HomeMy WebLinkAbout036-490-016November 13, 1996
Mr. Ronald Harmon
3875 Oak Tree Lane
Loomis, CA 95650
DISCOVER GOLD ... DISCOVER OROVILLE
1735 MONTGOMERY STREET OROVILLE, CALIFORNIA 95965-4897
PLANNING DEPARTMENT
�J (916) 538-2430
NOTICE TO APPLICANT
RE: OROVILLE PLANNING COMMISSION ACTION - NOVEMBER 12, 1996
FILE NO. UP96-15
The Oroville. Planning Commission, at its meeting of November 2, 1996, reviewed and i
approved the use permit for the mining and reclamation plan on AP Nos:_36-49-0-016, 0,17,
018, 019; and 020 to allow the removal of approximately 570,000 cubic feet of soil.
Approval was conditioned as follows:
1. Prior to any operations onsite, a reclamation and monitoring plan containing site
specific sediment/erosion control and dust control plans must be submitted to and
approved by the City of Oroville.and the Regional Water Quality Control Board.
(MM)
2. The operator shall. apply an Air Quality Management District approved nontoxic soil
stabilizer to all inactive construction areas (previously graded areas which remain
inactive for 96 hours). Acceptable materials that may be used for chemical
stabilization of soils include petroleum resins, asphaltic emulsions, acrylics, and
adhesives which do not violate Regional Water Quality Control Board Standards.
(MM)
3. All materials excavated, stockpiled, or graded shall be sufficiently watered to
prevent fugitive dust from leaving property boundaries and causing a public
nuisance ora violation of an ambient air standard. Watering shall occur at least
twice daily with complete excavation site coverage; preferably at mid-morning and
after work is completed each day when dust may be a nuisance. (MM)
4. All areas including unpaved roads with vehicle traffic shall be watered periodically
or have dust palliatives applied for stabilization of dust emissions. (MM)
NOTICE TO APPLICANT
FILE NO. UP96-15
PAGE 2 OF 4 PAGES
5. All clearing, grading, earth moving or excavation activities on the project site shall
be suspended when winds exceed 20 miles per hours. (MM)
6. Assessment of $0.10 per yard shall be collected for public street repair and
maintenance. Assessment shall be collected annually on a mutually agreed upon
date, and shall be based upon sales invoice amounts for the year. If soil is old to
nearby property and an off-road route is approved by the City, the assessment may
be waived by the City. (MM)
7. The top six inches of topsoil shall. be removed and stockpiled for use in the
reclamation of mined areas. Seeds, microbial organisms, and organic matter found
in the upper six inches of growth media constitute a significant resource when used
in reclamation. (MM)
8. A project site reclamation and monitoring plan shall be submitted to and approved
by the City of Oroville. The reclamation and monitoring plan shall contain site
specific sediment and erosion control criteria and revegetation plan. Prior to
operations onsite, the applicant shall post a bond, or provide other financial
assurances to ensure the reclamation is successfully implemented. The amount of
the financial assurance shall be determined by Public Works and is based upon the
reclamation and monitoring plan requirements. The financial mechanism must
include both the City of Oroville and the Department of Conservation as payees (i.e.
City of Oroville or the Department of Conservation). (MM)
9. Applicant shall obtain an encroachment permit for the driveway approach and install
a culvert in the ditch under the driveway approach. Structural section for driveway
approach is to be 10 inch Class II AB and 3 inch, 3/4 inch maximum AC. (PW)
10. Provide legal and physical access to AP No. 36-49-0-020, .or combine with adjacent
parcels via merger or boundaryline modification. (PW)
11. Access road must be of all-weather construction and support fire apparatus year
round. (OFD)
12. Access road must end in a City approved turn -around. (OFD)
13. Fire extinguishers must be located onsite, or on equipment, in sufficient number.
(OFD)
14. If processing equipment (screening, crushing) is used during minor or reclamation,
a District Authority to Construct Permit and Permit to Operate is required. (AQMD)
NOTICE TO APPLICANT
FILE NO. UP96-15
PAGE 3 OF 4 PAGES
15. All trucks hauling dirt, sand, soil, or other loose materials shall be covered or shall
maintain at least 2 feet of freeboard (i.e. minimum vertical distance between top of
the load and the trailer) in accordance with the requirements of CVC Section 23114.
(AQMD)
16. All material transported off-site shall be either sufficiently watered, or securely
covered to prevent a public nuisance. (AQMD)
17. At a minimum, a chemical toilet must be onsite for employee use. (BCEHD)
18. Operator shall observe the City's Noise Ordinance for hours of operation and level
of noise at property boundaries. (PLNG)
19. All mining and reclamation activities must comply with -District Rule 207, Fugitive
Dust Emissions. (AQMD)
20. All onsite vehicles shall be limited to a speed of 15 mph on unpaved roads.
(AQMD)
21. Applicant shall submit a plan for approval by the Parks and Trees Department for
the planting of street trees along Ophir Road; to be planted no later than completion
of each cell's excavation as a wind break and for beautification. (PTD)
22. All inactive portions of the site shall be seeded and watered until a suitable grass
cover is established. (AQMD)
23. Reclamation plans shall indicate utility locations, equipment storage locations,
drainages and their direction of flow, and all erosion control facilities. (OR)
24. As part of the reclamation plan, applicant shall supply a revegetation plan containing
a list of species, application rates for propagules, and the source of plant materials
that are to be installed. Native plants are required. A description of the planting
methods and schedule shall also be included. (OMR)
25. A revegetation monitoring plan shall be submitted as part of the reclmation plan for
all areas that will need revegetation or erosion control. The monitoring plan shall
contain quantitative performance standards for plant cover, plant density, erosion
control, and weed abatement. The plan shall also state the frequency of monitoring
and the time of year monitoring takes place. The plan shall contain a description
of remedial measures to be implemented if revegetation is not successful according
to the performance criteria. (OMR)
NOTICE TO APPLICANT
FILE NO. UP96-15
PAGE 4 OF 4 PAGES
26. Financial assurances shall be provided for the cost of reclamation based upon the
reclamation plan approved. The State Mining and Geology Board and the City of
Oroville shall review and approved the estimated reclamation cost prior to approval
of the financial assurances. (OMR/PW)
27. The operator of the mine shall file an initial report and subsequent annual reports
with the State and the City and shall pay any required reporting fees. The ititial
report and fee shall'be sent to the State within 30 days of approval of the mining
permit. Department of Conservation, Ofice.of Mine Reclamation, Reclamation Unit,
801 K Street, MS 09-06, Sacramento, CA 95814-3529. (OMR)
Persons dissatified with this decision may appeal to the City Council, along with a $350.00
appeal fee within fifteen calendar days of the Commission decision, not the date of this
notice. The appeal should be filed with the City Clerk. You may not commence a court
case challenging this decsion unless you take this opportunity for administrative appeal
and raise any issue you believe to be wrongly decided.
Persons wishing to initiate a court case challenging this decison must do so within 90 days
of the final decision after all administrative appeals have been exhausted pursuant to Civil
Code Procedure Section 1094.6.
If you have any questions regarding this "Notice to Applicant', please call the Planning
Department at (916) 538-2433.
xc: Building Department
Fire Department
Parks and Trees Department
Public Works Department
BBA
ly 'T
V A LA D A T 1 0 N
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,!
24 HOUR NOTICE FOR INSP ION
PLU MBING
APPLICATION & PERMIT
W//T,
ITY FC O OROVILLE
ES IN 60 DAYS IF WORK NOT COMMENCED
•N
# RATEI TOTAL I L • C A T 1 •
WATER PIPING
PERMIT FILING FEE
�.-
2.00
LAWN SPRINKLER
BUILDING,
ADDRESS
2.00
BUILDING SEWER
OWNER'
SUPPLEMENTAL FEE
1.00
MISC.
NAM
SEWER CONNECT
O
EACH TRAP
SUB TOTAL
1.50
PHONE
N0.
PENALTY FEE
REPAIR DRAINAGE/VENT
1.50
PERMIT NO.
002448
916-533-9551'
is INSPECTION RECORD
TOTAL
CONTRACTORS
I AM LICENSED UNDER THE PROVISIONS
OF CHAPTER 9, DIV. 3, OF THE STATE
OF CALIFORNIA BUSINESS AND PROFES- GROUND
SIONS CO E UNDER THE NAME STYLE OF: TOP OUT
GAS TEST
FINAL
a)
DATE INITIAL
LICENSE NO.
ISSUED
CLASSIFICATION: BY `
DEPART M EN 9'UILD1S ETY
\ (/
- ❑ I AM EXEMPT FROM THE CONTRACTORS
LICENSE LAWS OF THE STATE OF CALIF. SIGNATURE OF PERMITEE OR AGENT V
WORKMEN'S• •
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. ❑ I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. M 1 CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
I CERTIFY THAT I HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
FILE COPY
WATER HEATER/VENT
1.50
GAS PIPING, 1-5 OUTLETS
-OVER 5, EACH
�`
1.50
.30
WATER PIPING
1.50
�.-
`-
LAWN SPRINKLER
2.00
BUILDING SEWER
5.00
�y
p
MISC.
SEWER CONNECT
O
SUB TOTAL
PENALTY FEE
TOTAL
CONTRACTORS
I AM LICENSED UNDER THE PROVISIONS
OF CHAPTER 9, DIV. 3, OF THE STATE
OF CALIFORNIA BUSINESS AND PROFES- GROUND
SIONS CO E UNDER THE NAME STYLE OF: TOP OUT
GAS TEST
FINAL
a)
DATE INITIAL
LICENSE NO.
ISSUED
CLASSIFICATION: BY `
DEPART M EN 9'UILD1S ETY
\ (/
- ❑ I AM EXEMPT FROM THE CONTRACTORS
LICENSE LAWS OF THE STATE OF CALIF. SIGNATURE OF PERMITEE OR AGENT V
WORKMEN'S• •
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. ❑ I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. M 1 CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
I CERTIFY THAT I HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
FILE COPY
VAL-,I DATI ON
A I �
24 HOUR NOTICE FOR INSPECTION PERMIT NO.
} 4 P•LU MBING 002449
1 APPLICATION & PERMIT
CITY OF O R O V I L L E 916-533-9551
1 1
PE MIT/EXPIRES IN 60 DAYS, IF WORK NOT COMMENCED
• •NEI TOTAL• C A T 1 • N • F W •
PERMIT FILING FEE A*e. BUILDING,
•ADDRESS'
SUPPLEMENTAL FEE 1.00 OWN ER's
NAME
EACH TRAP 1.50 PHONE
NO.
REPAIR DRAINAGE/VENT 1.50
RAIN WATER PER DRAIN 2.00 INSPECTION RECORD
WATER HEATER/VENT 1.50
GAS PIPING, 1-5 OUTLETS 1.50
OVER 5, EACH .30
WATER PIPING 1.50
LAWN SPRINKLER 2.00
BUILDING SEWER 5.00
t
MISC.
SEWER CONNECT C,
SUB TOTAL
PENALTY FEE
TOT
I AM LICENSED UNDER THE PROVISIONS
OF CHAPTER 9, DIV. 3, OF THE STATE
OF CALIFORNIA BUSINESS AND PROFES- GROUND
SIONS COD UNDER THE NAME STYLE OF: TOP OUT
GAS TEST
FINAL
DATE INITIAL
t^
LICENSE NO.
ISSUED
CLASSIFICATION: BY
Ac ��
DEPARTMEN F BUIL'DIN & SFE�TE
♦ /
❑ I AM EXEMPT FROM THE CONTRACTORS X-1�
LICENSE LAWS OF THE STATE OF CALIF. SIGNATURE OF PERMITEE OR AGENT �D
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. ❑ I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. n I CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
I CERTIFY THAT I HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
FILE COPY
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LAND OF' NATO"r'AL W [ALTiI AND BEAUTY
—C^ DEPARTMENT OF PUBLIC HEALTH
�. I. Heindl, M.D., M.P.M., Director /
�- - Addreea 695 Oleander Avenue, P.O. Box 1100, Chico, California 95926 - Telephone 343-4211
reply ro 2430 Bird Street, O—ille, Culifomia 95965 - Telophone 533.1230
June 2.4, 1971
Orovi.l.le, California
r
Jerrold. Gonce, Administrator'
City of Oroville
1735 Montgomery Street
Oroville, California 95965
Dear Pis, Gonce:
Attached is a..coTly of a. Letter to Mr. Scott in regards to his
rental unit on Brookdal�.. avenue. The overflowing sewage from this
dwelling constitutes a potential health hazard to residents of the
area.
It is our understanding that under these conditions the dwelling
can be connected to the city sewer in spite of the cease and desist
order against the city.
Very truly yours,
;7
�C`r
Lyno Var/ ihast, R. S.
Supervising Sanitarian
r
LV:dla
Encl /l
Ci l I P413 ,(AFF?CE
A,
37,
Ba fie � �
LAND -'OF NATURA-L.WE-ALTH AND BEAUTY
DEPARTMENT OF PUBLIC HEALTH
I. Heindl, M.D., M.P.H., Director
Addressr 315 Wall Street, P. 0. Box 1100, Chico, California, Telephone 343-4211
reply to F-1 2430 Bird Street, Oroville, California, Telephone LE 3-1230
'31,
r `,.Cott'
2 Cha a '-"oi,irt
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phd.-, letter iz,7 ,-att
convcr-ion vn Jurto !'Do 1�9-jjo
001 rcrE,,-crdi,., thrz,, ov-c2rflon-r frqmm ycjui, rz-mtal un -it located at 140
.Urookdale, ()rovilleo California.
Ina5much as it is and econ-orlically fr;, vo,� alt, -10 to co 'lr- 0 C t
le cit -7 it is nac-sFa— "cr you to h:).ve
yo tha ". : 0
ma before 11`�371- `1-09 it
snlid co- oction on o:,
in t -he o•. -L ,-ptic wi�b o;�nd,.
A` I Ior --ou t`o ge
e the nucasiAty
(ov.-f, irompt ;?.-!.-ttartJon to thio ;vill qbviat
of appro ri n- t e, actu-`L':'n a.�-,-Lrnt you.
'Slhould you hive any quest."Icns matter, plir—i-,-3e
cortZct �;.t the
V:s---'v truly you::,G 9
wo,-d Ov erhouse, fir.,
-
ELC;dla
t 4, zi v
ccl �U anh..-- -am.
Oroville Citj Hello A-ttn: H. Kroe6ar
D,
2, 5
CsT!r-ADNq. OFOCE
March 18, 1998
•
Don George
George's Roofing Co.
6810 Lincoln Boulevard
Oroville, CA 95966
Dear Don:
•
DISCOVER GOLD ... DISCOVER OROVILLE
1735 MONTGOMERY
d
!
STREET OROVILLE, CALIFORNIA 95965-4897
EXPIRATION OF REROOF PERMITS
COURTESY NOTICE
CODE ENFORCEMENT/
BUILDING DEPARTMENT
TELEPHONE:
(916) 538-2425
The following reroof permits have expired and are set to become void.
Address Owner Last Activit Date
3050 South Fifth Avenue
49 Oro View Drive
3010 Myers Street
3415 Oro Dam Blvd.
650 High Street
2160 Fourth Street
1925 Kitrick Avenue
'WFA eDri e�
2435 McClellan Avenue
87 Pine Oaks Road
Pacific Oroville Power
6/3/97
Harold Kroeger
7/21/97
Ken Harlan
8/27/97
Pleasant Valley Mobile Home
8/21/97
Dan Maquire
7/21/97
Gene Scott
9/26/97
Sal Vasquez
8/4/97
August Lincoln
7/14/97
Ellen Fraser
6/5/97
D. Dogan
7/7/97
Please contact this department at 530-538-2425 to schedule final inspections. Thank
you.
Sincerely,
LaWanda C. Thompson
Executive Assistant
Building/Code Enforcement/Fire Prevention
Ict
CITY OF OROVILI010
ENCROACHMENT PERMIT
Date /
LOCATION OF , 1
Encroachment
Owne r' s
Name
Owne r' s
Address ' - �"tti City.
Applicant's Name /',c ,� -,r All,, /fir r^ ,C Title
Company's,—
Name l r .� / /i i i �� .�. - T . Phone C//(,
Company s —
Address ( c. < CityIrJ,
Applicants Status: Utility CompanyProperty Owner Contractor Agent(
Encroachment Conditions: City License Building Permit .Cash -Bond $
General Bond 'Hold Harmless Liabi-li•ty—Ins'. ($100,000 300,000
ENCROACK4ENT TYPE/PURPOSE:
Temporary (3 Mos. Max,)
L.1 -Permanent
Excavate Construct
RStreet
Parkway
I� Sidewalk
( 1 Curb & Gutter
Other:
F1 Drive Approach
LISidewalk
I (Curb & Gutter
17 Jther:
F rom —
To S Al
ENCROACHMENT PERMIT
n Denied (Reason)
GrantedCity Council 01plan.Comm.
PERMIT ISSUED.:,---
By --- - /�/� Date
In acknowledging the receipt of this permit
I hereby declare the work described by this
permit is to be done according to the CITY
CODE, all applicable Ordinances and Sections
thereof:
Applicant 1'_q' - I
Date —1,�_2 1Z Ic c.
DEPARTMENTAL ACTION: INSPECTION APPROVAL:
Conditions met: Yesn NoM Date
If not, list
0 Site 0 Material D Workmanship
By
Date
_1
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. ❑ I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. F-� I CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
CERTIFY THAT 1 HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT.. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING, CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
INSPECTOR COPY
VALIDATION
24 HOUR NOTICE FOR INSPECTION
PERMIT NO.
PLUMBING
002449
APPLICATION & PERMIT
-
CITY OF O R O V I L L E
916-533-9551
PERMIT EXPIRES IN 60 DAYS, IF WORK NOT COMMENCED
DESCRIPTION
# RATE TOTAL• C A T 1 • IN
•
PERMIT FILING FEE
2.00
/
BUILDING.
ADDRESS:
OWNER'S /
NAME
SUPPLEMENTAL FEE
1.00
PHONE
NO. ---
1
U
EACH TRAP
1.50
REPAIR DRAINAGE/VENT
1.50
INSPECTION
RAIN WATER PER DRAIN
2.00
l /
RECORD
WATER HEATER/VENT
1.50
r'
GAS PIPING, 1.5 OUTLETS
1.50
OVER 5, EACH
.30
WATER PIPING
1.50
LAWN SPRINKLER
2.00
BUILDING SEWER
5.00
J
'7
MISC.
SEWER CONNECT
SUB TOTAL
PENALTY
FEE
TOTAL
�
' / <
,.z ��.'L
t
{ �
CONTRACTORS
LICENSE
LAW
I AM LICENSED UNDER
THE PROVISIONS
DATE INITIAL
OF CHAPTER 9, DIV. 3, OF THE STATE
OF CALIFORNIA BUSINESS AND PROFES-
GROUND
.
SIONS CODE UNDER
THE NAME STYLE OF:
TOP OUT
GAS TEST
FINAL
19
LICENSE NO.��
ISSUED
r
CLASSIFICATION:
BY
r DEPARTMENT OF
BUILDING & SAFETY,
❑ I AM EXEMPT FROM
THE CONTRACTORS
X "_
LICENSE LAWS OF
THE STATE OF CALIF.
SIGNATURE OF PERMITEE OR
AGENT DATE^
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. ❑ I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. F-� I CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
CERTIFY THAT 1 HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT.. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING, CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
INSPECTOR COPY
LICENSE NO. ' 19
ISSUED J f
CLASSIFICATION: BY l
DEPARTMENT OF BUILDING & jSAFETY
❑ I AM EXEMPT FROM THE CONTRACTORS X"
LICENSE LAWS OF THE STATE OF CALIF. I SIGNATURE OF PERMITEE OR AGENT DATE
WORKMEN'S• •
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. F-� I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. rj I CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
I CERTIFY THAT I HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
INSPECTOR COPY
VALIDATION
24 HOUR NOTICE FOR INSPECTION
1p
PERMIT NO.
- PLUMB-ING
APPLICATION ti� PERMIT
002448
-
C IT V OF O R O V I L L E
916-533-9551
PERMIT EXPIRES IN 60 DAYS, IF WORK NOT COMMENCED
• •TOTAL
L • C A T 1 • IN •
F W OR
PERMIT FILING FEE
2.00
BUILDING,
ADDRESS:
OWNER'S
SUPPLEMENTAL FEE
1.00
NAME j
PHONE
NO. -
a co
EACH TRAP
1.50
REPAIR DRAINAGE/VENT
1.50
INSPECTION••
RAIN WATER PER DRAIN
2.00
WATER HEATER/VENT
1.50
GAS PIPING. 1-5 OUTLETS
1.50
OVER 5, EACH
.30
WATER PIPING
1.50
LAWN SPRINKLER
2.00
BUILDING SEWER
5:00
�r
MISC.
