN THE COLUMN BASE PLATE AS SHOWN.BE SURE TO KEEP THE ANCHOR BOLT TEMPLATE
(4)PLACES I ig PROPERLY ORIENTED WHEN ELECTRICAL ACCESS TO THE COLUMN IS REQUIRED.TEMPLATE MUST BE REMOVED BEFORE INSTALLING
EXPANSION MATERIAL cOLUMNS ¢
(8"MINIMUM EMBEDMENT �I� NOT BY MANUFACTURER 8 THE CALCULATIONS FOR THIS STRUCTURE ASSUME A PINNED COLUMN BASE. i2
FROM TOP OF FOOTING TO ( I 9. THE FOLLOWING ADHESIVE ANCHORS MAY BE SUBSTITUTED FOR THE CAST-IN-PLACE ANCHOR BOLTS: p
TOP OF HEAD/THREADED NUT) t, 1111111111111110_ -HILT!HIT-HY 200(A OR R)ADHESIVE WITH 0 1/2"HAS-E ROD WITH MINIMUM 6"EMBEDMENT. aCONTRACTOR SHALL FOLLOW ALL INSTALLATION SPECIFICATIONS AND REQUIREMENTS OF ANCHOR MANUFACTURER. n(6)#6 VERTICAL BARS(EQ.SPACED)#4 HORZONTAL TIES AT 4.5"O.C.WITH \
MINIMUM IIIIIIIII
2 TIES IN THE TOP 5" d NI ENSURE 3"CLEAR DISTANCE BETWEEN4X 03/4'THRU
DGE OF REINFORCING AND EDGE OF ANCHOR BOLT HOLE
1I�I�I CONCRETE FOOTING(TOP.SIDE,AND BOTTOM) ARROW TIP ON TEMPLATE o
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FOOTING DESIGN BY MANUFACTURER,FOOTING MATERIALS BY OTHERS. 1 1/8"THRU TYP n.E ry
(TYPICAL WITH EACH COLUMN.QTY OF REINFORCING AND ANCHOR BOLTS ELECTRICAL ACCESS •LE
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TOP OF HEAD/THREADED NUT) , (ASSUMED AT CONSTANT ELEVATION w
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MINIMUM ` FOUNDATION NOTES: Ur
SQUARE /p� 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE Z
OPTIONAL SLAB& BUILDING CODE,AMERICAN CONCRETE INSTITUTE.AND ALL APPLICABLE STATE AND LOCAL
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/�! it EXPANSION MATERIAL ORDINANCES AND REQUIREMENTS.
NOT BY MANUFACTURER •
2. THE CONCRETE DESIGN IS BASED ON THE FOLLOWING PROPERTIES: O
'�I .I/ , • 28 DAY STRENGTH OF 4500 psi. .r ,�A Q 3 LL
.�j1�/ • SLUMP OF 4"(B/-1"). ..,; '��• 3 Q Z0
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'�� �' 3. THE FOOTING SHALL BEAR ON COMPETENT UNDISTURBED SOIL SI T,HI COMPACTED FILL.IF • Y - Z
,' ENSURE 3"CLEAR DISTANCE BETWEEN SIGNS OF ORGANIC MATERIAL.UNCONTROLLED FILL,CLAY OR SILT,HIGH WATER TABLE OR Q
MINIMUM 4 EDGE OF REINFORCING AND EDGE OF OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND,INSTALLA9TION OF THE ar T/, Q < :
CONCRETE FOOTING(TOP,SIDE, FOUNDATION MUST BE DISCONTINUED AND A SOILS ENGINEER CONTACTED. , n. y O
�� pi 4. THE REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615,GRADE 60. �r w z =
�� V� AND BOTTOM) 5. IF FOOTING DEPTH SHOWN DOES NOT MEET LOCAL FROST REQUIREMENTS,THE DRILLED PIER q 4 U
'��' FOOTING MAY BE EXTENDED.EXTEND VERTICAL BARS AS REQUIRED AND PROVIDE po� ,►,411::A ▪` Z
` ADDITIONAL TIES TO MEET SPACING REQUIREMENTS AS SHOWN.IF LOCAL FROST DEPTH +�`�+1✓!�" u-o Q
` REQUIREMENTS ARE NOT MET AND NO DRILLED PIER FOOTING OPTION IS GIVEN,CONTACT "a8! G :
(2)#7 HORIZONTAL BARS(EQ.SPACED) ENGINEERING.IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCAL FROST LINE
EACH o a
EACH WAY,TOP&BOTTOM DEPTH BELOW GRADE PRIOR TO CONSTRUCTION. d a o
THE FOUNDATION DESIGN SHOWN ON THESE DRAWINGS IS NOT SITE SPECIFIC,BUT BASED PAD FOOTING OPTION (INTERNAL ANCHOR BOLTS) ON THE PRESUMPTIVE ALLOWABLE FOUNDATION PRESSURES IN CHAPTER 18 OF THE SHEET
BUILDING CODE(CLASS 5 SOIL).THE BUILDING OFFICIAL IN THE JURISDICTION IN WHICH THIS
FOOTING DESIGN BY FOOTING MATERIALS BY OTHERS. STRUCTURE IS LOCATED MAY REQUIRE A SITE SPECIFIC GEOTECHNICAL REPORT OR LETTER w r
(TYPICAL WITH EACH COLUMN,MANUFACTURER,OF REINFORCING AND ANCHOR BOLTS FROM A QUALIFIED LOCAL PROFESSIONAL ENGINEER ATTESTING TO WHETHER THE ACTUAL L
SITE CONDITIONS MEET THE ASSUMPTIONS IDENTIFIED ABOVE. NINGB ARE SEALED.THE SEAL APPLIES ONLY TO
SPECIFIED IN NOTES REFLECT SITE SPECIFIC REQUIREMENTS) BUILDING COMPONENTS(AND FOUNDATION DESIGN IF APPLICABLE)
DETAILED N1THIN THESE°RAKINGs.
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2 4 - EAVE BEAM ASM HSS5X5X1/8 155.46 SHEET
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COVER ACCESS HOLES WITH COVER PLATE(XXXXX) THESE STEPS ILLUSTRATE THE o=m
GRACE ICE AND WATER W/FASTENER(XXXXX) REQUIREMENTS OUTLINED IN THE AISC =m e
SHIELD BEFORE ATTACHING ATTACHED AT BOTTOM OF CONNECTION SPECIFICATION.THE ROTATION 8 m"
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THE RESPONSIBILITY OF THE INSTALLERCTO MEET AISC REQUIREMENTS. 9
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1. HIGH STRENGTH BOLTS SHALL BE ASTM F3125(A325.TYPE 1)MATERIAL. U^N,o
2. HIGH STRENGTH NUTS SHALL BE ASTM A563(GRADE DH)MATERIAL. 4 E
3. HIGH STRENGTH WASHERS SHALL CONFORM TO ASTM F436.
4. ALL BOLTS TO BE INSTALLED BY THE'TURN-OF-NUT'PRETENSIONING METHOD ° °
AS SPECIFIED IN THE LATEST EDITION OF THE AISC"SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS",(SEE ILLUSTRATION).
A325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE
'TURN-OF-NUT'PRETENSIONING METHOD.IT IS THE RESPONSIBILITY OF THE
ERECTOR TO ENSURE PROPER TIGHTNESS.THIS METHOD IS ONLY REQUIRED
ON A325 BOLTS.ANCHOR BOLTS ONLY NEED TO BE SNUG TIGHT.
5. WHEN INSTALLING BOLTS,REFER TO RCSC SECTION 8 IN 4.1 SNUG-TIGHTENED v)
JOINTS,4.2 PRETENSIONED JOINTS,AND 4.3 SLIP-CRITICAL JOINTS FOR Q
GUIDENCE.
