HomeMy WebLinkAboutApplication- PermitGarfield County
Building & Sanitation Department
108 8rh Street, Suite #201 Glenwood Springs, Co. 81601
Office- 945-8212 Inspection Line- 384-5003
Job Address2-ii)derna)(
NO. 9285
Nature of Work Buildin • Permit
Use of Building
Owner
Contractor T)Ujgoe
90e6 -
Amount of Permit $ ' S Date
GARFIELD COUNTY BUILDING PERMIT APPLICATION
108 8'h Street, Suite 201, Glenwood Springs, CO 81601
Phone: 970-945-8212 / Fax: 970-384-3470 / Inspection Line: 970-384-5003
Permit No: (93 (ic5
Parcel/Schedule No: 23115112.00 51
Job Address: 05 ,bN
i D PM'S a4424LINCIAta , CO 1142.3
1 Lot No: Block No: Subd. / Exemption:
'T 7 3 _
2
thvner:' E 4400L gifite,s1
14" 40tlb'1lo�
Address
3220 c of dpitte 4ok
Ph: } ► + ( ii.e
910/10 1-9aD1- i6eJ 011 1.e
3
Cnntraetn
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Addre%s:
VD Llcc7(
.
Ph:r
5.-q11- `�6g4
Lic. NO.
$
4
Archltect/Englneer:
Aaareaa.
_
Pb:
Lic. No.
5
Sq. Ft. of But�j dn�13011457.
Sq.Lot:`
Height: 31.
No. of Floors:
6
Use of Building:
7
Describe Work: 5l,62.40e.64iE
Tom
$
Class of Work: sa New
o Addition
❑ Alteration ❑ Remove
o Move
9
Garage:�� ❑ Single
o Double
Carport: o Single
❑ Double
10
o Driveway Permit k")//1i ❑ On -Site Sewage Disposal o Site Plan
(Septic)
11
Valuation of Work: $ 011 000Adjusted
Valuta ins: 5
.,
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. , j�� l.�c..r
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A SEP ': �' rr ' CCAL PERT IS R
ISS j D B TH T �►• Co RADq.�
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r. . • �i� : 'r 4. AND Va11 F RK OR CON
a:.• A D s/OM.. . Ei SO iov, :'
CO C . s*'r OW USP `r. ,� .•'
`,'Op ,• i TIM R WO'K 1 .MMENCED.
I ,of , ./4�� '�'E READ AND EXAMINED
O I 0 J,SA ME TO BE TRUE AND
PROVISIONS OF LAWS CO RNING THIS TYPE OF WORK
COMPLETED WITHIN WHETHER SPECIFIED HEREIN
GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE
TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER
LOCAL LAW REG GATING CONSTRUCTION OR THE
OFCONSTRU 1
I. ��,` It��
AND MUST BE
',•
'� O
.
THIS
CORRECT. ALL
WILL BE
OR NOT. THE
AUTHORITY
STATE OR
PERFORMANCE
aD eCk Fee:
3 5z : 7 n
7
Permit Fee:
542,75-
Total Fee: Dated Permit Issued:
! 5 ii
OCC_ G[OLL rist. Type'
- �+ _ / :
_f
Zoning:
Setbacks:
anti. Home: ISDS No. & Fee:
S 'r ��1. i
ER ��r
/
f
BLDG DEPT r 117 • )17.77
• APPRO + /DATE .P•I _
AGREEMENT
PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT
THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT.
IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE
REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT
IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED
STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID.
THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER
REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING
CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION.
TAE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF
ANY RESPONSIBILITIES OR LIABLITIES BY CARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS
AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER. BUILDER, AND OWNER. COMMENTS ARE
INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST.
Garfom.003
I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL):
The following items are required by Garfield County for a final inspection:
1. A final Electrical Inspection from the Colorado State Electrical Inspector;
2. Permanent address assigned by Garfield County Building Department posted where readily
visible from access road;
3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows
installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent
kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all
necessary plumbing;
4. A complete bathroom, with washbowl, tub or shower, toilet stool, hot and cold running water,
non-absorbent floors and walls fuiished and a privacy door;
5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or
decks over 30" high constructed to all 1997 UBC requirements;
6. Outside grading done to where water will detour away from the building;
7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of
extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until
all the required items are completed and a final inspection made;
8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway
installation, where applicable; as well as any final sign off by the Fire District, where applicable.
A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE
ABOVE ITEMS HAVE BEEN COMPLETED.
****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY
(C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE
CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING
PREMISES UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupangy2 use and the issuance of a
Certificate of Occupancy for the dwelling under building permit # .
- c -
Signature Date
Bpcont03/2004
Applicant
PLAN REVIEW CHECKLIST
Date A' ' S -pc/
Building
- gineered Foundation
,/l Driveway Permit
Surveyed Site Plan
4 Septic Permit and Setbacks
Grade/Topography 30%
)(,), ,Attach Residential Plan Review List
- nimum Application Questionnaire
,%subdivision Plat Notes
Fire Department Review
-/ Valuation Determination/Fees
`-' Red Line Plans/Stamps/Sticker
✓Attach Conditions
application Signed
✓ Plan Reviewer To Sign Application
parcel/Schedule No.
,A_40# Snowload Letter- Manf. Hms.
GENERAL NOTES:
/S690 r ].3 ` 39,4pg
Planning/Zoning
Property Line Setbacks
30ft Stream Setbacks
Flood Plain
Building Height
Zoning Sign -off
Road Impact Fees
HOA/DRC Approval
Grade/Topography 40%
Planning Issues
Subdivision Plat Notes
3220 County Road 100 Carbondale, CO 81623 p 970 704 9007
5th October, 2004
UE CRS,
R ANCH
- OE THE RCI IRI T'[ FORK -
Andy Schwaller
Garfield County Building and Planning
108 8th Street, #201
Glenwood Springs
CO 80601
Dear Andy
f 970 7049006 www bluecreekranchcolorado com
We respectfully request that Garfield Building and Planning replace Leigh Sheldrake with
Ben Niiler of CM Developers, LLC as contractor for the two storage barns at Blue Creek
Ranch.
Yours sincerely
Gavin Brooke
Blue Creek Land Holdings
.i
GARFIELD COUNTY BUILDING AND PLANNING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
for
SINGLE FAMILY DWELLING CONSTRUCTION
including
NEW CONSTRUCTION
ADDITIONS
ALTERATIONS
and
MOVED BUILDINGS
In order to understand the scope of the work intended under a permit application and expedite the
issuance of a permit it is important that complete information be provided. Adequate and complete
information will prevent delays in the plan review process. Reviewing a plan and the discovery that
required information has not been provided by the applicant may result in the delay of the permit
issuance and in proceeding with building construction. The owner or contractor may be required to
provide this information before the plan review may proceed. This causes delays because other plans
that are in line for review may be given attention before the new information may be reviewed after
it has been provided to the Building Department.
Please review this document to determine if you have enough information to design your
project and provide adequate information to facilitate a plan review. If you do not, it may be
helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code".
This book is available to you through this department at our cost. Also, please consider using
a design professional for assistance in your design and a construction professional for
construction of your project.
To provide for a more understandable plan in order to determine compliance with the building,
plumbing and mechanical codes, applicants are requested to review the following checklist prior to
and during design. Applicants are required to indicate appropriately and to submit the
completed checklist at time of application for a permit.
1
4
4
Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and
drawn to scale.
Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with
decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line.
A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar,
anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house -
rap, (which is required), siding or any approved building material.
A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be
designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, an 80 M.P.H.
windshear, wind exposure B, windload of 15 pounds per square foot, and a 36 inch frost depth.
All sheets to be identified by number and indexed. All of the above requirements must be met or
your plans will be returned.
All plans submitted must be incompliance with the 1997 UBC, UMC and 1997 UPC.
1. Is a site plan included that identifies the location of the proposed structure or addition and
distances to the property lines from each corner of the proposed structure(s) prepared by a
licensed surveyor and has the surveyors signature and professional stamp on the drawing?
Properties with slopes of 30% or greater must be shown on the site plan. NOTE: 106.3.1
(7.) Any site plan for the placement of any portion of a structure within 50 ft. of a
property line and not within a previously surveyed building envelope on a subdivision
final plat shall be prepared by a licensed surveyor and have the surveyors signature and
professional stamp on the drawing. Any structure to be built within a building envelope
of a lot shown on a recorded subdivision plat, shall include a copy of the building
envelope as it is shown on the final plat with the proposed structure located within the
envelop!
Yes ✓✓
2. Does the site plan also include any other buildings on the property, setback easements and
utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution
if the property you are applying for a building permit on is located on a comer lot. Special
setbacks do apply.
Yes
3. Does the site plan include when applicable the location of the I.S.D.S. (Individual Sewage
Disposal System) and the distances to the property lines, wells (on subject property and
adjacent properties), streams or water courses?
Yes Pr
4. Does the site plan indica a the location and direction of the County or private road accessing
the property? Yes ✓
2
5. Do the plans include a foundation plan indicating the size, location and spacing of all
reinforcing steel in accordance with the uniform building code or per stamped engineered
design?
Yes
6. Do the plans indicate the location and size of ventilation openings for under floor crawl
spaces and the clearances required between wood and earth?
Yes T1
7. Do the plans indicate the size and location of ventilation openings for the attic, roof joist
spaces's any. offits?
Yes
8. Do the plans include design loads as required by Garfield County for roof snow loads, (a
minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor
loads and wind loads?
Yes
9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof
construction',
Yes
10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling
joists, roof raters or joists or trusses?
Yes
11. Does the building section drawing or other detail include the method of positive connection
of all columns and beams?
Yes
12. Does the plan indicate the height of the building or proposed addition from the highest point
of the building or addition measured at mid span between the ridge and the eave down to
existing (undisturbed) grade contours?
Yes
13. Does the plan include any stove or zero clearance fireplace planned for installation including
make and model and Colorado Phase II certifications or phase II EPA certification?
Yes No
14. Does the plan include a masonry fireplace including a fireplace section indicating design to
comply with the Uniform Building C de Chapter 37?
Yes No
3
15. Does the plan include a window schedule or other verification that egress/rescue windows
from sleeping rooms and/or basements comply with the requirements of the Uniform
Building Code?Pr-
Yes I No
16. Does the plan include a window schedule or other verification that windows provide natural
light and ventilationer all habitable rooms?
Yes rjff No
17. Do the plans indicate the location of glazing subject to human impact such as glass doors,
glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as
a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures
and specify suety glazing for these areas?
Yes No
18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters
indicated on the plan? NP(
Yes No
19. Do you understand that if you are building on a parcel of land created by the exemption
process or the subdivision process, are building plans in compliance with all plat notes and/or
covenants?
Yes ✓ No
20. Do you understand that if you belong to a homeowners association, it is your responsibility
to obtain written permission from the association, if required by that association, prior to
submitting an application for a building permit? The building permit application will not be
accepted without it.
Yes � No
21. Will this be the only residential structure on the parcel? N Pc
Yes No If no -Explain:
22. Have two (_complete sets of construction drawings been submitted with the application?
Yes /
23. Do you understand that the minimum dimensions a home can be on a lot is 20ft.wide and
20ft. long?
Yes �/ No
24. Have you design or had this plan designed while considering building and other
construction c e requirements?
Yes No
25. Do your plans comply with all zoning rules and regulations in the County related to your
properties zone district?
Yes 7 No
26. Does the plan accurately indicate what you intend to construct and what will receive a final
inspection by the Garfield County Building Department?
Yes � No
27. Do you understand that approval for design and/or construction changes are required prior to
the application of these changes?
Yes No
28. Do you understand that the Building Department will collect a "Plan Review" fee from you
at the time of application submittal and that you will be required to pay the "Permit Fee" as
well as any "Road Impact" or "Septic System" fees required, at the time you pick up your
building permit?
Yes No
29. Are you aware that twenty-four (24) hour notice is required for all inspections?
Inspections will be made from Battlement Mesa to West Glenwood in the mornings and
from Glenwood Springs to Carbondale in the afternoons. All inspections must be
called in by 3:30 p.m. the day before. Failure to give twenty-four (24) hour notice for
inspections will delay your inspection one (1) day. Inspections are to be called in to
384-5003.
Yes No
30. Are you aware that requesting inspections on work that is not ready or not accessible will
result in a $43A0 re-inpsection fee?
Yes No
31. Are you aware that you are required to call for all inspections required under the Uniform
Building Code including approval on a final inspection priori() receiving a Certificate of
Occupancy an$1 occupancy of the building?
Yes No
32. Are you aware that the Permit Application must be signed by the Owner or a written
authority be given for an Agent and that the party responsible for the project must comply
with the Uniform Building Code?
Yes No
33. Are you aware as part of the submittal for a building permit you are required to show proof
of a driveway access permit from Garfield County Road & Bridge Department or if
applicable the State Highway Department ? If a permit is not necessary, then a letter stating
that information is required. You can contact the Garfield County Road & Bridge
Department at 625-8601 or refer to the phone book for the State Highway Departments
phone number./
Yes r No
34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician
and Plumber to perform installations and hookups, unless you as the homeowner are
performing the work? The license number of the person performing the work will be
required at time of applicable inspection.
Yes / No
35. Are you aware, that on the front of the Building Permit Application you will need to fill in
the Parcel/Schedule Number for the lot you are applying for this permit on prior to submittal
of a building permit application? Your attention in this is appreciated.
Yes No
36. Do you know that the local fire district may require you to submit plans for their review of
fire safety issues? Yes No (please check with the
building department about this requirement)
37. Are you aware, that if you receive your water and/or sewer from an Association, District, or
Municipality you will be required to provide the County with a copy of the Tap Permit (or
evidence of an exemption) at the time of the building permit application submittal?
Yes No N/A
38. If you are within five (5) miles of the City of Rifle or the Town of Parachute, have you
checked with them conewater shed protection zone permit requirements for ISDS and
other activities? Yes e T No N/A
I hereby acknowledge that I have read, understand and answered these questions to the
best of L ability.
Phone: 11t
-°j ab1-- (days);
Project Name: "i2- cutaAGre 52;f1(1-4•3
Date
Ovi -1
J d+-�
,
?7a • "Il '25- (evenings)
Project Address: b eile$I}-WASE 66 [,2-3
Notes: If you have answered "No" on any of the questions, you may be required to provide this
information at the request of the Building Official prior to beginning the plan review process.
Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a
permit. If it is determined by the Building Official that additional information is necessary to review
the application and plans to determine minimum compliance with the adopted codes, the application
may be placed behind more recent applications for building permits in the review process and not
reviewed until required information has been provided and the application rotates again to first
position for review, delay in issuance of the permit or delay in proceeding with construction.
Bpminreg04/2004
7
GARFIELD COUNTY
BUILDING REQUIREMENTS
Codes: 97 UBC, 97IPC, and 97 UMC.
Setbacks: 25 feet front and rear and 10 feet on the sides (check subdivisions).
Snowload: 40PS1' up to 'ice. elevatkoi.
50PSF 7001 to 80006.
73PSF 8001 to 9000ft.
100PUF 9001 to 10000#h.
Seismic: Zone 1
Windshear. S0mpb
Wind Exposure: B
Windiond: 15PSF.
Frost Depth: 36in. to 8000ft. ektvatiaat, 42111. 8001 to 100011ft.
Insulation: R•11 Floors over unheated areas
R-19 Walls
R-29 Ceiiings
If floors over crawl spaces aft not insulated, the crawl apace
walls must he insulated. dement walls mast be insulated to
frost depth. COMMON wads garage to house meat have R-19
insulation. COinnton cetlingThor garage to house must have
R-11. Tobe precautions to protect plumbing in these garage
arae from firms.
v,,o)E
CREE
RANCH
To: Andy Schwaller, Garfield County
From: Leigh Sheldrake, Blue Creek Ranch
Subject: Permit Application: Upper Storage Barn
Hi Andy,
Please find attached information for a permit application for a Storage Barn at Blue Creek Ranch. I
was going to submit to permit for two barns on one permit, but have since learned that they are on
separate parcels. Please note that the foundation engineering has both barns on one page. This
particular application is "Building A" on the foundation plan. I can be reached at 379-4155 [cell] or
704-9007 [off ce] if you have any questions or concerns.
Leigh Sikldr e
Blue Creek nch
Construction Manager
3220 County Road 100 * Carbondale, CO 81623 * Phone: (970) 704-9007 * Fax: (970) 704-9006
EEk
-� �I➢pli:�ss.;- sl slkal �{er � Vor.
•
I � -
RANCH
Homeowner's Association Architectural Approval
On Monday, May 10, 2004, the Blue Creek Ranch Design Review Committee gave final
approval to the plans submitted by Blue Creek Ranch Homeowners, applicant, for Tract 3 [
105 Ponderosa Pass, Carbondale, CO 81623]
The applicant is hereby authorized to begin improvements to the above -referenced property
upon receipt of a building permit from Garfield County Building and Planning.
Dated May 10, 200
Leigh Sheldrak
Design Review Committee Chairman
March 31. 2004
www. rockf ord st eel . com
ROCKFORD STEEL BUILDINGS
504 Thunderbolt Drive • Walterboro, SC 29488 • 843-538-4600 • Fax 843-538-4610
Blue Creek Land Holdings. LLC
3320 County Rd. 100
Carbondale. CO 81623
RE. 24' X 6.51X 14'
STORAGE
REVISED
PO # R11218 CM Developers
Dear Customer.
This is to certify that the above referenced structure is being designed in accordance with the International Building Code 2003 for
the following loads in addition to the dead load of the structure.
a) s/ Roof Live Load = 20 psf e) Crane' Capacity = tons
Tributnn• Reduction n No J ❑ TR ❑ vim ❑ MONORAIL
k Roof Snow Load = 40 psf I CMAA - Class C unless noted
(Ground Snow Load — 57 psf with Ce = 1) f) Mezzanine Size = NIA
Snow Imp. = 1 LL = NiA psf DL — NIA psf
b) Wind Speed = 90 mph. Exposure C g) Building Enclosure Type
Wind Imp = 1 i d❑ Enclosed
c} Seismic Data Ss = 0.52 SI = 0 095 Site Class Et _ Partially Enclosed
I i Open
Seismic Imp = 1
h) Defection Criteria
d) Collateral Load = 5 psf (Sprinkler. Insulation Drop Ceilmg) Rockford Standard
Others (Specify): I ❑ Other (Specify):
This certification is in accordance to the design loads you requested and specified in the purchase order agreement. The building is
designed in accordance with AISC, ASD Ninth -Edition. AISI 1996 Edition, and MBMA Standard. Rockford Mfg., Ltd. makes no
representations as to the adequacy of the design loads on the building components you have ordered. It is your responsibility to
contact your city or county building officials to determine if the specified design Toads you requested are adequate for your
geographical area. If you are unfamiliar with the design loads required to obtain the necessary building peanuts, please contact
your building official immediately and verif that the loadings you ordered are correct and in accordance with your building
official's requirements for obtaining the necessary permits.
Rockford Mfg.. Ltd. limited warranty and engineering data are set forth in your PURCHASE ORDER, LIMITED WARRANTY
and MANUFACTURER'S AGREEMENT. This certification covers parts manufactured by Rockford Mfg., Ltd. only and excludes
such parts as doors, windows. masonry, foundation design and erection of the building. The building components not
manufactured by Rockford Mfg.. Ltd. are listed below:
Material: N/A
Manufacturer's Name: N/A
Fabncating Location: N/A
The5i
undersigned is not the eO rugF o d for the overall project.