SEWER CONNECT
SUB TOTAL
R'
PENALTY FEE
1
TOTAL
CONTRACTORS
LICENSE LAW
I AM LICENSED UNDER
THE PROVISIONS
DATE
INITIAL
OF CHAPTER 9, DIV. 3, OF THE STATE
p
OF CALIFORNIA BUSINESS AND PROFES-
GROUND
SIONS CODE UNDER
THE NAME STYLE OF:
TOP OUT
GAS TEST
FINAL
LICENSE NO. ' 19
ISSUED J f
CLASSIFICATION: BY l
DEPARTMENT OF BUILDING & jSAFETY
❑ I AM EXEMPT FROM THE CONTRACTORS X"
LICENSE LAWS OF THE STATE OF CALIF. I SIGNATURE OF PERMITEE OR AGENT DATE
WORKMEN'S• •
I AM AWARE OF THE PROVISIONS OF SECTION 3700 OF THE CALIFORNIA LABOR CODE WHICH REQUIRES EVERY
EMPLOYER TO BE INSURED AGAINST LIABILITY FOR WORKMEN'S COMPENSATION. F-� I HAVE PLACED ON FILE
WITH THE CITY OF OROVILLE A CERTIFICATE OF WORKMEN'S COMPENSATION INSURANCE. rj I CERTIFY THAT
IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED I SHALL NOT EMPLOY ANY
PERSON IN ANY MANNER SO AS TO BECOME SUBJECT TO THE WORKMEN'S COMPENSATION LAWS OF
CALIFORNIA.
I CERTIFY THAT I HAVE READ THIS APPLICATION AND STATE THAT THE ABOVE INFORMATION IS CORRECT. I
AGREE TO COMPLY TO ALL CITY ORDINANCES AND STATE LAWS RELATING TO BUILDING CONSTRUCTION, AND
HEREBY AUTHORIZE THE REPRESENTATIVES OF THE CITY OF OROVILLETO ENTER UPON THEABOVE-MENTIONED
PROPERTY FOR INSPECTION PURPOSES.
INSPECTOR COPY
CITY OF OROVILLE
INTER OFFICE MEMORANDUM
DATE: January 12, 1988
TO: City Administrator
FROM: Building and Safety
SUBJECT: REQUEST FOR OUTSIDE SEWER SERVICE
140 BROOKDALE DR. - A.P.#36-40-2-010
DISCUSSION
Mr. and Mrs. August Lincoln, 7431 Crosacountre Road, Oroville,
California 95966 have requested permission to connect a single family..
dwelling, located at the referenced address, to the City sanitary
sewer system.
This particular parcel is contiguous to City limits. The property
ar�reem�nt
owner has signed the few--e�tsade sea�e-=—ser��� �-petition
for annexation and has paid all applicable fees. The following fees
have been paid:
City Sewer Connection Fee ................. $ 440.00
S.C.O.R. Connection Fee......................900.00
Plumbing Permit Fees........ .................. 17.50
Annexation Fees..............................al,n_no
TOTAL FEES PAID .......................... 19617.50
RECOMMENDATION
I recommend that City Council approve the above request for outside
sewer services
George C. Barr
Assistant Director, Building and Safety
Recommends Approval
Does Not Recommend Approval
Will Randolph
City Administrator
Attachments
xc: Public Works Director
Planning'
r,
CITY OF UROVILLE
DEPARTMENT OF PULLIC WORf;S'
APPLICATION FOR OUTSIDE SEWER SERVICE
Date of Application _ January 11, 1988
Applicant (must be property owner) -- August K_ & Kan E. Lincoln
• - Karin -------------------------
App 1 i cant . address .7431 Crosaeountre Road, Oroville, CA 95966
---------------------------------------------------
Praper ty address 140 Brookdale Drive, Oroville, CA 95966
----------------------------------------------
Assessors Parcel PJo . D36-0- 2' 0-10- C)
This application is for: (check: appropriate catagory)
A. .-X-- Single Family Residence
E(. ---- MUlti-Family Residence
NU(Tiber of Living Units_____
Laundry rooms-______
Recreation building_____
C.___-_ Mobile Home Park
NL.Mmber of spaces _____
Laundry rooms
Recreation building___
D._____ Commercial Building
List total number of fi,:tures per Table 4-A of the Unifor
Plumbing Cade.
State reason for this request: The septic tank and leach lines are not
-----------------------------------------
operating correctly because of age and lack of percolation. The area now -has to
--------------------------------=--------------------
many residents to clarify the problem. We had a dry well dug and this failed to handle
----------------------------------------------------
the problem.
----------------------------------------------------------------------..
- - - ---- ----------------------Y------- -----------
-------- checked c -------------'
sig natUre of. applicant: date:_-� ��L� __________
January 11, 1988
TO: Oroville City Council
FROM: August K. & Karin E. Lincoln
REF: Request to Connect to City Sewer Service
1. Request we be allowed to connect to the Oroville City Sewer System.
2. The reason for this request is that our septic tank and leach lines
are not operating correctly because of age and lack of percolation.
The area now has to many residents to clarify the problem. We had a dry
well dug and this failed to handle the problem.
3. Your consideration will be appreciated. Thank You.
411
4TK. LINCOLN KARIN LINCOLN
PETITION
OR PROCEEDINGS PURSUANT TO THEIP
• CORTESE-KNOX LOCAL GOVERNMENT REORGANIZATION ACT OF 1985
Thie undersigned hereby petition(s) the Local Agency Formation Commission of Butte
County for approval of a proposed change of organization or reorganization, and
stipulate(s) as follows:
1. This proposal is made pursuant to Part 3, Division 3, Title 5 of the Califor-
nia Government Code (commencing with Section 56000, Cortese -Knox Local Government
Reorganization Act of 1985).
The specific change(s) of organization proposed (i.e., annexation, detachment,
reorganization, etc.) is/are:
3. The boundaries of the territory(ies) included in the proposal are as described
in Exhibit(s) attached hereto and by this reference incorporated herein.
4. The territory(ies) included in the proposal is/are: inhabited (12 or
more registered voters), uninhabited.
5. This proposal is consistent with the sphere of influence of the affected city
and/or district(s).
6. The reason(s) for the -proposed (annexation, detachment,
reorganization, etc.) is/are:
7. The proposed is requested to be made subject to the fol-
lowing terms and conditions:
8. The persons) signing this petition have signed as registered voters, 5
owners of record (check one).
9. If the formation of a new district(s) is included in the proposal:
a. The principal act(s) under which said district(s) is/are proposed to be
formed is/are:
b. The proposed name(s) of the new district(s) is/are:
c. The boundaries of the new district(s) are as described in Exhibit(s)
heretofore incorporated -herein.
WHEREFORE, petitioner(s) request(s) that proceedings be taken in accordance with
the provisions of Section 56000, et seq of the Government Code and herewith affix
signature(s) as follows:
Chief Petitioner(s) = (not to exceed three)W:
DATE PRINTED NAME SIGNATURE RESIDENCE ADDRESS
L7431 Crosacountre Rd
Jan 11 1988 August K. Lincoln Oroville, CA 95966
7431 Crosaoountre Rd
Jan 11, 1988 Karin E. Lincolne�� «� 1 Oroville, CA 95966
BUILDING DEPARTMENT
SEWER INSPECTION RECORD:
PROPERTY ADDRESS:
A.P.# 15(p—
UILDING PERMIT#
PROPERTY OWNER:
CONTRACTOR: IQO\f ,
SHOW SEWER LATE ,AL FROM BUILDING TO MAIN:
LL -15
As
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INSPECTED AND APPROVED BY:
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- - BUILDER / CONTRACTOR RESPONSIBIMM— GEN`f RAL Nc;TE.:
IT IS THE RESPONSIBILITY OF THE BUILOER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS
REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED
THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR TME LOADS AND CONDITIONS
STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR
COMPLY WITH THE APPLICABLE
ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT
MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN
REMOVAL OF ANY COMPONENT PARTS. OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE
DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER.
THAT THE BUILDING
PROFESSIONAL FOR A CONSTRUCTION PROJECT.
MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS
THE BUILDING MANUFACTURER WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED.
THISMETALBUILDING IS ED WITH 'THEMANUF CTURE •ORGSTANDARD WHICH ARE BASED
DARDNS
B iLDINNS
THE CONTRACTOR
ON PROCEDURES AND AND CODES.
REQUIRED.
APPROVAL OF THE MANUFACTURER'S DRAWINGS AND CALCULATIONS INDICATE THAT THE BUILDING MANUFACTURER
INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS.
1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: 'SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION
CORRECTLY
(SECT. 4.21 AISC CODE OF STANDARD PRACTICES, 97H ED.)
OF STRUCTURAL STEEL FOR BUILDIINGS-
WHERE.DISCREPANCIES EXIST BETWEEN THE MANUFACTURER'S STRUCTURAL STEEL PLANS AND -THE PLANS FOR OTHER
TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 RISC CODE OF STANDARD PRACTICE 97H ED.)
2 AMERICAN IRON AND STEEL INSTITUTE: 'SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY
MEMBERS'
THE BUILDING MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN
3. AMERICAN WELDING SOCIETY: STRUCTURAL WELDING CODE AWS D1.1. -
THE BUILDING MANUFACTURER'S ENGINEERS UNLESS SPECIFICALLY INDICATED.
CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH
'LOW
THE
THE BUILDING MANUFACTURERS 'FOR CONSTRUCTION' DRAWINGS
4. METAL BUILDING MANUFACTURER'S ASSOCIATION: RISE BUILDING SYSTEMS MANUAL
PRODUCTS SHIPPED TO GUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL.
FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO THE MANUFACTURER IN
5. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: 'UNIFORM BUILDING CODE'
CLAIMS
WHITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THE SHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT
REASONABLE VISUAL INSPECTION WOULD FAIL TO DISCLOSE IT, THEN THE CLAIM MUST BE MADE WITHIN FIVE (5) DAYS
6. SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL: STANDARD BUILDING CODE'
AFTER THE BUILDER LEARNS OF THE DEFECT. THE MANUFACTURER WILL NOT BE LIABLE FOR ANY DEFECT UNLESS
CLAIM IS MADE WITHIN ONE (1) YEAR AFTER DATE OF THE ORIGINAL SHIPMENT BY THE MANUFACTURER TO BUILDER
7. BUILDING OFFICIAL AND CODE ADMINISTRATORS INTERNATIONAL: 'BOCA NATIONAL BUILDING CODE-
ODEOR
ORHIS CUSTOMER. -THE MANUFACTURER WILL BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE
`+ =` ' e�
--
B'NATIONAL BUILDING CODE OF CANADA -
MATERIALS UPON RECEIPT. OF CLAIM BY BUILDER, y- " -
A'DEFECT IS OF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION'AT THE JOB SITE WITHOUT
IF
THE NECESSITY OF RETURNING THE MATERIAL TO THE MANUFACTURER THEN UPON WRITTEN AUTHORIZATION OF
THE BUILDER MAY REPAIR OR CAUSE THE MATERIAL TO BE REPAIRED AND THE MANUFACTURER
MATERIAL PROPERTIES OF STEEL PLATE USED W THE FABRICATION OF PRIMARY RIGID FRAMES. AND OTHER PRIMARY
STRUCTURAL EXCLUSIVE OF COLD -FORMED SECTIONS, CONFORM TO ASTM -A529 OR A-572 . FLANGES WITH
THE MANUFACTURER
WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTEN AUTHORIZATION.
THICKNESSES OF ONE INCH OR LESS AND WIDTH OF 12' OR LESS CONFORM TO A-529 WITH A MINIMUM YIELD POINT OF
ALL BRACING AS SHOWN AND PROVIDED BY THE MANUFACTURER FOR THIS BUILDING IS REQUIRED AND SHALL BE
55,000 psi. FLANGES GREATER THAN 1' IN THICKNESS OR 12' IN WIDTH CONFORM TO A-572 WITH A MINIMUM YEILD
INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE.
TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REWIRED
POINT OF 50,000 psL WEB MATERIAL CONFORMS TO ASTM -A36 MODIFIED WITH A MINIMUM YIELD POINT OF 46,000 psi.
MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM -A53 TYPE E. GRADE B WITH A MINIMUM YIELD POINT
FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE
SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING. AGAINST
OF 35,000 PSL
MATERIAL PROPERTIES OF HOT ROLLED STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM -A36 OR A572
TEMPORARY
LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED. RESULTING FROM WIND.
SEISMIC FORCES AND ERECTION OPERATIONS. BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY
WITH A MINIMUM YIELD POINT OF 50.000 psi
MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO ASTM -A570 OR A607
OR THE ACTS OF OTHERS NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO. EXPLOSION OR COLLISION.
CODE OF STANDARD PRACTICE, 9TH ED.)
GRADE 55 MODIFIED WITH A MINIMUM YIELD POINT OF 57,000 psi.
MATERIAL PROPERTIES OF ROOF/WALL SHEETING, BASE METAL CONFORM TO ASTM -A792 GRADES D OR E WITH
(SECT. 7.9.1 RISC
MINIMUM YIELD POINTS OF 50,000 psi AND 80.000 psi RESPECIVELY, AS REQUIRED BY DESIGN. COATING Of BASE
MATERIAL IS 55% ALUMINUM -ZINC ALLOY IN ACCORDANCE WITH AZ55 SPECIFICATIONS.
PRODUCT CERTIFICATIONS
CABLE UTILIZED FOR BRACING CONFORMS TO ASTM A475.
ROD AND ANGLE U71UZED FOR BRACING MEMBERS CONFORM TO ASTM A36.
STRUCTURAL JOINTS WITH A.S.T.M. A-325 HIGH STRENGTH BOLTS• WHERE INDICATED ON THE DRAWINGS. SHALL BE
ASSEMBLED AND THE FASTENERS TIGHTENED IN ACCORDANCE WITH 'TURN -OF -NUT" METHOD AS DESCRIBED IN THE
THE BUILDING MANUFACTURER IS A MEMBER OF THE METAL BUILDING MANUFACTURERS ASSOCIATION.
SPECIFICATION FOR STRUCTURAL JOINTS USING A.ST.M. A-325 OR A-490 BOLTS (11-13-85), UNLESS OTHERWISE
NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED.
THE BUILDING MANUFACTURER'S FABRICATION AND PRODUCTS ARE COVERED BY ONE OR MORE OF THE FOLLOWING
ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS AND CABLE SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE
CERTIFICATIONS:
CORROSION INHIBITIVE PRIMER. MEETING THE PERFORMANCE REQUIREMENTS OF TTP -636.
1. APPROVED FABRICATOR OF PREFABRICATED BUILDINGS AND COMPONENTS. REFERENCE IC80 REPORT NO. FA -337
SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR. UNLESS
STIPULATED OTHERWISE IN THE CONTRACT.
2. SBCCI COMPLIANCE REPORT NO. 9461A
3. AISC METAL BUILDING CERTIFICATION PROGRAM
4. CITY OF HOUSTON APPROVED FABRICATOR (REGISTRATION NO. 164)
S. WISCONSIN PRODUCT APPROVAL NUMBER 950075-M
6. CLARK COUNTY. NEVADA APPROVED FABRICATOR
7. CITY OF LOS ANGELES, CALIFORNIA APPROVED TYPE 1 FABRICATOR (LA/1604)
8. CANADIAN WIELDING BUREAU CERTIFICTION TO CSA STANDARD W47.1 IN DIVISION 1 (SYMBOL PY72(HOUSTON, TX))
9. TEXAS DEPT. OF INSURANCE PRODUCT EVALUATION RC -34
APPROVAL NOTES
SAFETY COMMITMENT
THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE DUALITY BUILDING COMPONENTS THAT CAN BE
SAFELY ERECTED. HOWEYER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE
CONTROL OF THE BUILDING MANUFACTURER.
IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP
PRIORITY OF ANY JOB SITE.
LOCH., STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE
WORKER SAFETY.
MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING.
EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES
DAILY MEETINGS HICHUGH71NG SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS. RUBBER
SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE,
ARE RECOMMENDED.
THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS:
A) IT IS IMPERATIVE THAT ANY CHANCES TO THESE DRAWINGS: COPY" 1))) BE MADE IN CONTRASTING INK
HAVE B
ENST CES O CCHAS� L CIFARL INDICATED.
2) 8E LE
8)• DATED SIGNATURE IS REQUIRED ON ALL PAGES.
C) MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED
TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE.
D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THE MANUFACTURER HAS CORRECTLY
INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS
DRAWN. OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED
BY MANUFACTURER.
E) ANY. CHANCES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE
CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS
SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANCE ORDER OR SEPARATE
DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATINC
APPROVAL. DISAPPROVAL. REJECTION. OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER. MANUFACTURER
DOES NOT ACCEPT,CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH - •sem
USE OF.A STAMP OR SIMILAR INDICATION OF APPROVAL. DISAPPROVAL, ETC SUCH LANGUAGE APPUEO TO
MANUFACTURER'S DRAWINGS BY THE CUSTOMER. ARCHITECT. ENGINEER. OR ANY OTHER PARTY WILL BE
CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES. AND WILL NOT ALTER THE
CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER
Department Of
Code Enforcement
Approved
City Of oroville
Date q -z4 -q9 ByC 14 .
DRAWING STATUS
FOR APPROVAL
THESE DRAWINGS. BEING FOR APPROVAL ARE BY DEFINITION NOT
MAL. AND ARE FOR OONCEPTUAL REPRESENTA71ON ONLY. THE -
PURPOSE IS TO COF61fiM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS.
DOCUME'NTS. ONLY DRAWINGS ISSUE 'TOR. CONSIRUCTION7 CAN BE
CONSIDERED.. AS COI %LM
FOR PERMIT: "
THESE DRAWINGS BENIC FOR PERWT. ARE BY OEFWETICN NOT FINAL
IN THAT. AS A MINIMUM. PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
DRAWING'S ISSUED " FOR CONSTRUCTION - CAN BE CONSIDERED AS
C06PLETL
® nvuEO�
BUILDING DESCRIPTION: AMF TTI
Ri1"�1 SZE :• KWIDTH- --- -HEIGHT ROOF PITCH LEFT RIGHT
BLDG. ' I " 5D o 11 100 ,' o' 20 ' 0 1 ('Li �FRa~ia16 I51 cRlR�I id^f
BLDG. -
BLDG. '
BLDG.
pfA&ffN.G_ IN NO CASE SHOULD CALVALUME STEEL PANELS BE USED.IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND
COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH
CALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING. OR TUBING ONTO CALVALUME SHOULD BE AVOIDEI
BASE CONDI ORC SHEEIInC BLANKET TYPE HARLATION;
FowmepSkf if c- 'NB ' P&t1eL cjLjjpjjRooF Noc CD DY MANUFACIURER CD (IY OTHERS MO
21.6.E I W " F-&LIeL L -Dr I WALL ROOF O. WALL E7 IA -25 .0 D
TME SEAL 'l a 1RV: (J' POP RIFTS Al SPLICES) SOTEK ZINC CARPEDANOM ears:
w u g►.( I RAKE YE t 12 x 114 ) SnT01( 11 14 x T ) BY DTNERS M
RAKE 10 ROOF.
WIILH WIILx IV 111
d OORK. GORN(R tRY:
s2
1'2
IRAKE ro IrKL Sn10i1
snla IarTER swlit snla BY BUILDING
mta
BUILDING LOADS
THIS IS TO CERTIFY -THAT, T���tt1S. STRUCTURE IS. DESIGNED UTILIZING THE LOADS,
tiJNDICATED!A'ND APPLIED AS 'REWIRED:.B5C. I q9 7
THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS
MANUFACTURED BY THE BUILDING MANUFACTURER AND AS SPECIFIED IN THE CONTRACT. ACCESSORY ITEMS SUCH AS
DOORS, WINDOWS. LOUVERS, TRANSLUCENT PANELS, VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER
PARTS OF THE PROJECT NOT PROVIDED BY THE BUILDING MANUFACTURER SUCH AS FOUNDATIONS. MASONRY WALLS.
MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED
ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE BUILDING MANUFACTURER'S DESIGN MANUAL, THE
ATTACHED DRAWINGS. AND GOOD ERECTION PRACTICES.
THE CONTRACTOR AND/OR ENGINEER OF RECORD IS TO CONFIRM THAT THESE LOADS COMPLY WITH REQUIREMENTS
OF THE LOCAL BUILDING DEPT.
ROOF DEAD LOAD 2.o PSF ( FOR ROOF PANELS AND PURLINS) DRAWING INDEX
C(XLATERAL DEAD -OAD WA PSF
ROOF I iVE LOAD ISSUE PAGE DESCRIPTION
PRIMARY FRAMING PSF Cl OF 1 COVER SHEET _
SECONDARY FRAMING 20 PSF " �• EI ROOF FRAMING PLAN
AJXI IARYLIVE LOAD WIA PSF
GROUND SNOW LOAD RIA PSF ( C� - ) O E,5,64 SIDEWALL ELEVATIONS
ROOF SNOW LOAD u�� PSF
WIND LOAD S O MPH. EXPOSURE G _
SFISMI . 7ON- S AO - ` A� - 65.E1, ENDWALL ELEVATIONS
IMPORTANCE FACTORS
WIND LOAD I • _
SNOW LOAD
SEISMIC LOAD 1.O E' CROSS SECTIONS
OTHER LOADS
MF77ANINE LOADS
LIVE LOAD OA PSF
DEAD LOAD MIA PSF .0 1 52 GENERAL DETAILS
CRANE INFORMATION a IA
I (812 X 11) "S" SHEETS -PLEASE aaaE ONES THAT ARE APPLICABLE'
S17 SIB
519 S20 S 2 kIW524 S25
S26
S26A S27
S28 S29 S30 S31
S32 S33
S34 S35 S36
7 S38 S39 S40
S41
S42 S43
541 S46 S47
40 S49
S50 S51 S52
S54 555 S56
S57
S58 S59
S60 1 2A S628
S63 S64
S65 S66 567
S6 S69 570 S71
(a
S72
S73 S74
OM 5-4-1
OM 5-23
I _ � t Q, , 4& (f, --7788
EXP,
'THESE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF ALL ANERIGU7\
SYSTEMS 7301 FAIRVIEW HOUSTON. TEXAS 77140-0220 (713) 466-5681. THE ENGINEER WHOSE SEAL. APPEAR!