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6. LOCAL JURISDICTIONS MAY REQUIRE AN INSPECTOR TO BE PRESENT TO 0
WITNESS HARDWARE INSTALLATION AND INDEPENDENT TESTING.INSPECTION Z
REQUIREMENTS SHOULD BE VERIFIED BY INSTALLER PRIOR TO STEEL ERECTION. < Q
7. ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS ,.. 3 3 w
TO BE PLUMB SQUARE AND TIGHTENED TO THE TRUSSES AND/OR TENSION �� T
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MEMBERS BEFORE INSTALLING THE PURLINS. PURLINS,IF REQUIRED,MUST BE �'=N o[ Z
PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS OR AS SHOWN IN 4•',Ili- % Q < OU
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8. PRIOR TO THE ERECTION OF SHELTER COMPONENTS,IT IS RECOMMENDED wB 1
TO CHASE AND TAP STRUCTURAL HARDWARE. `� Q
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9. ALL BOLTS MUST BE LUBRICATED WITH WAX TO ASSIST IN PROPER 4 +� T_.n C.
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DOWN THE LENGTH OF THE BOLT'S THREADS. '�NAL0 5° 'o
10. TO PREVENT RUST STAINING OF FINISH,ALL METAL SHAVINGS MUST BE o
REMOVED AFTER INSTALLATION.ENSURE NO SHAVING ARE TRAPPED SHEET
BETWEEN MATING SURFACES.
11. TOUCH-UP PAINT MUST BE APPLIED TO ALL EXPOSED FASTENERS.PERIODIC
TOUCH-UP AT THESE CONNECTIONS IS REQUIRED. IF THESE DRAWN.ARE SEALED THE SEAL APPLIES ONLY TO
BUILDING COM DEwiEojraiHE�SE OF ZIM IF APR.&E)
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' PROJECT CREATION DATE BRAWN BY PRINT DATE:
MILLER PARK-WA 11/16/2016 michaWIwood LE22/2022 � o
PROJECT LOCATION: ORDER NO: REV LEVEL: SCALE:
YAKIMA,WA 72066 A 1:48 WWWPOLIGON.COM
DRAWING: CAD MODEL: MAIN:(616)61164506
ROOF OVERVIEW --P14120 by PORTER CORP FIELD SUPPORT:(616)8684506
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MULTI-RIB NOTES: §§I
THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON HOW TO ERECT F c
THE SYSTEMS.THE INFORMATION SHOWN IS ACCURATE.BUT IT IS NOT S=E.
INTENDED TO COVER ALL INSTANCES,BUILDING REQUIREMENTS,DESIGNS i i S
OR CODES.THE DETAILS MAY REQUIRE CHANGES OR REVISIONS DUE TO 0
FIELD CONDITIONS. q
IT SHALL BE THE RESPONSIBILITY OF THE ERECTOR TO ENSURE THAT THE
DETAILS MEET PARTICULAR BUILDING REQUIREMENTS AND TO ASSURE p�
ADEQUATE WATER TIGHTNESS. O
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ERECTOR AND MINOR FIELD CORRECTIONS ARE A PART OF NORMAL
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WORKMANSHIP SHALL BE OF THE BEST INDUSTRY STANDARDS AND 8 Q
INSTALLATION SHALL BE PERFORMED BY EXPERIENCED METAL CRAFTSMEN. m°p w
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CALCULATIONS FOR:
POLIGON SQR 20
MULTI RIB
2018 INTERNATIONAL BUILDING CODE
w/WAC 51-50 AMENDMENTS
•�� . .
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Digitally signed
(2‘2...
* °I:
by Jason M. 94 Ur•
Conn,P.E.
Date:2022.02.24 pp��
15:06:18-05'00' 1 it O 44 439]1 0
�4SIONALO
PREPARED UNDER THE CONTROL AND SUPERVISION
OF THE DESIGN PROFESSIONAL ABOVE
TABLE OF CONTENTS
Design Criteria
Structural Engineering Notes
Load Combinations
Materials
RISA Model Views
Foundation Design
Connection Design
RISA Analysis Report
Panel Data
Version 7.0.1.6 Updated 12/2921
DESIGN CRITERIA
GENERAL
Building Code: See Cover Sheet Roof Slope(°): 26.57 6:12 Pitch
Design Code: ASCE 7-16
Risk Category: II Equivalent Roof Height: 15.00 ft
DEAD LOAD
Weight of Roofing System 2 psf
Frame Dead Load Frame Self-Weight (See RISA Analysis Report)
LIVE LOAD
Roof Live Load,L r 20 psf ASCE 7 Table 4-1
SNOW LOAD
Ground Snow Load,p9 36.0 psf
Importance Factor,I (Snow Loads) 1.0 ASCE 7 Table 1.5-2
Slope Factor,Cs 1.0 ASCE 7 Figure 7.4-1
Thermal Factor,C t 1.2 ASCE 7 Table 7.3-2
Exposure Factor,Cs 1.0 ASCE 7 Table 7.3-1
Flat Roof Snow Load,p r 30.2 psf ASCE 7 Section 7.3
Leeward Unbalanced Snow Load 36.0 psf ASCE 7 Section 7.6.1
WIND LOAD
Basic Wind Speed, V it 100 mph V8sd 77 mph ASCE 7 Section 26.5
Exposure Category C ASCE 7 Section 26.7
Ground Elevation Factor,Ke 1.00 ASCE 7 Table 26.9-1
Gust Effect Factor,G 0.85 ASCE 7 Section 26.11.1
Velocity Pressure Exposure Coefficient,K, 0.85 ASCE 7 Table 26.10-1
Wind Directionality Factor,Kd 0.85 ASCE 7 Table 26.6-1
Topographic Factor,Kd 1.00 ASCE 7 Section 26.8.2
Velocity Pressure,q, 18.50 psf ASCE 7 Section 26.10.2
Main Wind-Force Resisting System ASCE 7 Section 27.3 Component and Cladding Elements ASCE 7 Section 6.5.13
Open Building,Clear Wind Flow(Cn from ASCE 7 Fig.273-4-27.3-7) Open Building,Clear Wind Flow(Cn from ASCE 7 Fig.30.7-1-30.7-3)
Roof Wind Direction Toward Roof Away From Roof
Load Case A B Zone 3 Cn: 2.51 -1.89
y=0 p(psf): 39.44 -29.74
Windward Cp= 1.21 -0.10 Zone 2 Cn: 1.93 -1.47
p(psf): 19.00 -1.57 p(psf): 30.36 -23.09
y=180 Zone 1 Cn: 1.25 -0.95
Leeward Cp= 0.21 -0.85 p(psf): 19.72 -14.87
p(psf): 3.28 -13.43
y=90
Sideward Cp= -0.80 0.80
P(Psf): -12.58 12.58
SEISMIC LOAD
Analysis Procedure Equivalent Lateral Force Procedure ASCE 7 Section 12.8
Seismic Site Class D Default ASCE 7 Section 11.4.2
Basic Seismic Force Resisting System Ordinary Steel Moment Frames ASCE 7 Table 12.2-1
Short Spectral Response Parameter,S, 0.47
1-Sec Spectral Response Parameter,S 1 0.20
Seismic Design Category D ASCE 7 Section 11.6
Importance Factor,1 1.00 ASCE 7 Table 11.5-1
Response Modification Coefficient,R 3.50 ASCE 7 Table 12.2-1
Redundancy Factor,p 1.30 ASCE 7 Table 12.2-1
Overstrength Factor,no 3.50 ASCE 7 Table 12.2-1
Design Short Spectral Response Parameter,Sos 0.45 ASCE 7 Section 11.4.4
1-Sec Design Spectral Response Parameter,Sol 0.29 ASCE 7 Section 11.4.4
Seismic Response Coefficient, C, 0.13 ASCE 7 Section 12.8.1
Effective Seismic Weight, W 8.05 psf ASCE7Section 12.7.2
Seismic Base Shear, V 1.03 psf ASCE 7Section 12.8.1
Seismic Load,E 1.33 psf ASCE 7 Section 12.4
Seismic Load with Overstrength Factor,E,,, 3.59 psf ASCE 7 Section 12.4
STRUCTURAL ENGINEERING NOTES
GENERAL NOTES
Loads applied to the structure may be greater than required for the project location.
Actual structure dimensions may be smaller than shown in this document.
STRUCTURAL ANALYSIS NOTES
RISA-3D structural analysis software was used to model the 3-D space frame.
To reduce the amount of computer printout,the analysis results only show each member's controlling load case.
Unless noted otherwise in the`RISA Analysis Report',the roof deck was not utilized in the structural analysis to provide lateral support to the
members.