N. o% . .. l ..
•.,,,.
.q- 1-• p —
Rama Adhikary. P.6 23771 --:
Registered Profession t inecr
ru
Enclosures: Defi �•21ud,�•gtMic$ iices
Ltmttctf i��aL -
,lll!l1 /1 1110'
C ROCKFORD STEEL BUILDINGS
l-2005 14:07 FROM:JC ELECTRIC 9709279369
9127/2005 5:C9 [3i FROM: Fax Electrical _Plumbing lnspecCo_a TO: 1970.07-9369 PACE: CO1 OF 001
TO:9707049006 P.003/003
COLORADO STATE ELECTRICAL BOARD
1580 Logan Street, Suite 550
Denver, CO 80203-1941
PERMIT #: 554834
Inspection Report
Date Inspected: 09/22/2005
Permit J C ELECTRIC
Holder: 0020 SUNSET DRIVE #9 BASALT 81621
Phone: (970) 927-3480 Fax: 970-927-9369 Email: vhavensiajcelectriclIc.com
Site 105 PONDEROSA PASS Carbondale, Garfield County, 81623
Owner: BLUE CREEK HOA Phone:
Status: Accepted
Inspection type: Final Partial Inspectian:N
NEW OTHER Trim Permit:N
COMMERCIAL OTHER
Inspector: Greg Winders 970-625-4561
Corrections:
Comments:
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(continue on back)
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
BUILDING PERMIT
GARFIELD COUNTY, COLORADO
Date lssu ... ..IC�':.Zoned Area Permit No cl
aas"
AGREEMENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with all
laws and regulations related to the zoning, location; construction and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of the above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMMEDIATELY ' ,COME NULL AND VOID.
Use
LI
Add or Legal nption
Ownete
Setbacks
Front Side_ Side _ Rear
This Cord Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing /0-15-..04/ Pid-
Founds tion to--16--0401.----
q— ate --_Underground
UndergroundPlumbing
Insulation
Rough Plumbing
Drywall
Chimney & Vent
rl,�
Electric Final (by State InspectoLz-'22�
Gas Piping -
Final L._ q -o5 "-
Electric Rough (By State Inspector),
Septic Final
Framing
(To include Roof in place nod Windows
and Doors installed).
Notes:
Owormorminommossommimomommommardiumumemmesue
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
THIS PERMIT IS NOT TRANSFERABLE
Phone 384-5003 1{}9 8th Street County Courthouse Glenwood Springs, Colorado.
APP Q1f EDDO NOT DESTROY THIS CARD
Date CIA By IV%
IF PLACED OUTSIDE - C VER WITH CLEAR PLASTIC
4
livvott
Co(-46-ty
ce-60/
ROCKFORD MANUFACTURING, LTD.
504 Thunderbolt Walterboro, SC 29488
843-538-4600
JOB NAME: CM Developers
LOCATION: Carbondale, CO
DESCRIPTION: 24' x 64' x 14'
PO NO.: R11218
DATE: 03/16/04
CALCULATIONS & DETAILS
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Registered Professional Engineer
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******************************************+**********************************i
* JOB: R11218 PAGE:TC1 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:58 *
******_***********************************************************************
INPUT ECHO/DESIGN LOADS
GENERAL CALCULATIONS/SKETCHES
FRAMING SUMMARY
ENDWALL REACTIONS
PURLIN DESIGN
SIDEWALL GIRT DESIGN
ROOF AND SIDEWALL PANEL DESIGN
ENDWALL FRAMING/PANEL DESIGN
BRACING LOADS
BRACING DESIGN
PORTAL FRAME DESIGN
RIGID FRAME #1 DESIGN
RIGID FRAME #2 DESIGN
TABLE OF CONTENTS
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PAGES (Al TO A5 )
PAGES ( 1 TO I L )
PAGES (131 TO B4 )
PAGES (C1 TO C2 )
PAGES (D1 TO D29 )
PAGES (El TO Ell )
PAGES (F1 TO F1 )
PAGES (G1 TO G7 )
PAGES (H1 TO H2 )
PAGES (I1 TO I5 )
PAGES (J1 TO J4 )
PAGES (L1 TO L13 )
PAGES (M1 TO M13 )
P.O.#
DESCRIPTION: -`r`il ` 1
GM 1)LAt:., .-r= L.P
BY:
DATE: (73/tVr y
CHK. BY: G14
l
DATE: 3I s 1 d
DEAD LOAD: Z .Z- PSF BLDG. CODE: 1$G- o;
ROOF LIVE LOAD: Li PSF WIND LOAD: 1c' MPH
5, :Q ) Fq= I,3£, r�4' C P`+ J
FRAME LIVE LOAD: .4 a PSF SEISMIC ZONE: s. =cows 4-, • z.Yo s ,it- c. -i.. V la
OTHER LOADS: 5 EXPOSURE: C►
CLOSURE: JIst..1)
04 For
4.6. I. Pica
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*****************************************+************************************
* JOB: R11218
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II
* VERSION -10.1.2
PAGE:TC2
11 -MAR -04 *
15:07:58
******************************************************************************
Design Standards and Specifications
The following standards, specifications and codes are used in designing
metal buildings at the Company.
Standards:
ASCE Standard: American Society of Civil Engineers, Minimum Design Loads
for Buildings and Other Structures.
MBMA: Metal Building Manufacturer's Association, Metal
Building Systems Manual, latest edition.
Specifications:
Structural Steel: RISC Manual of Steel Construction, Allowable Stress
Design - Ninth Edition with Supplement 1
Structural Joints: AISC specification for structural joints using ASTM
A325 or ASTM A490 Bolts
Cold -Formed Steel: AISI Cold -Formed Steel Design Manual (North American
Specification for the Design of Cold -Formed Steel
Structural Members) 2001 Edition.
Welding: AWS (American Welding Society) D1.1 for Structural
Steel, AWS D1.3 for Sheet Steel.
CSA (Canadian Standard Association) W59 & W47.1
Bolts:
As a standard, ASTM A325 bolts are used as bearing type connections.
It is ensured that proper checking is done for this connection.
ASTM A307 bolts are used for secondary member connections.
High Strength Bolts:
ASTM A325 bolts used on rigid frame moment connections are designed as
bearing type connections, and threads are included in the shear plane.
Turn of the nut method is to be used in tightening the high strength
moment connection bolts. Special inspection of the tightening of these
bolts is required as specified on building codes.
Welding:
Welds joining flanges to splice plates, flange to flange, and web butt
joints are full penetration welds with effective weld throat equal to
or exceeding the required strength of the joint.
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:A1
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:56 *
****************************************t*************************************
DESIGN/ ESTIMATE INPUT ECHO REPORT
JOB IDENTIFICATION: R11218
SHAPE: Width Length Eave-Hite RoofSlope Bay -Space Frame Type Eave Offset
(ft) (ft) (ft) (in/ft) (ft) Left Right
24.00 64.00 14.00 12.000 16.00 TB 0.00 0.00
BUILDING CODE: Code Expo./ I Opening Seismic/ I View S.S. Roof
IBC -2000 C 1.00 C 1.00 N N
Ss 81 SITE CLASS
0.52 0.09 D
LOADS: Live Snow Wind Added Dead
(psf) (psf) (mph) (psf) Load Reduction
20.00 40.00 90.00 5.00 RgdFrm:N Endwall:N
PROGRAMS AND OPTIONS:
Y ALL 1
ADDITIONAL LINES:
# of Add Lines Line Numbers
9 8 9 10 12 13 16 17 19 23
FRAME SPACING: Side Wall # Blocks Width # of Bays
4 16.00 1
17.00 1
15.00 1
16.00 1
G.EXT,EW OPNGS,PANEL: Gable Extension Endwall Openings Panel Gage Panel
Left Right Left Right Roof Wall Type
2.00 2.00 0.00 0.00 26 26 HR
GIRT LOCATION: Side # of Girts Girt Locations
BACK 6 1.75 3.75 5.75 7.75 9.75 11.75
FRONT 6 1.75 3.75 5.75 7.75 9.75 11.75
LEFT ENDWALL: RIGID FRAME
ENDWALL BAYS LEFT : End Walls # Blocks Width # of Bays
1
24.00 1
******************************************************************************
* JOB: R1121B PAGE:A2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
- * CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:58 *
*****-*************************************************************************
RIGHT ENDWALL: RIGID FRAME
ENDWALL BAYS RIGHT: End Walls # Blocks Width # of Bays
1
24.00 1
FRAMED OPENINGS: # of walls with framed openings= 2
Wall # # Openings Type Width Hite Bay Offset Jmbtype
(ft) (ft) (ft)
2
4
B 11 6.00 10.00 1 2.00 2
11 6.00 10.00 1 9.00 2
11 6.00 10.00 2 2.00 2
11 6.00 10.00 2 9.00 2
11 6.00 10.00 3 1.00 2
11 6.00 10.00 3 8.00 2
11 6.00 10.00 4 1.00 2
11 6.00 10.00 4 8.00 2
6 11 6.00 10.00 1 2.00 2
11 6.00 10.00 1 9.00 2
11 6.00 10.00 2 1.00 2
11 6.00 10.00 2 8.00 2
11 6.00 10.00 3 2.00 2
11 6.00 10.00 3 9.00 2
PORTAL FRAME DATA: # portals Col Depth Raf Depth Bay #s
B. SIDE 1 0.00 0.00 2
F. SIDE 1 0.00 0.00 3
SPECIAL PURLIN DATA:
Max. Spacing Left end addnl load Right End addnl load
(Sloped) WOUT WIN WLEN WOUT WIN WLEN
2.00 0.00 0.00 0.00 0.00 0.00 0.00
MULTIPLE FRAME LINES: Number of Different Frames= 2
Frame Design Bay
# Size (Ft) Frame Line Numbers
1 B.20 1 5
2 16.50 2 3 4
******************************************************************************
* JOB: R11218 PAGE:A3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:58 *
******************************************************************************
CANOPY INPUT:
(FT)
*NOTE:
WALL WIDTH ELEV DL SLOPE SOF SBO FLAT
BACK SW 3.00 14.00 3.20 12.00 N Y N
LINE FROM: 1 LINE TO: 5
FRONT SW 3.00 14.00 3.20 12.00 N Y N
LINE FROM: 1 LINE TO: 5
SOF = SOFFIT PROVIDED BY COMPANY
SBO = SOFFIT PROVIDED BY OTHERS
FLAT = FLAT BOTTOM RAFTER
t*****************************************************************************
* JOB: R11218 PAGE:A4 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:58 *
* * * * * * * * * * * * * * * * * * * * * '* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
OUTPUT REPORT FOR WIND LOADINGS
(Load In (PSF) ; (+) For Pressure (-) For Suction)
CODE= IBC , EXPOSURE= C, OPENINGS= C, WIND SPEED (MPH) = 90.00
A. BASIC WIND PRESSURE (Qh) = 15.90 PSF @ 20.00 (FT)
C. WALL GIRTS:
D. ROOF PURLINS:
E. EW COL/DR JAM,HDR:
F. ENDWALL RAFTERS
Backside
Frontside
PRESSURE SUCTION
15.58
15.58
15.10
- 17.17
- 15.58
- 16.69
15.58 -18.76
15.58 -18.76
G. BRACING IN PLANE OF ENDWALL:
C1 C2 C3 C4
Wind From Left 8.11 1.43 -11.29 -10.49
Wind From Right 8.11 1.43 -11.29 -10.49
H. BRACING IN PLANE OF SIDEWALL, ROOF:
Windward End 3.50
Roof -13.83
Leeward End -7.47
I. WALL PANELS:
J. ROOF PANELS:
K. OVERHANG:
PRESSURE SUCTION
18.76
17.17
10.00
DEFLECTION LIMITS:
Purlin (Live) 180.0
Purlin (Wind) 120.0
Girt (Wind) 90.0
W.Panel (Wind) 90.0
R.Panel (Live) 180.0
R.Panel (Wind) 120.0
E.W. (Column) 180.0
E.W. (Rafter) 180.0
- 20.35
- 18.76
-34.65
* THE WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THE COMPONENT
AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS PER
IBC -2000, SECTION 1604.4, TABLE 1604.3
*stir * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:A5 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:56 *
******************************************************************************
WIND PRESSURE ON COMPONENT AND CLADDING
(5)
(5)
a
<- a= 3.00 ft
->1 a 1<-
a*
a*
(3) 1
(2) 1
(2}
Q: Roof Angle= 45.00 (deg.)
a: Wid. of Pressure
Coeff. Zone (ft)
1) .1W
a= Min. of 2) .1L
3) .4H
but not less than
1) .04W
2) .04L
3) 3 ft
(5)= End zone 5
->1 a 1<-
+
1(3) <-
(1)
1
* (2r)
+++1++++++++++++++++++++++1+++
* (2r)*(3r)
(1) 1(2)
(2) 1(3)1
*Zone (2r) exists
when Q >10 deg.
c-- Ridge
WIND PRESSURE (psf) qh= 15.90 psf @ 20.00 ft
Rf. Purlin
Rf. Panel
1
1
1
1
1
Zone (2)
Closed
- 18.76
Zone (3)
Closed
- 18.76
1
+
Wall Girt 1
+
1
Wall Panel 1
+
1
Zone (2)
- 21.94
Zone (3)
- 21.94
Zone (5)
-17.96
Zone (5)
- 25.12
1
1
1
1
1
1
R11218
Date and Time: 3/3/2004 10:20:05 AM (i)
MCE Parameters - Conterminous 48 States
Zip Code - 81623 Central Latitude = 39.251005
Central Longitude = -107.223074
Data are based on the 0.10 deg grid set
Period SA
(sec) (%g)
0.2 052.0 Map Value, Soil Factor of 1.0 S s - .
1.0 009.5 Map Value, Soil Factor of 1.0 c , - o , 0 5 S
MCE Parameters x Specified Soil Factors
0.2 071.8 Soil Factor of 1.38 Fa, _ 1.3(3
1.0 022.8 Soil Factor of 2.40 2.-(0
5M 5 = r'_7 . z o (1 3S\
SMI - Q. oC)E
SD,
0,2-7-$0
2/3 (0•1t`I(c) r D,6{?a`1
-213 ( 0 Z 7 LS o, /C2-0
s.0
a. 0
j c�I N co
PURL1NAB.MCD
DATE- 3/96 PURL1N AXIAL + BENDING
REV PURLIN LOCATION.
LOAD COMBINATION
DATE:
PAGE.
PURLIN 1986 AISI
INPUT a=0 .5.:;„;" PICK A DESIRED SECTION
MOM -9I K -FT a: 0 - 6.5Z16
AXIAL =1.4 KIPS 1 - 6.5Z14
(PBA -I0 sp) Lt= UBL=12.85 FT 2 - 9.0Z16
Lx 17 FT 3 - 9.0Z15
Ly=12.85 FT 4 - 9.0Z14
Cb=1 5 - 9.0Z13
Cm El
Cs El
Ky
Kx =1 (end bay Kx=.8, int bay Kx=.65)
111 I T is �'o� ')A 11.Af1•f l 11111A
B = 3.0
Fy-55.0
G=11300
E= 29500
Rmax1- 2.3
Rmaxe =1 96
Qb -1.67
Qc =1.92
ALLOWABLES:
Pa = 4.442 KIPS Ma = 0.97 K -FT Mao = Mal Mao = 3.445 K -FT
RATIOS:
AXIAL MOM
= 0.315 = 0.546
Pa Ma
AXIAL + BENDING
AXIALCm-MOM
+ = 0.887
Pa a•Ma
AXIAL MOM
= 0.225
Pao Mao
AXIAL + MOM = 0.861
Pa Ma
Eq. C5-1
Eq. C5-2
Eq. C5-3
IF AXIAL / Pa < .15 USE EQUATION C5-3
1986 AISI ZEE PROPERTIES :
SPROPI
SPROP2
Ix=SPROP1a 0
Sys SPROPIa 4
Cw = SPROP2 0
lx Sc Rx Iy Sy Ry I
4.8645 1.2553 2 5655 1.1654 .4775 1.2557 .0009
6.3385 1.7133 2.5720 1.6658 6765 1.3185 .0018
11.0077 1.8826 3.4531 1.5477 .5752 1.2948 .0011
12.6690 2.3198 3.4660 1.7942 .6605 1.3043 .0016
14.1230 2.6905 14703 1.9800 .7299 1.2994 .0022
17.0462 3.3590 3.4691 2.3538 .8703 1.2891 .0039
Cw Ro Ae Af D Va
7.57 2.86 .6865 .7391 6.5 2.85
10.63 2.89 .9059 .9582 6.5 5.90
20.76 3.69 .8008 .9231 9 2.02
23.40 3.70 .9654 1.0546 9 3 00
25.79 3.70 1.1028 L1727 9 4.16
30 58 3.70 1.3500 1.4164 9 7 45
Sc SPROP1
•j, 1
Ry = SPROP1, 5
RoESPROP2 i
RxESPROP1a
I=SPROP1a,G
AeESPROP2
PAGE -
Iv= SPROPla.3
Af E SPROP2 _
S►oe , L r L rv:12- r rok i RJ c, ,,.,,,._-' .\ Q �t
AL- - DoCV.--
/1-kt-ADt.r+-
( • 4,4
U
r-,
64
(3
O
3.1
16
15
17
Rear Sicie Vial!
7
1
4)
16 17
64
T r3ny Side Wall
WinBeam By CAST TIME : 03/03/04 16:05:30 Page: 1
+*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* SUMMARY OF THE INPUT INFORMATION *
******+****+***********************'Jr
TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION
* Types and
Hinged
Hinged
Hinged
Hinged
Hinged
the locations of the supports in Inch
support
support
support
support
support
at
at
at
at
at
X=
X=
X=
X=
X=
* Total number of different
From X= 0.000
0.000
192.000
396.000
576.000
768.000
materials
to X= 768.000
* Total number of different sections
From X= 0.000 to X= 768.000 IX=
* Note:
* Total
At
At
At
At
At
At
At
At
At
At
At
At
At
At
At
At
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
loading acting directly at support
number of
24.000
96.000
108.000
180.000
204.000
276.000
288.000
360.000
396.000
468.000
480.000
552.000
588.000
660.000
672.000
744.000
concentrated
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
load P=
loads .
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
1
E= 29500.000 ksi
1
4.865 Inch**4
will be
16 Unit
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
Moment=
ignored.