HEREON IS EMPLOYED BY ALL AMERICAN SYSTEMS AND IS NOT THE ENGINEER OF RECORD FOR THE PROJECT.'
2
7301 FAIRVIEW • HOUSTON. TEXAS 77041 '
PHONE. (713) 896-7425 • FAX: (713) 896-8909
wra�ra..
• -mat classicOnalp.can
0ESCRlPr4N' COVER SHEET
ars101m1 .JIM SALVA'TO
UrALON o90%A .LE
ML BYC BY OAIE
AOr DP
CUSL
Cl OF 1 10
6pq .
D n
50'-0" OUVOUT OF STEEL
15'-0" 20'_0„ 15-0" ;r .
. i
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RA -1
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f' C) I
b D O z h
co { In w
N
W
A_
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N
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2
° 0
}
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cn
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>oo
x @
=
m D o 3
H• O �•
O b V 15'-0" 20'-0" 15'-0"
N m D ;ax -0 �
N =
O _
Z
o � N .
co
o * RE��S
co oy
m 0 '9p
<_ T
!l33% a
t
r
/
t
1: -.q.,I
I w
0
0
N
0
io
12
A 1 �_
4--11 112"
5.
5-0 3116"
6-0 3116"
4'-0 5116=, B
F
TYPICAL HALF FRAME CROSS SECTION (N. T. S)
Abbreviations : A = 8 1/4" B = V-0 11/16"
�i�u, � ovr*.!L
CONNECTION SCHEDULE
Mark Bolt Qty & Size
O(2) 3/4" AB
2O (8) 3/4" x 2 A325
<3, (8) 3/4" x 2 )L ' A325
MEMBER
LOCATION
MATERIAL
YE STRUTS
ENO BAY
B ES X 1 Ca U.N.
EAW STRUTS INTR. SAY
8 ES x It Ci (U.N.
PURLINS
ENO BAY
E Z 2 X 1¢ C9 U.N.
PuRuN5
INrR. eAY
8 Z z X IC Ca.fU.N.
END BAY= e8"1 2 X=9;3`Ca" U.K:
INrR. BAY
8 Z 2 X_1� Ca U.N.
ENO BAY
8 Z 21 X l Cc Ga U.N.
MLR. BAY
8Z 2 x 1 3 Ca U.N.
S
LEFT END
8 C 3 X 12r
S
VCOLL%M
RIGHT END
8 C 3 X I S -G,
UIM
LEFT ENO
LLEFT
ENO
8 C3' x 1 3 Cs U.'!.MN
RICHT END
8 C 3' X 14- C,& U.N.S.
RIGHT END
8 C 3' X 13. GL U.N.
OPER,'NGS
8 C 3's x 14 OL U.N.
HEADERS
OPEIIINGS
,
8 C 'n x I& C-1 U.N.
FLWG BRACE
FRAMES
d- 2 X 2 X
RAKE ANGLE
RAKE
d- 4 X 2 X 16 Ca
BASE ANW
BASE
d- X 2 X 16 OL
lam
1.) ALL CONNECTION BATS ARE
1/2'0 X 1' CAO. PLATED
MAOW BOLTS UNLESS NOTED
2.) VEYBER SIZES SHOWN ARE NOMNAL,,
SEE SHEET Cl OF 1 FOR ACTUAL
OWNSIONS OF MATERIAL
D F.
_ Hr m
- F'OTi EJl !4.325 BOLT (TMP.)
VII.
F
mm 19
REVISIONS 7301 FumeEw • HWSIOK IUAS 77041
DESCRIP710N BY CK PHONE; (T3) 896-7425 • ' FAX (713) 896-8909
GGl�ls L DP u.ri...� anal: dossicOncdp.com'
Description : Frame Cross Section
Size: 50'-O" x 100'-0" x 20'-O" LL: 12/20 psf, UBC 97"C, WL: 80 mph
Customer: JIM SALVATORY
Location : OROVILLE, CA
DRN. BY I CKD BY I DATE I SCALE I QUOTE NO JOB NO SHEET NO ISSUE
release 4a ns F WIO-99 N.T.S 0807-181878 E2 of O
ao
Eo
Y44 3 2 1
GIRTS GIRTS GIRTS GIRTS
ZLL-201 cn ZLL-202 co ZLL-202 C. ZLL-201 m
o C) m P. THIS BAY U.N.
m P THIS BAY U.N.) m (fYP. THIS BAY U.N.) c (TY )
r (TYP. THIS BAY U.N.) G (TY X U
U X X
X
1'-2 3/4" 1'-2 3/4' 1'-2 3/4' 1'-2 3/4" 1'-2 3/4" 1'-2 3/4'
ncla DS18� DS1B
25-0". 25'-0"
100'-0" OUT/OUT OF STEEL
SIDEWALL FRAMING AT LINE "D" (N. T. S)
BFL19-242
25.-0" 25-0"
0
NNNNNNNNNNNNNNNNNN
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
0
N
0
NNNN
0
•
0
0
N
II \
0
N
0
N
0
NNNNN
0
0
0
25-0". 25'-0"
100'-0" OUT/OUT OF STEEL
SIDEWALL FRAMING AT LINE "D" (N. T. S)
BFL19-242
25.-0" 25-0"
0
NNNNNNNNNNNNNNNNNN
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
N
0
N
0
NNNN
0
0
0
0
N
0
N
0
N
0
N
0
NNNNN
0
0
0
I19
0
O
SIDEWALL SHEETING AT LINE "D" (N. T. S)
A
y
B
BFL160-16B
9 F
13F 1764-72 1 BFL76
4-242 BFL764-242 /13L764
X
20'-0" 15.-0"
50'-0" OUT/OUT OF STEEL
ENDWALL FRAMING AT LINE "I (N. T. S)
NOTE: Field Slot Girts For Bracing.
Abbreviations: A = 2'-8 1/2"
CV
19
XR-505-R
I
XR-505-L
19
C?
C?C?
xj
L?
ZSS-301
ZSS-302
ZSS-301
CV
C?
ZSS-301
ZSS-302
ZSS-301
7:
LLJ
N
N
CD
04
N
ZSS-301
/ZSS-302\
ZSS-301
N
N
IN
N
N
N
N
N
N
N
I?
it'll
20'-0" 15.-0"
50'-0" OUT/OUT OF STEEL
ENDWALL FRAMING AT LINE "I (N. T. S)
NOTE: Field Slot Girts For Bracing.
Abbreviations: A = 2'-8 1/2"
CV
19
C?
CV
19
C?
C?C?
xj
L?
C?
U?
CV
N
N
N
N
N
N
N
N
N
IN
N
N
N
N
N
N
N
ENDWALL SHEETING AT LINE "l " (N. T. S)
EAVE STRL
W
O
O
(V
Q
0
in
O
u7
A B
J �I
XR-505-R
/
ZSS-301
ZSS-301
/
/
ZSSS-301
/
/
ZSS-302
ZSS-302
ZSS-302
5''nI QQ C•k;o-
C D
v
G
XR-505-L
ZSS-301
\ \ ZSS-301 0
v
— N
Cl)
Cl)
J
LL
ZSS-30'A m
15'-0" I 20'-0"
50'-0" OUT/OUT OF STEEL
r
ENDWALL FRAMING AT LINE "5" (N. T. S)
NOTE: Field Slot Girts For Bracing.
Abbreviations: A = Z-8 1/2"
WZ91111
TIBIFL764-72
D
BFL160-16B
I BFL764-242 o BFL764-242 BFL764
ENDWALL SHEETING AT LINE "5" (N. T. S)
0
v
N
O
M
CD
J
LL
m .
REVISIONS 701 LQRWW • HWSW TDAS MI
NO DATE DESCRIPTION BY CK
p 1- o co sT- M wrra... PHONE (7u) 896-7 25 • 6K T" 896 -OM
rmai: dabicOncAp.cam
Description : Endwall Framing
Size: 50' -0"x100' -0"x20'-0" LL: 12/20 psf, UBC 97-C, WL: 80
Customer : JIM SALVATORY
Location : OROVILLE, CA
DRN.
BY Cx'D BV DATE SCALE QUOTE NO JOB NO SHEET NO
AIAIIAIM•Mcvn • D.I. a A� ns np o8 -1a99 N.T.S 1 0807-181878 E6 of
_3 3 3 _ -- 2,-5 j�3_. .... �. C^LD r�`rodED STEEL C0MFCi4Ci4T3 IItLU 51HtNl;IH 51.A K.S.I.
2'
1 3/4' 2'-4' sly 2_4 13 4 ECT. NAME DIMENSIONS MEMBER PROPERTIES SHAPE
3 16 A B C CA, AREA Ix 1 z ff
CLIP 16 2 2 8 x 24 Z 16 6 A 2b .915 16 .850 8.018 1.119 1.840
3 2
AT48'O.C. STITCH SCREW LS. CLOSURE Pl.. 6 X X16 X 0'-71 1 8 X 22 Z 15 8 2% 2% ,929 is .962 9.019 1.271 2.098 C
6 X 22 Z 14 8 26 2b .935 to 1.015 9.536 1.343 2.279
1� 1� 4 55 0 X 1 A325 I 8 x 24 Z 13 8 2b 2b .970 13 1.298 12.123 . 1.735 2.978 °
( ) 8 I 8 x 24 Z 12 8 A 2% .990 12 1.461 13.599 1.963 3.341
10 x 24 Z 15 10 A 231 .928 15 1.100 15.423 1.271 2.781
4" 0 8 C X 3i 10 x 24 2 11 10 2b 2% .935 14 1.160 16.258 1.x3 3.112
6" ® 10 C X 3� GUTTER- EAVE STRUT ,
� 10 X 24 2 13 10 215 2b .970 13 1.464 20.701 1.715 4,077
8" 0 121 X 3i
OVERFLOW SLOT G 1/2'9 0'-1 MACH. BOLTS 7- • 3 T to x 24 i 12 to 2� 2'a .990 t2 1.670 25.242 1.964 4.577 0
(FAD �D) V (6 REO -D) - 10 x 3 Z 15 2
0 A 3% .928 15 1.238 18.826 3.033 2.842
• Q X 34 X 1'-24 ® 8" CEE DOWNSPOUT STRAP O� fING. BRACE 10 x 3 Z 13 10 36 A .930 14 1.306 19.846 3.204 3095
a X 1'-4 4 ® 10" CEE ' - (4 Z X 2 X 14 GA 1 X Z 13 to / 167 a
t x 2 12 10 1 t 74
X 1'-6 t 0 12" CEE POP RIVET 12 X 34 Z 14 12 A 3is .935 14' 1.451 30.480 3.204 3.689
z z' -z"
2'-4' , x 4 2 13 Iz , , 41 1
ENOWALL RAFTER SPLICE CONN. 0 ) LGRFLN 12 X 34 Z 12 12 3e 3% •990 12 2.089 43.640 4.672 6.370
C.-- PL 3 BRACE IP 8 E.S. 16 8 A 5 1.061 16 1,090 11.266 2.970 2.007
P PL3X3X3�16
8 E.S. 14 8 >e s 1.090 14 1.307 ,3.390 3.542 2.375 1 1
AM!
4'-11 1 /2" LAP -PURLIN CONNECTIONS 6 E.S. 12 8 3% 5 1.168 12 1.873 19.056 5.089 3.948 0
10 E.S.14 10 3% 5 0.902 14 1,447 22.863 3.800 3.023
0 50472
3a 4 5 �i-r .5.3i d�..3i ., _ _ . _. _ -_... ..-.... - .... ,_ __ - ..
WALL
SPOUT ANGLE - _ __ - _ ,2.-E.S.14 12 A 5 1.089 14' 1.593 34.398 4.021 3.9 9 � .
SIAL
tE
FINISHEDOOR
t2 E.S. 12 12 3% 5 1.,68 12 2.292 49.178 5.785 6.980 7°
1 3 4' 2'-4" 1'-1" 1 3 4
4 4 13 3 161 2"
` 1 PURLIN CLP 8 X 2 4 C 16 8 24 24 .778 16.850 8.050 .697 1.760
COLUMN PL 6 X 3116 X 0'-2 8 x 2 4 C 15 8 24 77 .797 15 .962 9.082 .789 2.012 c
12-0 X 1 M.B. (TYP.) r 8 x 2 4 C 14 8 24 22 ,607 la 1.015 9.569 .832 2.171 F ED 8 X 2 4 C 12 8 24 24 .884 12 1.461 13.624 1.194 3.406
__ SID. [AVE SECTION W/CUTER k DOWNSPOUTS 8 x 3 4 C 16 8 s4 34 .778 16 .972 9.972 1.575 1.808
N - -:�t - - - 8 X 3 4 C 14 8 34 34 .707 14 1.160 11,856 1.880 2.359
1 I 8 x 3 4 C 12 8 34 S2 .884 12 1.670 16.890 2.707 3.571 D
a I I
10 x 34 C 12 10 S4 34 .890 12 1.880 28.403 2.906 4,857
1 •2• 1/2.0 0'-1 YACrt BOLTS U
1 ]4 4 4 7 3065 6 267 °
w
RAKE TRAll
(6 REOb)
+2 X 3 � C 12 2 3 .890 12 2.090 3.6 6
-
GIRT SHOP WELDED CLIPS
FLNG. BRACE
(l 2 X 2 x 14 GA)
31 3�
11116 X 6 X 0'-10'2
RAKE ANGLE
2 2
1 2 111
FLUSH MAIN FRAME GIRT CONN.
SCREW AT
.-
2 4.
2 2 (S
(LONG CLIP CONDITION)
EACH MEM8ER
PURLIN
PURLINt
--
PPL 3 BRACE 3CL 6
6 x j X O'-7 t
/LAP
3'-8 1/2" - PURLIN CONNECTIONS
O.S. CLOSURE
EAVE STRUT
(2) SA. 0 X I¢ A325
BOLTS
t'-21
(2) 'i O X 1" M. BOLTS
E.W. PANEL
ENDWALL RAFTER
2 2 134 (2) 4V.10 X 1'4 " A325
ENDWALL COLUMN
2 2
}'4 0'-1 MACH. BOLTS
-0)
21
ENDWALL GIRT
PURLIN cup1 1
(4 REO
=
w
n
FL
1X0'-7
FLX BR
ENDWALL COLUMN TO RAFTER CONN. ^'
2
�( 1 X 2 X t4 Crl)
134
v
(® BEARING FRAME)
2 2'-2
2'-4
ENDWALL RAFTER
FIND BRACE 0.1P
4'• o' -t Yaot Bars
2 1 $
PL 3 x 3 x �
CARIE BRACE -�
(6 REOD)
CORNER COLUMN
��
��*ASKER
f1NG BRACE
d( 2X2X14GA)
7% "LAP - ORT CONNECTIONS
IA0FESSO
HILLSIDE W
2
2'-2
F. �
CORNER COLUMN TO BEARING RAFTER CONN.
FLAT WAS
HEX NUT
2'-4
y��Qo�PRD
FLAG.
BRACE CLIP
W
EYE BOLT
PL3x3x}r
p�
EAV'E STRUT
OF FRAME
2'-5l LAP - PURLIN CONNECTIONS
1'2 1'2
{�`jBAB
UP
MAY BE LOCATED AT
"These drawings and the metal building
which they represent are the product of All American
III
EITHER SIDE OF WEB
Systems, 7301 Fairview, Houston, TX 77041 (713)466-5681. The engineer whose seal
__j
real F BRACE
TO FRAME OETAIL
appears hereon is employed by All American Systems and is not the engineer of record for
this project."
HEADER
DRAWING STATUS
`°"90"5t
7301 •HOUSTON,
(2) '2-0 X 1" M. BOLTS
FOR APyaovAs.
Iq. DATE OESOD'tgN
BY FX'0
PHONE: (713) 896-7425 • FAX (713) 896-8909
13) 8 6
THESE DRAw1NCS. BENC FOR APPROVAL, ARE BY DEFINITION NOT
FINAL• ANO ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
$. oQ C S
S ((n
e-nwl: dus*41Cap.com
^�
PURPOSE IS TO CONFIRM PROPER NTERPRETATION OF THE PROJECT
r o rrr n� us
-
OOCUWNTS. ONLY DRAWNGS ISSUED -FOR CONSTRUCTION- CAN BE
CONSIDERED AS COUPLETE.
DE90IPTION STANDARD SECTIONS
FOR PrRWT-
92E �. see 014 "GI",--
JAMB -
.`• ••r:�-7
•. ..�-
a
ARE By DEFTNITION NOT MAL
IN T�NAT. ASS A ORAW[SMMN{W. PIECE 4ARKBEING FOR 04GS ARE NOT 0ENT6T£0. ONLY.-..
-___
pK ruar L D COST. P.O.
•
DRAwm= ISSUED - FOR CONSTRUCTION - CAN BE CONSDERED As
LaCATgNLI-E G
CAD tFT EU/DD.
CONN. ® FRAMED OPNGS.
FOR C•oNSSTRUCTION
MAL DRAMNNGS.
(LS R► t
Na N0.
0$0l - 161
_T
53 OF L
'PBR" & "R" PANEL AT ROOF
SCREW SPACING
NOTE:
SCREW PATTERNS SHOWN
SATISFY UL90 REQUIREMENTS
FOR ROOF.
SECTION 3: BASIC MATERIAL SPECIFICATIONS
3.3 ROOF AND WALL PANEL MATERIAL
3,3.1 Panel material as specified shall be 26 gouge galvanized steel.
coating designation G-90, or galvalume AZ55 as manufactured by Bethlehem
Steel Corporation. or equal. eanformng to the requirements of Asn A-792
Dade E or Geode D. Minimum yield stress shun be 80.000 psi far Grade E
and 50.000 psi. for Grade 0.
3.3.2 Panel material as specified shall be 24 gauge galvanized steel.
coating designation G-90 or golvalume AZ55. Conforming to the requirements
of ASTM A792 Geode 0 or Grade E. Minimum yield stress shah be 50.000 Psi.
Coble Brocng - Extra High Strength Strand per ASTM A475.
Rod or angle bracing conforms to ASTM A36.
CONNECTION ROI TS:
All A=325 Except Punas. Girts. Eo:e-Struls.and Flange -
WOC" which We A=307 .
'R" PANEL
SCREW SPACING
SKYLIGHT PANEL -% TAPE SEAL
TAPE SEAL MEMBER SCREWS
ROOF PANE
ROOF PANEL
1"
f
MEMBER
SCREWS STITCH SCREW
t TAPE SEALANT (FOR ROOF ONLY) i'e XiSTTHICK (STD.)
TAPE SEALENT�1 ROOF PANEL
SKYLIGHT PANEL
FOLD VAPOR BARRIER
STRIP !' OF INSULATION OVER PANEL EDGE
ROOF FROM VAPOR BARRIER AND
PANEL FOLD VAPOR BARRIER BACK OPTIONAL INSULATION TRIM
OVER STEEL PANEL
INSULATION IF RWO PURLIN INSULATION IF REO'D.
IS BY OTHERS, IS BY OTHERS. SIDE LAP WITH INSULATION
UNLESS NOTED. END LAP WITH INSULATION UNLESS NOTED.
MEMBER SCREWS
STITCH SCREWS
t T 1 T T T� AT 20' O.C. i T 1
I 1 I I 1 I I I I 1
PAD F/
sE
S-0
LL `
END LAP SCREW LAYOUT MID SPAN SCREW LAYOUT C C. tf�A
ElFOR APPROVAL
THESE DRAWINGS. BEING FOR APPROVAL, ARE BY OEFNInON NOT
FINAL. AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS NF
TO CONFIRM PROPER INTERPRETATION D< THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED -FOR CONSTRUCTION- CAN BE
CONSIDERED AS COMPLETE.
FOR PERMIT-
- THESE DRAWINGS. BEING FOR PERMIT, ARE BY DEFINITION -NOT, FINAL
N THAT. AS A MINIMUM., PIECE WARK04GS ARE NOT IDENTIFIED: ONL'
DRAWINGS ISSUED . FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
FOR CONSTRLMTION
FINAL DRAWINGS.
"R' TRANSLUCENT ROOF PANELS 49
"These drawings and the meta uI ding w they represent are the product of All Ameri
Systems, 7301 Fairview, Houston, TX 77041 (113)466-5681. The engineer whose seal
appears hereon is employed by All American Systems and is not the engineer. of record for .
this ro'ect'
�OESOdPTgRBy oro 7301 FAIRNEW •"HOUStOIL TEXAS
p2 (,o LT 2S pin fr�alsry9 . •. PHONE (713) 896-7425 • FAX. (713)
e -mal: TlassicOnc3P.Cam
5 1 RM I I NONE I loaol-IS
MHIT
SKYLIGH
r
12' 12" 12
IT 2" 10- 2• 10• 2"
PANEL FASTENER LOCATIONS DETAIL
(ALL MEMBERS EXCEPT AS NOTED)
12" 12' 12"
2' 8' 2- 2• 8' 2' 2• 8' 2'
DETAIL "A"
PANEL FASTENER LOCATIONS
(EAVE
MEMBER, PEAK NUMBER AND PANEL ENOLAPS)
I- WIDE X hz THICK MASTIC
(OPTIONAL) MUST BE
SPECIFIED ON THE WORK
MEMBER
ORDER.
