HomeMy WebLinkAbout5055 Tabor Streety:2: eta Ridge
TO Accounting Department
EM
Reason: Contractor submitted in writing (letter attached) that homeowner had
cancelled ?® work 4r »« 5 Tab or St., Permit #20111126. Contractor has
requested that in the memo line on the refund check to add property address of
cancelled permit.
Please refund: Contractors License$ (acct 01-510-00-513)
■ 0% permit fee: $138.08 (acct 01-510-00-516)
0% plan review $ (acct 0 1 -550-05-55 1 )
100 % use tax: $138.78 (acct 01-500-02-505)
Total: $276.86
TO: Weatherguard Construction Company, Inc.
7012 S. Revere Pkwy., Suite #10■
Englewood, CO 80112
MIA < A
In �V A
14. GUARD PAGE MA01
og/13/2012 .53 6513512096 WEATHEP
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•
City of Wheat Ridge
Residential Roofing PERMIT - 111408
PERMIT NO: 111408 ISSUED: 11/16/2011
JOB ADDRESS: 5055 TABOR ST EXPIRES: 11/15/2012
DESCRIPTION: 30 Yr. Certantee dimensional roof, 28 squares
* ** CONTACTS * **
owner 720/227 -3487 Travis Eaton
gc 303/733 -0832 Anthony Sanchez 02 -1319 Sanchez Seamless Gutters, Inc.
** PARCEL INFO **
ZONE CODE: UA USE: UA
SUBDIVISION: 0065 BLOCK /LOT #: 0/
** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 7,200.00
FEES
Permit Fee 172.60 "
Total Valuation .00
Use Tax 129.60
** TOTAL ** 302.20 ��87
Conditions:
6 nails per shingle is required. Ice dam membrane is required from eave edge to
2' inside exterior walls. Board sheathing with any gap greater than 1/2"
requires panel sheathing overlay on entire roof. Sheathing inspection is
required prior to covering. Contractor shall provide ladder for inspections.
Scheduled inspections that cannot be performed due to inclement weather must be
cancelled prior to 8:30 a.m. on the day of inspection or a re- inspection fee
will be assessed. Subject to field inspection.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and
specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the
legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform
the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all
entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in
this document and r ts' an pan Irg approved plans and specifications.
� /�
Signature of O or CTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and
specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances,
regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must
be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted
at the discretion of the Chief Building Official and may be subject to a fee equal to one- half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to
the standard requirements, fees and procedures for approval of any new permit. Re- issuance or extension of expired
permits is at the sole discretion of the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior
and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy
of all required inspections and shall not proceed or conceal work without written approval of such work from the
Building and Inspection Services Division.
G. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of
any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject
to field inspection.
Signature of Chief Buil ical Date
INSPECTION REQU T LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REQUESTS MUST B -MADE BY 3PM ANY .BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
Cit of
} _ W eat er'
C<MIMUN[TY 1)F.VLLr7tIMEw f
Building & Inspection Services Division
7500 W. 29" Ave., Wheat Ridge, CO 80033
Phone:
Office: 303 - 235 -2855 * Fax: 303 - 237 -8929
Inspection Line: 303 - 234 -5933
Building Permit Application
Property Address. yes rJZ raT �i�ly� 8 �-��
Property Owner (please print): �p Phone: � ✓ a�� _y�
Mailing Address: (if different than property address)
Address:
City, State, Zip:
Contractor: , is �c
Contractors City Licensu #: OZ —
Electrical:
City License #
Description of
CA W "°
Plumbing: Mechanical:
City License# City License#
/ Contract Value:
3 r � �� f a l eIa�t
Review Fee (due at time of submittal):
Squares ItV— BTU's Gallons Amps Sq Ft. $ / J V
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
1 hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances,
rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and
allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full
responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under . any permit issued based on
this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work
and am also authorized by the legal owner of any entity included on this application to list that entity on this application.
CIRCLE ONE ( OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENT TIVE) of (OWNER (CONTRACTOR)
PRINT NAME: SIGNATURE: DATE:
Bldg Valuation:
•" 41 City of Wheat Ridge
I Residential Roofing PERMIT - 111126
PERMIT NO: 111126 ISSUED: 09/20/2011
JOB ADDRESS: 5055 TABOR ST EXPIRES: 09/19/2012
DESCRIPTION: Tearoff & reroof, asphallt shingles
* ** CONTACTS * **
owner 303/589 -6404 Travis Eaton
gc 303/792 -5123 Brett MacDonald 09 -0184 Weatherguard Construction Cc
** PARCEL INFO
**
ZONE CODE:
UA
USE:
UA
SUBDIVISION:
0065
BLOCK /LOT #:
0/
** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 7,710.00
FEES
Permit Fee 172.60
Total Valuation .00
Use Tax 138.78
** TOTAL ** 311.38
Conditions:
6 nails per shingle is required. Ice dam membrane is required from save edge to
2' inside exterior walls. Board sheathing with any gap greater than 1/2"
requires panel sheathing overlay on entire roof. Sheathing inspection is
required prior to covering. Contractor shall provide ladder for inspections.
Scheduled inspections that cannot be performed due to inclement weather must be
cancelled prior to 8:30 a.m. on the day of inspection or a re- inspection fee
will be assessed. Subject to field inspection.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and
specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the
legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform
the work described and approv d in conjunction with this permit. I further attest that I am legally authorized to include all
entities named within this cument as parties to the work to be performed and that all work to be performed is disclosed in
this ument and /or its' ompanying approved plans and specifications.
of 11 OWNER I/ or - CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and
specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances,
regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must
be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted
at the discretion of the Chief Building Official and may be subject to a fee equal to one- half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to
the standard requirements, fees and procedures for approval of any new permit. Re- issuance or extension of expired
permits is at the sole discretion of the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior
and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy
of all required inspections and shall not proceed or conceal work without written approval of such work from the
Building and Inspection Services Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of
any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject
to field inspection.
Signature of Chief
Date
INSPECTION REQU T L�fNE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REQUESTS MUST BE MADE. BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
;oF ""�4jg City of Wheat Ridge Building Division
m 7500 W. 29 Ave., Wheat Ridge, CO 80033
Office: 303 - 235 -2855 * Fax: 303 - 235 -2857
L =o Inspection Line: 303 - 234 -5933
Building Permit Application
t =� (07
Date:
Plan #:
Permit #.
P*�p p lkdtir
J I, L r S
Property
Owner (please print): ) co-vi c Phone 3 - 6c° _6 Y O'y
Mailing Address: (if different than property address)
Address:
City, State, Zip: I , I�eGt Q i SAG e / 0 '!0-603 3
'\ nv
Gonttp ? IAJ�ATrIE2Ci f�2p ( r(sRUCIOfI —'70g, S I uc2€ Pkt� C1�IeurA
Contractor License #: phone:
3 00006 ei
Electrical City License #: Plumbing City License #: Mechanical City License #:
Company: Company Company:
Exp. Date: Exp. Date: Exp. Date:
Approval: A.......,... .
Us e of space (descri tion):
SF()
�t2 ot-F £ f�s✓r2��
Construction Value: $ �. CC)
(as calculated per the Building v uation -- sheet)
Plan Review (due at time of submittal): $
Sq. Ft.IL.Ftadded: Squares - 30 * 00 BTU's Gallons Amps
OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances,
rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and
allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full
responsibility for compliance with the Wheat Ride Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work
under this permit. Plans subject jgjlek1-inspgctioa
ki I-,
CIRLCEONE:: (OWNER) CONTRACTOR) PERSONAL REPRESENTATIVE of (OWfI R) (C RATOR)
PRINTNAME: is a.G urn`s SIGNATURE: Date: q-16-11 1G_'f
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COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 15230
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE Date : 3/12/03
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Property Owner:
STEVE & DOUG REAI.ITY, LLC
Property Address :
5055 TABOR ST Phone : 303-880-5259
Contractor License No. :
21562
Company :
EATON-U-INC. Phone : 303-431-6000
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate, and
do not violate applicabie ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printed on Ihis
application, and that I assume full responsibility for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable eat Ridge o ina es, for work under this permit.
(OW NER)(CONTRACTOR) SIGN DATF,~711~'
i /
57
Description : NEW 5000 SQ. FT. OFFICE/WAREHOUSE
Construction Value : $143,792.00
Permit Fee : $1,240.15
Plan Review Fee : $0.00
Use Tax : $1,725.50
Total : $2,965.65
Use:
BUILDING DEPARTMENT USE ONLY
Zoning Commentg;
Approval : OKIMR
Zoning :
Building Comments:
2110I03
SIC
Sq. Ft. :
Approval : OKIDM
Public Works Comments:
Approval :OKIMG
Occupancy: Walls
PLEASE SEE ATTACHED COMMENTS. 3I12I03
Roof : Stories
Residential Units :
Electrical License No : 18637
Company:Wizards of Watts
Expiration Date : 2/28/03
Approval: DM
Plumbing License No :20647
Company : Broomhall Brothers
Expiration Date : 11/22/03
Approval: DM
Mechanical License No : 20647
Company : Broomhall Brothers
Expiration Date : 11/22/03
Approval: DM
(1) This permit was issued in accordance with the provisions set forth in yopur application antl is subject to the laws of the State ot Colorado and to the Zoning
Regulations and Building Code of W heat Ridge, Colorado or any other applicable ordinances of the City.
(2) This permit shall expire if (A) the wodc authorized is not commenced within sixty (60) days trom issue date or (B) the building aulhorized is suspended or
abandoned for a period of 120 days.
(3) If this permit expires, a new permit may be acquired for a fee of one-half the amounl normally required, provided no changes have been or will be matle in the
original plans antl specifcations and any suspension or abandonment has not exceeded one (1) yeac If changes are made or if suspension or abandonment
exceeds one (1) year, full (ees shall be paitl for a new permit.
(4) No work of any manner shall be done that will change the naNral flow of water causing a drainage problem.
(5) Contracbr shall notify the Building Inspector hventy-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceedling with successive phases of the job.
(6) The issuance of a permit or the approval of drawings and specifcations shall not be constmed to be a permit for, nor an approval of, any violation of the
provisions o( the building codes ar any other ordinance, law, rule or re9ulation.
Chief Building Inspector
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Pemut Number:
,of wHEAr~ BUILDING INSPECTION LINE - 303-234-5933 Date:
~ m CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
~~CORPO~ Y'ION
PiopertyOwner: Sl'W-'~--}CrUC) R8qWFY 1{.L'
Properry Address: 506-5 TA V,0R`DT
Contractor License N0,10W
ComPany: I.tJ G
Phone : 3 6 3 8S0 5-~~I
Phone: 36 3%-j 3) (p(00 0
SIGNATURE OF UNDERSTANDIlVG AND AGREEMENT
I hereby certify that the setback distances proposed by this pettnit application are accurate, Construction Value:$
anddonotviolateapplicableordinancu,mlesorregu]aNonsoftheCiTyofWheatRidgeor pemutFee:$
covenantr,easemenuorrestrictionsofrecord;thatallmeasurementsshown,andaliegadons ~?U` ~U ~ {-LSI~\laa,
made aze accurate; that [ have read md agree to abide by all conditions printed on this P]2S1 R0V30W F00:$ ~6i
applicatlon md that I assume full responsibility for compliance with the Wheat Ridge
~ 5-0
Building Code (U.B.C) md all o[her applicable Whea[ Ridge Ordinances, for work under USe T2X:$ 7.~5
`h's p"n"`' Total:$
DESCRIPTION:
5 -Ct2o'd 3Q o00
2 ~DING DEPARTMENT USE ONLY
ZONINO COMMENTS: ~ /
Approval: v ~Zoning:
BUILDINGCOMMENTS:
Approval: ~ j
PUBLIC WORKS COMMENT;:
Approval:
W"alis: Roof: 3tories:
~
ED
r ~
Elechical License No: ~
Company: ~
Elcpiration Date: j
ADDro~~: ~~37
Plumbing License No: NlAWlX
Company:
Expirahan Date:
f*au
Mechanical License No: ~\-60tw
Company:
Expiration Date:
(1) This pemtit waz issued in accordance with the provisions set forth m yow applicatlou nnd is subject W the laws ofthe State of Colondo md W the Zoning
Regulakons and Buildiug Codes of V✓heat Ridge, Colorado or any other applicable ordinances of the Ciry.
(2) 17tis peimit s6all exp've if (A) the wor& authodzed is uot commmced within sixry (60) days from issue date or (B) the build'mg authorized is suspended or
abmdoned for a period of 120 days.
(3) If tttis pexmit erzpires, a new persnit may be acquired for a@e of ouo-half the vnomat normally mquired, provided no changes have bern or wiR b< made
in the original plans md specificafions md any suspeusion or abandonment hes not esceeded one (1) yeaz. If changes have been or if suspeusion or
abandonment exceeda one (1) yeaz, fiill fres shaIl be paid for a aew pemiit
(4) No work of auy mmner shall be doue that will cLange the aatural flow of wakr causiug a drainage problem.
(5) Contractor shall nofity the Building Inspector twrnty-four (24) hours in advauce for all i¢specfions md shall receive written approval on inspecfion cazd
hefoa proceeding with ruceessive phases of thejob.
(6) 1Le usuance of a persnit or the approval of drawiugs md speciScaRous shall not be covsiru<d ro be a persnit for, uor an appmval of, any violafiov of th<
provisio e building codes or any other ordinance, law, ru]e or rcguletlon.
Cf ef pector
\
41«T~'`'
Gty of Wheal Podge
Department of Pubiic Works
DEPARTMENT OF PUBLIC WORKS (303) 235-2861
7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033 FAX (303) 235-2857
LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RE5TORATION
DATED Z/7lo3
Dear Contractor:
ADDRESS SoS'S aaor~. `~7'rr~r
In conjuncrion with the approval of the builduig pernut application for the above referenced address, this
letter is to inform you that all existing public improvements located along the frontage of said address
shall be restored, (if damaged from related construction) to an acceptable condition, as determined by
City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct an onsite inspecrion to
deterxnine the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 303-235-2868.
Sincerely,
~
Michael Gazcia
Development Review Engineer
Cc: File
Rev 12/02
oF '~T
DEPARTMENT OF PUBLIC WORKS
BUILDING PERMIT APPLICATION REVIEW
coLORP9o .
Date: 7-l-7 03
Location: 5oS5 T'-.s=¢
Attention: Building Department
I have reviewed the attached materials submitted in application for approval of a~Y.~lu.v~~~(,
at the above referenced address. Please note the swninary comments below.
1. Boundary Closure: OK _ Not OK; refer to stipulations.
2: ~ Drainage:
a. Drainage plan and report needed _
b. Drainage plan not needed
c. Lot drainage/grading to be reviewed by Building Division _
d. Site drainage/grading provisions have been reviewed and aze:
OK Not OK; refer to stipulations.
3. ✓ NPDES Pemrit Required: _ Yes ~No
4. ✓ Public Improvements:
a. street pavu3g needed:
Yes
~ No
b. curb and gutter needed:
Yes.
✓ No
c. sidewalk needed:
Yes
~ No
d. street lights needed:
Yes
v No
e. storm sewer needed:
Yes
N
o
~
f. letter of credit required:
Yes
~
I
If a letter of credit is required, for wh
at improvem
ents? _
Amount of letter of credit:
5. ✓ Subdivision AQreement required: Yes
6.
7, ✓
8.
9.
10. ✓
required:
IfYes, forGum$ 4 6o-rmc- 4
e
Traffic impact analysis and report re u' qir i
State Highway Acoess Permit needed:
New roadway or alley R.O.W. dedication
If yes, what is recommended? 'p./ 7;z
All exishng dedicated roadways/alleys me
If no, which do not and what is requested:
✓ Yes
✓No
~ No
recommended:
Y es ✓ iV o
Yes v No
✓ Yes _ No
:_J~ I w -
11. ✓ APPROVAL: The Public Works Departrnent has reviewed this request and hereby gives its
approvai, subj ect to the above and/or attached stipulations.
7/~3
ign tur Michael Gazcia Date
12. NO APPROVAL: The Public Works Department has reviewed this request and does not give
its approval for the reasons stated:
Signature Michael Garcia
13. " Stipulations attached: _ Yes
14. V'~ Sumulary Comments:
'ra,vc4xns P.e.,ve 7a C• a. iSSv.a.~c.
lzr-9vjrsc /!kro2 To G.O. /SS✓MNLE.
✓No
Date
/M,mKOV*riMAKTS AS A
eer,e'v
Files on EnginendForms\B1dpzme3.frm Rev 05100
PUBLIC WORKS REVIEW FEE, STRUCTURE FOR BUILDING PERMIT APPLICATIONS
Date Z 0 3
Applicant
Location of Construction
Phone# .?O_i -Fjd OJra5-,9
Pvrpose of CortstrucHon 4r~jd5u,w~ ',.I srrra_ Buitd'mg Permit Vatue
Single Family
Commercial ✓
Multi-Family
DEVELOPMENT REYfEW FEES
Development Review P.rocessing Fee: ~ g/00• ocf)
(for document processing)
Single Famify Residential Revlew Fee: $50.00 g
(for review of applicable technica(. documents )
CommerclallMultl-Famlly Review Fee:
For review of eXisting technicaf documents $100.00
$
. For rev,iew of technical documents for construction in
'
righY-of-way, finaf drainage report.and erosion control pla 50 J4
c~• a o
$ 5
Subdivision Improvement Agreement Fee: $125.00
$
(for document processing and recording)
.
DevelopmenE C.ovenant Fee• 125
$ IZS. o0
(for document processing and recording)
CDOT AccesS Permit Fee: $100.00
$
(for document applfcation and processing)
'
Traffic Impact Study Review Fee: $100.00
(for document review and processing)
Flood Plain Varlance Revfew Fee:
(for document review and processing)
Class I application = $150.00
$
Class f Publication/Public Notice = N/A
Ciass II application = $250.00 $ '
Ciass II PublicationlPubfic Notice = $90.00
TOTAL'REVIEW FEES: (due at time of building permit issuance) $ 72S e~o -
PLEASE NOTE 7HAT IN ADDITfON TO THE ABOVE PEES, THERE WILL BE ADDITIONAL LICSNSING AND PERMITTING
FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUfiLIC RIGHT-OF•WAY.
Signature of
Date
on
~ • oF WHEAl
~ -Pi
i. p
APPLICATION FOR MINOR DUMP/NG/,LANDFILL PERMIT ^
• COCORA~o f
APPLICANTS NAME: ,Lx71JO~GGI'l~
APPLICANT'S ADDRESS ~7Qi~S T( ,1J(YO/ S~
(Include City, State, Zip) _ . ,
ADDRESS OF FILL: T '
DATE OF APPLICATION: Z/aZQy
All permits shall be applied for through the Public Works Department. An approved permit is effective for a period
of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees
established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances.
Nofe: Al/ public improvements, when constiucted, shallbe maintained (bythe respective individual(s) and/oi
company responsible for the construction of that public and/or privafe improvement in the respective
deve/opmenf) on a daily basis, or as needed, such thaf they are free of mud and ofher construcfion debris
tracking fiom the site. Failure to comply with this requirement will resu/t in fhe enfoicement of Arfic/e Il,
Specified Nuisances, Section 15-16 (4) of the City of Wheat Ridge Code of Laws.
MINOR EXCAVATION AND FILL PERMITS
1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth aterials, which do not
exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less than three
(3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and is not intended
to support permanent structures, and in addition, such fill or excavation does not obstruct or otherwise
adversely affect any drainageway. Should any of the above standards be exceeded, or a drainage way
be affected, a permit shall be required under the guidelines for No. 2.
2. 51-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards may
be allowed with a permit approved by the City Engineer. All applications are to be submitted on the
appropriate completed application form and shall be accompanied by the appropriate fee and sketch
plan indicating the following information before the permit will be issued.
A Location and dimensions of all property boundaries and structures on the site.
B Location and extent of areas to be filled and/or excavated.
C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of
how and where historic run-off will be maintained on and through the site.
D. Cross section area to be filled and/or excavated indicating original slope, new slope and
depth of fill.
E. Statement which indicates the proposed use or purpose for said fill or excavation.
F. Relative elevation of adjacent properties.
G. Erosion control plan showing placement of control devices such as hay bales, etc..
Files on EnginentTormWill Permit.wpd 1 Rev. 04/02
/
3. 501-20,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic
yards but does not exceed 20,000 cubic yards may be allowed by a permit issued by the City Engineer
after review of an application and supporting information. The following information shali be submitted
with the required application form: -
A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale
of no less than1 inch to twenty feet (1:20) which illustrates the following:
1. Location an dimensions of all property boundaries and structures on the site.
2. Location and extent of areas to be filled and/or excavated.
3. Location of existing waterways and drainage courses indicating any chsnges. (for a
site containing an established irrigation ditch, a letter of approvai from the
appropriate ditch company shall be required):
4. Location of existing and proposed points of ingress.
5. Location and extent of existing vegetation, proposed changes in such vegetation and
methods of rehabilitation on site vegetation after earthwork operations are compiete.
6. Erosion control plan.
7. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours
with contour intervals of 2 feet and spot elevations.
8. At least two cross sections (east to west and north to south) through the site
showing depth of fill and/or excavation.
9. A drainage report may be required if site runoff characteristics are changed.
10. Relative elevations of adjacent properties and structures.
11. Statement of purpose of intended fill and/or excavation.
4. Performance Standards: The foilowing provisions shall apply to all Minor Excavation and Fili
Permits:
A. Rehabilitation: Within thirty(30) days after cessation of filling and/or excavation,
rehabilitation for the site shall have been completed in accordance with the approved plans.
Rehabilitation shall consist of leveling, grading, landscaping or any combination thereof to
minimize potential erosion and be acceptable to the City Engineer.
B. Debris: Debris and/or contaminants shall not be used except with the approval of the City
Engineer.
"For the purpose of this Section, the term debris shall have the same meaning as the terms
"garbage, trash or junk" as defined in the Wheat Ridge Code of Laws, Section 15-4."
In no case shall debris or contaminates identified or classified as hazardous waste by local,
state or federal agencies be used as fill in any fill areas within the City of Wheat Ridge.
C. Excavation and/or fill areas shall be graded to facilitate weed control until final grades are
set and site rehabilitation and use occur (must be leveled with side slopes not to exceed 3
to 1).
Files on EnginentTotmTill Peanit.wpd
2 Rev. 04/02
5. Permit Fees*
50 cubic yards or less
51 to 100 cubic yards
101 to 1000 cubic yards
for the first 100 cy
plus for each additional 100 cy or
fraction thereof
1001 to 10,000 cubic yards for the
first 1000 cubic yards
plus, for each additional 1000 cy
or fraction thereof
10,000 cubic yards or over
. $10.00 ~
$15.00
$15.00
$5.00
$60.00
$4.45
$100.00
TOTAL $ !0 • d o
*Wheat f2idge Code of Laws Section 5-76.
All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit
applied for after cutting ar filling operations on site are in progress shall be subject to a double fee and
other penalties as prescribed by Wheat Ridge Code of Laws, Section 26-1004. Any fill requested under
this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS,
SECTION 26-801, FLOOD PLAIN ZONING ORDINANCE.
1 HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT
START THIS PROJECT UNTIL THIS APPLICATION IS APPROVED. 1 SHALL COMPLY WITH THE LAWS OF
THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY
OF WHEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF
THIS PERMIT AND COMMENCEMENT OF ENFORCEMENT PROCEEDINGS BY THE CITY OF WHEAT RIDGE.
THIS APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PERMANENTLY ON THE JOB SITE.
APPLICANT:
ApplicanYs Signature
CITY OF WHEAT RIDGE:
Cit En nee
4n&sSi e(if different than above)
3/1 Wo 3
Approval Date
Filu on EnAnentTonnTil( Permikv+pd 3 Rev. 04/02
FROM : FW( N0. : Mar. 12 2002 08:22RM P1
Arvada Fire Protection District
Division of Hro PrQVpnHon
Januaiy z, zooz
Ms. Lisa Padgett, Project Engineer
Baseline Enginccring
1658 Colc Blvd., Swtc 295
Golden, CO 80401
RE: Steve and Doug Reslty
5025/5055 Tabor St.
Dear Ms. Padgett,
Thank your far allowing ouT of$ce to review thc site plan for the praperry located at 5025/5055
Tabor St. I do apologize that we did rot receive a submital from the City of Wheet Ridge.
We do have four hems that we would need add'mpnai information if pnssible
What wi7l be the construction of the accesa roadway uuo the property. The driveway will need
to be en all-weather surface capable o£supporting the imposed loads o£56,000 !b 8re
aFParatus.
2. The access roadway wn7) need to be posted where possibte on each side, "No Parkfng Fire
Lane" with aigne that meet (:ity of Whcat Ridge Standards.
3. The cxisting 6re hydrant will be sufficient. It does not appear at this time that the building will
need to be providad with an automatic eprinkler system.
4. If the trash enclosure including doors if provided will need tu be of non cambustible
coffstruction.
If yqu have, any queations or would need airy additional 'anformatiott, please feel &ec to give me a
call at 303-463-7463.
SincerelY,
Arvada Fire Protection Dietriar
SteV-0sli det
Deputy Fire Marshal.
7300 Klpling Sttset • Arvada, Golorado 800Q5-3876 •(303) 463-7656 • Fqx (303) 422-5549
_
LAND SURVEY PLAT F
A PORTION OF LOT 19, STANDLEY HEIGHTS
POUND 3-1/4" DIAMETER ALUMINUM CAP ,M CAP LOCATED WITHIN SECTION 17, TOWNSH:~ 3 SOU~~I
QTY OF WHEAT RIDGE IN RANGE BOX pox R~~NGE ~9 WEST OF THE S~ P~CIFAL MERIDIAN
s COU1~'Y OF JEFFERSON, STATE OF COLORADO
LOT 19 DESCRIPTION:
N N
A PORTION OF lOT 19, STANDLEY HEI~ITS, RECORDED UNDER RECEPTION NO, (1318531,
LOCATED WITHIN THE SOl1THEAST QUARTER ()F SECTION 17, TOWNSHIP 3 ~IUTH, RANGE
. " 2a.oG' S9 WEST (1F THE ~XTH PRINCIPAL MEDIAN C(X1N1Y OF ,~'FERSON, STATE OF
N 411 E -----I
195.00
5'
u.
, i
1
x
r
x
(~APHIC SCALE
2D D 1D 20 W x ~ [j__ ~
O 't,
°o ~ ~K LOT ~
- OAIE: 05.17.02 X
. _ _ - ~..._M...- . _ ~ ~ _ _ ~ ri_~~. _ _ ~ ~ ~ -~,-r _ h ~
J r d3;;~ ~ si' d
LEI fp ~ ~ ~ Z O O N O O
W p N ~ ~ a z Q
x E
_
LOT l9
r
x ,Y- .
FEND 1-1 4"
NOTE: STEEL ROD
THE LOCATION OF THE StAJJTH LINE OF THIS SURVEY IS B SED UPON FOUND 5,10' 11
MONUMENTS ESTABLISHING THE NORTH LINES OF LAKEMO ~T CENTER STAGE 2 -
POWDERHORN PARK MINt~t 5UBDhASION ANO LEES SUBDI SION. FOUND i-1 2" IXAMEiER r
x ALUMINUM CAP UNREADABLE
THE EXISIING'3` DIAMETER ALUMINUM CAP L.S. 10843 MARKING THE. LOCATION NORTHEAST CORNER LOT1
OF THE NORTHWEST CORNER OF THE SOUTHEAST QUARTER t?F THE S[><11HEAST QUARTER f`~
OF SEC110N i1, CONFLICTS WITH THE PLATTED INFORMATION SHOWN ON THE ABOVE MONUMENTED SUBDIViST(~+II PLATS.
DETAIL
x SET N0, 4 REBAR NORTHWEST` CORNER OF 1NE
AND CAP IwS. 26296 SOUTHEAST QUARTER OF THE 20.00'
SOUTHEAST QUARTER, SECTION 11 °
FOUND 3" DIAMETER 5
ALUMINUM CAP L.S. 1084 681.97 •r,
FENCE LINE TYPICAL S 89"141 W 19 _ _
- - ° ° ° ~ " ~ SEE UE POINT 1 S 89122 W 1323.31
QETAIL OF BEGINNING (BASS OF BEARING) NORTNE
SOUTHE r'u
SOUTHE a LO'~ 1 FOUND
AtUMINt 1
CENTER STAGE 2
3 0
a n 1
~ ~ FOUND 3-1 4 DIAMETER ALU
° CITY OF WHEAT RIDGE IN RANI Q m
m
Q m NOlit~: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION
BASED UPON ANY OEFEGT IN THIS SURVEY WITHIN THREE YEARS YOU FIR AFTER ST
DISCOVERED SUCH DEFECT. IN NO EVENT, MAY ACTION BASEb UPON ANY DEFECT M THIS _ _ r•
SURVEY BE COMMENCED M~iE THAN lEN YEARS FR(MI THE DATE OF THE CERIIFICAt1(Hd h
SHOWN HEREON. 0
a
~
3
V
~
¢~g
~ ~y
*
r
O LLJ
co
F
y
RECEPTIUN MQ. F' 131 Ci.`~',31.
9/14/2001 13:22:49 PG: 001-002~9.00
fipGE FEE: 10.00 DOC.FEEe
kECORDED IN JEfFER50N COUNTY, COLOFR➢0
WARTLANTY DEED
THISDEED, Mazletlris 6th dayof September , 2001,
between Brent elndrew Robertson and Darcy Pee Robertson
ofllieCOUnty of JafPerson andSta4eof Colorado
gantot,and SteVe and Doug Realty, LLC, a Colorado
limited liability company
whosetegaleddxeuis 11996 Bridge Road, Golden, Co 80403
/
oftUeCOUnty o£ Je£ferson andStateof Colorado ,gxantee:
WITNLrSSETH, That the gzantor, for and in considexation of the sum of THREE HUNDRED NINETY THOUSAND
AND NO(100-------------------------------------------------------------------
DOLI.ARS.($390,000.00
the receipt and swff'iciency of which is hereby acknowledged, haz grantzd, bargained, sold and wnveyed, aad by [hese prexents
does gant, bxgaiq sell, convey md confum, wto the gantee, his heus md assigns forevec, all tlie roal property together witli
improvcments, if any, situate, lying md 6eing in the County of Jefferson , aod Stato of Colorado,
described ss followc:
That part of Lot 19, Standley Heights, described as follows: Beginning at the
Southwest corner o£ said Lot 19; thence East along the South line of said Lot
19, a distance of 924.68 Eeet to the true poir.t of beginning; thence on an
angle to the left of 89'30'30" a distance of 209.55 feet; thence on an angle
to the right of 90'29130° a distance of 195 feet to a point on the West
boundary line of Tabor Street; thence on an angle to the righC of 89'30'30"
and along the Westerly line of Tabor Street a distance of 209.55 feet to a
point on the South line of Lot 19 theace on an angle to the zight of
--Continued--
alsoknoambystreetuidnmberas 5055 Tabor Street, Wheat Ridge, CO 80033
TOGLTHIiIt with all md singulac lhe h¢editaments md appurtenance tllereunW helonging, or iu anywise appettaining, ttud
tLe reversiov and raversions, temaindec md remainde[s, reols, issues md pmFits thereoL aud all the estata, zi.g6t, fiUe, intaest,
claim and deuw¢d whaEsoever of tbe gcantox, aithec in ]aw oc equiry, of, iu and W the above bacgained premises, witll the
Lerei&taments md appuztenances.