Kip Inch
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
WinBeam By CAST TIME : 03/03/04 16:05:30
Page: 2
* Total number of distributed loads :
At X= 0.000 W1= 0.001 At X=
1 Unit kip/in
768.000 W2= 0.001
0.000
0.000
0.000
0.000
0.000
y.*************************
* SUMMARY OF THE RESULTS *
*************************
* LENGTH UNIT Inch ; FORCE UNIT : Kip
* MAXIMUM VALUES
* Max. displacement is 0.63827 at X= 672.000
* Min. displacement is -0.03746 at X= 552.000
* Max. shear force is 1.17085` at X= 576.000
* Min. shear force is -1.19793 at X= 192.000 L1. 71 =/0•C
r •;11--/s. l 1 t 07 II, .1 +.�
*Max. moment is 40.99806 at X= 192.000 M�4< <,_ f'C
Min. moment is -31.75237 at X= 672.000 ak
* TOTAL APPLIED LOADS
L'7 MD - C1244 LAC T P5A4 2 04
* Total applied concentrated load:
* Total applied concentrated moment:
* Total applied distributed load:
6.400 Kip
0.000 Kip Inch
1.075 Kip
* SUPPORT REACTIONS
* Reaction at X= 0.000 : Force= -0.671 Moment=
* Reaction at X= 192.000 : Force= -2.315 Moment=
* Reaction at X= 396.000 : Force= -1.340 Moment=
* Reaction at X= 576.000 : Force= -2.052 Moment=
* Reaction at X= 768.000 : Force= -0.698 Moment=
****************************
* DETAILS OF THE ANALYSIS
* * * * * * * * * * * * * * * * * * * * * + * * * * * *
* DISPLACEMENT AT OUTPUT POINTS :
At X=
At X=
0.000 Displacement=
24.000 Displacement=
0.00000
0.24841
WinBeam By CAST TIME : 03/03/04 16:05:30 Page: 3
At X=
At X=
At X=
At X=
At X=
48.000 Displacement=
96.000 Displacement=
108.000 Displacement
144.000 Displacement=
180.000 Displacement=
0.44051
0.55478
0.51567
0.27836
0.03799
rcr-
At X= 192.000 Displacement= 0.00000
At X= 204.000 Displacement= -0.00148
At X= 243.000 Displacement= 0.14560
At X= 276.000 Displacement= 0.29420
At X= 288.000 Displacement= 0.32126
At X= 294.000 Displacement= 0.32700
At X= 345.000 Displacement= 0.21022
At X= 360.000 Displacement= 0.14143
At X= 384.000 Displacement= 0.03444
At X= 396.000 Displacement= 0.00000
At X= 441.000 Displacement= 0.02744
At X= 468.000 Displacement= 0.06886
At X= 480.000 Displacement= 0.07121
At X= 486.000 Displacement= 0.06745
At x= 531.000 Displacement= -0.01336
At X= 552.000 Displacement= -0.03746
At X= 576.000 Displacement= 0.00000
At X= 588.000 Displacement= 0.06327
At X= 624.000 Displacement= 0.35142
At X= 660.000 Displacement= 0.60129
At x= 672.000 Displacement= 0.63827
At x= 720.000 Displacement= 0.49270
At X= 744.000 Displacement= 0.27581
At X= 768.000 Displacement= 0.00000
* SHEAR FORCES :
Coordinate Shear (LT side) Shear (RT side)
X= 0.0000 0.6709
X= 24.0000 0.6373 0.2373
X= 48.0000 0.2037 0.2037
X= 96.0000 0.1365 -0.2635
X= 108.0000 -0.2803 -0.6803
X= 144.0000 -0.7307 -0.7307
X= 180.0000 -0.7811 -1.1811
X= 192.0000 -1.1979 1.1166
X= 204.0000 1.0998 0.6998
X= 243.0000 0.6452 0.6452
X= 276.0000 0.5990 0.1990
I WinBeam By CAST TIME : 03/03/04 16:05:30 Page: 4
X= 288.0000 0.1822 -0.2178
X= 294.0000 -0.2262 -0.2262
X= 345.0000 -0.2976 -0.2976
X= 360.0000 -0.3186 -0.7186
X= 384.0000 -0.7522 -0.7522
X= 396.0000 -0.7690 0.5713
X= 441.0000 0.5083 0.5083
X= 468.0000 0.4705 0.0705
X= 480.0000 0.0537 -0.3463
X= 486.0000 -0.3547 -0.3547
X= 531.0000 -0.4177 -0.4177
X= 552.0000 -0.4471 -0.8471
X= 576.0000 -0.8807 1.1708
X= 588.0000 1.1540 0.7540
X= 624.0000 0.7036 0.7036
X= 660.0000 0.6532 0.2532
X= 672.0000 0.2364 -0.1636
X= 720.0000 -0.2308 -0.2308
X= 744.0000 -0.2644 -0.6644
X= 768.0000 -0.6980
* MOMENTS :
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
X=
x=
x=
x=
x=
X=
X=
X=
Coordinate Moment (LT side Moment (RT side)
0.0000
24.0000
48.0000
96.0000
108.0000
144.0000
180.0000
192.0000
204.0000
243.0000
276.0000
288.0000
294.0000
345.0000
360.0000
384.0000
396.0000
441.0000
468.0000
480.0000
- 15.6976
- 20.9889
(29.152'1
- 25.8$90
- 0.4899
26.7237
40.9981
27.6997
1.4725
-19.0566
- 21.34-3
:: X011,2
-6.6544
- 2.0328
15.6170
24.7443
0.4551
-12.7576
- 13.5023
0.0000
- 15.6976
- 20.9889
- 29.1522
-25.8890
- 0.4899
26.7237
40.9981
27.6997
1.4725
- 19.0566
- 21.3437
- 20.0116
- 6.6544
- 2.0328
15.6170
24.7443
0.4551
- 12.7576
- 13.5023
WinSeam By CAST TIME : 03/03/04 16:05:30 Page: 5
X= 486.0000
X= 531.0000
X= 552.0000
max= 576.0000
X= 588.0000
X= 624.0000
X= 660.0000
X= 672.0000
X= 720.0000
X= 744.0000
-X= 768.0000
- 11.3990
5.9818
15.0631
35.7977
21.8483
- 4.3902
- 16.3477
0.0000
-11.3990
5.9818
15.0631
35.7977
21.8483
- 4.3902
- 28.8142
- 31.7524
- 22.2890
- 16.3477
JOB TITLE
Rockford Manufacturing, Ltd.
504 Thunderbolt Drive •Walterboro, SC 29488
(843) 538-4600
�e1N.Jr.A-4.p6R—S
DESCRIPTION' DC—T.41 L
JOB NO 12"117_,1 c
SHEET NO
MADE BY CK'D BY
DATE c/h111!f r f
J
41i* A3,-5
T.05
ADD t Vo, -1
" fro- D.14)
ID FP-A64C
I.6rJ10141
l..? To 5r,,.+
R A.%
let
'04 iffilAP
z,5 - "' - 3/a - 2.2Z.T,
4,40p1 Ng- LA (Fu►A-4 $RALEP) r
e3,Z(1.s?(0Yla.o
r 1'#�1-Z(O.'T)(t7) / oov
ZJ �i id
ko G`14 vk-
MA
Zy = `1•E `
Ck 1S o P -{ +4 F TC I2.L c. . CI D t-,04 Co)
-fiI�2✓ i y
Io.9b. r12 Ip r, lg ,Z, L s�Yrs r , 43�, vV--
6 r'°�'� - � q. b'" I 1 -CI) 13•2'"/L
6 rJ !
ZC "
1-01.24
2.044 (13.'11-47
,Z
b,T
O. s (Ae. 4.375
_ Wy K/wa
c4-
TBM9_VP1.DAT
TAPER BEAM DESIGN
Input Data:
Type of Beam: cantilever Jam.
span Length = 5.00ft r
Distributed Load= 1.42k/ft
No. of concentrated Loads= 0
unbraced Length= 5.00ft
web Depth = 6.50in
Flange width = 5.00in
Output Report:
Analysis
Point
1
2
34
56
78
Slope = 0.00in/ft
Concentrated Load= 0.00kip
No. of Analysis Points= 10
Fy = 50ksi ��
web Thickness = II�H-2-rn
Flange Thickness= 0 n a 3/{
x d Ix fb Fb fv Fv
ft in inA4 ksi ksi ksi ksi
4.75 6.50 26.43 23.64 30.00 9.27 20.00
4.25 6.50 26.43 18.92 30.00 8.29 20.00
3.75 6.50 26.43 14.73 30.00 7.31 20.00
3.25 6.50 26.43 11.07 30.00 6.34 20.00
2.75 6.50 26.43 7.92 30.00 5.36 20.00
2.25 6.50 26.43 5.30 30.00 4.39 20.00
1.75 6.50 26.43 3.21 30.00 3.41 20.00
1.25 6.50 26.43 1.64 30.00 2.44 20.00
9 0.75 6.50 26.43 0.59 30.00 1.46 20.00
10 0.25 6.50 26.43 0.07 30.00 0.49 20.00
Max. Moment= 17.75 k -ft
Max. Reaction= 7.10 kip
Deflection= 0.249in
Beam wt = 53.97 lb
Page 1
PURLINAB.MCD
DATE: 3/96 PURLIN AXIAL + BENDING
REV: PURLIN LOCATION:
LOAD COMBINATION.
DATE:
PAGE:
PURLIN 1956 AISI
INPUT a a 0 PICK A DESIRED SECTION
MOM =O K -FT a: 0 - 6.5Z16
AXIAL = 1.90 KIPS 1 - 6.5Z14
(PBA -10 sp) Lt= UBL=17 FT 2 - 9.0Z16
Lx=17 FT 3 - 9.0Z15
Ly =17 FT 4 - 9.0Z14
Cb=1 5 - 9.0Z13
Cm=1
Cs71
Ky
Kx 1 (end bay Kx=.8, int bay Kx=.65)
11.en•m Anne
B = 3.0
Fy 55M
G11300
E = 29500
Rmaxi =2.3
Rmaxe 1.96
Ob =1.67
f2c 1.92
ALLOWABLES:
Pa = 3.044 KIPS Ma = 0.554 K -FT Mao =Mal Mao = 3.445 K -FT
RATIOS:
AXIALMOM
— 0.624 _ 0
Pa Ma
AXIAL + BENDING
AXIAL + Cm•MOM _ 0.624
Pa a•Ma
AXIAL + MOM = 0.097
Pao Mao
AXIAL MOM
— 0.624
Pa Ma
Eq. C5-1
Eq. C5-2
Eq. C5-3
* * * * * * * * * * *www * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:B1
11 -MAR -04
15:11:14
r Av- INQL i� tt
11412+.14
4.ap.
ROOF:
Au. c'r
T.112 -,ted b AJt.
Aui 1-12-0LACLIC'
FRAMING SUMMARY
PANEL : 26 GA (HR)
EAVE STRUT: 8C16
PURLIN: 16 ROWS OF BY PASS MOUNT PURLINS WITH 0.875 (FT) EXT. LAP
0.875 (FT) INT. LAP
- > B. SIDE= 2.167 , F. SIDE= 2.167
- > B. SIDE= 1.532 , F. SIDE= 1.532
REQUIRED @ LINES 2 THROUGH 4
4, 5, 6, 7,
REQUIRED @ LINES 2 THROUGH 4
4, 5, 6, 7,
END= N , RIGHT END= N
END= 2.000 , RIGHT END= 2.000
SPACING (SLOPED) (FT)
(HORIZ.) (FT)
7) UP-SLOPE ANTI -ROLL CLIPS
PURLIN # FROM EAVE 1, 2, 3,
7) UP-SLOPE ANTI -ROLL CLIPS
PURLIN # FROM EAVE 1, 2, 3,
STUB PURLINS--> LEFT
GABLE EXT.----> LEFT
BAY # 1
SPAN 16.00
SIZE 6.5Z16
BR. CABLE
SAG ANG NONE
2 3 4
17.00 15.00 16.00
6.5Z16 6.5Z16 6.5Z16
5/16"
NONE NONE NONE
BACK SIDEWALL: (Bay # starts from Right looking from
outside of this wall.)
PANEL : 26 GA (HR)
GIRTS : 6 ROWS OF BY PASS MOUNT GIRTS WITH 0.875 (FT) EXT. LAP
0.875 (FT) INT. LAP
LOCATIONS-> 1.750 3.750 5.750 7.750 9.750 11.750
BAY # 1
SPAN 16.00
SIZE 6.5Z16
BR. CABLE
SAG ANG NONE
2 3 4
17.00 15.00 16.00
6.5Z16 6.5Z16 6.5Z16
PORTL
NONE NONE NONE
5 L-1
6+tF-0 T
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **********• * * * * * * *
* JOB: R11218 PAGE:B2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:14 *
******************************************************************************
FRONT SIDEWALL: (Bay # starts from Left looking from
outside of this wall.)
PANEL : 26 GA (HR)
GIFTS : 6 ROWS OF BY PASS MOUNT GIRTS WITS 0.875 (FT) EXT. LAP
0.875 (FT) INT. LAP
LOCATIONS-> 1.750 3.750 5.750 7.750 9.750 11.750
BAY # 1 2 3 4
SPAN 16.00 17.00 15.00 16.00
SIZE 6.5Z16 6.5216 6.5Z16 6.5Z16
BR. CABLE PORTL
SAG ANG NONE NONE NONE NONE
p. S c,4w
1,A40-ir
***********************************************************************www****
* JOB: R11218 PAGE:53 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:14 *
******************************************************************************
FRAMING SUMMARY
LEFT ENDWALL: (Bay # starts from right looking from
outside of this wall.)
PANEL : 26 GA (HR)
FRAME : 8.20 (FT) BAY RIGID FRAME.
SAG ANGLES, BRACINGS, AND GIRTS:
BAY SPAN SAG ANGLE BRACE DIA < GIRTS
NO. (FT) LOCATIONS (CABLE) NO SIZE LOCATION (FT)
1 24.00 8.5 15.5
12 6.5216 1.750 3.750 5.750 7.750
9.750 11.750 13.750 15.750
17.750 19.750 21.750 23.750
RIGHT ENDWALL: (Bay # starts from right looking from
outside of this wall.)
PANEL : 26 GA (HR)
FRAME : B.20 (FT) BAY RIGID FRAME.
SAG ANGLES, BRACINGS, AND GIRTS:
BAY SPAN SAG ANGLE BRACE DIA. < GIRTS
NO. (FT) LOCATIONS (CABLE) NO SIZE LOCATION (FT)
1 24.00 8.5 15.5
12 6.5216 1.750 3.750 5.750 7.750
9.750 11.750 13.750 15.750
17.750 19.750 21.750 23.750
******************************************************************************
* JOB: R11218 PAGE:B4
ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04
* VERSION -10.1.2 15:11:14
******************************************************************************
FRAMING SUMMARY - (Base Plate and Anchor Bolt)
"REACTIONS"
EW COL COL DL+LL DL+WL COL SIZE BASE PLT. A. BOLT
NO LOC SHP H V H V NOTE W x L BPW x BPL x BPT DIA NO LENG
(all reactions in (KIPS) ) (IN) (IN) (IN) (IN) (IN) (1=std)
1 R -CC
1 L -CC
3 R -CC
3 L -CC
0.00 0.00 1.25 0.00 RF
0.00 0.00 1.25 0.00 RF
0.00 0.00 1.25 0.00 RF
0.00 0.00 1.25 0.00 RF
*NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD,
EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD
NOTE:
2
11 13
EW 1= LEFT ENDWALL + +
EW 3= RIGHT ENDWALL 4
RF = SEE RIGID FRAME OUTPUT FOR FINAL BASE PLATE/AB DESIGN SUMMARY
CLP = SEE THE FOLLOWING TABLE FOR THE TYPE I OR TYPE II DESIGN
CAPACITY OF COLUMN CLIP BASE PLATE - (KIPS)
+ + + + + + +
1 8C16/9C16 1 8C14/9C14 I 9013 1 9C12 1 (2)8C16 1 (2)8C14
+ + + 1 1 1 1
1 TYPE I { 5.58 7.09 8.51 9.93 1 11.16 12.50
1 + + 1 1 1 1
TYPE II I 11.16 1 12.50 112.50 112.50 I 12.50 I ---
+ + + + + + + +
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:C1 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:15 *
******************************************************************************
REACTIONS FOR ENDWALL COLUMNS
LEFT ENDWALL (RIGID FRAME)
REACTION** (KIPS)
COLUMN DL+LL DL+WL
LOCATION H V H V
RIGHT ENDWALL (RIGID FRAME)
REACTION** (KIPS)
COLUMN DL+LL DL+WL
LOCATION H V H V
**H IS +VE IN THE OUTWARD DIRECTION.
V IS +VE IN THE UPWARD DIRECTION.
NOTE: COLUMN NUMBER STARTS FROM RIGHT,
LOOKING FROM OUTSIDE OF THE WALL
*NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD,
EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD
LEFT ENDWALL:
RIGHT ENDWALL:
LEFT ENDWALL:
RIGHT ENDWALL:
REACTIONS FOR WIND LOAD IN PLANE OF ENDWALL
ACTUAL PANEL SHEAR ALLOWABLE PANEL SHEAR
N/A FOR RF EW 100.0 LB/FT
N/A FOR RF EW 100.0 LB/FT
REACTIONS FOR SEISMIC LOAD IN PLANE OF ENDWALL
ACTUAL PANEL SHEAR ALLOWABLE PANEL SHEAR
N/A FOR RF EW 100.0 LB/FT
N/A FOR RF EW 100.0 LB/FT
******************************************************************************
* JOB: R11218 PAGE:C2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:15 *
******************************************************************************
BACK SIDEWALL, BAY 2, PORTAL FRAME REACTION
Load Type Hor. Reaction Ver. Reaction
(kip) (kip)
WIND 0.6582 1.1116
SEISMIC 0.4577 0.7729
FRONT SIDEWALL, BAY 3, PORTAL FRAME REACTION
Load Type Hor. Reaction Ver. Reaction
(kip) (kip)
WIND 0.6582 1.1116
SEISMIC 0.4577 0.7729
t***************i.**********************.**************************************
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE: D1 *
*
03/11/04 *
15:05:11 *
INPUT ECHO FOR PURLIN-GIRT-PANEL PROGRAM
JOBID :
BUILDING SHAPE:
(FEET)
FRAME SPACING:
GABLE EXT,
PURLIN, GIRT:
GIRT,
PURLIN TYPE:
ROOF LOADS:
(PSF)
R1121B
WID LEN H1 H2 PR
24.0 64.0 14.0 14.0 12.0
# BLOCKS WIDTH (FT) # BAYS
4 15.667
17.000
15.000
15.667
1
1
1
1
PO EOL EOR
12.0
0.0 0.0
GABLE EXT MAX PURLIN GIRT SPACING
LEFT RIGHT SPACING WALL NO. LOC.
2.3 2.3 2.17 / 1.53 B. SIDE : 6 1.75 3.75 5.75
7.75 9.75 11.75
GIRT
BACK FRONT
ZB ZB
(SL/HZ)
PURLIN
F. SIDE : 6 1.75 3.75 5.75
7.75 9.75 11.75
PANEL TYPE
WALL ROOF
ZB HR HR
DEAD+COL LIVE SNOW WIND
---- ---- ---- ----
7.2 20.0 40.0 15.6
UPLIFT* ADD LOAD -L ADD LOAD -R
*NOTE: WIND UPLIFT INCLUDES COLLATERAL LOAD
WALL LOADS:
(PSF)
PANEL LOADS:
(PSF)
WIND LOAD
PRESSURE SUCTION
15.58
17.17
WALL
PRESSURE SUCTION
20.6
ROOF
PRESSURE SUCTION
18.76 20.35 17.17 18.76
DEFLECTION LIMITS: PURLIN
LIVE WIND
180. 120.
PARTIAL WALLS:
GIRT
90.
ROOF PANEL
LIVE WIND
180. 120.
BOTTOM LEVEL OF WALL
BACK SIDE FRONT SIDE
0.00
0.00
N
WALL
PANEL
90.
LAP AND FORCED SIZES FOR EACH BAY - CHECK STRESSES!!
N
* * * * * * * * * * * * * * * * * * * * * * * * * * ********A * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE: D2 *
*
03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
DESIGN DATA
PURLIN TYPE _
PURLIN SPACING (LT) =
PURLIN SPACING (RT) =
LIVE LOAD
SNOW LOAD
DEAD LOAD
COLLATERAL LOAD....