1• 5
ROOF
SCREW
STITCH SCREW TAPE SEALANT
12_ 12' 12-
CONTINUOUS'
AT 20. O.C. (FOR ROOF ONLY)
TAPE SEALANT
ie Xi'aTHICK (STD.)
_
' EXTENDED LEG
PANEL ENDS AND 2'
INTERMEDIATE GIRTS
12 12' 12'
(ON -MR" PANEL ONLY)
PANEL END LAPS ONLY 2'
8 2' 2' 8' 2' 2' 8' 2' 2 -
ROOF
PURLIN
PANEL
DETAIL "A"
11 if
SECTION THRU PANEL ENDLAPS AND PEAK PURLIN
—
STITCH SCREW
AT 20't O.C.
MEMBER SCREW SPACING
/)K\Z
(AS NOTED)
"PBR" & "R" PANEL AT ROOF
"R" PANEL AT WALL
'PBR" & "R" PANEL AT ROOF
SCREW SPACING
NOTE:
SCREW PATTERNS SHOWN
SATISFY UL90 REQUIREMENTS
FOR ROOF.
SECTION 3: BASIC MATERIAL SPECIFICATIONS
3.3 ROOF AND WALL PANEL MATERIAL
3,3.1 Panel material as specified shall be 26 gouge galvanized steel.
coating designation G-90, or galvalume AZ55 as manufactured by Bethlehem
Steel Corporation. or equal. eanformng to the requirements of Asn A-792
Dade E or Geode D. Minimum yield stress shun be 80.000 psi far Grade E
and 50.000 psi. for Grade 0.
3.3.2 Panel material as specified shall be 24 gauge galvanized steel.
coating designation G-90 or golvalume AZ55. Conforming to the requirements
of ASTM A792 Geode 0 or Grade E. Minimum yield stress shah be 50.000 Psi.
Coble Brocng - Extra High Strength Strand per ASTM A475.
Rod or angle bracing conforms to ASTM A36.
CONNECTION ROI TS:
All A=325 Except Punas. Girts. Eo:e-Struls.and Flange -
WOC" which We A=307 .
'R" PANEL
SCREW SPACING
SKYLIGHT PANEL -% TAPE SEAL
TAPE SEAL MEMBER SCREWS
ROOF PANE
ROOF PANEL
1"
f
MEMBER
SCREWS STITCH SCREW
t TAPE SEALANT (FOR ROOF ONLY) i'e XiSTTHICK (STD.)
TAPE SEALENT�1 ROOF PANEL
SKYLIGHT PANEL
FOLD VAPOR BARRIER
STRIP !' OF INSULATION OVER PANEL EDGE
ROOF FROM VAPOR BARRIER AND
PANEL FOLD VAPOR BARRIER BACK OPTIONAL INSULATION TRIM
OVER STEEL PANEL
INSULATION IF RWO PURLIN INSULATION IF REO'D.
IS BY OTHERS, IS BY OTHERS. SIDE LAP WITH INSULATION
UNLESS NOTED. END LAP WITH INSULATION UNLESS NOTED.
MEMBER SCREWS
STITCH SCREWS
t T 1 T T T� AT 20' O.C. i T 1
I 1 I I 1 I I I I 1
PAD F/
sE
S-0
LL `
END LAP SCREW LAYOUT MID SPAN SCREW LAYOUT C C. tf�A
ElFOR APPROVAL
THESE DRAWINGS. BEING FOR APPROVAL, ARE BY OEFNInON NOT
FINAL. AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS NF
TO CONFIRM PROPER INTERPRETATION D< THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED -FOR CONSTRUCTION- CAN BE
CONSIDERED AS COMPLETE.
FOR PERMIT-
- THESE DRAWINGS. BEING FOR PERMIT, ARE BY DEFINITION -NOT, FINAL
N THAT. AS A MINIMUM., PIECE WARK04GS ARE NOT IDENTIFIED: ONL'
DRAWINGS ISSUED . FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE.
FOR CONSTRLMTION
FINAL DRAWINGS.
"R' TRANSLUCENT ROOF PANELS 49
"These drawings and the meta uI ding w they represent are the product of All Ameri
Systems, 7301 Fairview, Houston, TX 77041 (113)466-5681. The engineer whose seal
appears hereon is employed by All American Systems and is not the engineer. of record for .
this ro'ect'
�OESOdPTgRBy oro 7301 FAIRNEW •"HOUStOIL TEXAS
p2 (,o LT 2S pin fr�alsry9 . •. PHONE (713) 896-7425 • FAX. (713)
e -mal: TlassicOnc3P.Cam
5 1 RM I I NONE I loaol-IS
MHIT
Q
EDGE
JOINT
NOTES:
IYP. BOTH A
SIDES A 6 G Ca wan a
16, .: 0.036 INCH
14 Q j,'; D.070 INCH
Q 12 G3 l:: 0.098 INCH
A - �
I O
OA 3' TYPICAL• Cam+c iA CONNECTIONS
STRAIGHT COLUMN TYPE 1
S V THK.
Ir-
STRAIGHT COLUMN TYPE 2
> ;-
IV
SAME AS C
COLUMN \v
- TOP
THK.
> ; THK.)—
2'-
o O 2.
W. 3-6 TYP. FLANGE BRACE CLP
24' DEEP WEBS
AT
< 38 -
BACK G
> 38.
T
SAME AS
BOTTOM FLANGE -
EXPRESS FRAME
THK.
THK.
DRAWING STATUS
ElFOR APPROVAL'
THESE DRAWINGS, BEING FOR APPROVAL. ARE BY DEFINITION NOT
FINAL AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED -FOR CONSTRUCTION- CAN BE
CONSIDERED AS COMPLETE.
FOR PERMIT,
THESE DRAWINGS, BEING FOR PERMIT. ARE SY-DEFNITION NOT FINAL -
04 THAT. AS A'MNNUM• PIECE MARKINGS ARE NOT 9DENT1FtM'ONLY
ORAWINGS ISSUED - FOR CONSTRUCTION - CAN BE CONSIDERED AS
COMPLETE.
X Frxi rnNSTRuctIDN•
FINAL DRAWINGS.
F.
'These drawing's and the metal building which they represent are the product of All Ar
Systems, 7301 Fairview, Houston, TX 77041 (713)466-5681. The engineer whose seaWf.,Wt� appears hereon is employed by All American Systems and is not the engineer of record
this project'
REVSORS
eT Hxb ( 7301 FAIFAIRVIEW•HOUSTON. TEXAS
oEsarTAl
PHONE (713) 896-7425 • FAX: (713)
e-mok CIOIS1COncilp.0001
orornm• WELD STANDARD
aaTalol LV C °'SL-
LD0ITIDN O VlL,LC CA F4 By E.MAC01ER
DRIL 6T OCOCED BrDATE SCALE DATE RIL A6 KO SIKH IQ 591E
KS Rh NONE osn7 -1 g 1 g7 R Wj OF 1 1,--7
w NOTE SIZES OF FILLET WELD FOR WEB TO FLANGE WELD.
WEB FLANGE THICKNESS
THICKNESS 316 14 TO 12 OVER 12-
10 GA, k 316 316 SEE NOTE 2
14
316
SEE NOTE U SEE NOTE
1 ♦ 2
38
S16
OVER 38
SEE NOTE 3
NOTES
1.
316' FLANGES ARE NOT TO BE USED FOR WEB
THICKNESS OF 14" OR OVER UNLESS SPECIFIED
BY ENGINEERING.
2.
WELD SIZE EQUALS TO THICKNESS OF WEB OR
SEE NOTE 5.
3.
FOR WEB THICKNESS OVER 38' ALL FILLET SIZES
ARE TO BE SPEGFIED BY ENGINEERING.
4.
WELD BOTH SIDES. OF WEB TO FLANGE 3"
BEYOND BOTH ENDS OF BRACKET.
5.
FLANGE TO FLANGE OR FLANGE TO CONNECTION
PLATE WELD SIZES ARE DETERMINED BY THE
FOLLWING CRITERIA:
IT < 31; 316" FILLET
3g < IT <34 )\WITH 1` FILLET
IT > 3; ^ WITH 56 FILLET
WELD NEED NOT EXCEED THICKNESS OF THINNER
PART JOINED.
6.
WELD SIZE IS TO BE 118 LESS THAN THICKER PLATE,
BUT NOT TO EXCEED THICKNESS OF THINNER PLATE.
7.
OPPOSITE SIDE WELD LENGTH TO BE o DIMENSION
PLUS 3 INCHES, AND b DIMENSION PLUS 3 INCHES.
F.
'These drawing's and the metal building which they represent are the product of All Ar
Systems, 7301 Fairview, Houston, TX 77041 (713)466-5681. The engineer whose seaWf.,Wt� appears hereon is employed by All American Systems and is not the engineer of record
this project'
REVSORS
eT Hxb ( 7301 FAIFAIRVIEW•HOUSTON. TEXAS
oEsarTAl
PHONE (713) 896-7425 • FAX: (713)
e-mok CIOIS1COncilp.0001
orornm• WELD STANDARD
aaTalol LV C °'SL-
LD0ITIDN O VlL,LC CA F4 By E.MAC01ER
DRIL 6T OCOCED BrDATE SCALE DATE RIL A6 KO SIKH IQ 591E
KS Rh NONE osn7 -1 g 1 g7 R Wj OF 1 1,--7
y
Hook
;
= �m
0
m
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M
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3
G =
50'-0" OUT/OUT OF STEEL
15'-0"
co
00
00
CD
D
63
0
co
co
m
11 1/4"
48'-1 1/2" C/C of BOLTS (HOLD)
11 1/4"
co
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15'-0" 20'-0"
- lI
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0
Received From
Address
u,
For '
L
O
O
V
AMT OF
ACCOUNT
AMT. PAID
BALANCE
DUE
11,
Dollars
THURMAN CONSTRUCTION CO
6393 COUNTY RD 48
WILLOWS CA 95988
JOB NO: 87-181878
BUILDING SIZE: CS 50' X 100' X 20'
JOBSITE: OROVILLE CA (BUTTE)
Gentlemen:
a division of NCI Building Systems, L.P.
08/17/99
This is to certify that the above referenced building and its component parts have been designed
and fabricated by Classic Steel Frame Homes, an AISC Certified Manufacturer, at its
AISC certified facility. It has been designed in accordance with the order documents,
in general accordance with the ninth edition of the AISC "Manual of Steel Construction" and the
1986 Edition (with 1989 amendments) of the AISI "Cold Formed Steel Design Manual" and
with good engineering practice for the following loads. All welding is per the
rr.:.
appropriate American Welding Society (AWS) code.
t
T
rning Code for application of design loads: UBC 1997
Ap,Goye
FACTORS: WIND: 1.0 SEISMIC: 1.0
DEAD LOAD ... weight of metal bldg. structure only
as supplied by Classic Steel Frame Homes
LIVE LOAD BASED ON TRIBUTARY AREA:
0-200 SQ. FT...................20 PSF
201-600 SQ. FT...................16 PSF
OVER 600 SQ. FT...................12 PSF
COLLATERAL LOAD......... O PSF
WIND LOAD ............... 80 MPH EXP C
SEISMIC ZONE............ 3
Department Of
Code Enforcement
Approved
City 04 Or®vlllen
®ate 9-20-44 Bye F-4_
This Letter of Certification applies solely to the steel building and its compon
parts as furnished by Classic Steel Frame Homes and specifically excludes any
foundation, masonry, or general contract work.
Sincerely,
1
"11V
r x L
am's" d� ti
C 0""
Toll Free: 1 -800 -NCI -HOME AUG 191999
(624=4663)
7301 Fairview Houston, Texas 77041 Phone: (713) 896-7425 Fax: (713) 896-8909 e-mail: classic@ncilp.com
I
Buildine Load Sheet Job Number IMg7 ]_
It is the responsibiliq of the Contractor to confirm that these loads compiv with the
re?uire:ntnts of the local building department.
Desizn Cod_ 11 l �9 (Code Lnd=dition)
Roof Dead Load 2•y(psi-) Collateral Dead Load CJI A (Ls!) s usiiiary Live Load
Roof Live Load
Prima, j Frarn-in? Setondaq Framing 00 (L._;�.
Sno;v Load(.L-� Roofl� Crofand �LfA Ce = l r
-
'Wind Load( ph) Cc=) FTposure C
c Load
Zone AY ba
C=llc-i aza N c.l-
. i1C rd S�Q_' 1 E Graun
C3,C1 . _.tori c_ Cat--_Or-y -
. Sit= Co=:lc:e_ 2 • y
B`�iC C 1c= li 1 Y: �_ ��__� j� _ '_Yt rr:='1 0 _ .E -Y
==i gr
Y h_=_d M-M-ts-
R,sno_s2'Iodification Factor (R)
Defies_ton �niilica�ton Factor (Cd) c)
_'naly=:s Procedure rT=-1
- tGrc_
Ior_nc2 Facf-orr
Wind Load /.. 0 � Snow Load NJ A
OtherLoads
M(e —anine Loaes
J
Crane Loads
Capacity g Type
Wheel Base
. goist �i'e:=ht
Spec: --1 Loads
CpEf� D_ad Load
Sellzmic Load 4-0
CLsli Live L o_d
. Wheel Load
2 NYtl2at
Class
«r«w««w..a..srwa.....«►....................
«
• AUTO/STEEL DESIGN `
A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT '
« RELEASE 6 MOD 12e `
• FEBRUARY 1999
♦war«wwaraar►rr«arwswararrwr s►►«r«►rwwswaww
i Start Date 8-16-99 Time 10:14: 1
TLE - FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC
- SHH
)ENTIFICATION DATE - 06/16/99
4ITS OPTIONS
INPUT .... ENGLISH
OUTPUT .... ENGLISH
.YPE - RIGID FRAME
REPORT OPTIONS
....ANCHOR BOLTS AND CONNECTIONS
....FLANGE BRACE REPORT
....DESIGN SUMMARY REPORT WITH DEFLECTIONS
....FREE FORMAT
• ....SHORT OUTPUT
EXECUTION OPTIONS =
EXECUTION MODE ANALYSIS ONLY
MAXIMUM NUMBER
OF ITERATIONS = 1
UNITY CHECK RANGE = 0.950 TO 1.050
MAXIMUM SEGMENT SIZE = 2.000 FT.
COEF, OF LINEAR
EXPANSION = 0.0000065000/DEG.F
MOD. OF ELASTICITY,E = 29000000. PSI
LOCATE FLANGE
BRACING = NO
0
DESIGN INPUT ECHO
NCI Building Systems, L.P. PAGE 1
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC 8-16-99
MEK* LOADED
SPLICES LOADED
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC
SHH,06/16/99,,,,,AC,FB„DF,,,,SH
3,1,,,,,,,N
SPANS
50.,
20.,,8.,8.00o_ 18.500,,,,.G
7.292„13.292„
6B,,,W1,,,6B,,,55.,
18.500,,,,18.5,1.,8.,25.,,30005,P,S
6B,,,W1,,,6B,,,,55.,46.
5.,5.,1.,,,,X
LOAD FACTORS,25.,100.
DEAD LOAD,.05
LIVE LOAD,.300
WIND LOAD,18.5,PSF,SPEC,0.80,-0.70,-0.70,-0.50
LOAD CONDITIONS
1,2,4,5,11
END
0
3
MACRO INPUT ECHO
NCI Building Systems, L.P. CYCLE 1
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC 8-16-99
•
SPAN LENGTHS
50.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0
LEFT EXTERIOR COLUMN
EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G
HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx
20.000 0.000 8.000 8.000 0.000 0.000 18.500 0.00 0.00 0.00 G 0.00
GIRT AND BRACE LOCATIONS
7.292 13.292 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
6B W1 6B 55.00 0.00 0.00
RAFTER AT LEFT KNEE
18.500 0.000 0.000 0.000 18.500 1.000 8.000 25.000 0.0 30005 P S 0
SECTION 1 FOR RAFTER SECT FLANGE WEB
/OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx
6B W1 6B 0.00 55.00 46.00 0.00 0
PURLIN AND BRACE LOCATIONS
5.000 5.000 1.000 X
SYMMETRIC FRAME GENERATED WITH
C * E AT X = 24.00 FT
•
0
E
MACRO INPUT ECHO
NCI Building Systems, L.P.
FRAM 5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC 8-16-99
LO TORS 25.000 100.000
DEAD LOAD 0.050 0.000 0.000 0.000 0.000
LIVE LOAD 0.300 0.000 0.000 0.000 0.000
WIND LOAD 18.500 PSF SPEC 0.800-0.700-0.700-0.500
LOAD CONDITIONS 0
1 2 4 511 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0
LOAD 1 2 DL GLOB Y UNIF 0.00000 -0.01614 0.00000 -0.01614 DLWT
LOAD 1 2 WLL GLOB X UNIF 0.00000 0.39605 18.68429 0.39605 WLLX
LOAD 1 2 WLR GLOB X UNIF 0.00000 -0.24753 18.68429 -0.24753 WLRX
LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.31744 0.00000 -0.31744 LIVE
LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.05291 0.00000 -0.05291 DEAD
LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.01845 0.00000 -0.01845 DLWT
LOAD 2 3 WLL GLOB X UNIF 0.00000 -0.02855 23.62681 -0.02855 WLLX
LOAD 2 3 WLL GLOB Y UNIF 0.00000 0.34257 23.62681 0.34257 WLLY
LOAD 2 3 WLR GLOB X UNIF 0.00000 -0.02855 23.62681 -0.02855 WLRX
LOAD 2 3 WLR GLOB Y UNIF 0.00000 0.34257 23.62681 0.34257 WLRY
LOAD 4 3 LL GLOB Y UNIF 0.00000 -0.31744 0.00000 -0.31744 LIVE
LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.05291 0.00000 -0.05291 DEAD
LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.01845 0.00000 -0.01845 DLWT
LOAD 4 3 WLL GLOB X UNIF 0.00000 0.02855 23.62681 0.02855 WLLX
LOAD 4 3 WLL GLOB Y UNIF 0.00000 0.34257 23.62681 0.34257 WLLY
LOAD 4 3 WLR GLOB X UNIF 0.00000 0.02855 23.62681 0.02855 WLRX
LO 4 3 WLR GLOB Y UNIF 0.00000 0.34257 23.62681 0.34257 WLRY
L 5 4 DL GLOB Y UNIF 0.00000 -0.01614 0.00000 -0.01614 DLWT
LO 5 4 WLL GLOB X UNIF 0.00000 0.24753 18.68429 0.24753 WLLX
LOAD 5 4 WLR GLOB X UNIF 0.00000 -0.39605 18.68429 -0.39605 WLRX
END
LOAD CONDITION ARRAY
1 DL 100. LL 100. 0. 0.
2 DL 100. WLL 100. 0. 0.
3 DL 100. LL 50. WLL 100. 0.
4 DL 100. WLL 50. LL 100. 0.
5 DL 100. LL 50. WLR 100. 0.
LOAD CONDITION DESCRIPTIONS
1 DEAD + LIVE LOAD
2 DL + WLL
3 DL + 1/2LL + WLL
4 DL + 1/1WLL + LL
5 DL + 1/2LL + WLR
0
R
FRAME DESIGN DATA
NCI Building Systems, L.P.
FRAME BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC
GURATION (SYMMETRIC FRAME) ...
BUILDING WIDTH
= 50.00 FT
NUMBER OF SPANS
= 1
SPAN WIDTHS (FT)
= 50.00
DESIGN BAY SIZE
= 25.00 FT
LEFT EAVE HEIGHT
= 20.00 FT
RIGHT EAVE HEIGHT
= 20.00 FT
LEFT COLUMN SLOPE
= 0.00 /12
LEFT RAFTER SLOPE
= 1.00 /12
RIGHT RAFTER SLOPE
= 1.00 /12
RIGHT COLUMN SLOPE
= 0.00 /12
GIRT DEPTH
= 8.00 IN
PURLIN DEPTH
= 8.00 IN
LOADINGS ...
DEAD LOAD = 2.000 PSF
LIVE LOAD = 12.000 PSF
WIND LOAD = 18.500 PSF
WIND LOAD PARAMETERS ...
WIND LOAD METHOD
WIND NTENSITY
ME6 HEIGHT
WINDNIMPT COEFFICIENTS
WIND RIGHT COEFFICIENTS
LOAD CONDITIONS ...
= SPEC
= 18.50 PSF
= 20.00 FT
0.80 -0.70 -0.70 -0.50 FOR WLL
0.80 -0.70 -0.70 -0.50 FOR WLR
LOAD CONDITION 1 = DEAD + LIVE LOAD
LOAD CONDITION 2 = DL + WLL
LOAD CONDITION 3 = DL + 1/1LL + WLL
LOAD CONDITION 4 = DL + 1/2WLL + LL
LOAD CONDITION 5 = DL + 1/2LL + WLR
8-16-99
9
NCI Building Systems, L.P.