From the analysis,all member deflections and structural drift are within allowable limits.
STRUCTURAL DESIGN NOTES
End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the bolt
holes.In determining the prying moment it was assumed that the area of the plate between bolts was fixed.
Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold-Formed Steel Design Manual.
STRUCTURAL CONNECTION NOTES
Bolt threads were assumed to not be excluded from the connections.
LOAD COMBINATIONS
Key Service(Unfactored)
Abbreviation Description Number Description
DL Dead Load 1 SERVICE D
Lr Roof Live Load 2 SERVICE Lr
S Snow Load 3 SERVICE S
Su Unbalanced Snow Load 4 SERVICE Su
Wx Wind Load(X-Direction) 5 SERVICE Wx(Load Case A)
Wz Wind Load(Z-Direction) 6 SERVICE Wx(Load Case B)
Wx(Minimum) 10 psf Minimum Wind Load(X-Direction) 7 SERVICE Wz(Load Case A)
Wz(Minimum) 10 psf Minimum Wind Load(Z-Direction) 8 SERVICE Wz(Load Case B)
Ex Seismic Load(X-Direction) 9 SERVICE Ex
Ez Seismic Load(Z-Direction) 10 SERVICE Ez
Emx Seismic Load(X-Direction)with Overstrength Factor 11 SERVICE Ev
Emz Seismic Load(Z-Direction)with Overstrength Factor
Ev Vertical Seismic Load Effect
105 SERVICE Emz
106
Allowable Stress Design(Factored) Strength Design (Factored)
Number Description Number Description
15 D 55 1.4D
16 D+Lr 56 1.2D+0.5Lr
17 D+S 57 1.2D+0.5S
18 D+Su 58 1.2D+0.5Su
19 D+0.6Wx(Load Case A) 59 1.2D+1.6Lr+0.5Wx(Load Case A)
20 D+0.6Wx(Load Case B) 60 1.2D+1.6Lr+0.5Wx(Minimum)
21 D+(0.6Wx(Minimum)) 61 1.2D+1.6S+0.5Wx(Load Case A)
22 D+0.75(0.6Wx(Load Case A))+0.75Lr 62 1.2D+1.6S+0.5Wx(Minimum)
23 D+0.75(0.6Wx(Minimum))+0.75Lr 63 1.2D+1.0Wx(Load Case A)+0.5Lr
24 D+0.75(0.6Wx(Load Case A))+0.75S 64 1.2D+1.0Wx(Load Case B)+0.5Lr
25 D+0.75(0.6Wx(Minimum))+0.75S 65 1.2D+1.0Wx(Minimum)+0.5Lr
26 0.6D+0.6Wx(Load Case A) 66 1.2D+1.0Wx(Load Case A)+0.5S
27 0.6D+0.6Wx(Load Case B) 67 1.2D+1.0Wx(Load Case B)+0.5S
28 0.6D+(0.6Wx(Minimum)) 68 1.2D+1.0Wx(Minimum)+0.5S
29 D+0.6Wz(Load Case A) 69 0.9D+1.0Wx(Load Case A)
30 D+0.6Wz(Load Case B) 70 0.9D+1.0Wx(Load Case B)
31 D+(0.6Wz(Minimum)) 71 0.9D+1.0Wx(Minimum)
32 D+0.75(0.6Wz(Load Case A))+0.75Lr 72 1.2D+1.6Lr+0.5Wz(Load Case A)
33 D+0.75(0.6Wz(Minimum))+0.75Lr 73 1.2D+1.6Lr+0.5Wz(Minimum)
34 D+0.75(0.6Wz(Load Case A))+0.75S 74 1.2D+1.6S+0.5Wz(Load Case A)
35 D+0.75(0.6Wz(Minimum))+0.75S 75 1.2D+1.6S+0.5Wz(Minimum)
36 0.6D+0.6Wz(Load Case A) 76 1.2D+1.0Wz(Load Case A)+0.5Lr
37 0.6D+0.6Wz(Load Case B) 77 1.2D+1.0Wz(Load Case B)+0.5Lr
38 0.6D+(0.6Wz(Minimum)) 78 1.2D+1.0Wz(Minimum)+0.5Lr
39 1.0D+0.7Ev+0.7Ehx 79 1.2D+1.0Wz(Load Case A)+0.5S
40 1.0D+0.525Ev+0.525Ehx+0.75S 80 1.2D+1.0Wz(Load Case B)+0.5S
41 0.6D-0.7Ev+0.7Ehx 81 1.2D+1.0Wz(Minimum)+0.5S
42 1.0D+0.7Ev+0.7Ehz 82 0.9D+1.0Wz(Load Case A)
43 1.0D+0.525Ev+0.525Ehz+0.75S 83 0.9D+1.0Wz(Load Case B)
44 0.6D-0.7Ev+0.7Ehz 116 1.2D+Ev+Emhx+0.25
117 0.9D-Ev+Emhx
118 1.2 D+E v+Emhx+0.2 S
119 0.9D-Ev+Emhz
120
107 1.o D+0.7 E v+0.7 E m h x
108 1.0D+0.525Ev+0.525 Emhx+0.75S
109 0.6D-0.7Ev+0.7Emhx
110 1.0 D+0.7 E v+0.7 E m h z
111 1.0 D+0.525 Ev+0.525E m hz+0.755
112 0.6D-0.7Ev+0.7Emhz
Notes:
1.Load combinations are effective in all states that have adopted IBC as a base code.
2.See"RISA Analysis Report"for the load combinations that are not listed above.
MATERIALS
Column HSS6x6x3/16
Truss HSS6x6x3/16
Eave HSS5x5x1/8
Purlin HSS4x4x1/8
Compression Tube HSS8x8x5/8
HSS Sections: ASTM A500 Gr.B
Pipe Sections: ASTM A53 Gr.B
RMT Sections: ASTM A519
Channel&Angle Sections: ASTM A36
Connection Plates: ASTM A36
Connections Bolts ASTM A325
Welding Process: Gas Metal Arc Welding
Welding Electrode: E70xx
RISA MODEL VIEWS
Joint Labels
Member Labels
Member Shapes
Member Lengths
Member Local Axis
N
ArA
x
A
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ito
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Column4
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x
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on
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oys
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20 Ln
0
0 il
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Member Length(ft)Displayed
'AV
x
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N
I
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t N
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FOUNDATION DESIGN
PINNED BASE(INTERNAL BOLTS)
Drilled Pier Allowable Actual Load Combination/Member
1 Bearing Pressure (Chapter 18 of the Building Code) 1500 psf 1332 psf 18/Column2 OK
2 Uplift Check No Net Uplift 0 lbs x x OK
3 Sliding Check SF= 5.23 1000 lbs 191 lbs 39/Column2 OK
4 Area of Reinforcement (ACI) 0.00 in2 2.26 in2 117/Columnl OK
Spread Footing Allowable Actual Load Combination/Member
5 Bearing Pressure (Chapter 18 of the Building Code) 1500 psf 1047 psf 18/Column2 OK
6 Uplift Check No Net Uplift 0 lbs x x OK
7 Sliding Check SF= 5.88 1124 lbs 191 lbs 39/Column2 OK
8 Area of Reinforcement (ACI Chapter 7) 0.01 in2 2.41 in2 62/Column2 OK
Design Forces/ Moments
Check Load Combination Member Fx(Axial) Fy Fz Mx My Mz
[k] [k] [k] [k-in] [k-in] [k-in]
1 18 Column2 4.19 -0.03 0.00 0.00 0.00 0.00
x x x x x x x x x
3 39 Column2 1.19 -0.19 0.08 0.00 0.00 0.00
4 117 Columnl -0.23 0.72 0.30 0.00 0.00 0.00
5 18 Column2 4.19 -0.03 0.00 0.00 0.00 0.00
x x x x x x x x X
7 39 Column2 1.19 -0.19 0.08 0.00 0.00 0.00
8 62 Column2 6.09 -0.17 0.06 0.00 0.00 0.00
6-#6 vertical bars(equally spaced)
#4 ties horizontal @ 4.5"O.C.
w/2 ties in the top 5'
The foundation design contained herein is not
2-#7 horizontal bars(equally site specific,but is based on the presumptive
spaced)each way,top and bottom allowable foundation pressures in Chapter 18 of
T the Building Code(Class 5 soil).The building
2 ft official in the jurisdiction in which this structure is
located may require a site specific geotechnical
2 ft report or letter from a qualified local professional
engineer attesting to whether the actual site
conditions meet the assumptions identified
Iabove.