TO 13t1VE AND TO HOLD the Seid piemises above bargained and described, wi[11 tlle appuT[enances, unto 111o simtee, liis
hcirs md usigns foievex. Md the giantor, for himselP, his heirs md peisonal representatives, doas covenant gim4 bazgaiu and
agree to an3 with the g:antee, his hefrs und assigns, that af lFie time of the enseal"vtg md detivery of these presents, Ae is well
seized of che puemises a6ove couveyed, has good, suce, perEec4 absolute and indefeasihte estxle of inliexitunce, 'vi Iaw, in
fee sunple, and has good ugbt hil1 power and lawtul authoriry to grant, bazgain, sell md convey the same in manner end form
as aforesaid. end that tlie same aze kee aDd clexr fxom all former and othcl granrs, bazgaios, sales, liens, taxes, asces:menls,
ertcumbrancas and restricliont of w6atever kind ot nature soever, ezcept for taxes for the current ycar, a licn Uut nat yct duc or
payable, easemenis, restrictions, rnsexvattons, covenants and rightso&way of record, if any.
'Ihe gcanloc shall and will WARRANT AND EOREVHR DEk'$ND the above-bargained pretnises in the quiee and peaceahle posses-
sion of ihe grantee, his heixs rued assigns, against all md cvery penou or pcrsous lawfully claiming 1he wUole oi any pa[t thcraif.
TLe singulaz oumbex shall iuclude the plural, the plural the singu2u, aod ihe use of any genda shffil be applicable to ull genders.
IN WITNESS WHN.REOF, ganlor has exec.vted this deed on the d[ s t forth a6ove.
~Brent Ancirew Robertson arcy D bertson
;
STA'FE OF COLORADO
COUNTY OF JEPFERSON
}
) ss.
)
The Coregoing inchvmenY was acknowledged before me tLis 6th day of
Brent Andrew Robertson and Darcy Dee Robertson
MyCommissionexpires: February 12, 2602 Wilness
Joni
JONI
Nt GREEN ~pT• :C
Sep x n: r1 by
OF'ec6M' r>
Slrr Commission Ex;.iras 02i 7:'.l-'QO?'
aud official seul.
Notazy Public
5055 Tabor Street
CONTINUATION OF LEGAL DE9CRIPTTON TO DBED DATED
saptember 6, 2001
90'29'30" and along the South line of said Lot 19, a distance of 195 feet to
the true point of beginning,
County of Jefferson, State of Colorado ~
~ R0 wocostsnoi
BUILDINGS
PROJECT:
02-2782
See Page 1
FOR
Doug Udick
SCOPE OF WORK
Pre-Engineered Building
DATE
07-10-02
PROFESSIONAL ENGINEER'S
STAMP
,,e~ ~,CaAR,3l~^~„~sodr
14978 ~i
p
-7.,
~ c t' .'J
°as,~'4 s ' 4T r:~i
~`~•"SiJ:¢«c¢tl'+°y
CALCULATIONS
ATY BUILDING SYSTEMSSr= Z
aos#:OZ-Z7 8 Z.
NYALL PANEL: 2 6 G A- P~
PAGE: 2 OF
ROOFPANEL: Z6 CA • PB
/
ROOFPURLINS: SPAMG: 2- g 3 " S~~"• ~O, 6D
SIZE AND LA.P: Q OC Z.57a 14 L A/0 4I- 3 /z
SAG A,YGLES:
SIDEWALLGIItTS:FRO\TSIDEtiVALL-LOCATION:
SLZE AND LAP: 2. S~ I 6 GA 3
g~2.5 LAP Z~-3
. $~Z•~G1~ I~EA~E2S
SAG ANGLES: .
LldEs 2 &4
7-4
LrNEZ&4
& ~a
Q«
BACKSIDEWALL-LOCATION: BYPnSS ~ / ~ 131
I "
SIZE AND LAP: gKZ. S~ 16 L AP 2 1 ~ 3/z &dL: S
~
2,3~4
SAG APiGLES: •
❑ GuT`rFP.S k 1>owN5 : QTY. F"Sw.❑ Q.sw,❑ .
_ . . . , . ...,>j' ..i.. _ . .
ATY BUILDING SYSTEMS • ~ ~ ~ ~
aos#: 0 Z- 27 $ Z
END~V~ TS : LEFT ENDWALL: U S/'~ 13 ; O~
gx2•S
SAG ANGLES:
PAGE: 3 OF Sl
~
RIGHTENDWALL:fL!/SR C- ! l +~1
gx2.s ~i6
SAG /u1GLES:
~ gND WALL FR4bILti G; LEFT ENX• : RAFTER ID X 2. SG I ZRIGHT ENV. : P.AF"i'£R •/O -C Z. SG I Z
COIL`iERCOL. a°~Z'SC~6 CORNERCOL.~5~2•SC~6.
TNTERIOR COL. & X Z• SG jZ' Lti I'ERfOR COL. IO K 2• SG~~
~ cAgLE EXr_ ~'LA ~/G ~ 82A
sxACmc: xooI:~ 04µc/a 8t E/A/ r ~
. smEwaix,s: 318 + GA B L c 9,0TH 51D E S
~LuMN.
. EnnNvaT.x,s: CA 6Le: o
Ew-) bI A,PN/ZA GM
USc 1/4" BA GK UtO /OLATc W/ 3l$"96 CABGE B~AC/AlC .
RE4CTION DUE TO BRACING: (TO BE SHOWN ON AH PLAN) ( REACTIOVS ARE IN K1FS)
r•xovr stiv.: (Lfv✓G
~•34K
ll.q-K
....~"_",~~-:..civ,_.~_.._...._.._._....::~_.._...:_..:_: ~ . .
HACK SW.: (DG f !~✓G~
6. 3
ll•4K
2, E w.
2.9 K
Y' 6, 3 K
a
5
70
15
20
25
30
35
40
r
ATY 22762A ATY BUILDING SYSTEM -
06-27-02 11:53:30
ATYL1-_ 2001_03_19_10
- J
ROOF DESIGN SYSTEM
MAIN BUILDING FRONT ROOF STRUCTURE DESIGN
DESIGN DATA
BUILDING WIDTH...:
BUILDING LENGTH..:
FRONT EAVE HEIGHT:
BACK EAVE HEIGAT:
FRONT ROOF SLOPE :
BACK ROOF SLOPE :
NUMBER OF BAYS...:
:
BAY SPACINGS.....
ROOF SYSTEM...... :
PANEL GAGE & TYPE:
:
PURLIN TYPE......
PURLIN SPACING :
48.00 FT.
96.00 FT.
16.00 FT.
16.00 FT.
2.00 /12.
2.00 /12.
4
24.00 24.00 24.00 24.00
SCREW DOWN
26g PBR
Z - BYPASS CONTINUOUS
1@ 2.83FT 5@ 4.10FT 1@ 1.OOFT
DESIGN CODE...... : 1986 AISI WITH 1989 ADDENDUM
BUILDING CODE.... : UBC97
EXPOSURE CODE.... : C
OPEN CONDITION : ENCLOSED
USE CATEGORY..... : 4
WIND IMP. FACTOR.: 1.00
SNOW IMP. FACTOR.: 1.00
GROUND SNOW LOAD : 42.86 PSF
ROOF
SNOW LOAD...: 30.00 PSF
LIVE
LOAD........ : 30.00 PSF
DEAD
LOAD........ : 1.00 PSF (INCLUDES PANEL WT.
)
COLLATERAL LOAD..: 0.00 PSF
WIND
VELOCITY.... : 90.00 MPH
WIND
LOAD........ : 20.74 PSF
EDGE
STRIP WIDTH : 4.80 FT.
MEAN
ROOF HEIGHT : 18.00 FT.
WIND
COEFFICIENTS AND APPLICATIONS:
TYPICAL ROOF PURLIN DESIGN
-->LINE
NUMSERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(p5f)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATIONS:
PURLIN PARTIALLY AT EAVE & INTERIOR--> LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION 20NE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATIONS:
PURLIN PARTIALLY AT PEAK & INTERIOR--> LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(pSf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATZONS:
PURLIN IN EDGE STRIP AT EAVE
LINE
NUhIDERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
4 TO 6
3 TO 3
7 TO 7
2 TO 2
,i',:
CORNER ZONE........ : -1.600
ROOF PANEL ANALYSIS
PANEL LOAD
ZONE COMB
INTERIOR DL + LL
INTERIOR DL + SL
INTERIOR DL + WL
IN EDGE DL + LL
IN EDGE DL + SL
IN EDGE DL + WL
SUPPORT MOMENT
ACTUAL ALLOW.
(FT-LB) (FT-LB)
-53.57 109.25
-53.57 109.25
77.75 129.33
-53.57 109.25
-53.57 109.25
103.73 129.33
-41.132
MID-SPAN MOMENT
ACTUAL ALLOW.
(FT-LB) (FT-LB)
39.45 97.00
39.45 97.00
-52.28 145.67
39.45 97.00
39.45 97.00
-76.38 145.67
DEFLECTIONS
ACTUAL
D_RATIO
(INCH)
0.08
611
0.08
611
0.10
511
0.06
611
0.08
611
0.16
315
K~
ATY 22782A ATY BUILDING SYSTEM
06-27-02 11:53:30
ATYL1 2001.03.19.10
- -------------------------I
ROOF DESIGN SYSTEM
MAIN BUILDING FRONT ROOF PURLIN DESIGN
TYPICAL ROOF PURLIN DESIGN (LEVELS: 4 TO 6)
D E S I G N S U M M A R Y
AVG
SPACING @ 4.
1000 FEET
-
MEMBER LAYOUT
BAY LENGTH
MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF
NO. (FT)
SIZE (FT) (FT) (FEET) SAG ANGLES
-
-
1 24.0000
BX2.SZ14 0.0000 2.1458 0.0000 18.2851 0
2 24.0000
8X2.SZ14 2.1458 2.1458 7.2217 18.9909 0
3 24.0000
8X2.SZ14 2.1458 2.1458 5.0091 16.7783 0
4 24.0000
8X2.5214 2.1458 0.0000 5.7149 24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I< " ----'---'MOMENTS-------------->1<-----DESIGN FACTORS---- >1
BAYI
SECTION
I ACTUALIALLOW.I IDISTNCEILOADI LX I LY I CB I AISI I
NO.1
SIZE
I(K-FT)I(K-FT)I RATIOI (FEET)ICASEI (FT) I(FT)IFACT.I SECT.I
" _I'_'___I_'__'I_'__'I'_____I
I
1
BX2.5214
I__" _'_I______I___" _I" '____I_
5.378 6.074 0.885 9.227 2 24.00 0.00 1.00 C3.1.1
2
BX2.SZ14
-5.496 6.074 0.905 2.146 2 24.00 5.08 1.75 C3.1.1
3
8X2.SZ14
-5.496 6.074 0.905 21.854 2 24.00 0.00 1.75 C3.1.1
4
8X2.5214
5.378 6.074 0.885 14.773 2 24.00 0.00 1.00 C3.1.1
I
I' ------SHEARS-------------->Ia- -BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI IDISTANCEILOADI
NO.1
SIZE
I(KIPS)I(KIPS)l RATIOI (FEET)ICASEI RATIOI (FEET) ICASEI
----I -I --------I ----I
----I
1
-
8X2.SZ14
I -------I ------I ------I -------I
-1.635 3.826 0.427 21.854 2 0.864 21.854 2
2
8X2.SZ14
1.410 3.826 0.369 2.146 2 0.955 2.146 2
3
8X2.SZ14
-1.410 3.826 0.369 21.854 2 0.955 21.854 2
4
8X2.SZ14
1.635 3.826 0.427 2.146 2 0.864 2.146 2
I
I< ----DEFLECTIONS'-----'-" ->I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD I
NO.1
SIZE
~(INCH) I RATIO I(FEET) I CASE I
-----I
----I
1
BX2.SZ14
- -I - -------I
1.500 192 10.199 5
2
BX2.SZ14
0.312 924 13.478 5
3
BX2.SZ14
0.312 924 10.522 5
4
BX2.SZ14
1.500 192 13.801 5
LOAD CASE L0:
1 DL
2 DL
3 DL
4 LL
5 SL
\D COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
. . .
ATY 22782A ATY BUILDING SYSTEM
06-27-02 11:53:30
ATYL1- - 2001.03.19.10
g
ROOF DESIGN SYSTEM
MAIN BUILDING FRONT ROOF PURLIN DESIGN
PURLIN PARTIALLY AT EAVE & ZNTERIOR (LEVEL: 3)
D E S I G N S U M M A R Y
AVG SPACING @ 4.1000 FEET
MEMBER
LAYOUT
BAY
LENGTA
MEMBER
LT LAP
RT LAP
INFLECTION
POINTS
N0. OF
NO.
(FT)
SIZE
(FT)
(FT)
(FEET)
SAG ANGLES
-
1
24
.0000
-
8X2.
SZ14
0.0000
2.1458
0
- -
.0000
18.2851
- - -
-
0
2
24
.0000
8X2.
SZ14
2.1456
2.1458
7
.2217
18.9909
0
3
24
.0000
8X2.
SZ14
2.1458
2.1458
5
.0091
16.7783
0
4
24
.0000
8X2.
SZ14
2.1458
0.0000
5
.7149
24.0000
0
CONTROLLING DESIGN CALCULATIONS
l<----------- MOMENTS-------------- >1<----- DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.I
IDISTNCEILOADI
LX I
LY I
CB I
AISI
NO.I
SIZE
I(K-FT)I(K-FT)l
RATIOI
(FEET)ICASEI
(FT) I
(FT)I
FACT.I
SECT.
-
----I
1
- - -
8X2.SZ14
I -------I ------I
5.376 6.074
------I
0.885
-------I -I
9.227 2
------I
24.00
-----I
0.00
-----I
1.00
C3.1.1
2
8X2.SZ14
-5.496 6.074
0.905
2.146 2
24.00
5.06
1.75
C3.1.1
3
8X2.SZ14
-5.496 6.074
0.905
21.854 2
24.00
0.00
1.75
C3.1.1
4
8X2.SZ14
5.376 6.074
0.885
14.773 2
24.00
0.00
1.00
C3.1.1
1<------------ SHEARS-------------- >I<--BENDING+SHEAR-->
BAYI
SECTION
I ACTUALIALLOW.I
IDISTNCEILOADI
IDISTANCEILOAD
NO.1
SIZE
I(KIPS)I(KIPS)I
RATI01 (FEET)ICASEI
----I -
RATIOI
-----I -
(FEET)
- -
ICASE
I
----I -
1
- - -
BX2.SZ14
I -------I ------I -
-1.635 3.826
- -I
I
0.427 21.854 2
0.864
21.854
2
2
8X2.SZ14
1.410 3.826
0.369 2.146 2
0.955
2.146
2
3
8X2.SZ14
-1.410 3.826
0.369 21.854 2
0.955
21.854
2
4
8X2.SZ14
1.635 3.626
0.427 2.146 2
0.864
2.146
2
I
I< ------------DEF
LECTIONS " " " -->I
BAYI
SECTION
I ACTUAL I DEFL.
I DISTANCE I LOAD
I
NO.I
SI2E
I (INCH)IRATIO
(FEET) I CASE
I
I
~
- I
1
-
8X2.SZ14
-I -
1.500 192
----------I -
10.199 5
2
8X2.SZ14
0.312 924
13.478 5
3
BX2.SZ14
0.312 924
10.522 5
4
8X2.5214
1.500 192
13.601 5
LOAD CASE LO;
1 DL
2 DL
3 DL
4 LL
5 SL
1D COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
ATY BUILDING SYSTEM
ATY 22782A ,
06-27-02 11:53:30
ATYL1 2001.03.19.10 a
- ~
ROOF DESIGN SYSTEM
MAIN BUILDING FRONT ROOF PURLIN DESIGN
PURLIN PP.RTIALLY AT PEAK & INTERIOR (LEVEL: 7)
D E S I G N S U M M A R Y
AVG SPACING @ 3.0500 FEET
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 24.0000
2 24.0000
3 24.0000
4 24.0000
MEMBER
SIZE
BX2-SZ16
8X2.SZ16
BX2.SZ16
8X2.SZ16
LT LAP RT LAP
(FT) (FT)
0.0000 2.1456
2.1458 2.1458
2.1458 2.1456
2.1456 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
-
0.0000 18.2851 0
7.2217 18.9909 0
5.0091 16.7783 0
5.7149 24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I------------ MOMENTS-------------- >I< '--'-DESIGN FACTORS---- >
BAYI
SECTION
~ ACTUALIALLOW.1 IDISTNCEILOADI
LX I
LY I CB I AISI
SIZE
RATIOI(FEET)ICASEI
~(K-FT)I(K-FT)I
(FT) I
(FT)IFACT.1 SECT.
NO.1
- -----I ---'I -
-----I
-----I -----I
1
SZ16
8X2
-
1 - - - I - I - I
4.014 4.836 0.830 9.227 2
24.00
0.00 1.00 C3.1.1
2
.
8X2.5216
-4.102 4.833 0.849 2.146 2
24.00
5.08 1.75 C3.1.2
3
8X2.SZ16
-4.102 4.833 0.849 21.854 2
24.00
5.08 1.75 C3.1.2
4
8X2.SZ16
4.014 4.836 0.830 14.773 2
24-00
0.00 1.00 C3.1.1
I
I< SHEARS ----->I'---BENDING+SHEP12-->I
gAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
IDISTANCEILOADI
SIZE
RATIOI (FEET)ICASEI
I (KIPS)I(KIPS)I
RATIOI
(FEET) ICASEJ
NO.1
- I I I
I
I I
- I -
1
- -
8X2.SZ16
-
I - I I
-1.220 2.284 0.534 21.854 2
0.884
21.854 2
y
SX2.SZ16
1.052 2.284 0.461 2.146 2
0.932
2.146 2
3
8X2.SZ16
-1.052 2.284 0.461 21.854 2
0.932
21.854 2
4
BX2.SZ16
1.220 2.284 0.534 2.146 2
0.884
2.146 2
I
I < DEFLECTIONS----------- > I
gAYI
SECTION
I ACTUAL I DEFL. ~ DISTANCE ~ LOAD
I
NO.1
SIZE
I(INCH) ~ RATIO I(FEET) ~ CASE
~
- ~
- I -
1
8X2.SZ16
- I
1.322 218 10.199 5
2
8X2.SZ16
0.275 1049 13.478 5
3
8X2.SZ16
0.275 1049 10.522 5
4
8X2.SZ16
1.322 218 13.801 5
LOAD CASE LOAD COMBINATION
- -
1 DL + LL
2 DL + SL
3 DL + WL (UPLIFT)
4 LL (DEFLECTION)
5 SL (DEFLECTION)
22782p ATY BUILDING SYSTEM
ATY
,06-27-02 11:53:30
ATYL1 2001.03.19.10
- - - -
ROOF DESIGN SYSTEM
MAIN BUILDING FRONT ROOF PURLIN DESIGN
PURLIN IN EDGE STRIP AT EAVE (LEVEL: 2)
D E S I G N S U M M A R Y
AVG SPACING @ 3.4650 FEET
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 24.0000
2 24.0000
3 24.0000
4 24.0000
MEMBER
SIZE
8X2.SZ16
8X2.SZ16
BX2.SZ16
8X2.SZ16
INFLECTION POINTS
(FEET)
0.0000 18.0638
7.5115 18.8996
5.1004 16.4885
5.9162 24.0000
CONTROLLING DESIGN CALCULATIONS
I O
NO. OF
SAG ANGLES
------0
0
0
0
I
I< MOMENTS-------------- >I< -----DESIGN
FACTORS---- >
BAYI
SECTION
~ ACTUALIALLOW.1
IDISTNCEILOADI
LX I
LY I
CB I
AISI
NO.1
SIZE
~(K-FT)I(K-FT)I
(FEET)ICASEI
RATIOI
---I - --I
(FT) I
- I
(FT)I
-----I
FACT.1
-----I
SECT.
-
-I -
1
-
9X2.5Z16
-I -------I ------I
4.443 4.836
-
-----I
-
0.919 9.215 2
24.00
0.00
1.00
C3.1.1
2
BX2.5Z16
-4.007 4.836
0.829 0.000 2
24.00
0.00
1.00
C3.1.1
3
BX2.5Z16
-4.007 4.836
0.829 24.000 2
24.00
0.00
1.75
C3.1.1
4
BX2.5Z16
4.443 4.936
0.919 14.765 2
24.00
0.00
1.00
C3.1.1
BAYI SECTION
NO.1 SIZE
1 I 8X2 SZ16
2 SX2.SZ16
3 8X2.SZ16
4 8X2.SZ16
gAYI SECTION
NO.j SIZE
-
1 8X2.SZ16
2 BX2.SZ16
3 8X2.SZ16
4 8X2.SZ16
< SH
ACTUALIALLOW.1
(KIPS)I(KIPS)I
- -----I ------1
-1.284 2.284
1.093 2.284
-1.093 2.284
1.264 2.284
LT LAP RT LAP
(FT) (FT)
0.0000 3.1458
3.1458 3.1456
3.1458 3.1459
3.1458 0.0000
EARS-------------- >
IDISTNCEILOAD
RATIOI (FEET)ICASE
I I
0.562 20.854 2
0.479 3.146 2
0.479 20.854 2
0.562 3.146 2
<---BENDING+SHEAR-->
IDISTANCEILOAD
RATIOI (FEET) ICASE
I --------I
0.844 9.215 2
0.826 3.146 2
0.826 20.854 2
0.844 14.785 2
< - --------DEFLECTIONS----- -
ACTUAL 1
DEFL.
I DISTANCE ~
LOAD
(INCH)
l
RATIO
~(FEET) I
CASE
-
-------I
1.455
198
10.185
5
0.275
1046
13.476
5
0.275
1046
10.524
5
1.455
198
13.815
5
LOAD CASE LOAD COMBINATION
1 DL + LL
2 DL + SL
3 DL + WL (UPLZFT)
4 LL (DEFLECTION)
5 SL (DEFLECTION)
ATY 22782A ATY BUZLDING SYSTEM
06-27-02 11:53:30
ATYL1______ 2001.03.19.10 rI
I1
ROOF DESIGN SYSTEM
MAIN BUILDING BACK ROOF STRUCTURE DESZGN
DESIGN DATA
BUILDING WIDTH...:
BUILDING LENGTH..:
FRONT EAVE HEIGHT:
BACK EAVE HEIGHT:
FRONT ROOF SLOPE :
BACK ROOF SLOPE :
NUMBER OF BAYS...:
BAY SPACINGS.....
:
48.00 FT.
96.00 FT.
16.00 FT.
16.00 FT.
2.00 /12.
2.00 /12.
4
24.00 24.00 24.00 24.00
ROOF SYSTEM...... : SCREW DOWN
PANEL GAGE & TYPE: 26g PBR
PURLIN TYPE...... : Z- BYPASS CONTINUOUS
PURLIN SPACING : 1@ 2.83FT 59 4.10FT 1@ 1.00FT
DESIGN CODE...... :
BUILDING CODE.... :
EXPOSURE CODE.... :
OPEN CONDITION :
USE CATEGORY..... :
WIND IMP. FACTOR.:
SNOW IMP. FACTOR.:
1986 AISI WITH 1989 ADDENDUM
UBC97
C
ENCLOSED
4
1.00
1.00
GROUND SNOW LOAD : 42.86 PSF
ROOF
SNOW LOAD...: 30.00 PSF
LIVE
LOAD........ : 30.00 PSF
DEAD
LOAD........ : 1.00 PSF (INCLUDES PANEL WT.
)
COLLATERAL LOAD..: 0.00 PSF
WIND
VELOCITY.... : 90.00 MPH
WIND
LOAD........ : 20.74 PSF
EDGE
STRIP WIDTH : 4.80 FT.
MEAN
ROOF HEIGHT : 18.00 FT.
WIND
COEFFZCIENTS AND APPLICATIONS:
TYPICAL ROOF PURLIN DESIGN
LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATIONS:
PURLIN PARTIALLY AT EAVE & INTERIOR--> LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATIONS:
PURLIN PARTIALLY AT PEAK & INTERIOR--> LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
CORNER ZONE........ : -1.800
-41.132
WIND
COEFFICIENTS AND APPLICATIONS:
PURLIN IN EDGE STRIP AT EAVE
LINE
NUMBERS:
TRIB. AREA...: 192.000 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq
W(psf)
INTERIOR ZONE...... : -1.000
-22.851
RAKES,EAVES,RIDGES.: -1.800
-41.132
4 TO 6
3 TO 3
7 TO 7
2 TO 2
CORNER 20NE........ : -1.800
ROOF PANEL ANALYSIS
PANEL LOAD
ZONE COMB
INTERIOR DL + LL
INTERIOR DL + SL
INTERIOR DL + WL
IN EDGE DL + LL
IN EDGE DL + SL
IN EDGE DL + WL
SUPPORT MOMENT
ACTUAL ALLOW.
(FT-LB) (FT-LB)
-53.57 109.25
-53.57 109.25
77.75 129.33
-53.57 109.25
-53.57 109.25
103.73 129.33
-41.132
MID-SPAN MOMENT
ACTUAL ALLOW.
(FT-LB) (FT-LB)
39.45 97.00
39.45 97.00
-52.28 145.67
39.45 97.00
39.45 97.00
-76.36 145.67
I ~
DEFLECTIONS
ACTUAL
D_RATIO
(INCH)
0.08
611
0.08
611
0.10
511
0.08
611
0.08
611
0.16
315
ATY 22782A
06-27-02 11:53:30
ATY BUILDING SYSTEM
ATYL1 2001.03_19_10
- -
ROOF DESIGN SYSTEM
MAIN BUILDING BACK ROOF PURLIN DESIGN
TYPICAL ROOF PURLIN DESIGN (LEVELS: 4 TO 6)
D E S I G N S U M M A R Y
AVG
SPACING @ 4.
1000 FEET
- -
MEMBER LAYOUT
BAY LENGTH
MEMBER LT LAP RT LAP INFLECTION
POINTS NO. OF
NO. (FT)
SIZE (FT) (FT) (FEET)
SAG ANGLES
'
_
1 24.0000
8X2.SZ14 0.0000 2.1458 0.0000
18.2851 0
2 24.0000
8X2.5Z14 2.1458. 2.1458 7.2217
18.9909 0
3 24.0000
8X2.SZ14 2.1458 2.1458 5.0091
16.7783 0
4 24.0000
8X2.SZ14 2.1458 0.0000 5.7149
24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >1<-----
DESIGN FACTORS---- >1
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI LX
I LY I CB I AISI I
NO.I
SIZE
(FEET)ICASEI (FT)
I(K-FT)I(K-FT)i RATIOI
----I - -
I(FT)IFACT.1 SECT.1
I -----I -I -----I
----I
1
8X2.SZ14
-
-I -------I - I - - ---I ------I
5.378 6.074 0.895 9.227 2 24.00
0.00 1.00 C3.1.1
2
BX2.SZ14
-5.496 6.074 0.905 2.146 2 24.00
5.08 1.75 C3.1.1
3
8X2.SZ14
-5.496 6.074 0.905 21.654 2 24.00
0.00 1.75 C3.1.1
4
8X2.SZ14
5.378 6.074 0.885 14.773 2 24.00
0.00 1.00 C3.1.1
I
I< SAEARS-------------- >I< ___BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
I(KIPS)I(KIPS)l RATIOI (FEET)ICASEI RATIO
I I
I (FEET) ICASEI
I I I
I
1
BX2.SZ14
- I I I I -
-1.635 3.826 0.427 21.854 2 0.864
21.854 2
2
8X2.SZ14
1.410 3.826 0.369 2.146 2 0.955
2.146 2
3
8X2.5Z14
-1.410 3.826 0.369 21.854 2 0.955
21.854 2
4
8X2.SZ14
1.635 3.826 0.427 2.146 2 0.864
2.146 2
I
I< ` '--'----DEFLECTIONS-- " '-----'>I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD I
NO.I
SIZE
I(INCH) I RATIO I(FEET) I CASE I
'_'_'____I'__'__I
I
1
8X2.SZ14
- I------- 'I " _______I_
1.500 192 10.199 5
2
8X2.SZ14
0.312 924 13.478 5
3
BX2.SZ14
0.312 924 10.522 5
4
8X2.SZ14
1.500 192 13.801 5
LOAD CASE LO;
1 DL
2 DL
3 DL
4 LL
5 SL
kD COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
13
ATY 22782A ATY BUILDING SYSTEM
06-27-02 11:53:30
ATYL1 2001.03.19.10
I
ROOF DESIGN SYSTEM
MAIN BUILDING BACK ROOF PURLIN DESIGN
PURLIN PARTIALLY AT EAVE & INTERIOR (LEVEL: 3)
D E S I G N S U M M A R Y
AVG SPACING @ 4.1000 FEET
- -
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 24.0000
2 24.0000
3 24.0000
4 24.0000
MEMBER
SIZE
BX2.SZ14
BX2.SZ14
8X2.5Z14
8X2.SZ14
LT LAP RT LAP
(FT) (FT)
0.0000 2.1458
2.1458 2.1458
2.1458 2.1458
2.1458 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
0.0000 18.2851 0
7.2217 18.9909 0
5.0091 16.7783 0
5.7149 24.0000 0
CONTROLLING DESIGN CALCULATIONS
MOMENTS-------------- >1<----- DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
LX I
LY I CB I AISI
NO.1
SIZE
I(K-FT)I(K-FT)l RATIOI (FEET)ICASEI
I -
-
(FT)-j
I
-(FT)jFACT.j SECT.
I I
- I -
1
- -
8X2.5Z14
I I - - - - I - - I
I
5.378 6.074 0.865 9.227 2
24.00
0.00 1.00 C3.1.1
2
8X2.SZ14
-5.496 6.074 0.905 2-146 2
24.00
5.09 1.75 C3.1.1
3
8X2.SZ14
-5.496 6.074 0.905 21.854 2
24.00
0.00 1.75 C3.1.1
4
8X2.SZ14
5.378 6.074 0.885 14.773 2
24.00
0.00 1.00 C3.1.1
I
I< - -'--------SHEARS----------- - ->I< ---BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
I (KIPS)I(KIPS)l RATIOI (FEET)ICASEI
I I
RATIOI
I
(FEET) ICASEI
I I
- I -
1
8X2.SZ14
- I I I I
-1.635 3.826 0.427 21.854 2
0.864
21.654 2
2
8X2.SZ14
1.410 3.826 0.369 2.146 2
0.955
2.146 2
3
8X2.SZ14
-1.410 3.826 0.369 21.854 2
0.955
21.854 2
4
8X2.SZ14
1.635 3.826 0.427 2.146 2
0.864
2.146 2
I
I< DEFLECTIONS----------- >I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD
I
NO.I
SIZE
I (INCH)
I RATIO I (FEET)- -I CASE
---I
I
-I -
1
- -
BX2.5Z14
-
'I - ---I
1.500 192 10.199 5
2
8X2.SZ14
0.312 924 13.478 5
3
8X2.SZ14
0.312 924 10.522 5
4
8X2.SZ14
1.500 192 13.801 5
LOAD CASE LO;
1 DL
2 DL
3 DL
4 LL
5 SL
0 COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
ATY 22782A ATY BUILDING SYSTEM
06-27-02 11:53:30 ~
ATYL1 2001.03.19.10 I
- - - -
ROOF DESIGN SYSTEM
MAIN BUILDING BACK ROOF PURLIN DESIGN
PURLIN PARTIALLY AT PEAK & INTERIOR (LEVEL: 7)
D E S I G N S U M M A R Y
AVG SPACING @ 3.0500 FEET
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 24.0000
2 24.0000
3 24.0000
4 24.0000
MEMBER
SIZE
8X2.SZ16
8X2.SZ16
8X2.SZ16
BX2.SZ16
LT LAP RT LAP
(FT) (FT)
0.0000 2.1458
2.1458 2.1458
2.1458 2.1458
2.1458 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
0.0000 18.2851 0
7.2217 18.9909 0
5.0091 16.7783 0
5.7149 24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I'----------- MOMENTS-------------- >I< "-"--DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
LX I LY I CB I AISI
NO.1
SIZE
~(R-FT)I(K-FT)l RATIO1 (FEET)ICASEI
-
(FT) I (FT)IFACT.1 SECT.