VERTICAL
HORIZONTAL
REACTION
v PAGE NO. - 1
FRAME(5128BUC)FOR
------------------------------------------------------------------------------------------------------------------------
50 X 100(4@25.0)
X 20 12/20/80 MPH EXP.0 UBC
DATE 8-16-99
FRAM FACTIONS AND DEFLECTIONS
- LOAD CONDITION
1 -
DEAD + LIVE LOAD
SEC MEMBER
VERTICAL
HORIZONTAL
MOMENT
VERTICAL
HORIZONTAL
JOINT JOINT
REACTION
REACTION
REACTION
DEFLECTION
DEFLECTION
NUMBER NUMBER
(KIPS)
(KIPS)
(KIP -FT)
(IN)
(IN)
------ ------
1 1
--------
9.487
--------
2.969
--------
0.000
--------
0.000
--------
0.000
2 2
-0.086
-0.012
-0.147
3 3
-1.854
0.000
4 4
4
6.610
-4.342
-0.012
0.147
5 5
9.487
-2.969
0.000
0.000
0.000
FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - DL + WLL
SECTION MEMBER VERTICAL HORIZONTAL
JOINT JOINT REACTION REACTION
NUMBER NUMBER (KIPS) (KIPS)
------ ------ --------
1 1 -8.446 -8.731
2 2
3 3
4 4
5 5 -3.767 -3.294
MOMENT
VERTICAL
HORIZONTAL
REACTION
DEFLECTION
DEFLECTION
(KIP -FT)
(IN)
(IN)
--------
0.000
--------
0.000
--------
0.000
VERTICAL
-0.081
3.922
JOINT
1.365
3.805
REACTION
0.097
3.703
0.000
0.000
0.000
FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - DL + 1/2LL + WLL
-JO
MEMBER
VERTICAL
HORIZONTAL
MOMENT
VERTICAL
HORIZONTAL
JOINT
MEMBER
VERTICAL
HORIZONTAL
MOMENT
VERTICAL
HORIZONTAL
JO 1
JOINT
REACTION
REACTION
REACTION
DEFLECTION
DEFLECTION
NUMBER
NUMBER
(KIPS)
(KIPS)
(KIP -FT)
(IN)
(IN)
------
1
------
1
--------
-4.696
--------
-7.521
--------
0.000
--------
0.000
--------
0.000
2
2
-0.086
3.862
3
3
0.608
3.805
4 .
4
6.610
-4.342
0.000
0.092
3.763
5
5
-0.017
-4.504
0.000
0.000
0.000
FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - DL + 1/2WLL + LL
SECTION
MEMBER
VERTICAL
HORIZONTAL
MOMENT
VERTICAL
HORIZONTAL
JOINT
JOINT
REACTION
REACTION
REACTION
DEFLECTION
DEFLECTION
NUMBER
NUMBER
(KIPS)
(KIPS)
(KIP -FT)
(IN)
(IN)
------
1
------
1 ,
--------
4.271
--------
-1.671
--------
0.000
--------
0.000
--------
0.000
2
2
-0.051
1.827
3
3
-1.002
1.903
4
4
0.038
1.985
5
--------------------------------------------------------------------------------
5
6.610
-4.342
0.000
0.000
0.000
0
7
L l J 1. U .I r„ i. it n I\ I I\ l I" v 1% 1
NCI Building Systems, L.P.
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC
-------------------------------------------------------------------------------------
FRAM CTIONS AND DEFLECTIONS
- LOAD CONDITION 5 -
DL + 1/2LL + WLR
SECT
MEMBER
VERTICAL
HORIZONTAL
MOMENT
VERTICAL
HORIZONTAL
JOINT
JOINT
REACTION
REACTION
REACTION
DEFLECTION
DEFLECTION
NUMBER
NUMBER
(KIPS)
(KIPS)
(KIP -FT)
(IN)
(IN)
------
1
------
1
--------
-0.017
--------
4.504
--------
0.000
--------
0.000
--------
0.000
2
2
0.092
-3.763
3
3
0.608
-3.805
4
4
-0.086
-3.862
5
------------------------------------------------------------------------------------
5
-4.696
7.521
0.000
0.000
0.000
•
PAGE NO. - 2
DATE 8-16-99
----------------------------
1/ C J 1 u N J u ll ll i K l n C r u n l
NCI Building Systems, L.P. PAGE NO. - 3
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/20/80 MPH EXP.0 UBC DATE 8-16-99
------------------------------------------------------------------------------------------------------------------------
EXT.COLUMN 1- 2 LENGTH 18.68 FT MEMBER ANGLE 88.61 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 301. LB
SEC*ENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD
NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND
1 17.97 55.0 9 2.00 FT 8.00 IN 18.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.860 13.0 FT 2
(CONTROLLING ACTIONS)
AXIAL --ALLOWABLE STRESSES --
SECTION FORCE MOMENT FA FBO FBI
NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI)
1 -8.74 77.25 44.00 39.09 44.00
------------------------------------------------
RAFTER 2- 3 LENGTH 23.63 FT MEMBER ANGLE
--MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D
AXIAL FBO FBI OUTER FL. INNER FL, LOAD FORCE ALLOW. -
(KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T
-1.74 33.62 -33.62 0.04 0.86 0.76 2 8.52 27.18
4.76 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 436. LB
SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD
NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND
1 22.93 55. 46. 12 1.91 FT 18.50 IN 18.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.773 0.7 FT 2
(CONTROLLING ACTIONS)
AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D
SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. -
NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T
1 -2.06 84.18 36.80 38.35 44.00 -0.38 29.65 -29.65 0.01 0.77 0.67 1 8.64 11.24
------------------------------------------------------------------------------------------------------------------------
RAFTER 4- 3 LENGTH 23.63 FT MEMBER ANGLE 175.24 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 436. LB
SE*LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD
(FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND
1 22.93 55. 46.-12 1.91 FT 18.50 IN 18.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.653 20.8 FT 1
(CONTROLLING ACTIONS)
AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS --
SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL, INNER FL.
NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING
1 3.05 50.22 14.87 28.76 33.00 0.56 17.69 -17.69 0.04 0.61 0.54
--------------------------------------------------------------------------------------------------
----WEB SHEAR------ D
LOAD FORCE ALLOW. -
COND (KIPS) (KIPS) T
1 8.64 11.24
---------------------
w'
L L ./ a v .. v V II 11 n f\ 1 1l L 1 V 1\ 1
NCI Bullding Systems, L.P. PAGE N0. - 4
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12%10/80 MPH EXP.0 UBC DATE 8-16-99
------------------------------------------------------------------------------------------------------------------------
EXT.COLUMN 5- 4 LENGTH 18.68 FT MEMBER ANGLE 91.39 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 301. LB
SEC
�ENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD
N0. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST GOND
1 17.97 55.0 9 2.00 FT 8.00 IN 18.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.698 13.0 FT 5
(CONTROLLING ACTIONS)
AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D
SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOd. -
NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T
1 -4.96 62.72 44.00 39.09 44.00 -0.99 27.30 -27.30 0.02 0.70 0.62 5 7.40 27.18
------------------------------------------------------------------------------------------------------------------------
TOTAL FRAME WEIGHT IS 1475. LB
•
0
LEI
F L A N 6 t t K A C L kEP0kI
NCI Bullding Systems, L.P. PAGE N0. - 1
FRAME(5128BUC)FOR 50 X 100(4@25.0) X 20 12/10/80 MPH EXP.0 UBC DATE 8-16-99 1
JUTE FLANGE BRACING = N
--------------
COLUMN 1 - 2
GIRTS LOCATED AT
7.29FT
13.29FT
BRACED AT
X
X
RAFTER 2 - 3
PURLINS LOCATED AT
3.56FT
8.57FT
13.59FT
18.61FT 22.62FT
23.63FT
BRACED AT
X
X
X
X
X
RAFTER 4 - 3
PURLINS LOCATED AT
3.56FT
8.57FT
13.59FT
18.61FT 22.62FT
23.63FT
BRACED AT
X
X
X
X
X
COLUMN 5 - 4
GIRTS LOCATED AT
7.29FT
13.29FT
BRACED AT
-----------------------------------------
X
X
•
•
Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10
MIDWEST METALLIC PAGE 1
*** PURLIN DESIGN ***
1'2
JOB NUMBER : 5128BUC
( FULL OPTIMIZATION )
*** GEOMETRIC DATA ***
BAY SPACING (FEET) :4@25.00
INSET LEFT (FEET) .667 INSET RIGHT (FEET) .667
PURLIN EXTN LEFT (FT.): .00000 PURLIN EXTN RIGHT (FT.) .00000
ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 5.00000
PURLIN DEPTH (INCH) : 8.00
TOP FLANGE BRACED AT 1.00 FEET
*** DESIGN CRITERIA ***
DEAD LOAD (PSF) 2.00 LIVE LOAD (PSF): 20.00
WIND VELOCITY PRESSURE (q): 18.500 PSF SPECIAL WIND COEFF.: -1.30
MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035
MAX. SHEAR OR BENDING UNITY CHECK :1.035
MAX. DEFLECTION LIMIT PER SPAN : L/160.
*** LOADING COMBINATION ***
• 1. DL+LL
2. DL+WL
*** CRITICAL ROW SUMMARY ***
SPAN
ANALYSIS
LAP
SIZE OF
LAP
WIND
DL + WL
DL + LL
#
----
LENGTH
--------
LEFT
------
SECTION
-------
RIGHT
-------
COEF
-------
(KLF)
(KLF)
1
.6667
.0000
8Z14
.0000
-1.3000
-------
-.1107
-------
.1096
2
24.3333
.0000
8214
1.2291
-1.3000
-.1107
.1096
3
25.0000
2.4791
8Z16
1.2291
-1.3000
-.1107
.1096
4
25.0000
1.2291
8216
2.4791
-1.3000
-.1107
.1096
5
24.3333
1.2291
8Z14
.0000
-1.3000
-.1107
.1096
6
.6667
.0000
8Z14
.0000
-1.3000
-.1107
.1096
•
*** FLANGE BRACE INFORMATION ***
SPAN
NOLENGTH
OUTSIDE
INSIDE
SPAN
NO (FT.)
BRACES
BRACES
1@.6667
1@.6667
0667
24.333
25@1.0000
1@24.3333
3
25.000
25@1.0000
1@25.0000
4
25.000
25@1.0000
1@25.0000
5
24.333
25@1.0000
1@24.3333
6
.667
1@.6667
1@.6667
0
13
L 1. - - ..::.i - L V14
JOB NAME: 5128BUC
LOADING COMBINATION -- DL+LL
PAGE 2
14
-------------------------------------------------------------------------------
S !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.00!
6.08
3.83 !
.00
.00
.00!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
-------------------------------------------------------------------------------
-.02!
-.07!
6.08
3.83 !
.02
.00
.00!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-.02!
1.05!
6.08
3.83 !
.27
.00
.08!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
2!FM!
4.99!
.00!
6.08
3.83 !
.00
.82
.82!
189
!RL!
-5.06!
-1.48!
6.03
3.83 !
.39
.84
.85!
!RS!
-------------------------------------------------------------------------------
-6.96!
-1.62!
11.05
6.11 !
.26
.63
.47!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-6.96!
1.45!
11.05
6.11 !
.24
.63
.45!
!LL!
-3.71!
1.17!
4.65
2.28 !
.51
.80
.90!
3!FM!
2.57!
.00!
4.97
2.28 !
.00
.52
.52!
456
!RL!
-3.58!
-1.16!
4.97
2.28 !
.51
.72
.78!
!RS!
-5.08!
-1.29!
9.94
4.57 !
.28
.51
.34!
7 --------------------------------------------------------------------------
!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
#!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
'SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-5.08!
1.29!
9.94
4.57 !
28
.51
.34!
!LL!
-3.57!
1.16!
4.97
2.28 !
.51
.72
.78!
4!FM!
2.57!
.00!
4.97
2.28 !
.00
.52
.52!
456
!RL!
-3.72!
-1.17!
4.65
2.28 !
.51
.80
.90!
!RS!
-------------------------------------------------------------------------------
-6.96!
-1.45!
11.05
6.11 !
.24
.63
.45!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma.)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
-6.96!
1.62!
11.05
6.11 !
.26
.63
.47!
!LL!
-5.05!
1.48!
6.03
3.83 !
.39
.84
.85!
5!FM!
4.99!
.00!
6.08
3.83 !
.00
.82
.82!
189
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
-.02!
-1.05!
6.08
3.83 !
.27
.00
.08!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
-.02!
.07!
6.08
3.83 !
.02
.00
.00!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
6!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
" F ` eut<LiN UL61UN �11
JOB NAME: 5128BUC
LOADING COMBINATION -- DL+WL
PAGE 3
-------------------------------------------------------------------------------
S!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
. !
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.00!
.00!
8.10
5.10 !
.00
.00
.00!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.02!
.07!
8.10
5.10 !
.01
.00
.00!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.02!
-1.06!
8.10
5.10 !
.21
.00
.04!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
2!FM!
-5.04!
.00!
5.67
5.10 !
.00
.89
.00!
187
!RL!
5.10!
1.50!
8.10
5.10 !
.29
.63
.48!
!RS!
7.03!
1.63!
14.73
8.15 !
.27
.48
.30!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
7.03!
-1.46!
14.73
8.15 !
.24
.48
.28!
!LL!
3.75!
-1.19!
6.63
3.05 !
.39
.57
.47!
3!FM!
-2.59!
.00!
4.64
3.05 !
.00
.56
.00!
451
!RL!
3.61!
1.17!
6.63
3.05 !
38
.54
.44!
!RS!
5.13!
1.31!
13.25
6.09 !
.29
.39
.23!
-------------------------------------------------------------------------------
S�!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
#!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
5.13!
-1.31!
13.25
6.09 !
.29
.39
.23!
!LL!
3.61!
-1.17!
6.63
3.05 !
.38
.54
.44!
4!FM!
-2.59!
.00!
4.64
3.05 !
.00
.56
.00!
451
!RL!
3.75!
1.19!
6.63
3.05 !
.39
.57
.47!
!RS!
7.03!
1.46!
14.73
8.15 !
.24
.48
.28!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
7.03!
-1.63!
14.73
8.15 !
.27
.48
.30!
!LL!
5.10!
-1.50!
8.10
5.10 !
.29
.63
.48!
5!FM!
-5.04!
.00!
5.67
5.10 !
.00
.89
.00!
187
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.02!
1.06!
8.10
5.10 !
.21
.00
.04!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.02!
-.07!
8.10
5.10 !
.01
.00
.00!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
6!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
!RL!
..00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
15
V. JV.i/ 1'1 Y - V V/Vl.� '.�t3- V UV.�/ 1. 't,=*- V..V
MIDWEST METALLIC PAGE 1
*** EAVE STRUT DESIGN ***
JOB NUMBER : 5128BUC
( ANALYSIS ONLY )
•
*** GEOMETRIC DATA ***
BAY SPACING
(FEET)
:4@25.00
BAY SPACING
(FEET)
WIND
INSET LEFT
(FEET)
. .6670
EAVE EXTN LEFT
(FT.)
.0000
ROOF SLOPE
COEF
:1.000/12
EAVE STRUT
DEPTH (INCH)
: 8.00
TOP FLANGE BRACED AT 1.00 FEET
*** DESIGN CRITERIA ***
INSET RIGHT (FEET ) . .6670
EAVE EXTN RIGHT (FT.) .0000
HORIZONTAL SPACING (FT.) : 2.5000
DEAD LOAD (PSF) : 2.000 LIVE LOAD (PSF):20.000
WIND VELOCITY PRESSURE (q): 18.500 PSF SPECIAL WIND COEFF.:-1.300
MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.030
MAX. SHEAR OR BENDING UNITY CHECK :1.030
MAX. DEFLECTION LIMIT PER SPAN : L/100.
SP
LENGTH
SECTION
AREA
MOMENT
WIND
DL + WL
DL + LL
-
-FT-
-------
NAME
-------
IN.SQ.
-------
INERTIA
-------
COEF
(KLF)
(KLF)
1
.67
8ES12
1.883
19.14
-------
-1.3000
-------
-.0554
-------
.0548
2
24.33
8ES12
1.883
19.14
-1.3000
-.0554
.0548
3
25.00
8ES12
1.883
19.14
-1.3000
-.0554
.0548
4
25.00
8ES12
1.883
19.14
-1.3000
-.0554
.0548
5
24.33
8ES12
1.883
19.14
-1.3000
-.0554
.0548
6
.67
8ES12
1.883
19.14
-1.3000
-.0554
.0548
•
A
JOB NAME: 5128BUC PAGE 2
****
1
DEAD +
LIVE LOAD ****
-------------------------------------------------------------------------------
S !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
-119
RS!
-------------------------------------------------------------------------------
-.01!
.04!
11.37
19.15 !
.00
.00
.00!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-.01!
.67!
11.37
19.15 !
.03
.00
.03!
2!FM!
4.05!
.00!
11.36
19.15 !
.00
.36
.36!
-382
RS!
-------------------------------------------------------------------------------
.00!
-.67!
11.37
19.15 !
.03
.00
.03!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.69!
11.36
19.15 !
.04
.00
.04!
3!FM!
4.28!
.00!
11.36
19.15 !
00
.38
.38!
-351
RS!
-------------------------------------------------------------------------------
.00!
-.69!
11.36
19.15 !
.04
.00
.04!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.69!
11.36
19.15 !
.04
.00
.04!
4!FM!
4.28!
.00!
11.36
19.15 !
.00
.38
.38!
-351
RS!
.00!
-.69!
11.36
19.15 !
.04
.00
.04!
-------------------------------------------------------------------
O!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.67!
11.37
19.15 !
.03
00
.03!
5!FM!
4.05!
.00!
11.36
19.15 !
.00
.36
.36!
-382
RS!
-------------------------------------------------------------------------------
-.01!
-.67!
11.37
19.15 !
.03
.00
.03!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR BEND
COMB!
-L/-
!LS!
-.01!
-.04!
11.37
19.15 !
.00
.00
.00!
6!FM!
.00!
.00!
.00
.00 !
.00
.00
.00!
-119
RS!
.00!
.00!
.00
.00 !
.00
.00
.00!
0
JOB NAME: 5128BUC PAGE 3 1
**** DEAD + WIND LOAD ****
-------------------------------------------------------------------------------
SP -MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
!LS!
.00!
.00!
.00
.00
! .00
.00
.00!
1!FM!
.00!
.00!
.00
.00
! .00
.00
.00!
118
RS!
-------------------------------------------------------------------------------
.01!
-.04!
15.16
25.54
! .00
.00
.00!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
!LS!
.01!
-.67!
15.16
25.54
! .04
.00
.04.!
2!FM!
-4.09!
.00!
6.07
25.54
! .00
.67
.67!
378
RS!
----------------------------------------------=--------------------------------
.00!
.67!
15.16
25.54
! .04
.00
.04!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-.69!
15.15
25.54
! .04
.00
.04!
3!FM!
-4.32!
.00!
6.07
25.54
! .00
.71
.71!
348
RS!
-------------------------------------------------------------------------------
.00!
.69!
15.15
25.54
! .04
.00
.04!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.00!
-.69!
15.15
25.54
! .04
.00
.04!
4!FM!
-4.32!
.00!
6.07
25.54
! .00
.71
.71!
348
RS!
.00!
.69!
15.15
25.54
! .04
.00
.04!
--
---------------------------------------------------------------------
S !MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-.67!
15.16
25:54
! .04
.00
.04!
5!FM!
-4.09!
.00!
6.07
25.54
! .00
.67
.67!
378
RS!
.01!
.67!
15.16
25.54
! .04
.00
.04!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES
! UNITY
CHECKS
!
DEFL
! P
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)
! SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.01!
.04!
15.16
25.54
! .00
.00
.00!
6!FM!
.00!
.00!
.00
.00
! .00
.00
.00!
118
RS!
.00!
.00!
.00
.00
! .00
.00
.00!
0
ucoiyti ii1r.. - ya- v.v.,ir �.. yu- ...vu..r -1 9c- u.v yr �.. yc- �.vv.., __ y::.- ...-
MIDWEST METALLIC PAGE 1
*** GIRT DESIGN ***
*** FRONT SIDEWALL ***
JOB NUMBER : 5128BUC
_ ( FULL OPTIMIZATION )
L J
*** GEOMETRIC DATA ***
BAY SPACING (FEET) :4@25.00
INSET LEFT (FEET) .6667
ROOF SLOPE : 1.00/12
GIRT DEPTH (INCH) : 8.00
OUTSIDE FLANGE BRACED AT 1.00 FEET
*** DESIGN CRITERIA ***
INSET RIGHT (FEET)
MAX. TRIBUTARY SPACING (FT.)
GIRT CONDITION
WIND VELOCITY PRESSURE (q): -18.50 PSF
WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :-
MAX. COMBINED SHEAR AND BENDING UNITY CHECK 1.03
MAX. SHEAR OR BENDING UNITY CHECK 1.03
MAX. DEFLECTION LIMIT PER SPAN :L/ 90.
SPAN
BAY
MAX
PRESSURE
SUCTION
PRESSURE
SUCTION
N0.