14- 2 ft r 2 ft
Drilled Pier Option Spread Footing Option
Drilled Pier Diameter(ft): 2.0 Spread Footing Width (ft): 2.0
Drilled Pier Depth (ft): 2.0 Spread Footing Thickness (ft): 2.0
fc (psi): 4500
Concrete Unit Weight (Ib/ft3): 145 FOUNDATION DESIGN-PINNED BASE(INTERNAL BOLTS) OK
NOIS30 NOIIO3NNO3
COLUMN BASE PLATE CONNECTION
PINNED CONNECTION(INTERNAL BOLTS)
Base Plate Check: 7"x7"x1/2" Allowable Actual Load Combination/Member
1 Plate Size (AISC J8-1) 1.7 in2 49.0 in2 18/Column2 OK
2 Plate Thickness (AISC PART 14) 0.06 in 0.50 in 109/Columnl OK
3 Concrete Bearing (AISC J8-1) 1530 psi 85 psi 18/Column2 OK
4 Weld Check (AISC J2-3) 2.78 k/in 0.05 k/in 107/Column2 OK
Anchor Bolt Check:(4)1/2"A307 Anchors Allowable Actual Load Combination/Member
5 Tension (ACI D5.1) 24.7 kip 0.2 kip 117/Columnl OK
6 Concrete Breakout (ACI D5.2) 27.3 kip 0.2 kip 117/Columnl OK
7 Concrete Pullout (ACI D5.3) 54.0 kip 0.2 kip 117/Columnl OK
8 Sideface Blowout (ACI D5.4) N/A N/A Not Considered Per RD5.4 OK
9 Shear (ACI D6.1) 10.6 kip 0.3 kip 68/Column2 OK
10 Shear Breakout (ACI D6.2) 13.3 kip 0.3 kip 68/Column2 OK
11 Shear Pryout (ACI D6.3) 38.2 kip 0.3 kip 68/Column2 OK
12 Interaction (ACI RD.7) 1.0 0.00 68/Column2 OK
Design Forces/ Moments
Fx(Axial) Fy Fz Mx My Mz
Check Load Combination Member [) l) l) i ) I ) I ]
k k k k-in k-in k-In
1 18 Column2 4.19 -0.03 0.00 0.00 0.00 0.00
2 109 Columnl -0.18 0.50 0.21 0.00 0.00 0.00
3 18 Column2 4.19 -0.03 0.00 0.00 0.00 0.00
4 107 Column2 1.61 -0.51 0.21 0.00 0.00 0.00
5 117 Columnl -0.23 0.72 0.30 0.00 0.00 0.00
6 117 Columnl -0.23 0.72 0.30 0.00 0.00 0.00
7 117 Columnl -0.23 0.72 0.30 0.00 0.00 0.00
8 x x x x x x x x
9 68 Column2 2.89 -0.24 0.09 0.00 0.00 0.00
10 68 Column2 2.89 -0.24 0.09 0.00 0.00 0.00
11 68 Column2 2.89 -0.24 0.09 0.00 0.00 0.00
12 68 Column2 2.89 -0.24 0.09 0.00 0.00 0.00
N=7"
3"
EQ'EQ iw
r o __
s
B=7" 313 -i 40 0 c
s
I l
Base Plate Isometric Base Plate Plan Base Plate Elevation
Anchor Bolt Diameter(in): 1/2 Column Size: HSS6X6X3
Min. Embedment Depth (in): 8.o Min. Base Plate Size: 7"x7"xl/2"
Concrete Cover From t, of Bolt (in): 10.5 Weld Size (in): 0.188
fc (psi): 4500 Seismic Requirements: D3.3.6
COLUMN BASE PLATE CONNECTION-PINNED CONNECTION(INTERNAL BOLTS) OK
FLYOVER TRUSS
4 BOLTS
Bolt Check:(4)0.625"Diameter,A325 Bolts Allowable Actual Load Combination/Member
1 Shear AISC(J3-1) RN/0 8.3 kip 1.3 kip 108/Columnl OK
2 Tension AISC(J3-1) RN/0 13.8 kip 9.9 kip 107/Columnl OK
3 Bearing AISC(J3-6b,d) RN/0 31.4 kip 1.3 kip 108/Columnl OK
End Plate Check:0.625"Thick Allowable Actual Load Combination/Member
4 Shear Yielding AISC(J4-3) RN/0 57.3 kip 1.3 kip 18/Column2 OK
5 Shear Rupture AISC(J4-4) RN/0 54.3 kip 1.3 kip 18/Column2 OK
6 Weld Check w=0.1875' AISC(J2-3) RN/0 2.8 kip/in 1.7 kip/in 107/Column2 OK
7 Plate Thickness(t1) I4MPc 0.54 in 0.63 in 107/Columnl OK
�J 22W,
Design Forces/ Moments
Check Load Combination Member Fx(Axial) Fy Fz Mx My Mz
[k] [k] [k] [k-in] [k-in] [k-in]
1 108 Columnl 2.5 0.4 0.2 0.0 20.5 -49.7
2 107 Columnl 0.1 0.5 0.2 0.0 24.4 -61.4
3 108 Columnl 2.5 0.4 0.2 0.0 20.5 -49.7
4 18 Column2 4.0 0.0 0.0 0.0 0.0 3.5
5 18 Column2 4.0 0.0 0.0 0.0 0.0 3.5
6 107 Column2 1.5 -0.5 0.2 0.0 24.4 62.1
7 107 Columnl 0.1 0.5 0.2 0.0 24.4 -61.4
et '� x= 1.5in
12 I -I I
.71
4.24
1.5 in Ftb
3.18 in
SS6X6X0.1875 Fx,pl
Lp=6.36 in 3.36 in <- Mz,pl
1 Fbb 3.18 in
1.5 in
1
9= 19.47° Wp=6 in
Connection Elevation End Plate Elevation End Plate Section
Member Height (in): 6 Number of Bolts: 4
Member Width (in): 6 Bolt Diameter(in): 0.625
Member Thickness (in): 0.188 End Plate Thickness (in): 0.625
End Plate Weld Size (in): 0.188 Flange Plate Thickness (in): 0.625
FLYOVER TRUSS-4 BOLTS OK
TRUSS TO COMPRESSION MEMBER
4 BOLTS
Bolt Check:(4)0.625"Diameter,A325 Bolts Allowable Actual Load Combination/Member
1 Shear AISC(J3-1) RN/0 8.3 kip 2.4 kip 107/TRUSS2 OK
2 Tension allowable perJ3.7 AISC(J3-2) RN/0 13.8 kip 4.1 kip 107/TRUSS1 OK
3 Bearing AISC(J3-6b,d) RN/0 18.9 kip 2.4 kip 107/TRUSS2 OK
End Plate Check: 0.375"Thick Allowable Actual Load Combination/Member
4 Shear Yielding AISC(J4-3) RN/0 34.4 kip 0.7 kip 107/TRUSS2 OK
5 Shear Rupture AISC(J4-4) RN/0 32.6 kip 0.7 kip 107/TRUSS2 OK
6 Weld Check w=0.1875" AISC(J2-3) RN/c1 2.8 kip/in 0.7 kip/in 107/TRUSS1 OK
7 Plate Thickness(tp) I4MPL 0.31 in 0.38 in 107/TRUSS1 OK
,YI 22WP
Design Forces/ Moments
Check Load Combination Member Fx(Axial) Fy Fz Mx My Mz
[k] [k] [k] [k-in] [k-in] [k-in]
1 107 TRUSS2 0.7 0.5 -0.2 -23.0 -6.6 -18.1
2 107 TRUSS1 -0.2 -0.6 -0.2 -23.0 -6.6 20.8
3 107 TRUSS2 0.7 0.5 -0.2 -23.0 -6.6 -18.1
4 107 TRUSS2 0.7 0.5 -0.2 -23.0 -6.6 -18.1
5 107 TRUSS2 0.7 0.5 -0.2 -23.0 -6.6 -18.1
6 107 TRUSS1 -0.2 -0.6 -0.2 -23.0 -6.6 20.8
7 107 TRUSS1 -0.2 -0.6 -0.2 -23.0 -6.6 20.8
x= 1.5 in
12
x x
4.24 1- l'
1.5 in Ft>
3.18 in
HSS6X6X0.1875
Fx,pl
Lp=6.36 in 3.36 in Mz,pl