- 1-- - -1-----1------
1
-
8X2.SZ16
-I I I - -I - -
I
4.014 4.836 0.830 9.227 2
24.00 0.00 1.00 C3.1.1
2
SX2.SZ16
-4.102 4.633 0.849 2.146 2
24.00 5.08 1.75 C3.1.2
3
8X2.SZ16
-4.102 4.833 0.849 21.854 2
24.00 5.08 1.75 C3.1.2
4
8X2.SZ16
4.014 4.836 0.830 14.773 2
24.00 0.00 1.00 C3.1.1
I
I< - -------SHEARS-------- - ---->I< ---BENDING+SHEAR-->I
SAYI
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
RATIOI (FEET)ICASEI
I(KIPS)I(KIPS)I
- -I ----I
RATIOI-(FEET)-ICASEI
------I - I ----I
-I -
1
-
8X2.SZ16
-
-I - - -I ---'--I -----I
-1.220 2.284 0.534 21.854 2
0.884 21.854 2
2
8X2.5Z16
1.052 2.284 0.461 2.146 2
0.932 2.146 2
3
8X2.SZ16
-1.052 2.284 0.461 21.954 2
0.932 21.854 2
4
8X2.SZ16
1.220 2.284 0.534 2.146 2
0.884 2.146 2
I
I'"---------"DEFLECTIONS----------->I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD
I
NO.1
SIZE
l RATIO I(FEET)--I CASE
I (INCH)
-------I
I
-I -
1
-
8X2.SZ16
-
-I -------I
1.322 218 10.199 5
2
8X2.5Z16
0.275 1049 13.478 5
3
8X2.SZ16
0.275 1049 10.522 5
4
8X2.SZ16
1.322 218 13.801 5
LOAD CASE LO~
1 DL
2 DL
3 DL
4 LL
5 SL
\D COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
ATY
22782A
ATY BUILDING SYSTEM
06-27-02
11:53:31
ATYL1
2001.03.19.10
' 10
-
ROOF DESIGN SYSTEM
MAIN BUILDING BACK ROOF PURLIN
DESIGN
PURLIN IN EDGE STRIP AT EAVE
(LEVEL: 2)
D E S I G N S U M M A
R Y
AVG SPACING
-
@ 3.4650 FEET
BAY LENGTH MEMBER
NO. (FT) SIZE
1 24.0000 8X2.5Z16
2 24.0000 BX2.5Z16
3 24.0000 8X2.5Z16
4 24.0000 8X2.5Z16
MEMBER LAYOUT
LT LAP RT LAP
(FT) (FT)
0.0000 3.1458
3.1458 3.1458
3.1458 3.1458
3.1458 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
-
0.0000 16.0838 0
7.5115 18.8996 0
5.1004 16.4885 0
5.9162 24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >1<----- DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.I
IDISTNCEILOADI
LX I LY I CB I AISI
NO.1
SIZE
~(K-FT)I(K-FT)i
RATIOI (FEET)ICASEI
-------I ----I
-
(FT) I(FT)IFACT.1 SECT.
------I - - --I -----I
-I -
1
-
SX2.5Z16
- -I ------I
4.443 4.836
I
0.919 9.215 2
24.00 0.00 1.00 C3.1.1
2
8X2.SZ16
-4.007 4.836
0.829 0.000 2
24.00 0.00 1.00 C3.1.1
3
BX2.SZ16
-4.007 4.836
0.829 24.000 2
24.00 0.00 1.75 C3.1.1
4
8X2.SZ16
4.443 4.836
0.919 14.785 2
24.00 0.00 1.00 C3.1.1
I
I< SHEARS-------------- >I< ___BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.I
IDISTNCEILOADI
IDISTANCEILOADI
NO.I
SIZE
I(KIPS)I(KIPS)l
RATIOI (FEET)ICASEI
-------I ----I
RATIOI-(FEET)-ICASEI
------I ------I - - -I
----I -
1
8X2.SZ16
-I -------I - I
-1.284 2.284
------I
0.562 20.854 2
0.844 9.215 2
2
BX2.SZ16
1.093 2.264
0.479 3.146 2
0.826 3.146 2
3
8X2.SZ16
-1.093 2.264
0.479 20.654 2
0.826 20.854 2
4
8X2.5216
1.284 2.284
0.562 3.146 2
0.644 14.785 2
DEFLECTIONS----------- >
BAY
SECTION
I ACTUAL I
DEFL.
~ DISTANCE
~ LOAD
NO.I
SIZE
I (INCH)
l
RATIO
I(FEET)
~ CASE
- I -
1
- -
8X2.SZ16
-
I - - I
1.455
198
10.185
5
2
8X2.SZ16
0.275
1046
13.476
5
3
BX2.SZ16
0.275
1046
10.524
5
4
BX2.SZ16
1.455
198
13.815
5
LOAD CASE L0:
1 DL
2 DL
3 DL
4 LL
5 SL
1D COMBINATION
+ LL
+ SL
+ WL (UPLIFT)
(DEFLECTION)
(DEFLECTION)
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03.19.10 ~
- - I
STDEWALL DESIGN SYSTEM
MAIN BUILDING FRONT SIDEWALL STRUCTURE DESIGN
BUILDING LENGTH (FT)..:
96.
00
FRONT SW HEIGHT (FT)..=
16.
00
BACK SW HEIGHT (FT)..:
16.
00
NO. OF BAYS........... :
4
BAY SPACINGS (FT)..... :
24.
00 24.00
24.00 24.00
DESIGN CODE........... :
1986
AISI WITH
1989 ADDENDUM
BUILDING CODE......... :
UBC9
7
EXPOSURE CODE......... :
C
OPEN CONDITION........ :
ENCLOSED
USE CATEGORY.......... :
4
WIND IMP. FACTOR...... :
1.00
WIND VELOCITY (MPH)...:
90.
00
WIND LOAD (PSF)....... :
20.
74
EDGE STRIP WIDTH (FT).:
4.
80
MEAN ROOF HEIGHT (FT).:
18.
00
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 1
ELEVATION.... : 7
.333
FT.
TRIB. AREA...: 192
.000
SQ.FT
FACTOR, Ce...: 1
.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE
0.900
20.566
INT. ZONE SUCTION.
-0.900
-20.566
COR. ZONE PRESSURE
0.900
20.566
COR. ZONE SUCTION.
-0.900
-20.566
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 2
ELEVATION.... : 13
.000
FT.
TRIB. AREA...: 192
.000
SQ.FT
FACTOR, Ce...: 1
.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE
0.900
20.566
INT. ZONE SUCTION.
-0.900
-20.566
COR. ZONE PRESSURE
0.900
20.566
COR. ZONE SUCTION.
-0.900
-20.566
PANEL GAGE & TYPE..... : 269 R
GIRT TYPE
:
GIRT DEPTH (IN).......
:
N0. OF GIRT LEVELS....
:
GIRT SPACES (FT)......
Z-BYPASS CONTINUOUS
8.00
2
7.333 13.000
BASE TYPE BASE ANGLE
NO. OF OPENING........ : 1
DIST. FROM EW #1 WIDTH HEIGHT SILL HT.
(FT) (FT) (FT) (FT)
50.00 16.00 14.00 0.00
WALL PANEL ANALYSIS. PANEL TYPE: R GAGE: 26
PANEL BASE TOP LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS
ZONE ELV. ELV. COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL RATIO
(FT) (FT) (FT-LB) (FT-LB) (FT-LB) (FT-LB) (INCH)
INTERIOR 0.00 15.83 WIND SU 138.81 206.93 -114.68 145.67 0.77 114
INTERIOR 0.00 15.63 WIND PR -138.81 145.67 114.68 206.93 0.77 114
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03.19.10 14
V
SIDEWALL DESIGN SYSTEM
MAIN BUILDING FRONT SIDEWALL GIRT DESIGN
GIRT LEVEL 1 OF 2 ELEVATION 7.33'
D E S I G N S U M M A R Y
AVG S
PACING Q 6.
5000 FEET
- -
MEMBER LAYOUT
B
AY LENGTH
MEMBER LT LAP RT LAP INFLECTION POINTS NO. OF
N
O. (FT)
SIZE (FT) (FT) (FEET) SAG ANGLES
"
1 24.0000
8X2.SZ16 0.0000 3.1458 0.0000 17.0654 0
2 24.0000
BX2.SZ16 3.1458 0.0000 6.9352 24.0000 0
3 2.0000
8X2.SZ16 0.0000 0.0000 0.0000 2.0000 0
4 6.0000
8X2.SZ16 0.0000 3.1458 0.0000 6.0000 0
5 24.0000
BX2.SZ16 3.1458 0.0000 6.0166 24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >I< -'--'DESIGN FACTORS---- >1
BAYI
SECTION
I ACTUALJALLOW.j IDISTNCEILOADI LX I LY I CB I AISI ~
NO.1
SIZE
RATIOj (FEET)ICASE1 (FT) I (FT)IFACT.1 SECT.1
I (K-FT)j(K-FT)j
-I -------I ----I ------I -----I -----I ------I
-I -
1
8X2.5Z16
-
I - - ----I - - ---I
-5.561 6.448 0.862 24.000 2 24.00 0.00 1.00 C3.1.1
2
SX2.5Z16
-5.561 6.448 0.862 0.000 2 24.00 0.00 1.00 C3.1.1
3
BX2.SZ16
0.086 6.448 0.014 1.000 2 2-00 0.00 1.00 C3.1.1
4
BX2.SZ16
-4.789 6.448 0.743 6.000 2 6.00 0.00 1.75 C3.1.1
5
9X2.SZ16
5.403 6.448 0.838 14.765 2 24.00 0.00 1.00 C3.1.1
I
I'------------ SHEARS-------------- >I' - -BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.I IDISTNCEILOADI IDISTANCEJLOADI
NO.I
SIZE
I (KIPS)I(KIPS)I RATIOI-(FEET)ICASEI RATIOI (FEET)-ICASEI
- I ------I ----I ------I ----'--I ----I
-
1
8X2.5Z16
I -------I ------I
-1.657 3.046 0.544 20.854 2 0.966 20.854 2
2
8X2.SZ16
1.647 3.046 0.541 3.146 2 0.963 3.146 2
3
9X2.SZ16
0.177 3.046 0.058 0.000 2 0.003 0.000 2
4
8X2.SZ16
-1.585 3.046 0.520 2.854 2 0.628 2.854 2
5
8X2.SZ16
1.596 3.046 0.524 3.146 2 0.702 14.785 2
I
I~------------ DEFLECTIONS----------- >I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD I
NO.1
SIZE
I (INCH) I RATIO I (FEET) I CASE I
I I ~
- I
1
8X2.SZ16
- I I
1.500 192 9.700 2
2
8X2.5216
1.499 192 14.300 2
3
8X2.SZ16
0.000 86066 1.000 2
4
8X2.SZ16
-0.091 791 3.217 2
5
8X2.SZ16
1.857 155 13.615 2
LOAD
CASE LOAD
"
COMBINATION
1
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03_19.10
- - 1
SIDEWALL DESIGN SYSTEM
MAIN BUILDING FRONT SIDEWALL GIRT DESIGN
GZRT LEVEL 2 OF 2 ELEVATION 13.00'
D E S I G N S U M M A R Y
AVG SPACING @ 4.2502 FEET
MEMBER LAYOUT
BAY LENGTH
MEMBER LT LAP RT LAP INFLECTION
POINTS NO. OF
-
NO. (FT)
SIZE (FT) (FT) (FEET)
-
SAG ANGLES
1 24.0000
8X2.SZ16 0.0000 1.1458 0.0000
17.6014 0
2 24.0000
8X2.SZ16 1.1458 0.0000 6.3988
24.0000 0
3 2.0000
8X2.SZ16 0.0000 0.0000 0.0000
2.0000 0
4 6.0000
BX2.SZ16 0.0000 1.1458 0.0000
6.0000 0
5 24.0000
BX2.SZ16 1.1458 0.0000 5.4069
24.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I< '"-MOMENTS- - ---->1a-----
DESIGN FACTORS---- >1
BAYI
SECTION
I ACTUALIALLOW.] IDISTNCEILOADI LX
I LY I CB I AISI I
NO.1
SIZE
I (K-FT)I(K-FT)l RATIOI (FEET)ICASEI (FT)
I (FT)IFACT. SECT.1
I
----I
1
8X2.5216
I - ---I - ----I ------I - --I ----I
-5.245 6.393 0.620 22.854 2 24.00
I -----I
- -I
5.25 1.75 C3.1.2
2
BX2.SZ16
-5.245 6.393 0.820 1.146 2 24.00
5.25 1.75 C3.1.2
3
8X2.SZ16
0.058 6.448 0.009 1.000 2 2.00
0.00 1.00 C3.1.1
4
8X2.SZ16
-4.277 6.448 0.663 4.854 2 6.00
0.00 1.75 C3.1.1
5
8X2.SZ16
-4.255 6.448 0.660 1.146 2 24.00
4.26 1.75 C3.1.1
I<------------ SAEARS______________>I< ___BENDING+SHEAR-->I
BAY
SECTION
I ACTUALIALLOW.1 IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
(FEET)ICASEI RATIO
I (KIPS)I(KIPS)I RATIOI
I (FEET) ICASEI
----I
1
8X2.SZ16
-
I -------I ------I ------I 1----~------
-1.228 3.046 0.403 22.854 2 0.624
--------I ----I
22.854 2
2
8X2.SZ16
1.228 3.046 0.403 1.146 2 0.624
1.146 2
3
8X2.5Z16
0.117 3.046 0.038 0.000 2 0.001
0.000 2
4
8X2.SZ16
-1.152 3.046 0.378 4.854 2 0.583
4.854 2
5
8X2.SZ16
1.184 3.046 0.389 1.146 2 0.587
1.146 2
(
I< DEFLECTIONS----------- >I
BAYI
SECTION
I ACTUAL I DEFL. I DISTANCE I LOAD I
NO.1
SIZE
I(INCH) I RATIO I(FEET) I CASE I
----I
1
8X2.SZ16
I --------I ---------I '---------I
1.090 264 9.725 2
2
8X2.SZ16
1.089 264 14.275 2
3
8X2.SZ16
0.000 99999 1.000 2
4
8X2.SZ16
-0.079 917 3.398 2
5
8X2.SZ16
1.351 213 13.769 2
LOAD
CASE LOAD
-
COMBINATION
1
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03.19.10 ^ O
- -
SIDEWALL DESIGN SYSTEM
MAIN BUILDING BACK SIDEWALL STRUCTURE DESIGN **i;*
BUILDING LENGTH (FT)..: 96.00
FRONT SW HEIGHT (FT)..: 16.00
BACK SW HEIGHT (FT)..: 16.00
NO. OF BAYS........... : 4
BAY SPACINGS (FT)..... : 24.00 24.00 24.00 24.00
DESIGN CODE.....
BUILDING CODE...
EXPOSURE CODE...
OPEN CONDITION..
USE CATEGORY....
WIND IMP. FACTOR
1986 AISI WITH 1989 ADDENDUM
UBC97
C
ENCLOSED
4
1.00
WIND VELOCITY (MPI-I)...: 90.00
WIND LOAD (PSF)....... : 20.74
EDGE STRIP WIDTH (FT).: 4.80
MEAN ROOF HEIGHT (FT).: 18.00
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NOMBER: 1
ELEVATION : 7.333 FT.
TRZB. AREA...: 26.000 SQ.FT
FACTOR, CE...: 1.102
LOCATION ZONE Cq W(psf)
INT. ZONE PRESSURE.: 1.147 26.203
INT. ZONE SUCTION..: -1.147 -26.203
COR. ZONE PRESSURE.: 1.147 26.203
COR. ZONE SUCTION..: -1.356 -31.027
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 2
ELEVATION.... : 13.000 FT.
TRIB. AREA...: 17.001 SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE Cq W(psf)
INT. ZONE PRESSURE.: 1.177 26.868
INT. ZONE SUCTION..: -1.177 -26.888
COR. ZONE PRESSURE.: 1.177 26.888
COR. ZONE SUCTION..: -1.438 -32.855
PANEL GAGE & TYPE..... : 26g R
GIRT TYPE Z-BYPASS CONTINUOUS
GIRT DEPTH (IN)....... : 8.00
NO. OF GIRT LEVELS.... : 2
GIRT SPACES (FT)...... : 7.333 13.000
BASE TYPE BASE ANGLE
NO. OF OPENING........ : 3
DIST. FROM EW #1 WIDTH HEIGHT SILL HT.
(FT) (FT) (ET) (FT)
4.00 16.00 14.00 0.00
52.00 16.00 14.00 0.00
78.00 14.00 14.00 0.00
WALL PANEL ANALYSIS. PANEL TYPE: R GAGE: 26
PANEL BASE TOP LOAD SUPPORT MOMENT MID-SPAN MOMENT DEFLECTIONS
ZONE ELV. ELV. COMB ACTUAL ALLOW. ACTUAL ALLOW. ACTUAL RATIO
- (FT) (FT) (FT-LB) (FT-LB) (FT-LB) (FT-LB) (INCA)
INTERIOR 0.00 15.83 WIND SU 138.81 206.93 -114.68 145.67 0.77 114
INTERIOR 0.00 15.83 WIND PR -138.61 145.67 114.66 206.93 0.77 114
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03.19.10
- - - - -
SIDEWALL DESIGN SYSTEM
MAIN BUILDING BACK SIDEWALL GIRT DESIGN
GIRT LEVEL 1 OF 2 ELEVATION 7.33'
D E S I G N
S U M M A R Y
AVG
SPACING @ 6.5000 FEET
MEMBER LAYOUT
BAY LENGTH
MEMBER LT LAP
RT LAP INFLECTION POINTS NO. OF
NO. (FT)
SIZE (FT)
(FT) (FEET)
SAG ANGLES
-
1 4.0000
8X2.SZ16 0.0000
0.0000 0.0000
4.0000 0
2 6.0000
8X2.SZ16 0.0000
1.1458 4.5547
6.0000 0
3 4.0000
BX2.SZ16 1.1458
0.0000 2.0857
4.0000 0
4 4.0000
8X2.SZ16 0.0000
1.1458 0.0000
4.0000 0
5 24.0000
BX2.SZ16 1.1458
1.1458 4.8762 1
9.1238 0
6 4.0000
8X2.SZ16 1.1458
0.0000 0.0000
4.0000 0
7 4.0000
8X2.SZ16 0.0000
0.0000 0.0000
4.0000 0
CONTROLLING DESIGN CALCULATIONS
I
-
I~----------'MOMENTS-------------->I'-""--DESIGN FACTORS---- >1
BAY1
SECTION
I ACTUALIALLOW.1 I
DISTNCEILOADI LX
I LY I CB I AISI ~
SIZE
RATIOj
~(K-FT)I(K-FT)j
(FEET)ICASE1 (FT)
I (FT)IFACT.I SECT.1
NO.1
-------I ---'1
I - ---I -~------I
-I
1
8X2.SZ16
-
----I ------I -----I
-0.403 6.362 0.063
2.000 1 4.00
4.00 1.00 C3.1.2
2
BX2.SZ16
-0.425 6.150 0.069
2.306 1 6.00
4.55 1.00 C3.1.2
3
8X2.SZ16
-0.392 6.448 0.059
0.000 2 4.00
0.00 1.00 C3.1.1
4
8X2.SZ16
-4.166 6.446 0.646
2.854 2 4.00
0.00 1.75 C3.1.1
5
8X2.SZ16
-4.479 6.449 0.695
1.146 2 24.00
3.73 1.75 C3.1.1
6
9X2.5Z16
-4.166 6.448 0.646
1.146 2 4.00
2.85 1.75 C3.1.1
7
8X2.SZ16
-0.403 6.382 0.063
2.000 1 4.00
4.00 1.00 C3.1.2
I
I~---------- - SAEARS--
>I< ---BENDING+SHEAR-->I
BAY
I SECTION
I ACTUALIALLOW.I
JDISTNCEILOADI
IDISTANCEILOADI
NO
1 SIZE
RATIO
I (KIPS)I(KIPS)I
(FEET)ICASEI RATIO
I
I (FEET) ICASE1
.
I - I - I -
-
I - I I
-
1
I - - -
8X2.SZ16
-
I - - - I I -
-0.403 3.046 0.132
0.000 1 0.016
0.000 1
2
8X2.SZ16
-0.422 3.046 0.139
4.954 2 0.020
4.854 2
3
8X2.SZ16
0.323 3.046 0.106
1.146 2 0.014
0.000 2
4
8X2.SZ16
-1.703 3.046 0.559
2.854 2 0.730
2.854 2
5
8X2.5216
1.451 3.046 0.476
1.146 2 0.709
1.146 2
6
BX2.SZ16
1.703 3.046 0.559
1.146 2 0.730
1.146 2
7
8X2.SZ16
-0.403 3.046 0.132
0.000 1 0.018
0.000 1
I
I< " 'DEFLECTI
ONS--------- ->I
BAY
I SECTION
I ACTUAL I DEFL. I D
ISTANCE I LOAD I
NO.
1 SIZE
l RATIO I
I (INCH)
-
(FEET)--l CASE I
-
1
I
8X2.SZ16
-
I -------I
-0.005 9431
2.000 1
2
8X2.SZ16
0.009 7620
2.548 2
3
8X2.SZ16
-0.001 46911
1.146 2
4
8X2.5216
-0.037 1283
2.202 2
5
8X2.SZ16
0.987 292
12.000 z
6
8X2.SZ16
-0.037 1283
1.798 2
7
BX2.SZ16
-0.005 9431
2.000 1
LOAD
CASE LOAD
COMBINATION
1 WIND
SUCTION
2 WIND
PRESSURE
V
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:17
ATYL1 2001.03.19.10
- - ~
SIDEWALL DESIGN SYSTEM
MAIN SUILDING BACK SIDEWALL GIRT DESIGN
GIRT LEVEL 2 OF 2 ELEVATION 13.00'
D E S I G N
S U M M A R Y
AVG S
PACING @ 4.2502 FEET
-
MEMBER LAYOUT
B
AY LENGTH
MEMBER LT LAP
RT LAP INFLECTION POINTS NO. OF
NO. (FT)
SIZE (FT)
(FT) (FEET)
-
SAG ANGLES
-
1 4.0000
-
8X2.SZ16 0.0000
-
0.0000 0.0000
4.0000 0
2 6.0000
8X2.5216 0.0000
1.1458 4.5592
6.0000 0
3 4.0000
BX2.SZ16 1.1456
0.0000 2.1086
4.0000 0
4 4.0000
8X2.SZ16 0.0000
1.1458 0.0000
4.0000 0
5 24.0000
8X2.SZ16 1.1458
1.1458 4.8770 19.1230 0
6 4.0000
8X2.SZ16 1.1458
0.0000 0.0000
4.0000 0
7 4.0000
8X2.SZ16 0.0000
0.0000 0.0000
4.0000 0
CONTROLLING DESIGN CALCULATIONS
I~-----------MOMENTS-------------->I'----'DESIGN FACTORS---- >1
I
BAYI
SECTION
I ACTUALI ALLOW.I
IDISTNCEILOADI LX
I LY I CB I AISI ~
NO.1
SIZE
RATIO
I (K-FT)j(K-FT)I
j (FEET)ICASE1 (FT) -
----I
-
I (FT)IFACT.1 SECT.1
I -I -----I ------I
-I -
1
8X2.SZ16
-
I - - I - ----I
-0.279 6.382 0.044
I
I
2.000 1 4.00
4.00 1.00 C3.1.2
2
BX2.5216
-0.290 6.148 0.047
2-306 1 6.00
4.56 1.00 C3.1.2
3
8X2.SZ16
-0.260 6.448 0.040
0.000 2 4.00
0.00 1.00 C3.1.1
4
8X2.SZ16
-2.720 6.448 0.422
2.854 2 4.00
0.00 1.75 C3.1.1
5
BX2.5Z16
-2.929 6.448 0.454
1.146 2 24.00
3.73 1.75 C3.1.1
6
8X2.SZ16
-2.720 6.448 0.422
1.146 2 4.00
2.85 1.75 C3.1.1
7
8X2.SZ16
-0.279 6.382 0.044
2.000 1 4.00
4.00 1.00 C3.1.2
I
I<------------ SHEARS__
______'___'_>I< '__BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCEILOADI
IDISTANCEILOADJ
NO.1
SIZE
I (KIPS)I(KIPS)I RATIO
I (FEET)ICASEI RATIO
I
I
I (FEET) ICASEI
-I
I
I
1 I
8X2 5Z16 -
I -0.279I 3 046I 0.092
O.OOB
1
I 0 OOO
1
O.OOO
2
8X2.SZ16
-0.287 3.046 0.094
4.854 2 0.009
4.854 2
3
8X2.SZ16
0.218 3.046 0.072
1.146 2 0.006
0.000 2
4
8X2.SZ16
-1.116 3.046 0.366
2.854 2 0.312
2.854 2
5
8X2.SZ16
0.949 3.046 0.312
1.146 2 0.303
1.146 2
6
8X2.SZ16
1.116 3.046 0.366
1.146 2 0.312
1.146 2
7
8X2.SZ16
-0.279 3.046 0.092
0.000 1 0.008
0.000 1
I
I' " -------"--DEFLECTI
ONS--- - ------>I
BAYI
SECTION
I ACTUAL I DEFL. I D
ISTANCE I LOAD I
NO.I
SIZE
l RATIO I
I (INCH)
- -
(FEET)- -l CASE I
- I
1
8X2.5216
-
I -------I
-0.004 13621
2.000 1
2
8X2.SZ16
0.006 11159
2.548 2
3
8X2.SZ16
-0.001 69682
1.227 2
4
8X2.SZ16
-0.024 1967
2.202 2
5
8X2.SZ16
0.645 446
12.000 2
6
8X2.SZ16
-0.024 1967
1.798 2
7
8X2.SZ16
-0.004 13621
2.000 1
LOAD
CASE LOAD
COMBINATION
1
-
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:22
ATYL1 ------------------2001_03_19.10-- r7
Z 7
ENDWALL DESIGN SYSTEM
MAIN BUILDING LEFT ENDWALL STRUCTURE DESIGN
EW FRAMING TYPE...... :
BUILDING WIDTH (FT)..:
NO. OF EW BAYS.......
:
EW BAY SPACINGS (FT) :
BUILDING LENGTH......
:
:
FRONT EAVE HEIGHT....
:
BACK EAVE HEIGHT....
FRONT ROOF SLOPE.....
:
BACK ROOF SLOPE.....
:
NO. OF SW BAYS....... :
SW BAY SPACINGS (FT) :
PB
48.00
3
16.00 16.00 16.00
96.00 FT.
16.00 FT.
16.00 FT.
2.00 /12.
2.00 /12.
4
24.00 24.00 24.00 24.00
DESIGN CODE.......... : 1966
AISI WITH
1969 ADDENDUM
BUILDING CODE........ : UBC97
EXPOSURE CODE........ : C
OPEN
CONDITION....... : ENCLOSED
USE CATEGORY......... : 4
WIND
IMP. FACTOR..... : 1.00
SNOW
IMP. FACTOR..... : 1.00
GROUND SNOW LOAD..... : 42.
86 PSF
ROOF
SNOW LOAD....... : 30.
00 PSF
ROOF
LIVE LOAD....... : 30.
00 PSF
LIVE
LOAD ON FRAMING.: 30.
00 PSF
DEAD
LOAD 1.
84 PSF
COLLATERAL LOAD...... : 0.
00 PSF
WIND
VELOCITY........ : 90.
00 MPH
WIND
LOAD 20.
74 PSF
EDGE
STRIP WIDTH..... : 4.
80 FT.
MEAN
ROOF HEIGHT..... : 18.
00 FT.
WIND
COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 1
ELEVATION : 7.333
FT.
TRIB. AREA...: 99.667
SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE.:
0.901
20.591
INT. ZONE SUCTION..:
-0.901
-20.591
COR. ZONE PRESSURE.:
0.901
20.591
COR. ZONE SUCTION..:
-0.901
-20.591
WIND
COEFFZCIENTS AND APPLICATIONS:
GIRT NUMBER: 2
ELEVATION.... : 13.000
FT.
TRIB. AREA...: 95.836
SQ.FT
FACTOR, Ce...: 1.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE.:
0.914
20.883
INT. ZONE SUCTION..:
-0.914
-20.883
COR. ZONE PRESSURE.:
0.914
20.883
COR. ZONE SUCTION..:
-0.914
-20.883
PANEL GAGE & TYPE....: 26g R
GIRT
TYPE
Z-FLUSH SIMPLE
GIRT
DEPTI-I
(IN)...... :
8.000
NO.
OF GIRT
LEVELS...:
2
GIRT
SPACES
(FT)..... :
7.333 13.000
BASE TYPE BASE ANGLE
WALL PANEL ANALYSIS. PANEL TYPE: R GAGE: 26
-
PANEL - - - - - BASE - - - TOP - - - - LOAD - - - - - SUPPORT - MOMENT - - - MID-SPAN MOMENT DEFLECTIONS Zt
ZONE
ELV.
ELV.
COMB
ACTUAL
ALLOW.
ACTUAL
ALLOW.