SPACING
TRIB SPA
--------
COEF
COEF
(KLF)
(KLF)
----
-------
24.3333
6.6458
--------
.9000
-------
-.9000
--------
.1107
-------
-.1107
•1
2
25.0000
6.6458
.9000
-.9000
.1107
-.1107
3
25.0000
6.6458
.9000
-.9000
.1107
-.1107
4
24.3333
6.6458
.9000
-.9000
.1107
-.1107
***
LOADING
COMBINATION
***
1. WLP
2. WLS
*** CRITICAL ROW SUMMARY ***
SPAN
ANALYSIS
LAP
SIZE OF
LAP
#
LENGTH
LEFT
SECTION
RIGHT
----
1
--------
24.3333
------
.0000
-------
8Z14
------
1.2291
2
25.0000
1.2291
8Z16
1.2291
3
25.0000
1.2291
8Z16
1.2291
4
24.3333
1.2291
8214
.0000
0
.6667
6.6458
:BY -FRAME
.E
19
*** FLANGE BRACE INFORMATION
SPAN NOLENGTH OUTSIDE
SPAN NO (FT.) BRACES
24.333
25@1.0000
• 25.000
25@1.0000
3 25.000
25@1.0000
4 24.333
25@1.0000
•
***
INSIDE
BRACES
1@25.0000
1@25.0000
1@25.0000
1@25.0000
KV,
*** FRONT SIDEWALL
JOB NAME: 5128BUC
LOADING COMBINATION -- WLP
PAGE 2
------------------------------------------------------------------------
S !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va). !
SHEAR
BEND
COMB!.-L/-
!LS!
.00!
1.06!
8.10
5.10 !
.21
.00
.04!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
5.05!
.00!
8.10
5.10 !
.00
.62
.62!
186
!RL!
-5.10!
-1.50!
8.04
5.10 !
.29
.63
.49!
!RS!
-------------------------------------------------------------------------------
-7.04!
-1.64!
14.73
8.15 !
.27
.48
.30!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS_
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-7.04!
1.46!
14.73
8.15 !
.24
.48
.29!
!LL!
-5.32!
1.32!
6.19
3.05 !
.43
.86
.93!
2!FM!
2.59!
.00!
6.63
3.05 !
.00
.39
.39!
452
!RL!
-3.59!
-1.17!
6.63
3.05 !
.38
.54
.44!
!RS!
-------------------------------------------------------------------------------
-5.13!
-1.31!
13.25
6.09 !
.29
.39
.23!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-5.13!
1.31!
13.25
6.09 !
.29
.39
.23!
!LL!
-3.61!
1.17!
6.63
3.05 !
.38
.54
.44!
3!FM!
2.59!
.00!
6.63
3.05 !
.00
.39
.39!
452
!RL!
-5.31!
-1.32!
6.19
3.05 !
.43
.86
.92!
!RS!
-7.04!
-1.46!
14.73
8.15 !
.24
.48
.29!
*O!MOMENT!-SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
DEFL
! #!
-------------------------------------------------------------------------=-----
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
-7.04!
1.64!
14.73
8.15 !
.27
.48
.30!
!LL!
-5.11!
1.50!
8.04
5.10 !
.29
.64
_49!
4!FM!
5.05!
.00!
8.10
5.10 !
.00
.62
.62!
186
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
-1.06!
1.58
5.10 !
.21
.00
.04!
0
21
u-_.- UL�1UL, . .
*** FRONT SIDEWALL ***
JOB NAME: 5128BUC
LOADING COMBINATION -- WLS
PAGE 3
-
----------------------------------------------
-
-----
- ------
----------
---
S- !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS----
HECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-1.06!
8.10
5.10 !
.21
.00
.04!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
-5.05!
.00!
5.67
5.10 !
.00
.89
.00!
186
!RL!
5.10!
1.50!
8.10
5.10 !
.29
.63
.48!
!RS!
-------------------------------------------------------------------
7.04!
1.64!
14.73
8.15 !
.27
.48
.30!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
_------------
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
7.04!
-1.46!
14.73
8.15 !
.24
.48
.29!
!LL!
5.32!
-1:32!
6.63
3.05 !
.43
.80
.83!
2!FM!
-2.59!
.00!
4.64
3.05 !
.00
.56
.00!
452
!RL!
3.59!
1.17!
6.63
3.05 !
.38
.54
.44!
!RS!
-------------------------------------------------------------------------------
5.13!
1.31!
13.25
6.09 !
.29
.39
.23!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
5.13!
-1.31!
13.25
6.09 !
.29
.39
.23!
!LL!
3.61!
-1.17!
6.63
3.05 !
.38
.54
.44!
3!FM!
-2.59!
.00!
4.64
3.05 !
.00
.56
.00!
452
!RL!
5.31!
1.32!
6.63
3.05 !
.43
.80
.83!
!RS!
7.04!
1.46!
14.73
8:15 !
.24
.48
.29!
-------------------------------------------------------------------
S* !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va)..!
SHEAR
BEND
COMB!
-L/-
!LS!
7.04!
-1.64!
14.73
8.15 !
.27
.48
.30!
!LL!
5.11!
-1.50!
8.10
5.10 !
.29
.63
.48!
4!FM!
-5.05!
.00!
5.67
5.10 !
.00
.89
.00!
186
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
1.06!
8.10
5.10 !
.21
.00
.04!
22
MIDWEST METALLIC PAGE 1
*** GIRT DESIGN ***
*** LEFT ENDWALL *** 2 3
JOB NUMBER : 5128BUC
• ( OPTIMIZE SHORT ONLY )
***' GEOMETRIC DATA ***
BAY SPACING (FEET) : 15.000,20.000,15.000
INSET LEFT (FEET) .8438 INSET RIGHT (FEET)
ROOF SLOPE .00/12 MAX. TRIBUTARY SPACING (FT.)
GIRT DEPTH (INCH) : 8.00 GIRT CONDITION
OUTSIDE FLANGE BRACED AT 1.00 FEET
*** DESIGN CRITERIA ***
WIND VELOCITY PRESSURE (q): -18.50 PSF
WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :-
MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03
MAX. SHEAR OR BENDING UNITY CHECK : 1.03
MAX. DEFLECTION LIMIT PER SPAN :L/ 90.
SPAN
BAY
MAX
PRESSURE
SUCTION
PRESSURE
SUCTION
N0.
----
SPACING
-------
TRIB SPA
--------
COEF
--------
COEF
-------
(KLF)
(KLF)
LENGTH
14.1563
6.6458
.9000
-.9000
--------
.1107
-------
-.1107
•1
2
20.0000
6.6458
.9000
-.9000
.1107
-.1107
3
14.1563
6.6458
.9000
-.9000
.1107
-.1107
***
LOADING
COMBINATION
***
1. WLP
2. WLS
GIRTS ARE CONNECTED USING
SHORT CLIP.
***
CRITICAL ROW
SUMMARY
***
SPAN
ANALYSIS
LAP
SIZE OF
LAP
#
----
LENGTH
LEFT
SECTION
RIGHT
1
--------
13.6146
------
.0000
-------
8Z16
------
.0000
2
19.4583
.0000
8Z13
.0000
3
13.6146
.0000
8Z16
.0000
•
.8438
: 6.6458
:FLUSH
.m
*** FLANGE BRACE INFORMATION
SPAN NOLENGTH OUTSIDE
SPAN NO (FT.) BRACES
• 13.615 15@1.0000
19.458 20@1.0000
3 13.615 15@1.0000
•
•
***
INSIDE
BRACES
1@15.0000
1@20.0000
1@15.0000
24
*** LEFT ENDWALL ***
JOB NAME: 5128BUC
LOADING COMBINATION -- WLP
PAGE 2
-
---------------------------------------
S- !MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB,!
-L/-
!LS!
.00!
.75!
6.63
3.05 !
.25
.00
.06!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
2.56!
.00!
6.63
3.05 !
.00
.39
.39!
437
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
-.75!
6.63
3.05 !
.25
.00
.06!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
" !
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
1.08!
10.33
9.17 !
.12
.00
.01!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
2!FM!
5.24!
.00!
10.33
9.17 !
.00
.51
.51!
214
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
-1.08!
10.33
9.17 !
.12
.00
.01!
-------------------------------------------------------------------------------
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY
CHECKS
!
DEFL
! #!
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
-------------------------------------------------------------------------------
!LS!
.00!
.75!
6.63
3.05 !
.25
.00
.06!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
3!FM!
2.56!
.00!
6.63
3.05 !
.00
.39
.39!
437
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
-.75!
6.63
3.05 !
.25
.00
.06!
•
0
25)
*** LEFT ENDWALL ***
JOB NAME: 5128BUC
LOADING COMBINATION -- WLS
PAGE 3
-----------------------------------------------=--------------------
SO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY CHECKS----
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-.75!
6.63
3.05 !
.25
.00
.06!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
1!FM!
-2.56!
.00!
3.31
3.05 !
.00
.77
.00!
437'
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
-------------------------------------------------------------------------------
.00!
.75!
6.63
3.05 !
.25
.00
.06!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY CHECKS'
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-1.08!
10.33
9.17 !
.12
.00
.01!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
2!FM!
-5.24!
.00!
5.17
9.17 !
.00
1.01
.00!
214
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
-------------------------------------------------------------------------------
.00!
1.08!
10.33
9.17 !
.12
.00
.01!
SP!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES !
UNITY CHECKS
!
DEFL
! #!
-------------------------------------------------------------------------------
K -FT!
KIP !
MOMENT(Ma)
SHEAR(Va) !
SHEAR
BEND
COMB!
-L/-
!LS!
.00!
-.75!
6.63
3.05 !
.25
.00
.06!
!LL!
.00!
.00!
.00
.00 !
.00
.00
.00!
3!FM!
-2.561
.00!
3.31
3.05 !
.00
.77
.00!
437
!RL!
.00!
.00!
.00
.00 !
.00
.00
.00!
!RS!
.00!
.75!
6.63
3.05 !
.25
.00
.06!
•
0
MIDWFST METALLIC
... COLUMN DESIGN ...
... LEFT ENDWALL
JOB NUMBER : 5128BUC
( OPTIMIZATION )
GEOMETRIC DATA
BOACING (FEET) 15.000,20.000,15.000
BA PACING (FEET)
FS EAVE HEIGHT (FEET) 20.00 BS EAVE HEIGHT (FEET) 20.00
FS TO RIDGE (FEET) 25.000 FS ROOF SLOPE : 12 1.00
END FRAME (BF,MF) BF GIRT CONDITION FLUSH
PURLIN DEPTH (INCHES) 8.00 RAFTER DEPTH (INCHES) 8.000
ENDWALL BRACING TYPE C # BAYS : 1 LOCATION :B
... DESIGN CRITERIA
WIND VELOCITY PRESSURE (q): 18.50 PSF
BUILDING COND. (E,P,O): E COLUMN DEFLECTION LIMIT
L/ 90.
SPCL.EW COL.PRES.COEF.:
.900 SPCL.EW COL.SUCTION COEF.
-.900
SHEAR + BENDING LIMIT
: 1.03 SHEAR OR BENDING LIMIT
1.03
LOADING COMBINATIONS ...
1.DL+LL
2.DL+WLP
3.DL+WLS
'-' DESIGN RESULTS AND
WIND LOADING
COL SECTION ANAL.
TRIB. MIDSPAN PRESSURE SUCTION PRESSURE SUCTION
# SIZE LENGTH
----------- ------
SPACING HEIGHT COEF. COEF. (KL_)
--------------
(KLF)
1 8X3.5C14 19.392
-------- ------- --------
7.500 20.313 .900 -.900 .125
-------
-.125
2 8X7C13 20.560
17.500 21.354 .900 -.900 .291
-.291
3 8X7C13 20.560
17.500 21.354 .900 -.900 .291
-.291
4 8X3.5C14 19.392
7.500 20.313 .900 -.900 .125
-.125
•
jZt61(4T ACG
Cd c.
co(-, �(NE
4
27
LEFT ENDWi-.LL ---
JOB NAME: 5128BUC PAGE 2
... COLUMN NUMBER : 1 SIZE : BX3.5C14 -4, G1 (FEET) - 7.292
1 1 AXIAL BENDING I<----- ALLOWABLE FORCES----->1<---UNITY CHECK ---->1 COMB I MAX
LOADI I FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OUTER INNER I UNITY I DEF }`Z
COMBILOC I kips kip -ft I kips kip -ft kip-ftkips [AXIAL FLGE. FLGE. I CHECK. I L/ v
--------I---------------I------- ------ ----------- I ----- ----- ------i-------I----
I 1.69 .56 110.60 6.39 5.68 3.581 .16 .09 .10 1 .26 1 0
1 1 1.69 .21 1 9.09 6.39 5.80 3.581 .19 .03 .04 I .22 1
2 FM 1 -2.50 -6.70 1 50.77 8.52 7.58 4.771 -.05 .79 .88 1 .93 1-197
2 1 G1 1 -2.50 -5.82 1 50.77 8.52 7.73 4.771 -.05 .68 .75 1 .80 1
3 1 FM 1 -2.50 5.20 1 50.77 8.52 ' 7.58 4.771 -.05 .61 .69 1 .64 1 197
3 1 G1 1 -2.50 5.20 1 50.77 8.52 7.73 4.771 -.05 .61 .67 1 .62 1
..' COLUMN NUMBER : 2 SIZE : BX7C13 `.. G1 (FEET) = 7.292
1 1 AXIAL BENDING I<----- ALLOWABLE FORCES----->1<---UNITY CHECK ---->1 COMB I MAX
LOA.DI I FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OUTER INNER I UNITY I DEF
COMBILOC I kips kip -ft 1 kips kip -ft kip -ft kips IAXIr.L FLGE. FLGE. I CHECK I L/
---- I ---- I ------- -------- I ------- ------ ----------- I ----- ----- ------I-------I----
1 1 FM 1 5.50 1.83 1 33.76 16.17 16.17 31.011 .16 .11 .11 1 .28 1 0
1 I G1 1 5.50 .65 1 33.76 16.17 16.17 31.011 .16 .04 .04 1 .20 1
2 1 FM 1 -8.16 -18.12 1123.30 21.56 21.56 41.341 -.07 .84 .84 1 .91 1-171
2 1 G1 1 -8.16 -15.06 1123.30 21.56 21.56 41.341 -•07 .70 .70 1 .76 1
3 1 FM 1 -8.16 13.13 1123.30 21.56 21.56 41.341 -.07 .61 .61 1 .54 1 171
3 1 G1 1 -8.16 13.13 1123.30 21.56 21.56 41.341 -•07 .61 .61 1 .54 1
... COLUMN NUMBER : 3 SIZE : 8X7C13 " ` G1 (FEET) - 7.232
1 1 AXIAL BENDING I<----- ALLOWABLE FORCES----->1<---jNITY CHECK ---->1 COMB I MAX
LCA.DI I FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OUTER INNER I UNITY I DEF
COMBILCC I kips kip -ft I kips kip -ft kip -ft kips TAXI__ FLGE. FLGE. I CHECK I L/
-
---I---- I ------- -------- I ------- ------ ----------- I ----- ----- ------I-------I----
1 I F2'! 1 5.50 1.83 1 33.76 16.17 16.17 31.011 .16 .11 .11 1 .28 1 0
1 1 GI 1 5.50 .65 1 33.76 16.17 16.17 31.011 .16 .04 .04 1 .20 1
2 1 FM 1 -8.16 -18.12 1123.30 21.56 21.56 41.341 -.07 .84 .84 1 .91 1-171
2 I G1 I -8.16 -15.06 1123.3021.56 21.50" 41.341 -.07 .70 .70 1 .76 1
3 1 FM 1 -8.16 13.13 1123.30 21.56 21.56 41.341 -•07 .61 .61 1 .54 1 171
3 1 G1 1 -8.16 13.13 1123:30 21.56 21.5'0 41.341 -. 7 .61 .61 1 .54 1
•
0
JOB NAME: 5128BUC PAGE 3
COLUMN NUMBER : 4 SIZE 8X3.5C14 " ' G1 (FEET) 7.292
I 1 AXIAL BENDING I<----- ALLOWABLE FORCES ----- >(< --- UNITY CHECK ---->1 COMB I MAX
LOADI I FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OUTER INNER I UNITY I DEF
COMBILOC I kips kip -ft 1 kipskip-ft kip -ft kips 1AXIAL FLGE. FLGE. I CHECK I L/ 9
---- I ---- I ------- -------- I ------- ------ ----------- I ----- ----- ------I-------I----
10FM I 1.69 .56 1 10.60 6.39 5.68 3.581 .16 .09 .10 1 .26 1 0
G1 I 1.69 .21 1 9.09 6.39 5.80 3.581 .19 .03 .04 1 .22 1
FM 1 -2.50 -6.70 1 50.77 8.52 7.58 4.771 -.05 .79 .88 1 .93 1-197
2 1 G1 1 -2.50 -5.82 1 50.77 8.52 7.73 4.771 -.05 .68 .75 1 .80 1
3 1 FM 1 -2.50 5.20 1 50.77 8.52 7.58 4.771 -.05 .61 .69 1 .64 1 197
3 1 G1 1 -2.50 5.20 1 50.77 8.52 7.73 4.771 -.05 .61 .67 1 .62 1
•
•
MIDWEST METALLIC PAGE 1
*** ENDWALL DESIGN ***
*** LEFT ENDWALL ***
*** ENDWALL RAFTER ***
• JOB NUMBER : 5128BUC
( FULL OPTIMIZATION )
*** GEOMETRIC DATA ***
ENDWALL COLUMN SPACING: 15.000,20.000,15.000
ENDWALL COLUMN SPACING:
ENDBAY (FEET) :25.0000 PURLIN EXTN. (FEET) .0000
FRONT SIDE CANOPY (FT): .0000 BACK SIDE CANOPY (FT) .0000
FRONT SIDE ROOF SLOPE 1.00/12 BACK SIDE ROOF SLOPE 1.00/12
PURLIN SPACING (FEET) 5.017
*** DESIGN CRITERIA ***
DEAD LOAD (PSF) 3.000 LIVE LOAD (PSF) 20.000
WIND VELOCITY PRESS(q): 18.500 PSF BUILDING CONDITION (E,P,O): E
SPCL. GCp @ ENDBAY/2 . -2.000 SPCL. GCp @ OVERHANG . -2.000
SHEAR OR BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT : L/160.
*** LOADING COMBINATION ***
1. DL+LL
2. DL+WL
*** LOADING ***
ANALYSIS
SPAN LENGTH ENDBAY/2
------ -------- --------
OH 1.0035 12.5000
1 14.0485 12.5000
2 20.0693 12.5000
3 14.0485 12.5000
OH 1.0035 12.5000
*** DESIGN RESULTS ***
MEM SIZE LENGTH
--- ------- --------
1 8X3.5C12 24.0832
2 8X3.5C12 24.0832
GCp
PURLIN
GCpX
DL+WL
DL+LL
COEF.
-------
EXTN.
------
COEF.
-------
(KLF)
-------
(KLF)
-2.0000
.0000
-2.0000
-.4251
-------
.2865
-2.0000
.0000
-2.0000
-.4251
.2865
-2.0000
.0000
-2.0000
-.4251
.2865
-2.0000
.0000
-2.0000
-.4251
.2865
-2.0000
.0000
-2.0000
-.4251
.2865
30
*** LEFT ENDWALL ***
JOB NAME: 5128BUC
LOADING COMBINATION -- DL+LL
PAGE 2
------------------------------------------------------------------------
M
PN!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES!
UNITY
RATIO !
DEFL
#
! #
! !
K -FT!
KIP !
MOMENT
SHEAR !
SHEAR
BEND !
-L/-
------------------------------------------------------------------------------
1
! 1
!**!
-.14!
1.40!
10.16!
17.75!
.08!
.01!
! 1
!FM!
3.26!
.00!
10.16!
17.75!
.00!
.32!
1370
! 1
!RS!
-8.78!
-2.63!
10.16!
17.75!
.15!
.86!
! 2
!LS!
-8.78!
2.87!
10.16!
17.75!
.16!
.86!
! 2
!**!
-5.64!
.00!
10.16!
17.75!
.00!
.56!
------------------------------------------------------------------------------
MEM!SPN!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES!
UNITY
RATIO !
DEFL
#
! #
! !
K -FT!
KIP !
MOMENT
SHEAR !
SHEAR
BEND !
-L/-
------------------------------------------------------------------------------
2
! 2
!**!
5.64!
.00!
10.16!
17.75!
.00!
56!
423
! 2
!RS!
-8.78!
-2.87!
10.16!
17.75!
.16!
.86!
! 3
!LS!
-8.78!
2.63!
10.16!
17.75!
15!
.86!
! 3
!FM!
3.26!
.00!
10.16!
17.75!
.00!
.32!
1370
! 3
!**!
.14!
-1.40!
10.16!
17.75!
.08!
.01!
0
0
31
*** LEFT ENDWALL ***
JOB NAME: 5128BUC
LOADING COMBINATION -- DL+WL
PAGE 3
32
-------------------------------------------------------------------------
ME
N!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES!
UNITY
RATIO !
DEFL
# !
#
! !
K -FT!
KIP !
MOMENT
SHEAR !
SHEAR
BEND !
-L/-
------------------------------------------------------------------------------
1 !
1
!**!
.21!
-2.07!
13.55!
23.67!
.12!
.02!
!
1
!FM!
-4.84!
.00!
11.30!
23.67!
.00!
.43!
930
!
1
!RS!
13.03!
3.90!
13.55!
23.67!
.22!
.96!
!
2
!LS!
13.03!
-4.27!
13.55!
23.67!
.24!
.96!
!
2
!**!
8.37!
.00!
13.55!
23.67!
.00!
.62!
-------------------------------------------------------------------------------
MEM!SPN!LO!MOMENT!
SHEAR!
ALLOWABLE
FORCES!
UNITY
RATIO !
DEFL
# !
#
! !
K -FT!
KIP !
MOMENT
SHEAR !
SHEAR
BEND !
-L/-
------------------------------------------------------------------------------
2
! 2
!**!