WINDUP LOAD
ROOF SLOPE
DEFL. LIMIT (LL)...
DEFL. LIMIT (WL)... _
MEMBER LAYOUT (FEET)
SPAN SIZE
1 6.5Z16
2 6.5Z16
3 6.5Z16
4 6.5Z16
L. CANT
2.33
Z SECTION, BYPASS MOUNT
2.167 (FT) (SLOPED)
1.532 (FT) (HORIZ.)
2.167 (FT) (SLOPED)
1.532
20.000
40.000
2.200
5.000
20.580
12.000
L/180.00
L/120.00
BAY SIZE
15.67
17.00
15.00
15.67
(FT) (HORIZ.)
(PSF)
(PSF)
(PSF)
(PSF)
(PSF)
/ 12
R. CANT L. LAP R. LAP
0.88
0.88
0.88
2.33
0.88
0.88
0.88
SAG ANG. LOC
NONE
NONE
NONE
NONE
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE: D3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION-10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON DEAD+SNOW+COLLATERAL LOAD:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.21 1.28 6.27 -1.53 -2.14 0.50 11.96
2 -2.14 -1.56 0.96 8.50 -0.98 -1.49 4.03 13.98
3 -1.49 -1.03 0.50 7.50 -1.35 -1.85 3.66 10.75
4 -1.85 -1.26 1.40 9.40 -0.21 3.15 15.19
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.18
1 0.48 -0.66 -0.73
2 0.69 0.62 -0.55 -0.62
3 0.55 0.49 -0.53 -0.60
4 0.71 0.64 -0.50
OH 0.18
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.61 0.00 0.31
2 0.61 0.43 0.31 0.22
3 0.43 0.53 0.22 0.27
4 0.53 0.00 0.27 0.00
* * * * * * * * # * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W * * * * * * * * * * * * * * * * * W * * * * * * #
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE: D4
*
03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON DEAD+SNOW+COLLATERAL LOAD:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -1.53 3.49 0.440 RTL
2 6.5Z16 -1.56 3.49 0.449 LTL
3 6.5Z16 -1.35 3.49 0.387 RTL
4 6.5Z16 1.40 3.49 0.402 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
N0. SIZE (KIP) (KIP) - ---
1 6.5Z16 0.66 3.04 0.216 RTL 0.241 RTL
2 6.5Z16 0.62 3.04 0.205 LTL 0.243 LTL
3 6.5Z16 0.53 3.04 0.175 RTL 0.181 RTL
4 6.5Z16 0.64 3.04 0.210 LTL 0.174 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT
MEMBER DEFLECTIONS (IN)
MS=MID SPAN 4
1
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.06 0.23 1.04
2 0.04 0.17 1.13
3 0.01 0.04 1.00
4 0.07 0.27 1.04
******************************************************************************
* JOB: R11218 PAGE: D5 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.658 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.677 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.243
2 5.0 0.390
3 5.0 0.298
4 5.0 0.349
5 5.0 0.249
ANTI -ROLL CLIP CHECK
( 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ BACK SIDEWALL
MIN PL = -3.9746 KIPS
( 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ FRONT SIDEWALL
MIN PL = -3.9746 KIPS
IF PL < 0, PURLINS TEND TO ROLL DOWN SLOPE
IF PL > 0, PURLINS TEND TO ROLL UP SLOPE
1 ANTI -ROLL CLIP WILL CARRY 3.72 KIPS
MINIMUM OF 1 ANTI -ROLL CLIP REQUIRED PER 4 PURLINS. ONE ANTI -ROLL CLIP
MAY BE PLACED UP TO 7 PURLINS, PROVIDED THAT THE ANCHORAGE FORCE DOES NOT
EXCEED 3.72 KIPS.
ROOF SLOPE OF 6:12 OR GREATER REQUIRES ALL PURLINS HAVE ANTI -ROLL CLIPS
UNLESS PURLIN SPACING IS LESS THAN OR EQUAL TO 2.0 FT THEN
EVERY OTHER PURLINS HAVE ANTI -ROLL CLIPS
******************************************************************************
* JOB: R11218 PAGE: D6 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16
***.**************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 1:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.21 1.44 6.27 -1.17 -1.75 0.47 12.66
2 -1.75 -1.37 0.44 10.20 -0.49 -0.76 5.40 14.09
3 -0.76 -0.50 0.35 7.50 -0.83 -1.14 3.05 10.82
4 -1.14 -0.79 0.83 9.40 -0.13 3.26 15.18
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.18
1 0.50 -0.63 -0.70
2 0.45 0.41 -0.29 -0.33
3 0.32 0.28 -0.33 -0.37
4 0.43 0.39 -0.30
OH 0.11
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.50 0.00 0.26
2 0.50 0.22 0.26 0.11
3 0.22 0.33 0.11 0.17
4 0.33 0.00 0.17 0.00
******************************************************************************
* JOB: R11218 PAGE: D7 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 1:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 1.44 3.49 0.413 MS
2 6.5Z16 -1.37 3.49 0.394 LTL
3 6.5Z16 -0.83 3.49 0.239 RTL
4 6.5Z16 0.83 3.49 0.238 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) - - ---
1 6.5Z16 0.63 3.04 0.208 RTL 0.156 RTL
2 6.5Z16 0.41 3.04 0.135 LTL 0.174 LTL
3 6.5Z16 0.33 3.04 0.109 RTL 0.069 RTL
4 6.5Z16 0.39 3.04 0.127 LTL 0.067 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.07 0.28 1.04
2 0.01 0.05 1.13
3 0.01 0.03 1.00
4 0.04 0.16 1.04
* * * * * * * * * * * **.k********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
JOB: R11218 PAGE: D8 *
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II 03/11/04 *
VERSION -10.1.2 15:05:16
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.683 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.405 2.502 2.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.251
2 5.0 0.318
3 5.0 0.161
4 5.0 0.214
5 5.0 0.149
******************************************************************************
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE: D9 *
*
03/11/04 *
VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 1 REVERSED:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.13 0.76 6.27 -0.95 -1.32 0.50 11.86
2 -1.32 -0.96 0.63 8.50 -0.47 -0.77 4.01 14.37
3 -0.77 -0.53 0.15 6.00 -1.26 -1.60 3.69 8.78
4 -1.60 -1.02 1.50 9.40 -0.21 2.76 15.21
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.11
1 0.29 -0.40 -0.44
2 0.43 0.38 -0.32 -0.36
3 0.29 0.25 -0.36 -0.40
4 0.69 0.62 -0.51
OH 0.18
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.38 0.00 0.19
2 0.38 0.22 0.19 0.11
3 0.22 0.46 0.11 0.24
4 0.46 0.00 0.24 0.00
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ******l
* JOB: R11218 PAGE:D10 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 1 REVERSED:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.95 3.49 0.273 RTL
2 6.5216 -0.96 3.49 0.277 LTL
3 6.5Z16 -1.26 3.38 0.375 RTL
4 6.5Z16 1.50 3.49 0.430 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) - ---
1 6.5216 0.40 3.04 0.131 RTL 0.092 RTL
2 6.5216 0.38 3.04 0.127 LTL 0.093 LTL
3 6.5Z16 0.36 3.04 0.119 RTL 0.146 RTL
4 6.5Z16 0.62 3.04 0.205 LTL 0.128 LTL
I
LTL=LEFT LAP
RTL=RIGHT LAP
LTS=LEFT SUPPORT RTS=RIGHT SUPPORT
MEMBER DEFLECTIONS (IN)
MS=MID SPAN 1
I
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.03 0.14 1.04
2 0.03 0.12 1.13
3 -0.01 -0.04 1.00
4 0.06 0.31 1.04
******************************************************************************
* JOB: R11218 PAGE:D11 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.394 1.502 1.856 2.060 2.469 2.876
RIGHT END 0.693 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.145
2 5.0 0.239
3 5.0 0.161
4 5.0 0.297
5 5.0 0.254
**********************************t******t***** ************************a*****
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:D12 *
03/11/04 *
VERSION -10.1.2 15:05:16
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 2:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.21 1.30 6.27 -1.50 -2.11 0.50 12.02
2 -2.11 -1.54 0.92 8.50 -1.09 -1.61 4.05 13.76
3 -1.61 -1.12 0.68 7.50 -0.90 -1.36 3.58 11.91
4 -1.36 -0.99 0.74 9.40 -0.13 3.91 15.16
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.18
1 0.48 -0.66 -0.72
2 0.68 0.62 -0.56 -0.62
3 0.59 0.53 -0.49 -0.56
4 0.44 0.40 -0.28
OH 0.11
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.60 0.00 0.31
2 0.60 0.46 0.31 0.24
3 0.46 0.39 0.24 0.20
4 0.39 0.00 0.20 0.00
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **f***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:D13 *
* ESTIMATE/DE.SIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* ' VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 2:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -1.50 3.49 0.431 RTL
2 6.5216 -1.54 3.49 0.442 LTL
3 6.5Z16 -1.12 3.49 0.322 LTL
4 6.5Z16 -0.99 3.49 0.284 LTL
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5Z16 0.66 3.04 0.216 RTL 0.233 RTL
2 6.5Z16 0.62 3.04 0.202 LTL 0.236 LTL
3 6.5Z16 0.53 3.04 0.173 LTL 0.134 LTL
4 6.5Z16 0.40 3.04 0.132 LTL 0.098 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT
MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.06 0.24 1.04
2 0.04 0.15 1.13
3 0.02 0.06 1.00
4 0.03 0.13 1.04
**x******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:D14 *
*
03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.661 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.392 1.502 1.656 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.244
2 5.0 0.386
3 5.0 0.316
4 5.0 0.262
5 5.0 0.145
************************************-*********.**************,****************
* JOB: R11218 PAGE:015 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 2 REVERSED:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.13 0.62 6.27 -1.29 -1.67 0.55 10.88
2 -1.67 -1.13 1.13 8.50 -1.08 -1.62 3.15 13.92
3 -1.62 -1.16 0.45 7.50 -1.33 -1.81 4.00 10.70
4 -1.81 -1.23 1.41 9.40 -0.21 3.10 15.19
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.11
1 0.26 -0.42 -0.46
2 0.66 0.59 -0.58 -0.65
3 0.56 0.50 -0.52 -0.59
4 0.70 0.64 -0.50
OH 0.18
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.48 0.00 0.25
2 0.48 0.46 0.25 0.24
3 0.46 0.52 0.24 0.27
4 0.52 0.00 0.27 0.00
******************************************************************************
*
*
*
*
JOB: R11218 PAGE:D16 *
ESTIMATE/DESIGN/DRAFTING SYSTEM *
CONEST II 03/11/04 *
VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 2 REVERSED:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -1.29 3.49 0.370 RTL
2 6.5216 1.13 3.49 0.324 MS
3 6.5216 -1.33 3.49 0.381 RTL
4 6.5216 1.41 3.49 0.406 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5216 0.42 3.04 0.138 RTL 0.156 RTL
2 6.5216 0.59 3.04 0.194 LTL 0.143 LTL
3 6.5216 0.52 3.04 0.172 RTL 0.174 RTL
4 6.5Z16 0.64 3.04 0.210 LTL 0.168 LTL
i
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.02 0.09 1.04
2 0.06 0.23 1.13
3 0.01 0.02 1.00
4 0.07 0.28 1.04
******************************************************************************
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:D17 *
03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.371 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.679 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.138
2 5.0 0.307
3 5.0 0.316
4 5.0 0.344
5 5.0 0.250
******************************************************************************
* JOB: R11218 PAGE:D1B *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 3:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.13 1.30 6.27 -1.61 -2.22 0.31 11.86
2 -2.22 -1.63 1.04 8.50 -0.76 -1.26 4.05 14.42
3 -1.26 -0.96 0.16 7.50 -0.75 -1.02 5.28 10.50
4 -1.02 -0.67 0.88 9.40 -0.13 2.92 15.20
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.11
1 0.47 -0.67 -0.74
2 0.71 0.64 -0.53 -0.60
3 0.36 0.32 -0.29 -0.33
4 0.42 0.38 -0.31
OH 0.11
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.63 0.00 0.33
2 0.63 0.36 0.33 0.18
3 0.36 0.29 0.18 0.15
4 0.29 0.00 0.15 0.00
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
*
JOB: R11218 PAGE:D19 *
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II 03/11/04 *
VERSION -10.1.2 15:05:16 *
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 3:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -1.61 3.49 0.461 RTL
2 6.5Z16 -1.63 3.49 0.467 LTL
3 6.5216 -0.96 3.49 0.274 LTL
4 6.5Z16 0.88 3.49 0.252 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5Z16 0.67 3.04 0.220 RTL 0.260 RTL
2 6.5Z16 0.64 3.04 0.212 LTL 0.263 LTL
3 6.5Z16 0.32 3.04 0.106 LTL 0.087 LTL
4 6.5Z16 0.38 3.04 0.125 LTL 0.053 LTL
LTL=LEFT LAP RTL=RIGHT LAP
LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.06 0.23 1.04
2 0.05 0.20 1.13
3 -0.01 -0.03 1.00
4 0.04 0.18 1.04
******************************************************************************
* JOB: R11218 PAGE:D20 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.577 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.413 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1 5.0 0.204
2 5.0 0.401
3 5.0 0.248
4 5.0 0.197
5 5.0 0.152
* * * * * * * * * * * *******-k***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:D21 *
*
03/11/04 *
15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 3:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.13 0.63 6.27 -1.26 -1.64 0.55 10.98
2 -1.64 -1.10 1.09 8.50 -1.20 -1.74 3.14 13.72
3 -1.74 -1.24 0.63 7.50 -0.87 -1.32 3.87 11.91
4 -1.32 -0.96 0.76 9.40 -0.13 3.82 15.16
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.11
1 0.27 -0.42 -0.46
2 0.65 0.58 -0.59 -0.66
3 0.60 0.54 -0.48 -0.55
4 0.44 0.40 -0.29
OH 0.11
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.47 0.00 0.24
2 0.47 0.50 0.24 0.26
3 0.50 0.38 0.26 0.19
4 0.38 0.00 0.19 0.00
******************************************************************************
* JOB: R11218 PAGE:D22 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 3:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -1.26 3.49 0.361 RTL
2 6.5Z16 -1.20 3.49 0.343 RTL
3 6.5Z16 -1.24 3.49 0.357 LTL
4 6.5Z16 -0.96 3.49 0.275 LTL
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) -- ---
1 6.5Z16 0.42 3.04 0.138 RTL 0.149 RTL
2 6.5Z16 0.59 3.04 0.195 RTL 0.156 RTL
3 6.5Z16 0.54 3.04 0.177 LTL 0.158 LTL
4 6.5Z16 0.40 3.04 0.131 LTL 0.093 LTL
LTL=LEFT LAP RTL=RIGHT LAP
LTS=LEFT SUPPORT RTS=RIGHT SUPPORT
MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.02 0.09 1.04
2 0.05 0.21 1.13
3 0.02 0.07 1.00
4 0.03 0.14 1.04
******************************************************************************
* JOB: R11218 PAGE:D23 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.373 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.394 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN)
COMBINED RATIO
1 5.0 0.139
2 5.0 0.302
3 5.0 0.334
4 5.0 0.258
5 5.0 0.145
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ***********************T*** * * * * *
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:D24 *
*
03/11/04 *
VERSION -10.1.2 15:05:16 *
****************************'**************************************************
ROOF PURLIN DESIGN
******************
REPORT ON PARTIAL LOADING CASE 3:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 -0.13 0.79 6.27 -0.87 -1.23 0.49 12.13
2 -1.23 -0.90 0.50 8.50 -0.80 -1.12 4.08 13.24
3 -1.12 -0.69 0.63 7.50 -1.43 -1.96 2.71 10.82
4 -1.96 -1.36 1.41 9.40 -0.13 3.33 15.37
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.11
1 0.29 -0.39 -0.43
2 0.40 0.36 -0.35 -0.39
3 0.52 0.45 -0.57 -0.63
4 0.72 0.65 -0.49
OH 0.11
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.35 0.00 0.18
2 0.35 0.32 0.18 0.16
3 0.32 0.56 0.16 0.29
4 0.56 0.00 0.29 0.00
****•************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ******-41.*****************
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:D25 *
*
03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
ROOF PURLIN DESIGN
REPORT ON PARTIAL LOADING CASE 3:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5216 -0.87 3.49 0.249 RTL
2 6.5Z16 -0.90 3.49 0.257 LTL
3 6.5Z16 -1.43 3.49 0.411 RTL
4 6.5Z16 1.41 3.49 0.403 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) -- ---
1 6.5Z16 0.39 3.04 0.129 RTL 0.079 RTL
2 6.5Z16 0.36 3.04 0.118 LTL 0.080 LTL
3 6.5Z16 0.57 3.04 0.186 RTL 0.204 RTL
4 6.5Z16 0.65 3.04 0.214 LTL 0.198 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT
1 0.04 0.15 1.04
2 0.02 0.07 1.13
3 0.02 0.07 1.00
4 0.07 0.27 1.04
******************************************************************************
* JOB: R11218 PAGE:D26 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