<Fbb 3.18 in
1.5 in
e
B= 19.47° I• Wp=6 in
Connection Elevation End Plate Elevation End Plate Section
Member Height (in): 6 Number of Bolts: 4
Member Width (in): 6 Bolt Diameter(in): 0.625
Member Thickness (in): 0.188 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.188 Flange Plate Thickness (in): NONE
TRUSS TO COMPRESSION MEMBER-4 BOLTS OK
PURLIN CONNECTION
ONE-SIDED
Top Flange Checks: (3)12-24 Screws Allowable Actual Load Combination/Member
1 Shear(3 of the screws) 2420 lb 1522 lb 17/Purlinl OK
2 Tension(none of the screws) 0 lb 0 lb n/a OK
3 Shear Yielding(plate) AISC(J4-3) RN/0 14830 lb 1522 lb 17/Purlinl OK
4 Shear Rupture(plate) AISC(J4-4) RN/0 16164 lb 1522 lb 17/Purlinl OK
Side Flange Checks: (3)12-24 Screws Allowable Actual Load Combination/Member
5 Shear(3 of the screws) 2420 lb 2133 lb 17/Purlinl OK
6 Tension(none of the screws) 0 lb 0 lb n/a OK
7 Shear Yielding(plate) AISC(J4-3) RN/0 7747 lb 2133 lb 17/Purlinl OK
8 Shear Rupture(plate) AISC(J4-4) RN/0 7606 lb 2133 lb 17/Purlinl OK
Weld Check:0.125"Fillet Weld Allowable Actual Load Combination/Member
9 Weld Check AISC(J2-3) RN/4 1.94 kip/in 0.19 kip/in 17/Purlinl OK
Design Forces/Moments
Check Load Combination Member Fx(Axial) Fy Fz Mx My Mz
[k] [k] [k] [k-in] [k-inj [k-in]
1 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0
2 n/a n/a n/a n/a n/a n/a n/a n/a
3 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0
4 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 _ 0.0 _
5 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0 _
6 n/a n/a n/a n/a n/a n/a n/a n/a
7 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0
8 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0
9 17 Purlinl -1.8 0.6 -0.3 0.0 0.0 0.0
roxi1--7/8"
45` t4-I
x
x I
. + I W♦
2• II x
x
x=3/4-
•Puffin on opposite side of truss not shown for clarity
•Screw quantity in sketches above may not reflect actual requirements
Plan View Connection Elevation End Plate Elevation
Member Height(in): 4 Sheet Metal Thickness: 10 gage 0.1345 in
Member Width (in): 4 Screw Size: 12-24 #1P2905
Member Thickness (in): 0.125 Screw Quantity (Top): 3
End Plate Weld Size (in): 1/8 Screw Quantity(Side): 3
PURLIN CONNECTION-ONE-SIDED OK
EAVE BEAM TO TRUSS
2 BOLTS
Bolt Check: (2)0.625"Diameter,A325 Bolts Allowable Actual Load Combination/Member
1 Shear AISC(J3-1) RN/0 8.3 kip 0.3 kip 18/EAVE1 OK
2 Tension AISC(J3-1) RN/0 13.8 kip 0.2 kip 111/EAVE1 OK
3 Bearing AISC(J3-6b,d) RN/0 17.3 kip 0.3 kip 18/EAVE1 OK
End Plate Check: 0.375"Thick Allowable Actual Load Combination/Member
4 Shear Yielding AISC(J4-3) RN/0 27.0 kip 0.5 kip 18/EAVE1 OK
5 Shear Rupture AISC(J4-4) RN/0 23.7 kip 0.5 kip 18/EAVE1 OK
6 Weld Check w=0.125" AISC(J2-3) RN/4 1.9 kip/in 0.0 kip/in 18/EAVE1 OK
7 Plate Thickness(tP) f 4MPr. 0.06 in 0.38 in 111/EAVE1 OK
22W,,
Design Forces/ Moments
Check Load Combination Member Fx(Axial) Fy Fz Mx My Mz
[k] [k] [k] [k-in] [k-in] [k-in]
1 18 EAVE1 -0.1 0.5 -0.3 0.0 0.0 0.0
_ 2 111 EAVE1 -0.4 0.4 -0.1 0.0 0.0 0.0
3 18 EAVE1 -0.1 0.5 -0.3 0.0 0.0 0.0
4 18 EAVE1 -0.1 0.5 -0.3 0.0 0.0 0.0
5 18 EAVE1 -0.1 0.5 -0.3 0.0 0.0 0.0
6 18 EAVE1 -0.1 0.5 -0.3 0.0 0.0 0.0
7 111 EAVE1 -0.4 0.4 -0.1 0.0 0.0 0.0
x=3.53 in
45° I. x 1
. 1.63 in Ftb
2.5 in
Lp=5 in 1.75 in `Fx, Mz,pi
FLHSS5X5X0.125
2.5in
♦ F
1.63 in
Wp=7.07in1.
Plan View Connection Elevation End Plate Elevation End Plate Section
Member Height (in): 5 Number of Bolts: 2
Member Width (in): 5 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
EAVE BEAM TO TRUSS-2 BOLTS OK
1210d321 SISA1VNV VSI i
I
I I R ISA Job'Number Checked By:_
Model Name : SQR20
Basic Load Cases
BLC Description Cateoory X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Memb...Surface(Plat.
1 FRAMEWEIGHT DL -1
2 DL DL 4
3 , LL LL 4
4 SL SL 4
5 SLU SL 2
6 X WINDWARD LOW WL 3
7 X LEEWARD LOW WL 3
8 X SIDEWARD LOW WL 6
9 X WINDWARD UPPER WL
10 X LEEWARD UPPER WL
11 X SIDEWARD UPPER WL
12 X10MINWIND WL 1
13 Z WINDWARD LOW WL 3
14 Z LEEWARD LOW WI_ 3
15 Z SIDEWARD LOW WL 6
16, Z WINDWARD UPPER WL
17 Z LEEWARD UPPER WL
18 Z SIDEWARD UPPER WL
19 Z1OMINWIND WL 1
20 EX FRAME EL -1
21 EX ROOF EL 4
22 EZ FRAME EL -1
23 EZ ROOF EL 4
24 BLC 2 Transient Area Loads None 216
25 BLC 3 Transient Area Loads None 216
26 BLC 4 Transient Area Loads None 216
27 BLC 5 Transient Area Loads None 123
28 BLC 6 Transient Area Loads None 138
29 BLC 7 Transient Area Loads None 138
30 BLC 8 Transient Area Loads None 276
31 BLC 12 Transient Area Loads None 69
32 BLC 13 Transient Area Loads None 138
33 BLC 14 Transient Area Loads None 138
34 BLC 15 Transient Area Loads None 276
35 BLC 19 Transient Area Loads None 69
36 BLC 21 Transient Area Loads None 216
37 BLC 23 Transient Area Loads None 216
RISA-3D Version 17.0.4 [S:\...\...\Project Files 1Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 1
Company :
'I I RISA DeiNumber Checked By.