ACTUAL
RATIO
(FT)
(FT)
(FT-LB)
(FT-LB)
(FT-LB)
(FT-LB)
(INCH)
INTERIOR
0.00
15.83
WIND
SU
138.81
206.93
-114.68
145.67
0.77
114
INTERIOR
0.00
15.83
WIND
PR
-138.81
145.67
114.68
206.93
0.77
114
INTERIOR
0.00
18.50
WIND
SU
130.24
206.93
-119.15
145.67
0.91
108
INTERIOR
0.00
18.50
WIND
PR
-130.24
145.67
118.15
206.93
0.81
108
INTERIOR
0.00
19.63
WIND
SU
122.18
206.93
-121.46
145.67
0.85
103
INTERIOR
0.00
19.83
WIND
PR
-122.18
145.67
121.46
206.93
0.85
103
7821 ATY BUILDING SYSTEM
ATY 11
06-27-02 14:12:22 ~
ATYL1 2001.03.19.10
ENDWALL DESIGN SYSTEM
MAZN BUILDING LEFT ENDWALL GIRT DESIGN x***•
GIRT LEVEL 1 OF 2 ELEVATION 7.33'
D E S I G N S U M M A R Y
AVG SPACING @ 6.5000 FEET
MEMBER LAYOUT
BAY LENGTH MEMBER LT LAP RT LAP INFLECTION POINTS N0. OF
NO. (FT) SIZE (FT) (FT) (FEET) - SAG ANGLES
-
1 15.3333 8X2.SZ16 0.0000 0.0000 0.0000 15.3333 0
2 16.0000 8X2.SZ16 0.0000 0.0000 0.0000 16.0000 0
3 15.3333 8X2.SZ16 0.0000 0.0000 0.0000 15.3333 0
CONTROLLING DESIGN CALCULATIONS
I I< " -MOMENTS- " >I< ---"-DESIGN FACTORS ---'>I
BAYI SECTION I ACTUALIALLOW.I DISTNCEILOADI LX I LY I CB I AISI I
NO.1 SIZE I (K-FT)I(K-FT)~ RATIOI (FEET)ICASEI (FT) I (FT)IFACT.1 SECT.1
' I I I I I I I I I I I
1 BX2.SZ16 3.934 6.448 0.610 7.667 2 15.33 0.00 1.00 C3.1.1
2 8X2.SZ16 4.278 6.448 0.663 8.000 2 16.00 0.00 1.00 C3.1.1
3 8X2.SZ16 3.934 6.448 0.610 7-667 2 15.33 0.00 1.00 C3.1.1
I I r--'-------SHEARS-----------> I< --BENDING+SHEAR--> I
BAYI SECTION I ACTUALIALLOW.1 IDISTNCEILOADI IDISTANCEILOADI
NO.I SIZE I (KIPS)I(KIPS)IRATIOI (FEET)ICASEI RATIOI (FEET) ICASEI
I------------ I------- I_____'I_'___'I_'_____I___'I_'__'_I____'___I____I
1 8X2.SZ16 -1.026 3.046 0.337 15.333 2 0.372 7.667 2
2 9X2.SZ16 1.069 3.046 0.351 0.000 2 0.440 8.000 2
3 8X2.SZ16 1.026 3.046 0.337 0.000 2 0-372 7.667 2
I I < DEFLECTIONS----------- > I
gAYI SECTION I ACTUAL I DEFL. I DISTANCE I LOAD I
NO.1 SIZE ~(INCH) I RATIO I (FEET) I CASE I
- I I I I ~
1 8X2.SZ16 0.729 252 7.667 2
2 BX2.SZ16 0.664 222 8.000 2
3 8X2.SZ16 0.729 252 7.667 2
LOAD CASE LOAD COMBINATION
"
1 WIND SUCTION
2 WIND PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:22
ATYL1 2001_03_19_10 _
2K~
ENDWALL DESIGN SYSTEM
MAIN BUILDING LEFT ENDWALL GIRT DESIGN
GIRT LEVEL 2 OF 2 ELEVATION 13.00'
D E S I G N 5 U M M A R Y
AVG SPACING @ 6.2502 FEET
MEMBER
LAYOUT
BAY
LENGTH
MEMBER
LT LAP
RT LAP
INFLECTION
POINTS
NO. OF
NO.
(FT)
SIZE
(FT)
(FT)
(FEET)
-
SAG ANGLES
1
15.3333
BX2.SZ16
0.0000
0.0000
0.0000
15.3333
0
2
16.0000
BX2.SZ16
0.0000
0.0000
0.0000
16.0000
0
3
15.3333
BX2.SZ16
0.0000
0.0000
0.0000
15.3333
0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >1<----- DESIGN
FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCE
LOP.DI
LX I
LY
I CB I
AISI
NO.I
SIZE
I (K-FT)I(K-FT)I
RATIOl (FEET)I
CASE1
----I
(FT) I
- I
(FT)
IFACT.I
I - I
SECT.
- --I -
1
-
8X2.SZ16
I -------I ------I
3.836 6.446
- ----I I
0.595 7.667
2
15.33
0.00
1.00
C3.1.1
2
8X2.5Z16
4.113 6.448
0.638 8.000
2
16.00
0.00
1.00
C3.1.1
3
8X2.5Z16
3.836 6.448
0.595 7.667
2
15.33
0.00
1.00
C3.1.1
< - SHEARS >ja---BENDING+SHEAR-->
BAYI
SECTION
j ACTUALIALLOW.1
IDISTNCEILOADI
IDISTANCEILOAD
NO.I
SIZE
I(KIPS)I(KIPS)) RATIOI (FEET)ICASEI
-
RATIOI
I
(FEET) ICASE
I'___
I
1
" " '
8X2.SZ16
I_'_____I'_'___I___
-1.001 3.046 0.
I
___I I--
329 15.333 2
0.354
7.667 2
2
9X2.SZ16
1.028 3.046 0.
338 0.000 2
0.407
8.000 2
3
8X2.SZ16
1.001 3.046 0.
329 0.000 2
0.354
7.667 2
I
I< "'--DEFLECTIONS'-----'--" >I
BAYI
SECTION
I ACTUAL I DEFL.
I DISTANCE I LOAD
I
NO.I
SIZE
((INCH) I RATIO
I(FEET) I CASE
-----I
I
----I
1
- -
8X2.SZ16
I --------I
0.711 259
-I
7.667 2
2
8X2.SZ16
0.830 231
8.000 2
3
8X2.SZ16
0.711 259
7.667 2
LOAD
CASE LOAD
COMBINATION
1
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY SUILDING SYSTEM
06-27-02 14:12:22
ATYL1 2001.03.19.10
ENDWALL DESIGN SYSTEM
MAIN BUILDING LEFT ENDWALL BEARING FRAME RAFTER DESIGN ****x
D E S I G N S U M M A R Y
MEMB NO ~ MEMBER SIZE ~ LENGTH ~ WEIGHT ~
~ ~ ~ ~
1 1OX2.5C12 24.33 137.71
2 10X2.5C12 24.33 137.71
OUTER & INNER FLANGE PURLIN BRACE LOCATIONS
LOCATIONS ARE FROM START (LEFT END) OF TAE GIVEN SPAN
gp}N (X: FLANGE BRACE S: SUPPORT POINT)
1 OF: 0.000 2.830 6.930 11.030 15.130 16.221
IF: S S
2 OF: 0.000 3.009 7.109 8.109
IF: S S
3 OF: 0.000 1.001 5.101 6.110
IF: S S
4 OF: 0.000 1.091 5.191 9.291 13.391 16.221
IF: S S
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:22
ATYL1--_ 2001_03.19_10 ~ $
- -
ENDWALL DESZGN SYSTEM
MAIN BUILDING LEFT ENDWALL BEARING FRAME RAFTER DESIGN
D E
S I G N
S U M M
A R Y
CONTROLLING DESIGN CALCULATIONS
------I
<
-
BENDING
-
MOMENTS-------------------- >
SPAN ~
ACTUAL ~
ALLOW. I
I
DISTANCE I
LOAD
NO. ~
(K-FT) I
(K-FT) ~
RATIO
(FEET) ~
~
COMBINATION
~
1
~
-10.0610
11.9487
0.8420
16.2207
DL + SL
2
-10.0610
11.2678
0.8929
0.0000
DL + SL
3
-10.0610
11.2678
0.8929
8.1104
DL + SL
4
-10.0610
11.9487
0.8420
0.0000
DL + SL
_'____I
SHEAR__"
SPAN I
ACTUAL I
ALLOW. I
I
DISTANCE I
LOAD
NO. I
(KIPS) ~
(KIPS) ~
RATIO
-
(FEET) ~
COMBINATION
-
------I
1
~
3.7222
10.2667
0.3625
16.2207
DL + SL
2
3.1019
10.2667
0.3021
0.0000
DL + SL
3
-3.1019
10.2667
0.3021
8.1104
DL + SL
4
3.7222
10.2667
0.3625
0.0000
DL + SL
____"I< BENDING + SHEAR
SpAN ~
RATIO ~
DISTANCE ~
LOAD
NO. I
(FEET) I
COMBINATION
1
~
0.7583
16.2207
DL +
SL
2
0.7182
0.0000
DL +
SL
3
0.7182
8.1104
DL +
SL
4
0.7583
0.0000
DL +
SL
___'__I< DEFLECTIONS------------------- >
SpAN ~
ACTUAL I
I
DISTANCE ~
LOAD
NO. ~
(INCH) ~
D_RATIO
(FEET) ~
COMBINATION
~
1
~
0.4277
~
455
~
7.1371
SL (DEFLECTION)
2
0.0324
6002
8.1104
SL (DEFLECTION)
3
0.0324
6002
0.0000
SL (DEFLECTION)
4
0.4277
455
9.0836
SL (DEFLECTION)
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1- 2001.03_19.10
ENDWALL DESIGN SYSTEM
MAIN BUILDING LEFT ENDWALL COLUMN DESIGN
D E S I G N S U M M A R Y
COLUMN REACTIONS
APPLIED
LOAD
CASES AND
COMBINATIONS
DL
LL
SL
WL+
WL-
DL +
LL
DL +
SL
DL +
WL+
DL +
WL-
DL +
SL + 1/2WL+
DL +
SL + 1/2WL-
DL +
1/25L + WL+
DL +
1/2SL + WL-
DL +
UBL
DL +
UBR
COLS
HORIZ
(KIPS)
0.00
0.00
0.00
1.06
-0.70
0.00
0.00
1.08
-0.70
0.54
-0.35
1.08
-0.70
0.00
0.00
fMN # ll
VERT
(KIPS)
0.22
2.34
2.34
-1.26
-1.26
2.56
2.56
-1.04
-1.04
1.93
1.93
0.13
0.13
1.36
2.57
COLUMN # 2
HORIZ VERT
(KIPS) (KIPS)
0.00 0.60
0.00 6.42
0.00 6.42
2.54 -3.47
-1.65 -3.47
0.00 7.02
0.00 7.02
2.54 -2.88
-1.65 -2.88
1.27 5.28
-0.82 5.28
2.54 0.34
-1.65 0.34
0.00 3.91
0.00 6.92
COLUMN # 3
HORIZ VERT
(KIPS) (KIPS)
0.00 0.60
0.00 6.42
0.00 6.42
2.54 -3.47
-1.65 -3.47
0.00 7-02
0.00 7.02
2.54 -2.86
-1.65 -2.88
1.27 5.28
-0.82 5.28
2.54 0.34
-1.65 0.34
0.00 6.92
0.00 3.91
COLUhIN # 4
AORIZ VERT
(KIPS) (KIPS)
0.00 0.22
0.00 2.34
0.00 2.34
1.08 -1.26
-0.70 -1.26
0.00 2.56
0.00 2.56
1.08 -1.04
-0.70 -1.04
0.54 1.93
-0.35 1.93
1.08 0.13
-0.70 0.13
0.00 2.57
0.00 1.38
ATY 22782A ATY HUILDING SYSTEM
06-27-02 14:12:23
ATYL1 2001.03.19.10 O
3
ENDWALL DESIGN SYSTEM
MAIN BUILDING LEFT ENDWALL COLUhIN DESIGN
D E S I G N
S U M M A R
Y
COL.
~ LOCS. ~
I LENGTH I
WEIGHT
NO.
~(FEET) I
COLUMN SIZES
I(FEET) ~
~ ~
(LBS)
1
~ I
0.00
8X2.5C16
15.33
43.09
2
16.00
lOX2.5C12
18.00
101.88
3
32.00
lOX2.5C12
18.00
101.88
4
48.00
8X2.5C16
15.33
43.09
CONTROLLING DESIGN CALCULATIONS
I COL.
I<--'AXIAL--->I< -'BENDING--->ICOMBINEDI I
COL.
I LOCS.
JACTUALIALLOW.JACTUAL
I ALLOW.IAXL+SENDIDISTNCEILOAD
NO.
I (FEET)
I(KIPS)I(KIPS)I(K-FT)
I(K-FT)I RATIO I (FEET)ICOMBINATION
------I - -I -------I -
-
1
I -
0.00
I - ------I
-1.06 19.67 4.11
I -
4.64 0.939 7.05 DL + WL+
2
16.00
-2.92 73.07 10.97
11.92 0.960 7.20 DL + WL+
3
32.00
-2.92 73.07 10.97
11.92 0.960 7.20 DL + WL+
4
48.00
-1.06 19.67 4.11
4.64 0.939 7.05 DL + WL+
I COL.
j< " ___'______'_____SHEAR FORCES---------------------- >I
COL.
I LOCS.
I ACTUAL I ALLOW. I
I DISTANCE ILOAD I
NO.
I (FEET)
l (KIPS) I(KIPS) I RA
TIO I (FEET) ICOMBINATION I
I I ~
-
1
I
0.00
I I I
-1.062 3.046 0
.355 15.333 DL + 1/2SL + WL+
2
16.00
-2.583 13.689 0
.189 18.000 DL + 1/2SL + WL+
3
32.00
-2.583 13.689 0
.189 18.000 DL + 1/25L + WL+
4
48.00
-1.082 3.046 0
.355 15.333 DL + 1/25L + WL+
I WL.
j< -------------DEFL
ECTIONS - ----------------->I
WL.
I LOCS.
I ACTUAL I I
DISTANCE ILOAD I
NO.
I (FEET)l (INCH) I D_RATZO I
-
(FFET) ICOMBINATION I
I ~
1
- I
0.00
- I I I
0.819 225
7.667 DL + 1/2SL + WL+
2
16.00
-0.632 342
9.000 DL + 1/2SL + WL-
3
32.00
-0.632 342
9.000 DL + 1/2SL + WL-
4
48.00
0.819 225
7.667 DL + 1/2SL + WL+
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1 2001.03.19.10 `
3
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL STRUCTURE DESIGN *x***
EW FRAMING TYPE...... :
BUILDING WIDTH (FT)..:
:
N0. OF EW BAYS.......
EW BAY SPACINGS (FT) :
:
BUILDING LENGTH......
:
FRONT EAVE HEIGHT....
:
BACK EAVE HEIGHT....
:
FRONT ROOF SLOPE.....
:
BACK ROOF SLOPE.....
PB
49.00
3
16.00 16.00 16.00
96.00 FT.
16.00 FT.
16.00 FT.
2.00 /12.
2.00 /12.
NO. OF SW BAYS....... :
4
SW BAY SPACINGS (FT) :
24.0
0 24.00
24.00 24.00
DESIGN CODE.......... : 1
986
AISI WITH
1989 ADDENDUM
BUILDING CODE........ : UBC97
EXPOSURE CODE........ : C
OPEN CONDITION....... : ENCLO
SED
USE CATEGORY......... : 4
WIND IMP. FACTOR..... : 1
.00
SNOW IMP. FACTOR..... : 1
.00
GROUND SNOW LOAD..... :
42.
86 PSF
ROOF SNOW LOAD....... :
30.
00 PSF
ROOF LIVE LOAD....... :
30.
00 PSF
LIVE LOAD ON FRAMING.:
30.
00 PSF
DEAD LOAD
1.
84 PSF
COLLATERAL LOAD...... :
0.
00 PSF
WIND VELOCITY........ :
90.
00 MPH
WIND LOAD
20.
74 PSF
EDGE STRIP WIDTH..... :
4.
80 FT.
MEAN ROOF HEIGHT..... :
18.
00 FT.
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 1
ELEVATION : 7.
333
FT.
TRIB. AREA...: 84.
333
SQ.FT
FACTOR, Ce...: 1.
102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE.
:
0.952
21.759
INT. ZONE SUCTION..
:
-0.952
-21.759
COR. ZONE PRESSURE.
:
0.952
21.759
COR. ZONE SUCTION..
:
-0.952
-21.759
WIND COEFFICIENTS AND APPLICATIONS:
GIRT NUMBER: 2
ELEVATION : 11.
000
FT.
TRIB. AREA...: 78
.370
SQ.FT
FACTOR, Ce...: 1
.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE
0.972
22.214
INT. ZONE SUCTION.
-0.972
-22•214
COR. ZONE PRESSURE
0.972
22.214
COR. ZONE SUCTION.
-0.972
-22.214
WIND COEFFICIENTS AND APPLI
CATIONS:
GIRT NUMBER: 3
ELEVATION : 14
.000
FT.
TRIB. AREA...: 78
.370
SQ.FT
FACTOR, Ce...: 1
.102
LOCATION ZONE
Cq
W(psf)
INT. ZONE PRESSURE
0.972
22.214
INT. ZONE SUCTION.
-0.972
-22.214
COR. ZONE PRESSURE
0.972
22•214
COR. ZONE SUCTION.
.c
-0.972
-22.214
pANEL GAGE & TYPE....:
26g
R
GIRT TYPE Z-FLUSH SIMPLE
GIRT DEPTH (IN)...... : 8.000
N0. OF GIRT LEVELS...: 3
GIRT SPACES (FT)..... : 7.333 11.000 14.000
BASE TYPE BASE ANGLE
WALL PANEL ANALYSIS. PANEL TYPE: R GAGE: 26
PANEL BASE TOP
ZONE ELV. ELV.
(FT) (FT)
INTERIOR 0.00 15.83
INTERIOR 0.00 15.83
INTERIOR 0.00 19.50
INTERIOR 0.00 18.50
INTERIOR 0.00 19.63
INTERIOR 0.00 19.83
LOAD
COMB
WIND SU
WIND PR
WIND SU
WIND PR
WIND SU
WIND PR
SUPPORT MOMENT
ACTUAL ALLOW.
(FT-LB) (FT-LB)
133.72 206.93
-133.72 145.67
135.00 206.93
-135.00 145.67
136.40 206.93
-136.40 145.67
MID-SPA
ACTUAL
(FT-LB)
-116.73
116.73
-116.21
116.21
-115.65
115.65
N MOMENT
ALLOW.
(FT-LB)
145.67
206.93
145.67
206.93
145.67
206.93
DEFLECTIONS
ACTUAL RATIC
(INCH)
0.79 110
0.79 110
0.79 111
0.79 111
0.78 112
0.78 112
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1 2001_03_19_10 33
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL GIRT DESIGN
GIRT LEVEL 1 OF 3 ELEVATION 7.33'
D E S I G N S U M M A R Y
AVG SPACING @ 5.5000 FEET
MEMBER LAYOUT
BAY LENGTH
N0. (FT)
1 15.3333
2 16.0000
3 15.3333
MEMBER
SIZE
8X2.SZ16
8X2.SZ16
8X2.5216
LT LAP RT LAP
(FT) (FT)
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
0.0000 15.3333 0
0.0000 16.0000 0
0.0000 15.3333 0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >I<----- DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.1
JDISTNCEILOADI
LX I LY I CB I AISI
NO.
I
SIZE
I(K-FT)I(K-FT)l
RAT20I (FEET)ICASEI
-
----I
(FT) I(FT)IFACT.I SECT.
------I - ---I - - -I
-
-
1
8X2.SZ16
-I - -I ------I
3.517 6.448
- -I
I
0.546 7.667 2
15.33 0.00 1.00 C3.1.1
2
8X2.SZ16
3.780 6.448
0.586 8.000 2
16.00 0.00 1.00 C3.1.1
3
8X2.SZ16
3.517 6.448
0.546 7.667 2
15.33 0.00 1.00 C3.1.1
I
I< SHEARS-------------- >I< BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
I(KIPS)I(KIPS)l
RAT20] (FEET)ICASEI
-I ---'I
-
-
RATIOI (FEET) ICASEI
------I --------I - --I
----I -
1
8X2.SZ16
-I -------I ------I
-0.918 3.046
I
0.301 15.333 2
0.298 7.667 2
2
8X2.SZ16
0.945 3.046
0.310 0.000 2
0.344 8.000 2
3
8X2.SZ16
-0.918 3.046
0.301 15.333 2
0.298 7.667 2
1<------------ DEFLECTIONS
BAYI
SECTION
~ ACTUAL ~
DEFL.
~ DISTANCE
~ LOAD
NO.I
SIZE
~(INCH) I
RATIO
~(FEET)
I CASE
-
1
BX2.SZ16
-
0.652
282
7•667
2
2
BX2.SZ16
0.763
252
8.000
2
3
8X2.SZ16
0.652
282
7.667
2
LOAD
CASE LOAD
COMBINATION
-
1
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1- 2001_03.19_10
- -
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL GIRT DESIGN
GIRT LEVEL 2 OF 3 ELEVATION 11.00'
D E S I G N S U M M A R Y
AVG SPACING @ 3.3335 FEET
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 15.3333
2 16.0000
3 15.3333
MEMBER
SIZE
BX2.SZ16
BX2.SZ16
BX2.SZ16
CONTROLLING DESIGN CALCULATIONS
MOMENTS-------------- >I< -----DESIGN FACTORS---- >
LT LAP RT LAP
(FT) (FT)
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
INFLECTION POINTS NO. OF
(FEET) SAG ANGLES
0.0000 15.3333 0
0.0000 16.0000 0
0.0000 15.3333 0
BAYi
SECTION
j ACTUALIALLOW.1
IDISTNCEILOADI
LX I LY I CB I AISI
NO.1
SIZE
I(K-FT)I(K-FT)i
RATIOI (FEET)ICASEI
I__'_I
(FT) I (FT)IFACT.I SECT.
____'_I'____I_'___I______
I-
1
8X2.SZ16
- I------- I------ I
2.176 6.448
I----
0.338 7.667 2
15.33 0.00 1.00 C3.1.1
2
8X2.SZ16
2.313 6.446
0.359 8.000 2
16.00 0.00 1.00 C3.1.1
3
8X2.SZ16
2.176 6.448
0.338 7.667 2
15.33 0.00 1.00 C3.1.1
I
I< SHEARS-------------- >I< ___BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.I
IDISTNCEILOADI
IDZSTANCEILOADI
NO.1
SIZE
I (KIPS)I(KIPS)I
RATIOI (FEET)ICASEI
----I - --I
RATIOI (FEET) ICASEI
--'---I --------I ----I
-I -
1
8X2.5Z16
-I - -----I ------I
-0.568 3.046
-----I
0.186 15.333 2
0.114 7.667 2
2
8X2.SZ16
0.578 3.046
0.190 0.000 2
0.129 8.000 2
3
8X2.5Z16
0.568 3.046
0.186 0.000 2
0.114 7.667 2
< DEFLECTIONS----------- >
BAYI
SECTION
~ ACTUAL I
DEFL.
~ DISTANCE ~
LOAD
NO.I
SIZE
I(INCH) 1
RATIO
I(FEET) I
I__'__'__ " I
CASE
"
I
1
8X2.SZ16
I------- _I_
0.404
456
7.667
2
2
8X2.SZ16
0.467
411
8.000
2
3
8X2.5Z16
0.404
456
7.667
2
LOAD
CASE LOAD
"
COMBINATION
1
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23 ~
ATYL1 2001.03.19.10 ~
- - -
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL GIRT DESIGN *x'*x
GIRT LEVEL 3 OF 3 ELEVATION 14.00'
D E S I G N S U M M A R Y
AVG SPACING @ 4.4167 FEET
MEMBER LAYOUT
BAY LENGTH
NO. (FT)
1 15.3333
2 16.0000
3 15.3333
MEMBER
SIZE
BX2.SZ16
8X2.SZ16
8X2.SZ16
LT LAP RT LAP
(FT) (FT)
0.0000 0.0000
0.0000 0.0000
0.0000 0.0000
INFLECTION POINTS N0. OF
(FEET) SAG ANGLES
-
0.0000 15.3333 0
0.0000 16.0000 0
0.0000 15.3333 0
CONTROLLING DESIGN CALCULATIONS
I
I< MOMENTS-------------- >I< -----DESIGN FACTORS---- >
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCEILOADI
LX I LY I CB I AISI
NO.1
SIZE
I(K-FT)I(K-FT)l
RATIOI (FEET)ICASEI
- I I
(FT)-j-(FT)jFACT.j SECT.
- I I I
- I -
1
-
8X2.SZ16
- I - I - I
2.883 6.448
- - I
0.447 7.667 2
15.33 0.00 1.00 C3.1.1
2
8X2.SZ16
3.065 6.448
0.475 8.000 2
16.00 0.00 1.00 C3.1.1
3
8X2.5Z16
2.883 6.448
0.447 7.667 2
15.33 0.00 1.00 C3.1.1
I
I< ___'____'SHEARS__" __________>I< '_'BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCEILOADI
IDISTANCEILOADI
NO.1
SIZE
I (KIPS)I(KIPS)I
RATIOI-(FEET)ICASEI
-I ------I - - -I
RATIOI (FEET)'ICASEI
- ----I -------I ----I
-I -
1
8X2.5Z16
-I - I ------I
-0.752 3.046
-
0.247 15.333 2
0.200 7.667 2
2
8X2.SZ16
0.766 3.046
0.252 0.000 2
0.226 8.000 2
3
8X2.SZ16
0.752 3.046
0.247 0.000 2
0.200 7.667 2
< DEFLECTIONS----------- >
BAYi
SECTION
j ACTUAL ~
DEFL.
~ DISTANCE ~
LOAD
NO.1
SIZE
I (INCA) ~
RATIO
~(FEET) ~
CASE
----I
1
-
8X2.5Z16
I -
0.535
344
7.667
2
2
BX2.SZ16
0.619
310
8.000
2
3
8X2.SZ16
0.535
344
7-667
2
LOAD
CASE LOAD
COMBINATION
1
_
WIND
SUCTION
2
WIND
PRESSURE
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1 2001_03_19_10 b
- - - ~
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL BEARING FRAME RAFTER DESIGN
D E S I G N S U M M A R Y
MEMB NO I MEMBER SIZE ~ LENGTH ~ WEIGHT
1 10X2.5C12 24.33 137.71
2 lOX2.5C12 24.33 137.71
OUTER & INNER FLANGE PURLIN BRACE LOCATIONS
LOCATIONS ARE FROM START (LEFT END) OF THE GIVEN SPAN
SPAN
(X:
FLANGE BRACE
S: SUPPORT POINT)
1
OF:
0.
000
2.830
6.930
11.030 15.130 16.221
IF:
S
S
2
OF:
0.
000
3.009
7.109
8.109
IF:
S
S
3
OF:
0.
000
1.001
5.101
8.110
IF:
S
S
4
OF:
0.
000
1.091
5.191
9.291 13.391 16.221
IF:
S
S
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:23
ATYL1 2001.03.19.10
- - - - - -
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGF[T ENDWALL BEARING FRAME RAFTER DESIGN
D
E S I G N
S U M M
A R Y
CONTR
OLLING DESIGN CALCULATIONS
------I
<
--BENDING
MOMENTS------- -
SPAN I
ACTUAL I
ALLOW. I
I
DISTANCE I
LOAD
NO. I
(K-FT) I
(K-FT)
l
RATIO I
-------I -
(FEET) I
- - - -I
COMBINATION
-
1
----------I
-10.0610
-
- ---I
11.9487
-
0.8420
16.2207
DL + SL
2
-10.0610
11.2679
0.8929
0.0000
DL + SL
3
-10.0610
11.2678
0.8929
8.1104
DL + SL
4
-10.0610
11.9467
0.8420
0.0000
DL + SL
------I
<
---'--SHEAR
- >
SPAN I
ACTUAL I
ALLOW. I
I
DISTANCE ~
LOAD
NO. I
(KIPS) I
(KIPS) ~
RATIO I
I
(FEET) ~
I
COMBINATION
I
1
I
-3.7222
I
10.2667
0.3625
16.2207
DL + SL
2
3.1019
10.2667
0.3021
0.0000
DL + SL
3
-3.1019
10.2667
0.3021
9.1104
DL + SL
4
3.7222
10.2667
0.3625
0.0000
DL + SL
- --I<--------- - BENDING + SHEAR
SPAN ~
RATIO ~
DISTANCE ~
LOAD
NO. ~
~
(FEET) I
COMBINATION
1
- -
0.7583
16.2207
DL +
SL
2
0.7192
0.0000
DL +
SL
3
0.7182
8.1104
DL +
SL
4
0.7583
0.0000
DL +
SL
SPAN--
NO.
1
2
3
4
DEFLECTIONS------------'------>
ACTUAL I
I
DISTANCE ~
LOAD
(INCH) I
D_RATIO I
(FEET) I
COMBINATION
~
0.4277
455
7.1371
-
SL (DEFLECTION)
0.0324
6002
8.1104
SL (DEFLECTION)
0.0324
6002
0.0000
SL (DEFLECTION)
0.4277
455
9.0836
SL (DEFLECTION)
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:24 ~
ATYL1 2001.03.19.10 ~
- - - -
ENDWALL DESIGN SYSTEM
MAIN BUILDING RIGHT ENDWALL COLUMN DESIGN
D E S I G N S U M M A R Y
APPLIED
LOAD
CASES AND
COMBINATIONS
-
DL
LL
SL
WL+
WL-
DL +
LL
DL +
SL
DL +
WL+
DL +
WL-
DL +
SL + 1/2WL+
DL +
SL + 1/2WL-
DL +
1/2SL + WL+
DL +
1/2SL + WL-
DL +
UBL
DL +
UBR
COLUMN REACTIONS
COLUMN # 11 COLUMN # zI
HORIZ VERT I
(KIPS) (KIPS)I
~
0.00 0.22
0.00 2-34
0.00 2.34
1.08 -1.26
-0.70 -1.26
0.00 2.56
0.00 2.56
1.08 -1.04
-0.70 -1.04
0.54 1.93
-0.35 1.93
1.08 0.13
-0.70 0.13
0.00 1.38
0.00 2.57
HORIZ VERT
(KIPS) (KIPS)
0 00 0.60
0.00 6.42
0.00 6.42
2.54 -3.47
-1.65 -3.47
0.00 7.02
0.00 7.02
2.54 -2.88
-1.65 -2.88
1.27 5.28
-0.82 5.26
2.54 0.34
-1.65 0.34
0.00 3.91
0.00 6.92
COLUMN # 3I
HORIZ VERT I,
(KIPS) (KIPS)'
0 00 0.60
0.00 6.42
0.00 6.42
2.54 -3.47
-1.65 -3.47
0.00 7.02
0.00 7.02
2.54 -2-88
-1.65 -2.88
1.27 5.28
-0.62 5.28
2.54 0.34
-1.65 0.34
0.00 6.92
0.00 3.91
COLUMN # 4
HORIZ VERT
(KIPS) (KIPS)
0.00 0.22
0.00 2.34
0.00 2.34
1.08 -1.26
-0.70 -1.26
0.00 2.56
0.00 2.56
1.08 -1.04
-0.70 -1.04
0.54 1.93
-0.35 1.93
1.08 0.13
-0.70 0.13
0.00 2.57
0.00 1.38
ATY
22782A
ATY BUILDING SYSTEM
06-27-
02
14:12:24
ATYL1
_2001.03.19.10
~ a
~
ENDWALL DESIGN SYSTEM
-
-
MAIN BUILDING RIGHT
ENDWALL COLUMN DESIGN
D E S I G N
S U M M A R
Y
COL. I
LOCS. ~
I LENGTH ~
WEIGHT ~
NO. I
(FEET) ~
COLUMN SIZES
~(FEET) ~
(LBS) ~
1
--------I
0.00
-
8X2.5C16
- - ~
15.33
43.09
2
16.00
10X2.5C12
18.00
101.88
3
32.00
1OX2.5C12
18.00
101.88
4
46.00
8X2.5C16
15.33
43.09
CONTROLLING DESIGN CALCULATIONS
I COL.