WEB CRIPPLING STRENGTH (KIP)
BEARING WIDTH (IN)
SPAN REACTION 3 5 6 8
10
LEFT END 0.400 1.502 1.856 2.060 2.469 2.878
RIGHT END 0.593 1.502 1.856 2.060 2.469 2.878
COMBINED BENDING AND WEB CRIPPLING STRENGTH
(LAP ASSUMED AT THE CANTILEVER ENDS)
FRAME LINE
NO. BEARING WIDTH (IN) COMBINED RATIO
1
2
3
4
5
5.0
5.0
5.0
5.0
5.0
0.147
0.227
0.228
0.365
0.210
********************************************************.*********************
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:D27
03/11/04
15:05:16
ROOF PURLIN DESIGN
******************
REPORT ON DEAD+WINDUP LOAD:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X. LAP SUPPORT LEFT FIGHT
1 0.08 -0.48 6.27 0.58 0.81 0.50 11.96
2 0.81 0.59 -0.36 8.50 0.37 0.56 4.03 13.98
3 0.56 0.39 -0.19 7.50 0.51 0.70 3.66 10.75
4 0.70 0.47 -0.53 9.40 0.08 3.15 15.19
SHEARS (KIP}
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
OH -0.18
1 -0.18 0.25 0.27
2 -0.26 -0.24 0.21 0.23
3 -0.21 -0.18 0.20 0.23
4 -0.27 -0.24 0.19
OH 0.18
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.23 0.00 0.12
2 0.23 0.16 0.12 0.08
3 0.16 0.20 0.08 0.10
4 0.20 0.00 0.10 0.00
p, vc"
G_rr
rrco
* * * * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * + * * * * * * * * * * * * * * * * *
*
*
*
*
JOB: R1121B
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:D28 *
*
03/11/04 *
15:05:16 *
ROOF PURLIN DESIGN
******************
REPORT ON DEAD+WINDUP LOAD:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN PURLIN MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.48 2.44 0.198 MS
2 6.5Z16 0.59 3.49 0.169 LTL
3 6.5Z16 0.51 3.49 0.146 RTL
4 6.5Z16 -0.53 2.44 0.217 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) - ---
1 6.5Z16 0.25 3.04 0.082 RTL 0.034 RTL
2 6.5Z16 0.24 3.04 0.077 LTL 0.035 LTL
3 6.5Z16 0.20 3.04 0.066 RTL 0.026 RTL
4 6.5216 0.24 3.04 0.079 LTL 0.025 LTL
1 LTL=LEFT LAP
1 LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN DEAD LOAD WIND LOAD WIND LOAD LIMIT
1 0.06 -0.17 -1.57
2 0.04 -0.12 -1.70
3 0.01 -0.03 -1.50
4 0.07 -0.20 -1.57
t*****************************************************************************
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
* VERSION -10.1.2
PAGE:D29
03/11/04
15:05:16
*
*
*
*
******************************************************************************
EDGE ZONE PURLIN CHECK
BSW MAXIMUM WIND STRESS RATIO = 0.217
EDGE ZONE DISTANCE = 3.000 FT
EDGE ZONE SUCTION = 18.758 PSF
EAVE ZONE CHECK:
EXISTING PURLIN DESIGN AND SPACING
NEW MAXIMUM PURLIN STRESS =
RIDGE ZONE CHECK:
EXISTING PURLIN DESIGN AND SPACING
NEW MAXIMUM PURLIN STRESS =
FSW MAXIMUM WIND STRESS RATIO =
EDGE ZONE DISTANCE _
EDGE ZONE STICTION = 1
EAVE ZONE CHECK:
EXISTING PURLIN DESIGN AND SPACING
NEW MAXIMUM PURLIN STRESS
RIDGE ZONE CHECK:
EXISTING PURLIN DESIGN AND SPACING
NEW MAXIMUM PURLIN STRESS =
IS ADEQUATE
0.187
IS ADEQUATE
0.191
0.217
3.000 FT
8.758 PSF
IS ADEQUATE
0.187
IS ADEQUATE
0.191
* * * * * * * * * * * * * * * * *sir * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
*
JOB: R11218 PAGE: El *
ESTIMATE/DESIGN/DRAFTING SYSTEM *
CONEST II 03/11/04 *
VERSION -10.1.2 15:05:16 *
SIDEWALL GIRT DESIGN
DESIGN DATA
BUILDING SHAPE: WID LEN H1 H2 PR PO
(FEET)
24.0 64.0 14.0 14.0 12.0 12.0
PARTIAL WALLS: ELEVATION
(FEET) BACK FRONT
0.0 0.0
WALL GIRTS:
GIRT SPACING:
TYPE
BACK FRONT
ZB ZB
WALL LOCATION (FT)
BACK 1.75 3.75 5.75 7.75 9.75 11.75
FRONT 1.75 3.75 5.75 7.75 9.75 11.75
BAY SIZES: # BLOCKS WIDTH (FT) # TIMES
LOAD:
(PSF)
4
15.7 1
17.0 1
15.0 1
15.7 1
WIND - PRESSURE SUCTION
DEFL. LIMIT: L/ 90
15.58 17.17
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
JOB: R11218 PAGE: E2 *
ESTIMATE/DESIGN/DRAFTING SYSTEM *
CONEST II 03/11/04 *
VERSION -10.1.2 15:05:16 *
SIDEWALL GIRT DESIGN
MEMBER SELECTION, BACK WALL: BYPASS MOUNT GIRTS
MEMBER LAYOUT (FEET)
SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC
1 6.5Z16 0.33 15.67 0.88 NONE
2 6.5Z16 17.00 0.88 0.88 NONE
3 6.5Z16 15.00 0.88 0.88 NONE
4 6.5Z16 15.67 0.33 0.88 NONE
******************************************************************************
* JOB: R11218 PAGE: E3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
SIDEWALL GIRT DESIGN
REPORT ON WIND PRESSURE:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 0.00 0.60 6.27 -0.68 -0.95 0.00 11.97
2 -0.95 -0.70 0.41 8.50 -0.41 -0.63 4.13 14.01
3 -0.63 -0.43 0.21 7.50 -0.60 -0.82 3.64 10.64
4 -0.82 -0.56 0.65 9.40 0.00 3.17 15.67
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
1 0.20 -0.29 -0.32
2 0.30 0.27 -0.23 -0.26
3 0.24 0.21 -0.23 -0.26
4 0.31 0.28 -0.21
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.27 0.00 0.14
2 0.27 0.18 0.14 0.09
3 0.18 0.23 0.09 0.12
4 0.23 0.00 0.12 0.00
************************************************www****www********************
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE: E4 *
*
03/11/04 *
* VERSION -10.1.2 15:05:16 *
***************************************w**************************************
SIDEWALL GIRT DESIGN
REPORT ON WIND PRESSURE:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN GIRT MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.6B 3.49 0.195 RTL
2 6.5Z16 -0.70 3.49 0.200 LTL
3 6.5Z16 -0.60 3.49 0.174 RTL
4 6.5Z16 0.65 3.49 0.186 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) ---
1 6.5Z16 0.29 3.04 0.096 RTL 0.047 RTL
2 6.5Z16 0.27 3.04 0.089 LTL 0.048 LTL
3 6.5Z16 0.23 3.04 0.076 RTL 0.036 RTL
4 6.5Z16 0.28 3.04 0.093 LTL 0.035 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT
MS=MIO SPAN
MEMBER DEFLECTIONS (IN)
SPAN ACTUAL WIND LOAD LIMIT
1 0.14 2.09
2 0.09 2.27
3 0.02 2.00
4 0.16 2.09
I
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE: E5 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
********************
REPORT ON WIND SUCTION:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 0.00 -0.66 6.27 0.75 1.04 0.00 11.97
2 1.04 0.77 -0.45 8.50 0.45 0.69 4.13 14.01
3 0.69 0.48 -0.23 7.50 0.67 0.90 3.64 10.64
4 0.90 0.62 -0.71 9.40 0.00 3.17 15.67
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
1 -0.22 0.32 0.35
2 -0.33 -0.30 0.26 0.29
3 -0.26 -0.23 0.26 0.29
4 -0.34 -0.31 0.23
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.30 0.00 0.15
2 0.30 0.20 0.15 0.10
3 0.20 0.26 0.10 0.13
4 0.26 0.00 0.13 0.00
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******************************* *,ter*********tri********************************
* JOB: R11218 PAGE: E6 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
********************
REPORT ON WIND SUCTION:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN GIRT MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.66 2.44 0.270 MS
2 6.5Z16 0.77 3.49 0.220 LTL
3 6.5Z16 0.67 3.49 0.191 RTL
4 6.5Z16 -0.71 2.44 0.292 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5Z16 0.32 3.04 0.105 RTL 0.057 RTL
2 6.5Z16 0.30 3.04 0.098 LTL 0.058 LTL
3 6.5Z16 0.26 3.04 0.084 RTL 0.044 RTL
4 6.5Z16 0.31 3.04 0.103 LTL 0.042 LTL
LTL=LEFT LAP RTL=RIGHT LAP
LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN ACTUAL WIND LOAD LIMIT
1 -0.15 -2.09
2 -0.10 -2.27
3 -0.02 -2.00
4 -0.18 -2.09
**********.*T*************************************************,r*** *************
* JOB: R11218 PAGE; E7 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
MEMBER SELECTION, FRONT WALL: BYPASS MOUNT GIRTS
MEMBER LAYOUT (FEET)
SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC
1 6.5Z16 0.33 15.67 0.88 NONE
2 6.5Z16 17.00 0.88 0.88 NONE
3 6.5Z16 15.00 0.88 0.88 NONE
4 6.5Z16 15.67 0.33 0.88 NONE
***********************************************************x******************
* JOB: R11218 PAGE: EB *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
REPORT ON WIND PRESSURE:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 0.00 0.60 6.27 -0.68 -0.95 0.00 11.97
2 -0.95 -0.70 0.41 B.50 -0.41 -0.63 4.13 14.01
3 -0.63 -0.43 0.21 7.50 -0.60 -0.82 3.64 10.64
4 -0.82 -0.56 0.65 9.40 0.00 3.17 15.67
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
1 0.20 -0.29 -0.32
2 0.30 0.27 -0.23 -0.26
3 0.24 0.21 -0.23 -0.26
4 0.31 0.28 -0.21
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.27 0.00 0.14
2 0.27 0.18 0.14 0.09
3 0.18 0.23 0.09 0.12
4 0.23 0.00 0.12 0.00
******************************************************************************
* JOB: R11218 PAGE: E9 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
********************
REPORT ON WIND PRESSURE:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN GIRT MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.68 3.49 0.195 RTL
2 6.5Z16 -0.70 3.49 0.200 LTL
3 6.5Z16 -0.60 3.49 0.174 RTL
4 6.5Z16 0.65 3.49 0.186 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5Z16 0.29 3.04 0.096 RTL 0.047 RTL
2 6.5Z16 0.27 3.04 0.089 LTL 0.048 LTL
3 6.5Z16 0.23 3.04 0.076 RTL 0.036 RTL
4 6.5Z16 0.28 3.04 0.093 LTL 0.035 LTL
LTL=LEFT LAP
LTS=LEFT SUPPORT
RTL=RIGHT LAP
RTS=RIGHT SUPPORT MS=MID SPAN
MEMBER DEFLECTIONS (IN)
SPAN ACTUAL WIND LOAD LIMIT
1 0.14 2.09
2 0.09 2.27
3 0.02 2.00
4 0.16 2.09
***********************************************f*****************************
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:E10
03/11/04
15:05:16
SIDEWALL GIRT DESIGN
REPORT ON WIND SUCTION:
MOMENTS (K -FT)
SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS.
NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT
1 0.00 -0.66 6.27 0.75 1.04 0.00 11.97
2 1.04 0.77 -0.45 8.50 0.45 0.69 4.13 14.01
3 0.69 0.48 -0.23 7.50 0.67 0.90 3.64 10.64
4 0.90 0.62 -0.71 9.40 0.00 3.17 15.67
SHEARS (KIP)
SPAN LEFT LEFT RIGHT RIGHT
NO. SUPPORT LAP LAP SUPPORT
1 -0.22 0.32 0.35
2 -0.33 -0.30 0.26 0.29
3 -0.26 -0.23 0.26 0.29
4 -0.34 -0.31 0.23
BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307)
SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP
1 0.00 0.30 0.00 0.15
2 0.30 0.20 0.15 0.10
3 0.20 0.26 0.10 0.13
4 0.26 0.00 0.13 0.00
*****************T**** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:E11 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:16 *
******************************************************************************
SIDEWALL GIRT DESIGN
REPORT ON WIND SUCTION:
MEMBER FORCES
DESIGN ALLOWABLE MOMENT
SPAN GIRT MOMENT MOMENT RATIO LOC
NO. SIZE (K -FT) (K -FT) ---
1 6.5Z16 -0.66 2.44 0.270 MS
2 6.5Z16 0.77 3.49 0.220 LTL
3 6.5Z16 0.67 3.49 0.191 RTL
4 6.5Z16 -0.71 2.44 0.292 MS
DESIGN ALLOWABLE SHEAR BEND+SHEAR
SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC
NO. SIZE (KIP) (KIP) --- ---
1 6.5Z16 0.32 3.04 0.105 RTL 0.057 RTL
2 6.5Z16 0.30 3.04 0.098 LTL 0.058 LTL
3 6.5Z16 0.26 3.04 0.084 RTL 0.044 RTL
4 6.5Z16 0.31 3.04 0.103 LTL 0.042 LTL
1
1 LTL=LEFT LAP
1 LTS=LEFT SUPPORT
I
RTL=RIGHT LAP
RTS=RIGHT SUPPORT
MEMBER DEFLECTIONS (IN)
SPAN ACTUAL WIND LOAD LIMIT
1 -0.15 -2.09
2 -0.10 -2.27
3 -0.02 -2.00
4 -0.18 -2.09
1
1
MS=MID SPAN 1
1
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE: F1 *
*
03/11/04 *
VERSION -10.1.2 15:05:16 *
******************************************************************************
DESIGN DATA
LOADS: ROOF:
WALL:
ROOF: NO. OF
PURLIN
* ROOF AND WALL PANEL DESIGN
DEAD = 1.0 (PSF) , LIVE =
SNOW = 40.0 (PSF) , WIND CFP =
WIND PRESSURE= 18.8 (PSF) WIND
SPANS= 3 , ROOF SLOPE= 12.0 /12
SPACING (SLOPED) (LT)= 2.167 (FT)
(HORIZ.) (LT)= 1.532 (FT)
20.0 (PSF)
18.8 (PSF)
SUCTION= 20.4 (PSF)
SIDEWALL: 2 DIFFERENT WALL GIRT SPACINGS
SPACING: WALL ID SPACES, (FT)
2 1.75 2.00 2.00 2.00 2.00 2.00
4 1.75 2.00 2.00 2.00 2.00 2.00
PANEL GAGE: WALL= 26, ROOF= 26
PANEL TYPE: WALL= HR, ROOF= HR
*NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD,
EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD
PANEL STRESS AND DEFLECTION
LOC
ROOF
ROOF
WL 2
WL 2
WL 4
WL 4
LOAD
COMB
DL+LL
DL+WL
WL -PR
WL -SU
WL -PR
WL -SU
MID - SPAN SUPPORT
LOAD ACTUAL ALLOW. ACTUAL ALLOW.
ON PAN MOMENT MOMENT MOMENT MOMENT
PSF FT -#/FT FT -#/FT FT -#/FT
41.4
-17.3
18.8
20.4
18.8
20.4
FT -#/FT
7.8 119.0 -9.7 139.0 0.002 0.102 OK
- 6.5 139.0 8.1 119.0 -0.003 0.217 OK
4.2 119.0 -7.9 139.0 0.003 0.267 OK
- 4.6 139.0 8.6 119.0 -0.004 0.267 OK
4.2 119.0 -7.9 139.0 0.003 0.267 OK
-4.6 139.0 8.6 119.0 -0.004 0.267 OK
DEFLECTIONS
ACTUAL LIMIT
IN IN
STATUS
******************************************************************************
* JOB: R11218 PAGE:G1
ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04
VERSION -10.1.2 15:06:07 *
GENERAL ENDWALL DESIGN
INPUT ECHO:
JOB ID: R11218
BLDG SHAPE: W H1 H2 PR PO PP GP EOL EOR
24.00 14.00 14.00 12.0 12.0 6.5 6.5 0.0 0.0
EW FACTORS: NO WELD ONLY PANEL DEFLECTION LIMIT
EW LEFT RIGHT TYPE COL RAF GIRT PANEL
2 N N HR 180 180 90 90
ENDWALL END FRAME GABLE STANDARD CONSTANT
FRAMING: WALL RECESS EXTEN. ENDBAY SPACING WALL HT. GIRT DEPTH
LEFT 0.00 2.00 16.00 N 0.0 N
RIGHT 0.00 2.00 16.00 N 0.0 N
ENDWALL BAY SIZES-->: START FROM RIGHT CORNER, LOOKING FROM OUTSIDE.
NO OF BAY NO BAY NO BAY NO BAY NO
WALL BLOCKS WIDTH TIMES WIDTH TIMES WIDTH TIMES WIDTH TIMES
LEFT 1 24.00 1
RIGHT 1 24.00 1
MAX GIRT & PURLIN SPACING:ENDWALL LEFT END= 7.33 RIGHT END= 7.33
BACKSIDE LEFT EW = 2.00 RIGHT EW = 2.00
FRONTSIDE LEFT EW = 2.00 RIGHT EW = 2.00
ROOF (SLOPED) (LT) = 1.960
(HORIZ.) (LT) = 1.386
GIRT LOC. WALL NO. GIRTS GIRT LOCATION
LEFT 12 1.75 3.75 5.75 7.75 9.75 11.75
RIGHT
13.75 15.75 17.75 19.75 21.75 23.75
12 1.75 3.75 5.75 7.75 9.75 11.75
13.75 15.75 17.75 19.75 21.75 23.75
LOADS: DEAD = 7.20 LIVE = 20.00 SNOW = 40.00
PANEL: PRESSURE = 18.80 SUCTION = 20.30
GIRT: PRESSURE = 15.60 SUCTION = 17.20
COLUMN: PRESSURE = 15.10 SUCTION = 16.70
RAFTER (BACK) : PRESSURE = 15.60 SUCTION = 18.80
RAFTER (FRONT): PRESSURE = 15.60 SUCTION = 18.80
*NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD,
EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD
***********************************A******************************************
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:G2 *
*
03/11/04 *
* VERSION -10.1.2 15:06:07 *
******************************************************************************
ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL)
BAY SIZES: 1 @ 24.00
MEMBER INFORMATION:
MEMBER
WELDED > C -SECTION
FLANGE WEB
TYPE LOC. LENGTH WIDTH THICK DEPTH THICK WEIGHT SIZE
TOTAL LBS. = 0.
CAPACITY CHECK: * COLD FORM SECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS)
ALLOWABLE BENDING ARE IN (FT -K)
* HOT ROLLED SECTIONS-> ALLOWABLE SHEAR, AXIAL & BENDING
ARE IN (KSI)
MAX SHEAR MAX AXIAL
LOC. TYPE LOAD FORCE STRESS ALLOW RATIO FORCE STRESS ALLOW RATIO
COMB (K) (KSI) * (K) (KSI)*
MAX BENDING BENDING WEB BEND
COL MOMENT STRESS ALLOW RATIO +AXIAL +SHEAR
NO (FT -K) (KSI) * RATIO RATIO
**********************,****************************************************** *
* JOB: R11218 PAGE:G3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:05:07 *
******************************************************************************
ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL)
MEMBER DEFLECTIONS:
MEMBER SIZE DEFLECTIONS (IN)
ACTUAL LIMIT
COLUMN REACTIONS:
COLUMN SIZE DL+LL DL+WL
H V H
V
RAFT STF
******************************************************************************
JOB: R11218 PAGE:G4
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:06:07 *
******************************************************************************
ENDWALL DESIGN FOR RIGHT WALL (RIGID FRAME AT THIS WALL)
BAY SIZES: 1 4 24.00
MEMBER INFORMATION:
MEMBER
WELDED > C -SECTION
FLANGE WEB
TYPE LOC. LENGTH WIDTH THICK DEPTH THICK WEIGHT SIZE
TOTAL LBS. = 0.