Model Name : SQR20
Load Combinations
Description Solve PDelta SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 SERVICED 1 1 2 2
2 SERVICE Lr 3 20
3 SERVICE S 4 30.24
4 SERVICE Su 5 36
5 SERVICE Wx(Load Case A) 6 11.399 7 1.966 6 :7.546 9 10 11
6 SERVICE Wx(Load Case B1 8 -.943 7 -8.056 8 7.546 9 10 11
7 SERVICE Wz(Load Case Al 13 11.399 14 1.966 15 -7.546 16 17 18
8 SERVICE Wz(Load Case B) , 13 -.943 14 -6.056 15 7.546 16 17 18
9 SERVICE Ex 20 166 21 1.334
10 SERVICE Ez 22 .166 23 1.334
11 SERVICE Ev 1 .089 2 .178
12
13
14
15 D Yes Y L1 1
16 D+Lr Yes Y L1 1 L2 1
17 D+S Yes Y L1 1 L3 1
18 D+Su Yes Y L1 1 L4 1
19 , D+0.6Wx(Load Case A) Yes Y L1 1 L5 1
20 D+0.6Wx(Load Case 131 Yes Y L1 1 L6 1
21 D+(0.6Wx(Minimum)) Yes Y L1 1 12 9.6
22 D+0.75(0.6Wx(Load Case A))+..Yes Y L1 1 L5, .75 L2 .75
23 D+0.75(0.6Wx(Minimum))+0.7... Yes Y L1 1 12 7.2 L2 .75
24 D+0.75(0.8Wx(Load Case A))+..Yes Y L1 1 L5 .75 L3 .75
25 D+0.75(0.6Wx(Minimum))+0.7.. Yes Y L1 1 12 7.2 L3 .75
26 0.6D+0.6Wx(Load Case Al Yes Y L1 .6 L5 1
27 0.6D+0.6Wx(Load Case B) Yes Y , L1 .6 L6 1 ,
28 0.6D+(0.6Wx(Minimum)) Yes Y L1 .6 12 9.6
29 D+0.6Wz(Load Case A) Yes Y L1 1 L7 1
30 D+0.6Wz(Load Case B) Yes Y L1 1 L8 1
31 D+(0.6Wz(Minimum)) Yes Y L1 1 19 9.6
32 D+0.75(0.6Wz(Load Case A))+..Yes Y L1 1 L7 .75 L2 75 ,
33 D4.0.75(0.6Wz(Minimum))+0.7... Yes Y L1 1 19 7.2 L2 .75
-34 D+0.75(O.13Wz(Load Case A))+..Yes Y L1 1 L7 .75 L3 .75
35 D+0.75(0.BWz(Minimum)).0.7... Yes Y L1 1 19 7.2 L3 .75
36 0.6D+0.6Wz(Load Case A) Yes Y L1 .6 L7 1
37 0.6D+0.6Wz(Load Case B) Yes Y L1 .6 L8 1
38 0.6D+(0.6Wz(Minimum)) Yes _ Y L1 .6 19 9.6
39 1.OD+0.7Ev+0.7Ehx Yes Y L1 1 L11 .7 L9 .7
RISA-3D Version 17.0.4 [S:\...\...\Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Paget
Company :
IIIRISA JoblNumber Checked By:_
Model Name : SOR20
Load Combinations(Continued)
Description Solve PDeha SR.. BLC_Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
40 1.0D+0.525Ev+0.525Ehx+0.75S Yes Y L1 1 L11 .525 L9 .525 L3 .75
41 0.6D-0.7Ev+0.7Ehx Yes Y L1 .6 L11 -.7 L9 .7
42 1.OD+0.7Ev+0.7Ehz Yes Y L1 1 L11 .7 L10 .7
43 1.00+0.525Ev+0.525Ehz+0.75S Yes Y L1 1 L11 .525 L10 .525 L3 .75
44 0.6D-0.7Ev+0.7Ehz Yes Y L1 .6 L11 -7 L10 .7
45
46
47
48
49
50
51
__52_
53
54
55 1.4D L1 1.4
56 1 2D+0.5Lr L1 1.2 L2 5
57 1.2D+0.55 L1 1.2 L3 .5
58 1,2D+0.5Su L1 1.2 L4 .5
59 1.2D+1.8Lr+0.5Wx(Load Case.. L1 1.2 L2 1.6 L5 .833
60 1.2D+1.61r+0.5v.&(Minimum) L1 1.2 L2 1.6 12 8
61 1.2D+1.6S+0.5Wx(Load Case.. L1 1.2 L3 1.6 L5 .833,
62 1.2D+1.66+0.5 dc(Minimum) L1 1.2 L3 1.6 12 8
63 1.2D+1.0Wx(Load Case A)+0.... L1 1.2 L5 1.667 L2 .5
64 1.2D+1.0Wx(Load Case B)*0.... L1 1.2 L6 1.667 L2 .5
65 1.2D+1.OWx(Minimum)+0.5Lr , L1 1.2 12 16 L2 .5
66 1.20+1.0Wx(Load Case A)+0.... L1 1.2 L5 1.667 L3 .5
67 1.2D+1.OWx(Load Case B)+0.... L1 1.2 L6 1.667 L3 .5
66 1.20+1.OWx(Minimum)+0.58 L1 1.2 12 16 L3 .5
69 0.9D+1.0Wx(Load Case A) L1 .9 L5 1.887
70 0.9D+1.0Wx(Load Case B) L1 .9 L6 1.667
71 0.9D+1.OWx(Minimum) L1 .9 12 16
72 1.2D+1.6Lr+0.5)Az(Load Case.. L1 1.2 L2 1.6 L7 .833 _
73 1.2D+1.8Lr+0.5Wz(Minimum) L1 1.2 L2 1.6 19 8
74 1.20+1.65*0.5Wz(Load Case.. L1 1.2 L3 1.6 L7 .833
75 1.2D+1.8S+0.5Wz(Minimum) L1 1.2 L3 1.6 19 8
76 1.2D+1.0Wz(Load Case A)t 0.... L1 1.2 L7 1.667 12 .5
77 1.2D+1.0Wz(Load Case B)+0.... L1 1.2 L8 1.867 L2 .5
78 1.2D+1.0Wz(Minimum)+0.5Lr L1 1.2 19 16 L2 .5
79 1.2D+1.0Wz(Load Case A)+0.... L1 1.2 L7 1.667 L3 .5
RISA-3D Version 17.0.4 [S.L..\...\Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 3
Company :
IIIRISA Job'Number Checked By:_
Model Name SOR20
Load Combinations(Continued)
Description Solve Malta SR BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
80 1.2D*1 O Wz(Load Case 8)+0.... L1 1.2 L8 1 667 L3 .5
81 1.2D+1 OWz(Minimum)+0.5S L1 1.2 19 16 L3 .5
82 0 9D+1.0Wz(Load Case A) L1 .9 L7 1.667
83 0.9D+1.0Wz(Load Case B) L1 .9 L8 1.667
84 0.9D+1.0Wz(Minimum) L1 .9 19 16
85 1.2D+Ev+Ehx+0.2S L1 1.2 L11 1 L9 1 , L3 .2
86, 0,9D-Ev+Ehx L1 .9 L11 -1 L9 1
87 1.2D+Ev+Ehz+0.2S L1 1.2 L11 1 L10 1 L3 .2
88 0.9D-Ev+Ehz L1 .9 L11 -1 L10 1
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104 SERVICE Emx 20 .446 21 3.591
105 SERVICE Emz 22 .446 23 3.591
106
107 1.OD+0,7Ev+0.7Emhx Yes Y L1 1 L11 .7 L104 .7
tog 1.0D*0.525Evo0.525Emhx+0.758 Yes Y L1 1 L11 .525 L104.525 L3 .75
109 0.6D-0.7Ev+0.7Emhx Yes Y L1 .6 L11 -.7 L104 .7
110 1.OD+0.7Ev+0 7Emhz Yes Y L1 1 L11 .7 L105 .7
111 1.0D+0.525Ev+0.525Emhz+0.75S Yes Y L1 1 L11 .525 L105.525 L3 .75
112 0.6D-0.7Ev+0.7Emhz Yes Y L1 6 L11 -7 L105 7
113
114
115 ,
116 1,2D+Ev+Emhx+0.2S L1 1.2 L11 1 L104 1 L3 .2
117 0.9D-Ev+Emhx L1 .9 L11 -1 L104 1
118 1.2D+Ev+Emhx+0.2S L1 1.2 L11 1 L105 1 L3 .2
119 0.9D-Ev+Emhz L1 .9 L11 -1 L105 1
RISA-3D Version 17.0.4 [S:\...\...\Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 4
RISA Job'Nu ber : Checked By:
Model Name : SOR20
Load Combinations(Continued)
Description Solve PDelta SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
Joint Boundary Conditions
Joint Label X fkliin] Y fk/inl Z[taint X Rot fk-ft/rad] Y Rot.ik-ff/radl Z Rot.tk-ft/radl
1 N1 Reaction Reaction Reaction
2 N5 Reaction Reaction Reaction
3 N8 Reaction Reaction Reaction
4 N11 Reaction Reaction Reaction
Hot Rolled Steel Section Sets
Label Shape Type Desian List Material Desian Rules A 021 Iw final Izz fin4] J B.A.