I<---AXIAL--->I<---BENDING--->ICOMBINEDI I
COL.
I LOCS.
JACTUALIALLOW.JACTUAL I
ALLOW.IAXL+BENDIDISTNCEILOAD
NO.
I (FEET)
I(KIPS)I(KIPS)I(K-FT) I
(K-FT)l RATIO I (FEET)ICOMBINATION
1
I
0.00
I -I - ----I -------I
-1.06 19.67 4.11
-------I --------I - --I
4.64 0.939 7.05 DL + WL+
2
16.00
-2.92 73.07 10.97
11.92 0.960 7.20 DL + WL+
3
32.00
-2.92 73.07 10.97
11.92 0.960 7.20 DL + WL+
4
48.00
-1.06 19.67 4.11
4.64 0.939 7.05 DL + WL+
I COL.
I r ___________'_____SHEAR FORCES---------------------- >I
COL.
I LOCS.
I ACTUAI, I ALLOW. I
I DISTANCE ILOAD I
NO.
I(FEET)
l (KIPS) I (KIPS) I RATIO I (FEET) ICOMBINATION I
1
I
0.00
I I I
-1.082 3.046 0.
I I ~
355 15.333 DL + 1/2SL + WL+
2
16.00
-2.583 13.689 0.
189 18.000 DL + 1/2SL + WL+
3
32.00
-2.583 13.689 0.
189 18.000 DL + 1/2SL + WL+
4
48.00
-1.082 3.046 0.
355 15.333 DL + 1/2SL + WL+
COL. 1<---------------- DEFLECTIONS
COL.
I LOCS. I
ACTUAL
I I
DISTANCE
ILOAD
NO.
I (FEET)l
(INCH)
I D_RATIO I
(FFET)
ICOMBINATION
1
) I -
0.00
0.819
I ---------I
225
- -
7.667
I
DL + 1/2SL +
WL+
2
16.00
-0.632
342
9.000
DL + 1/25L +
WL-
3
32.00
-0.632
342
9.000
DL + 1/25L +
WL-
4
46.00
0.819
225
7.667
DL + 1/25L +
WL+
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27
ATYL1 2001_03_19.10
_ _ _ _ - 40
WIND BRACING DESIGN SYSTEM
EAVE STRUT DESIGN
DESIGN DATA
BUILDING WIDTH...:
BUILDING LENGTH..:
FRONT EAVE HEIGHT:
BACK EAVE HEIGAT:
FRONT ROOF SLOPE :
BACK ROOF SLOPE :
NUMBER OF BAYS...:
BAY SPACINGS..... :
:
DESIGN CODE......
:
BUILDING CODE....
:
EXPOSURE CODE....
OPEN CONDITION...:
:
USE CATEGORY.....
WIND IMP. FACTOR.:
SNOW IMP. FACTOR.:
GROUND SNOW LOAD :
ROOF SNOW LOAD...:
LIVE LOAD........ :
DEAD LOAD........ :
COLLATERAL LOAD..:
:
WIND VELOCITY....
:
WIND LOAD........
EDGE STRIP WIDTH :
MEAN ROOF HEIGHT :
48.00 FT.
96.00 FT.
16.00 FT.
16.00 FT.
2.00 /12.
2.00 /12.
4
24.00 24.00 24.00 24.00
1966 AISI WITH 1989 ADDENDUM
UBC97
C
ENCLOSED
4
1.00
1.00
42.86 PSF
30.00 PSF
30.00 PSF
1.00 PSF
0.00 PSF
90.00 MPH
20.74 PSF
4.80 FT.
18.00 FT.
(INCLUDES PANEL WT.)
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27
ATYL1 2001.03.19.10
" " ~
WIND BRACING DESIGN SYSTEM
EAVE STRUT DESIGN
D E S I G N
5 U M M A R Y
AVG. S
PACING 1.4
150
-
MEMBER LAYOUT
BAY LENGTH
MEMBER LT LAP
RT LAP INFLECTION PO
INTS NO. OF
NO. (FT)
SIZE (FT)
(FT) (FEET)
SAG ANGLES
1 24.0000
- -
8XSE514 0.0000
-
0.0000 0.0000 24
.0000 0
2 24.0000
8XSES14 0.0000
0.0000 0.0000 24
.0000 0
3 24.0000
8XSES14 0.0000
0.0000 0.0000 24
.0000 0
4 24.0000
9XSE514 0.0000
0.0000 0.0000 24
.0000 0
CONTROLLING DESIGN CALCULATIONS
I
I-- " " ---'MOMENTS "
-'>I< '--"'DE
SIGN FACTORS---- >
BAYI
SECTION
~ ACTUALIALLOW.1
IDISTNCEILOADI LX I
LY I CB I AISI
NO.I
SIZE
~(K-FT)I(K-FT)) RATIO
I (FEET)ICASEI (FT) I
----I ----I ------I -
(FT)IFACT.I SECT-1
----I -----I ------I
1
8XSE514
I ---I - -I -
0.328 5.213 0.063
I
12.000 2 24.00
0.00 1.00 C3.1.1
2
8XSE514
0.328 1.572 0.209
12.000 2 24.00
0.00 1.00 C3.1.1
3
8XSES14
0.328 5.213 0.063
12.000 2 24.00
0.00 1.00 C3.1.1
4
8XSE514
0.328 5.213 0.063
12.000 2 24.00
0.00 1.00 C3.1.1
I
I -"___'_____'SHEARS__
" __'___>I< ___BENDING+SHEAR-->I
BAYI
SECTION
I ACTUALIALLOW.1
IDISTNCEILOADI IDISTANCEILOADI
NO.1
SIZE
RATIO
I(KIPS)I(KIPS)I
I-(FEET)ICASEI RATIOI
- I I - I -
(FEET) ICASEI
- I I
- I
1
-
BXSES14
-
- I - I - I
0.055 4.712 0.012
I
0.000 1 0.002
12.000 1
2
8XSES14
0.055 4.712 0.012
0.000 1 0.002
12.000 1
3
BX5E514
0.055 4.712 0.012
0.000 1 0.002
12.000 1
4
8XSES14
0.055 4.712 0.012
0.000 1 0.002
12.000 1
I <-------"--DEFLECTI
ONS--'-----"> I
BAYI
SECTION
I ACTUAL ~ DEFL. I D
ISTANCE I LOAD I
NO.I
SIZE
I (INCH) I RATIO I
" __'_I__
(FEET) I CASE I
" __'___I'_____I
I
1
8XSES14
- I____ " __I'__
0.084 3443
12.000 2
2
8XSES14
0.084 3443
12.000 2
3
8XSE514
0.084 3443
12.000 2
4
8XSES14
0.084 3443
12.000 2
LOAD CASE LOAD COMBINATION
1 DL
2 DL + WL (UPLIFT)
AXIAL + BENDING-------------- >
BAY
SECTION
SPAN LENGTH
AXIAL FORCE
BENDING MOMENT
AT
AXIAL +
NUMBER
SIZE
(FEET)
(KIPS)
(KIP-FT)
DISTANCE
-
BENDING
1
8X5E514
24.0000
1.1700
0.3283
12.00
0.063
2
8XSES14
24.0000
5.6061
0.3283
12.00
0.209
3
8X5ES14
24.0000
1.1700
0.3283
12.00
0.063
4
8XSES14
24.0000
1.1700
0.3283
12.00
0.063
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27
ATYL1 - - - - - 2001_-03_19.10 ~
- - 1
WIND BRACING DESIGN SYSTEM
LONGITUDINAL BRACING DESIGN
STRUT FORCE NETWORK ANALYSIS
BUILDING CODE : UBC97
WIND VELOCITY...: 90.00 MPH
USE CATEGORY : 4
WIND PRESSURE COEFFICIENT: 0.80
WIND SUCTION COEFFICZENT:-0.50
EXPOSURE CODE ............:C
WIND IMPORTANCE FACTOR...: 1.00
ROOF
: BRACE BAY #S 2
SIDEWA
LL SIDE
1: BRACE BAY #S 2
SIDEWALL SIDE
2: BRACE BAY #S 2
WIND DIRECTION FROM LEW
WIND DIRECTION
FROM REW
BAY 1
BAY 4
BAY 1
BAY 4
APPLIED AXIAL APPLIED AXIAL
APPLIED AXIAL
APPLIED AXIAL
STRUT
COLUMN
LOAD TO STRUT LOAD TO STRUT
LOAD TO STRUT
LOAD TO STRUT
NO.
LINE
(KIPS)
(KIPS)
-
(KIPS)
(KIPS)
-
-
1
BSW
-
1.170
-0.731
-0.731
1.170
2
2.730
-1.706
-1.706
2.730
3
2.730
-1.706
-1.706
2.730
4
FSW
1.170
-0.731
-0.731
1.170
AXIAL FORCES (KIPS) IN STRUTS FOR
WIND FROM LEW .
STRUT
COLUMN
-------1---------2-
3
4
NO.
LINE
24.OOFT 24.OOFT
24.OOFT
" _
24.OOFT
"
1
BSW
1.170 5.606
-0.731
-0.731
2
2.730 2.730
-1.706
-1.706
P
0.000 0.000
0.000
0.000
3
2-730 2.730
-1.706
-1.706
4
FSW
1.170 5.606
-0.731
-0.731
AXIAL FORCES (KIPS) IN STRUTS FOR
WIND FROM REW .
-
STRUT
COLiJMN
1 2
-
3
4
NO.
LINE
24.OOFT 24.OOFT
24.OOFT
24.OOFT
1
BSW
-0.731 5.606
1.170
1.170
2
-1.706 2.730
2.730
2.730
p
0.000 0.000
0.000
0.000
3
-1.706 2.730
2.730
2.730
4
FSW
-0.731 5.606
1.170
1.170
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27
ATYL1 ---2001.03.19.10
't
WIND BRACING DESIGN SYSTEM
LONGITUL7INAL BRACING DESIGN
DIAGONAL X-BRACE DESIGN
ROOF
BRACING AT
BAY 2:
STRUT
COLUMN
_
AT
_ ' '
BRACING
'
ACTUAL
BOLT
AXIAL
ALLOW.
NO.
LINE
DISTANCE
SPAN
LENGTH
SHEAR
FORCE
FORCE
BRACE
(FEET)
(FEET)
(FEET)
(KIPS)
(KIPS)
(KIPS)
SIZE
- -
1
-
BSW
0.00
-
16.00
28.97
4.44
5.35
7.47
C-5/16"
2
16.00
8.00
25.33
0.00
0.00
4.40
C-1/4"
PEAK
24.00
8.00
25.33
0.00
0.00
4.40
C-1/4"
3
32.00
16.00
28.97
4.44
5.35
7.47
C-5/16"
4
FSW
48.00
WALL
BRACING AT
BAY 2:
STRUT
COLUMN
AT
BRACING
ACTUAL
BOLT
AXIAL
ALLOW.
NO.
LINE
DISTANCE
SPAN
LENGTH
SHEAR
FORCE
FORCE
BRACE
(FEET)
(FEET)
(FEET)
(KIPS)
(KIPS)
(KIPS)
SIZE
-
1
BSW
0.00
0.00-16.00
28.84
6.34
7.62
10.27
C-3/8"
4
FSW
49.00
0.00-16.00
28.84
6.34
7.62
10.27
C-3/8"
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27
ATYL1 2001.03.19.10 ^ J~-
WIND BRACING DESIGN SYSTEM
xx~.. TRANSVERSE BRACING DESIGN
LEFT END WALL X-BRACE DESIGN
BRACING AT BAY 2:
DISTANCE
BRACING
ACTUAL
BOLT
AXIAL
ALLOW.
BRACE
REACTION
FROM FSW
SPAN
LENGTH
SHEAR
FORCE
FORCE
MAX UP
MAX DN
BRACE
(FEET)
(FEET)
(FEET)
(KIPS)
(KIPS)
(KIPS)
(K)
(K)
SIZE
16.00
16.00
24.59
2.91
4.47
7.47
-6.
26 3.74
C-5/16"
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:27 ~
ATYL1 2001.03.19.10 ~
- - - - -
WIND BRACING DESIGN SYSTEM
TRANSVERSE BRACING DESIGN
RIGAT END WALL X-BRACE DESIGN
BRACING AT BAY 2
DISTANCE
BRACING
ACTUAL
BOLT
AXIAL
ALLOW.
BRACE
REACTION
FROM FSW
SPAN
LENGTH
SHEAR
FORCE
FORCE
MAX UP
MAX DN
BRACE
(FEET)
(FEET)
(FEET)
(KIPS)
"
(KIPS)
(KIPS)
(K)
(K)
SIZE
16.00
16.00
24.59
2.91
4.47
7.47
-6.
28 3.74
C-5/16"
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:33
ATYL1-------------------2001.03_19_10---- ~
-
FRAMED OPENING DESIGN SYSTEM
FRAMED OPENING DESIGN
BUILDING LENGTH (FT).... : 96.00
BUILDING WIDTH (FT)..... : 48.00
FRONT EAVE HEIGHT (FT)..: 16.00
BACK EAVE HEIGHT (FT)...: 16.00
LEFT END WALL TYPE...... : BF
RIGHT END WALL TYPE..... : BF
NO. SIDE WALL BAYS...... : 4
SIDE WALL BAY SPACINGS..: 24.00 24.00 24.00 24.00
NO. LEFT END WALL BAYS..: 3
LEW WALL BAY SPACINGS...: 16.00 16.00 16.00
NO. RIGFIT END WALL BAYS.: 3
REW WALL BAY SPACINGS...: 16.00 16.00 16.00
DESIGN CODE 1986 AISI WITH 1989 ADDENDUM
BUILDING CODE........... : UBC97
EXPOSURE CODE........... : C
OPEN CONDITION.......... : ENCLOSED
WIND IMP. FACTOR........ : 1.00
WIND VELOCITY (MPH)..... : 90.00
WIND LOAD (PSF) 20.74
WIND COEFFICIENTS: Pressure Suction
0.90 -0.90
FSW N0. OF GIRT LEVELS..: 2
GIRT ELEVATIONS (FT).... : 7.33 13.00
BSW NO. OF GIRT LEVELS..: 2
GIRT ELEVATIONS (FT).... : 7.33 13.00
LEW NO. OF GIRT LEVELS..: 2
GIRT ELEVATIONS (FT).... : 7.33 13.00
REW NO. OF GIRT LEVELS..: 3
GIRT ELEVATIONS (FT).... : 7.33 11.00 14.00
OPEN # SIDE OPEN TYPE DIST./QTY WIDTH HT.
(FT) (FT) (FT)
1 1 OHD 50.000 16.000 14.000
2 2 OHD 4.000 16.000 14.000
3 2 OHD 52.000 16.000 14.000
4 2 OHD 76.000 14.000 14.000
ATY BUILDING SYSTEM
ATY
22782A
06-27-02
14:12:33
^
ATYL1
2001.03.19.10
/
FRAMED OPENING
DESIGN
SYSTEM
1 SIDE: 1 LOCATION: 50
00'
WIDTE~I=16_00' HEIGHT=14_00'
OPENZNG NO :
_
MEMSER SECTION
LENGTH
WT/FT
SIZE
(FT)
LBS
L. JAM 8X2.5C16
15.342
2•79
LOAD
GROUP
NAME
WL-
WL+
WL-
WL+
LOAD
CASE
WL-
WL+
LOAD
GROUP
NAME
WL-
WL+
WL-
WL+
LOAD
APPLIED
TYPE
DIRECTION
UNIF
-
NORMAL
UNIF
NORMAL
UNIF
NORMAL
UNIF
NORMAL
ACTUAL
ALLOW.
BEND
DIST.
ACTUAL
ALLOW
MOMENT
MOMENT
RATIO
FROM
SHEAR
SHEAR
KIP-FT
KZP-FT
BASE
KIPS
KIPS
45
-5
6.11
0.89
7.67
-1.42
3.05
.
45
5
6.11
0.89
7.67
1.42
3.05
.
ME
MBER
SECTION
LENGTH
WT/FT
SIZE
(FT)
LBS
R.
JAM
8X2.5C14
15.342
3.31
LppD
APPLIED
TYPE
DIRECTION
UNIF
-
NORMAL
UNIF
NORMAL
UNIF
NORMAL
UNIF
NORMAL
BEGIN LOAD
DISTANCE AND INTENSITY
(FEET)
(LB;LB/FT)
0.
0000
-185.09
0.
0000
185.09
15.
0000
-185.09
15.
0000
185.09
BEGIN LOAD
DISTANCE AND INTENSITY
(FEET)
(LB;LB/FT)
0.0000
-226.23
0.0000
226.23
15.0000
-226.23
15.0000
226.23
END
LOAD
DZSTANCE AND
INTENSITY
(FEET)
(LB;LB/FT)
15.0000
-185.09
15.0000
185.09
15.3424
-185.09
15.3424
185.09
SHEAR DEFLEC DEFLEC
RATIO TION TION
INCHES RATIO
0.47 -1.02 180
0.47 1.02 180
END LOAD
DISTANCE AND INTENSITY
(FEET) (LB;LB/FT)
15.0000 -226.23
15.0000 226.23
15.3424 -226.23
15.3424 226.23
ALLOW
BEND DIST.
ACTUAL
ALLOW
SHEAR
DEFLEC
DEFLEC
LOAD
ACTUAL
MOMENT
.
MOMENT
RATIO FROM
SHEAR
SHEAR
RATIO
RATIO
CASE
END
L
KIPS
KIPS
INCHES
KIP-FT
KIP-FT
.
67
7
74
-1
5.10
0.34
-1.04
176
WL-
-6.66
7.49
.
0.89
.
74
1
5.10
0.34
1.04
176
WL+
6.66
7.49
0.89 7•67
.
MEMBER SECTION
LENGTH
WT/FT
-
SIZE
(FT)
LBS
HEADER BX2.5C16
16.000
2.79
BEGIN
LOAD
END
LOAD
LOAD
GROUP
LOAD
APPLIED
DISTANCE AND
INTENSITY DISTANCE AND INTENSITY
LB/FT)
(LB
NAME
TYPE
DIRECTION (FEET)
(LB;LB/FT
) (FE
-
ET)
;
-
WL-
UNIF
NORMAL
0.0000
-13.80
16
16
.0000
0000
-13.
13.
80
80
WL+
iJNIF
NORMAL
0.0000
13.80
.
LOAD
ACTUAL
ALLOW.
BEND DIST.
ACTUAL
ALLOW
SHEAR
DEFLEC
O
DEFLEC
TION
CASE
MOMENT
MOMENT
RATIO FROM
SHEAR
SHEAR
RATIO
HES
IN
RATIO
KIP-FT
KIP-FT
L.END
KIPS
KIPS
05
3
04
0
0.09
2130
WL+
0.44
6.11
0.07 8.00
0.11
.
.
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:33
ATYL1 2001.03.19.10 ~ Q
~
FRAMED OPENING DESIGN SYSTEM
OPENING NO : 2 SIDE: 2 LOCATION: 4.00' WIDTH=16.00' HEIGHT=14.00'
- - - - - - -
MEMBER SECTION LENGTH WT/FT
- SIZE (FT) LBS
L. JAM 8X2.5C16 15.342 2.79
LOAD
GROUP
NAME
WL-
WL+
WL-
WL+
LOAD APPLIED
TYPE DIRECTION
UNIF NORMAL
UNIF NORMAL
UNIF NORMAL
UNIF NORMAL
BEGIN LOAD
DISTANCE AND
INTENSITY
(FEET)
(LB;LB/FT)
0.0000
-205.66
0.0000
205.66
15.0000
-205.66
15.0000
205.66
END LOAD
DZSTANCE AND INTENSITY
(FEET) (LB;LB/FT)
15.0000 -205.66
15.0000 205.66
15.3424 -205.66
15.3424 205.66
LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SAEAR DEFLEC DEFLEC
CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION
KIP-FT KIP-FT BASE KIPS KIPS INCHES RATIO
WL- -6.05 6.11 0.99 7.67 -1.58 3.05 0.52 -1.14 162
WL+ 6.05 6.11 0.99 7.67 1.59 3.05 0.52 1.14 162
MEMBER SECTION LENGTH WT/FT
SIZE (FT) LBS
R. JAM BX2.5C16 15.342 2.79
LOAD BEGIN LOAD END LOAD
GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY
NAME TYPE DIRECTION (FEET) (LB;LB/FT) (FEET) (LB;LB/FT)
- -
WL- UNIF NORMAL 0.0000 -205.66 15.0000 -205.66
WL+ UNIF NORMAL 0.0000 205.66 15.0000 205.66
WL- UNIF NORMAL 15.0000 -205.66 15.3424 -205.66
WL+ UNIF NORMAL 15.0000 205.66 15.3424 205.66
LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC
CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION
KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO
WL- -6.05 6.11 0.99 7.67 -1.58 3.05 0.52 -1.14 162
WL+ 6.05 6.11 0.99 7.67 1.58 3.05 0.52 1.14 162
MEMBER SECTION LENGTA WT/FT
SIZE (FT) LBS
HEADER BX2.5C16 16.000 2.79
LOAD BEGIN LOAD END LOAD
GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY
NAME TYPE DIRECTION (FEET) (LB;LB/FT) (FEET) (LB;LB/FT)
- -
WL- UNIF NORMAL 0.0000 -13.80 16.0000 -13.80
WL+ UNIF NORMAL 0.0000 13.80 16.0000 13.80
LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC
CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION
KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO
WL- -0.44 6.11 0.07 8.00 -0.11 3.05 0.04 -0.09 2130
WL+ 0.44 6.11 0.07 8.00 0.11 3.05 0.04 0.09 2130
ATY 22782A ATY BUILDING SYSTEM
06-27-02 14:12:33
ATYL1 2001.03.19.10 A~
1
FRAMED OPENING DESIGN SYSTEM
OPENING NO : 3 SIDE: 2 LOCATION: 52.00' WIDTH=16.00' HEIGHT=14.00'
MEMBER SECTION LENGTH WT/FT
SIZE (FT) LBS
L. JAM 8X2.5C16 15.342 2.79
LOAD
GROUP
NAME
-WL_-
WL+
WL-
WL+
LOAD
CASE
WL-
WL+
LOAD APPLIED
TYPE DIRECTION
UNIF
NORMAL
UNIF
NORMAL
UNIF
NORMAL
UNIF
NORMAL
ACTUAL
ALLOW.
BEND
DIST.
ACTUAL
ALLOW
MOMENT
MOMENT
RATIO
FROM
SAEAR
SHEAR
KIP-FT
KIP-FT
BASE
KIPS
- KIPS
-6.05
6.11
0.99
7.67
-1.58
3.05
6.05
6.11
0.99
7.67
1.58
3.05
ME
MBER
SECTION
LENGTH
WT/FT
SIZE
(FT)
LBS
R.
JAM
8X2.5C16
15.342
2.79
BEGIN LOAD
DISTANCE AND INTENSITY
(FEET) (LS;LB/FT)
-
0.0000 -205.66
0.0000 205.66
15.0000 -205.66
15.0000 205.66
END
LOAD
DISTANCE AND
INTENSITY
(FEET)
-
(LB;LB/FT)
-
-
15.0000
-205.66
15.0000
205.66
15.3424
-205.66
15.3424
205.66
SHEAR DEFLEC DEFLEC
RATIO TION TION
INCHES RATIO
0.52 -1.14 162
0.52 1.14 162
LOAD BEGIN LOAD END LOAD
GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY
NAME TYPE DIRECTION (FEET) (LB;LB/FT) (FEET) (LB;LB/FT)
WL- LJNIF NORMAI, 0.0000 -205.66 15.0000 -205.66
WL+ UNIF NORMAL 0.0000 205.66 15.0000 205.66
WL- UNIF NORMAL 15.0000 -205.66 15.3424 -205.66
WL+ UNIF NORMAL 15.0000 205.66 15.3424 205.66
LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SAEAR DEFLEC DEFLEC
CASE MOMENT MOMENT RATIO FROM SHEAR SHEAR RATIO TION TION
KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO
WL- -6.05 6.11 0.99 7.67 -1.58 3.05 0.52 -1.14 162
WL+ 6.05 6.11 0.99 7.67 1.58 3.05 0.52 1.14 162
MEMBER SECTION LENGTH WT/FT
SIZE (FT) LBS
HEADER 8X2.5C16 16.000 2.79
LOAD BEGIN LOAD END LOAD
GROUP LOAD APPLIED DISTANCE AND INTENSITY DISTANCE AND INTENSITY
NAME TYPE DIRECTION (FEET) (LB;LB/FT) (FEET) (LB;LB/FT)
_ " ' " " "
WL- L7NIF NORMAL 0.0000 -13.80 16.0000 -13.80
WL+ LTNIF NORMAL 0.0000 13.80 16.0000 13.60
LOAD ACTUAL ALLOW. BEND DIST. ACTUAL ALLOW SHEAR DEFLEC DEFLEC
CASE MOMENT MOMENT RATIO FROM SHEAR SFIEAR RATIO TION TION
KIP-FT KIP-FT L.END KIPS KIPS INCHES RATIO
WL- -0.44 6.11 0.07 8.00 -0.11 3.05 0.04 -0.09 2130
WL+ 0.44 6.11 0.07 8.00 0.11 3.05 0.04 0.09 2130
_ATY
22782A
ATY BUILDING
SYSTEM
06-27-
02
14:12:33
ATYL1
2001.03.19.10
t/
_
_
FRAMED OPENING DESIGN S
YSTEM
OPENING NO :
4 SIDE:
2 LOCATION: 78
.00' WI
DTH=14.
00' H
EIGHT=14.00'
- - -
MEMBER SECTION
-
LENGTH
WT/FT
-
-
- - SIZE
(FT)
LBS
L.
JAM 8X2.5C16
15.342
2.79
LOAD
BEGIN
LOAD
END
LOAD
GROUP
LOAD
APPLIED
DISTANCE AND
INTENSITY
DISTANCE AND
INTENSITY
NAME
TYPE
DIRECTION (FEET)
(LB;LB/FT)
'
(FEET)
(LB;LB/FT)
WL-
UNIF
NORMAL
0.0000
-205.66
15
.0000
-205.
66
WL+
UNIF
NORMAL
0.0000
205.66
15
.0000
205.
66
WL-
UNIF
NORMAL
15.0000
-205.66
15
.3424
-205.
66
WL+
UNIF
NORMAL
15.0000
205.66
15
.3424
205.
66
LOAD
ACTUAL
ALLOW.
BEND DIST.
ACTUAI.
ALLOW
SHEAR
DEFLEC
DEFLEC
CASE
MOMENT
MOMENT
RATIO FROM
SHEAR
SHEAR
RATIO
TION
TION
KIP-FT
KIP-FT
BASE
KIPS
KIPS
INCHES
RATIO
WL-
-6.05
6.11
0.99 7.67
-1.58
3.05
0.52
-1.14
162
WL+
6.05
6.11
0.99 7.67
1.58
3.05
0.52
1.14
162
MEMBER SECTION
LENGTH
WT/FT
SIZE
(FT)
LBS
R.
JAM 8X2.5C16
15.342
2.79
LOAD
BEGIN
LOAD
END
LOAD
GROUP
LOAD
APPLIED
DISTANCE AND
INTENSITY
DIST
ANCE AND
INTENSITY
NAME
TYPE
DIRECTION (FEET)
(LB;LB/FT)
(FE
'
ET)
(LS;LB/FT)
WL-
UNIF
NORMAL
0.0000
-185.09
15
.0000
-185
.09
WL+
UNIF
NORMAL
0.0000
185.09
15
.0000
185
.09
WL-
UNIF
NORMAL
15.0000
-185.09
15
.3424
-185
.09
WL+
UNIF
NORMAL
15.0000
195.09
15
.3424
185
.09
LOAD
ACTUAL
ALLOW.
BEND DIST.
ACTUAL
ALLOW
SHEAR
DEFLEC
DEFLEC
CASE
MOMENT
MOMENT
RATIO FROM
SHEAR
SHEAR
RATIO
TION
TION
KIP-FT
KIP-FT
L.END
KIPS
KIPS
INCHES
RATIO
WL-
-5.45
6.11
0.89 7.67
-1.42
3.05
0.47
-1.02
180
WL+
5.45
6.11
0.89 7.67
1.42
3.05
0.47
1.02
180
MEMBER SECTION
LENGTH
WT/FT
SIZE
(FT)
LBS
FIEADER 8X2.5C16
14.000
2.79
LOAD
BEGIN
LOAD
END
LOAD
GROUP
LOAD
APPLIED
DISTANCE AND
INTENSITY
DISTANCE AND
INTENSITY
NAME
TYPE
DIRECTION (FEET)
(LB;LB/FT)
(FE
ET)
(LB;LB/FT)
WL-
UNIF
- -
NORMAL
0.0000
-13.80
14
.0000
-13
.80
WL+
UNIF
NORMAL
0.0000
13.80
14
.0000
13
.80
LOAD
ACTUAL
ALLOW.
BEND DIST.
ACTUAL
ALLOW
SHEAR
DEFLEC
DEFLEC
CASE
MOMENT
MOMENT
RATIO FROM
SHEAR
SHEAR
RATIO
TION
TION
KIP-FT
KIP-FT
L.END
KIPS
KIPS
INCHES
RATIO
WL-
-0.34
6.11
0.06 7.00
-0.10
3.05
0.03
-0.05
3180
WL+
0.34
6.11
0.06 7.00
0.10
3.05
0.03
0.05
3180
ATY
22782A
ATY SUILDING SYSTEM
06-27-02
14:12:33
/
ATYL1
2001.03_19_10
-
_
-
FRAMED OPENING DESIGN
SYSTEM
FO#
WALL
DIST
WIDTH HEIGI-IT JAMB LFT
JAMB
RHT
1
1
50.00
16.00 14.00 BX2.SC16
8X2.
SC14
2
2
4.00
16.00 14.00 BX2.SC16
8X2.
SC16
3
2
52.00
16.00 14.00 8X2.SC16
8X2.
SC16
4
2
78.00
14.00 14.00 8X2.SC16
8X2.
SC16
SIZE LENGTH(FT)
OPENING: 1
HEADER :
8X2.
5C16
16.
00
OPENING: 2
HEADER :
8X2.
5C16
16.
00
OPENING: 3
HEADER :
8X2.
5C16
16.
00
OPENING: 4
HEADER :
BX2.
5C16
14.
00
ATY 22782A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10
x+...+x...+.++.+.+..+.+:+:..~..++x..+.+<xxx..e.f.xxx..xx•.......+x+...:..x+<+• y~
!
BASIC FRAME GEOMETRY
FRAME TYPE..:RF (Un-Symmetrical)
FRAME LINES: 2 3 4
WIDTH....... : 48.00 FT.
BAY SPACING
-
24.0
0 FT.
LEFT SIDE RI
GHT SIDE
EAVE HEIGHT (FT)........
: 16.0000 16
.0000
ROOF SLOPE (IN/FT)......
: 2.0000 2
.0000
PEAK OFFSET (FT) FROM...
: 24.0000 24
.0000
GIRT PROJECTION (IN)....
: 8.0000 8
.0000
PURLIN PROJECTION (IN)..
: 8.0000 8
.0000
GIRT SPACINGS (FT)......
: 7.333SL
7.
3335L
13.000
13.
000
PURLIN SPACINGS (FT)....