CAPACITY CHECK: * COLD FORM SECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS)
ALLOWABLE BENDING ARE IN (FT -K)
* HOT ROLLED SECTIONS-> ALLOWABLE SHEAR, AXIAL & BENDING
ARE IN (KSI)
MAX SHEAR MAX AXIAL
LOC. TYPE LOAD FORCE STRESS ALLOW RATIO FORCE STRESS ALLOW RATIO
COMB (K) (KSI) * (K) (KSI)
*
MAX BENDING BENDING WEB BEND
COL MOMENT STRESS ALLOW RATIO +AXIAL +SHEAR
NO (FT -K) (KSI) * RATIO RATIO
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:G5 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II
*
03/11/04 *
* VERSION -10.1.2 15:05:07 *
******************************************************************************
ENDWALL DESIGN FOR RIGHT WALL {RIGID FRAME AT THIS WALL}
MEMBER DEFLECTIONS:
MEMBER SIZE DEFLECTIONS (IN)
ACTUAL LIMIT
COLUMN REACTIONS:
COLUMN SIZE DL+LL DL+WL
H V H V
RAFT STF
*************************************,****************************************
* JOB: R11218 PAGE:G6 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II 03/11/04
* VERSION -10.1.2 15:06:07 *
*Yr ****************************************************************************
ENDWALL GIRT DESIGN
LEFT ENDWALL GIRT LOCATION:
<--BAY--> MAX. # OF
WALL # SPACE HITE GIRTS LOCATIONS
1 1 24.00 14.0 12 1.75 3.75 5.75 7.75 9.75 11.75 13.75 15.75
17.75 19.75 21.75 23.75
MEMBER SELECTION FOR LEFT WALL:
SAG <- BENDING MOMENTS (FT_KIPS)->
BAY GIRT ANGLE c- PRESSURE --><-- SUCTION --><---DEFLECTIONS---->
# SIZE LOCATIONS ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW
1 6.5Z16 8.5 15.5 2.15 3.49 2.37 2.77 1.48 -1.63 3.20
RIGHT ENDWALL GIRT LOCATION:
<--BAY--> MAX. # OF
WALL # SPACE HITE GIRTS LOCATIONS
3 1 24.00 14.0 12 1.75 3.75 5.75 7.75 9.75 11.75 13.75 15.75
17.75 19.75 21.75 23.75
MEMBER SELECTION FOR RIGHT WALL:
SAG <- BENDING MOMENTS (FT KIPS)->
BAY GIRT ANGLE <- PRESSURE --><-- SUCTION --><---DEFLECTIONS---->
# SIZE LOCATIONS ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW
1 6.5Z16 8.5 15.5 2.15 3.49 2.37 2.77 1.48 -1.63 3.20
*****************************************************************+************
* JOB: R11218 PAGE:G7 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 03/11/04 *
* VERSION -10.1.2 15:06:07 *
******************************************************************************
ENDWALL PANEL DESIGN
DESIGN DATA
LOADS: WALL: WIND PRESSURE= 18.8 (PSF) WIND SUCTION= 20.3 (PSF)
ENDWALL: 2 DIFFERENT WALL GIRT SPACINGS
SPACING: WALL ID
1
3
PANEL GAGE: 26
PANEL TYPE: HR
PANEL FORCE AND DEFLECTION
SPACES, (FT)
1.75 2.00 2.00 2.00 2.00 2.00
1.75 2.00 2.00 2.00 2.00 2.00
MID - SPAN SUPPORT
LOAD ACTUAL ALLOW. ACTUAL ALLOW.
LOAD ON PAN MOMENT MOMENT MOMENT MOMENT
LOC COMB PSF FT -#/FT FT -#/FT FT -#/FT FT -#/FT
WL 1 WL -PR 18.8 5.8 119.0 -7.9 139.0
WL 1 WL -SU 20.3 -6.3 139.0 8.6 119.0
WL 3 WL -PR 18.8 5.8 119.0 -7.9 139.0
WL 3 WL -SU 20.3 -6.3 139.0 8.6 119.0
DEFLECTIONS
ACTUAL LIMIT STATUS
IN IN
0.003 0.267 OK
- 0.004 0.267 OK
0.003 0.267 OK
- 0.004 0.267 OK
****************************************************************T*************
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:}I1 *
*
11 -MAR -04 *
VERSION -10.1.2 15:06:45 *
******************************************************************************
BRACING REPORT
INPUT ECHO:
JOB ID •R11218
BUILDING SIZE: WIDTH = 24.0 (FT) LENGTH - 64.0 (FT)
HT LEFT....= 14.0 (FT) HT RIGHT= 14.0 (FT)
PEAK RISE..= 12.0 (FT) PEAK OFFSET= 12.0 (FT)
NO. OF DIFFERENT ENDWALLS = 2
LEFT ENDWALL : COL SPACES (FT) ....= 24.0
SUM OF WALL OPENINGS= 0.0 (FT)
RIGHT ENDWALL: COL SPACES (FT) ....= 24.0
SUM OF WALL OPENINGS= 0.0 (FT)
ROOF BAYS 1@ 16.0 1@ 17.0 1Q 15.0 1@ 16.0
LOADS • DEAD= 7.2 LIVE= 20.0
SNOW= 40.0 SEISMIC ZONE= 0
WIND LOADS
ENDWALL : WINDWARD LEEWARD
FROM LEFT 8.11 1.43 -11.29 -10.49
FROM RIGHT 8.11 1.43 -11.29 -10.49
SIDEWALL: WINDWARD END= 3.50 LEEWARD END= -7.47
ROOF -13.83
REQUIRED DIAGONAL BRACING AND WEIGHT
LOCATION NO. OF BAYS WITH BRACING WEIGHT
CABLE ROD LBS.
C1 C2 C3 R1 R2 R3 R4 R5 R6 R7 R8 R9
ROOF 2 0 0 37.1
B. SIDEWALL 0.0
F. SIDEWALL 0.0
L. ENDWALL 0.0
R. ENDWALL 0.0
TOTAL WEIGHT = 37.1
NOTE: CABLE 01 - 5/16" C2 - 3/8" C3 - 1/2"
ROD R1 - 1/2" R2 - 5/8" R3 - 3/4"
R4 - 7/8" R5 - 1" R6 - 1 1/8"
R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2"
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:H2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:06:45 *
******************************************************************************
CONTROLLING LOADS (EAVE FORCES) FOR DESIGN (KIPS)
ROOF BRACING
SIDEWALL BRACING (BACK) .
(FRONT) :
ENDWALL BRACING (LEFT) .
(RIGHT) :
WIND = 1.32
WIND = 1.32
WIND = 1.32
WIND = 2.26
WIND = 2.26
SEISMIC = 1.36
SEISMIC = 1.36
SEISMIC = 1.36
SEISMIC = 0.34
SEISMIC = 0.34
*NOTE: SEISMIC REACTION VALUES ABOVE DO NOT INCLUDE ANY MAGNIFICATION FACTOR
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:I1 *
*
11 -MAR -04 *
VERSION -10.1.2 15:06:44 *
******************************************************************************
BRACING DESIGN REPORT
INPUT ECHO:
JOB ID:R11218
BUILDING SHAPE:
WIDTH....= 24.00 (FT)
LT. EAVE = 14.00 (FT)
PEAK RISE= 12.00 (FT)
NO. OF DIFFERENT ENDWALLS= 2
LENGTH = 64.00 (FT)
RT. EAVE= 14.00 (FT)
PEAK OFFSET= 12.00 (FT)
LEFT ENDWALL: COLUMN SPACES (FT) = 24.00
SUM OF FRAME OPENINGS= 0.00 (FT)
RIGHT ENDWALL: COLUMN SPACES (FT) = 24.00
SUM OF FRAME OPENINGS= 0.00 (FT)
ROOF PURLINS.:
EAVE STRUT..
ROOF BAYS
BACK S.W
BY-PASS , END BAY SIZE= 6.5Z16 ,
LAP= 0.875 (FT), SPACING (SLOPED)
(HORIZ.)
8C16
INT BAY SIZE= 6.5Z14
(LT)= 1.960 (FT)
(LT)= 1.386 (FT)
1@ 16.00 1@ 17.00 1@ 15.00 1@ 16.00
LT EXTENSION= 2.00 , RT EXTENSION= 2.00
TOTAL NO. OF BAYS = 4
NO. OF BAYS AVAILABLE FOR BRACING= 1
PORTAL FRAME = Y
FRONT S.W TOTAL NO. OF BAYS = 4
NO. OF BAYS AVAILABLE POR BRACING= 1
PORTAL FRAME = Y
LEFT ENDWALL BRACING REQUIRED: N,
RIGHT ENDWALL BRACING REQUIRED: N,
PANEL TYPE: HR (26 GAGE)
PANEL TYPE: HR (26 GAGE)
LEFT E.W TOTAL NO. OF BAYS = 1
NO. OF BAYS AVAILABLE FOR BRACING= 1
RIGHT E.W TOTAL NO. OF BAYS 1
NO. OF BAYS AVAILABLE FOR BRACING= 1
LOADS---> DEAD= 7.20 (PSF), LIVE= 20.00 (PSF)
SNOW= 40.00 (PSF), SEISMIC ZONE= 0
******************************************************************************
* JOB: R11218 PAGE:I2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:06:44 *
******************************************************************************
WIND LOADS: (PSF)
IN PLANE OF ENDWALL: WINDWARD LEEWARD
SIDE ROOF ROOF SIDE
FROM LEFT 8.11 1.43 -11.29 -10.49
FROM RIGHT 8.11 1.43 -11.29 -10.49
WIND ON ENDWALL INTO ROOF AND SIDEWALL: (PSF)
WINDWARD END= 3.50 , ROOF= -13.83 , LEEWARD END= -7.47
BRACING MEMBER SIZES:
I CABLE : C1 - 5/16" C2 -
3/8" C3 - 1/2" 1
ROD : R1 - 1/2" R2 - 5/8" R3 - 3/4" I
R4 - 7/8" R5 - 1" R6 - 1 1/8"
R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2" I
******************************************************************************
* JOB: R11218 PAGE:I3
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:06:44 *
***********************************************************+******************
WIND BRACING DESIGN REPORT
FORCES ON ENDWALL COLUMNS:
COLUMN NO. = 0 1 2
FORCE (K) = 0.56 1.51 0.56
ROOF BRACING:
BAY NO= 2 (BACK SIDE)
MAX. CABLE TENSION (KIPS) = 0.93
BAY TENSION HOR.LOAD CABLE
(KIPS) (KIPS)
2 0.93 0.76 B C1
0.93 0.76 F C1
(B: BACK SIDE, F: FRONT SIDE)
! NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES
EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2"
BAY NO= 2 (BACK SIDE)
MAX. EAVE FORCE (KIPS) = 1.32 (EA. BAY) ALLOW. FORCE (KIPS) = 10.95 *
FOR EAVE STRUT
(*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS)
WALL SAVE FORCE FOR SAVE STRUT (KIPS) (EA. BAY)
BACK 1.32
FRONT 1.32
PURLIN CAPACITY CHECK:
NO ACTUAL_P ALLOW_P ACTUAL_M ALLOW_M UNITY
BAY LOAD PURLIN (KIPS) (KIPS) (IN -K) (IN_K) CHECK
1 DL+LL+WL/2 1 0.76 9.55 -10.15 41.82 0.31
1 DL+WL 1 1.51 9.55 3.91 41.82 0.24
2 DL+LL+WL/2 1 0.38 12.00 -7.90 55.11 0.17
2 DL+WL 1 0.76 12.00 3.05 55.11 0.11
*NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD,
EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * *
*
*
JOB: R11218 PAGE:14
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II 11 -MAR -04 *
VERSION -10.1.2 15:06:44 *
******************************************************************************
SIDEWALL BRACING:
WALL DIA. HOR(K) TEN(K) ALW(K) WALL BAY NO
BACK 5/16" 1.32 1.71 5.60 1 2
FRONT 5/16" 1.32 1.71 5.60 1 3
ENDWALL BRACING:
LEFT E.W. BRACING: ###
RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE.
RIGHT E.W. BRACING: ##
RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE.
(## : GOVERNING CASE)
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:I5 *
*
11 -MAR -04 *
* VERSION -10.1.2 15:06:44 *
******************************************************************************
SEISMIC BRACING DESIGN REPORT
NOTE: MAGNIFICATION FACTOR INCLUDES OMEGA OF 2.0 AND 0.7 LOAD
COMBINATION FACTOR
FORCES ON ENDWALL COLUMNS:
##
COLUMN NO. = 0 1 2
FORCE (K) = 0.68 1.36 0.68
*NOTE: FORCES ON ENDWALL COLUMNS DO NOT INCLUDE MAGNIFICATION FACTOR
ROOF BRACING:
BAY NO= 2 (BACK SIDE)
MAX. CABLE TENSION (KIPS) = 1.66
##
BAY TENSION HOR.LOAD CABLE
(KIPS) (KIPS)
2 1.66 1.36 B C1
1.66 1.36 F C1
(B: BACK SIDE, F: FRONT SIDE)
! NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES
*NOTE: ROOF TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR
EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2"
BAY NO= 2 (BACK SIDE)
MAX. EAVE FORCE (KIPS) = 1.36 (EA. BAY) ALLOW. FORCE (KIPS) = 10.95 *
FOR EAVE STRUT
(*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS)
WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY)
BACK 1.36
FRONT 1.36
*NOTE: EAVE STRUT FORCE DOES NOT INCLUDE MAGNIFICATION FACTOR
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 PAGE:I6
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:06:44 *
******************************************************************************
SIDEWALL BRACING: ##
WALL DIA. HOR(K) TEN(K) ALW(K) WALL BAY NO
BACK 5/16" 2.71 3.51 5.60 1 2
FRONT 5/16" 2.71 3.51 5.60 1 3
*NOTE: SIDEWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR
ENDWALL BRACING:
LEFT E.W. BRACING:
RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE.
*NOTE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR
RIGHT E.W. BRACING:
RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE.
(## : GOVERNING CASE)
*NOTE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
*
*
JOB: R11218
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:J1 *
*
11 -MAR -04 *
15:07:32 *
******************************************************************************
PORTAL FRAME INPUT ECHO
Job Number ...: R11218
Sidewall ID ..: BS
Bay Spacing Eave Height
(ft) (ft)
17.000 14.000
Bldg Code Ca/Aa Sei. Imp.
Portal Frame Number 1
Bay Number 2
Building Width ..: 24000
Building Length .. 64000
Wind Pressure Ridge Loc. Roof Slope Steel Yield
(psf) (ft) (in : 12) (ksi)
10.970 12.000 12.00 50.000
IBC - 0 0.1914 0.5400
Backside:
Frontside:
Load Type
WIND
SEISMIC
SEI CONN
Snow Load
(psf)
40.0000
Additional Eave Loads
Wind Elev. Seismic Elev.
(kip) (ft) (kip) (ft)
0.00 12.67 0.00 12.67
0.00 12.67 0.00 12.67
DESIGN
L 0 A D
Dead Load
(psf)
10.4500
REPORT
Eave Force
(kip)
1.3164
0.9153
2.7460
SECTION
Moment
(ft -kip)
8.3394
5.7986
17.3911
Hor. Reaction
(kip)
0.6582
0.4577
PROPERTIES
Ver. Reaction
(kip)
1.1116
0.7729
REPORT
Property Description
X Axis Moment of Inertia ( in 4)
X Axis Section Modulus ( in 3)
Y Axis Radius of Gyration ( in )
Twisted Radius of Gyration ( in )
Total Cross Sectional Area ( in 2)
Bending Slenderness Ratio (in/in)
Axial Slenderness Ratio (in/in)
Qs { )
Qa (Axial Compression) { )
DESIGN
PROPERT
Column
67.4293
13.4859
1.2089
1.3507
3.5640
112.5309
125.7370
0.9915
0.9615
I E S REPORT
Property Description
Combine Unity Check (AISC )
Axial Stress Ratio (fa/Fa)
Bending Stress Ratio (fb/Fb)
Shear Stress Ratio (fv/Fv)
Column
EQ.H1-3 0.3807
0.31/ 9.45= 0.0330
7.42/21.34= 0.3477
1.24/11.59= 0.1067
Beam
41.4896
10.3724
1.2488
1.3688
3.3400
131.5060
144.1439
0.9875
Beam
EQ.H1-3 0.4301
0.20/ 7.19= 0.0274
9.65/23.96= 0.4027
1.32/16.05= 0.0824
******************************************************************************
* JOB: R1121B PAGE:J2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:32 *
******************************************************************************
Allowable Deflection= 2.5333 Actual Deflection= 0.7731 Ratio= L/197
PORTAL
FRAME OUTPUT
Item Description
Qty Width/Dia. Length Thickness Weight
(in) (in) (in) (lb)
Beam Outside Flange1 5.0000 166.0000 0.2500 58.7848
Beam Web 1 7.5000 166.0000 0.1120 41.6196
Beam Inside Flange1 5.0000 166.0000 0.2500 58.7848
Col. Outside Flange2 5.0000 155.2500 0.2500 109.9558
Col. Web 2 9.5000 155.2500 0.1120 98.6084
Col. Inside Flange2 5.0000 147.5000 0.2500 102.4307
Splice Plate 4 6.0000 8.0000 0.6250 34.0320
Col. Cap Plate 2 5.0000 9.7500 0.2500 6.9054
Col. Base Plate 2 5.0000 10.0000 0.5000 14.1800
Col. Hor. Stiff 4 2.4440 9.3750 0.2500 6.4911
Col. Diag. Stiff 4 2.4440 10.4816 0.2500 7.2573
Splice Plate Bolts. 8 0.8750 2.3750
Col. O.F. Bolts 16 0.5000 1.5000
Base Plate Bolts 8 0.7500 STD
7.5120
3.0944
Total Weight 549.6563
******************************************************************************
* JOB: R11218 PAGE:J3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:32 *
******************************************************************************
PORTAL FRAME INPUT ECHO
Job Number ...: R11218
Sidewall ID ..: FS
Bay Spacing Eave Height Wind Pressure
(ft) (ft) (psf)
17.000 14.000 10.970
Bldg Code Ca/Aa Sei. Imp.
IBC - 0 0.1914 0.5400
Additional
Wind Elev.
(kip) (ft)
Backside: 0.00 12.67
Frontside: 0.00 12.67
Load Type
WIND
SEISMIC
SEI CONN
Portal Frame Number ...: 2
Bay Number 3
Building Width . 24000
Building Length .: 64000
Ridge Loc. Roof Slope Steel Yield
(ft) (in : 12) (ksi)
12.000 12.00 50.000
Snow Load
(psf)
40.0000
Eave Loads
Seismic Elev.
(kip)
0.00
0.00
DESIGN
(ft)
12.67
12.67
LOAD
Dead Load
(psf)
10.4500
REPORT
Eave Force
(kip)
1.3164
0.9153
2.7460
SECTION
Moment Hor. Reaction Ver. Reaction
(ft -kip) (kip) (kip)
8.3394 0.6582 1.1116
5.7986 0.4577 0.7729
17.3911
PROPERTIES REPORT
Property Description
X Axis Moment of Inertia ( in 4)
X Axis Section Modulus ( in 3)
Y Axis Radius of Gyration ( in )
Twisted Radius of Gyration ( in )
Total Cross Sectional Area ( in 2)
Bending Slenderness Ratio (in/in)
Axial Slenderness Ratio (in/in)
Qs ( }
Qa (Axial Compression) ( )
DESIGN
PROPERTIES
Column
67.4293
13.4859
1.2089
1.3507
3.5640
112.5309
125.7370
0.9915
0.9615
REPORT
Property Description
Combine Unity Check (AISC )
Axial Stress Ratio (fa/Fa)
Bending Stress Ratio (fb/Fb)
Shear Stress Ratio (fv/Fv)
Column
EQ.H1-3 0.3807
0.31/ 9.45= 0.0330
7.42/21.34= 0.3477
1.24/11.59= 0.1067
Beam
41.4896
10.3724
1.2488
1.3688
3.3400
131.5060
144.1439
0.9875
Beam
EQ.H1-3 0.4301
0.20/ 7.19= 0.0274
9.65/23.96= 0.4027
1.32/16.05= 0.0824
******************************************************************************
* JOB: R11218 PAGE:J4 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:07:32 *
******************************************************************************
Allowable Deflection= 2.5333 Actual Deflection= 0.7731 Ratio= L/197
PORTAL
FRAME OUTPUT
Item Description
Qty Width/Dia. Length Thickness Weight
(in) (in) (in) (lb)
Beam Outside Flange1 5.0000 166.0000 0.2500 58.7848
Beam Web 1 7.5000 166.0000 0.1120 41.6196
Beam Inside Flange1 5.0000 166.0000 0.2500 58.7848
Col. Outside Flange2 5.0000 155.2500 0.2500 109.9558
Col. Web 2 9.5000 155.2500 0.1120 98.6084
Col. Inside Flange2 5.0000 147.5000 0.2500 102.4307
Splice Plate 4 6.0000 8.0000 0.6250 34.0320
Col. Cap Plate 2 5.0000 9.7500 0.2500 6.9054
Col. Base Plate 2 5.0000 10.0000 0.5000 14.1800
Col. Hor. Stiff 4 2.4440 9.3750 0.2500 6.4911
Col. Diag. Stiff 4 2.4440 10.4816 0.2500 7.2573
Splice Plate Bolts. 8 0.8750 2.3750 7.5120
Col. O.F. Bolts 16 0.5000 1.5000 3.0944
Base Plate Bolts 8 0.7500 STD
Total Weight 549.6563
JOB: R11218 #1 PAGE:L1 *
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II 11 -MAR -04 *
VERSION -10.1.2 15:11:13 *
******************************************************************************
FRAME TYPE •RF
WIDTH • 24.