1 Column HSS6X6X3 Column TUBE A500 Gr.B Rect Typical 3.98 22.3 22.3 35
2 Truss HSS6X6X3 Beam TUBE A500 Gr.B Rect Typical . 3.98 22.3 22.3 35
3 Eave HSS5X5X2 Beam TUBE A500 Gr.B Rect Typical 2.23 8.8 8.8 13.7
4 Purlin HSS4X4X2 Beam TUBE A500 Gr.B Rect Typical 1.77 4.4 4.4 6.91
Member Primary Data
Label I Joint J Joint K Joint Rotate(deg) Section/Shape Tvoe Design List Material Design Rules
1 Columnl N1 N2 135 Column Column TUBE A500 Gr.B Rect Typical
2 Column2 N5 N6 45 Column Column TUBE A500 Gr.B Rect Typical
3 Column3 N8 N9 315 Column Column TUBE A500 Gr.B Rect Typical
RISA-3D Version 17.0.4 [S:\...\...\Project Files\Poligon\Poligon\P14120\P14120_SQR2OMR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 5
Company :
'I I RISA yob Number Checked By:
Model Name SQR20
Member Primary Data(Continued)
Label I Joint J Joint K Joint Rotate(dea) Section/Shape Type Desian List Material Desian Ru es
4 Column4 N11 N12 225 Column Column TUBE A500 Gr.B Rect Tyoica
5 TRUSS1 N3 N4 Truss Beam TUBE A500 Gr.B Rect Tvpica
6 TRUSS2 N7 N4 Truss Beam TUBE A500 Gr.B Rect Tvoica
7 TRUSS3 N10 N4 Truss Beam TUBE A500 Gr.B Rect Tvpica
8 TRUSS4 N13 N4 Truss , Beam TUBE A500 Gr.B Rect Tvpica
9 EAVE1 N7 N3 26.57 Eave Beam TUBE A500 Gr.B Rect Tvpica
10 EAVE2 N10 N7 26.57 Eave Beam TUBE A500 Gr.B Rect Tvoica
11 EAVE3 N13 N10 26.57 _ Eave Beam TUBE A500 Gr.B Rect Tvpica
12 EAVE4 N3 N13 26.57 Eave Beam TUBE , A500 Gr.B Rect Tvoica
13 Purlinl N16 N14 26.57 _ Purlin Beam TUBE _ A500 Gr.B Rect Tvpica
14 Purlin2 N14 . N20 _ 26.57 Purlin Beam TUBE A500 Gr.B Rect Tyoica
15 Purlin3 N20 N18 26.57 Purlin Beam TUBE A500 Gr.B Rect Tvpica
16 Purlin4 N18 N16 26.57 Purlin Beam TUBE _ A500 Gr.B Rect Tvpica
17 Purlin5 N17 N15 , 26.57 Purlin Beam TUBE A500 Gr.B Rect Tvpica
18 Purlin6 N15 N21 26.57 Purlin Beam TUBE _ A500 Gr.B Rect Tvoica
19 Purlin7 N21 N19 26.57 _ Purlin Beam TUBE A500 Gr.B Rect Tvpica
20 Purlin8 N19 N17 26.57 Purlin Beam TUBE A500 Gr.B Rect Tvpica
Member Advanced Data
Label I Release J Release I Offsetfinl J Offset0n[ T/C On y Physical Dell Ratio...Analysis Offs.. Inactive Seismic De..
1 Columnl Yes "NA"' None 1
2 Column2 Yes "NA" None
3 Column3 Yes "NA" None
4 Column4 Yes "NA" None
5 TRUSS1 Yes None
6 TRUSS2 Yes None
7 TRUSS3 Yes None
8 TRUSS4 Yes None
9 EAVE1 AIIPIN BenPIN Yes None
10 EAVE2 AIIPIN BenPIN Yes None
11 EAVE3 AIIPIN BenPIN Yes None
12 EAVE4 AIIPIN BenPIN Yes - None
13 Purlinl AIIPIN BenPIN Yes _ None
14 Purlin2 AIIPIN BenPIN Yes None
15 Purlin3 AIIPIN BenPIN Yes None
16 Purlin4 AIIPIN BenPIN Yes None
17 Purlin5 AIIPIN BenPIN Yes None
18 Purlin6 AIIPIN BenPIN Yes None
RISA-3D Version 17.0.4 [S:\..\...\Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER r3d] Page 6
Company :
I'1 R ISA Job Number Checked By:_
Model Name : SOR20
Member Advanced Data(Continued)
Label I Release J Release I Offsetlinl J Offsettinl TIC Only Physical Dell Ratio...Analysis Offs... Inactive Seismic De...
19 Purlin7 AIIPIN BenPIN Yes None
20 Purlin8 AIIPIN BenPIN Yes None
Hot Rolled Steel Design Parameters
Label Shade Lenathflti Lbwfftl Lbzzlttl Lcomo tooth! Lcomo botlml L-toraueflg Kw Ku Cb Function
1 Column! Column 10.5 2 2 Latera
2 Column2 Column 10.5 2 2 Latera
3 Column3 Column 10.5 2 2 Latera
4 Column4 Column 105 2 2 Latera
5 TRUSS1 Truss 15 Seoment .65 .65 Latera
6 TRUSS2 Truss 15 Segment , .65 .65 Latera
7 TRUSS3 Truss 15 Seoment .65 .65 Latera
8 TRUSS4 Truss 15 Segment .65 .65 Latera
9 EAVE1 Eave 20 1 1 Latera
10 EAVE2 Eave 20 1 1 Latera
11 EAVE3 Eave 20 1 1 Latera
12 EAVE4 Eave 20 1 1 Latera
13 Purlin! Purlin 13.333 1 1 Latera
14- Purlin2 Purlin 13.333 1 1 Latera
15 _ _ Purlin3 Purlin 13.333 1 1 Latera
_16___ Purlin4 Purlin 13.333 1 1 Latera
17 Purlin5 Purlin 6.667 1 1 Latera
18 _ Purlin6 Purlin 6.667 1 1 Latera
19 Purlin7 _ Purlin 6.667 1 1 Latera
20 _ Purlin8 Purlin 6.967 1 1 Lateral
Hot Rolled Steel Properties
Label E thoU G fksU Nu Therm(/1 E5 Fl Densitvfb/11"31 Yieldfksi] Ry Fu[kst Rt
1 A992 29000 11154 .3 .65 490 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 .3 .65 490 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 .3 .65 490 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 .3 .65 527 42 1.4 58 1.3
5 A500 Gr.B Rest 29000 11154 .3 .65 527 46 1.4 58 1.3
6 A53 Gr B 29000 11154 .3 .65 490 35 1.6 60 1.2
7 A1085 29000 11154 .3 .65 490 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 .3 .65 490 65 1.1 80 1 1
RISA-3D Version 17.0.4 [S:\...\...\Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2 20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 7
Company :
''1RIVA Jo Number Checked By:_
Model Name : SOR20
Envelope AISC 15th(360-16):ASD Steel Code Checks
Member Shade Code Check Locfftl LC Sheer Check Locfftl Dir LC Pnc/om MI Pnt/om RI Mnw/om kW Mnu/om Ik-inl Cb Eon
1 Column! HSS6X6X3 .388 10.5 110 .016 0 v 110 51.146 109.629 222.012 222.012 1.6... H1-lb
2 Column2 HSS6X6X3 .404 10.5 107 016 0 y 107 51.146 109.629 222.012 222.012 1.e.. H1-lb
3 Column3 HSS6X6X3 .404 10,5 107 .016 0 v 110 51.146 109.629 222.012 222.012 1.6.. H1-lb
4 Column4 HSS6X6X3 .404 10.5 110 .016 0 , y 110 51.146 109.629 222.012 222.012 1.e.. H1-lb
5 TRUSS1 HSS6X6X3 .284 3.03 109 .143 3.03 v 111 93.014 109.629 222.012 222.012 1.5.. H1-1b
6 TRUSS2 HSS6X6X3 .430 3.03 108 .173 3.03 v 108 93.014 109.629 222.012 222.012 2.1.. H1-1b
7 TRUSS3 HSS6X6X3 .430 3.03 111 .173 3.03 v 111 93.014 109.629 222.012 222.012 2.1.. H1-1b
8 TRUSS4 HSS6X6X3 .430 3.03 111 .173 3.03 y 111 93.014 109.629 222.012 222.012 2.1... H1-lb
9 EAVE1 HSS5X5X2 .596 9.899 18 .031 0 v 18 22.964 61.425 92.118 92.118 1.1.. H1-lb
10 EAVE2 HSS5X5X2 .596 9.899 18 .031 0 v 18 22.964 61.425 92.118 92.118 1.1... H1-lb
11 EAVE3 HSS5X5X2 .519 9.899 17 .029 0 v 34 22.964 61.425 92118 92.118 1.1.. H1-lb
12 EAVE4 HSS5X5X2 , _519 9.899 17 .027 0 v 17 22.964 61.425 92.118 92.118 1.1.. H1-1b
13 Purlinl HSS4X4X2 .732 6.734 18 .051 13.333 v 18 24.387 48.754 65,792 65.792 1.1.. H1-lb
14 Purlin2 HSS4X4X2 .634 6,734 17 .044 13.333 v 17 24.387 48.754 65792 65.792 1.1- H1-lb
15 Purlin3 HSS4X4X2 .634 6.734 17 .047 13.333 v 34 24.387 48.754 65.792 65.792 1.1.. Hl-lb
16 Purlin4 HSS4X4X2 .732 6.734 18 .051 13.333 v 18 24.387 48.754 65.792 65.792 1.1.. H1-lb
17 Purlin5 HSS4X4X2 .169 3.3 18 .022 0 v 18 41.002 48.754 65.792 65.792 1.1.. Hl-lb
18 Purlin6 , HSS4X4X2 .151 3.3 17 019 0 v 17 41.002 48.754 65.792 65.792 1.1... H1-lb
19 Purlin7 HSS4X4X2 .151 3.3 17 .020 0 v 34 41.002 48.754 65.792 65.792 1.1.. H1-1b
20 Purlin8 HSS4X4X2 .169 3.3 18 .022 0 v 18 41.002 48.754 65.792 65.792 1.1.. H1-lb
Material Takeoff
Material Size Pieces Lenathtfl WelahtlLBl
1 Hot Rolled Steel
2 A500 Gr.B Rect HSS4X4X2 8 80 518.217
3 A500 Gr.B Rect HSS5X5X2 4 80 652.894
4 A500 Gr.B Red HSS6X6X3 8 102 1485.701
5 Total HR Steel 20 262 2656.812
RISA-3D Version 17.0.4 [S\ \ \Project Files\Poligon\Poligon\P14120\P14120_SQR20MR_2_20_36_100_IBC18_D_A_OMF_FLYOVER.r3d] Page 8
viva 1 3 NVd
McELROY Multi-Rib
METAL Bare Galvalume&Painted Galvalume
'i?. - - - r-N - - -_/ -
ee_
SECTION PROPERTIES TOP IN COMPRESSION BOTTOM IN COMPRESSION
GAUGE FY WEIGHT Va Pa_end Paint Ix Se /'a Ix Se a
(ksi) (Psf) (kip/ft.) (lbs/ft.) (lbs/ft.) (in.4/ft.) (in.3/ft.) ink/ft 1 (in.4/ft.) (in.3/ft.) _ i�k/ff,
24 50.0 1.10 0.7727 235.0 320.8 0.050 0.055 1.375 0.029 0.046 1.148
1.Section properties are calculated in accordance with the 2016 AISI North American Specification for the Design of Cold-Formed Steel Structural Members.
2.Va is the allowable shear.
3.Pa is the allowable load for web crippling on end&interior supports.
4.lx is for deflection determination.
5.Se is for bending.
6.Ma is the allowable bending moment.
7.All values are for one foot of panel width.
Allowable Uniform Loads (PSF)
Span in Feet
Span Type Load Type 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00
Positive Wind 407 229 146 101 74 57 45 36 30 25 21 18 16 14 12 11
Negative Wind 340 191 122 85 62 47 37 30 25 21 18 15 13 11 10 9
Single Live 407 229 146 101 74 57 45 36 30 25 21 18 16 14 12 11
Deflection(U180) 500 500 279 161 101 68 47 34 26 20 15 12 10 8 7 5
Deflection(L/240) 500 409 209 121 76 51 35 26 19 15 11 9 7 6 5 4
Positive Wind 314 182 118 83 61 47 37 30 25 21 18 15 13 11 10 9
Negative Wind 365 214 140 98 73 56 44 36 30 25 21 18 16 14 12 11
2 Span Live 314 182 118 83 61 47 37 30 25 21 18 15 13 11 10 9
Deflection(U180) 500 500 500 309 194 130 91 66 50 38 30 24 19 16 13 11
Deflection(U240) 500 500 400 231 146 97 68 50 37 28 22 18 14 12 10 8
Positive Wind 380 224 146 103 76 58 46 37 31 26 22 19 16 14 13 11
Negative Wind 438 261 172 122 90 69 55 45 37 31 26 23 20 17 15 14
3 Span Live 380 224 146 103 76 58 46 37 31 26 22 19 16 14 13 11
Deflection(L/180) 500 500 418 242 152 102 71 52 39 30 23 19 15 12 10 8
Deflection(L/240) 500 500 314 181 114 76 53 39 29 22 17 14 11 9 7 6
Positive Wind 359 210 137 96 71 54 43 35 29 24 21 18 15 13 12 10
Negative Wind 414 246 162 114 84 65 51 42 34 29 25 21 18 16 14 13
4 Span Live 359 210 137 96 71 54 43 35 29 24 21 18 15 13 12 10
Deflection(L/180) 500 500 444 257 161 108 76 55 41 32 25 20 16 13 11 9
Deflection(L/240) 500 500 333 192 121 81 57 41 31 24 18 15 12 10 8 7
Notes:
1.Allowable uniform loads are based upon equal span lengths.
2.Live is the allowable live or snow load.
3.Deflection(U180)is the allowable load that limits the panel's deflection to U180 while under positive or live load.
4.Deflection(U240)is the allowable load that limits the panel's deflection to U240 while under positive or live load.
5.The weight of the panel has NOT been deducted from the allowable loads.
6.Positive Wind,Negative Wind,and Live Load values are limited to combined shear&bending using Eq.H2-1 of the AISI Specification.
7.Positive Wind and Live Load values are limited by web crippling using a bearing length of 2".
8.Web crippling values are determined using a ratio of the uniform load actually supported by the top flanges of the section.
9.Load Tables are limited to a maximum allowable load of 500 psf.
5/28/2021
Exhibit B
(Contractor's Quote Proposal)
•
'411111.,e114..
74.
CADILLAC LAWN CARE®INC
PO Box 5555, West Richland, WA 99353
CADILLC011 MW
(509) 628-0111
QUOTATION
April 21,2022
PROJECT: Miller Park 20'x20' Poligon Shade Structure
CONTACT(s): Kenneth Wilkenson
LOCATION: Miller Park,Yakima
Standard Install of Poligon P14120 as per order#72066 $ 12,500.00
Building permit $ 950.00
22'x22'x6"concrete pad(4,000psi in 28day) $ 6,300.00
Temp Fencing $ 950.00
Tax 8.3% $ 1,718.10
Total $ 22,418.10
NOTE: All materials to be supplied by others except for concrete(unless already specified). Locate of area
to be performed by others prior to starting project. CLC won't be held liable for damage to property while
digging in designated areas.
IT IS ASSUMED: That there are no underground obstacles that would prevent holes being dug with a
tractor driven hydraulic auger, and all equipment has suitable access to site.
This is a package price,for all of the options listed above in combination to complete project.
Pricing is valid for thirty days.
Cadillac Lawn Care, Inc.
Raymond Goehring
President