: 1@ 2.830
1@ 2
.830
50 4.100
5@ 4
.100
1Q 1.000
1@ 1
.000
PURLIN BRACING LOCATIONS:
LEFT SIDE: 1BL 4SL 6BL
RIGHT SIDE: 1BL 4SL 6BL
LEGENDS:
S=ONE SIDE FB
B=BOTH SIDE FB
L =LIGHT SIZE
H =FiEAVY SIZE
G =BRACED BY GIRT
* =INADEQUATE
"
FB
"
" "
LOCATIONS
CLEARANCES (FT)
-
VERTICAL AT LEFT KNEE:
13.98
VERTICAL AT RIGHT KNEE:
13.98
HORIZONTAL AT KIIEE.... :
43.23
VERTICAL AT PEAK...... :
_
16.27
FRAME WEIGHT SUMMARY:
'
EXTERIOR COLUMNS.... :
807.12 LBS.
RAFTERS
967.99 LBS.
INTERIOR WLUhINS.... :
0.00 LBS.
TOTAL FRFIME......... :
1775.11 LBS.
FLANGE BRACES....... :
76.45 LBS.
CONNECTION BOLTS.... :
19.72 LBS.
GRAND TOTAL
1871.28 LBS.
NUMBER OF CYCLES.... : 1
MAX. BENDING RATIO..: 1.00
MAX. SHEAR
RATIO..
: 0.54
HORZ. DEFL. RATIO...: 71
VERT. DEFL
. RATIO.
269
FLANGE YIELD STRESS : 50.00 KSI
WEB YIELD
STRESS..
: 50.00 KSI
AISC SPECIFICATION..: 9TH EDITION
ATY 22762A #1 ATY BUILDING SYSTEM
06-27-02 14:06:39
ATYL1 2001.03.19.10
.....~+..•<.+.++~..++~.+...++....x+:+:+.+....+•.:+:+.:.:...~.+.+x~~+x....:..x.
FRAME LOADING AND COMBINATIONS
BUILDING CODE......... : 1997 UBC
USE CATEGORY.......... : 4
SNOW IMPORTANCE FACTOR: 1.00
WIND IMPORTANCE FACTOR: 1.00
COASTAL ZONE.......... : NO
EXPOSURE C
FRAME LOCATION........ : INTERIOR ZONE
OPEN WALL CONDITION...: ENCLOSED
SEISMIC ZONE.......... : 1
SOIL PROFILE TYPE Unknown
SITE COEFFICIENT 0.00
STRUCTURAL SYSTEMS:
MOMENT RESISTING FRAME - Ordinary moment frame of steel
NUMERICAL COEFFICIENT............ Rw: 4.50
MAXIMUM ALLOWABLE DEFLECTION....... : 0.00
ANALYSIS PROCEDURE:
Equivalent Lateral Force Procedure
LIVE LOAD........... : 30.00 PSF
DEAD LOAD........... : 1.97 PSF COLLATERAL LOAD..... : 0.00 PSF
GROUND SNOW LOAD.... : 42.86 PSF ROOF SNOW LOAD...... : 30.00 PSF
WIND VELOCITY....... : 90.00 MPH WIND LOAD........... : 20.74 PSF
WIND LOAD APPLICATIONS: LOCATION AMOUNT (PSF)
0.00' TO 15.00' 21.98
15.00' TO 20.00' 23.43
AT MEAN ROOF HEIGHT 22.85
WIND COEFFICIENTS: C1 C2 C3 C4
- - -
WIND FROM LEFT: 0.8000 -0.9000 -0.7000 -0.5000
WIND FROM RIGHT: 0.8000 -0.9000 -0.7000 -0.5000
WIND FROM LEFT: 0.8000 0.3000 -0.7000 -0.5000
WIND FROM RIGHT: 0.8000 0.3000 -0.7000 -0.5000
WIND FROM E.W. : -0.7000 -0.7000 -0.7000 -0.7000
-
LOAD COMBINATIONS:
COMB #1--> 1.00 X(DL+ LL)
COMH # 2--> 1.00 X(DL+ SL)
COMB # 3--> 1.00 X(DL+ WLL)
COMB # 4--> 1.00 X(DL+ WLR)
COMB # 5--> 1.00 X(DL+ O.SOSL+ WLL)
COMB # 6--> 1.00 X(DL+ O.SOSL+ WLR)
COMB # 7--> 1.00 X(DL+ SL+ O.SOWLL)
COMB # 8--> 1.00 X(DL+ SL+ 0.50WLR)
COMB # 9--> 1.00 X(DL+ WLL1)
COMB #10--> 1.00 X(DL+ WLR1)
COMB #11--> 1.00 X(DL+ O.SOSL+ WLL1)
COMB #12--> 1.00 X(DL+ O.SOSL+ WLR1)
COMB #13--> 1.00 X(DL+ SL+ O.SOWLLI)
COMB #14--> 1.00 X(DL+ SL+ O.SOWLRI)
COMB #15--> 1.00 X(DL+ WEW)
COMB #16--> 1.00 X(1.20DL+ SEIL)
COMB #17--> 1.00 X(0.90DL+ SEIL)
COMB #18--> 1.00 X(1.20DL+ SEIR)
COMB #19- > 1.00 X(0.90DL+ SEIR)
ATY 22792A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10
.++.+.x+.++.~~+.x+.....z+~+.e..~xe.x.+.....~>.....<x..++..«.~e......x+..:+.+e.
MEMBER SECTION DIMENSIONS
SECTION
LENGTA
-DEPTHS
(IN)-
OUTER FLANGE
WEB
INNER FLANGE
MAX
.
NAME
(FT)
START
END
(IN)
(IN)
(IN)
RATIO
LEFT
SI
DE
_
CORNER
WEB TH
ICKNESS=0
.3750
EXT. COLUNIN--->
-
BL1A
9.92
12.00
17
.68
6.0000
X0.
2500
0
.1875
6.0000
X0.3750
0.
92
BL1B
4.06
17.68
20
.00
6.0000
X0.
2500
0
.1875
6.0000
X0.3750
0.
98
RAFTER
BEAM--->
LP1A
7.32
20.00
15
.23
6.0000
X0.
2500
0
.1875
6.0000
X0.3750
0.
96
LP1B
4.96
15.23
12
.00
6.0000
X0.
2500
0
.1875
6.0000
X0.3750
0.
70
LP2A
4.96
12.00
12
.00
6.0000
X0.
2500
0
.1250
6.0000
X0.2500
1.
00
LP2B
4.96
12.00
12
.00
6.0000
X0.
2500
0
-
.1250
6.0000
X0.2500
0.
86
-
-
RIGHT SI
DE
-
CORNER
WEB TH
ICKNESS=0
.3750
EXT. COLUNIN--->
BR1A
9.92
12.00
17
.68
6.0000
X0.
2500
0
.1875
6.0000
X0.3750
0.
62
BR1B
4.06
17.68
20
.00
6.0000
X0.
2500
0
.1675
6.0000
X0.3750
0.
98
RAFTER
BEAM--->
RP1A
7.32
20.00
15
.23
6.0000
X0.
2500
0
.1675
6.0000
X0.3750
0.
98
RP1B
4.96
15.23
12
.00
6.0000
X0.
2500
0
.1675
6.0000
X0.3750
0.
70
RP2A
4.96
12.00
12
.00
6.0000
X0.
2500
0
.1250
6.0000
X0.2500
1.
00
RP2B
4.96
12.00
12
.00
6.0000
X0.
2500
0
.1250
6.0000
X0.2500
0.
86
ATY 22782A #1 ATY BUILDING SYSTEM /
06-27-02 14:08:39 !
ATYL1 2001.03.19.10 G• ~
APPLIED AND ALLOWABLE FORCES
FORCES -->I<--- AI,LOWABLES ---->ISTRESS RATIOS ~ COMBINED
SECTION BENDINGI BENDING I BENDING I BENDING+AXIAL
NAME AXIAL MOMENTI AXIAL OFL ZFL IAXIAL OFL IFL IRATIO cAAD DFTT
(KIPS) (K-FT)l (KSI) (KSI) (KSI) I 1
- ~ - - - I - - - - - - I - - - I - - - - - - - - - - - - - - - - - - -
BL1A -19.29 -83.23 18.25 30.00 29.38 0.09 0.78 0.73 0.82 1 9.92
BL1B -19.18 -117.67 18.87 30.00 29.29 0.09 0.97 0.89 0.98 1 13.98
LP1A -11.88 -100.32 18.56 30.00 24-92 0.05 0.88 0.93 0.98 1 0.92
LP1B -0.93 -47.27 29.37 40.00 26.22 0.00 0.57 0.69 0.70 10 11.46
LP2A -0.85 -45.12 26.24 40.00 25.99 0.00 0.64 1.00 1.00 10 12.28
Lp2g -9.07 38.06 19.68 27.62 30.00 0.07 0.79 0.66 0.66 1 19.72
BR1A -19.29 -63.23 18.25 30.00 29.38 0.09 0.78 0.73 0.82 1 9.92
BR1B -19.18 -117.67 18.87 30.00 29.29 0.09 0.97 0.89 0.98 1 13.98
RP1A -11.88 -100.32 18.56 30.00 24.92 0.05 0.88 0.93 0.98 1 0.92
RP1B -0.93 -47.27 29.37 40.00 26.22 0.00 0.57 0.69 0.70 9 11.46
RP2A -0.85 -45.12 26.24 40.00 25.99 0.00 0.64 1.00 1.00 9 12.28
gp2g -9.07 38.06 19.68 27.62 30.00 0.07 0.79 0.66 0.86 1 19.72
SHEAR ===SHEAR ====SHEAR LOAD
SECTION FORCES ALLOWABLE STRESS CASE DIST.
NAME (KIPS) (KIPS) RATIO (FT)
BL1A -8.39 32.11 0.26 1 9.92
BL1B -8.40 28.26 0.30 1 13.98
LP1A 15.14 28.26 0.54 1 0.00
LP1B 9.49 37.47 0.25 1 7.32
LP2A 6.02 14.10 0.43 1 12.28
Lp2g -6.54 18.80 0.35 11 22•20
BR1A 9.39 32.11 0.26 1 9.92
BR1B 8.40 29.26 0.30 1 13.98
RP1A -15.14 26.26 0.54 1 0.00
RP1B -9.49 37.47 0.25 1 7.32
RP2A -6.02 14.10 0.43 1 12.28
gpZg 6.54 18.80 0.35 12 22.20
ATY 22782A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10
***#**~*****~******~~**4*w*w**#*kwff!*ff*ww~**x*wkf*ffw#x~*f**R*w*ktw*X*~Rf*f4 F~
DEFLECTIONS AND CLEARANCES
r
HORIZONTAL
VERTICAL
LOADING
LEFT
RIGHT
AT
CONDITION
KNEE
KNEE
PEAK
(IN)
(IN)
-
(IN)
-
DL
-0-04
- -
(EH/5
165)
0.04
(EH/5164)
-0
.21
(SPAN/2789)
LL
-0.39
(EH/
497)
0.39
(EH/
497)
-2
.14
(SPAN/ 269)
SL
-0.39
(EH/
497)
0.39
(EH/
497)
-2
.14
(SPAN/ 269)
WLL
1.59
(EH/
121)
1.10
(EH/
174)
1
.35
(SPAN/ 427)
WLR
-1.10
(EH/
174)
-1.59
(EH/
121)
1
.35
(SPAN/ 427)
WLL1
2.70
(EH/
71)
2.56
(EH/
75)
0
.38
(SPAN/1521)
WLR1
-2.56
(EH/
75)
-2.70
(EH/
71)
0
.38
(SPAN/1521)
WEW
0.15
(EH/1
289)
-0.15
(EH/1289)
0
.87
(SPAN/ 659)
SEIL
0.20
(EH/
944)
0.20
(EH/
944)
0
.00
(SPAN/9999)
SEIR
-0.20
(EH/
944)
-0.20
(EH/
944)
0
.00
(SPAN/9999)
COMB
# 1
-0.42
(EH/
453)
0.42
(EH/
453)
-2
.35
(SPAN/ 245)
COMB
# 2
-0.42
(EH/
453)
0.42
(EH/
453)
-2
.35
(SPAN/ 245)
COMB
# 3
1.55
(EH/
124)
1.14
(EH/
168)
1
.14
(SPAN/ 504)
COMB
# 4
-1.14
(EH/
168)
-1.55
(EH/
124)
1
.14
(SPAN/ 504)
COMB
# 5
1.36
(EH/
141)
1.33
(EH/
144)
0
.07
(SPAN/6141)
COMB
# 6
-1.33
(EH/
144)
-1.36
(EH/
141)
0
.07
(SPAN/8142)
COMB
# 7
0.37
(EH/
517)
0.98
(EH/
197)
-1
.68
(SPAN/ 344)
COMB
# 9
-0.98
(EH/
197)
-0.37
(EH/
517)
-1
.68
(SPAN/ 344)
COMB
# 9
2.66
(EH/
72)
2.59
(EH/
74)
0
.17
(SPAN/3343)
COMB
#10
-2.59
(EH/
74)
-2.66
(EH/
72)
0
.17
(SPAN/3344)
COMB
#11
2.47
(EH/
78)
2.79
(EH/
69)
-0
.90
(SPAN/ 640)
COMB
#12
-2.79
(EH/
69)
-2.47
(EH/
78)
-0
.90
(SPAN/ 640)
COMB
#13
0.92
(EH/
208)
1.70
(EH/
113)
-2
.16
(SPAN/ 266)
COMB
#14
-1.70
(EH/
113)
-0.92
(EH/
206)
-2
.16
(SPAN/ 266)
COMB
#15
0.11
(EH/1
718)
-0.11
(EH/1717)
0
.67
(SPAN/ 862)
COMB
#16
0.16
(EH/1
209)
0.25
(EH/
774)
-0
.25
(SPAN/2324)
COMB
#17
0.17
(EH/1
130)
0.24
(EH/
811)
-0
.19
(SPAN/3099)
COMB
#18
-0.25
(EH/
774)
-0.16
(EH/1209)
-0
.25
(SPAN/2324)
COMB
#19
-0.24
(EH/
811)
-0.17
(EH/1130)
-0
.19
(SPAN/3099)
MAX. HORIZONTAL DEFLECTION RATIO = 69
MAX. VERTICAL DEFLECTION RATIO = 245
MIDSPAN VERTICAL DEFLECTION FOR DL+LL
MEMBER LP
0.17 INCHES
MEMBER RP =
0.17 INCHES
VERTICAL CLEARANCE
AT LEFT KNEE =
13.98
FT
VERTICAL CLEARANCE
AT RIGHT KNEE =
13.98
FT
HORIZONTAL CLEARANCE AT KNEE =
43.23
FT
VERTICAL CLEARANCE
AT PEAK =
18.27
FT
ATY 22782A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10 ~n
................................~.....x., y ,
~
FRAME REACTIONS
LEFT EA= 16.000 FT. LEFT RS: 2.000/12
RIGHT EH= 16.000 FT. RIGHT RS: 2.000/12
DISTANCE TO PEAK FROM LEFT SIDE: 24.000 FT.
L P ----R
~ 48.00 ~
HL HR
'-->B B<---
~ ~
VL VR
~ BUILDING
~ LOADS
~
~
VR I
COLUMN
HL
REACTIO]
VL
IS (KIPS;
HR
I__"_"_"__ I
I DL 1
I
0.76I
I
2.051
1
0.781
I
2.051
I LL I
8.101
17.281
8.101
17.281
1 SL 1
8.101
17.28I
8.101
17.28I
I WLL I
-ll.lll
-13.06I
-0.141
-B.OOI
I WLR I
-0.14I
-S.OOI
-ll.lll
-13.061
I WLL1 1
-8.72I
-2.03I
4.88I
-3.231
I WLR1 1
4.88I
-3.23
1 -8.72I
-2.031
I WEW
1 -1.09
1 -9.21
1 -1.09I
-9.211
1 SEIL
1 -0.50
1 -0.29
1 0.50I
0.291
1 SEIR
1 0.50
1 0.29
1 -0.50I
-0.291
1 COMB # 1
1 8.88
1 19.33
1 8.88I
19.331
1 COMB # 2
1 8.88
1 19.33
1 8.88I
19.33I
1 COMB # 3
I-10.32
1 -11.01
1 0.651
-5.951
I COMB # 4
1 0.65
1 -5.95
1 -10.32I
-11.011
I COMB # 9
1 -7.94
1 0.02
1 5.66I
-1.181
I COMB #10
1 5.66
1 -1.18
1 -7.941
0.02I
1 COMB #11
1 -3.89
1 8.66
1 9.71I
7.461
I COMB #12
I 9.71
1 7.46
1 -3.89I
8.661
1 COMB #15
1 -0.31
1 -7.16
I -0.311
-7.16I
LOAD COMBINATIONS
COMB # 1--> 1.00 X(DL+
COMB # 2--> 1.00 X(DL+
COMB # 3--> 1.00 X(DL+
COMB # 4--> 1.00 X(DL+
COMB # 9--> 1.00 X(DL+
COMB #10--> 1.00 X(DL+
COMB #11--> 1.00 X(DL+
COMB #12--> 1.00 X(DL+
COMB #15--> 1.00 X(DL+
LL)
SL)
WLL)
WLR)
WLL1)
WLR1)
O.SOSL+ WLL1)
O.SOSL+ WLR1)
WEW)
.ATY 22782A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10
****h*~*##f*+*#**~*R*********+f!**********~k****~f***~+t*~***~***tk*k~w*#*fw#*
EXTERIOR COLUMN CONNECTION:
<--------BASE PLATE---
WIDTH LENGTH THICK
(IN) (IN) (IN)
LEFT COLUMN--> 8.00 12.62 0.3750
RIGHT COLUNIN--> 8.00 12.62 0.3750
> <"""'p
WELD NO. DIA.
(IN)
STD 4 0.75
STD 4 0.75
NCHOR BOLTS >
TYPE GAGE SPACE
(IN) (IN)
STD 4.0 4.0
STD 4.0 4.0
LEFT IINEE CONNECTION BOLT DIA= 0.7500 IN. BOLT GAGE= 3.00 IN.
WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS
(IN) (IN) (IN) TOP BOTTOM SPACER
CONNECTION PL 6.000 26.595 0.5000 4 2 0
COL. TOP FLANGE 6.000 0.2500
AORZ. STIFFENER 2.906 19.875 0.3750
KNEE WEB PLATE 0.3750
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 2 0
SPACING 1.250 3.500 3.000 3.000 11.095 3.500 1.250
MINIMUM FILLET WELD SIZES (ONE SIDE OF KNEE WEB):
AT COLUMN TOP FLANGE AND AT STIFFENERS : 0.2500 IN.
AT COLUMN OUTER FLANGE AND AT JOINT PLATE: 0.3125 IN.
RIGHT KNEE CONNECTION BOLT DIA= 0.7500 IN. BOLT GAGE= 3.00 IN.
WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS
(IN) (IN) (IN) TOP BOTTOM SPACER
CONNECTION PL 6.000 26.595 0.5000 4 2 0
COL. TOP FLANGE 6.000 0.2500
HORZ. STIFFENER 2.906 19.875 0.3750
KNEE WEB PLATE 0.3750
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 2 0
SPACING 1.250 3.500 3.000 3.000 11.095 3.500 1.250
MINIMUM FILLET WELD SIZES (ONE SIDE OF KNEE WEB):
AT COLUMN TOP FLANGE AND AT STIFFENERS : 0.2500 IN.
AT COLUMN OUTER FLANGE AND AT JOINT PLATE: 0.3125 IN.
ATY 22782A #1 ATY BUILDING SYSTEM
06-27-02 14:08:39
ATYL1 2001.03.19.10
...x~.<++.ta..:~r++<...+.+~•ww+.:<...:.~..~.........~..+.:......++.x.e...•+..e•:
PEAK CONNECTION AT 24.00 FT. FROM LEFT STEEL LINE:
BOLT DIA=0.7500 IN. BOLT GAGE: 3.0000 IN.
WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS
(IN) (IN) (IN) TOP BOTTOM SPACER
CONNECTION PL 6.000 17.919 0.3750 2 3 0
NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 p
SPACING 1.250 3.000 6.419 3.000 3.000 1.250
~l ~ ~ 1
GENERAL MECHANICAL REQUIREMENTS
1) PROVISION OF THE GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS AND
DIVISION 1-GENERAL REQUIREMENTS, AND APPLICABLE PROVISIONS ELSEWHERE
IN THE CONTRACT DOCUMENTS APPLY TO WORK OF DIVISION 15.
2) WORK INCLUDED: UNLESS SPECIFIED OTHERWISE, PROVIDE ALL
SUPERVISION, LABOR, MATERIALS, TRANSPORTATION, EQUIPMENT, HAULING, AND
SERVICES NECESSARY FOR A COMPLETE AND OPERATIONAL MECHANICAL
SYSTEM. PROVIDE ALL INCIDENTAL ITEMS SUCH AS OFFSETS, FITTINGS, ETC.
REQUIRED AS PART OF THE WORK EVEN THOUGH NOT SPECIFICALLY SHOWN ON
THE CONTRACT (DRAWINGS OR SPECIFICATIONS,
3) THE WORK OF DIVISION 15 INCLUDES BUT IS NOT LIMITED TO:
1. HEATING, VENTILATION AND AIR CONDITIONING SYSTEMS
2. PLUMBING SYSTEMS
3. TESTING, ADJUSTING AND BALANCING OF SYSTEMS.
4) FIELD VERIFY BUILDING DIMENSIONS GOVERNING MECHANICAL WORK. DO
NOT SCALE THE MECHANICAL DRAWINGS FOR DIMENSIONS. IF FIELD DIMENSIONS
ARE NOT AVAILABLE, TAKE DIMENSIONS, MEASUREMENTS LOCATIONS, LEVELS,
ETC, FROM THE ARCHITECTURAL DRAWINGS AND THE APPROVED SHOP DRAWINGS
SUBMITTED ON THE ACTUAL EQUIPMENT TO BE FURNISHED. NO EXTRA
COMPENSATION SHALL BE CLAIMED OR ALLOWED DUE TO DIFFERENCES BETWEEN
THE ACTUAL DIMENSIONS AND THOSE INDICATED ON THE DRAWINGS.
5) EXAMINE SITE CAREFULLY TO DETERMINE CONDITIONS TO BE ENCOUNTERED,
WORK TO BE PERFORMED, EQUIPMENT, MATERIALS TO BE TRANSPORTED,
STORED, FURNISHED, AND OTHER FEATURES APPLICABLE TO COMPLETION OF
THE WORK, STUDY DRAWINGS AND SPECIFICATIONS, REPORT INCONSISTENCIES,
ERRORS, OMISSIONS, CONFLICTS WITH CODES AND ORDINANCES. SUBMITTAL OF
BID WILL INDICATE SATISFACTORY EXAMINATIONS MADE, APPLICABLE
ALLOWANCES INCLUDED IN THE BID.
7) THE CONTRACTOR SHALL PLAN ALL OF HIS WORK IN ADVANCE, AND SHALL
INFORM THE GENERAL CONTRACTOR OF THE PROPOSED CONSTRUCTION
SCHEDULE AND ANTICIPATED COMPLETION DATE UPON REQUEST. CONTRACTOR
SHALL COMPLETE THE ENTIRE INSTALLATION AS SOON AS THE CONDITION OF
THE REMAINING BUILDING CONSTRUCTION WILL PERMIT.
10) CONTRACTOR MALL WARRANT ALL WORK PERFORMED BY HIMSELF AND HIS
SUBCONTRACTORS FOR A PERIOD OF ONE YEAR FOLLOWING OWNER ACCEPTANCE
OF THE WORK.
PLUMBING SPECIFICATIONS
1) PROVIDE FACTORY-FABRICATED HORIZONTAL-PIPING HANGERS AND
SUPPORTS COMPLYING WITH MSS SP-511 USE ONLY ONE TYPE BY ONE
MANUFACTURER FOR EACH PIPING SERVICE, SELECT SIZE OF HANGERS AND
SUPPORTS TO EXACTLY FIT PIPE SIZE FOR BARE PIPING, AND TO EXACTLY FIT
AROUND PIPING INSULATION WITH SADDLE OR SHIELD FOR INSULATED PIPING.
ALL PIPING TO BE SUPPORTED BY PIPE HANGERS OF SIMILAR MATERIAL AS
PIPING BEING SUPPORTED,
2) SUSPEND PIPING FROM BUILDING STRUCTURE WITH SPACING OF HANGERS
NOT TO EXCEED REQUIREMENTS OF THE LATEST EDITION OF THE GOVERNING
BUILDING CODE. DO NOT USE WIRE OR PERFORATED METAL STRAP TO
SUPPORT PIPING, DO NOT REST PIPING ON ANY PART OF BUILDING
STRUCTURE FOR SUPPORT. DO NOT SUPPORT PIPING FROM DUCTWORK OR
OTHER PIPING.
3) PLUMBING STORM, WASTE AND VENT PIPING ABOVE AND BELOW GROUND TO
BE SCHEDULE 40 ASTM D2665 PVC PIPING WITH SOCKET FITTINGS AND SOLVENT
CEMENTED JOINTS OR SCHEDULE 40 ASTM D2661 ABS WITH SOCKET FITTINGS
AND SOLVENT CEMENTED JOINTS, PLASTIC PIPING NOT BE UTILIZED IN RETURN
AIR PLENUMS,
4) DOMESTIC HOT AND COLD WATER PIPING 4' AND UNDER ABOVE FLOOR
INSIDE THE BUILDING TO BE TYPE L HARD DRAWN SEAMLESS COPPER TUBING
ASTM B88-92 WITH WROUGHT COPPER OR BRONZE SOLDER JOINT FITTINGS PER
ANSI B16.22 AND 95-5 TIN ANTIMONY SOLDER PER ASTM B 32, GRADE 95TH.
DOMESTIC HOT AND COLD WATER PIPING BELOW FLOOR INSIDE THE BUILDING TO
BE TYPE K COPPER TUBE ASTM WITH NO JOINTS OR FITTINGS ALLOWED BELOW
FLOOR.
6) INSULATE DOMESTIC COLD WATER PIPING (ALL SIZES) WITH 1/2' THICK
FIBERGLASS PIPING INSULATION, INSULATE DOMESTIC HOT WATER PIPING SIZES
UP TO AND INCLUDING 1-1/4" WITH I" THICK FIBERGLASS PIPING INSULATION
AND SIZES 1-1/2' THROUGH 2" WITH 1-1/2' THICK FIBERGLASS PIPING
INSULATION.
7) BALL VALVES 2" AND SMALLER TO BE 600WOG/150SWP, BRONZE BODY,
STANDARD PORT, BRONZE TRIM, 2-PIECE CONSTRUCTION, TFE SEATS AND
SEALS. VALVES TO BE MANUFACTURED BY APOLLO, MILWAUKEE, NIBCO, OR AS
APPROVED BY ENGINEER,
8) GAS VALVES 2" AND SMALLER TO BE 150 PST NON SHOCK WOG, BRONZE
STRAIGHTWAY COCK, FLAT OR SQUARE HEAD WITH THREADED ENDS AS
MANUFACTURED BY CONBRACO OR AS APPROVED BY ENGINEER.
9) PROVIDE DIELECTRIC PIPE FITTINGS AND ISOLATORS AT ALL CONNECTIONS
BETWEEN DISSIMILAR METALS IN THE DOMESTIC WATER SYSTEMS.
10) INSTALL VALVES TO ISOLATE SECTIONS OF BRANCH PIPING SERVING TWO
OR MORE DEVICES, AT INLET AND OUTLET OF EACH PIECE OF EQUIPMENT
(EXCLUDING INDIVIDUAL PLUMBING FIXTURES), AND ELSEWHERE AS INDICATED.
11) DISINFECT DOMESTIC WATER MAINS AND WATER SERVICE PIPING IN
ACCORDANCE WITH AWWA C601.
12) TEST EACH PIPING SYSTEM AS REQUIRED BY LOCAL BUILDING CODES.
HVAC SPECIFICATIONS
1) INSULATE ROUND SUPPLY AND RETURN AIR DUCTWORK WITH 2" THICK
FLEXIBLE FIBERGLASS DUCT INSULATION. INSULATE RECTANGULAR SUPPLY AND
RETURN AIR DUCTWORK WITH 1' THICK FIBERGLASS DUCT LINER. INSULATE
OUTSIDE AIR DUCTWORK WITH 1-1/2' THICK FLEXIBLE FIBERGLASS INSULATION.
EXHAUST AIR DUCTWORK SHALL BE UNINSULATED, ALL DUCT SIZES SHOWN
ARE CLEAR INSIDE AIRWAY DIMENSION. WHERE DUCT LINER IS REQUIRED,
INCREASE FABRICATED DUCT DIMENSIONS TO ACCOMMODATE REQUIRED LINING
THICKNESS. ALL INSULATION SHALL MEET NFPA 90A REQUIREMENTS,
2) DUCTWORK DIMENSION REPRESENT CLEAR AIRWAY DIMENSIONS, ALL
DUCTWORK (SUPPLY, RETURN, EXHAUST, OUTSIDE AIR) IS TO BE CONSTRUCTED
OF GALVANIZED SHEET METAL PER THE LATEST EDITION OF SMACNA HVAC
DUCT CONSTRUCTION STANDARDS. RETURN AIR BOOTS ON RETURN GRILLES
MAY BE CONSTRUCTED OF 1 IN. THICK FIBERGLASS DUCT.
3) ALL DUCTWORK IS TO BE CONSTRUCTED OF 1/2' PRESSURE
CLASSIFICATION. SEAL ALL DUCTWORK PER SMACNA REQUIREMENTS.
4) PROVIDE MANUAL BALANCING DAMPERS AT EACH INDIVIDUAL AIR DEVICE
AND AT MAJOR BRANCH TAKE-OFFS TO ADEQUATELY BALANCE THE SYSTEM.
CONICAL SPIN-IN FITTINGS WITH INTEGRAL BUTTERFLY DAMPERS MAY BE USED
FOR BRANCH TAPS TO INDIVIDUAL AIR DEVICES,
5) PROVIDE FLEXIBLE DUCT CONNECTIONS AT THE INLET/OUTLET OF ALL FAN
MOVING EQUIPMENT,
6) LOW PRESSURE FLEXIBLE DUCT IS TO BE A UL-181 CLASS 1 AIR DUCT
WITH 1-1/2" THICK FIBERGLASS INSULATION AND GALVANIZED HELICAL LINER.
DUCT MUST COMPLY WITH THE LATEST NFPA 90A BULLETIN. FLEX DUCT IS TO
BE THE SAME DIAMETER AS THE NECK OF THE DIFFUSERS. FLEX DUCT SHALL
NOT EXCEED 5'-0' MAXIMUM LENGTH, FLEX DUCT IS NOT TO BE INSTALLED
ABOVE INACCESSIBLE CEILINGS. ACCEPTABLE MANUFACTURERS: FLEXMASTER,
GENFLEX, HERCULES.
7) MECHANICAL CONTRACTOR SHALL SECURE THE SERVICES OF AN
INDEPENDENT TEST, ADJUST AND BALANCE (TAB) CONTRACTOR WHO IS A
MEMBER OF THE AABC OR NEBR. FOLLOWING ALL TESTING AND BALANCING
WORK, SUBMIT A MINIMUM OF THREE (3) COPIES OF THE TEST RESULTS IN A
BOUND MANUAL, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER ON
STAFF WITH TAB CONTRACTOR. REQUIRED FINAL AIR AND WATER BALANCE
TOLERANCE SHALL BE +10% TO -5x OF AIR QUANTITIES SHOWN ON PLANS.