LEFT EAVE HEIGHT
LEFT ROOF SLOPE
(Symmetrical)
00 (FT)
- 14.0000 (FT)
12.0000 (IN/FT)
(FT)
PEAK DIST. FROM LEFT: 12.0000
USED AT FRAME LINES 1 5
BAY SPACING...: 8.20 (FT)
RIGHT EAVE HEIGHT...: 14.0000
RIGHT ROOF SLOPE • 12.0000
RIGHT COL. BASE DISP: 0.0000
(FT)
(IN/FT)
(FT)
GIRT AND PURLIN DATA
GIRT PROJECTION (IN)
GIRT SPACINGS (FT)
7 •
PURLIN PROJECTION (IN)
PURLIN SPACINGS (SLOPED) (FT)
(HORIZ.) (FT)
FLANGE BRACING AT PURLIN LOCATIONS:
LEFT SIDE: 2BL 8BL
RIGHT SIDE: 2BL 8BL
LEFT SIDE RIGHT SIDE
6.500 6.500
1.750 1.750
3.750 3.750
5.750 5.750
7.750 7.750
9.750 9.750
11.750 11.750
6.500 6.500
1.486 1® 1.486
2.000 6® 2.000
2.167 10) 2.167
1.318 1@ 1.318
1.051 1@ 1.051
1.414 60) 1.414
1.532 1® 1.532
0.932 lfl 0.932
NOTE: FOLLOWING ARE NOMENCLATURE USED TO INDICATE PURLIN/ GIRT BRACING.
5 = ONE SIDE FB B = BOTH SIDE FB
L = 1.5 X 1.5 X 1/8 Angle H = 2.5 X 2.5 X 3/16 Angle
G = BRACED BY GIRT * = INADEQUATE FB
MISC. DESIGN DATA:
NUMBER OF CYCLES
1
MAX. COMBINED RATIO.: 0.76 MAX. SHEAR RATIO 0.09
HORZ. DEFL. RATIO...: 118 VERT. DEFL. RATIO...: 1533
VERTICAL CLEARANCE AT LEFT KNEE= 13.54 FT
VERTICAL CLEARANCE AT RIGHT KNEE= 13.54 FT
HORIZONTAL CLEARANCE AT KNEE....= 20.92 FT
VERTICAL CLEARANCE AT PEAK = 24.00 FT
FRAME WEIGHT SUMMARY:
RAFTERS 465.23 LBS
EXTERIOR COLUMNS 434.67 LBS ( L=
INTERIOR COLUMNS 0.00 LBS
TOTAL FRAME
FLANGE BRACES
899.91 LBS
13.06 LBS
217.34 , R= 217.34 )
j�o7cy
- SPc. i c r
PLM is o re,JUD cTT aF
F44,4: /?t- Aoie_t-
- st ? 4C. 144tiit c4c-C 4
of
GCL J 7� SP1 1C L
******************************************************************************
* JOB: R11218 #1 PAGE:L2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
CONNECTION PLATES...: 137.62 LBS
CONNECTION BOLTS 13.92 LBS
GRAND TOTAL 1064.51 LBS
********.**.*I * * * * * * * * * * * * * * * * * * * * * * * * * * * * *************.******T******************
*
*
JOB: R11218 #1
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:L3 *
*
11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
FRAME LOADING DATA
BUILDING CODE.:
LIVE LOAD
DEAD LOAD
2000 IBC
20.00 PSF
7.20 PSF
USE CATEGORY..: 1
WIND LOAD 0.00 PSF
COLL. LOAD 0.00 PSF
** NOTE **: ALLOWABLE STRESSES WERE NOT INCREASED
BY 1/3 FOR ANY LOAD COMBINATIONS
EXPOSURE
SEISMIC ZONE
% OF SNOW FOR SEISMC:
ROOF SNOW LOAD
WIND VELOCITY
WIND COEFFICIENTS:
C
1
20.00
40.00 PSF
90.00 MPH
WIND FROM LEFT (WLL ): C1= 0.5100 C2= 0.0900 C3= -0.7100 C4= -0.6600
WIND FROM RIGHT (WLR ): C1= 0.5100 C2= 0.0900 C3= -0.7100 C4= -0.6600
WIND FROM LEFT (WLL1):
C1= 0.8700 C2= 0.4500 C3= -0.3500 C4= -0.3000
WIND FROM RIGHT (WLR1): C1= 0.8700 C2= 0.4500 C3= -0.3500 C4= -0.3000
CANOPY DATA:
ELEVATION (FT)
WIDTH (FT)
DEAD LOAD (PSF)
LIVE/ SNOW LOAD (PSF)
WIND COEF (WW & LW)
LOAD COMBINATIONS:
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
COMB
UBL-
•
LEFT SIDE RIGHT SIDE
• 14.000
> 3.000
> 3.200
• 80.000
> -2.000
1.00 X(DL+ SL)
1.00 X(DL+ UBL)
1.00 X(0.6DL+ WLL)
1.00 X(0.6DL+ WLR)
1.00 X(DL+ 3/4SL+ 3/4WLL)
1.00 X(DL+ 3/4SL+ 3/4WLR)
1.00 X(DL+ 3/4UBL+ 3/4WLR)
1.00 X(0.6DL+ WLL1)
1.00 X(0.6DL+ WLR1)
1.00 X(DL+ 3/4SL+ 3/4WLL1)
1.00 X(DL+ 3/4SL+ 3/4WLR1)
1.00 X(DL+ 3/4UBL+ 3/4WLR1)
1.00 X(0.6DL+ 0.7SEIL+ SL)
1.00 X(DL+ 3/4SEIL+ 3/4SL)
1.00 X(0.6DL+ 0.7SEIR+ SL)
1.00 X(DL+ 3/4SEIR+ 3/4SL)
SNOW LOAD ON LEFT SLOPE ROOF+
SNOW LOAD ON RIGHT SLOPE ROOF
14.000
3.000
3.200
80.000
-2.000
******************************************************************************
* JOB: R11218 #1 PAGE:L4 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
*************************************************************w*****w**********
NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD
COMBINATION DL+LL(OR SL)+(1.0)V (V=BASE SHEAR FOR SEISMIC).
THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST.
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **.i t******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *fir * *
*
*
JOB: R11218 #1
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
PAGE:L5 *
11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DESIGN SUMMARY
MAJOR DEPTHS AND LOCATIONS: (DEPTHS ARE IN INCHES.)
LEFT SIDE ---->
RIGHT SIDE ---->
COL BASE
11.500
11.500
COL KNEE
11.500
11.500
RAF KNEE
10.000
10.000
PEAK
10.000
PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE)
1
DIST. I DEPTH I DIST. DEPTH DIST. DEPTH
(FT.) 1 (IN.) (FT.) (IN.) (FT.) (IN.}
LEFT--> STRAIGHT RAFTER (NO PINCHES)
J
RIGHT-> STRAIGHT RAFTER (NO PINCHES)
DIST. DEPTH
(FT.) (IN.)
RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE)
DIST.
(FT.)
LEFT--> 12.000
DIST. DIST. DIST. DIST. DIST. DIST. DIST.
(FT.) (FT.) I (FT.) (FT.) (FT.) (FT.) (FT.)
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*
JOB: R11218 #1 PAGE : L6 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
DESIGN SUMMARY
SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE WEB INNER FLANGE
NAME (FT) START END (IN) (IN) (IN)
EXT. COLUMN---> (FY= 50. KSI)
LEFT SIDE CORNER WEB THICKNESS= Q.....-3-'7515-
r7.1/9
5p.l?5 0
BL1A 10.00 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
BL1B 3.54 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
c««< KNEE CONNECTION AT THE END OF THIS SECTION >>»»
RAFTER BEAM---> (FY= 50. KSI)
LP1A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
LP2A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
LP2B 5.67 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
« « « PEAK CONNECTION AT THE END OF THIS SECTION >>»»
RIGHT SIDE CORNER WEB THICKNESS= 1.32r -9 -
EXT. COLUMN---> (FY= 50. KSI)
BR1A 10.00 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
BR2B 3.54 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
«cc KNEE CONNECTION AT THE END OF THIS SECTION >>>>.»
RAFTER BEAM---> (FY= 50. KSI)
RP1A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
RP2A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
RP2B 5.67 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
««<.( PEAK CONNECTION AT THE END OF THIS SECTION >>»»
FRAME GEOMETRY:
LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12
RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12
DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT)
B
P
24.0
FRAME LINES (R11218 #1 ): 1 5
R
B
* JOB: R11218 #1 PAGE:L7 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * .* * * * * * * * * * * * * * * * * * * * * * *
DESIGN SUMMARY (CONTINUED)
--- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS
SECTION BENDING* -- BENDING -- * --BENDING--
NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER
(KIP) (K -FT) * (KSI) (KSI) (KSI) *
*COMBINED
*BENDING+AXIAL
*RATIO LOAD DIST.
* CASE (FT)
BL1A -5.15
BL1B -5.09
LP1A -3.84
LP2A -1.42
LP2B -1.81
BR1A -5.15
BR1B -5.09
RP1A -3.84
RP2A -1.42
RP2B -1.81
- 15.60
-19.66
- 19.96
-11.12
-5.80
-15.60
- 19.66
- 19.96
- 11.12
-5.80
* 23.70
* 23.03
* 24.39
* 25.35
* 25.35
* 23.70
* 23.03
* 24.39
* 25.35
* 25.35
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
17.99
17.99
32.43
21.71
20.57
17.99
17.99
32.43
21.71
20.57
0.04
0.04
0.03
0.01
0.01
0.04
0.04
0.03
0.01
0.01
0.31
0.40
0.49
0.28
0.14
0.31
0.40
0.49
0.28
0.14
0.57
0.72
0.48
0.40
0.22
0.57
0.72
0.48
0.40
0.22
0.61
0.76
0.51
0.41
0.23
0.61
0.76
0.51
0.41
0.23
6 10.00
6 13.54
6 0.00
4 5.00
9 10.00
5 10.00
5 13.54
5 0.00
3 5.00
8 10.00
SHEAR SHEAR SHEAR LOAD
SECTION FORCES ALLOWABLE STRESS CASE DIST.
NAME (KIP) (KIP) RATIO (FT)
BL1A -1.86
BL1B -1.32
LP1A 3.11
LP2A 1.91
LP2B -1.70
BR1A 1.86
BR1B 1.32
RP1A -2.77
RP2A -1.91
RP2B 1.70
-34.48
-34.48
-34.45
-34.45
-34.45
-34.48
- 34.48
- 34.45
-34.45
-34.45
0.05
0.04
0.09
0.06
0.05
0.05
0.04
0.08
0.06
0.05
6 0.00
11 10.00
2 0.00
6 5.00
10 15.67
5 0.00
10 10.00
1 0.00
5 5.00
11 15.67
r*****************************************************************************
* JOB: R11218 #1 PAGE:L8 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13
******************************************************************************
SECTION PROPERTIES
MINOR MEMBER WEB
SECTION CORD DEPTH
NAME &
POINT # (FT) (IN)
AREA MOMENT SECTION MODULUS RADIUS OF GYRATION
OF
INERTIA OUTER INNER RX RY RTO RTI
(IN -2) (IN -4) (IN -3) (IN -3) (IN) (IN) (IN) (IN)
BL1A 1 0.00
BL1A 2 1.00
BL1A 3 3.00
BL1A 4 5.00
BL1A 5 7.00
BL1A 6 9.00
BL1A 7 10.00
BL1B 1 10.00
BL1B 2 10.88
BL1B 3 12.65
BL1B 4 13.54
LP1A 1 0.00
LP1A 2 0.83
LP1A 3 2.50
LP1A 4 4.17
LP1A 5 5.00
LP2A 1 5.00
LP2A 2 5.83
LP2A 3 7.50
LP2A 4 9.17
LP2A 5 10.00
LP2B 1 10.00
LP2B 2 10.94
LP2B 3 12.83
LP2B 4 14.72
LP2B 5 15.67
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 16.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
11.50 4.56 108.99 18.16 18.16
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
10.00 4.29 80.59 15.35 15.35
4.89
4.89
4.89
4.89
4.89
4.89
4.89
4.89
4.89
4.89
4.89
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
4.33
1.07
1.07
1.07
1.07
1.07
1.07
1.07
1.07
1.07
1.07
1.07
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.28 1.28
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
1.30 1.30
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOS: R11218 #1
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II
* VERSION -10.1.2
PAGE:L9 *
*
11 -MAR -04 *
15:11:13 *
DEFLECTIONS AND CLEARANCES
HORIZONTAL > VERTICAL
LOADING LEFT RIGHT AT
CONDITION KNEE KNEE PEAK
(IN) (IN) (IN)
DL -0.06 (EH/2939) 0.06 (EH/2937) -0.06 (SPAN/4795)
LL -0.08 (EH/2071) 0.08 (EH/2069) -0.09 (SPAN/3289)
SL -0.18 (EH/ 943) 0.18 (EH/ 942) -0.19 (SPAN/1533)
WLL 1.38 (EH/ 122) 1.41 (EH/ 119) -0.01 (SPAN/9999)
WLR -1.41 (EH/ 119) -1.38 (EH/ 122) -0.01 (SPAN/9999)
UBL 0.04 (EH/3755) 0.32 (EH/ 525) -0.14 (SPAN/1999)
WLL1 1.42 (EH/ 118) 1.36 (EH/ 123) 0.03 (SPAN/9581)
WLRI -1.36 (EH/ 123) -1.42 (EH/ 118) 0.03 (SPAN/9572)
SEIL 0.57 (EH/ 295) 0.57 (EH/ 295) 0.00 (SPAN/ 0)
SEIR -0.57 (EH/ 295) -0.57 (EH/ 295) 0.00 (SPAN/ 0)
VERTICAL CLEARANCE AT LEFT KNEE = 13.54 FT
VERTICAL CLEARANCE AT RIGHT KNEE = 13.54 FT
HORIZONTAL CLEARANCE AT KNEE = 20.92 FT
VERTICAL CLEARANCE AT PEAK = 24.00 FT
*********************.*********************************************************
* JOB: R11218 #1 PAGE:L10 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
FRAME REACTIONS
LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12
RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12
DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT)
P
24.0
FRAME LINES (R11218 #1 ): 1 5
R
HR
B<---
VR
BUILDING
LOADS
DL
LL
SL
WLL
WLR
UBL
WLL1
WLR1
SEIL
SEIR
COMB # 1
COMB # 2
COMB # 3
COMB # 4
COMB # 5
COMB # 6
COMB # 8
COMB # 9
COMB #10
COMB #11
COLUMN REACTIONS (KIPS)
HL
0.19
0.09
0.53
- 1.42
1.70
0.48
- 1.77
1.35
- 0.46
0.46
0.72
0.68
- 1.31
1.81
- 0.48
1.86
- 1.66
1.46
- 0.74
1.60
VL
1.52
3.94
4.92
- 2.48
0.15
4.57
-1.99
0.65
- 0.68
0.68
6.44
6.09
- 1.57
1.07
3.35
5.33
- 1.07
1.57
3.72
5.70
HR
0.19
0.09
0.53
1.70
- 1.42
0.48
1.35
-1.77
0.46
- 0.46
0.72
0.68
1.81
-1.31
1.86
- 0.48
1.46
- 1.66
1.60
-0.74
VR
1.52
3.94
4.92
0.15
- 2.48
1.34
0.65
-1.99
0.68
- 0.68
6.44
2.86
1.07
- 1.57
5.33
3.35
1.57
- 1.07
5.70
3.72
NOTE: Load combinations listed are not complete for
foundation design. It may control by doing
additional combinations other than listed.
LOAD COMBINATIONS:
COMB # 1--> 1.00 X(DL+ SL)
COMB # 2--> 1.00 X(DL+ UBL)
COMB # 3--> 1.00 X(0.6DL+ WLL)
******************************************************************************
* JOB: R11218 #1 PAGE:L11 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
*****************************************************************************f
COMB # 4-->
COMB # 5-->
COMB # 6-->
COMB # 8-->
COMB # 9-->
COMB #10-->
COMB #11-->
UBL-> 1.50X
0.00X
1.00 X(0.6DL+ WLR)
1.00 X(DL+ 3/4SL+ 3/4WLL)
1.00 X(DL+ 3/4SL+ 3/4WLR)
1.00 X(0.6DL+ WLL1)
1.00 X(0.60L+ WLR1)
1.00 X(DL+ 3/4SL+ 3/4WLL1)
1.00 X(DL+ 3/4SL+ 3/4WLR1)
SNOW LOAD ON LEFT SLOPE ROOF+
SNOW LOAD ON RIGHT SLOPE ROOF
BASE PLATE SUMMARY:
L.COL: 5.00 X 12.00 X 1/2" ( 4) 3/4" DIA. A.B.S
R.COL: 5.00 X 12.00 X 1/2" ( 4) 3/4" DIA. A.B.S
NOTES:
1. The positive directions for the frame column
reactions are .
Horizontal - inward direction to the building.
Vertical - upward direction.
2. Forces on foundation will act in the opposite
direction to the direction of the column reactions.