-8.37!
.00!
13.55!
23.67!
.00!
.62!
270
! 2
!RS!
13.03!
4.27!
13.55!
23.67!
.24!
.96!
! 3
!LS!
13.03!
-3.90!
13.55!
23.67!
.22!
.96!
! 3
!FM!
-4.84!
.00!
11.30!
23.67!
.00!
.43!
930
! 3
!**!
-.21!
2.07!
13.55!
23.67!
.12!
.02!
0
a?ACING DES=„<
JOB NUMBER : 5128BUC
(FULL OPTIMIZATION)
` GEOMETRIC DATA - ” 3 3
BAY CING (FEET)
: 4@25.00
BRWTIER SPACES (FT)
15.00,20.00,15.00
FR AVE HEIGHT (FEET):
20.0000
BACK EAVE HEIGHT (FEET)
20.0000
FRONT SIDE ROOF SLOPE
: 1.0000/12
FRONT
SIDE TO RIDGE
25.0000
... BRACING DATA
RF BRACING TYPE
CABLE
N BAYS
1 LOCATION 2
FS BRACING TYPE
CABLE
H BAYS
1 LOCATION 2
BS BRACING TYPE
CABLE
k BAYS
1 LOCATION 2
LE BRACING TYPE
CABLE
# BAYS
1 LOCATION B
RE BRACING TYPE
CABLE
9 BAYS
: 1 LOCATION B
DESIGN CRITERIA ...
WIND VELOCITY PRESS (q)
: 18.5000 PSF
EDGE
STRIP WIDTH (FEET)
20.000
INTERIOR COEFFICIENT,GCpR: 1.3000
EDGE
STRIP COEFFICIENT,C{pX
1.3000
MAXIMUM UNITY CHECK RATIO:
1.0345
MA -Z.
HORIZONTAL DEFLECTION
.0000
LOADING COMBINATIONS
1. WIND LOAD
C-7
JOB NUt-IBER --- ROOF iRACiNG _AGE
(FRONT TO BACK SIDE)
... BRACING RESULTS ...
-------------------------------------------------------------------------------
ITIER I TIER I 'C' B R A C I N G- S I Z E/ T E N S I O N I
I NO. SPACING I BAY N2 1 BAY NO 1 BAY 90 1 BAY #0 1 BAY 00 1
--- ----------------------------------------------------------------------
1 15.0000 1 5/16" DIA I
HF -os 1 5.24 I
-------------------------------------------------------------------------------
1 2 1 20.0000 1 1/4" DIA I
I I 1 .00 1
-------------------------------------------------------------------------------
1 3 1 15.0000 1 5/16" DIA I
I(BS) 1 1 5.24 1
-------------------------------------------------------------------------------
----7--------------------------------------------------------------------------
I COL I P I S T R U T S- T Y P E / F O R C E I
I k I FORCE I BAY N2 1 BAY #0 1 BAY k0 1 BAY 00 1 BAY 00 1
-------------------------------------------------------------------------------
I FS 1 1.8319 1 CL - 23 1
IEAVE 1 1 6.33 1
-------------------------------------------------------------------------------
1 2 1 4.4937 1 CL - 1 1
1 1 1 4.49 1
-------------------------------------------------------------------------------
1 3 1 4.4937 1 CL - 1 1
1 1 1 4.49 1
-------------------------------------------------------------------------------
I BS 1 1.8319 1 CL - 23 1
IEAVE 1 1 6.33 1
-------------------------------------------------------------------------------
•
0
34
- 6RACING
JOB NUMBER : 5128BUC ... WALL BRACING ••' PAGE 3
- FRONTSIDE ...
-------------------------------------------------------------------------------
I I TIER I 'C` B R A C I N G- S I Z E/ T E N S I O N I
IWALL I SPACING I BAY 42 1 BAY #0 1 BAY 90 1 BAY 00 1 BAY #0 I
-------------------------------------------------------------------------------
F� 20.0000 13/8" DIA
1---------------� 85 I
----- --------------------------------------------------------
- BACKSIDE ...
-------------------------------------------------------------------------------
I I TIER I 'C' B R A C I N G- S I Z E/ T E N S I O N I
(WALL I SPACING I BAY 42 1 BAY #0 1 BAY #0 1 BAY #0 1 BAY #0 1
-------------------------------------------------------------------------------
I BS I 20.0000 1 3/8" DIA I
I I 1 7.85 1
-------------------------------------------------------------------------------
- LEFT ENDWA.LL -
-------------------------------------------------------------------------------
I I TIER I 'C' B R A C I N G- S I Z E/ T E N S I O N I
IWALL I SPACING I BAY #2 1 BAY 40 1 BAY #0 1 BAY #0 1 BAY #0 1
-------------------------------------------------------------------------------
I LE 1 18.3599 1 1/4" DIA I
I 1 1 4.08 1
-------------------------------------------------------------------------------
" ' RIGHT ENDWALL " '
-------------------------------------------------------------------------------
I' I TIER I 'C' B R A. C I N G- S I Z E/ T E N S I O N I
IWALL I SPACING I BAY 02 1 BAY 00 1 BAY #0 1 BAY #0 1 BAY #0 1
---------------------------------------------------- --------------------------
I RE 1 18.3559 1 1/4" DIA I
I 1 1 4.08 1
-------------------------------------------------------------------------------
•
•
35
rJN+ G L36
„ 1 L=am► E �Y�NL'S HC Ct71s' 1,
s ���•JA_°RY
CN of c x�.7 ,FLOP.i�,�
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out ��� ;._r;•;Ts t•r„o�_ tea ANS _
�:! :• f. .'Com -
CZ LsN2 Z* t4C hY==• /u t_
^ •ta CO() cr�3 oto " rag u t r �A
Cat, No EvS Sig, 0
—per ASl, E'= A. BOLT
=r7C' =` a x'475— Size t'.j;�. .'-.�SEli-
250 Bre, , Z
FV;C 312 BA 1/2"
S/I6 6,650
114C 3 75 3A - Sib"
3/8" 11, 2C.0
FwC 437 BA 5/8'1 -
7/1611 15, 400
EWA 500 BA ?/4
1/2" 20,£00
7/8,
25, ono
1estS c.ara co:,dllcte' 'S'
ng cs,C eyebol n3 the F10—Lec d
�,
is as set f t Grips,
°r
°sz*bI • ' h In the 3 C strand - -
s e table �e Frovi rn Ie`s ov with
per ASI -21.-A4 d_ 8 at t 1C0 of L X11 tested
7S• t�'e strand rated
CO `Y.i v {�"jG�breaksn3 I0ad
0. 26713 Certyiied
•x � .. pITiSBU�G - •
STATE OFP.
•.� = /)/ •f•' �S�Ir�G L�.,p,��
E.
TC 6uaraj tee, that
all
accordance 'ith t;ie af,,•.Icress brace assera3ltes fabri
�_•e tab ated to -
�tni-., c will
c
3sse -bly t,rcak . ra�et or exceed
in i.L_` G5e s?Ecifi2d
S str`nsth.
Section Name I
s '
NOTES:
Section properties and ailovrables are computed In accordance with the
1986 edition of the AISI specifications With 1989 addendum.
• IX and lyare for deflection determination
• SB and Sy are for bending
• FY=57.0KSI
• Fu = 70.01<SI
DIMENSIONAL PROPERTIES
Gage Thick Weight area ALLOWA13LES AXIS X -X - • . - • .
In Ib /If int j�P M' �. jx AXISY-Y
16 '0.059 2.996 0.622 f l - k ki s ins Ing Rx ly Sr.
_ 0.773 ��_ min Ing � Rr
4.744
15 0.065 3.080 -- - 2.332 7.791 1.668 ��- in In
0.906 0,788 3.018 0.675 0.335
14 5.415 3.124 8.566 0.906
0.010 3.317 0.976 1.904 3.075
0.800 5.827 0.143 0.375 0.906
13 0.085 4.028 3.907 9.210 2.049 ----
1.185 0.836 ---- 3.072 0.800
7.683 0.408 0.906
12 0.105 7.023 11.126
4.976 1.463 0,885 9,705 2.701 3.065 0.970 0.511
16 0.059 12.661 13.649 0.905
3.197 0.940 0.773 3.412 3.054 1.196
5,863 �_ 0.649 0.904
15 0.065 3.522 -- 1.842 13.256 2.061
1.036 0.788 3.755 0.719 0.336
14 6.830 2.466 �- -�- 0:875
0.070 3.793 14.582 2.401
1.116 0.800 7.608 3.752 0.792 0.376 0.814
13 0.085 q 3.083 15.685 2.675
1.355 0.836 3.750 0.853
12 10.489 5.538 �- ---- �_ 0.410 0.814
0.105 5.690 18.973 3.688
1.673 0,885 13.263 0.513
3.742 1.035
16 0.059 0.874
�_ 10.483 23.316 -�_
15 0.065 3'598 1,()558_ 0,773 6.997 1.522 20.60 4- 3.733 1.277
1.217 0.654 0.814
3.964 1.166 0.788 2.460 4.412 0.754
.337
14 0.070 4.269. 1.256 8.119 2.037 22.670 2.855 4.410 0 0.844
0.800 9.014 0.830 0.377 0.844
24,391
3 0.085 5.184 1.525 0.836. 2.546 24.391 3.169 4.407 0.894
13,385 0.411
12 0,105 4.571 29.529 -- 0.844
6.404 1.883 4, 706 4.401 GJ
0.885 17.222 �-- 1.085 .0.515 0.844
8.646 36.329 6.055 -�
4.392 -1.340
__ 1 0.657 n aei
LJXH
8x2.5C16
in
8x2.5
8x 2.5C15
8x2.5
8x2.5C14
8x2.5
8x2.5C13
8x2.5
8x2.5C12
8x2.5
10x2.5C16
10x2.5
10x2.5 CIS
10x2.5
10x2.5C14
10x2.5
10x2.5C13
10x2.5
10x2.5C12
10x2.5
12 x 2.5 C16
12x2.5
f2x2.5C15
12x2.5
2x2.5C14
12x2.5
2x2.5C13
12x2.5
?x2.5C12
12x2.5
s '
NOTES:
Section properties and ailovrables are computed In accordance with the
1986 edition of the AISI specifications With 1989 addendum.
• IX and lyare for deflection determination
• SB and Sy are for bending
• FY=57.0KSI
• Fu = 70.01<SI
DIMENSIONAL PROPERTIES
Gage Thick Weight area ALLOWA13LES AXIS X -X - • . - • .
In Ib /If int j�P M' �. jx AXISY-Y
16 '0.059 2.996 0.622 f l - k ki s ins Ing Rx ly Sr.
_ 0.773 ��_ min Ing � Rr
4.744
15 0.065 3.080 -- - 2.332 7.791 1.668 ��- in In
0.906 0,788 3.018 0.675 0.335
14 5.415 3.124 8.566 0.906
0.010 3.317 0.976 1.904 3.075
0.800 5.827 0.143 0.375 0.906
13 0.085 4.028 3.907 9.210 2.049 ----
1.185 0.836 ---- 3.072 0.800
7.683 0.408 0.906
12 0.105 7.023 11.126
4.976 1.463 0,885 9,705 2.701 3.065 0.970 0.511
16 0.059 12.661 13.649 0.905
3.197 0.940 0.773 3.412 3.054 1.196
5,863 �_ 0.649 0.904
15 0.065 3.522 -- 1.842 13.256 2.061
1.036 0.788 3.755 0.719 0.336
14 6.830 2.466 �- -�- 0:875
0.070 3.793 14.582 2.401
1.116 0.800 7.608 3.752 0.792 0.376 0.814
13 0.085 q 3.083 15.685 2.675
1.355 0.836 3.750 0.853
12 10.489 5.538 �- ---- �_ 0.410 0.814
0.105 5.690 18.973 3.688
1.673 0,885 13.263 0.513
3.742 1.035
16 0.059 0.874
�_ 10.483 23.316 -�_
15 0.065 3'598 1,()558_ 0,773 6.997 1.522 20.60 4- 3.733 1.277
1.217 0.654 0.814
3.964 1.166 0.788 2.460 4.412 0.754
.337
14 0.070 4.269. 1.256 8.119 2.037 22.670 2.855 4.410 0 0.844
0.800 9.014 0.830 0.377 0.844
24,391
3 0.085 5.184 1.525 0.836. 2.546 24.391 3.169 4.407 0.894
13,385 0.411
12 0,105 4.571 29.529 -- 0.844
6.404 1.883 4, 706 4.401 GJ
0.885 17.222 �-- 1.085 .0.515 0.844
8.646 36.329 6.055 -�
4.392 -1.340
__ 1 0.657 n aei
/Islon Date: August 12. 1998
Y
NOTES.
Section properties and allowables are computed in
1986 edition of the AISI specifications with 1989
accordance with the
o
.
addendum.
x
x
• I% and lyare for deflection determination
R=.1875
• S, and Sy are for bending
IFy=57.0
KSI
Y
Fu = 70.0 KSI
Sectlon Name
DIMENSIONAL PROPERTIES
•
D x B
Gage
g
Thick
Weight
Area
Lip
ALLOWABLES
M'
AXIS X -X
AXIS Y•Y
14 x 2.5 C16
n
14 x 2.5
in ..
Ib / If
int
in It - k
�'
ki s
iw S.,
ins R" Ir
in
S„ R,
14 x 2.5 C15
14 x 2.5
16
0.059
4.000
1'176
0'773
8.144
1.296
in in'
30.063 2.863 5.055 0.761
in3 in
15
0.065
4.406
1.296
0.788
9.427
1.735.
0.337 0.815
14x2.5C14
14x2.5
14
0.070
4.745
33.089 3.314 5.053 0.86 1
0.378 0.815
14x2.5C13
14x2.5
13
1.396
0.800
10.444
2.1G9
35.608 3.672 5.051 0.927
0.412
14 x 2.5 C12
14 x 2.5
0.085
5.762
1.695
0.836
15.347
3.891
43.134 5.396 5.045 1,126
0.815
12
0.105
7.118
2.093
0.885
21.580
7.357
0.516 0.815
53.110 7.587 5.037 1.390
0.659 0.815
/Islon Date: August 12. 1998
• • •
Y
NOTES:
E;R
Section properties and allowablesare c1986 edition of the AISI specifications withh1989 addendum.uted in with the
x - x• Ix and lyare for deflection determination
,�e�s S, and Sy are for bending
I Fy=57.0 KSI
Y Fu = 70.0 I<SI
Section Name DIMENSIONAL PROPERTIES
D x B ALLOWA13LES AXIS X -X
in Gage Thick Weight Area Li AXIS Y -Y
in It I If in2 P M, V, Ix S
8x3.5Ci6 ff-k Rx Ir Sy, R
8 x 3.5 18 in ki s in4 in'y
0.059 3.197 0.940 0.773 in ins ins in
8 x 3.5 C15 4.870 2.332 9.652 1.712 3.204
8 x 3.5 15 0.065 3.522 1.523 0.548 1.273
1.036 0.787 5.714 3.124 10.612 2.009 3.201 1.678 0.614 1.273
8 x 3.5 C14 8 x 3.5 14 0,070 3.793 --
1.116 0.800 6.402 3.907 11.411 2.251 3.198 1.808 0.670 1.273
8x3.5C13 8x3.5 13 0.085 --
4.606 1,355 0.836 8.092 7.023 13.789-
2.845 3.190 2.196 0.841 1.213
8x3.5C12 8x3.5 12 0.105 5.690
1.673 0.885 � 10,164 12.661 16.921 - 3.574
10x3.5C16 10x3.5 16 3.180 2.712 1.074 1.273
0.059 3.598 1.058 0.713 6,071
10 x 3.5 C15 10 x 3.5 1'842 16.171 2.134 3.909 1.633 0.550
15 • 0.065 3.964 1.166 0.787 1.242
10 x 3.5 C14 7.102 2.466 17.790 2.497 3
10 x 3.5 14 0.070 4.269 906 1.800 0.611 1.243
1.256 0.800
10 x 3.5 C13 10 x 3.5 8.033 3.083 19.136 2.824• 3.904
13 0.085 1.939 0.673 1,243
5.184 1.525 0.836 11.022 5.538
10 x 3.5 C12 10 x 3.5 23.151 3.875 3.897 2.356 0.845
12 0.105 6.404 1.883 0.885 1.243
12 x 3.5 C16 13.827 10.483 28.456 4.861 3.887 2.912 ` 1::082 .. 1.243
12 x 3.5 16 0.059 4,000
1.176 0.773 7.279 1.522 24.808
'2 x 3.5 C15 12 x 3.5 15 0.065 _ _ 2.559 4.592 1.121 0.552 1.210
4.406 1.296 0.787 8.494 2
2 x 3.5 C14 12 x 3.5 14 0.070 2.986 4.590 1.897 0.618 1.210
4.745 1.396 0.800 9.586 2,546 2 3.370 4.588
2 x 3.5 C13 12 x 3.5 13 0.085 2.044 0.675 1.210
5.162 1.695 0.836 13.294 4.571 35.563
2 x 3.5 C12 12 x 3.5 12 0.105 4.674 4.581 2.484 0.849 1.211
1.118 2.093 0.885 11.900
8.646 43.758
1Qgq 6.293 4.572
., nor.,• nnrnar 1'f
3.071 1.088 1.211
LD
Y
NOTES:
' Section properties -and allowables are computed in accordance with the
J1986 edition of the AISI specifications wilh 1989 addendum.
FxF x Ix and lyare for deflection determination
R=.1875 S, and Syare for bending
• Fy=57.OKSI
Fu = 70.0 KSI
Y '
Section Name
D x B
to
14 x 3.5
14 x 3.5
14 x 3.5
14 x 3.5
14 x 3.5
DIMENSIONAL
Gage
g
16
15.
14
13
12
PROPERTIES
Thick
n
0.059 •
0.065
0.070
0.085
0.105
Weight
lb/If
4.401
4.848
5.221
6.340
7.832
Area
int
1.294
1.426
1.536
1.865
2.303
Lip
in
0.773
0.787
0.800
0.836
0.885
ALLOWABLES
M,
it - k
8.489
9.893
11.148
15.370
21.533
V
ki s
1.296
1.735
2.169
3.891
7.357 1
Ix
in'
35.797
39.399
42.400
51.364
63.246
AXIS X•X
Sxe
in3
2.985
3.478
3.920
5.404
7.571
iinx
5.259
5.257
5.255
5.248
5.240
in'
1.793
1.976
2.130
2.589
3.202
AXIS Y -Y
ins
0.552
0.619
0.676
0.851
1.091
Rr
1.177
1.177
1.178
1.178
1.179
14 x 3.5 CM
14 x 3.5 C15
14 x 3.5 C14
14 x 3.5 C13
14 x 3.5 C12
Ion Date: August 12, 1998
File: c:lengrform\section proneriles of r,er.s4 rine.
►J.
0
Section Name
'
Lip
in
-��
Dx8
I.
in +
n
8x3.5C16
(2)8x3.5
8x3.5C15
(2)8x3.5
8x3.5C14
(2)8x3.5
8x3.5C13
(2)8x3.5
8x3.5C12
(2)8x3.5
:Inn n»ler Aurnisl 12, 199n
•
NOTES.
Section properties and allowables are computed in accordance with the
1986 edition of the AISI specifications with 1989 addendum.
• 1, and lyare for deflection determination
• Sb and are
are for bending
• Fy = 57.0 KSI
do Fu = 70.0 KSI
DIMENSIONAL PROPERTIES
Gage Thick Weight
in Ib /It
Area
in2
Lip
in
-��
ALLOWABLES
Ma Va
fl -k k kis
_ ( ) (p)
I.
in +
AXIS X
Sxa
in
Rx
in
I r
in4
AXIS Y•Y
Sra
in3
R,
in
16
0.059
6.394
1.881
0.773
9.739
4.665
19.303
3.424
3.204
5.133
0.963
1.652
15
0.065
7.044
2.072
0.787
11.728
6.248
21.225
4.018
3.201
5.674
1.078
1.655
14
0.070
7.586
2.231
0.1300
12.803
7.814
22.822
4.501
3.198
6.130
1.178
1.657
13
0.085
9.212
2.709
0.836
.16.183
14.046
27.578
5.690
3.190
7.506
1.502
1.664
12
0.105
11.3794
3.347
0.885
20.329
25.320
33.843
1.147
3.180
9.374
1.971
1.674
Y
e+ NOTES;
n
Section properties and allowables are computed in accordance with the
,T 1986 edition of the AISI specifications with 1989 addendum.
r'
.T • It and lyare for deflection determination
' x --
• SB and Sy are for bending
,2
• Fy=57.OKSI
e2 0 Fu = 70.0 KSI
5ecllon Name
13ENERAL DATA
DIMENSIONAL PROPERTIES
ALLOWABLES
SECTIONPROPERTIES
AXIS X -X AXIS Y -Y
D x B1 x B2
On)
Gage
Thick
In
Weight
Ib / If
Area
Int
Lip
in
M,
ft - k
V,
kis
Ix S.e R.
in' in' in
Ir
in'
Sre
in'
Rr
in
8ES16
8 x 3.375 x 5
16
0.059 •
3.598
1.058
1.088
5.377
2.350
10.936 1.890 3.215 2.902
0.717
1.656
8ES14
8 x 3.375 x 5
14
0.070
4.269
1.256
1.114
7.109
3.937
12.924 2.499 3.208 3.440 0.876
1.655
8ES12
8 x 3.375 x 5
12
0.105
6.404
1.883
1.200
11.379
12.754
19.143 4.001 3.188 5.142 1.408
1.653
10ES 16
10 x 3.375 x 5
16
0.059
4.000
1.176
1.088
6.803
1.853
18.319 2.392 3.946 3.117 0.719 1.628
10ES14
10 x 3.375 x 5
14
0.070
4.745
1.396
1.114
8.991
3.102
21.670 3.161 3.941 3.697 0.880 1.628
10ES12
10 x 3.375 x 5
12
0.105
7.118
2.093
1.200
15.523
10.546
32.195 5.458 3.922 5.537 1.422 1.626
12ES16
12 x 3.375 x 5
16
0.059
4.401
1.294
1.088
8.233
1.529
28.050 2.895 4.655 3.294 0.721 1.595
12ES14
12 x 3.375 x 5
14
0.070
5.221
1.536
1.114
10.852
2.559
33.201 3.815 ' 4.650 3.907 0.883 1.595
12ES12
12 x 3.375 x 5
12
0.105
7.832
2.303
1.200
20.305
8.689
49.422 7.067 4.632 5.855 1.430 1.594
14ES16
14 x 3.375 x 5
16
0.059
4.802
1.412
1.088
9.666
1.302
40.364 3.398 5.346 3.441 0322 1.561
14ES14
14 x 3.375 x 5
14
0.070
5.697
1.676
1.114
12.719
2.178
47.793 4.472 5.341 4.082 0.886 1.561
' 14ES12
14 z 3.375 x 5
12
0.105
8.546
2.513
1.200
23.887
7.388
71.250 8.398 5.324 6.120 1.436 1.560
slon Date; August 12, 1998 Flle: c: lengrformisectlon propertles of eave struls.doc
a-. .01 -Ah
Y
9r
\
IRIXGeys
se
�12
Y
'
NOTES:
Section properties and allowables are computed in accordance wilh the
1986 edition of theAISI specifications with 1989 addendum.
1, and lyare for deflection determination
• Se and Sy are for bending
• Fy = 57.0 I<SI
0 Fu = 70.0 KSI
Section Name
GENERALO,
DIMENSIONAL PROPERTIES
ALLOWABLES
SECTIONPROPERTIES
AXIS X -X
AXIS Y -Y
D x B1 x B2
to
Gage
Thick
in
Weight
Ib / If
Area
int
Lip
in
M,
ft - k
V,
kis
IM
in'
S„
ins
Rx
in
ly
in'
Sy,
in'
Ry
in
8 x 2Z16
8 x 2.125 x 2.375
16
0.059
2.796
0.822
0.911
4.970
2.332
7.759
1.747
3.072
1.081
0.338
1.146
8 x 2Z15
8 x 2.125 x 2.375
15
0.065
3.080
0.906
0.922
5.599
3.124
8.534
1.969
3.069
1.194
0.388
1.148
8 x 2Z14
8 x.2.125 x 2.375
14
0.070
3.317
0.976
0.930
6.078
3.907
9.177
2.137
3.067
1.289
0.429
1.150
8 x 2Z13
8 x 2.125 x 2.375
13
0.085
4.028
1.185
0.956
7.749
7.023
11.095
2.724
3.060
1.577
0.544
1.154
8 x 2Z12
8 x'2.125 x 2.375
12
0.105
4.976
1.463
0.990
9.519
12.661
13.624
3.347
3.051
1.967
0.678
1.160
10 x 2Z16
10 x 2.125 x 2.375
16
0.059
3.197
0.940
0.911
6.154
1.842
13.215
2.164
3.749
1.081
0.338
1.072
10 x 2Z15
10 x 2.125 x 2.375
15
0.065
3.522
1.036
.0.922
7.214
2.466
14.541
2.536
3.747
1.195
0.388
1.074
10 x 2Z14
10 x 2.125 i2.375
14
0.070
3.793
1.116
0.930
8.130
3.083
15.642
2.858 •
3.745
1.290
0.428
1.075
10 x 2213
10 x 2.125 x 2.375
13
0.085
4.606
1.355
0.956
10.600
5.538
18.933
3.727
3.738
1.578
0.544
1.079
10 x 2Z12
10 x 2.125 x 2.375
12
0.105
5.690
1.673
0.990
13.043
10.483
23.285
4.586
3.730
1.968 °
0.676
1.085
[::7j
rlslon Date: Auoust 12,1 998 File: c: len0rformisectlon properties of zeel.doc
{' NOTES:
Section properties and allowables are computed in accordance with the
1986 edition of the AISI specifications with 1989 addendum.
x x
• Ix and ly are for deflection determination
r
• Sa and Sy are for bending
so• Fy = 57.0 KSI
�e� •
`--- Fu = 70.0 KSI
Y
ecllon Name
DIMENSIONAL PROPERTIES
ALLOWABLES
AXIS X•X
PROPORTIES
AXIS Y -Y
10 x 3216
D x 81 x B2
in
10 x 3.125 x 3,375
Gage
16
Thick
(in)
0.059
Weight
lb/If
3.598
Area
ink_
1.058
Lip M,
(inL fl - k _
.:0.911 6.348
Va
(kips)_
1.842
Ix
in'
16.131
Sxa
in3
2.232
RR
in
3.904
ly
ins
2.582
Sye
in'
0.488
Ry
in
1.562
10 x 3Z15
10 x 3.125 x 3.375
15
0.065
3.946
1.166
0.922
7.361
2.466
17.749
2.588
3.902
2.852
0.532
1.564
10 x 3Z14
10 x 3.125 x 3.375
14
0.070
4.269
1.256
0.930
8.269
3.083
19.094
2.907
3.900
3.077
0.570
1.566
10 x 3Z13
10 x 3.125 x 3.375
13
0.085
5.184
1.525
0.956
11.185
5.538
23.112
3.933
3.893
3.759
0.698
1.570
10 x 3Z12
10 x 3.125 x 3.375
12
0.105
6.404
1.883
0.990
14.029
10.483
28.427
4.932
3.885
4.681
0.956
1.577
12 x 3Z16
12 x 3.125 x 3.375
16
0.059
4.000
1.176
0.911
7.608
1.522
24.759
2.675
4.588
2.583
0.490
1.482
12 x 3Z15
12 x 3.125 x3.375
15
0.065
4.406
1.296
0.922
8.806
2.037
27.250
3.096
4.586
2.852
0.534
1.484
12 x 3Z14
12 x 3.125 x 3.375
14
0.070
4.745
1.396
1.695
0.930
0.956
9.869
13.462
2.546
4.571
29.321
35.515
3.470
4.733
4.584
4.578
3.078
3.760
0.573
0.701
1.485
1.490
12 x 3Z13
12 x 3.125 x 3.375
13
0.085
5.762
12 x 3Z12
12 x 3.125 x 3.375
12
0.105
7.118
2.093
0.990
18.129
8.646.
43.722
6.374
4,570
4.682
0.959
1.495
14 x 3Z16
.14 x 3.125 x 3.375
16
0.059•
4.401
1.294
0.911
8.873
1.296
35.739
3.120
5.255
2.583
0.490
1.413
14 x 3Z15
14 x 3.125 x 3.375
15
0.065
4.848
1.426
1.536
0.922
0.930
10.256
11.479
1.735
2.169
39.342
42.339
3.606
4.036
5.253
5.251
2.853
3.078
0.535
0.575
1.414
1.416
14 x 3Z14
14 x 3.125 x 3.375F12
0.070
5.221.
14 x 3Z13
14'x 3.125 x 3.3750.085
6.340
1.865
2.303
0.956
0.990
15.572
22.092
3.891
7.357
51.307
63,204
7.240
7.767
5.246
5.238
3.760
4.682 1
0.704
0.961
1.420
1.426
14 x 3212
14 x 3.125 x 3.3150.105
7.832
•
12' NET COVERAGE
NOTES:
2 5/16' 7 318' 2 511
The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications wills
1989 addendum.
13/16' 7/8"
5/8'
0 I. is for deflection determination
• S. is for bending
N
6 M, Is allowable bending moment
M
The panel weight has been deducted from the allowable loads
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
12" "WR" Panel -
Allowable load values shown are based on panel covering 3 equal'continuous spans. Multiply allowable stress
—
values shown by 0.8 for 2 span contfifions
• Load (able values do not include web crippling requirements
PROPERTIESPANEL
Design Thickness
Weight Fy
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
GA. (n)
(pso (ksi)
SK
M,
IK S M.
In' / fl
In'/ fl
in -kip/ It
In' / ft ins / ft in-kip/R
24 0.0223
1.34
.50.0
0.3276
0.1471
4.40
0.2010 0.1090 3.26
22 0.0286
1.72
50.0
0.4225
0.1907
5.71
0.2772 0.1459 4.37
ALLOWABLE•-
• D. IN POUNDS
PER.SQUARE FOOT
24 GAUGE
22 GAUGE
Span in Feel
Live Load Stress
Llve Load Deflection
Live Load Stress Live Load Deflection
4.0
158
681
211 901
5.0
100
348
134 461
6.0
69
202
93 267
7.0
51
127
68 168
Inn r),1— At -n 1 111 lnnn
I -lie: c:1ennrform\secllon propettles of panels - 12•wr.doc
1A' IJFT! nvr:phrr
NOTES:
slon Dale: August 12,1998
File: c: lengrformisecllon properties of panels - 18-wr.rloc
HE
The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with
25116, 13318, 2 5116'
1989 addendum.
.13116' 718'
9 I. Is for deflection determination
518' / 4 3116' 5' 43116'
0 S■ is for bending .
1•a
Ma Is allowable bending moment
a The panel weight has been deducted from the allowable loads `
t 151g•0
Values shown for wind load deflection are limiled by a maximum deflection ratio of U120
• Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
1 B" "WR" Panel
values shown by 0.8 for 2 span conditions
• Load table values do not include web crippling requirements
PANEL .•
Design Thickness
Weight
Fy
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
GA.
(n)
(pso
(ksi)
Ix
SX
Ma
I,
Sx Ma
In' / fl
Ing / ft
In-kip/R
Ino / ft
in3 /ft in -kip / ft
24 0.0223
1.22
50.0
0.2599
0.1057
3.17
0.1349
0.0749 2.18
22 0.0286
1.56
50.0
0.3354
0.1379
4.13
0.1867
0.0976 2.92
ALLOWABLE
UNIFORM LOADS IN POUNDS PER SQUARE FOOT
24 GAUGE
22 GAUGE
Span in Feet
Live Load Stress
Live Load Deflection
Live Load Stress
Live Load Deflection
4.0
105
508
141
672
5.0
67
260
90
344
6.0
46
151
62
199
7.0
33
95
45
125
slon Dale: August 12,1998
File: c: lengrformisecllon properties of panels - 18-wr.rloc
HE
fid• MPT rMlrparF
NOTES:
2 5116'
19318,
2 5116'
The panel section properties have been calculated In accordance with the 1986 edition of the AISI specifications with
1989 addendum.
•13116'118'
518'6
Ix Is for deflection determination
3116'
7' 6� 3116'_
I
0 % Is fol bending
r,
a Ma is allowable bending moment
loads
--
• The panel weight has been deducted from the allowable
ZZ,
I 11518'
Values shown for wind load deflection are limited by a maximum deflection ratio of V120
24" "WR"
Panel
0Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span conditions
• Load [able values do not include web crippling requirements
PROPERTIESPANEL
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
Design Thickness
GA.
Weight
Fy
ix SK Ma
Ix
Sx
Ma
(i n)
(pso
(ksi)
In' /'fl in' / It in -kip / It
In' / It
in' / It
in -kip / 0
24 0.0223
1.16
50.0
0,2129 0.0814 2.44
0.1014
0.0547
1.64
22 0.0286
1.49
50.0
0.2749 0.1075 3.22
0.1406
0.0733
2.20
ALLOWABLE•-
24 GAUGE
• D. IN POUNDS
PER .w REFOOT
22 GAUGE
Span In Feel
Live Load Stress
Live Load Deflection
Live Load Stress
Live Load Deflection
4.0
79
405
105
535:
5.0
50
207
67
274
6.0
34
120
46
159
7.0
25
76
33
100
Ginn nnip., Aiinimt 15). 1194R
File: c:\engrform\secllon properlies of panels - 24=wr.doc
i
36' NET COVERAGE
12' 12" 12"
1 2 5/16' 6" 6"
t `•' i i I
"A" Panel
NOTES:
The panel section properties have been calculated in accordance With the 1986 edition of the AISI specifications with
1989 addendum,
• Ix is for deflection determination
• S. Is for bending
• Ma is allowable bending moment
• The wind load stress values have been increased by 33 1/3%
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
• Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span conditions
• This panel is to be used as wall panel only
GA.
Design Thickness
(in)
Weight
(psq
Fy
7(ksi)11—
PROPERTIESPANEL
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
Ix
Ing / it
S.
ins / it
Ma
in -kip / fl
Ix
Ing / II
Sx M,
ins / ft in -kip / ft
26
0.0181
0.91
80.0
0.0187
0.0275
0.99
0,0248
0.0365
1.31
24
0.0223
1.13
50.0
0.0273
0.0377
1.13
0.0319
0.0477
1.43
Span In Feel
ALLOWABLE
26 GAUGE
UNIF•• • POUNDS-PER.SQUARE
FOOT''
24 GAUGE
Wind Load Pressure
Wind Load Suction Wind Load Deflection Wind Load Pressure Wind Load Suction
Wind Load Deflection
4.0
85
64
84
93
73
114
5.0
54
41
43
59
47
59
6.0
38
29
25
41
33
34
7,0
28
21
16
30
24
21
8.0
21
16
10
23
18
14
oo
on Dale: Aunust 12. 1998
NnTFS-
rr
tr tr —
The panel section properties have been calculated In accordance wills the 1986 edition of the AISI specifications with
1989 addendum.
Ix is for deflection determination
3-Sx
is for bending
'DEEP
• M. Is allowable bending moment
SCREW GROOVE
The wind load stress values have been increasedby 33 1l3%
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
"AM" Panel•
Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span conditions
• This panel Is to be used as wall panel only
PROPERTIESPANEL
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
Design
GA.
Thickness Weight
Fy
Ix Sx M.
Ix
Sx
M.
(in)
(Pso
(ksi)
Ino / it In' / it in -kip / it
In' I fl
in' / it
in -kip I ft
26 0.0181
0.91
80.0
0.0451 0.0522 1.87
0.0388
0.0365
1.31
24 0.0223
1.12
50.0
0.0555 0.0643 1.92
0.0536
0.0536
1.60
ALLOWABLE
UNIFORM LOAD$ IN POUNDS
PER SQUARE FOOT
26 GAUGE
24 GAUGE
Span in Feel
Wind Load Pressure
Wind Load Suction
Wind Load Deflection
Wind Load Pressure
Wind Load Suction Wind Load Deflection
4.0
85
114
162
104
125 210
5.0
54
73
83
67
80 108
- - 6.0
38
51
48
46
56 62
7.0
28
37
30
34
41 39
8.0
21
28
20
26
31 26
vision Date: August 12, `1998 File: c:lengrform\secllon propedies of panels - am.doc
• •
36' NET COVERAGE NOTES:
12' 12' 12'
L1_' 3/4' 4' 4' The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with
�t
r-1989 addendum.
I
• IX is for deflection determination
3112' . 1318' S. Is for bending
• Ma Is allowable bending moment
• The panel weight has been deducled from the allowable loads
"PBR" Panel aThe wind load stress values have been increased by 33 1/3%
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
• Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span conditions
• Load table values do not Include web crippling requirements
Ul
evislon Date: June 16, 1998 File: c: lengrformisection properties of panels - pbr.doc
GA.
Design Thickness
(in)
Weight
(psf)
Fy
(ksi)
PROPERTIESPANEL
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
I.
Ino / ft
Sx
in' / ft
Ma
in -kip / R
Ix Sx
Ino / ft in3 / ft
Ms
in -kip / R
26
0.0181
0.92
80.0.
0.0425
0.0379
1.36
0.0414
0.0502
1.80
24
0.0223
1.14
50.0
0.0596
0.0571
1.71
0.0573
0.0644
1.93
Span In Feet
ALLOWABLE
26 GAUGE
UNIFORM LOADS IN POUNPS
PER SQUARE FOOT:
24 GAUGE
Wind Load Uplift
Live Load Stress
Live Load Deflection
Wind Load Uplift
Live Load Stress
Live Load Deflection
4.0
89
87
108
112
93
151
5.0
57
55
55
72
59
77
6.0
40
38
32
50
41
45
7.0
30
28
20
37
30
28
8.0
23
21
14
29
22
19
Ul
evislon Date: June 16, 1998 File: c: lengrformisection properties of panels - pbr.doc
a
Revision Dale: August 12, 1998
File: c:lengrformisection properties of panels - r.doc:,;I
W
36' NET COVERAGE
1W
NOTES:
1r
12'1r
1' 3/4• 4•
{-1989
4•
The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with
addendum.
TI �:L
ra
I. is for deflection determination
31rt
1318'
0 S. is for bending
• M. is allowable bending moment
• The panel weight has been deducted from the allowable loads
"R" Panel
0The wind load stress values have been increased by 33 1/3%
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
• Allowable load values shown are based on panel covering 3 equal continuous spans. Mulliply allowable stress
values shown by 0.8 for 2 span conditions
• Load table values do not Include web crippling requirements
PROPERTIESPANEL
GA.
Design Thickness Weight
(in) (psf)
Fy
(ksi)
PANEL TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy)
Ix Sx Ma I. S. M,
Ino / ft in' / ft in -kip / R Ino / ft ins / R in -kip / R
26
0.0181
0.92
80.0
0.0425
0.0379
1.36
0.0414
0.0502
1.80
24
0.0223
1.14
50.0
0.0596
0.0571
1.71
0.0573
0.0644 1.93
ALLOWABLE
UNIFORM LOADS IN POUNDS
PER SQUARE FOOT'
Span In Feet
26 GAUGE
24 GAUGE
Wind Load Uplift
Live Load Stress
Live Load Deflection
Wind Load Uplift
Live Load Stress
Live Load Deflection
4.0
89
87
108
112
93
151
5.0
57 .
55.
55
72
59
77
6.0
40
38
32
50
41
45
7.0
30
28
20
37
30
28
8.0
23
21
14
29
22
19
Revision Dale: August 12, 1998
File: c:lengrformisection properties of panels - r.doc:,;I
W
•
nnn
16' NET COVERAGE
NOTES:
Y4r
41 4• 4•
4•
The panel section properties have been calculated In accordance with the 1986 edition of the AISI specifications with
1989 addendum.
• Ix Is for deflection determination
• Sx is for bending
• Ma is allowable bending moment
• The panel weight has been deducted from the allowable loads
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
"SS216" Panel
0 Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span cordilions
• Load (able values do not Include web crippling requirements
PANEL -PROPERTIES
Design Thickness Weight
Fy
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
GA.
(n) (psi)
(ksl)
I: SX
Ma
Ix
Sx
Ma
Ino / fl in3 / R
In -kip/ ft_
Ino / ft
in3 / fl
in ki / fl
24
0.0223 1.29
50.0
0.1332 0.0739
2.21
0.0637
0.0504
1.75
22
.0.0286 1.66
50.0
0.1712 0.1023
3.06
0.0905
0.0796
2.38
ALLOWABLE•
-M LOADS IN POUNDS PER SQUARE FOOT
24 GAUGE
22 GAUGE
Span In Feet
Live Load Stress
Live Load Deflection Live Load Stress Live Load Deflection
4.0
84
254
114 337.
5.0
53
130
73 173
6.0
37
75
50 100
7.0
27
47
36 63
nnn
36' NET COVERAGE
6' 6' 6' 6' 6' 6'
21 3112'
"U" Panel
NOTES:
The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with
1989 addendum.
• Ix Is for deflection determination
• S. is for bending
• M. is allowable bending moment
• The panel weight has been deducted from the allowable loads
• The wind load stress values have been increased by 33 1/3%
• Values shown for wind load deflection are limited by a maximum deflection ratio of U120
• Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress
values shown by 0.8 for 2 span conditions
• Load table values do not include web crippling requirements
3evIslon Date: August 12, 1998 File: c:lengrformisectlon properties of panels - u.doc .l
J
ZZ
GA.
Design Thickness
(in)
Weight'
(pso
Fy
(ksi)
PANELPROPERTIES
PANEL TOP IN COMPRESSION (Fy)
PANEL BOTTOM IN COMPRESSION (Fy)
Iz
In' / ft
Sx
in' / ft
M.
in -kip / ft
Ix
In' / It
Sx
in3 / R
Ma
in -kip / R
26
0.0181
0.92
80.0
0.0260
0.0429
1.54
0.0177
0.0366
1.32
24
0.0223
1.13
50.0
0.0344
0.0584
1.75
0.0242
0.0523
1.56
ALLOWABLE•
26 GAUGE
-M LOADS IN POUNDS
PER SQUARE FOOT
24 GAUGE
Span in Feet
Wind Load Uplift
Live Load Stress
Live Load Deflection
Wind Load Uplift
Live Load Stress
Live Load Deflection
4.0
101
63
56
115
75
75
5.0
65
40
29
74
48
39
6.0
45
28
17
52
33
22
7.0
34
20
10
38
24
14
8.0
26
15
7
30
18
9
3evIslon Date: August 12, 1998 File: c:lengrformisectlon properties of panels - u.doc .l
J
ZZ