CARVER
ENGINEERING, INC.
1075 S. Yukon St. Suite 280
Lakewood, Colorado 80226
Phone: 303.989-9396
Fax: 303-989-9397
Copyright 2002
This document is an instrument of service,
and as such, remains the property of the
Engineer. Permission for use of this
document is lknited and can be extended
only by written agreement with Carver
Engineering, Inc.
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Project Number 2002-083.00
Dw/Designed By MRJ
rv , 1 1—— (decked by, SRC
Issue Recofd:
12 05 02 Const, Docs
Dote; 12/05/02
MECHANICAL
SPECIFICATIONS
M-1
PLUMBING FIXTURES
ACCEPTABLE MANUFACTURERS (VITREOUS CHINA): AMERICAN STANDARD, CRANE, ELDER,
KOHLER.
ACCEPTABLE MANUFACTURERS (FAUCETS): AMERICAN STANDARD, DELTA, ELJER, KOHLER,
CAMBRIDGE BRASS, MOEN, CHICAGO FAUCETS.
ALL FIXTURE SUPPLY VALVES SHALL BE BRASS
BODIES WITH BRASS STEMS WITH VALVE HANDLE TYPE AS INDICATED. FIXTURE SUPPLY
TUBES SHALL BE CHROME PLATED FLEXIBLE BRASS TUBES OR BRAIDED FLEXIBLE
STAINLESS STEEL HOSES,
AMERICAN STANDARD CADET II 2174.139 WATER CLOSET, FLUSH TANK TYPE, WHITE
VITREOUS CHINA FLOOR MOUNTED. PROVIDE LOW CONSUMPTION (1.6 GPF), ELONGATED
SIPHON ACTION BOWL, FULLY GLAZED TRAPWAY, CLOSE-COUPLED TANK, AND CHROME
PLATED FLEXIBLE SUPPLIES WITH LOOSE KEY STOPS, SEAT SHALL BE OLSONITE 95CC,
OPEN FRONT FOR ELONGATED BOWL.
Lrl;
AMERICAN STANDARD LUCERN 0355.012 WHITE VITREOUS CHINA, WALL HUNG LAVATORY
WITH CONCEALED SUPPORTS, FRONT OVERFLOW, FAUCET HOLES ON 4" CENTERS, FAUCET
LEDGE. PROVIDE 17 GA. CHROME P-TRAP WITH (LEAN OUT; FAUCET SHALL BE DELTA
21T153, POLISHED CHROME PLATED FINISH, LEVER BLADE HANDLES, VANDAL RESISTANT
0,5 GPM FLOW OUTLET; CHROME PLATED FLEXIBLE SUPPLIES VITH LOOSE KEY STOPS,
LASCO MODEL 1363-2P. FIBERGLASS BASIN 36"x36"x72" HIGH, SINGLE PIECE
THREE-SIDED ENCLOSURE. PROVIDE DELTA MODEL 1424-LHP PRESSURE BALANCED
SHOWER VALVE.
Oki
JOSAM NO. 30000-A FLOOR DRAIN, CAST-IRON BODY, FLASHING COLLAR, WEEPHOLES,
SATIN NIKALOY STRAINER. ACCEPTABLE MANUFACTURERS: JOSAM, JAY R. SMITH, TYLER
PIPE, ZURN
WOODFORD MODEL B67 WALL HYDRANT, NON-FREEZE CAST-BRONZE BOX HYDRANT,
CHROME PLATED FACE [BRASS FINISHI TEE HANDLE KEY, BRONZE CASING, LENGTH TO
SUIT WALL THICKNESS, FIELD TESTABLE BAC KFLOW PREVENTER, SELF-BRAINING, DINGED
LOCKING COVER, 3/4" INLET, 3/4" HOSE OUTLET,
PLUMBING EQUIPMENT
muca affm
WATER HAMMER ARRESTOR: PROVIDE BELLOWS OR PISTON TYPE WATER HAMMER
ARRESTORS, PRESSURE RATED FOR 20 PSI, TESTED AND CERTIFIED IN ACCORDANCE WITH
PQI STANDARD WH-201. PISTON TYPE SHALL HAVE LIFETIME WARRANTY AND
REPLACEMENT WITHOUT THE USE OF AN ACCESS PANEL. ACCEPTABLE MANUFACTURERS:
JOSAM, JAY R. SMITH, TYLER WADE, ZURN, WATTS, SIOUX CHIEF.
FIXTURE CARRIERS SHALL BE CAST-IRON SUPPORT FOR FIXTURES OF GRAPHITIC GRAY
IRON, DUCTILE IRON, OR MALLEABLE IRON.
FLOOR CLEANOUTS TO HAVE CAST-IRON BODY AND FRAME, CLEANOUT PLUG AND
ADJUSTABLE ROUND TOP OF NICKEL-BRONZE. SELECT TOP TO MATCH FINISHED
FLOORING MATERIAL. ACCEPTABLE MANUFACTURERS: JOSAM, JAY R. SMITH, TYLER-WADE
AND ZURN.
GRADE CLEANOUTS TO HAVE CAST-IRON BODY AND FRAME, CLEANOUT PLUG AND
ADJUSTABLE EXPOSED FLUSH ROUND TOP WITH STANDARD NON-SLIP SCORED OR
ABRASIVE FINISH.
GE-1 I
STATE MODEL PR6 40 NXRT GAS WATER HEATER. PROVIDE GAS FIRED WATER HEATER
CONSTRUCTED FOR WORKING PRESSURE OF 150 PSI; WITH MAGNESIUM ANODE ROD;
GLASS, POLY, OR EPOXY LINING ON INTERNAL SURFACES EXPOSED TO WATER; BURNER
SHALL HAVE AN INDIVIDUAL ORIFICE FOR BURNER TUBE AND SHALL BE CONSTRUCTED OF
TUBULAR ALUMINIZED STEEL MOUNTED IN AN EASY REMOVABLE TRAY; EQUIP WITH
AUTOMATIC GAS SHUTOFF DEVICE TO SHUT OFF ENTIRE GAS SUPPLY IN EVENT OF
EXCESSIVE TEMPERATURE IN TANK AND PILOT SAFETY SHUTOFF; INSULATE JACKET WITH
VERMIN-PROOF GLASS FIBER OR FOAM INSULATION; OUTER JACKET SHALL BE STEEL WITH
BAKED ENAMEL FINISH. BRASS DRAIN VALVE; 3/4" ASME T & P RELIEF VALVE; AND
COLD WATER DIP TUBE. CAPACITY AS FOLLOWS: 40 GALLON, 40.0 MBH INPUT 0 S.L.,
46 GPH RECOVERY AT 90 DEG. R RISER. PROVIDE WITH 2 GALLON EXPANSION TANK.
ACCEPTABLE MANUFACTURERS BRADFORD-WHITE, LOCHINVAR, RUUD, A.O. SMITH, STATE
INDUSTRIES.
FEBCO 825Y(3/4' to 2) REDUCED PRESSURE BACKFLOW PREVENTER CONSISTING OF
SHUTOFF VALVES ON INLET AND OUTLET, STRAINER ON INLET, TEST COCKS,
PRESSURE-DIFFERENTIAL RELIEF VALVE LOCATED BETWEEN 2 POSITIVE SEATING CHECK
VALVES. PROVIDE VATH FUNNEL DRAIN ASSEMBLY AND AIRGAP DRAIN TO FLOOR DRAIN,
CONSTRUCT IN ACCORDANCE WITH ASSE STANDARD 1013, AND USC APPROVAL.
ACCEPTABLE MANUFACTURERS: FEBCO, ZURN/WWLKINS, CONBRACO, WATTS
CARVER
ENGINEERING, INC.
1075 S. Yukon St. Suite 280
Lakewood, Colorado 80226
Phone: 303.989-9396
Fax: 303-989-9397
Copyright 2002
This document is an instrument of service,
and as such, remains the property of the
Engineer. Permission for use of this
document is limited and can be extended
only by written agreement with Cara
Engineering, Inc.
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Project Nth: 2002-083.00
Drawn/Desalted By. MRJ
NOTE: SIZING BASED ON 150 EQUIVALENT FEET FROM THE METER TO THE FURTHEST DEVICE.
Checked by. SRC
Issue Record;
12/05/02 Const. Docs
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Date 12/05/02
.
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PLUMBING
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EQUIPMENT
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COMBUSTION AIR REQUIREMENTS
t00A MBH TOTAL GAS APPLIANCES IN EACH STORAGE BAY
REQUURED VOLUME(EACH STORAGE BAY): 50 CU. FT. / 1,000 8TU
100,000x50 CU. FT. / 9,000 BTU = 5,000 CU. FT,
AVAILABLE VOLUME(EACH STORAGE BAY):
24'x48'x16'=18,432 CU. FT.
VENTILATION REQUIREMENTS
PER SECTION 1202.2.1 OF THE 1997 UNIFORM BUILDING CODE, THE GILDING "SHAH BE
PROVIDED VATH NATURAL VENTA.ATION BY MEANS OF OPERABLE EXTERIOR OPENINGS MATH
AN AREA NOT LESS THAN 1/20 OF THE TOTAL FLOOR AREA"
STORAGE 1
BUILDING AREA:
REQUIRED AREA:
PROVIDED AREA:
48' x 24' = 1,152 SOFT.
1,152 SOFT, x 1/20 = 57.6 SQ,FT,
(1) 16'-O" x 14'-0" DOORS = 4 S T,
TOTAL = 224 SQ.FT.
TORAGf.~
BUIl01NG AREA:
48' x 24' = 1,152 SOFT,
REQUIRED AREA:
1,152 SQ.FT, x 1/20 = 57.fi SQ,FT.
PROVIDED AREA:
(2) 16'-0" x 14'-0" DOORS = 44 .FT.
TOTAL = 448 SQ.FT.
.~9RL~C 3
BUILDING AREA:
48' x 24' = 1,152 SOFT.
REQUIRED AREA:
f,152 SQ.FT. x 1/20 = 57.6 SQ,fT,
PROVIDED AREA:
(1) 16'-0" x 14'-0" DOORS = 224 SOFT.
TOTAL = 224 SOFT.
F0 FICE 1&2
BUILDING AREA:
29' x 24' = 696 SQ.FT.
REQUIRED OCCUPANCY: 7P/1,000 SOFT.
696x7P/1,000 SOFT = 5 PEOPLE
AT 20 CFM/PERSON = 100 CFM
PROVIDED RATE: = 100 CFM
MECHANICAL EQUIPMENT
GREENHECK SP-A110. CEILING MOUNTED EXHAUST FAN. FORWARD CURVED FAN WHEEL
CONSTRUCTED OF CALpUM CARBONATE FILLED WITH P~YPROPYI.ENE AND STATICALLY
AND DYNAMICALLY BALANCED, MOTOR SHAH ~ MOtk4TED ON V~2ATK1N ISOLATORS,
INTEGRAL BACKDRAFT DAMPER. GRILLE SHAH ~ NON-YELLOWING >4GH IMPACT
POLYSTYRENE. FAN SHALL ~ CONTROLLED BY AN iNTEI~OCK WITH THE ROOM ll{;fIT
SWITCH, STEEL FAN HOUSING. CAPAgTY AS F01-LOWS: 75 CFM, 0.25 S.P. ~ S.L., 95D
RPM, 49 WATTS, 126 Vq.TS, 1 PHASE, 15 IBS. ACCEPTABLE MANUFACTURERS:
GREENHECK, RCME, COOK, CORNES
REZNOR MODEL BGAS-FIRED, GRAVITY VENTEQ BLOWER-TYPE UNIT HEATER.
CONSTRUCT OF HEAVY GAUGE STEEL WI1H BAKED ENAI~I F1NISH, HEAT EXCHANGER
SHALL ~ ALUMINIZED STEEL IMTH DIE-FORMED BURNERS 4M1H FLARED PORTS, UNIT
SHALL BE CERTIFIED BY THE AMERICAN GAS ASSOgATION, ADJUSTABLE DOUBLE
DEFt.ECTION gSCHAR6'E LOUVERS. UNIT MOUNTED THERMOSTAT. CAPAgTiES AS
FOLLOWS: 1/3 HP, 120 V, SINGLE PHASE, 100.0 MBH INPUT ~ S.L, 1500 CFM, 6" OVAL
DIAMETER FLUE, ACCEPTABLE MANUFACTURERS: REZNOR, TRANS, HASTINGS.
tea.;
TRANS MODEL TUXO60. FURNACE SHAH BE SEALED COM~JSTKXV PATH A MINIMUM
EFFECIENCY OF 93 PERCENT, FURNACE U14T SHALL BE FACTORY TESTED AND tNRED
tk~AT COMPLETE YIITH AGA APPROVAL PROVIDE UNIT COMPLETE PATH WITH STEEL HEAT
EXCHANGER; DRAFT INDUCER MOTOR; ALUMINIZED STEEL ~1RNERS; 20 GAUGE COLD
ROLLED STEEL CABINETS; 16 GAUGE CHAI~L SUPPORTS; ROUNDED CORNERS; BAKED
ENAMEL FINISH;, CABINET PANELS LINED WITH 1/2" THICK; t-1/2 LB DENSITY
FIBERGLASS INStA.Al10N; MULTI-SPEED DIRECT DRIVE BLOWER AND MOTOR TO BE
RESILIENT MOUNTED, STATICALLY AND DYNAMICALLY BALANCED WITH VIBRATION
ISOLATKIN, PERMANENTLY SEALED BALL BEARING, Ate RUBBER MOUNTING SLEEVE.
BLOWER TO BE FACTORY AJSTALLED CONTROLS TO CONSIST OF FAN C011TROl, LIMIT
CONTROL, 24 VOLT AUTO-MNN CONTRq. VALVE, AND MAIN GAS PILOT GAS SHUTOFF
VALVES, PRESSURE SWWTCH, BLOWER COMPARTMENT DOOR SAFETY SWITCH, PRESSURE
REGULATOR AFA) TRANSFOi~IER, PR041~ EACH FURNACE WITH A PROGRAMMABLE
THERMOSTAT HAVING FLA1 INDEPENDENT SEVEN DAY PROGRAMMING WITH FOUR TIME
PERIOD AND TEMPERATURE SETPORITS FOR EACH DAY OF THE WEEK; AUTOMATIC
CHANGEOVER, SYSTEM SNITCH (HEAT-OFF-COOL-AUTO), FAN SWITCH (ON-AUTO);
OYERRI~ ~JTTON, LED SYSTEM OPERATION UGNT, KEYBOARD LOq(OUT, AND BATTERY
BACK-UP. APPROVED MANUFACTURERS: RHEEM, YORK, TRANS, CARRIER, LENNOX.
CAPAgTiES AS FOLLOWS: 1,200 CFM 4 0.50" E.S.P., 60 MBH INPU1, 1/3 HP, 120V, 1
PHASE.
DIFFUSER SCHEDULE
ACCEPTABLE MANUFACTURERS: TITUS, KRUEGER, ANEROSTAT, METAL-HIRE.
TITUS 272-RS SIDEWALL SUPPLY REGISTER. DOUBLE DEFLECTION, NECK SIZE AS
INDCATED ON THE PLANS. FACE SIZE SMALL DE NECK PLUS 1-3/4", SURFACE
MOUNTING FRAME. OPPOSED BLADE DAMPER. STEEL CONSTRUCTION WITH WHITE FlNISH.
T1TUS 350-RL RETURN GRILLE, NECK SIZE AS INDICATED ON THE PLANS FACE SIZE
SNAIL BE NECK PLUS 1-3/4". SURFACE MOUNTING FRAME, STEEL CONSTRUCTKIN WITH
WHITE FlNISH.
CARVER
ENGINEERING, INC.
1075 S. Yukon 5t. Suite 280
Lakewood, Colorado 8022&
Phone:303-989-9396
Fax:303-989-9397
Copyric~t 2002
ThM documeni is an instrument of service,
aid os such, remains the property of the
Enghea. Pawn far use of this
donxnent is Ihnited and can be extended
only by written ogre~nent with Carver
Engineering, inc.
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Orawn/Desigited By. MR
Checked by, SRI
Issue Recall:
12 a5 02 Const. oocs
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CARVER
ENGINEERING, INC.
1075 S. Yukon St. Suite 280
Lakewood, Colorado 80226
Phone: 303-989-9396
Fax: 303-989-9397
I.E.= 96.00'
1~" I~" 4 13
G I" y
(100.0 MBH)
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/2" FD-I
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600 CFM
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(100.0 Mate)
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REFERENCED FINISH FLOOR
ELEVATION = 100'-0"
MECHANICAL N(
1) ROUTE 00 EXHAUST DUCT
ROOF TO GOOSENECK.
2) HANG FURNACE FUR-1 FRC
U ! COMBUSTION AIR AND FLUE PI
,Ifs ROOF. TERMINATE IN ACCORC
RECOMMENDATIONS.
NOTES:
EXHAUST FAN UP THROUGH
STRUCTURE. ROUTE 3"(P
IG FROM FURNACE UP THROUGH
CE WITH MANUFACTURER'S
3) INCOMING GAS SERVICE BYI ,XCEL ENERGY. COORDINATE GAS
LOADS WITH XCEL.
4) GAS METER AND REGULAT6R BY XCEL ENERGY. ROUTE 1-112"
GAS PIPING FROM METER UP E~,!TERIOR WALL AND INTO BUILDING.
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5) 3/4" DOMESTIC WATER SERVICE FROM EXTERIOR PIT AND
.
.
.
METER.
REFER TO WASTE C
(o) 3/4" REDUCED PRESSURE $ACKFLOW PREVENTER. MOUNT ON
VENT ISOMETRIC 4
WALL IN CLOSET.
WATER ISOMETRIC
DRAWING M-3
7) GAS WATER NEATER GWH-11:1 PIPE PER DETAIL.
8) 3/4' GAS PIPING DOWN TO WATER NEATER. PROVIDE ISOLATION
VALVE, 6" DIRT LEG AN D_ UNION.
9) CONNECT GAS PIPING TO E6UIPMENT WITH ISOLATION VALVE, (o"
DIRT LEG, AND UNION.
10) 8"0 OUTSIDE AIR DUCT UP! T14ROUGH ROOF TO GOOSENECK WITH
BIRDSCREEN. BALANCE TO 1001 _CFM.
11) ROUTE 4"0 TYPE "B" FLUE FROM WATER NEATER UP THROUGH
ROOF TO ROOF CAP.
12) ROUTE 4"0 COMBUSTION AIR DUCTS FROM GOOSENECKS AT
ROOF. OFFSET TO BEHIND WATER NEATER AND TERMINATE ONE
DUCT AT 12" ABOVE FLOOR AND THE OTHER AT 12" BELOW CEILING,
13) HANG UNIT NEATER FROM STRUCTURE. ROUTE 6"(P TYPE "B"
FLUE FROM UNIT NEATER UP THROUGH ROOF TO ROOF CAP.
fApyrk,~t 2002
This document is on Instrument of service,
and as such, remains the properly of the
Engineer. Permission for use of this
document is limited and can be extended
only by written agreement with Carver
Engineering, Inc.
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Project Number 2002-083.00
Drawn/Designed By. MRJ
Checked by SRC
Issue Record.
12/05/02 Const. Docs
a' Date
12/05/02
f. u4';i.
MECHANICAL
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CARVER
ENGINEERING, INC.
1075 S. Yukon 5t. Suite 280
Lakewood, Colorado 80226
Phone:303-989.9398
Fax:303-989-9397
Copyright 2tl02
This documeni is ~ hstrwnent of service,
aid as such, remdns the property of the
Engines. Parries fa use of this
dok~nent is Ihnited aid cmi be extended
only by wrflten agreement with Carver
En~eering, Inc.
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WATER ISOMETRIC
SCALE: NONE
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RE: PLAN
FOR CONTINUATION
SCALE: NONE
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Project t~kenber: 2002-083.00
Drown/~igned ~ I~tJ
Checked by. SRC
issue Read:
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CARVER
ENGINEERING, INC.
1075 S. Yukon St. Suite 280
Lakewood, Colorado 80226
Phone: 303.989.9396
Fax: 303-989-9397
EXPANSION TANK
HUNG FROM
STRUCTURE
CW MAKE
CHECK VALVE
FINISHED FLOOR
ASME T&P RELIEF
VALVE
THERMOMETER
HW TO SYSTEM-'
BALL VALVE
(TYP.)
DIELECTRIC UNION
(TYP•)
RELIEF VALVE DRAIN,
FULL SIZE OF OPENING,
AIR GAP TO FLOOR
DRAIN.
HOSE END DRAIN
VALVE
C i~
WATER HEATER DETAIL
SCALE: NONE
INSTALLATION NOTES:
1) INSTALL BACKFLOW PREVENTER A MINIMUM OF 24"
AND A MAXIMUM OF 48" ABOVE FINISHED FLOOR.
2) PROVIDE A MINIMUM OF 24" CLEAR SPACE IN FRONT OF
BACKFLOW PREVENTER (FROM FLOOR TO CEILING).
3) CENTERLINE OF BACKFLOW PREVENTER SHALL BE
A MINIMUM OF 12" FROM ADJACENT WALL.
3/4" MAIN SHUT-OFF
BALL VALVE
3/4-DOMESTIC
WATER SERVICE
FROM EXTERIOR
METER PIT
UNION (TYP.
BALL VALVE
(TYP.)-
STRAINER WITH
HOSE-END DRAIN
VALVE- (TYP.)
r a \
BALL VALVE WITH
HOSE-END FOR
SYSTEM DRAIN.-
FINISHED FLOOR
VALVE BY-PASS
PRESSURE REDUCING
VALVE SET TO 45 PST
3/4" DOMESTIC WATER
REDUCED PRESSURE
BACKFLOW PREVENTER.
I" DRAIN
TO AIR GAP TO
FLOOR DRAIN
WATER ENTRY DETAIL
SCALE: NONE
Copyright 1002
This document is an Instrument of service,
and as such, remalins the property of the
Engineer. Permission for use of this
document is limited and can be extended
only by written agreement with Carver
Engineering, Inc.
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Project Nurr6w. 2002-083.00
Drm/Desgned By. MRJ
Checked by SRC
Issue Record:
12/05/02 Const. Docs
Date 12/05/02
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MECHANICAL
p 6
DETAILS
+
»'~1
~rru~iinust~
M-6
3/4" CW SERVICE TO
BUILDING FIXTURES
PRESSURE GAUGE
(TYP.)
BUILDING SPECIFICATIONS
The structure under this contract has been designed and detailed for
the loads and conditions stipulated in the contract and shown on these
drawings. Any alterations to the structural system or removal of any
component parts, or the addition of other construction materials or loads
must be done under the advice and direction of a registered architect, civil
or structural engineer. Fast Trac Buildings Inc. will assume no responsibility
for any loads not indicated.
This Fast Trac steel building is designed with Fast Trac Buildings Inc.'
standard design practices which are based on pertinent procedures and
recommendations of the following organizations and codes :
-American Institute of Steel Construction Specification for the design
fabrication and erection of structural steel for buildings" 9th edition.
-American Iron and Steel Institute "Specification for the design of cold
formed steel structural members" 1986 edition with 1989 addendum.
-American Welding Society "Structural Welding Code" AWS D1.1-87 Chapter
2 relating to prequalified complete joint penetration groove welds and chapter
8 part B relation to allowable stresses.
-Metal Building Manufacturers Association "Specification for the design
fabrication and erection of the structural system" most current edition.
Material properties of steel plate and sheet used in fabrication of
primary rigid frames and all primary structural framing members (other than
cold-formed sections) conform to ASTM A-529 or A-570 or A-572 all with a
minimum yield point of 50 KSI.
Material properties of cold formed light gage steel members conform to the
requirements of ASTM A-570, with a minimum yield point of 57 KSI.
High strength bolts and their installation shall conform to ASTM specification
A-325 and are designed as bearing type connections with threads included in
the shear plane. Tightening of these bolts is recommended by the Turn-of-nut
method, per "AISC Specification for Structural Joints."
All primary structural members except bolts and fasteners shall receive one
coat of Iron Oxide inhibitive primer.
Shop and field inspections and associated fees are the responsibility of the
contractor, unless stipulated otherwise.
CONTRACTOR RESPONSIBILITIES
The contractor must secure all required approvals and permits from the
appropriate agency as required.
Approval of Fast Trac Buildings' drawings and calculations indicate
that Fast Trac has correctly interpreted and applied the requirements of the
contract drawings and specifications. (Sec. 4.2.1 AISC Code of Standard
Practice, 9th edition.)
Where discrepancies exist between the Fast Trac structural steel plans and
the plans for other trades, the structural steel plans shall govern. (Sec. 3.3
AISC Code of Standard Practice, 9th edition.)
Design considerations of any materials in the structure which are not
furnished by Fast Trac are the responsibility of the contractor and engineers
other than Fast Trac engineering unless specifically indicated.
The contractor is responsible for all erection of steel and associated work
in compliance with Fast Trac "For Construction" drawings.
Temporary supports, such as guys, braces, flashwork or other elements
required for the erection will be determined and furnished and installed by
the erector. (Sec. 7.9.1 AISC Code of Standard Practice, 9th edition.)
It is the contractors responsibility to apply or observe all pertinent safety
rules and regulations, as per OSHA standards as applicable.
The Contractor is responsible for the verification of all shipments received.
Shortages must be reported to Fast Trac Buildings Inc. within 48 hours
of delivery.
DESIGN CRITERIA
BUILDING CODE: UBC 97
SNOW IMP. FACTOR: 1.00
LIVE LOAD: 30.00PSF
DEAD LOAD: ACT PSF
WIND VELOCITY: 90.00MPH
EXPOSURE CODE: C
SEISMIC ZONE: 1
SEISMIC IMP. FACTOR: 1.00
WIND IMP. FACTOR: 1.00
LOAD REDUCTION: NO
COLLATERAL LOAD: 0.00 PSF
ROOF SNOW LOAD: 30.00 PSF
OPEN CONDITION: ENCLOSED
GROUND SNOW LOAD: 42.86PSF
(SOIL PROFILE: Sd - UNKNOWN)
(SEISMIC PROCEDURE UTILIZED - STATIC FORCE PROCEDURE)
DSN: DWN: SS
APP:
Engineering Seal
This certification covers
parts manufactured and
delivered by Fast Trac
Buildings only and
excludes parts such as
doors, windows, foundation
design and erection of
the building.
PROFESSIONAL ENGINEER
DWN:
REVISIONS
NO.I DATE
DRAWING INDEX
CS-1
Drawings Cover Sheet
Al
Anchor Bolt Plan
A2, A3
Anchor Bolt Details & Notes
E1
Building Cross Section
E2
Roof Framing Plan
E3
Sidewall Framing
E4
Endwall Framing
E5
Roof Sheeting Plan
E5. E6
Sidewall Sheeting Plan
E6
Endwall Sheeting Plan
These Drawings are for :
X Approval
❑ Other :
❑ Construction
X Not for Construction
X Permit Only
* Approval orders must be released
for fabrication within thirty (30)
calendar days after the submittal
drawings are issued or they will be
subject to any current price increases.
Special attention should be given in
approving dimensions and/or details.
Please verify requested dimensions by
indicating 'OK'.
DRAWINGS COVER SHEET
DOUG UDICK
WHEAT RIDGE, CO
Fast Trac Buildings Inc.
7076 S. ALTON WAY, #G2
ENGLEWOOD, CO. 80112
SCALE: DATE: JOB NO : SHT. NO:
NOT TO SCALE 07/03/02 02-2782 CS-1
BUILDING SPECIFICATIONS
The structure under this contract has been designed and detailed for
the loads and conditions stipulated in the contract and shown on these
drawings. Any alterations to the structural system or removal of any
component parts, or the addition of other construction materials or loads
must be done under the advice and direction of a registered architect, civil
or structural engineer. Fast Trac Buildings Inc. will assume no responsibility
for any loads not indicated.
This Fast Trac steel building is designed with Fast Trac Buildings Inc.'
standard design practices which are based on pertinent procedures and
recommendations of the following organizations and codes :
-American Institute of Steel Construction "Specification for the design
fabrication and erection of structural steel for buildings" 9th edition.
-American Iron and Steel Institute "Specification for the design of cold
formed steel structural members" 1986 edition with 1989 addendum.
-American Welding Society "Structural Welding Code" AWS D1.1-87 Chapter
2 relating to prequalified complete joint penetration groove welds and chapter
8 part B relation to allowable stresses.
-Metal Building Manufacturers Association "Specification for the design
fabrication and erection of the structural system" most current edition.
Material properties of steel plate and sheet used in fabrication of
primary rigid frames and all primary structural framing members (other than
cold-formed sections) conform to ASTM A-529 or A-570 or A-572 all with a
minimum yield point of 50 KSI.
Material properties of cold formed light gage steel members conform to the
requirements of ASTM A-570, with a minimum yield point of 57 KSI.
High strength bolts and their installation shall conform to ASTM specification
A-325 and are designed as bearing type connections with threads included in
the shear plane. Tightening of these bolts is recommended by the Turn-of-nut
method, per "AISC Specification for Structural Joints."
All primary structural members except bolts and fasteners shall receive one
coat of Iron Oxide inhibitive primer.
Shop and field inspections and associated fees are the responsibility of the
contractor, unless stipulated otherwise.
CONTRACTOR RESPONSIBILITIES
The contractor must secure all required approvals and permits from the
appropriate agency as required.
Approval of Fast Trac Buildings' drawings and calculations indicate
that Fast Trac has correctly interpreted and applied the requirements of the
contract drawings and specifications. (Sec. 4.2.1 AISC Code of Standard
Practice, 9th edition.)
Where discrepancies exist between the Fast Trac structural steel plans and
the plans for other trades, the structural steel plans shall govern. (Sec. 3.3
AISC Code of Standard Practice, 9th edition.)
Design considerations of any materials in the structure which are not
furnished by Fast Trac are the responsibility of the contractor and engineers
other than Fast Trac engineering unless specifically indicated.
The contractor is responsible for all erection of steel and associated work
in compliance with Fast Trac "For Construction" drawings.
Temporary supports, such as guys, braces, flashwork or other elements
required for the erection will be determined and furnished and installed by
the erector. (Sec. 7.9.1 AISC Code of Standard Practice, 9th edition.)
It is the contractors responsibility to apply or observe all pertinent safety
rules and regulations, as per OSHA standards as applicable.
The Contractor is responsible for the verification of all shipments received.
Shortages must be reported to Fast Trac Buildings Inc. within 48 hours
of delivery.
DESIGN CRITERIA
BUILDING CODE: UBC 97
SNOW IMP. FACTOR: 1.00
LIVE LOAD: 30.00 PSF
DEAD LOAD: ACT PSF
WIND VELOCITY: 90.OOMPH
EXPOSURE CODE: C
WIND IMP. FACTOR: 1.00
LOAD REDUCTION: NO
COLLATERAL LOAD: 0.00 PSF
ROOF SNOW LOAD: 30.00PSF
OPEN CONDITION: ENCLOSED
SEISMIC ZONE: 1 GROUND SNOW LOAD: 42.86 PSF
SEISMIC IMP. FACTOR: 1.00
(SOIL PROFILE: Sd - UNKNOWN)
(SEISMIC PROCEDURE UTILIZED - STATIC FORCE PROCEDURE)
DSN: DWN: SS
APP:
Engineering Seal
This certification covers
parts manufactured and
delivered by Fast Trac
Buildings only and
excludes parts such as
doors, windows, foundation
design and erection of
the building.