******************************************************************************
* JOB: R1121B #1 PAGE:L12 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11—MAR-04 *
* VERSION -10.1.2 15:11:13 *
*******************************************************e**********************
EXTERIOR COLUMN CONNECTION:
< BASE PLATE > < ANCHOR BOLTS >
WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE
(IN) (IN) (IN) (IN) (IN) (IN)
LEFT COLUMN--> 5.00 12.00 0.5000 STD 4 0.75 STD 3.0 4.0
RIGHT COLUMN-—> 5.00 12.00 0.5000 STD 4 0.75 STD 3.0 4.0
LEFT 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 5.000 21.996 0.5000 2 2 0
COL. TOP FLANGE 5.000 0.2500
HORZ. STIFFENER 2.411 11.375 0.2500
KNEE WEB PLATE 0.3750
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 0
SPACING 1.500 5.000 9.996 4.000 1.500
RIGHT KNEE CONNECTION --—>: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN)
z =
WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS
(IN) (IN) (IN) TOP BOTTOM SPACER
CONNECTION PL 5.000 21.996 0.5000 2 2 0
COL. TOP FLANGE 5.000 0.2500
HORZ. STIFFENER 2.411 11.375 0.2500
KNEE WEB PLATE 0.3750
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 0
SPACING 1.500 5.000 9.996 4.000 1.500
*****r****************************************** ******************************
*
*
*
*
JOB: R11218 ##1
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST II
VERSION -10.1.2
PAGE:L13 *
*
11 -MAR -04 *
15:11:13 *
PEAK CONNECTION AT 12.00 (FT) FROM LEFT STEEL LINE:
m
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 5.000 22.496 0.5000 2 2 0
NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 0
SPACING 1.500 5.000 9.496 5.000 1.500
************************************************************************+*****
JOB: R11218 #2
ESTIMATE/DESIGN/DRAFTING SYSTEM
CONEST IT
VERSION -10.1.2
PAGE:M1 *
*
11 -MAR -04 *
15:11:13 *
FRAME TYPE •RF (Symmetrical)
WIDTH • 24.00 (FT) BAY SPACING...: 16.50 (FT)
LEFT EAVE HEIGHT 14.0000 (FT) RIGHT EAVE HEIGHT...: 14.0000 (FT)
LEFT ROOF SLOPE • 12.0000 (IN/FT) RIGHT ROOF SLOPE • 12.0000 (IN/FT)
PEAK DIST. FROM LEFT: 12.0000 (FT) RIGHT COL. BASE DISP: 0.0000 (FT)
USED AT FRAME LINES : 2 3 4
GIRT AND PURLIN DATA
GIRT PROJECTION (IN)
GIRT SPACINGS (FT)
>:
PURLIN PROJECTION (IN)
PURLIN SPACINGS (SLOPED) (FT)
(HORIZ.) (FT)
FLANGE BRACING AT PURLIN LOCATIONS:
LEFT SIDE: 2BL 8BL
RIGHT SIDE: 2BL 8BL
LEFT SIDE RIGHT SIDE
>: 6.500 6.500
>: 1.750 1.750
3.750 3.750
5.750 5.750
7.750 7.750
9.750 9.750
11.750 11.750
>: 6.500 6.500
>. 1@ 1.486 1@ 1.486
6@ 2.000 6@ 2.000
1p 2.167 1@ 2.167
1@ 1.318 1@ 1.318
>: 1@ 1.051 I@ 1.051
6@ 1.414 6@ 1.414
1@ 1.532 1@ 1.532
1@ 0.932 J.@ 0.932
NOTE: FOLLOWING ARE NOMENCLATURE USED
S = ONE SIDE FB
L = 1.5 X 1.5 X 1/8 Angle
G = BRACED BY GIRT
TO INDICATE PURLIN/ GIRT BRACING.
B = BOTH SIDE FB
H = 2.5 X 2.5 X 3/16 Angle
* = INADEQUATE FB
MISC. DESIGN DATA:
MAX. COMBINED RATIO.: 0.98
HORZ. DEFL. RATIO...: 152
VERTICAL CLEARANCE AT LEFT KNEE=
VERTICAL CLEARANCE AT RIGHT KNEE=
HORIZONTAL CLEARANCE AT KNEE=
VERTICAL CLEARANCE AT PEAK =
NUMBER OF CYCLES
MAX. SHEAR RATIO
VERT. DEFL. RATIO
13.40 FT
13.40 FT
20.25 FT
23.53 FT
1
0.18
1555
FRAME WEIGHT SUMMARY:
RAFTERS 540.53 LBS
EXTERIOR COLUMNS 502.13 LBS ( L=
INTERIOR COLUMNS 0.00 LBS
TOTAL FRAME
FLANGE BRACES
1042.66 LBS
13.60 LBS
251.07 , R= 251.07 )
t�o7�
- Cr ,Lc
- CAT Dr
or ti nl LA. /'L'1 K Fr• fZ
L
Ly --'44e f / Gc
A (p ;-(A nl D a t -C
( 06 J.--
..� TR- 1 Lc
3/a k
rtle-
******************************************************************************
* JOB: R11218 #2 PAGE:M2 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
CONNECTION PLATS...: 174.10 LBS
CONNECTION BOLTS 17.40 LBS
GRAND TOTAL 1247.76 LBS
******************************************************************************
* JOB: R11218 #2 PAGE:M3 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
FRAME LOADING DATA
BUILDING CODE.: 2000 IBC USE CATEGORY..: 1
LIVE LOAD 20.00 PSF WIND LOAD 14.96 PSF
DEAD LOAD 7.20 PSF COLL. LOAD 0.00 PSF
** NOTE **: ALLOWABLE STRESSES WERE NOT INCREASED
BY 1/3 FOR ANY LOAD COMBINATIONS
EXPOSURE C
SEISMIC ZONE 1
% OF SNOW FOR SEISMC: 20.00
ROOF SNOW LOAD 40.00 PSF
WIND VELOCITY 90.00 MPH
WIND COEFFICIENTS:
WIND FROM LEFT (WLL ): C1= 0.3800 C2= 0.0300 C3= -0.6100 C4= -0.5500
WIND FROM RIGHT (WLR ): C1= 0.3800 C2= 0.0300 C3= -0.6100 C4= -0.5500
WIND FROM LEFT (WLL1): C1= 0.7400 C2= 0.3900 C3= -0.2500 C4= -0.1900
WIND FROM RIGHT (WLR1): C1= 0.7400 C2= 0.3900 C3= -0.2500 C4= -0.1900
CANOPY DATA:
LEFT SIDE RIGHT SIDE
ELEVATION (FT) > 14.000 14.000
WIDTH (FT) > 3.000 3.000
DEAD LOAD (PSF) > 3.200 3.200
LIVE/ SNOW LOAD (PSF) > 80.000 80.000
WIND COEF (WW & LW) > -2.000 -2.000
LOAD COMBINATIONS:
COMB # 1--> 1.00 X(DL+ SL)
COMB # 2--> 1.00 X(DL+ UBL)
COMB # 3--> 1.00 X(0.6DL+ WLL)
COMB # 4--> 1.00 X(0.6DL+ WLR)
COMB # 5--> 1.00 X(DL+ 3/4SL+ 3/4WLL)
COMB # 6--> 1.00 X(DL+ 3/4SL+ 3/4WLR)
COMB # 7--> 1.00 X(DL+ 3/4UBL+ 3/4WLR)
COMB # 8--> 1.00 X(0.6DL+ WLL1)
COMB # 9--> 1.00 X(0.6DL+ WLR1)
COMB #10--> 1.00 X(DL+ 3/4SL+ 3/4WLL1)
COMB #11--> 1.00 X(DL+ 3/4SL+ 3/4WLR1)
COMB #12--> 1.00 X(DL+ 3/4UBL+ 3/4WLR1)
COMB #13--> 1.00 X(0.6DL+ 0.7SEIL+ SL)
COMB #14--> 1.00 X(DL+ 3/4SEIL+ 3/4SL)
COMB #15--> 1.00 X(0.6DL+ 0.7SEIR+ SL)
COMB #16--> 1.00 X(DL+ 3/4SEIR+ 3/4SL)
UBL-> 1.50X SNOW LOAD ON LEFT SLOPE ROOF+
0.00X SNOW LOAD ON RIGHT SLOPE ROOF
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
JOB: R11218 #2 PAGE:M4 *
ESTIMATE/DESIGN/DRAFTING SYSTEM *
CONEST II 11 -MAR -04 *
VERSION -10.1.2 15:11:13 *
NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD
COMBINATION DL+LL(OR SL)+(1.0)V (V=BASE SHEAR FOR SEISMIC).
THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST.
***********************t******************************************************
* JOB: R11218 #2 PAGE:M5 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11-MAR-04 *
* VERSION-10.1.2 15:11:13 *
DESIGN SUMMARY
MAJOR DEPTHS AND LOCATIONS: (DEPTHS ARE IN INCHES.)
LEFT SIDE ---->
RIGHT SIDE ---->
COL BASE COL KNEE RAF KNEE
15.500 35.500 14.000
15.500 15.500 14.000
PEAK
14.000
PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE)
DIST. 1 DEPTH I DIST. I DEPTH DIST. DEPTH DIST. DEPTH
(FT.) 1 (IN.) 1 (FT.) 1 (IN.) (FT.) (IN.) I (FT.) (IN.)
LEFT--> STRAIGHT RAFTER (NO PINCHES)
1 i )
RIGHT-> STRAIGHT RAFTER (NO PINCHES)
1 1 I
RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE)
DIST.
(FT.)
LEFT--> 12.000
DIST. DIST. DIST. DIST. DIST. DIST. DIST.
(FT.) 1 (FT.) I (FT.) (FT.) (PT.) (FT.) (FT.)
******************************************************************************
* JOB: R11218 #2 PAGE:M6 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
DESIGN SUMMARY
SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE WEB INNER FLANGE
NAME (FT) START END (IN) (IN) (IN)
LEFT SIDE CORNER WEB THICKNESS= ..LL.,4)-!rne
EXT. COLUMN---> (FY= 50. KSI) 0.I190
BL1A 10.00 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
BL1B 3.40 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
« « « KNEE CONNECTION AT THE END OF THIS SECTION >>»»
RAFTER BEAM---> (FY= 50. KSI)
LP1A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
LP2A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
LP2B 5.53 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
««« PEAK CONNECTION AT THE END OF THIS SECTION >>>>»
RIGHT SIDE CORNER WEB THICKNESS= 41....4+2"5
EXT. COLUMN---> (FY= 50. KSI)
BR1A 10.00 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
BR1B 3.40 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
«<< KNEE CONNECTION AT THE END OF THIS SECTION >>»»
RAFTER BEAM---> (FY= 50. KSI)
RP1A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
RP2A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
RP2B 5.53 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500
««<< PEAK CONNECTION AT THE END OF THIS SECTION >>>>»
0.1"1,0
FRAME GEOMETRY:
LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12
RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12
DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT)
L
3
P
24.0
R
1
B
FRAME LINES (R11218 #2 ): 2 3 4
* JOB: R11218 #2 PAGE:M7 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
DESIGN SUMMARY (CONTINUED)
--- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS *COMBINED
SECTION BENDING* -- BENDING -- * --BENDING-- *BENDING+AXIAL
NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER *RATIO LOAD DIST.
(KIP) (K -FT) * (KSI) (KSI) (KSI) * * CASE (FT)
BL1A -9.76 -26.95 * 21.76 30.00 17.01 * 0.07 0.35 0.72 * 0.79 6 10.00
BL1B -9.69 -33.80 * 21.07 30.00 17.01 * 0.07 0.45 0.91 * 0.98 6 13.40
LP1A -7.08 -34.44 * 22.31 30.00 29.91 * 0.06 0.55 0.60 * 0.65 6 0.00
LP2A -3.37 -15.79 * 25.31 30.00 19.54 * 0.02 0.25 0.42 * 0.44 9 5.00
LP2B -0.44 14.89 * 25.85 29.91 30.00 * 0.00 0.26 0.25 * 0.26 5 10.00
BR1A -9.76 -26.95 * 21.76 30.00 17.01 * 0.06 0.35 0.72 * 0.78 5 10.00
BR1B -9.69 -33.80 * 21.07 30.00 17.01 * 0.06 0.45 0.91 * 0.97 5 13.40
RP1A -7.08 -34.44 * 22.31 30.00 29.91 * 0.05 0.55 0.60 * 0.64 5 0.00
RP2A -3.37 -15.79 * 25.31 30.00 19.54 * 0.02 0.25 0.42 * 0.44 8 5.00
RP2B -0.44 14.89 * 25.85 29.91 30.00 * 0.00 0.26 0.25 * 0.26 6 10.00
SHEAR SHEAR SHEAR LOAD
SECTION FORCES ALLOWABLE STRESS CASE DIST.
NAME (KIP) (KIP) RATIO (FT)
BL1A -3.20 -30.96 0.10 6 0.00
BL1B -2.32 -30.96 0.08 11 10.00
LP1A 6.03 -34.18 0.18 2 0.00
LP2A 3.50 -34.18 0.10 6 5.00
LP2B -3.15 -34.18 0.09 2 15.53
BR1A 3.20 -30.96 0.10 5 0.00
BR1B 2.32 -30.96 0.08 10 10.00
RP1A -5.39 -34.18 0.16 1 0.00
RP2A -3.50 -34.18 0.10 5 5.00
RP2B 3.04 -34.18 0.09 11 15.53
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 #2 PAGE:M8 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
SECTION PROPERTIES
MINOR MEMBER
SECTION CORD
NAME &
POINT # (FT)
WEB AREA MOMENT SECTION MODULUS RADIUS OF GYRATION
DEPTH OF
INERTIA OUTER INNER RX RY RTO RTI
(IN) (IN -2) (IN -4) (IN -3) (IN -3) (IN) (IN) (IN) (IN)
BL1A 1 0.00
BL1A 2 1.00
BLZA 3 3.00
BL1A 4 5.00
BL1A 5 7.00
BL1A 6 9.00
BL1A 7 10.00
BLIB 1 10.00
BL1B 2 10.85
BL1B 3 12.55
BL1B 4 13.40
LP1A 1 0.00
LP1A 2 0.83
LP1A 3 2.50
LP1A 4 4.17
LP1A 5 5.00
LP2A 1 5.00
LP2A 2 5.83
LP2A 3 7.50
LP2A 4 9.17
LP2A 5 10.00
LP2B 1 10.00
LP2B 2 10.92
LP2B 3 12.76
LP2B 4 14.61
LP2B 5 15.53
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
15.50 5.27 210.60 26.32 26.32
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
14.00 5.01 167.86 23.15 23.15
6.32
6.32
6.32
6.32
6.32
6.32
6.32
6.32
6.32
6.32
6.32
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
5.79
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
0.99
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.02
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.23 1.23
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
1.25 1.25
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* JOB: R11218 #2 PAGE:M9 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
DEFLECTIONS AND CLEARANCES
< HORIZONTAL > VERTICAL
LOADING LEFT RIGHT AT
CONDITION KNEE KNEE PEAK
(IN) (IN) (IN)
DL -0.05 (EH/3353) 0.05 (EH/3352) -0.05 (SPAN/5281)
LL -0.07 (EH/2253) 0.07 (EH/2251) -0.09 (SPAN/3365)
SL -0.17 (EH/ 995) 0.17 (EH/ 995) -0.19 (SPAN/1555)
WLL 1.06 (EH/ 158) 1.10 (EH/ 153) -0.01 (SPAN/9999)
WLR -1.10 (EH/ 153) -1.06 (EH/ 158) -0.01 (SPAN/9999)
UBL 0.03 (EH/5359) 0.29 (EH/ 571) -0.14 (SPAN/2022)
WLL1 1.11 (EH/ 152) 1.05 (EH/ 160) 0.03 (SPAN/9999)
WLR1 -1.05 (EH/ 160) -1.11 (EH/ 152) 0.03 (SPAN/9999)
SEIL 0.52 (EH/ 325) 0.52 (EH/ 325) 0.00 (SPAN/ 0)
SEIR -0.52 (EH/ 325) -0.52 (EH/ 325) 0.00 (SPAN/ 0)
VERTICAL CLEARANCE AT LEFT KNEE = 13.40 FT
VERTICAL CLEARANCE AT RIGHT KNEE = 13.40 FT
HORIZONTAL CLEARANCE AT KNEE = 20.25 FT
VERTICAL CLEARANCE AT PEAK = 23.53 FT
******************************************************************************
* JOB: R11218 #2 PAGE:M10 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******************************************************************************
FRAME REACTIONS
LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12
RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12
DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT)
L
HL I
--->E
P
24.0
R
HR
Bc---
A
1
I I
VL VR
FRAME LINES (R11218 #2 ): 2 3 4
BUILDING
LOADS
DL
LL
SL
WLL
WLR
UBL
WLL1
WLR1
SEIL
SEIR
COMB # 1
COMB # 2
COMB # 3
COMB # 4
COMB # 5
COMB # 6
COMB # 8
COMB # 9
COMB #10
COMB #11
COLUMN REACTIONS (KIPS)
HL
0.34
0.14
1.01
- 2.18
2.80
0.94
- 2.88
2.10
- 0.87
0.87
1.35
1.28
-1.97
3.01
- 0.53
3.20
-2.68
2.31
- 1.06
2.68
VL
2.65
7.92
9.90
-4.41
-0.15
9.24
-3.42
0.84
-1.28
1.28
12.55
11.90
-2.82
1.44
6.77
9.96
-1.82
2.43
7.52
10.71
HR
0.34
0.14
1.01
2.80
- 2.18
0.94
2.10
- 2.88
0.87
- 0.87
1.35
1.28
3.01
- 1.97
3.20
- 0.53
2.31
- 2.68
2.68
- 1.06
VR
2.65
7.92
9.90
- 0.15
- 4.41
2.64
0.84
- 3.42
1.28
-1.28
12.55
5.29
1.44
- 2.82
9.96
6.77
2.43
- 1.82
10.71
7.52
NOTE: Load combinations listed are not complete for
foundation design. It may control by doing
additional combinations other than listed.
LOAD COMBINATIONS:
COMB # 1--> 1.00 X(DL+ SL)
COMB # 2--> 1.00 X(DL+ UBL)
COMB # 3--> 1.00 X(0.6DL+ WLL)
******************************************************************************
* JOB: R11218 #2 PAGE:M11 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
******** *Ir ********************************************************************
COMB # 4--> 1.00 X(0.6DL+ WLR)
COMB # 5--> 1.00 X(DL+ 3/4SL+ 3/4WLL)
COMB # 6--> 1.00 X(DL+ 3/4SL+ 3/4WLR)
COMB # 8--> 1.00 X(0.6DL+ WLL1)
COMB # 9--> 1.00 X(0.6DL+ WLR1)
COMB #10--> 1.00 X(DL+ 3/4SL+ 3/4WLL1)
COMB #11--> 1.00 X(DL+ 3/4SL+ 3/4WLR1)
UBL-> 1.50X SNOW LOAD ON LEFT SLOPE ROOF+
0.00X SNOW LOAD ON RIGHT SLOPE ROOF
BASE PLATE SUMMARY:
L.COL: 5.00 X 16.00 X 1/2" ( 6) 3/4" DIA. A.B.S
R.COL: 5.00 X 16.00 X 1/2" ( 6) 3/4" DIA. A.B.s
NOTES:
1. The positive directions for the frame column
reactions are .
Horizontal - inward direction to the building.
Vertical - upward direction.
2. Forces on foundation will act in the opposite
direction to the direction of the column reactions.
**********************************************************************t*******
* JOB: R11218 #2 PAGE:M12 *
* ESTIMATE/DESIGN/DRAFTING SYSTEM *
* CONEST II 11 -MAR -04 *
* VERSION -10.1.2 15:11:13 *
*****************************************************************************Yr
EXTERIOR COLUMN CONNECTION:
BASE PLATE > < ANCHOR BOLTS >
WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE
(IN) (IN) (IN) (IN) (IN) (IN)
LEFT COLUMN--> 5.00 16.00 0.5000 STD 6 0.75 STD 3.0 4.0
RIGHT COLUMN--> 5.00 16.00 0.5000 STD 6 0.75 STD 3.0 4.0
LEFT 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 5.000 27.653 0.5000 2 2 1
COL. TOP FLANGE 5.000 0.2500
HORZ. STIFFENER 2.411 15.375 0.2500
KNEE WEB PLATE 0.3125
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 0
SPACING 1.500 5.000 7.826 7.826 4.000 1.500
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 5.000 27.653 0.5000 2 2 1
COL. TOP FLANGE 5.000 0.2500
HORZ. STIFFENER 2.411 15.375 0.2500
KNEE WEB PLATE 0.3125
NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 0
SPACING 1.500 5.000 7.826 7.826 4.000 1.500
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t
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* JOB: R11218 #2 PAGE:M13
* ESTIMATE/DESIGN/DRAFTING SYSTEM
* CONEST II 11 -MAR -04
* VERSION -10.1.2 15:11:13
PEAK CONNECTION AT 12.00 (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 5.000 28.153 0.5000 2 2 1
NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END:
NO. BOLTS 2 2 2 2 2 0
SPACING 1.500 5.000 7.576 7.576 5.000 1.500