7 jCYi r
' 142.70
°ELa;eao .
DWN:
REVISIONS
0. DATE
DRAWING INDEX
CS-1
Drawings Cover Sheet
Al
Anchor Bolt Plan
A2, A3
Anchor Bolt Details & Notes
E1
Building Cross Section
E2
Roof Framing Plan
E3
Sidewall Framing
E4
Endwall Framing
E5
Roof Sheeting Plan
E5. E6
Sidewall Sheeting Plan
E6
Endwall Sheeting Plan
These Drawings are for :
❑ Construction
X Not for Construction
X Permit Only
X Approval
❑ Other :
* Approval orders must be released
for fabrication within thirty (30)
calendar days after the submitttal
drawings are issued or they will be
subject to any current price increases.
Special attention should be given in
approving dimensions and/or details.
Please verifyy requested dimensions by
indicating OK'.
DRAWINGS COVER SHEET
DOUG UDICK
WHEAT RIDGE, CO
Fast Trac Buildings Inc.
7076 S. ALTON WAY, #G2
ENGLEWOOD, CO. 80112
SCALE: DATE: JOB NO FSH% NO :
07/03/02 02-2782 -1
3'-6" 16'-4" 3'-10" 3'-10" 16'-4' 3'-10" 5-10 14'-4" 3'-6"
2 16'-0" 2" 2 [ p 16'-0' 2'
-1 1 X-BRACE THIS BAY
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23'-8"
24'-0'
24'-0'
23'-8"
Sg
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1 2 3 4 5
96'-3" OUT TO OUT CONCRETE
ANCHOR BOLT SETTING PLAN
AB- DENOTES ANCHOR BOLT SZE, DENOTES ANCHOR BOLT DETAIL FAST Z
J
OB#: 02-2782 BY: DATE: 07/03/02 SHEET
TRAC J
DOUG UDICK C: DATE: Al Of 3
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DETAIL (C11 BASE: 7" x 0'-8"
(2) 3/4"0
ANCHOR BOLTS
SIDEWALL
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DETAIL
BASE: 7" x 0'-10"
(2) 3/4"0
ANCHOR BOLTS
(2) 3/4"0
ANCHOR BOLTS
N
N
2"
DETAIL [AJ BASE: 3 1/2" x 0'-B"
OMIT NOTCH
SIDEWALL '
OPNG. WIDTH
r (4) 3/4"0
ANCHOR BOLTS
[ a
SIDEWALL
DETAIL [S1] BASE: 8" x 1'-0 5/8"
(2) 1/2"0
EXPANSION ANCHORS
in
v
SIDEWALL/ENDWALL
3'-0" DOOR 1"
3'-2" $ / ILL3' / ANCHORS
30703070 SEA-FRAMING WALKDOOR DETAIL WALKDOOR DETAIL
FIELD LOCATE
DETAIL [WI] BASE: 2 1/2' x 0'-8"
ACCESSORY SCHEDULE
MARK
DESCRIPTION
DETAIL
10
16'-0" x 14'-0" FRAMED OPENING
A
1Q
14'-0" x 14'-0" FRAMED OPENING
A
N/A
3070 SELF-FRAMING WALKDOOR
WI
N/A
12" X 10' RIDGE VENTS
N/A
N/A
3'-0" X12'-O" WALL LIGHTS
N/A
GENERAL NOTES
1. ANCHOR BOLTS AND OTHER EMBEDDED ITEMS ARE NOT
BY FAST TRAC BUILDING, INC.
2. FOUNDATION DESIGN AND ANY OTHER CONCRETE DESIGN
WORK IS NOT BY FAST TRAC BUILDING, INC.
(CONSULT A LOCAL ENGINEER FOR THE DESIGN OF THE
FOUNDATION AND OTHER CONCRETE WORK).
3. BASE PLATES ARE DESIGNED ASSUMING THAT CONCRETE
HAS A MINIMUM STRENGTH OF 3000 psi AT 28 DAYS.
MATERIAL SPECIFICATIONS
1. ALL FLANGE MATERIAL FY IS 50 KSI.
2. ALL WEB MATERIAL FY IS 50 KSI.
3. ALL BASE & SPLICE PLATE MATERIAL FY IS 50 KSI.
4. ALL HOT ROLLED MILL SHAPE FY IS 50 KSI.
5. ALL COLD-FORMED MATERIAL FY IS MIN. 55 KSI.
1 $
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4 d
PERIMETER NOTCH DETAIL
OMIT AT DOOR OPENINGS AND AS SHOWN
ON ANCHOR BOLT SETTING PLAN
OTY.
3
1
3
2
12
a
ANCHOR BOLT NUT
A-307 ANCHOR BOLT SCHEDULE
MARK QTY DIA A B PROJ.
AB1 N/A 1/2" 1 1/2" 1 1/2" 1 1/2"
AB3 56 3/4" 2 1/2" 2 1/2" 2"
AB5 N/A 1" 3" 2 1/2" 2 1/4"
AB6 N/A 1 1/4" 3" 2 1/2" 2 3/4"
N/A 12 1/2" EXPANSION ANCHOR
FAST o
TRAC J°#: 02-2782
DOUG UDICK
BY. $S,? ~ I DATE: 07
SHEET
A2 OF 3
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24'-0" i
48'-0
IF FRAME LINES 2, 3, 4
LOADINGS
COLUMN REACTIONS (KIPS)
HO
VD
HC
VC
HB
VB
HA
VA
DL
0.00
0.22
0.00
0.60
0.00
0.60
0.00
0.22
LL
0.00
2.34
0.00
6.42
0.00
6.42
0.00
2.34
SL
0.00
2.34
0.00
6.42
0.00
6.42
0.00
2.34
WL+
1.08
-116
2.54.
-3.47
2.54
-3.47
1.08
-1.26
WL-
-0.70
-1.26
-1.65
-3.47
-1.65
-3.47
-0.70
-1.26
OL + LL
0.00
2.56
0.00
7.02
0.00
7.02
0.00
2.56
DL + SL
0.00
2.56
0.00
7.02
0.00
7.02
0.00
2.56
DL + WL+
1.08
-1.04
2.54
-2.88
2.54
-2.88
1.08
-1.04
DL + WL-
-0.70
-1.04
-1.65
-2.88
-1.65
-2.88
-0.70
-1.04
DL + SL + 1/2WL+
0.54
1.93
1.27
5.28
1.27
5.28
0.54
1.93
DL + SL + 1/2WL-
-0.35
1.93
-0.82
5.28
-0.82
5.28
-0.35
1.93
DL + 1/2SL + WL+
1.08
0.13
2.54
0.34
2.54
0.34
1.08
0.13
DL + 1/2SL + WL-
-0.70
0.13
-1.65
0.34
-1.65
0.34
-0.70
0.13
OL + UBL
0.00
2.57
0.00
6.92
0.00
3.91
0.00
1.38
DL + UBR
0.00
1.38
0.00
3.91
0.00
6.92
0.00
2.57
REACTION DUE TO CABLE BRACING:
FRONT & BACK SIDEWALL: (DL+WL)
LEFT ENDWALL:
6.34 K 2.9 K
11.4 K 6.3 K
LOADINGS
COLUMN REACTIONS KIPS)
HL
VL
HR
VR
DL
0.78
2.05
038
2.05
LL
8.10
17.28
8.10
17.28
SL
8.10
17.28
8.10
17.28
WLL
-11.11
-13.06
-0.14
-8.00
WLR
-0.14
-8.00
-11.11
-13.06
WLLI
-8.72
-2.03
4.88
-3.23
WLR1
4.88
-3.23
-8.72
-2.03
WEW
-1.09
-9.21
-1.09
-9.21
SEIL
-0.50
-0.29
0.50
0.29
SEIR
0.50
0.29
-0.50
-0.29
OL+LL
8.88
19.33
8.88
19.33
DL+SL
8.88
19.33
8.88
19.33
DL+WLL
-10.32
-11.01
0.65
-5.95
DL+WLR
0.65
-5.95
-10.32
-11.01
DL+WLL1
-7.94
0.02
5.66
-1.18
DL+WLRI
366
-1.18
-7.94
0.02
DL+1/2SL+WLLI
-3.89
8.66
9.71
7.46
DL+1/2SL+WLRI
9.71
7.46
-3.89
8.66
DL+WEW
-0.31
-7.16
-0.31
-7.16
12.00 12.00
ENDWALL AT FRAME LINE t, 5
12.00
12.00
2.00 24-4• 1'-1
-1
24.-4•
200
T8
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I VERTICAL CLEARANCE AT LEFT HAUNCH =
7
13'-118 f
p_p• VERTICAL CLEARANCE AT RIGHT HAUNCH =
13'-11~ f
p_p•
VERTICAL CLEARANCE AT PEAK =
18'-01'±
HORIZONTAL CLEARANCE HAUNCH TO HAUNCH=
43'-1•t
24'-0•
24'-0•
48'-0. OUT~OUT STEEL
CROSS SEMN AT
FRAME LINE
2, 3, 4
PLATE SIZE TABLE
SPLICE BOLT TABLE
CONN.
LEFT SIDE
RIGHT SIDE
SPLICE
QTY
SIZE
TYPE
A
• 1'-0 •
N/A
A
4
AM7 B&N
FAST
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B
6• Y-2 •
2'-2
B
12
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A325 B&N
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1'-6'
C
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X 1 •
•
A325 B&N
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1
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N/A
E
4
A307 BdN
EQ EQ EQ EQ
ES
ES
ES
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ERECTION REQUIREMENTS:
J
W
N
F
P
(2)FB
P
(2)FB
P
(2)FB
P
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0
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ES
ES
ES
EQ EQ EQ EQ
4"
23'-8"
24
24'-0"
23'-8"
4"
1
2
3
4
5
96'-0-OUT/OUT STEEL
ROOF FRAMING PLAN
FAST
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02-2782
BY:
DATE: 07/03/02 SHEET
DOUG UDICK
C.
DATE: 021 E2 OF 6
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(2)FB P
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FB P FB
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FB P
P
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2. HARDWARE SUCH AS WINDOWS, OVERHEAD DOORS, AND
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3. WORKERS SHALL NOT HAVE THEIR WEIGHT ON FRAMES OR
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66
L 66 '
ERECTION REQUIREMENTS:
GIRT LAP = 2'-31/2'
JOB#: 02-2782 BY: DATE: 07,
DOUG UDICK C) : DATE: 0
G /
SHEET
E3 OF 6
L J
ERECTION REQUIREMENTS:
GIRT LAP = 6'-31/2'
0ONES 2&4®7-4'
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JJ#: 02-2782
BY: S DATE: 07/03/02
SHEET
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SHEET
E6 OF 6
z Arlicle Number
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pR LL 7106 4575 ],2qy 4q39 4958
~ Q W 3. Service Type CERTIFIED MAIL
a U a ! 4. Restricted Delivery? (Exfra Fee) ~
+ 1. Article Addressetl lo: Yes
W m0
¢aa S t,=ve u Gcu;; ;t::alty LLC
C/o Dou lUdick
11996~Rd.
.
ur
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. ~ , ,
~ , - RE: 5055 Tabor
` . .z.' ~
~5rb'171111, June 2000
,etDomeatic ReWi
X \ ❑ Agt
oiai ryea Ona
If YES, entar tlelive tliHerent Irom item 1 T
y address below: D Yes
Whadt Ridge ,
7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215
November 30, 2001
Steve and Doug Realty LLC
C/o Douglas Udick
11996 Bridge Road
Golden, CO 80403
RE: 5055 Tabor Street
Dear Mr. Udick,
The Ciry of W H EqT ~
~O
GWheat ~
u m
GRidge
cOZO R AIOO
7106 4575 1294 4939 4958
~
It has come to our attention that grading and concrete work is being performed at the
above referenced address without the required permits and approvals to perform such
work.
The City of Wheat Ridge strives for voluntary compliance and would ask that all grading
and concrete work be discontinued until the proper approvals and pernuts aze issued.
Please contact Mike Pesicka, Planner within seven (7) days of receipt of this letter to set
up a pre-application meeting and discuss your proposed plans for this site. Mr. Pesicka
can inform you of what information is required to be provided as part of this process.
Should you have any questions or comments please contact me at 303-235-2853.
Sincerely,
Darin r an
Codes ministrator
Cc address file ✓
Mike Pesicka, Planner
Meredith Reckert, Senior Planner
(303) 234-5900 • ADMINISTRATION FAX: (303) 234-5924 • POLICE DEPARTMENT FAX: (303) 235-2949
7500 West 29th Avenue
Wheat Ridge, Colorado 80215
FAX 303/235-2857
May 3, 1999
7oe Davila
5050 Tabor Street
Wheat Ridge, Colorado 80033
Dear Mr. Davila:
Tlie City of
Wheat Ridg
Please consider this letter a follow-up to our conversation of this morning regazding your
pxoperty within the City of Wheat Ridge. The property in question is located at 5055 Tabor
Street and is zoned I(Light Industrial).
It is my understanding that the property was originally used residentially but was converted to a
commercial trucking operation after you purchased it. This included conversion of the home
into a business office and the paving of a parking area for vehicle storage. You have indicated
that you have a potential purchaser who would like Yo construct an additional building on the
property to perform automotive repair. Automotive repair, including body and paint work, is an
allowed use in the Light Industrial zone district.
Without the submittal of a survey with site plan for the proposal, it is difficult for Staff to
ascertain the extent of the improvements required with construction of a new building. The
property appears as if it may be substandard with today's Code of Laws for the City of Wheat
Ridge relative to paving, site access and landscaping. While a non-conforming property can
remain "as is" indefinitely, when a new structure is proposed, the Ciry can re-evaluate
improvements on the property and require compliance.
A building permit will be issued For new construction if the following requirements can be met
All zoning standards including building setbacks and height restrictions
Submittal of a grading and drainage repor[
Installation of commercial landscaping along the street frontage and interior of the
property
Installation of a new curb cut for access
The paving of drive and pazking areas associated with the automotive repair, including
employee and customer parking and a screened area where vehicles being warked on are
stared
The dedication of right-of-way far Tabor Street including the installation of public
improvements including curb, gutter and sidewalk and street widening
The building will have to meet all requirements of the 1997 Uniform Building and Fire
Codes
The individual water, sanitation and fire districts requirements for taps, line upgrades
and possible fire hydrant installation
Because only one building per lot is allowed in Wheat Ridge, you will be required to subdivide
the property into two parcels or pursue approval of a planned building group plan to allow two
structures on a single parcel.
Attached are appropriate sections of the zoning codes related to planned building groups,
development standards, parking and landscaping. There may be other requirements not
addressed or issues unforeseen at this time.
Sincerely,
Meredith Reckert, AICP
Senior Planner
cc: 5055 Tabor Street building file
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDfNG tIVSPECTIONDIVISION - 235-2855
' CI'fY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
Building Permit Number
Date
4878
4/14/97
WHEAT RfDGE, CO 80215
Propertg Owner.
' Property Address : 5055 TABOR ST
Phone : 424-7699
Contractor License No. :
Company :
Phone :
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT -
ConstructiamValue : $2,000.00
. I. hereby certify that the aet6ack tlistances proposed 6y this pemrit appiicason aro accurate,
rules ocregulatione of the City of UVheat Ridge o[
and do not vwiate appliwtile ordinanos
Permif Fee :$63.00
,
covenants; easements or restrictions oT record; ttiet all measurements shown, aiM allegatbos
Piart Review Fee : $0.00
made are eccwrate; tfiat 1 have read and aaree to abitle by all conditiana pdnledbn Nis
appiiceYwn, antl thst I assums full tesonsibiliry tor compliance with the Wheat Ritlga BuiMing
fIunder Mis rmil
a a
kr
d
Rid
~
.00
, USB T8X ~0
. .
,
y~¢
ge or
ma
. Wheet
Code (U.B.G.) and all ofh9r eppfitab
Total ~ $103.00
. (OWNER)(CON7RACTOR) 31G . t~( TE
Description : 6' FE E,. ECL MITE DRIVE Y
BUILDING ARTMENT USE ONLY
SIC : Sq. Ft. :
Approva+ :
Zaning :
Approval :
Approval :
Occupancy : Wails : Roof : Stories :
Residential Units :
Electrieal License No ; Plumbing License No :
Mechanical License No :
Company : Company :
Company :
Expira4ion Date
Approval:
. (7)thispertnM1wasissued'mec
RegWaGOns and BufWin Co
. (2) abThis and~onetl Porel periotl:of(1,
(3) If ihis parrtut expires. a;iew I
(5)
(6)
or am
Expiration Date : Expiration Date :
Approval : Approval :
provlaqns set torth in yopur appNCatbn aM ia sub'ect to ihe laws W tl~e Stete of Colwatlo aiM to the ZoMn9
4 Cobredo or any oNer epplxAble arlinancea M~8 Cily. 9d is not commenoeC wMin sixry (80) tlays from issue tlate or (B) the building 8uthorized is suspended w
uiretl Tor a fee ot aae-half the artwunt normaly required, providetl rw changes have Deen oF will be made in the
ension ofabarWOnment hes not exceetled one (1) Yeaf. If cherges are matle ar if suspension or abantlanment
' a new pertniL .
changs Me natural Ilow of weter causing a Aroinepe Pmblem. ienty-four (24) hours in aMance for all inspeclions anA shaN receive wriXen approval on ins(rec0on card be2re
awinps and spedfiations shall nW be consWed w be a permtt for, nor an approval M, any vidatlon W Me provisions
IW, NI80f fBQUIBSbt1.
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILOING INSPECTOR AND MAYOR
CALL: 234-5938 24 HOURS PRIOR TO INSPECTION
~ ,
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number :
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Date :
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Property Owner : QSqw fl
Property Address : Phon<~
Contractor License No. :
Company : Phone :
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this pemit application are accurate,
and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
wvenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printed on this
application, and that I assume full responsibility for compliance with the Wheat Ridge Builtling
Cotle (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit.
(OWNER)(CONTRACTOR)SIGNED`~~ 't DATE
i
Description : ~ ~ ~ ~:~rt.~~ •~.L~id~L, G~/ati
~c~nJC"c , iZQC
Construction Value :
Permit Fee :
Plan Review Fee :
Use Tax:
Total : .4-0"~
BUILDING DEPARTMENT USE ONLY
Approval :
Zoning :
Approval :
PUti1MMMM~~
Approval:
Occupancy : Walls
Roof : Stories
SIC : Sq. Ft. :
Residential Units :
Electrical License No : Plumbing License No : Mechanical License No :
Company : Company : Company :
Expiration Date : Expiration Date : Expiration Date :
Approval : Approval : Approval :
IN JRI9477B"Amtmm 0 ~Ia~fslR~qu1L'~tl~9 ~ ee,la'f~iRAQOi~
( t) This pemit was issued in accordance wilh the provisions set forth in yopur appliwtion and is sub'ect lo lhe laws of lhe SWte of Coloratlo and to the Zoning
Regulations antl Buildiny CoAe of WTeat Ridge. Coloatlo or any oNer applicaDle oMinances of t~e Ciry.
(2) This pemit shall expire d(A) lhe work authonzed is not wmmenced within sirzty (60) days Irom issue tlate or (8) the CuilCing authonzed is suspenCeO or
abandoned for a penod of 120 Gays.
(3) If this pemit expires, a new pemit may De acquired lor a fee of onehal( the amount normalty requireQ OrovideA no changes have been or will be made in Ihe
original plans antl specifcations and any suspension or aEandonment has not e:ceeded one (1) yeac II changes are made or il suspension or abandonment
exceeds one (1) year, lull (ees shall be paid br a new permit.
(4) No work ol any manner shall be done that will change the natural Bow ol water wusing a draina9e Oroblem.
(5) Contractor shall noliy the BuilOing Inspeclor twenN-four (24) houro in advance for all inspections and shall receive written approval on inspection card before
proceediing wilh successive phases of the 7o6.
(6) The issuance of a pemit or the aDDroval o( Crawin9s antl specilcations shall not be construed to Ee a permit for, nor an approval of, any violation ol Ne provisions
ol the huil0ing co0es of eny othet OMinance, law, mle Or regulation.
Chief Building Inspector
For Mayor
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 4301
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Dafe : 12/4/96
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Property Owner :
Property Address : 5055 TABOR ST
Contractor License No. :
Company :
Phone : 277-1640
Phone :
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $1,443.00
I hereby certiry that the setback distances proposed by this permit application are accurete,
PBffT11Y F@2 :
$49.50
and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
PIBn ReVi2W Fee :
$0.00
made are accurate; that I have read and agree to abide by all conditions printed on this
application, and that I assume full responsibility for compliance with the Wheat Ridge Building
US@ T8X :
$2$$6
Code (U.B.C J and all other applicable t Ridge ordi nces, for work under this permit.
{I
%9
404 >
Total
:
$78.36
°
(OWNER)(CONTRACTOR)SIGN DATE/
Description : REMO EL FFICE
Electrical License No : Plumbing License No : Mechanical License No :
Company : Company : Company :
Expiration Date : Expiration Date : Expiration Date :
Approval : Approval : Approval :
~
. md9sal7 mono ~ ammasoloom IN 1-1
(1) This permit was issued in accordance with the provisions set forth in yopur aDPlicalion antl is subject [o the laws of the State of Coloredo and to the Zoning .
Regulations and Building Cotle of Wheat Ritlge, Coloredo or any other applwable oMinances otthe City.
(2) This permit shall expire if (A) the work authorrzed is not commenced within sixty (60) days from issue date or (B) the building authorized is suspentled or
abandonetl For a period of 120 days.
(3) If this permit expires, a new permrt may be acquired for a fee of one-half the amount normally required, providetl no changes have been or will be made in the
original plans and speafcations and any suspension or abandonment has not excee0etl one (1) year. It changes are made or if suspension or abandonment
exceeds one (1) year, full tees shall be paid for a new permit. (4) No work of any manner shall be tlone that will change the natural flow of water causing a d2inage problem.
(5) Contrector shall notify lhe Building Inspedor lwenty-Pour (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceetliin9 with successive phases of ihe ob.
(6) The issuance of a permit or the approval o~drewings and specifcations shall not be construed to be a permit for, nor an approval of, any violation of the provisions
of the builtling cotles or any other ordinance, law, rule or regulahon.
Building Inspector
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
DEPARTMENT OF PLANNING AND DEVELOPMENT
- BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Property Owner
Property Address
Contractor License No.
Company :
Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this pemit application are accurate,
and do not violate applicable ordinances, rules or regulations ot the Ciry of Wheat Ridge or
covenants, easements or restnctions of record; that all measurements shown, and allega6ons
made are accurate; that I have read and agree to abide by all conditions pnnted on this
application, and that I assume full responsibility for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit.
(OWNER)(CONTRACTOR) SIGNE ~ DAT
Description: ~q~~~Ge
BUILDING DEPARTMENT USE ONLY
SIC : Sq. Ft. :
Approval :
Zoning :
Buifdinc~Co` ~ents~
Approval:
Pulili W8T1~ssCdiir'rtTAiits~
Approval :
Occupancy : Walis : Roof : Stories : Residential Units :
Electrical License No : Plumbing License No : Mechanical License No :
Company:
Expiration Date :
Approval:
pq WlanRIMiNUMN
Company:
Expiretion Date :
Approval:
p la'i~s* , B~Construction Value :
Permit Fee :
Plan Review Fee :
Use Tax :
Total :
/4/y3, -
Company :
Expiration Date :
Approval:
IN W.1affrR~
(1) This permit was issued in aaortlance wdh Me provisions set fonh in yopur apDliwtion antl is subject to the laws ot tne SWte of Coloraao and to tne Zoning
Regulations and Builtling Cotle of Wheat Ritl9e, Coloratlo or any other a00licable ortlinances ot the Ciry.
(2) This pemit shall expire iF (A) IOe work authonzed is not wmmence0 within sixry (60) tlays from issue tlate or (8) the builtling auihonzed is suspended or
abandoneA for a period of 120 tlays.
(3) If lhis pemit expires. a neW pertnit may be aCquired for a lee o( one-half the amount nortnally required, provided no changes have been or will be made in the
original plans and speafications and any suspension or abantlonment has not exceetletl one (1) yeac I( changes are made or il suspension or aOanAOnment
exceeds one (1) year, lull fees shall be paid far a new permit.
(4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
(5) Contractor shall notiry the Builtling Inspector twenN-lour (24) hours in atlvance (or all inspections and shall receive written appmval on ins0ection cartl before
proceetliing with successive Phases o( the ob.
(6) The issuance of a permit or the approval o~drawings and specifcations shall not be construed to be a pemit tor, nor an apProval o(, any violation of the provisions
o( the building codes or any other ortlinance. law, rule or re9ulation.
Chief Building Inspector
Building Permit Number :
Date :
For Mayor
Phone : ~ 77 1,-6 ti/d
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
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S ~rs~o~ ~'o%w.n L
Property Address
ConVactor License No.
Company
5055 TABOR ST
18792
Servco Electric, Inc.
OWNER/CONTRACTpR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certly thet the abttiadt distnn¢e3 WOPosed~ bY thf8 Pertnit. applkWion aia aewraM, .
and do not vrolOte apphcableddfnances, rulea, qr regulatiqna of Ne CNy of iNAeat Ridge or
covenanfs, easemeMa or restHctlons of record; that atl rrieasuremeMS stroxrn, and albgations
mads ere axurate; that 1have roael andag rea to abkie by all conditlonspnnted on Mis
applicetlon, aMd that I aasimie fWl r9spc~sPoflIry Mr compIlanp with the V4heat Ridge Buildirg
Code (U.B.C.)•and ai( otfel' appNcaDk.VVFait Rid6e ortlfnqnyyy; for work untler ft permR.
(ONMERHCONTRACTOR) SIGNEDO/~
Phone : 277-1644
Phone : 420 4607
Construction Value :
$600.00
Pertnit Fee :
$45.00
Plan Review Fee :
$0.00
Use Tax :
$7.20
Total :
' ' $52.20
Deseription : 3 OUTDOdR CONVENIENCE OUTLET3AT FENCE FROM PJ(ISTING POWER PANEL ON
HOUSE
DEPAR7MENT USE ONLY
Approval :
Zoning :
Approvai :
Approvai:
Occupancy : Walls : Roof : Stories
Residential Units :
Electrical License No : Plumbing License No : Mechanical License No :
Company: Company: Company:
Expitation Date : Expiration Date : Ecpiration Date :
ApQroval : Approval : Approval :
0 0 0
(7) iMa Wrmilt wasiswed In accadana wMh tl+e GWMbru aet b1th M YaWr appliatlon antl le eubiect b Me lewe MMe 9fale of Calondn anE ro tlre 2aninp
RepulatlomarM Co~MNTest Cobredowarryotlher oMinanoatoftl»cro.
(z) mie aem~ eneu ~(nn~ne v~ sunwr~ed Is nwt oammeneea WMhI~~ll%lyDl(80) dYy{ hORI Il6UB dYle p(B) U18 bUIIdN1Q BW10fiiBO i! 5U6{1Bt1Altl Of
amnaana ror a a«wa a~smyts.
mmtheit
(9) pan a orlo~in~ d~enaaeoetlfiWlOneantlmay bsus~pe~Wio~Wn«aDnnA m~ant ~t~es ~rwt e~ic~~c~~yeaz' H ~dwnB ~orim tsu~apMena« ~n lo aban ~ donIn
MSIC : Sq. Ft :
No wa%ot anY menner ahatl be daro thaf wlll cliarige Me naWral 11av otwatsr ceusirp a areinege problem.
ehYlnotly IM BuW k~@ InsOactor Aventy-four (24) howa in edvance fw ell fnapectlons entl ahe9 raceWe vrtitten approval an inspaclbn caN hefare
np rMUi euc~saive ohaset of iFrohc
(9) ~~~a ~ md%epop~ N~~svl~iuk o regu'~iellft°on~s anell na be cansweo ro be a vemin ror, na an aao~l a, am~ viaason w me pov~sione
THIS PERMlT VALID ONLY WHEN SiGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5833 24 HOURS PRIOR TO INSPECTION
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number :
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Date :
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Property Owner : /a
Property Address : r°' ' r ;f ~ 7-/G H y
Phone:
Contractor License No. : / J
Company : S"r' v , C:7
Phone: Aj,-) c~ - ~~C c, 7
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback tlistances proposed by this pertnit applicatian are accurete.
and do not violate appliwble ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record: lhat all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printetl on this
applieation, and that I assume full responsibility for wmpliance with the Wheat Ridge Building
Code (U.B.C.) anA,all-utter applicable Whye~a~idge ordinances for work untler this pertnrt.
(OWNER)(CC~NTRACZf3R) SIGNED/ / ~ ~ DATE
Construction Value :
Pertnit Fee :
Use Tax :
Total :
DeSCription: --•-7-/P 7`j ~2 T {
'r<tS~_Lfxis/>°•.~l.- pdi/c/ cli> )'lo.-fc / G-x-,~
LDING
Approvai :
Zoning :
Approval :
Approval:
Occupancy : Walls : Roof
USE ONLY
r r- 1sT )
Stories : Residential Units :
Electrical License No rc'' 7 Plumbing License No Mechanical License No :
Company:]/-Prve-.- ~=/rr•, Company: Company:
Expiration Date : Expiration Date : Expiration Date :
Approval: Approval: Approval:
~ Pfans Requfred1.;'1 A Plgns Required _I P(Sns;itiqqicM
(1) This Dermrt was issuetl m accartlance wrth Ihe pmvisions set lorth in yo0ur apDliwtion and is suGjM to the laws ot Ihe State ol Colo2tlo and lo Ne Zoning
RegulaUOns and Builtling Cotle ot Wheat Ritlge, Coloraao or any other aDD~icable ortlmances ot Ihe Clry.
(2) This permn shall ea0ire rt(A) the work authonzetl is not commenceE wrthin siary (60) Oays trom issue Eale or (B) the bwldmg autnonzetl is suspenAeE or
aban0onea tof a pena0 of 120 Cays.
(3) If this permR expires. a new permrt may be acputreA for a fee o( one-nalf the amount normally repuve0, pmwtletl no changes have Geen ar will Oe maEe m Ihe
onginal plan9 and spEGfiUtions and any suspension or abantlonment has nol exCeeEeO one i 1 ) year. If changes are matle or d suspension or abantlonment
ezCeeCS one (t) yeaG lull leea shall be paitl br a new permil .
(4) No work of any manner snall be tlone tnat will change the natural tlow of water wusmg a tlramage Oroblem.
(5) Contractor sball nobry the BuilCing Inspector twenty-lour (24) hours in aGVance /or all inspecuons and shall recerve wntten approval on inspecnon carC Eelore
oroceetlimg with successrve phases of the IoC.
(6) The issuance of a Oermit or the approval ot tlrawings and speafications snall not Oe wnstruea to Oe a permit lor, nor an approval of. any violation of the Orovisions
of Ihe builtling w0es or any other orainance, law, mle or regulation.
Chief Building Inspector
For Mayor
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION