20040085
o
o
"6 7 '3
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Permit No
B LD-04-0085- YL
Issue Date 07/07/2004
(Work must be started within 180 days)
Receipt No
32204
Applicant:
Name. D- Squared
Phone
458-5101
Address. 10139 Old Hwy 99
City' Olympia
State. WA Zip 98597
Property Information
Site Address. 10430 Creek St.
Assessor Parcel No 99002024342
Subdivision N/A
Lot: N/A
Contractor Information
Name B & H Builders
Contact: Hunt, David
Phone. 458-3277
Contractor License No BHBUII*093C6
City' Yelm
Expires. 07/01/05182
State. WA Zip
Address. POBox 1959
Business License
Project Information
Project: Mountain Lumber Storage
Description of Work: 7500 sf Storage Building
Sq Ft. per floor' (1st) 7500
(2nd) 0
(3rd) 0
Garage 0
Basement 0
Heat Type (Electric, Gas, Other): OTHER
Fees.
Item Item Fee Base Amt Unit Fee Unit Rate No Units Unit Desc
--------------------------- -------------
Building Permit - Other 729.25 000 000 o 0000 o 0000 $1,000
Building Plan Review 47401 000 000 o 0000 o 0000
State Building Fee 450 450 000 o 0000 o 0000
TOTAL FEES $1,207 76
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictio f record. If applying as a contractor I futher certify that I am currently
registered in the State of a hin~on _ ^
~~nat~~~_ ~ Date? -7'-oY
Firm
OFFICIAL USE ONLY
# Sets of Prints'
Final Inspection
By
o
Applicant:
Name D- Squared
o
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Address. 10139 Old Hwy 99
City' Olympia
Project Information
Project: Mountain Lumber Storage
Description of Work: 7500 sf Storage Building
Permit Fees Schedule
Phone
Permit No BLD-04-0085-YL
State' WA Zip 98501
458-5101
Assessor Parcel No. 99002024342
Site Address 10430 Creek St.
Fees
Item
Building Permit - Other
Building Plan Review
Acct Code
Item Fee Base Amt
Unit Fee
000
000
Unit Rate
o 0000
o 0000
No Units Unit Oesc
o 0000 $1,000
o 0000
032
001-322-10-00
729.25
000
47401
000
100
001-345-83-00
TOTAL FEES
$1,203.26
RECEIVED
J.,"-"WJ.'II ~I =:f.}II :'~ll'l ~("ei :ce
~***FOUR DOLLARS & 50 CENTS
RECEIVED FROM
B&H BUILDERS IND
PO BOX 1959
YELl-I, viA 98597
SITe 10430 CREEK ST
PERMIT # 04-0085-YL
REC#32204
DATE REC NO
07/02/04 32235
RECEIPT No 32235
AMOUNT
4 50 CHECK
MISCELLANEOUS RECEIPT
DIANA
't1\
~
~
\
~
REF NO
, ~"l0=)
o
o
o
Applicant:
Name: D- Squared
City of Yelm
Community Development Department
Building Division
Phone: (360) 458-8407
Fax: (360) 458-3144
Address 10139 Old Hwy 99
Project Information.
Project: Mountain Lumber Storage
City' Olympia
Description of Work: 7500 sf Storage Building
Site Address 10430 Creek St.
FElEls.
Item
Building Permit - Other
Building Plan Review
CUdiO' Fee
Acct Code
032
001-322-10-00
1.0.0
001-345-83-00
160
001-386-00-00
Item Fee Base Amt
729.25
47401
o
Permit Fees Schedule
Permit No BLD-04-0085-YL
Phone
458-5101
State W A Zip 98501
Assessor Parcel No. 99002024342
Unit Fee
No Units Unit Desc
0.00
000
Unit Rate
000
$1,000
o 0000
0.00
o 0000
~-50--4:50--0-0-0-o-:-omjO
TOTAL FEES
$1,207 76
?~o
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_~",_".---,-"----~,=-,~~~,-,_.~~~-~~i.
RECEIPT No 32204
RECEIVE.)',.. ONE THOUSAND TW'\ HUNDRED THREE DOLLARS & 26, CENTS
RECEIVED FROM
B & H BUILDERS IND
POBOX 1959
'iELl'1. \H\ 98597
SITE 10430 CREEK ST
DATE REC NO
07/01/04 32204
AMOUNT
1,203 26 CHECK
nEF NO
1i()02
~-
~--------'--_.,-'-' .- - - ," - --,- - .-- - -,--~~---- ---- - - - - - - - - -- .-'--
BLD 04.-008S--'fL
BLD pERMIT 129 25. BLD PLN REV 474.01 - AMOUNT OWING 4 50 BTATI BLD COOl
MISCELLANEOUS RECEIPT
GRETCHEN
o
~ $'/.5"0
8r!. {!4 ik
()And It- OLf~OOgs- YL
7 ~ 0 Splll W-v
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CITY OF YELM
COMMERCIAL BUILDING PERMIT APPLICATION FORM
Project Address: IDJj~3u ~ St- SS Parcel #. q g DOa...o:J..LJ..34-)...
Zoning; C -- ~ Current Use Lu (Ylbtr"'Sh>rC(~ Proposed Use' L.umJx/.)!t>ro.<jf-
'rf, New Construction U Re-Modell Re-Roof I Tenant Improvement U Sign
U Plumbing U Mechanical U Fire PrevenUSuppress/Alarm U Other
Project Description/Scope of Work: l.L.lmber Slo ra<f-
5 au
Project Value - 5 ) (';00-
Building Area (sq. ft) Parking Garage 1st Floor75cD 2nd Floor 3rd Floor_
f
Building Height d. 0
Are there any environmentally sensitive areas located on the parcel? ,tJ 0
completed environmental checklist must accompany permit application.
If yes, a
~U1LDING-bwNEI3fTEN~t~~rNA-MS' - ~u.a r..t
ADDRESS J 0 ~ 39 D 7 c) fF~ij: 99 .
CITY I . (l-V STATE W ZIP Q90o/ TELEPHONE (BlPO)4'36-5JD/
PLUMBING CONTRACTOR
ADDRESS
CITY STATE
CONTRACTOR'S LICENSE # ,
TELEPHONE
ZIP
FAX
EXP DATE CITY LICENSE #
~ECHANICAL CONtRACTOR
ADDRESS
CITY STATE
CONTRACTOR'S LICENSE #
TELEPHONE
ZIP
FAX
EXP DATE CITY LICENSE #
Copy of City Mitigation documentation (TFC).
I hereby certify that the above Information is correct and that the construction on, and the occupancy and the use
of the above described property will be In accordance with the laws, rules and regulations of the State of
D:srG
Applicant's Signature Date
Owner I Contractor I Owner's Agent I Contractor's Agent I Tenant (Please circle one.)
All permits are non-transferable and will expire if work authorized by such permit is not
begun within 180 days of issuance, or if work is suspended or abandoned for a period of
180 days
R:ICommunity DevelopmentlForms & ProcedureslBuilding Permits\CommBldgPermitApp.doc
Page 2 of 4
Mountam Lumber Plan ReVIew
;
Roof Drams may flow on pavement. Storm water must remam on sIte and be
dIrected to retentIOn ponds Ponds must be mamtamed.
2 FIre lane to be relocated to serVIce new bUIldmg and fire hydrants per code
A.r,)p...~~.... o~....{~""..~~
· . ., . V
=,~.~~
B & H Builders, Inc.
P O. Box 1959
Yelm, WA 98597
Office (360) 458-3277
Fax (360) 458-6673
Mountain Lumber and Hardware
Lumber Storage Project
Address of Building
10430 Creek St. Se
Owner of Building and Phone Number. D-Squared (360) 458-5101
Architect and Phone Number
C Christian Fynboe PE (253) 537-8128
Contractor and Phone Number. B & H Builders, Inc. (360) 458-3277
Building Use
Lumber Storage
Legal Description. MCKENNA IRR TR L 2 B 34KA Lot 4 SS-8026 25/304
Zone
C-2
Code
Seismic - Zone 3
Wind ~ 80 mph
Snow - Exposure B 25 lbs per sq ft
Live Load - 20 lbs per sq. ft.
Occupancy Group Category 4
Construction type Metal
Building Area. 7500 sq. ft
c.
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D. AT~. / JOB NO ,
3~/~Cr, D4- (' O~ Y(
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12202 PACIFIC AVE. S . TACOMA, WA 98444. (253) 537-8128. FAX 531-1285
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Cert~ficate of Design
THIS CERTIFICATE IS TO CONFIRM THAT ALL COMPONENTS OF THE STEEL
BUILDING SYSTEM DESCRIBED BELOW, TO BE SUPPLIED BY HCI STEEL
BUILDING SYSTEMS, INC. LOCATED IN ARLINGTON, WA HAVE BEEN OR WILL BE
DESIGNED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, LOADS AND
DESIGN CRITERIA AS SPECIFIED IN THE ORDER DOCUMENTS, AND ARE
DESIGNED AND PRODUCED IN AN AISC APPROVED FACILITY BY AN AISC
CERTIFIED MANUFACTURER.
1. DESCRIPTION:
HCI Job No 2501
Project Name Lumber Storage
Customer's Name/Address Osburn Steel Bmldmgs, Inc
AISC "Manual of Steel Construction". 9th edition.
vV e,
216 Puyallup Ave, Tacoma, Washmgton 98421 ~ ~ ~ ~
30'.0" x 250'.0" x 17'-6" - 1 0 12 Slope ()~ I) ~V~
Yelm, Washmgton _ -<'\ \. ~ /' Y
(JI' uS,r< ~ ~\
~\ \ 0 "0 / \ D \
~~ ~
Bmldmg Type / SIze
SIte LocatIOn.
2. DESIGN STANDARDS:
AISI "Cold Formed Steel Design Manual" 1996 edition.
A WS Dl 1 "Structural Welding Code-Steel" 2002 edItIOn.
A WS D 1.3 "Structural Welding Code-Sheet Steel" 1998 edition.
MBMA "Low Rise Building Systems Manuaf' 2002 edItIOn.
ASTM "Standards in Building Codes" 2000 edition.
3. LOADS:
Applicable Building Code(s): 1997 UBC; Occupancy Category: 4
(a) Dead Load- Actual Matenal WeIght
(b) Collateral Load- '0 l' PSF
(c) Roof Snow Load- '25' PSF, Roof LIve Load- '20' PSF
l EXPIRES ~ I ~/c4
(d) Wind Load- Wind Speed '80' MPH @ Exposure 'B', PartIally Enclosed
(e) SeIsmIC Load- SeIsmIC Zone '3' Ca = 036
4. CERTIFICATION BY ENGINEER.
I, Michael R. LapIerre, not a subcontract engmeer for HCI Steel Bmldmg Systems, Inc
and a lIcensed Engmeer m the State of Washmgton - certIfy that I have revIewed the
deSIgn crIterIa for the Steel Bmldmg System deSCrIbed above and to the best of my
knowledge all components have been or wIll be deSIgned to meet the applIcable cntena
as speCIfied In the "ORDE~ DOC~NTS."
SIgnature ~th ~J..u.,<" , Date ~/:::> /04--
,
~'1k' , <'_~.....~,.~~~~~ ~~ ~
MAIN BUILDING CALCULATIONS
PROJECT
JOB NO'
CUSTOMER.
LOCATION
DATE.
LUMBER STORAGE
2501
OSBURN STEEL BUILDINGS, INC
YELM, W A
3/5/2004
/
Page 1 Of 115
tiel Job No I 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS, I NC Checked By ML
Table Of Contents
TABLE OF CONTENTS
APPLICABLE_DESIGN_CODES OUT
MATERIAL_SPECIFICATIONS OUT
DESIGN SUMMARY
ROOF & SIDEWALL BRACING DESIGN
BACK SIDEWALL (LINE A)
LEFT ENDWALL (LINE 1)
RIGHT ENDWALL (LINE 11)
RIGID FRAME DESIGN (LINE 2 - 10)
,p..,C>D \\\tlNP\L- Cf:>..LCU Lp..\\o~S
1 - 1
2 - 2
3 - 3
4 - 15
16 - 56
57 - 68
69 - 84
85 - 100
101 - 115
\4
! EXPIRES '::) I &, 104-
Page
2
Of 115
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
modify
He
Date 3/9/2004
LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
Design Specifications
The Building described in these calculations was designed according
to the following design specifications
1 Hot rolled sections and built up components have been designed in
accordance with
1989 Specification for Structural Steel Buildings - Allowable Stress
Design
AISC "American Institute of Steel Construction"
1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001
2 Cold formed components have been designed in accordance with
Specification for the Design of Cold-Formed Steel Structural Members
AISI "American Iron and Steel Institute" 1996 Edition
1000 16th Street, NW, Washinghton, DC 20036
3 Welding has been applied in accordance with
AWS D1 1 96 "American Welding Society" Structural Welding Code - Steel
Manual, 1996 Edition
550 N W Lejeune Road, POBox 351040, Miami,Fl 33135
Page
3
Of 115
HCI STEEL BUILDING
SYSTEMS.INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Hea
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
MATERIAL SPECIFICATIONS
The following is the list of the material standards and specifications for
which the building components have been designed
Sl Materials Specifications Grade
No
1 Built-Up Members
* Hot Rolled Bar ASTM A529-01 Grade 55 Fy 55 Ksi Minimum
* Structural Steel Sheet ASTM A570-98 Grade 55 Fy 55 ksi Minimum
* Structural Steel Plate ASTM A572-01 Grade 50 Fy 50 ksi Minimum
2 Hot-Rolled Members
* Beams ASTM A 992-00 Fy 50 ksi Minimum
* Tubes ASTM A500-99 Grade B Fy 46 ksi Minimum
* Pipes ASTM A53-00 GR B,Type E Fy 35 ksi Minimum
* Channels ASTM A36-00a Fy 36 ksi Minimum
3 Cold-Formed Secondary Members
* Galvanized
ASTM A653-00 SS Grade 55M Fy = 55 ksi Minimum
Class 1 G-40
* Primed
ASTM A570-98 Grade 55
Fy
55 ksi Minimum
4 Sheeting Panels
* Roof & Walls
ASTM A653-00 SS Grade 50
Fy = 50 ksi Minimum
Class 1 or 2 G-90
5 X-Bracing Members
* Rods
ASTM A36-01
Fy
36 Ksi Minimum
6
High Strength Bolts
ASTM A325-00
TYPE 1, PLAIN
7
Machine Bolts
ASTM A307-97
GRADE A, PLAIN
Page
4 Of 115
H = Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS, INC Checked By ML
HCI STEEL PRODUCTS
18520 67 AVE NE
ARLINGTON, WA 98223
STRUCTURAL DESIGN CALCULATIONS
FOR
OSBURN STEEL BUILDINGS, INC
216 PUYALLUP AVE
TACOMA, WA 98421
LUMBER STORAGE
10430 CREEK ST
YELM, WA 98597
2501
BUILDING DATA
Width (ft) 30 0
Length (ft) 250 0
Eave Height (ft) 17 5/ 20 0
Roof Slope (risel12 1 00
Dead Load (psf 2 5
Live Load (psf 20 0
Collat Load (psf 1 0
Snow Load (psf ) 25 0
Wind Speed (mph ) 80 0
Wind Code UBC 97
Closed/Open P
Exposure B
Importance - Wind 1 00
Page
5 Of 115
He; Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS,INC Checked By ML
Importance - Seismic
Seismic Zone
1 00
3
Seismic Coeff (Ca)
o 36
Designer
NAGY MEKHAIL
3/05/04
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
FRONT SIDEWALL
WIND PRESSURE/SUCTION
Wind Wind Wind
Press Suct Long
9 7 -14 0
12 9 -17 2
9 7 -14 0
14 0 -14 0
Girt/Header
Panel
Jamb
Parapet
BACK SIDEWALL
WIND PRESSURE/SUCTION
Wind Wind Wind
Press Suct Long
9 7 -14 0
12 9 -17 2
9 7 -14 0
14 0 -14 0
Girt/Header
Panel
Jamb
Parapet
LEFT ENDWALL
==
HCI STEEL BUILDING
SYSTEMS, INC
Job No 2501
modify
Page
Date 3/9/2004
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
6 Of 115
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
BASIC LOADS
Dead Live Snow Collateral Basic Wind_Load
Load Load Load Load Wind Ratio
2 5 20 0 25 0 1 0 10 8 1 00
WIND PRESSURE/SUCTION
Wind Wind
Press Suct
9 7 -14 0
9 7 -14 0
9 7 -14 0
12 9 -17 2
14 0 -14 0
Column
Girt/Header
Jamb
Panel
Parapet
WIND COEFFICIENTS
Surf Rafter_Wind_1 Rafter_wind_2
Id
1
2
3
Right
-0 50
-1 20
o 80
Left
o 80
-1 20
-0 50
Left
o 80
-1 20
-0 50
Right
-0 50
-1 20
o 80
Dead
COLUMN & BRACING DESIGN LOADS
Bracing_Wind
Left
Right
-0 50
-1 20
o 80
o 80
-1 20
-0 50
Long
Press
o 00
-1 20
o 00
Surface
Friction
o 00
o 00
o 00
Snow/ Rafter_Wind Brace_Wind
Long Column_Wind
Wind Press Suct
Load
No Id
8 1
2
Dead ColI Live Left Right Left Right
1 00 1 00 1 00
1 00 0 00 0 50
o 00
o 00
o 00
o 00
o 00
1 00
Aux_Load
Seisl Id Coef
o 00 0 0 00
o 00 0 0 00
o 00
o 00
o 00 0 00 0 00
o 00 0 00 1 00
3 1 00 0 00 0 50 0 00 0 00 0 00 1 00 0 00 0 00 1 00 0 00
4 1 00 0 00 0 00
5 1 00 0 00 0 00
6 1 00 0 00 0 00
7 1 00 1 00 0 00
8 1 00 1 00 0 00
RAFTER DESIGN LOADS
No Load
o 00
1 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
Snow/ Rafter_Wind_1 Rafter_Wind_2
7
Dead Collat Live Left Right
Load Id
1
2
3
1 00 1 00
1 00 0 00
1 00 0 00
1 00
o 00
o 00
o 00
1 00
o 00
Left Right
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00 0 00
1 00 0 00
1 00 0 00
o 00 1 00
o 00 -1 00
Seis
Aux_Load
Id Coef
o 0 00
o
o
o
o
o
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o
o
o
o 00
o 00
o 00
II
=
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS. I NC
Job No 2501
Page
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
4
5
6
7
o 00
o 00
1 00
1 00
1 00
1 00
1 00
1 00
RIGHT ENDWALL
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
1 00
-1 00
o 00
1 00
o 00
o 00
BASIC LOADS
Dead Live Snow Collateral Basic Wind_Load
Load Load Load Load Wind Ratio
2 5 20 0 25 0 1 0 10 8 1 00
WIND PRESSURE/SUCTION
Wind Wind
Press Suct
9 7 -14 0
9 7 -14 0
9 7 -14 0
12 9 -17 2
14 0 -14 0
WIND COEFFICIENTS
Surf Rafter_Wind_1
Id Left Right
1
2
3
o 80
-1 20
-0 50
-0 50
-1 20
o 80
Column
Girt/Header
Jamb
Panel
Parapet
Rafter_Wind_2
Left Right
Bracing_Wind
Left Right
Long
Press
o 80
-1 20
-0 50
COLUMN & BRACING DESIGN LOADS
Load
No Id
8 1
2
3
4
5
6
7
8
-0 50
-1 20
o 80
o 80
-1 20
-0 50
Dead
Snow/ Rafter_Wind Brace_Wind
Dead ColI Live Left Right Left Right
1 00 1 00 1 00
1 00 0 00 0 50
1 00 0 00 0 50
1 00 0 00 0 00
1 00 0 00 0 00
1 00 0 00 0 00
1 00 1 00 0 00
1 00 1 00 0 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
-0 50
-1 20
o 80
o 00
-1 20
o 00
o
o
o
o
o 00
o 00
o 00
o 00
7 Of 115
Surface
Friction
o 00
o 00
o 00
Long Column_Wind Aux_Load
Wind Press Suct Seisl Id Coef
o 00 0 00 0 00 0 00 0 0 00
o 00 0 00 1 00 0 00 0 0 00
o 00 0 00 1 00 0 00 0 0 00
o 00 1 00 0 00 0 00 0 0 00
o 00 0 00 1 00 0 00 0 0 00
o 00 0 00 1 00 0 00 0 0 00
o 00 0 00 0 00 1 00 0 0 00
o 00 0 00 6 00 -1 00 0 0 00
II
HCI STEEL BUILDING
SYSTEMS,INC
I
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
RAFTER DESIGN LOADS
No Load
Snow/ Rafter_Wind_1 Rafter_Wind_2
7
Dead Collat Live Left Right
Load Id
1
2
3
4
5
6
7
1 00
1 00
1 00
1 00
1 00
1 00
1 00
ROOFDES
BASIC LOADS
1 00
o 00
o 00
o 00
o 00
1 00
1 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
Left Right
o 00
o 00
o 00
1 00
o 00
o 00
o 00
Seis
o 00
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
-1 00
Dead Live Snow Collateral Basic Wind_Load Surface
Load Load Load Load Wind Ratio Friction
2 5 20 0 25 0 1 0 10 8 1 00 0 00
Wind
WIND PRESSURE/SUCTION
Press
Wind
Suct
o 0 -15 1
o 0 -18 3
8 6 -5 4
PURL IN DESIGN LOADS
Surf No _Des Load
Id
2
Loads
2
BRACING DESIGN LOADS
Surf No _Des Load
Id
2
Loads
4
Wind
Suct_R
-7 5
Purl ins
Panels
Bracing
Live/ Wind Wind
Dead Collat Snow Press Suct
Id
1
2
1 00 1 00
1 00 0 00
o 00
o 00
1 00
1 00
o 00
o 00
o 00
o 00
1 00
Dead Collat Snow
Live/ Wind wind
Suct
Id
1
2
3
4
1 00
1 00
1 00
Press
1 00
1 00
o 50
o 00 0 00
1 00
1 00
o 50
Aux
Id
o
o
Aux
Id
o
o
o
o
Aux_Load
Id Coef
o
o
o
o
o
o
o
o 00
o 00
o 00
o 00
o 00
o 00
o 00
8 Of 115
o 00
o 50
1 00
1 00 1 00 0 00
HC;
HCI STEEL BUILDING
SYSTEMS.INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page
Date 3/9/2004
9 Of 115
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
----------------------------------------------------------------~--------------
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
RIGID FRAME #1
BASIC LOADS
Dead
Live
2 5
20 0
WIND COEFFICIENTS
Surf --Wind_l---
Id Left Right
1 0 80 -0 50
2 -1 20 -1 20
3 -0 50 0 80
DESIGN LOADS
Load
Snow Collateral Wind
Basic
25 0 1 0 10 8
--Wind_2---
Left Right
o 80
-1 20
-0 50
-0 50
-1 20
o 80
Live/ Live -Wind_l--
No Id Dead ColI Snow Right
35 1 1 00 1 00
2 1 00 1 00
3 1 00 1 00
4 1 00 1 00
5 1 00 1 00
6 1 00 1 00
7 1 00 1 00
8 1 00 1 00
9 1 00 1 00
10 1 00 0 00
11 1 00 0 00
12 1 00 0 00
13 1 00 0 00
14 1 00 0 00
15 1 00 0 00
16 1 00 0 00
17 1 00 0 00
18 1 00 1 00
19 1 00 1 00
20 1 00 1 00
21 1 00 1 00
22 1 00 1 00
1 00
o 50
o 50
o 50
o 50
1 00
1 00
1 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
1 00
1 00
1 00
o 50
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
Lt
o 00
1 00
o 00
o 00
o 00
o 50
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
Rt
o 00
o 00
1 00
o 00
o 00
o 00
o 50
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
Surface
Friction
o 00
o 00
o 00
-Wind_2-
Lt
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 50
o 00
o 00
o 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
Defl
Seis Weak_Axis_React
Ratio Load
L_Col
o 0
R_Col
o 0
Rt
-Seismic-- Aux
Long Tran Id
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
1 00 0 3
Long_Wind
Rt
Lt
o 00 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
1 00 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
o 50 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
o 00 0 00 0 00
1 00 0 00 0 00
o 00 1 00 0 00
o 00 -1 00 0 00
o 00 0 00 1 00
o 00 0 00 -1 00
o 00 0 50 0 00
o 00 -0 50 0 00
o 00 0 00 0 50
o 00 0 00 -0 50
o 00 1 00 0 00
==
HCI STEEL BUILDING
SYSTEMS, INC.
Page 10 Of 115
modify
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Design Loads For Each Building Component 3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
23 1 00 1 00
24 1 00 1 00
25 1 00 1 00
26 0 00 0 00
27 0 00 0 00
28 1 00 1 00
29 1 00 1 00
30 1 00 1 00
31 1 00 1 00
32 1 00 1 00
33 1 00 1 00
34 1 00 1 00
35 1 00 1 00
o 50
o 50
o 50
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
ADDITIONAL LOADS
No Add Surf Load
Add Id Id Type
1 1 1 C
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
P
Wp1
3 11
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
V
Wp2
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
M
Co
o 00
o 00 -1 00 0 00 0 00 0 00
o 00 0 00 1 00 0 00 0 00
o 00 0 00 -1 00 0 00 0 00
o 00 0 00 0 00 0 00 1 00
o 00 0 00 0 00 0 00 -1 00
o 00 0 00 0 00 0 00 1 00
o 00 0 00 0 00 0 00 -1 00
o 00 0 00 0 00 1 00 0 00
o 00 0 00 0 00 -1 00 0 00
o 00 0 00 0 00 0 00 1 40
o 00 0 00 0 00 0 00 -1 40
o 00 0 00 0 00 1 40 0 00
o 00 0 00 0 00 -1 40 0 00
o
o
o
o
o
o
o
o
o
o
o
o
o
Dx Dy
D11 Dl2
o 00 16 50
- Concentrated
- Distributed
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
3/05/04 11 09am
Frame Col
Reactions, Anchor Bolts, & Base plates
Foundation Loads (k) ----
Max Pos Val
Max Neg Val
Line
Line
rd Horiz Vert Id Horiz Vert
1
A
1
B
11
B
11
A
5
3
5
3
5
3
5
3
1 7 -1 5
o 0 6 0
1 9 -1 5
o 0 5 8
1 9 -1 5
o 0 5 8
1 7 -1 5
o 0 6 0
6 -1 2 -1 5
6 -1 3 -1 5
6 -1 3 -1 5
6 -1 2 -1 5
Anc Bolt
Base Plate
No
Diam Width Len Thick
4 0 750
6 00 7 88 0 375
4 0 750
6 00 7 88 0 375
4 0 750
6 00 7 88 0 375
4 0 750
6 00 7 88 0 375
Page 11 Of 115
HC=
Job No
2501
modify
Customer
OSBURN STEEL BUILDINGS, INC
Date
3/9/2004
Description
LUMBER STORAGE
Designed BJi NAGY MEKHAIL
Checked By ML
HCI STEEL BUILDING
SYSTEMS,INC
I~HHH"" ,,''''''''n'',
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Reactions, Anchor Bolts, & Base Plates
3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
*2
*2
A
B
1 7 2 12 1
1 5 3 -5 6
3 -2 6 11 3
2 -6 5 -8 3
2 -6 1 9 7
4 4 8 -5 8
4 0 750
4 0 750
6 00 11 00 0 500
6 00 12 00 0 500
*2 Frame Lines
2 3 4 5 6 7 8 9 10
Load Load
Id Combination
1 DL+CO-1 40LnSEIS
2 DL+CO+1 40LnSEIS
3 DL+CO+LL
4 DL+WR1
5 DL+WR1+WS
6 DL+WP
BRACING/PANEL SHEAR REACTIONS
------------------------------
------Reactions(k )_uuu Panel
---Wall-- Col --uWind---- --Seismic--- Shear
Loc Line Line Horz Vert Horz Vert (lb/ft)
---- ---- ----- ----- ----- ----- ----- -------
L - EW 1 A 2 22 1 29 0 43 0 25
B 3 14 1 83 0 43 0 25
F - SW B Torsional Bracing Used!
R - EW 11 B 3 14 1 83 0 43 0 25
A 2 22 1 29 0 43 0 25
B - SW A 10,9 1 31 0 80 2 97 1 81
7 ,6 1 31 0 80 2 97 1 81
Page 12
Of 115
II
I
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
3 .2
1 31
o 80
2 97
1 81
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Additional Reactions Report
3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Rigid Frame Column Reactions
Frame Col ---Dead--- Collateral ---Live--- --Live - R-- -Wind - Ll--
Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert
------
*2 A 0 3 1 5 0 1 0 4 2 2 9 5 0 0 0 0 -4 3 -6 5
*2 B -0 3 1 7 -0 1 0 4 -2 2 9 2 0 0 0 0 -1 3 -3 2
Frame Co1 -Wind_ Rl-- -Wind_ L2-- -Wind - R2-- Seismic - L- Seismic R-
Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert
------
*2 A 2 4 -2 2 -4 3 -6 5 2 4 -2 2 -2 0 -2 2 2 0 2 2
*2 B 5 1 -7 5 -1 3 -3 2 5 1 -7 5 -1 7 2 2 1 7 -2 2
Frame Col
-LnWind_L-
-Lnwind_R-
Line
Line
Horiz Vert Horiz Vert
*2
A
B
o 2 -7 1
-2 5 -3 3
2 7 -4 4
-0 5 -6 1
*2
*2 Frame Lines
2 3 4 5 6 7 8 9 10
Endwall Column Reactions
Frame Col
Dead
Co1lat Live
-Out_Of_Plane-
-Brc_Wind_L- -Brc_Wind_R- Wind_P Wind_S
Page 13
Of 115
HCI STEEL BUILDING
SYSTEMS, INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
~c=
Date
3/9/2004
Designed B~ NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Additional Reactions Report
3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz
----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ------
1 A 1 0 0 2 4 8 2 2 -3 8 0 0 -0 7 -1 2 1 7
1 B 1 0 0 2 4 7 0 0 -1 1 3 1 -4 3 -1 3 1 9
11 B 1 0 0 2 4 7 3 1 -4 3 0 0 -1 1 -1 3 1 9
11 A 1 0 0 2 4 8 0 0 -0 7 2 2 -3 8 -1 2 1 7
Endwall Column Reactions
Frame Col -Raf _Wind_ L- -Raf _Wind_ R- --Seismic - L- --Seismic - R-
Line Line Horz Vert Horz Vert Horz Vert Horz Vert
----- ---- ----- ----- ----- ----- ----- ----- ----- ------
1 A 0 0 -2 5 0 0 -2 5 0 0 -0 2 0 0 0 3
1 B 0 0 -2 4 0 0 -2 4 0 0 0 2 0 0 -0 3
11 B 0 0 -2 4 0 0 -2 4 0 0 -0 3 0 0 0 2
11 A 0 0 -2 5 0 0 -2 5 0 0 0 3 0 0 -0 2
----------------------------------------------------------------------------
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Seismic Design Report
3/05/04 11 09am
Building Data
Code
Length
=UBC 97
= 250 00
width = 30 00
Left Eave Height = 17 50
Right Eave Height = 20 00
Seismic Formula
Page 14 Of 115
=
Job No 2501
Customer OSBURN STEEL BuiLDINGS, INC
Description LUMBER STORAGE
modify
HCI STEEL BUILDING
SYSTEMS, I NC
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Seismic Design Report
3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Rigid frame, endwa1l frame, wind bent, wind column & base reactions
Shear Force, E
Rho*2 5*Ca*Ie*W/(R*1 4)
Diagonal bracing, splice at rigid frame & wind bent knee
Shear Force, Em
= Omega*2 5*Ca*Ie*W/R
Note The value of E is included as E/1 4
Zone 3
Ca 0 360
Ie 1 000
Rho 2-20/(RMax*SQRT(W*L))
Seismic Dead Load, W
--------------------
Snow Factor 0 000
Roof Dead+Collat= 3 50 (psf
Frame Dead 2 00 (psf
Roof Total 5 50 (psf Weight= 41 25 (k
L_EW Dead 2 00 (psf Weight= 0 56 (k
R_EW Dead 2 00 (psf Weight= 0 56 (k
F - SW Dead 2 00 (psf Weight= 5 00 (k
B SW Dead 2 00 (psf Weight= 4 38 (k
-------
Total 51 75 (k )
Seismic Forces
Roof Bracing
R
W
5 6
42 38 (k
14 98 (k
Rho
1 31, RMax
o 33, Omega= 2 20
Force, Em
Sidewall Bracing
Back
R
W
5 6 Rho 1 31, RMax o 33, Omega= 2 20
51 75 (k
18 30 (k
8 91 (k
Force, Em
Force, E
Endwa1l Bracing
Page 15
Of 115
HC=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date
3/9/2004
""'1'
Designed B~ NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Seismic Design Report
3/05/04 11 09am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Left R = 5 6 Rho = 1 00, RMax = 0 10, Omega= 2 20
W = 3 79 (k )
Force, Em = 1 34 (k )
Force, E = 0 43 (k )
Right R = 5 6 , Rho = 1 00, RMax = 0 10, Omega= 2 20
W = 3 79 (k )
Force, Em = 1 34 (k )
Force, E = 0 43 (k )
Rigid Frames
R = 4 5 , Rho = 1 00, RMax = 0 10, Omega= 1 00
Frame 1 W = 4 62 (k )
Force, E = 0 66 (k )
End Plates
Frame Omega= 2 80
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Page 16 Of 115
Hem
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*==============================================================================
*2501
Roof Design Input
3/ 5/04 9 35am
*==============================================================================
*----------------------
* < PROGRAM OPERATION >
*----------------------
*
*(1)JOBID (Max 60 char)
'2501'
* (2) PROGRAM OPTIONS
*
*
Run Run
Purlin Panel
Run
Brace
'Y'
'Y'
'Y'
*(3)DESIGN CODE
*
*Design ---Steel_Code---
---Build--- Seismic
* Code
Cold
Hot
Country Code
Year
Zone
'WS'
'AISI96' 'AISC89'
'UBC '
'97'
'3 '
* (4)DESIGN CONSTANTS Wind
* -----Steel_Yield(ksi ) uu ------Stress Ratio------ Lap Strength
* Purlin Panel R_Col W_Col Purlin Panel Wind Frame Stiff Factor
-
55 0 50 0 50 0 55 0 1 03 1 03 1 03 0 50 1 3333
* (5) DEFLECTION LIMITS
* ------Purlin------
----Extension----- Facia ---panel--- Facia Wind
* Live
Wind Total Live
Wind Total
Girt Live
Wind Panel Frame
120 0
90 0 0 0 120 0
90 0 0 0
90 0 90 0
90 0 90 0 80 0
* (6) REPORTS
*
Input Purlin Purl in Eave Roof Cable
Echo Design Summary Strut Panel Brace
*
'I'
'Y'
'2 '
'Y'
'Y'
'Y'
* (7) BUILDING TYPE
* Build L_Expand_EW R_Expand_EW ------Open_Wall-------
* Type Use Offset Use Offset L_EW F SW R_EW B_SW
tiel
Job No 2501
modify
Page 17
Of 115
Date 3/9/2004
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
'FF-'
'N' 4 000 'N' 4 000 'N'
*--------------------
* < BUILDING LAYOUT >
*--------------------
*
* (8) BUILDING SHAPE
* No X_Coord Y_Coord
* Surf (ft) (ft)
3 o 0000 17 5000
30 0000 20 0000
30 0000 0 0000
* (9)WALL BAY SPACING (Max 40 bays)
* Wall Sets_Of Bay No
* Id Bays Width Bays
1 1 15 0000 2
2 1 25 0000 10
3 1 15 0000 2
4 1 25 0000 10
5 1 25 0000 10
* (10) FRAMED OPENINGS
* Wall No Bay
Id
Open
Width
Open
Height
* Id Opens
1 0
2 0
3 0
4 0
* (11) PARTIAL WALLS
* Wall Set_Of --Bay_Id--
* Id Bays Start End
1 0
2 0
3 0
4 0
Wall
Height Type Load Use
Base Full
'Y'
'N'
'N'
Open Open
Offset Type
HC=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS, INC.
* (12) SURFACE EXTENSION/FRAME RECESS
* Surf ---Surf Ext--- Frame_Recess
----Rafter_Size-----
* Id
2
Left Right Left Right
o 0000 0 0000 0 3333 0 3333
Left
'W14x22
Right
'W14x22
*-------------------
* < FRAMING DESIGN >
*-------------------
*
* (13) PURL INS
* Surf Purlin OS_FIg IS_FIg Set Set_Lap Max_Unbr
* Id Type Brace Brace Depth Ext Int Length
2 'ZB' 'Y' 'N' 0 000 0 0000 0 0000 0 0000
* (14)PURLIN SPACING
* Surf Peak Max Set Set_Of -Set_Space-
* Id Space Space Space Space Space No
2 0 0000 5 2500 0 0000 0
*(15)PURLIN SIZE
*
Surf Set
No
*
Id
2
Purl Purl Purl in_Size
'N'
o
*(16)PANELS & EAVE STRUT
*
Panel
Size
Standing Eave
Girt_Depth
---Gutter---
F_SW
o 000
B_SW
8 000
F_SW
B_SW
*
Seam
Type
'HHR 26
'N'
'Y'
'N'
'ZB'
*(17)WIND FRAMING SELECTION
* -----------Order_Of Selection-----------
* Wall Panel Diagonal Wind Wind Weak_Axis
* Id Shear Bracing Bent Column Bending
2 'N' 'TF' 'N' 'N' 'N'
4 'N' 'Y , 'N' 'N' 'N'
5 'N' 'Y ,
*(18)ROOF DIAGONAL BRACING
*
Each User_Selected_Roof_Bays
Max_Pan Brace
Shear Type
100 0 'R'
*
EW No
Bay_Id
2 6 9
'N' 3
modify
Page 18 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
He=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS, INC
o
* (19) SIDEWALL DIAGONAL BRACING
* Wall Max_Pan Brace User_Selected_SW_Bays
* Id
2
4
Bay_Id
Shear Type
100 0 'R'
100 0 'R'
No
o
3
259
*(20)WIND BENTS
*Wall Member Col Raf No_Of
* Id Type Depth Depth Bays Bay_Id
2 'W' 0 00 0 00 0
4 'W' 0 00 0 00 0
*(21)WIND COLUMNS
* Wall --Member-- No_Of Left/
* Id Type Depth Col Bay_Id Right
2 'W' 0 00 0
4 'W' 0 00 0
* (22)WALL BRACING ATTACHMENT
*Wall No_Of Attach --Bay_Id-- No_Of
* Id Attach Id Start End Level Level_Height
2 1 1 1 10 1 20 0000
4 1 2 1 10 1 17 5000
*(23)EAVE EXTENSIONS SIZE
*
*Wall No_Of Ext --Bay_Id-- ---Extension_Size---
*Id Extend Id Start End Height Width Slope
2 0
4 0
modify
Page 19
Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
Edge_Extend
Left Right
*(24)EAVE EXTENSIONS PURLINS
*
*Ext
Purl in OS_FIg IS_FIg
Type Brace Brace
Max_UnBr
Length
Set
Depth
Set_Lap
Ext Int
*Id
* (25) CANOPY
SIZE
*
Peak
Space
*Wall No_Of Ext --Bay_Id-- ---Extension_Size--- Edge_Extend
Eave
Type
Max
Space
Eave
Set
Space
Page 20
Of 115
II
=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Date 3/9/2004
HCI STEEL BUILDING
SYSTEMS,INC
Designed B NAGY MEKHAIL
Checked By ML
Type
*Id Extend Id Start End Height Width Slope Left Right
1 0
2 0
3 0
4 0
* (26)CANOPY
PURL INS
*
*Ext Purlin OS_FIg IS_FIg
Set
Set_Lap
Max_UnBr Peak
Max
Set
*Id
Type
Brace Brace Depth
Ext
Int
Length
Space Space Space
* (27)CANOPY PANELS
*
*Ext Panel
*Id Size
Standing
Seam
* (28) FACIA/PARAPET LAYOUT
*
*Wall No_Of Ext --Bay_Id--
*Id Extend Id Type Start End
1 0
2 0
3 0
4 0
Edge_Extend
Left Right
Eave Use
Mount Type Gutter
* (29) FACIA/PARAPET SIZE
*
*Ext ----Extension_Size-----
---------Facia---------
Arm
Back
Facia
*Id
Height
width
Slope
Elev
Height
Slope
Slope Slope Project
* (30) FACIA/PARAPET PURL INS
*
*Ext Purlin OS_FIg IS_FIg
Set
Set_Lap
Max_UnBr Peak
Max
Set
*Id
Type
Brace Brace Depth
Ext
Int
Length
Space Space Space
* (31) FACIA/PARAPET PANELS
*
*Ext ---Roof Panel-- ----Soffit_Panel--- -Front Panel--
~---Back_Panel-----
*Id
Size
SSeam Size
Rot Space Size
SSeam Size
Rot Space
* (32) EXTENSION BRACING
*
*Ext
Max_Pan Brace User_Selected_Bays
Page 21 Of 115
Job No
II C If DeS::::::
~
Bay_Id
2501
OSBURN STEEL BUILDINGS, INC
modify
Date
3/9/2004
HCI STEEL BUILDING
SYSTEMS. INC.
LUMBER STORAGE
Designed B:li NAGY MEKHAIL
Checked By ML
*Id
Shear
Type
No
*(33)BASE ELEVATION
* Sidewalls
* Front
Back
o 00
o 00
*-----------------
* < DESIGN LOADS >
*-----------------
*
*(34)BASIC LOADS
* Dead Collat Live Snow Basic Wind_Ld_Rat Frict Edge_Strip --Seis_Coef-- %
* Load Load Load Load Wind Defl Factor Coef Width Ratio Frame
Brace Snow
2 5
1 0 20 0
25 0 10 8 1 00 1 00 0 00 3 000 1 50 0 1722 0 3536 0 00
*(35)WIND PRESSURE/SUCTION (psf )
*
* Wind Wind Wind
* Press Suct Suct_R
0 0 -15 1 Purlins
0 0 -30 2 Gable Extension
0 0 -18 3 Panels
8 6 -5 4 -7 5 Bracing
* (36) EXTENSION BASIC LOADS
*
------Purlin_Wind------
-------Panel_Wind--------
*Ext Dead Collat Live Attach_Beam Facia_Beam
Attach_Beam
Facia_Beam
*Id
Load
Load Load Press Suct Press Suct Press
Suct Press Suct
*(37)PURLIN DESIGN LOADS
*
* Surf No_Des Load Live/ Wind Wind Aux_Load
* Id Loads Id Dead Collat Snow Press Suct Id Coef
2 2 1 1 00 1 00 1 00 0 00 0 00 0 0 00
2 1 00 0 00 0 00 0 00 1 00 0 0 00
*(38)PURLIN DESIGN LOADS Deflection
*
* Id
Loads
Id
Live/ Wind Wind
Dead Collat Snow Press Suct
Aux_Load
Id Coef
* Surf No_Des Load
2 0
Page 22
Of 115
em
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* (39) BRACING DESIGN LOADS
*
* Surf No_Des Load Live/ Wind Wind Aux_Load
* Id Loads Id Dead Collat Snow EW Roof Seis Id Coef
2 4 1 1 00 0 00 0 00 1 00 1 00 0 00 0 0 00
2 1 00 0 00 0 50 1 00 1 00 0 00 0 0 00
3 1 00 1 00 1 00 0 50 0 50 0 00 0 0 00
4 1 00 1 00 0 00 0 00 0 00 1 00 0 0 00
* (40) EXTENSION DESIGN LOADS
*
*
Loads
Id
Live/ Wind Wind
Dead Collat Snow Press Suct
Aux_Load
Id Coef
*
No_Des Load
o
* (41) EXTENSION DESIGN LOADS Deflection
*
*
Loads
Id
Live/ Wind Wind
Dead Collat Snow Press Suct
Aux_Load
Id Coef
*
No_Des Load
o
* (42)AUXILIARY LOADS
* No
Aux
Aux
No _Add
Combs
Add_Load
* Aux Id
Name
Id
Coef
o
* (43)ADDITIONAL LOADS (F-lb/ft, W-psf, Dx-ft)
W2
Dxl
Dx2
Concentrated
Distributed
* No Add
* Add Id
o
Surf Basic
Id Load
Load
Type
Fy
WI
Dx
* (44)PURLIN LAPS
*Surf Data
* Id Opt Sets
2 0
* (45)PURLIN LAPS
*
*Ext Data
* Id Opt Sets
------Set_l------- ------Set 2------- ------Set 3-------
Left
Right Quan Left
Right Quan Left
Right Quan
Extensions
------Set_l------- ------Set_2------- ------Set 3-------
Left
Right Quan Left
Right Quan Left
Right Quan
* (46) PURL IN STRAPS
Page 23
Of 115
==
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*
Data ---Set_1--- ---Set 2--- ---Set 3--- ---Set 4---
Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
*
o
* (47) PURL IN STRAPS Extensions
*
*Ext Data ---Set 1--- ---Set_2--- ---Set_3--- ---Set 4---
* Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
* Code file used was C \MBS\CODE\ROOFUBC 97
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Roof Design Code
3/ 5/04 11 09am
STRUCTURAL CODE
Design Basis - WS
Hot Rolled Steel - AISC89
Cold Formed Steel - AISI96
BUILDING CODE
Wind Code - UBC
Year - 97
Seismic Zone - 3
2501
Purlin Design Report
3/ 5/04 11 09am
ROOF PURLIN
DESIGN RUN # 1, SURFACE # 2
(Edge Strip Zone= 3 00)
PURL IN LAYOUT
Bay Span Purlin
Span Lap_Dist(ft}
No
No
Unit
Total
II =
HCI STEEL BUILDING
SYSTEMS,INC
2501
Id
Id
Size
1
2
3
4
5
6
7
8
9
10
1 9Z25U14
2 9Z25U14
3 9Z25U16
4 9Z25U16
5 9Z25U16
6 9Z25U16
7 9Z25U16
8 9Z25U16
9 9Z25U16
10 9Z25U16
11 9Z25U14
12 9Z25U14
LOAD COMBINATION # 1
PURL IN ANALYSIS
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Purlin Design Report
(ft) Left
o 33
24 67
25 00
25 00
25 00
25 00
25 00
25 00
25 00
25 00
24 67
o 33
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
DL+CO+LL
Span
Id
--------SHEAR(k )--------
Left Left Right Right
Sup Lap Lap Sup
1
2
3
4
5
6
7
8
9
o 00
1 38
1 87
1 75
1 78
1 77
1 78
1 77
1 80
1 46
1 49
1 52
1 51
1 51
1 50
1 53
-1 72
-1 42
-1 53
-1 50
-1 51
-1 51
-1 52
-1 49
-0 05
-2 12
-1 69
-1 80
-1 77
-1 78
-1 77
-1 78
-1 75
Right Space Row Brace
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
1
1
1
1
1
1
1
1
1
1
1
1
o
o
o
o
o
o
o
o
o
o
o
o
Total(lb)=
modify
Page 24 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
3/ 5/04 11 09am
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
85 4
85 4
88 4
100 3
1 2
Purlin DL= 0 71 (psf
-------MOMENT(f-k )-------
Left Left Mid-Span
Sup Lap Mom Lac
o 00
o 01
9 17
6 93
7 53
7 36
7 42
7 36
7 53
4 39
3 90
4 43
4 29
4 33
4 30
4 40
o 00
-6 70
-3 08
-3 87
-3 65
-3 71
-3 71
-3 65
-3 87
o 00
9 72
13 13
12 33
12 55
12 48
12 52
12 45
12 67
Right
Lap
3 65
4 02
4 40
4 30
4 33
4 29
4 43
3 90
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
85 4
85 4
88 4
100 3
1 2
892 0
Right
Sup
o 01
9 17
6 93
7 53
7 36
7 42
7 36
7 53
6 93
He; Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed By NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS, INC. y","''', , '"T Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501 Purl in Design Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
10 1 69 1 42 -1 46 -1 87 6 93 4 02 -3 08 11 87 4 39 9 17
11 2 12 1 72 -1 38 9 17 3 65 -6 70 14 95 0 01
12 0 05 0 00 0 01 0 00 0 33 0 00
STRENGTH/DEFLECTION
Span ----nSHEAR(k ) nn__ -n--MOMENT (f-k ) nn Mom+Shr DEFLECTION (in)
Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow
---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ -----
1 RS -0 05 3 84 0 01 RS 0 01 6 61 0 00 LS 0 00 0 07
2 RL -1 72 3 84 0 45 MS -6 70 6 61 1 01 RS 0 68 -1 45 2 47
3 LL 1 46 2 04 0 71 LL 4 39 4 84 0 91 LL 0 96 -0 50 2 50
4 RL -1 53 2 04 0 75 RL 4 40 4 84 0 91 RL 0 98 -0 84 2 50
5 LL 1 52 2 04 0 74 LL 4 43 4 84 0 92 LL 0 99 -0 75 2 50
6 RL -1 51 2 04 0 74 RL 4 33 4 84 0 90 RL 0 95 -0 77 2 50
7 LL 1 51 2 04 0 74 LL 4 33 4 84 0 90 LL 0 95 -0 77 2 50
8 RL -1 52 2 04 0 74 RL 4 43 4 84 0 92 RL 0 99 -0 75 2 50
9 LL 1 53 2 04 0 75 LL 4 40 4 84 0 91 LL 0 98 -0 84 2 50
10 RL -1 46 2 04 0 71 RL 4 39 4 84 0 91 RL 0 96 -0 50 2 50
11 LL 1 72 3 84 0 45 MS -6 70 6 61 1 01 LS 0 68 -1 45 2 47
12 LS 0 05 3 84 0 01 LS 0 01 6 61 0 00 LS 0 00 0 07
UNBRACE LENGTHS
---------------
Span ------------Minor------------
rd Major LS LL MS RL RS
---- ----- ----- ----- ----- ----- -----
2 24 7 19 4 0 0 0 0 2 4 2 9
3 25 0 2 9 3 7 0 0 3 4 1 9
4 25 0 1 9 3 1 0 0 3 4 1 9
5 25 0 1 9 3 5 0 0 3 4 1 9
6 25 0 1 9 3 4 0 0 3 4 1 9
7 25 0 1 9 3 4 0 0 3 4 1 9
8 25 0 1 9 3 4 0 0 3 5 1 9
9 25 0 1 9 3 4 0 0 3 1 1 9
10 25 0 1 9 3 4 0 0 3 7 2 9
11 24 7 2 9 2 4 0 0 0 0 19 4
Page 25 Of 115
HCI
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS.INC
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
2501
purlin Design Report
Page 26 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( 0 Sin A307
Id Left Right Left Right
2 0 72 0 41
3 0 88 0 92 0 40 0 52
4 0 92 1 00 0 52 0 57
5 1 00 0,98 0 57 0 56
6 0 98 0 99 0 56 0 56
7 0 99 0 98 0 56 0 56
8 0 98 1 00 0 56 0 57
9 1 00 0 92 0 57 0 52
10 0 92 0 88 0 52 0 40
11 0 72 0 41
WEB CRIPPLING
WEB CRIPPLING RATIO
Bearing Width (in) Reqd_Flg_Width
End 3 4 5 6 For UC= 1 03
--------------
Left 1 38 1 26 1 16 1 07 6 5
Right 1 38 1 26 1 16 1 07 6 5
LOAD COMBINATION # 2
DL+WS
PURLIN ANALYSIS
--------SHEAR(k )--------
Span
Id
Left
Sup
Left Right Right
Lap
Lap
-------MOMENT(f-k )-------
Sup
Left
Sup
Mid-Span
Right Right
Lap
Sup
Left
Lap
Mom
Lac
==
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 27 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1
2
3
4
5
6
7
8
9
10
11
12
o 00
-0 98
-1 33
-1 25
-1 27
-1 26
-1 27
-1 26
-1 28
-1 20
-1 51
-0 03
-1 04
-1 06
-1 08
-1 07
-1 08
-1 07
-1 09
-1 01
-1 22
STRENGTH/DEFLECTION
1 22
1 01
1 09
1 07
1 08
1 07
1 08
1 06
1 04
o 03
1 51
1 20
1 28
1 26
1 27
1 26
1 27
1 25
1 33
o 98
o 00
o 03
1 22
-1 04
1 09
-1 08
1 08
-1 08
1 08
-1 09
1 04
-1 22
-0 03
UNBRACE LENGTHS
o 00
-0 01
-6 53
-4 93
-5 36
-5 24
-5 28
-5 24
-5 36
-4 93
-6 53
-0 01
-3 13
-2 77
-3 16
-3 05
-3 09
-3 06
-3 13
-2 86
-2 60
o 00
4 77
2 19
2 76
2 60
2 64
2 64
2 60
2 76
2 19
4 77
o 00
Span
Id
------SHEAR(k )------
Loc Calc Allow UC
-----MOMENT(f-k )----
Loc Calc Allow UC
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
-0 01
4 77
2 19
2 76
2 60
2 64
2 64
2 60
2 76
2 19
4 77
-0 01
8 81 0 00
6 17 0 77
4 51 0 49
4 51 0 61
4 51 0 58
4 51 0 59
4 51 0 59
4 51 0 58
4 51 0 61
4 51 0 49
6 17 0 77
8 81 0 00
------------Minor------------
5 12 0 01 RS
5 12 0 24 MS
2 72 0 38 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 38 MS
5 12 0 24 MS
5 12 0 01 LS
LS LL MS
o 0 19 4 19 4
00 00132
RL
o 0
o 0
RS
o 0
o 0
o 00
9 72
1313
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
Mom+Shr
Loc UC
LS
RS
LL
RL
LL
RL
LL
RL
LL
RL
LS
LS
o 00
o 19
o 28
o 28
o 28
o 27
o 27
o 28
o 28
o 28
o 19
o 00
-2 60
-2 86
-3 13
-3 06
-3 09
-3 05
-3 16
-2 77
-3 13
-0 01
-6 53
-4 93
-5 36
-5 24
-5 28
-5 24
-5 36
-4 93
-6 53
-0 01
o 00
DEFLECTION ( in)
Calc Allow
-0 07
1 32
o 46
o 76
o 68
o 70
o 70
o 68
o 76
o 46
1 32
-0 07
3 29
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 29
Span
Id Major
2 24 7
3 25 0
Page 28 Of 115
HC=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
4 25 0 0 0 0 0 14 8 0 0 0 0
5 25 0 0 0 0 0 14 3 0 0 0 0
6 25 0 0 0 0 0 14 5 0 0 0 0
7 25 0 0 0 0 0 14 5 0 0 0 0
8 25 0 0 0 0 0 14 3 0 0 0 0
9 25 0 0 0 0 0 14 8 0 0 0 0
10 25 0 0 0 0 0 13 2 0 0 0 0
11 24 7 0 0 0 0 19 4 19 4 0 0
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( 0 5in A307
Id Left Right Left Right
2 0 51 0 22
3 0 63 0 66 0 22 0 28
4 0 66 0 71 0 28 0 30
5 0 71 0 70 0 30 0 30
6 0 70 0 70 0 30 0 30
7 0 70 0 70 0 30 0 30
8 0 70 0 71 0 30 0 30
9 0 71 0 66 0 30 0 28
10 0 66 0 63 0 28 0 22
11 0 51 0 22
2501
Purlin Design Report
3/ 5/04 11 09am
ROOF PURLIN
DESIGN RUN # 1, SURFACE # 2
PURL IN LAYOUT
HC=
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 29 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purl in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Bay Span
Id Id
Purlin
Size
1
2
3
4
5
6
7
8
9
10
1 9Z25U14
2 9Z25U14
3 9Z25U16
4 9Z25U16
5 9Z25U16
6 9Z25U16
7 9Z25U16
8 9Z25U16
9 9Z25U16
10 9Z25U16
11 9Z25U14
12 9Z25U14
Span
(ft)
o 33
24 67
25 00
25 00
25 00
25 00
25 00
25 00
25 00
25 00
24 67
o 33
LOAD COMBINATION # 1
PURL IN ANALYSIS
Lap_Dist(ft)
Left Right
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
DL+CO+LL
--------SHEAR(k )--------
Span
Id
Left
Sup
Lap
Left Right Right
Sup
1
2
3
4
5
6
7
o 00
1 38
1 87
1 75
1 78
1 77
1 78
1 46
1 49
1 52
1 51
1 51
Lap
-1 72
-1 42
-1 53
-1 50
-1 51
-1 51
-0 05
-2 12
-1 69
-1 80
-1 77
-1 78
-1 77
No No
Space Row Brace
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
3
3
3
3
3
3
3
3
3
3
3
3
o
o
o
o
o
o
o
o
o
o
o
o
Total(lb)=
Unit
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
85 4
85 4
88 4
100 3
1 2
Purlin DL= 0 71 (psf
-------MOMENT(f-k )-------
Left
Sup
o 00
o 01
9 17
6 93
7 53
7 36
7 42
Left
Lap
4 39
3 90
4 43
4 29
4 33
Mom
o 00
-6 70
-3 08
-3 87
-3 65
-3 71
-3 71
Mid-Span
o 00
9 72
1313
12 33
12 55
12 48
12 52
Total
Weight
3 6
300 8
265 1
256 2
256 2
256 2
256 2
256 2
256 2
265 1
300 8
3 6
2675 9
Loc
Lap
Right Right
Sup
3 65
4 02
4 40
4 30
4 33
4 29
o 01
9 17
6 93
7 53
7 36
7 42
7 36
HCI Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B~ NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS, I NC i"..'..iii"i'iiiII Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501 Purlin Design Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
8 1 77 1 50 -1 52 -1 78 7 36 4 30 -3 65 12 45 4 43 7 53
9 1 80 1 53 -1 49 -1 75 7 53 4 40 -3 87 12 67 3 90 6 93
10 1 69 1 42 -1 46 -1 87 6 93 4 02 -3 08 11 87 4 39 9 17
11 2 12 1 72 -1 38 9 17 3 65 -6 70 14 95 0 01
12 0 05 0 00 0 01 0 00 0 33 0 00
STRENGTH/DEFLECTION
Span -n-nSHEAR(k )nnn nn-MOMENT(f-k )nn Mom+Shr DEFLECTION (in)
Id Loc Calc Allow DC Loc Calc Allow DC Loc DC Calc Allow
---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ -----
1 RS -0 05 3 84 0 01 RS 0 01 6 61 0 00 LS 0 00 0 07
2 RL -1 72 3 84 0 45 MS -6 70 6 61 1 01 RS 0 68 -1 45 2 47
3 LL 1 46 2 04 0 71 LL 4 39 4 84 0 91 LL 0 96 -0 50 2 50
4 RL -1 53 2 04 0 75 RL 4 40 4 84 0 91 RL 0 98 -0 84 2 50
5 LL 1 52 2 04 0 74 LL 4 43 4 84 0 92 LL 0 99 -0 75 2 50
6 RL -1 51 2 04 0 74 RL 4 33 4 84 0 90 RL 0 95 -0 77 2 50
7 LL 1 51 2 04 0 74 LL 4 33 4 84 0 90 LL 0 95 -0 77 2 50
8 RL -1 52 2 04 0 74 RL 4 43 4 84 0 92 RL 0 99 -0 75 2 50
9 LL 1 53 2 04 0 75 LL 4 40 4 84 0 91 LL 0 98 -0 84 2 50
10 RL -1 46 2 04 0 71 RL 4 39 4 84 0 91 RL 0 96 -0 50 2 50
11 LL 1 72 3 84 0 45 MS -6 70 6 61 1 01 LS 0 68 -1 45 2 47
12 LS 0 05 3 84 0 01 LS 0 01 6 61 0 00 LS 0 00 0 07
UNBRACE LENGTHS
---------------
Span ------------Minor------------
Id Major LS LL MS RL RS
---- ----- ----- ----- ----- ----- -----
2 24 7 19 4 0 0 0 0 2 4 2 9
3 25 0 2 9 3 7 0 0 3 4 1 9
4 25 0 1 9 3 1 0 0 3 4 1 9
5 25 0 1 9 3 5 0 0 3 4 1 9
6 25 0 1 9 3 4 0 0 3 4 1 9
7 25 0 1 9 3 4 0 0 3 4 1 9
8 25 0 1 9 3 4 0 0 3 5 1 9
9 25 0 1 9 3 4 0 0 3 1 1 9
10 25 0 1 9 3 4 0 0 3 7 2 9
Page 30 Of 115
..
II = Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS, INC.
Page 31 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Purlin Design Report
11
24 7
o 0
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2 9
2 4
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( 0 5in A307
Id Left Right Left Right
2 0 72 0 41
3 0 88 0 92 0 40 0 52
4 0 92 1 00 0 52 0 57
5 1 00 0 98 0 57 0 56
6 0 98 0 99 0 56 0 56
7 0 99 0 98 0 56 0 56
8 0 98 1 00 0 56 0 57
9 1 00 0 92 0 57 0 52
10 0 92 0 88 0 52 0 40
11 0 72 0 41
o 0 19 4
WEB CRIPPLING
WEB CRIPPLING RATIO
Bearing Width (in) Reqd_Flg_Width
End 3 4 5 6 For UC= 1 03
--------------
Left 1 38 1 26 1 16 1 07 6 5
Right 1 38 1 26 1 16 1 07 6 5
LOAD COMBINATION # 2
DL+WS
PURL IN ANALYSIS
Span
--------SHEAR(k )--------
Left Left Right Right
-------MOMENT(f-k )-------
Left
Left
Mid-Span
Right Right
HC
HCI STEEL BUILDING
SYSTEMS. I NC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
LUMBER STORAGE
Page 32 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Purlin Design Report
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Id
Sup
Lap
-0 65
-0 66
-0 68
-0 67
-0 67
-0 67
-0 68
-0 63
-0 77
STRENGTH/DEFLECTION
1
2
3
4
5
6
7
8
9
10
11
12
o 00
-0 72
-0 83
-0 78
-0 79
-0 79
-0 79
-0 79
-0 80
-0 75
-0 95
-0 02
RS
RL
LL
RL
LL
RL
o 02
o 77
-0 65
o 68
-0 68
o 67
-0 67
o 68
-0 68
o 65
-0 77
-0 02
Lap
Sup
LL
RL
LL
RL
LL
LS
UNBRACE LENGTHS
o 77
o 63
o 68
o 67
o 67
o 67
o 68
o 66
o 65
o 02
o 95
o 75
o 80
o 79
o 79
o 79
o 79
o 78
o 83
o 72
o 00
Sup
o 00
o 00
-4 12
-3 08
-3 35
-3 28
-3 30
-3 28
-3 35
-3 08
-4 12
o 00
Lap
Mom
o 00
3 04
-1 99
1 73
1 63
1 65
1 65
1 63
1 73
-1 99
3 04
o 00
-1 99
-1 72
-1 98
-1 91
-1 93
-1 91
-1 96
-1 78
-1 64
Span
Id
------SHEAR(k )------
Loc Calc Allow UC
-----MOMENT(f-k )----
Loc Calc Allow UC
Span
Id Major
5 12 0 00 RS
5 12 0 15 MS
2 72 0 2 4 LL
2 72 0 25 MS
2 72 0 25 MS
2 72 0 25 MS
2 72 0 25 MS
2 72 0 25 MS
2 72 0 25 MS
2 72 0 24 RL
5 12 0 15 MS
5 12 0 00 LS
LS
LL
MS
RL
8 81 0 00
6 17 0 49
6 45 0 31
4 51 0 38
4 51 0 36
4 51 0 37
4 51 0 37
4 51 0 36
4 51 0 38
6 45 0 31
6 17 0 49
8 81 0 00
------------Minor------------
Loc
o 00
3 04
1 36
1 73
1 63
1 65
1 65
1 63
1 73
1 36
3 04
o 00
o 00
10 61
13 16
12 32
12 55
12 48
12 52
12 45
12 68
11 84
14 06
o 33
Lap
Sup
-1 64
-1 78
-1 96
-1 91
-1 93
-1 91
-1 98
-1 72
-1 99
o 00
-4 12
-3 08
-3 35
-3 28
-3 30
-3 28
-3 35
-3 08
-4 12
o 00
o 00
1
2
3
4
5
6
7
8
9
10
11
12
RS
Mom+Shr
Loc UC
LS 0 00
RS 0 08
LL 0 11
RL 0 11
LL 0 11
RL 0 11
LL 0 11
RL 0 11
LL 0 11
RL 0 11
LS 0 08
LS 0 00
DEFLECTION (in)
Calc Allow
-0 05
o 91
o 30
o 51
o 45
o 47
o 47
o 45
o 51
o 30
o 91
-0 05
3 29
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 29
Page 33 Of 115
c=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2 24 7 0 0 19 4 19 4 0 0 0 0
3 25 0 0 0 0 0 13 1 0 0 0 0
4 25 0 0 0 0 0 14 8 0 0 0 0
5 25 0 0 0 0 0 14 3 0 0 0 0
6 25 0 0 0 0 0 14 5 0 0 0 0
7 25 0 0 0 0 0 14 5 0 0 0 0
8 25 0 0 0 0 0 14 3 0 0 0 0
9 25 0 0 0 0 0 14 8 0 0 0 0
10 25 0 0 0 0 0 13 1 0 0 0 0
11 24 7 0 0 0 0 19 4 19 4 0 0
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( 0 5in A307
Id Left Right Left Right
2 0 32 0 14
3 0 40 0 41 0 14 0 17
4 0 41 0 45 0 17 0 19
5 0 45 0 44 0 19 0 19
6 0 44 0 44 0 19 0 19
7 0 44 0 44 0 19 0 19
8 0 44 0 45 0 19 0 19
9 0 45 0 41 0 19 0 17
10 0 41 0 40 0 17 0 14
11 0 32 0 14
2501
purlin Design Report
3/ 5/04 11 09am
ROOF PURLIN
DESIGN RUN # 1, SURFACE # 2
(Edge Strip Zone= 3 00)
Hea
HCI STEEL BUILDING
SYSTEMS, INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 34 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PURLIN LAYOUT
Bay Span
Id Id
Purlin
Size
1
2
3
4
5
6
7
8
9
10
1 9Z25U14
2 9Z25U14
3 9Z25U16
4 9Z25U16
5 9Z25U16
6 9Z25U16
7 9Z25U16
8 9Z25U16
9 9Z25U16
10 9Z25U16
11 9Z25U14
12 9Z25U14
Span Lap_Dist(ft)
(ft) Left Right
o 33
24 67
25 00
25 00
25 00
25 00
25 00
25 00
25 00
25 00
24 67
o 33
LOAD COMBINATION # 1
PURLIN ANALYSIS
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
DL+CO+LL
--------SHEAR(k )--------
Span
Id
Left
Sup
Lap
Left Right Right
Sup
1
2
3
4
o 00
1 38
1 87
1 75
Lap
1 46
1 49
-1 72
-1 42
-1 53
-0 05
-2 12
-1 69
-1 80
No No
Space Row Brace
2 88
1 88
1 88
1 88
1 88
1 88
1 88
1 88
2 88
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
5 02
1
1
1
1
1
1
1
1
1
1
1
1
o
o
o
o
o
o
o
o
o
o
o
o
Total(lb)=
Unit
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
85 4
85 4
88 4
100 3
1 2
Purlin DL= 0 71 (psf
-------MOMENT(f-k )-------
Left
Sup
o 00
o 01
9 17
6 93
Left
Lap
4 39
3 90
Mom
o 00
-6 70
-3 08
-3 87
Mid-Span
o 00
9 72
13 13
12 33
Total
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
85 4
85 4
88 4
100 3
1 2
892 0
Loc
Lap
Right Right
Sup
3 65
4 02
4 40
o 01
9 17
6 93
7 53
HC=
HCI STEEL BUILDING
SYSTEMS. INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 35 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
5
6
7
8
9
10
11
12
1 78
1 77
1 78
1 77
1 80
1 69
2 12
o 05
1 52
1 51
1 51
1 50
1 53
1 42
1 72
STRENGTH/DEFLECTION
Span
Id
-1 50
-1 51
-1 51
-1 52
-1 49
-1 46
-1 77
-1 78
-1 77
-1 78
-1 75
-1 87
-1 38
o 00
7 53
7 36
7 42
7 36
7 53
6 93
9 17
o 01
4 43
4 29
4 33
4 30
4 40
4 02
3 65
-3 65
-3 71
-3 71
-3 65
-3 87
-3 08
-6 70
o 00
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr
Loc Calc Allow UC Loc Calc Allow UC Loc
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
-0 05
-1 72
1 46
-1 53
1 52
-1 51
1 51
-1 52
1 53
-1 46
1 72
o 05
UNBRACE LENGTHS
Span
Id Major
2 24 7
3 25 0
4 25 0
5 25 0
6 25 0
7 25 0
3 84 0 01 RS
3 84 0 45 MS
2 04 0 71 LL
2 04 0 75 RL
2 04 0 74 LL
2 04 0 74 RL
2 04 0 74 LL
2 04 0 74 RL
2 04 0 75 LL
2 04 0 71 RL
3 84 0 45 MS
3 84 0 01 LS
o 01
-6 70
4 39
4 40
4 43
4 33
4 33
4 43
4 40
4 39
-6 70
o 01
6 61 0 00 LS
6 61 1 01 RS
4 84 0 91 LL
4 84 0 91 RL
4 84 0 92 LL
4 84 0 90 RL
4 84 0 90 LL
4 84 0 92 RL
4 84 0 91 LL
4 84 0 91 RL
6 61 1 01 LS
6 61 0 00 LS
------------Minor------------
19 4
2 9
1 9
1 9
1 9
1 9
LS
LL
MS
o 0
o 0
o 0
o 0
o 0
o 0
RL
2 4
3 4
3 4
3 4
3 4
3 4
RS
2 9
1 9
1 9
1 9
1 9
1 9
o 00
o 68
o 96
o 98
o 99
o 95
o 95
o 99
o 98
o 96
o 68
o 00
4 30
4 33
4 29
4 43
3 90
4 39
7 36
7 42
7 36
7 53
6 93
9 17
o 01
o 00
UC
DEFLECTION(in)
Calc Allow
o 07
-1 45
-0 50
-0 84
-0 75
-0 77
-0 77
-0 75
-0 84
-0 50
-1 45
o 07
2 47
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 47
o 0
3 7
3 1
3 5
3 4
3 4
II = Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS, INC.
Page 36 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
8
9
10
11
25 0
25 0
25 0
24 7
1 9
1 9
1 9
2 9
3 4
3 4
3 4
2 4
o 0
o 0
o 0
o 0
3 5 1 9
3 1 1 9
3 7 2 9
o 0 19 4
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( o 5in A307
Id Left Right Left Right
2 0 72 0 41
3 0 88 0 92 0 40 0 52
4 0 92 1 00 0 52 0 57
5 1 00 0 98 0 57 0 56
6 0 98 0 99 0 56 0 56
7 0 99 0 98 0 56 0 56
8 0 98 1 00 0 56 0 57
9 1 00 0 92 0 57 0 52
10 0 92 0 88 0 52 0 40
11 0 72 0 41
WEB CRIPPLING
WEB CRIPPLING RATIO
Bearing Width (in) Reqd_Flg_Width
End 3 4 5 6 For UC= 1 03
--------------
Left 1 38 1 26 1 16 1 07 6 5
Right 1 38 1 26 1 16 1 07 6 5
LOAD COMBINATION # 2
DL+WS
PURL IN ANALYSIS
=;
HCI STEEL BUILDING
SYSTEMS, I NC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 37 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Span
Id
--------SHEAR(k }--------
Left
Sup
1
2
3
4
5
6
7
8
9
10
11
12
o 00
-0 98
-1 33
-1 25
-1 27
-1 26
-1 27
-1 26
-1 28
-1 20
-1 51
-0 03
Left Right Right
Lap Lap Sup
-1 04
-1 06
-1 08
-1 07
-1 08
-1 07
-1 09
-1 01
-1 22
STRENGTH/DEFLECTION
Span
Id
1 22
1 01
1 09
1 07
1 08
1 07
1 08
1 06
1 04
o 03
1 51
1 20
1 28
1 26
1 27
1 26
1 27
1 25
1 33
o 98
o 00
-------MOMENT(f-k )-------
Left
Sup
o 00
-0 01
-6 53
-4 93
-5 36
-5 24
-5 28
-5 24
-5 36
-4 93
-6 53
-0 01
Left
Lap
-3 13
-2 77
-3 16
-3 05
-3 09
-3 06
-3 13
-2 86
-2 60
Mid-Span
Mom Loc
o 00
4 77
2 19
2 76
2 60
2 64
2 64
2 60
2 76
2 19
4 77
o 00
------SHEAR(k )------
Loc Calc Allow UC
-----MOMENT(f-k }----
Loc Calc Allow UC
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
o 03
1 22
-1 04
1 09
-1 08
1 08
-1 08
1 08
-1 09
1 04
-1 22
-0 03
UNBRACE LENGTHS
5 12 0 01 RS
5 12 0 24 MS
2 72 0 38 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 40 MS
2 72 0 38 MS
5 12 0 24 MS
5 12 0 01 LS
-0 01
4 77
2 19
2 76
2 60
2 64
2 64
2 60
2 76
2 19
4 77
-0 01
8 81 0 00 LS
6 17 0 77 RS
4 51 0 49 LL
4 51 0 61 RL
4 51 0 58 LL
4 51 0 59 RL
4 51 0 59 LL
4 51 0 58 RL
4 51 0 61 LL
4 51 0 49 RL
6 17 0 77 LS
8 81 0 00 LS
o 00
9 72
1313
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
Mom+Shr
Loc UC
o 00
o 19
o 28
o 28
o 28
o 27
o 27
o 28
o 28
o 28
o 19
o 00
Right
Lap
-2 60
-2 86
-3 13
-3 06
-3 09
-3 05
-3 16
-2 77
-3 13
Right
Sup
-0 01
-6 53
-4 93
-5 36
-5 24
-5 28
-5 24
-5 36
-4 93
-6 53
-0 01
o 00
DEFLECTION (in)
Calc Allow
-0 07
1 32
o 46
o 76
o 68
o 70
o 70
o 68
o 76
o 46
1 32
-0 07
3 29
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 29
Page 38 Of 115
e=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Purlin Design Report
3/ 5/04 11 09arn
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Span ------------Minor------------
Id Major LS LL MS RL RS
2 24 7 0 0 19 4 19 4 0 0 0 0
3 25 0 0 0 0 0 13 2 0 0 0 0
4 25 0 0 0 0 0 14 8 0 0 0 0
5 25 0 0 0 0 0 14 3 0 0 0 0
6 25 0 0 0 0 0 14 5 0 0 0 0
7 25 0 0 0 0 0 14 5 0 0 0 0
8 25 0 0 0 0 0 14 3 0 0 0 0
9 25 0 0 0 0 0 14 8 0 0 0 0
10 25 0 0 0 0 0 13 2 0 0 0 0
11 24 7 0 0 0 0 19 4 19 4 0 0
LAP BOLT SHEAR
LAP BOLT SHEAR RATIO
Span SHEAR(k ) ( 0 Sin A307
Id Left Right Left Right
2 0 51 0 22
3 0 63 0 66 0 22 0 28
4 0 66 0 71 0 28 0 30
5 0 71 0 70 0 30 0 30
6 0 70 0 70 0 30 0 30
7 0 70 0 70 0 30 0 30
8 0 70 0 71 0 30 0 30
9 0 71 0 66 0 30 0 28
10 0 66 0 63 0 28 0 22
11 0 51 0 22
2501
Roof Panel Report
3/ 5/04 11 09arn
ROOF PANEL DATA
Page 39 Of 115
He;
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, I NC
CUstomer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Roof Panel Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Panel HHR 26 ; Type = HR
; Gage = 26 00 ; Yield = 50 0
MOMENTS & DEFLECTIONS
-------- Moment (ft-lb/ft)----------
Surf Purlin Load Support Midspan -- Deflect (in) --
Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio
------
2 5 017 D+L 73 6 114 8 0 64 -53 0 104 1 0 51 -0 15 0 669 0 22
D+WP 6 7 153 1 0 04 -4 8 138 8 0 03 0 00 0 669 0 00
D+WS -42 6 138 8 0 31 30 6 153 1 0 20 0 11 0 669 0 16
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Roof Diagonal Bracing Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL SHEAR
Allow 0 0
Calc 52 0
DIAGONAL BRACING
Brace_Tension(k )
Bay Brace_Loc ------Diag_Brace----- nnWind---- ---Seismic-- Max
Id Start End Type Size Part Calc Allow Calc Allow UC
------- ------- ------ --------
2 0 00 15 00 R 0 500 ROD500 1 17 3 19 2 92 5 11 0 57
15 00 30 00 R 0 500 ROD500 0 40 3 19 0 97 5 11 0 19
6 0 00 15 00 R 0 500 ROD500 1 17 3 19 2 92 5 11 0 57
15 00 30 00 R 0 500 ROD500 0 40 3 19 0 97 5 11 0 19
9 0 00 15 00 R 0 500 ROD500 1 17 3 19 2 92 5 11 0 57
15 00 30 00 R 0 500 ROD500 0 40 3 19 0 97 5 11 0 19
TORSIONAL BRACING MOMENT
Wind
57 59
Page 40 Of 115
HC=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
Seismic = 224 61
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Sidewall Diagonal Bracing Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL SHEAR
Wall
Id
Calc
Allow
2
4
o 0
73 2
100 0
100 0
DIAGONAL BRACING
Wall
Id
Bay
Id
Level
Height
Brace_Tension(k )
------Diag_Brace----- ----Wind---- ---Seismic-- Max
Type Size
Part
Calc Allow
Calc Allow
UC
2 Torsional bracing used!
4
4
4
2
5
9
17 50
17 50
17 50
R
R
R
o 625 ROD625
o 625 ROD625
o 625 ROD625
1 54
1 54
1 54
5 08
5 08
5 08
6 23
6 23
6 23
8 14 0 77
8 14 0 77
8 14 0 77
BASE REACTIONS
Wall Bay Col Wind_Max Seismic_Max
Id Id Id Horz Vert(+/-) Horz Vert(+/-)
-----~--- ---------
4 2 2 -1 31 0 80 -2 97 1 81
4 2 3 1 31 0 80 2 97 1 81
4 5 5 -1 31 0 80 -2 97 1 81
4 5 6 1 31 0 80 2 97 1 81
4 9 9 -1 31 0 80 -2 97 1 81
4 9 10 1 31 0 80 2 97 1 81
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Braced Purlin Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
==
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
modify
Page 41 Of 115
Date 3/9/2004
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Braced pur1in Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Surf Span Brace
Id Id Loc
2
2
15 0
Purlin
Size
9Z25U14
9Z25U16
9Z25U16
9Z25U16
9Z25U16
9Z25U16
9Z25U16
9Z25U16
9Z25U16
Load
Id
----Axial(k )----
Calc Allow UC
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
1 21
1 21
o 60
o 50
1 55
1 55
o 78
2 39
o 55
o 55
o 28
o 67
o 55
o 55
o 28
o 33
o 55
o 55
o 28
o 83
o 90
o 90
o 45
2 56
o 55
o 55
o 28
o 33
o 55
o 55
o 28
o 67
1 55
1 55
o 78
9 93 0 12
9 93 0 12
9 93 0 06
9 93 0 05
7 93 0 20
7 93 0 20
7 93 0 10
7 93 0 30
7 93 0 07
7 93 0 07
7 93 0 03
7 93 0 08
7 93 0 07
7 93 0 07
7 93 0 03
7 93 0 04
7 93 0 07
7 93 0 07
7 93 0 03
7 93 0 10
7 93 0 11
7 93 0 11
7 93 0 06
7 93 0 32
7 93 0 07
7 93 0 07
7 93 0 03
7 93 0 04
7 93 0 07
7 93 0 07
7 93 0 03
7 93 0 08
7 93 0 20
7 93 0 20
7 93 0 10
--Moment(f-k )-- Axl+Mom
Calc Allow UC UC
1 19
-1 75
-5 81
-0 83
o 54
1 15
3 81
o 54
o 69
1 15
3 82
o 54
o 65
1 16
3 85
o 55
o 66
1 13
3 76
o 53
o 66
1 13
3 76
o 53
o 65
1 16
3 85
o 55
o 69
1 15
3 82
o 54
o 54
1 15
3 81
6 17 0 19
8 81 0 20
8 81 0 66
8 81 0 09
4 51 0 12
6 45 0 18
6 45 0 59
6 45 0 08
4 51 0 15
6 45 0 18
6 45 0 59
6 45 0 08
4 51 0 14
6 45 0 18
6 45 0 60
6 45 0 08
4 51 0 15
6 45 0 18
6 45 0 58
6 45 0 08
4 51 0 15
6 45 0 18
6 45 0 58
6 45 0 08
4 51 0 14
6 45 0 18
6 45 0 60
6 45 0 08
4 51 0 15
6 45 0 18
6 45 0 59
6 45 0 08
4 51 0 12
6 45 0 18
6 45 0 59
o 29
o 30
o 63
o 13
o 31
o 36
o 62
o 38
o 20
o 23
o 54
o 16
o 19
o 23
o 55
o 12
o 20
o 22
o 54
o 18
o 24
o 27
o 56
o 40
o 19
o 23
o 55
o 12
o 20
o 23
o 54
o 16
o 31
o 36
o 62
2
3
15 0
2
4
15 0
2
5
15 0
2
6
15 0
2
7
15 0
2
8
15 0
2
9
15 0
2
10
15 0
Page 42 Of 115
HC= Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B:lI NAGY MEKHAIL
HCI STEEL BUILDING ~
SYSTEMS, INC. i Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501 Braced Purlin Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
4 2 39 7 93 0 30 0 54 6 45 0 08 0 38
2 11 15 0 9Z25U14 1 1 21 9 93 0 12 1 19 6 17 0 19 0 29
2 1 21 9 93 0 12 -1 75 8 81 0 20 0 30
3 0 60 9 93 0 06 -5 81 8 81 0 66 0 63
4 0 50 9 93 0 05 -0 83 8 81 0 09 0 13
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501 Front Sidewall Eave Strut Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Wall Bay Eave Load -n-Axial(k ) nn --Moment (f-k )n Axl+Mom
Id Id Size Id Calc Allow UC Calc Allow UC UC
---- --- ----------- ---- ----- ----- ---- ----- ----- ---- -------
2 1 9Z25U14 1 0 63 9 93 0 06 0 59 6 17 0 10 0 15
2 0 63 9 93 0 06 -0 88 8 81 0 10 0 15
3 0 32 9 93 0 03 -2 91 8 81 0 33 0 32
4 0 37 9 93 0 04 -0 41 8 81 0 05 0 08
2 2 9Z25U16 1 0 29 7 93 0 04 -0 39 6 45 0 06 0 09
2 0 29 7 93 0 04 0 57 6 45 0 09 0 11
3 0 15 7 93 0 02 1 91 6 45 0 30 0 27
4 -0 86 37 46 0 02 0 27 4 51 0 06 0 06
2 3 9Z25U16 1 0 29 7 93 0 04 0 34 4 51 0 08 0 10
2 0 29 7 93 0 04 0 58 6 45 0 09 0 11
3 0 15 7 93 0 02 1 91 6 45 0 30 0 27
4 0 49 7 93 0 06 0 27 4 51 0 06 0 11
2 4 9Z25U16 1 0 29 7 93 0 04 0 32 4 51 0 07 0 10
2 0 29 7 93 0 04 0 58 6 45 0 09 0 11
3 0 15 7 93 0 02 1 92 6 45 0 30 0 27
4 0 25 7 93 0 03 0 27 4 51 0 06 0 08
2 5 9Z25U16 1 0 29 7 93 0 04 0 33 4 51 0 07 0 10
2 0 29 7 93 0 04 0 57 6 45 0 09 0 11
3 0 15 7 93 0 02 1 88 6 45 0 29 0 27
4 0 61 7 93 0 08 0 27 4 51 0 06 0 13
2 6 9Z25U16 1 -0 05 37 46 0 00 0 33 4 51 0 07 0 07
2 -0 05 37 46 0 00 0 57 6 45 0 09 0 09
3 -0 03 37 46 0 00 1 88 6 45 0 29 0 29
4 -0 98 37 46 0 03 0 27 4 51 0 06 0 06
2 7 9Z25U16 1 0 29 7 93 0 04 0 32 4 51 0 07 0 10
HeB
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 43 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Front Sidewall Eave Strut Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2
8 9Z25U16
2
9 9Z25U16
2
10 9Z25U14
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
o 29
o 15
o 25
o 29
o 29
o 15
o 49
o 29
o 29
o 15
-0 86
o 63
o 63
o 32
o 37
7 93 0 04
7 93 0 02
7 93 0 03
7 93 0 04
7 93 0 04
7 93 0 02
7 93 0 06
7 93 0 04
7 93 0 04
7 93 0 02
37 46 0 02
9 93 0 06
9 93 0 06
9 93 0 03
9 93 0 04
o 58
1 92
o 27
o 34
o 58
1 91
o 27
-0 39
o 57
1 91
o 27
o 59
-0 88
-2 91
-0 41
6 45 0 09
6 45 0 30
4 51 0 06
4 51 0 08
6 45 0 09
6 45 0 30
4 51 0 06
6 45 0 06
6 45 0 09
6 45 0 30
4 51 0 06
6 17 0 10
8 81 0 10
8 81 0 33
8 81 0 05
o 11
o 27
o 08
o 10
o 11
o 27
o 11
o 09
o 11
o 27
o 06
o 15
o 15
o 32
o 08
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Purlin Design Report
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PURLIN LAYOUT
Bay Span
Id Id
Purlin
Size
1
2
3
4
5
6
1 9z25U14
2 9Z25U14
3 9Z25U16
4 9Z25U16
5 9Z25U16
6 9Z25U16
7 9Z25U16
EAVE STRUT
WALL #2
Span Lap_Dist(ft)
(ft) Left Right
o 33
24 67
25 00
25 00
25 00
25 00
25 00
2 88
1 88
1 88
1 88
1 88
No No
Space Row Brace
Unit
Weight
2 88
1 88
1 88
1 88
1 88
1 88
2 51
2 51
2 51
2 51
2 51
2 51
2 51
1
1
1
1
1
1
1
o
o
o
o
o
o
o
1 2
100 3
88 4
85 4
85 4
85 4
85 4
Total
Weight
1 2
100 3
88 4
85 4
85 4
85 4
85 4
NC=
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 44 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
7
8
9
10
8 9225U16
9 9225U16
10 9225U16
11 9225U14
12 9225U14
LOAD COMBINATION # 1
PURLIN ANALYSIS
Span
Id
25 00
25 00
25 00
24 67
o 33
1 88
1 88
1 88
2 88
DL+CO+LL
--------SHEAR(k )--------
Left
Sup
Lap
Left Right Right
Sup
1
2
3
4
5
6
7
8
9
10
11
12
o 00
o 69
o 93
o 88
o 89
o 89
o 89
o 88
o 90
o 84
1 06
o 02
o 73
o 74
o 76
o 75
o 76
o 75
o 77
o 71
o 86
STRENGTH/DEFLECTION
Span
Id
Lap
-0 86
-0 71
-0 77
-0 75
-0 76
-0 75
-0 76
-0 74
-0 73
-0 02
-1 06
-0 84
-0 90
-0 88
-0 89
-0 89
-0 89
-0 88
-0 93
-0 69
o 00
1 88
1 88
2 88
2 51
2 51
2 51
2 51
2 51
1
1
1
1
1
o
o
o
o
o
Total(lb)=
85 4
85 4
88 4
100 3
1 2
Purlin DL= 1 42 (psf
-------MOMENT(f-k )-------
Left
Sup
o 00
o 00
4 58
3 47
3 76
3 68
3 71
3 68
3 76
3 47
4 58
o 00
Left
Lap
2 20
1 95
2 22
2 14
2 17
2 15
2 20
2 01
1 83
Mom
o 00
-3 35
-1 54
-1 94
-1 83
-1 85
-1 85
-1 83
-1 94
-1 54
-3 35
o 00
Mid-Span
Loc
o 00
9 72
13 13
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr
Loc Calc Allow UC Loc Calc Allow UC Loc
85 4
85 4
88 4
100 3
1 2
892 0
Lap
Right Right
Sup
1 83
2 01
2 20
2 15
2 17
2 14
2 22
1 95
2 20
o 00
4 58
3 47
3 76
3 68
3 71
3 68
3 76
3 47
4 58
o 00
o 00
UC
DEFLECTION (in)
Calc Allow
tI =
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 45 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
UNBRACE LENGTHS
Span
Id Major
2 24 7
3 25 0
4 25 0
5 25 0
6 25 0
7 25 0
8 25 0
9 25 0
10 25 0
11 24 7
LAP BOLT SHEAR
-0 02
-0 86
o 73
-0 77
o 76
-0 76
o 76
-0 76
o 77
-0 73
o 86
o 02
3 84 0 01 RS
3 84 0 22 MS
2 04 0 36 LL
2 04 0 38 RL
2 04 0 37 LL
2 04 0 37 RL
2 04 0 37 LL
2 04 0 37 RL
2 04 0 38 LL
2 04 0 36 RL
3 84 0 22 MS
3 84 0 01 LS
o 00
-3 35
2 20
2 20
2 22
2 17
2 17
2 22
2 20
2 20
-3 35
o 00
6 61 0 00 LS
6 61 0 51 RS
4 84 0 45 LL
4 84 0 46 RL
4 84 0 46 LL
4 84 0 45 RL
4 84 0 45 LL
4 84 0 46 RL
4 84 0 46 LL
4 84 0 45 RL
6 61 0 51 LS
6 61 0 00 LS
------------Minor------------
LAP BOLT
Span SHEAR(k)
Id Left Right
2
3
o 36
o 44 0 46
LS
MS
RL RS
2 4 2 9
3 4 1 9
3 4 1 9
3 4 1 9
3 4 1 9
3 4 1 9
3 5 1 9
3 1 1 9
3 7 2 9
o 0 19 4
o 00
o 17
o 24
o 25
o 25
o 24
o 24
o 25
o 25
o 24
o 17
o 00
o 04
-0 72
-0 25
-0 42
-0 37
-0 39
-0 39
-0 37
-0 42
-0 25
-0 72
o 04
2 47
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 47
LL
19 4
2 9
1 9
1 9
1 9
1 9
1 9
1 9
1 9
2 9
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
3 7
3 1
3 5
3 4
3 4
3 4
3 4
3 4
2 4
SHEAR RATIO
( 0 5in A307
Left Right
o 20
o 20 0 26
HC=
HCI STEEL BUILDING
SYSTEMS, INC.
2501
4
5
6
7
8
9
10
11
o 46
o 50
o 49
o 49
o 49
o 50
o 46
o 36
o 50
o 49
o 49
o 49
o 50
o 46
o 44
LOAD COMBINATION # 2
PURLIN ANALYSIS
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Pur1in Design Report
o 26
o 28
o 28
o 28
o 28
o 28
o 26
o 20
o 28
o 28
o 28
o 28
o 28
o 26
o 20
DL+WS
--------SHEAR(k )--------
Span
Id
Left
Sup
Lap
Left Right Right
Sup
-0 52
-0 53
-0 54
-0 54
-0 54
-0 54
-0 55
-0 51
-0 61
STRENGTH/DEFLECTION
Span
Id
1
2
3
4
5
6
7
8
9
10
11
12
o 00
-0 49
-0 66
-0 62
-0 63
-0 63
-0 63
-0 63
-0 64
-0 60
-0 76
-0 02
Lap
o 61
o 51
o 55
o 54
o 54
o 54
o 54
o 53
o 52
o 02
o 76
o 60
o 64
o 63
o 63
o 63
o 63
o 62
o 66
o 49
o 00
-------MOMENT(f-k )-------
Left
Sup
o 00
o 00
-3 26
-2 47
-2 68
-2 62
-2 64
-2 62
-2 68
-2 47
-3 26
o 00
Left
Lap
-1 56
-1 39
-1 58
-1 53
-1 54
-1 53
-1 57
-1 43
-1 30
Mom
o 00
2 39
1 10
1 38
1 30
1 32
1 32
1 30
1 38
1 10
2 39
o 00
------SHEAR(k )------ -----MOMENT(f-k )----
Loc Calc Allow UC Loc Calc Allow UC
Mid-Span
Loc
o 00
9 72
1313
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
Mom+Shr
Loc UC
modify
Page 46 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
3/ 5/04 11 09am
Lap
Right Right
Sup
-1 30
-1 43
-1 57
-1 53
-1 54
-1 53
-1 58
-1 39
-1 56
o 00
-3 26
-2 47
-2 68
-2 62
-2 64
-2 62
-2 68
-2 47
-3 26
o 00
o 00
DEFLECTION (in)
Calc Allow
Nca
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 47 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Pur1in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
o 02
o 61
-0 52
o 55
-0 54
o 54
-0 54
o 54
-0 55
o 52
-0 61
-0 02
UNBRACE LENGTHS
Span
Id
Major
2
3
4
5
6
7
8
9
10
11
5 12 0 00 RS
5 12 0 12 MS
2 72 0 19 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 19 MS
5 12 0 12 MS
5 12 0 00 LS
o 00
2 39
1 10
1 38
1 30
1 32
1 32
1 30
1 38
1 10
2 39
o 00
8 81 0 00
6 17 0 39
4 51 0 24
4 51 0 31
4 51 0 29
4 51 0 29
4 51 0 29
4 51 0 29
4 51 0 31
4 51 0 24
6 17 0 39
8 81 0 00
------------Minor------------
24 7
25 0
25 0
25 0
25 0
25 0
25 0
25 0
25 0
24 7
LAP BOLT SHEAR
LAP BOLT
Span SHEAR(k)
Id Left Right
2
3
4
o 31
o 33
o 25
o 33
o 36
LS
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 4
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
LL
MS
RL
RS
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 4
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
LS
RS
LL
RL
LL
RL
LL
RL
LL
RL
LS
LS
o 00
o 05
o 07
o 07
o 07
o 07
o 07
o 07
o 07
o 07
o 05
o 00
-0 03
o 66
o 23
o 38
o 34
o 35
o 35
o 34
o 38
o 23
o 66
-0 03
3 29
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 29
19 4
13 2
14 8
14 3
14 5
14 5
14 3
14 8
13 2
19 4
SHEAR RATIO
( 0 5in A307
Left Right
o 11
o 14
o 11
o 14
o 15
~c= Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B~ NAGY MEKHAIL
HCI STEEL BUILDING _r-------'!I:III'>
SYSTEMS,INC ''''llllil Checked By ML
------------------------- -----------------------------------------------------
------------------------- -----------------------------------------------------
2501 Purlin Design Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
5 0 36 0 35 0 15 0 15
6 0 35 0 35 0 15 0 15
7 0 35 0 35 0 15 0 15
8 0 35 0 36 0 15 0 15
9 0 36 0 33 0 15 0 14
10 0 33 0 31 0 14 0 11
11 0 25 0 11
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501 Back Sidewall Eave Strut Report 3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Wall Bay Eave Load ----Axial (k ) ---- --Moment (f-k )-- Axl+Mom
Id Id Size Id Calc Allow UC Calc Allow UC UC
---- --- ----------- ---- ----- ----- ---- ----- ----- ---- -------
4 10 9Z25U14 1 0 57 9 93 0 06 0 59 6 17 0 10 0 14
2 0 57 9 93 0 06 -0 88 8 81 0 10 0 14
3 0 29 9 93 0 03 -2 91 8 81 0 33 0 31
4 0 35 9 93 0 04 -0 41 8 81 0 05 0 08
4 9 9Z25U16 1 1 58 7 93 0 20 -0 39 6 45 0 06 0 25
2 1 58 7 93 0 20 0 57 6 45 0 09 0 28
3 0 79 7 93 0 10 1 91 6 45 0 30 0 36
4 3 71 7 93 0 47 0 27 4 51 0 06 0 53
4 8 9Z25U16 1 0 26 7 93 0 03 0 34 4 51 0 08 0 10
2 0 26 7 93 0 03 0 58 6 45 0 09 0 11
3 0 13 7 93 0 02 1 91 6 45 0 30 0 27
4 0 47 7 93 0 06 0 27 4 51 0 06 0 11
4 7 9Z25U16 1 0 26 7 93 0 03 0 32 4 51 0 07 0 09
2 0 26 7 93 0 03 0 58 6 45 0 09 0 11
3 0 13 7 93 0 02 1 92 6 45 0 30 0 27
4 0 24 7 93 0 03 0 27 4 51 0 06 0 08
4 6 9Z25U16 1 0 26 7 93 0 03 0 33 4 51 0 07 0 10
2 0 26 7 93 0 03 0 57 6 45 0 09 0 11
3 0 13 7 93 0 02 1 88 6 45 0 29 0 27
4 0 59 7 93 0 07 0 27 4 51 0 06 0 13
4 5 9Z25U16 1 1 26 7 93 0 16 0 33 4 51 0 07 0 22
2 1 26 7 93 0 16 0 57 6 45 0 09 0 24
3 0 63 7 93 0 08 1 88 6 45 0 29 0 33
Page 48 Of 115
He
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
LUMBER STORAGE
Page 49 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Back Sidewall Eave Strut Report
------------------------------------------------------------------------------
------------------------------------------------------------------------------
4
4 9Z25Ul6
4
1
2
3
4
1
2
3
4
1
2
3
4
1
2
3
4
3 83
o 26
o 26
o 13
o 24
o 26
o 26
o 13
o 47
1 58
1 58
o 79
3 71
o 57
o 57
o 29
o 35
7 93 0 48
7 93 0 03
7 93 0 03
7 93 0 02
7 93 0 03
7 93 0 03
7 93 0 03
7 93 0 02
7 93 0 06
7 93 0 20
7 93 0 20
7 93 0 10
7 93 0 47
9 93 0 06
9 93 0 06
9 93 0 03
9 93 0 04
o 27
o 32
o 58
1 92
o 27
o 34
o 58
1 91
o 27
-0 39
o 57
1 91
o 27
o 59
-0 88
-2 91
-0 41
4 51 0 06
4 51 0 07
6 45 0 09
6 45 0 30
4 51 0 06
4 51 0 08
6 45 0 09
6 45 0 30
4 51 0 06
6 45 0 06
6 45 0 09
6 45 0 30
4 51 0 06
6 17 0 10
8 81 0 10
8 81 0 33
8 81 0 05
o 54
o 09
o 11
o 27
o 08
o 10
o 11
o 27
o 11
o 25
o 28
o 36
o 53
o 14
o 14
o 31
o 08
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Bay Span
Id Id
4
3 9Z25U16
Purlin Design Report
EAVE STRUT
WALL #4
Span Lap_Dist(ft)
(ft) Left Right
o 33
24 67
25 00
25 00
25 00
2 88
1 88
1 88
No No
Space Row Brace
Unit
Weight
2 88
1 88
1 88
1 88
2 51
2 51
2 51
2 51
2 51
1
1
1
1
1
o
o
o
o
o
1 2
100 3
88 4
85 4
85 4
Total
Weight
1 2
100 3
88 4
85 4
85 4
4
2 9Z25U16
4
1 9Z25U14
PURL IN LAYOUT
purlin
Size
10
9
8
7
1 9Z25U14
2 9Z25U14
3 9Z25U16
4 9Z25U16
5 9Z25U16
I-aC=
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 50 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purl in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
6
5
4
3
2
1
6 9Z25U16
7 9Z25U16
8 9Z25U16
9 9Z25U16
10 9Z25U16
11 9Z25U14
12 9Z25U14
LOAD COMBINATION # 1
PURLIN ANALYSIS
25 00
25 00
25 00
25 00
25 00
24 67
o 33
1 88
1 88
1 88
1 88
1 88
2 88
DL+CO+LL
--------SHEAR(k )--------
Span
Id
Left
Sup
Lap
Left Right Right
Sup
1
2
3
4
5
6
7
8
9
10
11
12
o 00
o 69
o 93
o 88
o 89
o 89
o 89
o 88
o 90
o 84
1 06
o 02
o 73
o 74
o 76
o 75
o 76
o 75
o 77
o 71
o 86
Lap
-0 86
-0 71
-0 77
-0 75
-0 76
-0 75
-0 76
-0 74
-0 73
-0 02
-1 06
-0 84
-0 90
-0 88
-0 89
-0 89
-0 89
-0 88
-0 93
-0 69
o 00
1 88
1 88
1 88
1 88
2 88
2 51
2 51
2 51
2 51
2 51
2 51
2 51
1
1
1
1
1
1
1
o
o
o
o
o
o
o
Total(lb)=
85 4
85 4
85 4
85 4
88 4
100 3
1 2
Purl in DL= 1 42 (psf
-------MOMENT(f-k )-------
Left
Sup
o 00
o 00
4 58
3 47
3 76
3 68
3 71
3 68
3 76
3 47
4 58
o 00
Left
Lap
2 20
1 95
2 22
2 14
2 17
2 15
2 20
2 01
1 83
Mom
o 00
-3 35
-1 54
-1 94
-1 83
-1 85
-1 85
-1 83
-1 94
-1 54
-3 35
o 00
Mid-Span
Loc
o 00
9 72
13 13
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
85 4
85 4
85 4
85 4
88 4
100 3
1 2
892 0
Lap
Right Right
Sup
1 83
2 01
2 20
2 15
2 17
2 14
2 22
1 95
2 20
o 00
4 58
3 47
3 76
3 68
3 71
3 68
3 76
3 47
4 58
o 00
o 00
STRENGTH/DEFLECTION
He=
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 51 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Span
Id
------SHEAR(k )------
Loc Calc Allow UC
-----MOMENT(f-k )----
Loc Calc Allow UC
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
UNBRACE LENGTHS
Span
Id Major
2 24 7
3 25 0
4 25 0
5 25 0
6 25 0
7 25 0
8 25 0
9 25 0
10 25 0
11 24 7
LAP BOLT SHEAR
-0 02
-0 86
o 73
-0 77
o 76
-0 76
o 76
-0 76
o 77
-0 73
o 86
o 02
3 84 0 01 RS
3 84 0 22 MS
2 04 0 36 LL
2 04 0 38 RL
2 04 0 37 LL
2 04 0 37 RL
2 04 0 37 LL
2 04 0 37 RL
2 04 0 38 LL
2 04 0 36 RL
3 84 0 22 MS
3 84 0 01 LS
o 00
-3 35
2 20
2 20
2 22
2 17
2 17
2 22
2 20
2 20
-3 35
o 00
------------Minor------------
LAP BOLT
Span SHEAR(k)
Id Left Right
LS
LL
MS
RL RS
2 4 2 9
3 4 1 9
3 4 1 9
3 4 1 9
3 4 1 9
3 4 1 9
3 5 1 9
3 1 1 9
3 7 2 9
o 0 19 4
6 61 0 00 LS
6 61 0 51 RS
4 84 0 45 LL
4 84 0 46 RL
4 84 0 46 LL
4 84 0 45 RL
4 84 0 45 LL
4 84 0 46 RL
4 84 0 46 LL
4 84 0 45 RL
6 61 0 51 LS
6 61 0 00 LS
Mom+Shr
Loc UC
o 00
o 17
o 24
o 25
o 25
o 24
o 24
o 25
o 25
o 24
o 17
o 00
DEFLECTION (in)
Calc Allow
o 04
-0 72
-0 25
-0 42
-0 37
-0 39
-0 39
-0 37
-0 42
-0 25
-0 72
o 04
2 47
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 50
2 47
19 4
2 9
1 9
1 9
1 9
1 9
1 9
1 9
1 9
2 9
o 0
3 7
3 1
3 5
3 4
3 4
3 4
3 4
3 4
2 4
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
SHEAR RATIO
( 0 5in A307
Left Right
IIC=
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 52 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
==============================================================================
Purl in Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2
3
4
5
6
7
8
9
10
11
o 44
o 46
o 50
o 49
o 49
o 49
o 50
o 46
o 36
o 36
o 46
o 50
o 49
o 49
o 49
o 50
o 46
o 44
LOAD COMBINATION # 2
PURLIN ANALYSIS
o 20
o 26
o 28
o 28
o 28
o 28
o 28
o 26
o 20
o 20
o 26
o 28
o 28
o 28
o 28
o 28
o 26
o 20
DL+WS
Span
Id
--------SHEAR(k )--------
Left Left Right Right
Sup Lap Lap Sup
1
2
3
4
5
6
7
8
9
10
11
12
o 00
-0 49
-0 66
-0 62
-0 63
-0 63
-0 63
-0 63
-0 64
-0 60
-0 76
-0 02
-0 52
-0 53
-0 54
-0 54
-0 54
-0 54
-0 55
-0 51
-0 61
STRENGTH/DEFLECTION
o 61
o 51
o 55
o 54
o 54
o 54
o 54
o 53
o 52
o 02
o 76
o 60
o 64
o 63
o 63
o 63
o 63
o 62
o 66
o 49
o 00
-------MOMENT(f-k )-------
Left Left Mid-Span
Sup
o 00
o 00
-3 26
-2 47
-2 68
-2 62
-2 64
-2 62
-2 68
-2 47
-3 26
o 00
Lap
-1 56
-1 39
-1 58
-1 53
-1 54
-1 53
-1 57
-1 43
-1 30
Mom
o 00
2 39
1 10
1 38
1 30
1 32
1 32
1 30
1 38
1 10
2 39
o 00
Loc
o 00
9 72
1313
12 33
12 55
12 48
12 52
12 45
12 67
11 87
14 95
o 33
Span
------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr
Right
Lap
-1 30
-1 43
-1 57
-1 53
-1 54
-1 53
-1 58
-1 39
-1 56
Right
Sup
o 00
-3 26
-2 47
-2 68
-2 62
-2 64
-2 62
-2 68
-2 47
-3 26
o 00
o 00
DEFLECTION (in)
HC=
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 53 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
purlin Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Id
Loc Calc Allow UC Loc Calc Allow UC Loc
1
2
3
4
5
6
7
8
9
10
11
12
RS
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
LS
o 02
o 61
-0 52
o 55
-0 54
o 54
-0 54
o 54
-0 55
o 52
-0 61
-0 02
UNBRACE LENGTHS
Span
Id
Major
2
3
4
5
6
7
8
9
10
11
5 12 0 00 RS
5 12 0 12 MS
2 72 0 19 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 20 MS
2 72 0 19 MS
5 12 0 12 MS
5 12 0 00 LS
o 00
2 39
1 10
1 38
1 30
1 32
1 32
1 30
1 38
1 10
2 39
o 00
8 81 0 00
6 17 0 39
4 51 0 24
4 51 0 31
4 51 0 29
4 51 0 29
4 51 0 29
4 51 0 29
4 51 0 31
4 51 0 24
6 17 0 39
8 81 0 00
------------Minor------------
24 7
25 0
25 0
25 0
25 0
25 0
25 0
25 0
25 0
24 7
LAP BOLT SHEAR
LAP BOLT
Span SHEAR(k)
Id Left Right
2 0 25
LS LL
o 0 19 4
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
o 0 0 0
MS
19 4
13 2
14 8
14 3
14 5
14 5
14 3
14 8
13 2
19 4
SHEAR RATIO
( 0 5in A307
Left Right
o 11
RL
RS
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 4
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
LS
RS
LL
RL
LL
RL
LL
RL
LL
RL
LS
LS
o 00
o 05
o 07
o 07
o 07
o 07
o 07
o 07
o 07
o 07
o 05
o 00
UC
Calc Allow
-0 03
o 66
o 23
o 38
o 34
o 35
o 35
o 34
o 38
o 23
o 66
-0 03
3 29
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 29
HC=
HCI STEEL BUILDING
SYSTEMS, I NC
Job No 2501
modify
Page 54 Of 115
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
=============================~================================================
Purlin Design Report
3/ 5/04 11 09am
==============================================================================
3
4
5
6
7
8
9
10
11
o 31
o 33
o 36
o 35
o 35
o 35
o 36
o 33
o 25
o 33
o 36
o 35
o 35
o 35
o 36
o 33
o 31
o 11
o 14
o 15
o 15
o 15
o 15
o 15
o 14
o 11
o 14
o 15
o 15
o 15
o 15
o 15
o 14
o 11
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Strut Bolt Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
EAVE STRUTS
Wall Frm_Line
Id
Id
Type
EW
RF
RF
RF
RF
RF
RF
RF
RF
RF
EW
EW
RF
RF
RF
RF
----Bolt_Selected-----
No
Type
Diam
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
o 500
Wshr
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
Calc
---Bolt_Capacity---
Ratio
o 63
o 86
o 86
o 49
o 61
o 98
o 98
o 49
o 86
o 86
o 63
o 57
3 71
3 71
o 47
o 59
Allow
5 80
4 70
4 70
4 70
4 70
4 70
4 70
4 70
4 70
4 70
5 80
5 80
4 70
4 70
4 70
4 70
o 11
o 18
o 18
o 10
o 13
o 21
o 21
o 10
o 18
o 18
o 11
o 10
o 79
o 79
o 10
o 12
2
2
2
2
2
2
2
2
2
2
2
4
4
4
4
4
1
2
3
4
5
6
7
8
9
10
11
1
2
3
4
5
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
A325
c=
Job No 2501
modify
Page 55 Of 115
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Strut Bolt Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
4 6
4 7
4 8
4 9
4 10
4 11
PURL INS
RF
RF
RF
RF
RF
EW
Surf Frm_Line
Id Id Type
2 1
2 2
2 3
2 4
2 5
2 6
2 7
2 8
2 9
2 10
2 11
**NOTE
EW
RF
RF
RF
RF
RF
RF
RF
RF
RF
EW
Brace
Loc
15 00
15 00
15 00
15 00
15 00
15 00
15 00
15 00
15 00
15 00
15 00
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
1 **
1 **
1 **
1 **
1 **
1 **
----Bolt_Selected-----
No Type
Diam Wshr
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
2 A325 0 500
Not standard bolt connection
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
1 **
Load
3 83
3 83
o 47
3 71
3 71
o 57
4 70
4 70
4 70
4 70
4 70
5 80
o 81
o 81
o 10
o 79
o 79
o 10
Id
---Bolt_Capacity---
Calc Allow Ratio
1
4
4
1
1
4
4
1
4
4
1
1 21
2 39
2 23
o 55
o 55
2 06
2 56
o 55
2 23
2 39
1 21
5 80
4 70
4 70
4 70
4 70
4 70
4 70
4 70
4 70
4 70
5 80
o 21
o 51
o 47
o 12
o 12
o 44
o 54
o 12
o 47
o 51
o 21
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Roof Design Weight Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Roof Purlins
Eave Struts
Roof Bracing
Wall Bracing
Total
4459 85
1783 94
234 62
182 73
6661 14
------------------------------------------------------------------------------
------------------------------------------------------------------------------
II =
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 56 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Roof Design Warning Report
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Roof Design Warning Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
No Warnings
Page 57
Of 115
N = Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS, INC.
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*==============================================================================
*2501
Sidewall Design Input
3/ 5/04 11 09am
*==============================================================================
*(l)JOBID
'2501'
* (2) PROGRAM OPTIONS
*Sidewall Run Run Lap
* Id Girt Panel Stiff
'B' 'Y' 'Y' 0 50
*(3)DESIGN CODE
*
*Design
* Code
---Steel_Code---
Cold Hot
'AISI96' 'AISC89'
---Build---
Country Code Year
Seismic
Zone
'WS'
'UBC '
'97'
'3 '
*(4}DESIGN CONSTANTS
* ---Steel_yield(ksi )--
* C-Sec W-Sec R-Sec Panel
Stress_Ratio
Girt Panel
Wind
Strength
Factor
*
55 0 50 0 50 0 50 0
1 03
1 03
1 3333
* (5) DEFLECTION LIMITS
*
* ---Girt---
* Wall Facia
--panel---
Wall Facia
Part
90 90
90 90
Wall
90
*(6) REPORTS
* Input Wall Door Wall
* Echo Girt Jamb Panel
'I'
'2 '
'Y'
'Y'
* (7}BUILDING TYPE
* Build L_Expand_EW
* Type Use Offset
R_Expand_EW
Use Offset
'FF-'
'N' 4 000 'N' 4 000
II
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Job No 2501
HCI STEEL BUILDING
SYSTEMS, INC.
* (8)BUILDING SHAPE
* No X-Coord Y-Coord Offset
* Surf (ft) (ft) (in)
3 o 0000 17 5000 0 000
30 0000 20 0000 8 000
30 0000 0 0000 0 000
* (9) SIDEWALL BAY SPACING (Max 40 bays)
* Sets_Of
Bay No
Width Bays
25 0000 10
*
Bays
1
* (10) FRAMED OPENINGS
* No Bay Open
* Open Id Width
o
Open
Offset
Open
Type
Open
Height
* (11) PARTIAL WALLS
* Set_Of Base Full
* Bays Type Load
o
--Bay_Id--
Start End
Wall
Height
*(12)GIRT DESIGN
* Girt In_Flg
Set
Depth
o 000
Set
Lap
o 0000
Max
* Type
Brace
Space
7 3333
'ZB'
'N'
*(13)GIRT LOCATION
* Set No
* Loc Girt
Girt
Location
'Y'
2
7 3333 12 0000
* (14) SPECIAL GIRT
* Sets_Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
o
*(15)WALL PANELS/GUTTERS
* Wall -----Gutter-----
* Panel
Use
Type Width
'Y' 0 000
'HHR 26
Sill
Height
Max_Unbr
Length
10 0000
Base
Elev
Set
Depth
Page 58 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
Member Remove
Select Panels
H = Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS. I NC
Page 59 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* (16) FACIA/PARAPET
*
* No_Of
-Location
Edge_Extend
* Ext
Id Type Start End
Elev Height
(ft)
Right
(ft)
Ext
* Diff Ext Facia Bay Bay
Left
Mount
o
* (17) FACIA/PARAPET GIRTS
*
*Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle
*Id Type Rotate Type Rotate Type Rotate
Part
Rotate Spacing
*(18)BASIC LOADS
* --Edge_Strip_Zone--
* Basic Wind_Load_Ratio Girt Panel
* Wind Deflect Factor Width Ratio Ratio
10 8 1 00 1 00 0 000 1 00 1 00
*(19)WIND PRESSURE/SUCTION
* Wind Wind
* Pressure Suction
9 7 -14 0 Girt/Header
12 9 -17 2 Panel
9 7 -14 0 Jamb
14 0 -14 0 Parapet Girt
*(20)GIRT LAPS
*
*
Data ------Set_1------- ------Set_2------- ------Set 3-------
* Opt Sets Left
o
Right Quan Left
Right Quan Left
Right Quan
*(21)GIRT STRAPS
*
*
Data ---Set_1--- ---Set_2--- ---Set 3--- ---Set_4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
o
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Sidewall Design Code
3/05/04 11 09am
Page 60 Of 115
HC=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Sidewall Design Code
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
STRUCTURAL CODE
Design Basis - WS
Hot Rolled Steel - AISC89
Cold Formed Steel - AISI96
BUILDING CODE
Wind Code - UBC
Year - 97
Seismic Zone - 3
MODULUS OF ELASTICITY
Hot Rolled Steel - 29000
Cold Formed Steel - 29500
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
--------------------------
GIRT LEVEL # 1 ; SPAN # 1
--------------------------
GIRT LAYOUT
Bay Girt Bay Lap Dist(ft) Girt No Girt
Id Size Width Left Right Location Brace Weight
-------- -------- ------
1 8Z25U16 25 00 0 88 7 3333 0 71 4
2 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
3 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
4 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
5 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
6 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
7 8z25U16 25 00 0 88 0 88 7 3333 0 73 8
8 8Z25U16 25 00 0 88 0 88 7 3333 0 73 8
II
HCI STEEL BUILDING
SYSTEMS,INC
=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 61 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
9
10
8Z25U16
8Z25U16
WIND PRESSURE
GIRT ANALYSIS
Bay
Id
25 00
25 00
o 88
o 88
---------SHEAR(k )--------
Left
Sup
1
2
3
4
5
6
7
8
9
10
o 57
o 77
o 72
o 73
o 73
o 73
o 72
o 74
o 69
o 88
Lap
Left Right Right
Sup
o 72
o 67
o 68
o 68
o 68
o 67
o 69
o 64
o 83
Lap
-0 83
-0 64
-0 69
-0 67
-0 68
-0 68
-0 68
-0 67
-0 72
STRENGTH/DEFLECTION
Span
Id
-0 88
-0 69
-0 74
-0 72
-0 73
-0 73
-0 73
-0 72
-0 77
-0 57
o 88
7 3333
7 3333
o
o
73 8
71 4
733 5
--------------MOMENT(f-k )--------------
Left
Sup
o 00
3 84
2 81
3 09
3 01
3 04
3 01
3 09
2 81
3 84
Left
Lap
3 19
2 21
2 47
2 40
2 42
2 40
2 47
2 24
3 09
Mid-Span
Mom
-2 83
-1 23
-1 60
-1 49
-1 52
-1 52
-1 49
-1 60
-1 23
-2 83
Loc
9 86
13 21
12 31
12 55
12 48
12 52
12 45
12 69
11 79
15 14
------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr
Loc Calc Allow UC Loc Calc Allow UC Loc
1
2
3
4
5
6
7
RL
LL
RL
LL
RL
LL
RL
-0 83
o 72
-0 69
o 68
-0 68
o 68
-0 68
3 08 0 27
3 08 0 23
3 08 0 22
3 08 0 22
3 08 0 22
3 08 0 22
3 08 0 22
RL
LL
RL
LL
RL
LL
RL
3 09
3 19
2 47
2 47
2 42
2 42
2 47
5 77 0 54 RL
5 77 0 55 LL
5 77 0 43 RL
5 77 0 43 LL
5 77 0 42 RL
5 77 0 42 LL
5 77 0 43 RL
o 31
o 32
o 20
o 20
o 19
o 19
o 20
Right Right
Lap
3 09
2 24
2 47
2 40
2 42
2 40
2 47
2 21
3 19
Sup
3 84
2 81
3 09
3 01
3 04
3 01
3 09
2 81
3 84
o 00
UC
DEFLECTION (in)
Calc Allow
-1 17
-0 29
-0 52
-0 46
-0 48
-0 48
-0 46
3 33
3 33
3 33
3 33
3 33
3 33
3 33
11==
HCI STEEL BUILDING
SYSTEMS. INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 62 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
8
9
10
LL
RL
LL
UNBRACE LENGTHS
Bay
Id Major
1 25 0
2 25 0
3 25 0
4 25 0
5 25 0
6 25 0
7 25 0
8 25 0
9 25 0
10 25 0
WIND SUCTION
GIRT ANALYSIS
o 69
-0 72
o 83
3 08 0 22 LL
3 08 0 23 RL
3 08 0 27 LL
2 47
3 19
3 09
5 77 0 43 LL
5 77 0 55 RL
5 77 0 54 LL
------------Minor------------
LS
LL
MS
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
Bay
Id
---------SHEAR(k )--------
Left Left Right Right
Sup
1
2
3
4
5
6
7
8
-0 83
-1 11
-1 03
-1 05
-1 05
-1 05
-1 05
-1 07
Lap
-1 04
-0 96
-0 98
-0 98
-0 98
-0 97
-0 99
o 0
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 0
5 8
4 0
4 5
4 4
4 4
4 4
4 4
4 4
4 4
Sup
1 27
o 99
1 07
1 05
1 05
1 05
1 05
1 03
RL
RS
4 4
4 4
4 4
4 4
4 4
4 4
4 5
4 0
5 8
o 0
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 0
Mom
4 08
1 78
2 30
2 16
2 19
2 19
2 16
2 30
Loc
9 86
13 21
12 31
12 55
12 48
12 52
12 45
12 69
o 20
o 32
o 31
Lap
-4 47
-3 23
-3 56
-3 47
-3 50
-3 47
-3 57
-3 19
-0 52
-0 29
-1 17
3 33
3 33
3 33
Lap
1 20
o 92
o 99
o 97
o 98
o 98
o 98
o 96
--------------MOMENT(f-k )--------------
Left Left Mid-Span Right Right
Sup
Lap
Sup
-5 55
-4 06
-4 46
-4 35
-4 39
-4 35
-4 46
-4 06
o 00
-5 55
-4 06
-4 46
-4 35
-4 39
-4 35
-4 46
-4 61
-3 19
-3 57
-3 47
-3 50
-3 47
-3 56
H =
HCI STEEL BUILDING
SYSTEMS, INC.
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 63 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
9
10
-0 99 -0 92
-1 27 -1 20
STRENGTH/DEFLECTION
Span
Id
1 04
1 11
o 83
1 20
-1 04
o 99
-0 98
o 98
-0 98
o 98
-0 99
1 04
-1 20
UNBRACE LENGTHS
1
2
3
4
5
6
7
8
9
10
------SHEAR(k }------
Loc Calc Allow DC
1
2
3
4
5
6
7
8
9
10
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
3 08 0 39 MS
3 08 0 34 LL
3 08 0 32 RL
3 08 0 32 LL
3 08 0 32 RL
3 08 0 32 LL
3 08 0 32 RL
3 08 0 32 LL
3 08 0 34 RL
3 08 0 39 MS
-4 06 -3 23
-5 55 -4 47
1 78 11 79 -4 61 -5 55
4 08 15 14 0 00
-----MOMENT(f-k )----
Loc Calc Allow DC
4 08
-4 61
-3 56
-3 57
-3 50
-3 50
-3 57
-3 56
-4 61
4 08
4 04 1 01 RL
5 77 0 80 LL
5 77 0 62 RL
5 77 0 62 LL
5 77 0 61 RL
5 77 0 61 LL
5 77 0 62 RL
5 77 0 62 LL
5 77 0 80 RL
4 04 1 01 LL
LS
LL MS
------------Minor------------
Mom+Shr
Loc UC
o 65
o 68
o 42
o 42
o 40
o 40
o 42
o 42
o 68
o 65
DEFLECTION (in)
Calc Allow
1 69
o 42
o 76
o 67
o 69
o 69
o 67
o 76
o 42
1 69
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Bay
Id
Major
25 0
25 0
25 0
25 0
25 0
25 0
25 0
25 0
25 0
25 0
19 7
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 7 19 7
o 0 13 0
o 0 14 8
o 0 14 3
o 0 14 5
o 0 14 5
o 0 14 3
o 0 14 8
o 0 13 0
o 0 19 7
RL
RS
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 7
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
19 7
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Girt Design Report
Page 64 Of 115
H==
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
--------------------------
GIRT LEVEL # 2 ; SPAN # 1
--------------------------
GIRT LAYOUT
Bay Girt Bay Lap Dist(ft) Girt No Girt
Id Size Width Left Right Location Brace Weight
-------- -------- ------
1 8Z25U16 25 00 0 88 12 0000 0 71 4
2 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
3 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
4 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
5 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
6 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
7 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
8 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
9 8Z25U16 25 00 0 88 0 88 12 0000 0 73 8
10 8Z25U16 25 00 0 88 12 0000 0 71 4
------
733 5
WIND PRESSURE
GIRT ANALYSIS
---------SHEAR(k )-------- --------------MOMENT(f-k )--------------
Bay Left Left Right Right Left Left Mid-Span Right Right
Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup
1 0 45 -0 66 -0 70 0 00 -2 24 9 86 2 45 3 04
2 0 61 0 57 -0 50 -0 54 3 04 2 53 -0 98 13 21 1 77 2 23
3 0 57 0 53 -0 54 -0 58 2 23 1 75 -1 26 12 31 1 95 2 45
II
HCI STEEL BUILDING
SYSTEMS, INC.
=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
modify
Page 65 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Girt Design Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
4
5
6
7
8
9
10
o 58
o 58
o 58
o 57
o 58
o 54
o 70
o 54
o 53
o 54
o 53
o 54
o 50
o 66
STRENGTH/DEFLECTION
Span
Id
-0 53
-0 54
-0 53
-0 54
-0 53
-0 57
-0 57
-0 58
-0 58
-0 58
-0 57
-0 61
-0 45
2 45
2 39
2 41
2 39
2 45
2 23
3 04
1 96
1 90
1 92
1 90
1 95
1 77
2 45
-1 18
-1 20
-1 20
-1 18
-1 26
-0 98
-2 24
------SHEAR(k )------
Loc Calc Allow UC
-----MOMENT(f-k )----
Loc Calc Allow UC
1
2
3
4
5
6
7
8
9
10
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
-0 66
o 57
-0 54
o 54
-0 54
o 54
-0 54
o 54
-0 57
o 66
UNBRACE LENGTHS
Bay
Id Major
1 25 0
2 25 0
3 25 0
4 25 0
5 25 0
6 25 0
7 25 0
8 25 0
9 25 0
3 08 0 21 RL
3 08 0 18 LL
3 08 0 18 RL
3 08 0 17 LL
3 08 0 17 RL
3 08 0 17 LL
3 08 0 17 RL
3 08 0 18 LL
3 08 0 18 RL
3 08 0 21 LL
2 45
2 53
1 95
1 96
1 92
1 92
1 96
1 95
2 53
2 45
5 77 0 42 RL
5 77 0 44 LL
5 77 0 34 RL
5 77 0 34 LL
5 77 0 33 RL
5 77 0 33 LL
5 77 0 34 RL
5 77 0 34 LL
5 77 0 44 RL
5 77 0 42 LL
------------Minor------------
LS
o 0
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
LL
MS
RL
4 4
4 4
4 4
4 4
4 4
4 4
4 5
4 0
5 8
RS
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
o 9
12 55
12 48
12 52
12 45
12 69
11 79
15 14
Mom+Shr
Loc UC
o 20
o 20
o 13
o 13
o 12
o 12
o 13
o 13
o 20
o 20
1 90
1 92
1 90
1 96
1 75
2 53
2 39
2 41
2 39
2 45
2 23
3 04
o 00
DEFLECTION ( in)
Calc Allow
-0 92
-0 23
-0 41
-0 36
-0 38
-0 38
-0 36
-0 41
-0 23
-0 92
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
o 0
5 8
4 0
4 5
4 4
4 4
4 4
4 4
4 4
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
o 0
It =
HCI STEEL BUILDING
SYSTEMS, INC
Job No 2501
CUstomer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 66 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/05/04 11 09am
Girt Design Report
------------------------------------------------------------------------------
------------------------------------------------------------------------------
10
25 0
WIND SUCTION
GIRT ANALYSIS
o 9
4 4
o 0
---------SHEAR(k )--------
Bay
Id
Left
Sup
Lap
o 95
o 73
o 79
o 77
o 77
o 77
o 78
o 76
o 82
STRENGTH/DEFLECTION
1
2
3
4
5
6
7
8
9
10
-0 66
-0 88
-0 82
-0 83
-0 83
-0 83
-0 83
-0 84
-0 78
-1 01
Lap
Left Right Right
Sup
-0 82
-0 76
-0 78
-0 77
-0 77
-0 77
-0 79
-0 73
-0 95
RL
LL
RL
LL
RL
LL
RL
LL
RL
LL
o 95
-0 82
o 79
-0 78
o 77
-0 77
o 78
-0 79
o 82
-0 95
1 01
o 78
o 84
o 83
o 83
o 83
o 83
o 82
o 88
o 66
3 08 0 31 MS
3 08 0 27 LL
3 08 0 25 RL
3 08 0 25 LL
3 08 0 25 RL
3 08 0 25 LL
3 08 0 25 RL
3 08 0 25 LL
3 08 0 27 RL
3 08 0 31 MS
o 0
o 0
--------------MOMENT(f-k )--------------
Left
Sup
o 00
-4 39
-3 21
-3 53
-3 44
-3 47
-3 44
-3 53
-3 21
-4 39
3 23
-3 65
-2 82
-2 83
-2 77
-2 77
-2 83
-2 82
-3 65
3 23
Left
Lap
-3 65
-2 52
-2 83
-2 74
-2 77
-2 75
-2 82
-2 55
-3 54
Mid-Span
Mom
3 23
1 41
1 82
1 71
1 74
1 74
1 71
1 82
1 41
3 23
4 04 0 80 RL
5 77 0 63 LL
5 77 0 49 RL
5 77 0 49 LL
5 77 0 48 RL
5 77 0 48 LL
5 77 0 49 RL
5 77 0 49 LL
5 77 0 63 RL
4 04 0 80 LL
Lac Calc Allow UC Lac Calc Allow UC Lac
Lac
9 86
13 21
12 31
12 55
12 48
12 52
12 45
12 69
11 79
15 14
Span
Id
------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr
Right Right
Lap
Sup
1
2
3
4
5
6
7
8
9
10
-3 54
-2 55
-2 82
-2 75
-2 77
-2 74
-2 83
-2 52
-3 65
-4 39
-3 21
-3 53
-3 44
-3 47
-3 44
-3 53
-3 21
-4 39
o 00
UC
DEFLECTION(in)
Calc Allow
o 41
o 42
o 26
o 26
o 25
o 25
o 26
o 26
o 42
o 41
1 33
o 33
o 60
o 53
o 54
o 54
o 53
o 60
o 33
1 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
3 33
Page 67 Of 115
=1
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Girt Design Report
3/05/04 11 09arn
------------------------------------------------------------------------------
------------------------------------------------------------------------------
UNBRACE LENGTHS
---------------
Bay ------------Minor------------
Id Major LS LL MS RL RS
1 25 0 19 7 19 7 19 7 0 0 0 0
2 25 0 0 0 0 0 13 0 0 0 0 0
3 25 0 0 0 0 0 14 8 0 0 0 0
4 25 0 0 0 0 0 14 3 0 0 0 0
5 25 0 0 0 0 0 14 5 0 0 0 0
6 25 0 0 0 0 0 14 5 0 0 0 0
7 25 0 0 0 0 0 14 3 0 0 0 0
8 25 0 0 0 0 0 14 8 0 0 0 0
9 25 0 0 0 0 0 13 0 0 0 0 0
10 25 0 0 0 0 0 19 7 19 7 19 7
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Wall Panel Report
3/05/04 11 09arn
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL REACTIONS (Back Sidwall, Bay= 1)
Panel HHR 26
Type
HR
, Gage
26 00
Yield
50
MOMENTS & DEFLECTION
---------Mornent(ft-lb/ft)---------
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 7 33 WP 62 6 153 1 0 41 -58 3 138 8 0 42 -0 40 0 98 0 41
WS -83 4 138 8 0 60 77 7 153 1 0 51 0 54 0 98 0 55
2 4 67 WP 62 6 153 1 0 41 3 6 153 1 0 02 0 05 0 62 0 08
WS -83 4 138 8 0 60 -4 8 138 8 0 03 -0 07 0 62 0 11
3 4 83 WP 21 1 153 1 0 14 -27 9 138 8 0 20 -0 09 0 64 0 14
Page 68 Of 115
He=
Job No 2501
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Wall Panel Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
WS
-28 1 138 8 0 20
37 2 153 1 0 24
o 12 0 64 0 18
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Weight Surrunary
3/05/04 11 09am
Girts
Frame Openings
1466 94
o 00
1466 94
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Sidewall Design Warning Report
3/05/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
No Warnings
Page 69 Of 115
Hem
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*==============================================================================
*2501
Endwall Design Input
3/ 2/04
1 15pm
*==============================================================================
*(1)JOBID (Max 60 char)
'2501'
* (2) PROGRAM OPTIONS
* EW
Run
Run Run
Run
No_Des Lap
Cycles Stiff
* Id
Col/Raf Girt Brace Panel
'L'
'Y'
'Y'
'Y'
'Y'
4
o 50
*(3)DESIGN CODE
*
*Design ---Steel_Code---
---Build--- Seismic
* Code
Cold
Hot
Country Code
Year
Zone
'WS'
'AISI96' 'AISC89'
'UBC '
'97'
'3 '
* (4)DESIGN CONSTANTS Wind
* ---------------Steel_Yield(ksi )-------------- ---Stress Ratio--- Strength
-
* Web Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor
50 0 55 0 55 0 50 0 50 0 36 0 55 0 50 0 1 03 1 03 1 03 1 3333
* (5) DEFLECTION LIMITS
* -----Rafter-----
---Girt--- --panel--- Part Wind
* Live Wind Total Column Wall Facia Wall Facia Wall Bent
120
90
o
90
90
90
90
90
90
80
* (6)REPORTS
* Input Column Wall Door Wall Cable
* Echo Rafter Girt Jamb Panel Brace
'I' '3 ' '2 ' 'Y' 'Y' 'Y'
* (7)BUILDING TYPE
* Build Build Build Expand_EW
* Type Width Length Use Offset
'FF-' 30 0000 250 0000 'N , 4 00
* (8) SURFACE SHAPE
*
No
X-Coord Y-Coord
Offset
Hea
HCI STEEL BUILDING
SYSTEMS,INC
* Surf
( ft)
o 0000
30 0000
30 0000
3
*(9)BAY SPACING
* Roof Frame
*
Bay Recess
25 0000 0 3333
* (10) FRAMED OPENINGS
* No
* Open
Bay
Id
Open
Width
o
* (11) PARTIAL WALLS
* Set_Of Base Full
* Bays Type Load
o
Page 70 Of 115
Job No 2501
modify
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
(ft)
17 5000
20 0000
o 0000
(in)
8 000
9 000
o 000
Sets_Of
Bays
1
Bay
width
30 0000
No
Bays
1
Open
Height
Open
Offset
sill
Height
Elev
Member Remove
Base
Set
Depth
Select Panels
Open
Type
--Bay_Id--
Start End
Wall
Height
* (12) COLUMNS
* --Left_Corner-- -Right_Corner-- -Int Facia-- Int_No Facia
Max_UnBr Base
* Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev
* (in) (in) (in) (in) Dep (ft) (in)
'R 0 00 'R , , - , 0 00 'R 0 00 'R 0 00 'N' 83 333 0 000
* ( 13 ) COLUMN SIZE
* Set No Column
Member Column Size
'N'
* (14) RAFTERS
* Rafter
Set
Depth
o 000
* Select
'R
Rafter Flange
Same Brace
'Y' 'Y'
*(15)RAFTERS SIZE
* Set No Rafter
* Member Rafter Size
'Y'
1
'W14x22,
Job No 2501
==
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS.INC
* (16) RAFTER SPLICES
*
Surf No
Id Splice
2 0
Splice
Loc
Splice
Type
*
*(17)GIRT DESIGN
* Girt In_FIg Set
Max
Girt_To One_Girt
Set
Lap
o 0000
Rafter
Depth/Bay
* Type Brace
Depth
o 000
Space
7 3333
'N'
'Y'
I ZF' 'Y'
*(18)GIRT LOCATION
* Set No
* Loc Girt
Girt
Location
'Y' 2
7 3333 12 0000
*(19)SPECIAL GIRT
* Sets_Of --Bay_Id--
Girt Girt
Girt
* Girts Start End Height Type Rotate
o
*(20)ROOF PURLINS
*
Surf Peak Purl No Surf
Id Space Space Purlin Ext
2 0 000 5 017 5 0 000
*
* (21) PANELS
* Wall
* Panel
'HHR 26
*(22)WIND FRAMING SELECTION
* -----Order_Of Selection------
* Panel Diagonal Wind Wind
* Shear Bracing
Bent Column
'N' 'Y'
IN' 'N'
*(23)WALL BRACING
* Wind Brace No _Bays Specified
* Shear Type Specified Bays_For_Bracing
100 0 'R , 1 1
*(24)WIND BENTS
* --Member--
No_Of
modify
Page 71 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
Max_Unbr
Length
10 0000
Page 72
Of 115
Job No 2501
modify
II =
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* Type Depth
" 0 00
Bays
o
Bay_Id
*(25)WIND COLUMNS
* --Member-- No_Of
* Type
Depth
o 00
Bays
o
Bay_Id
Left!
Right
* (26)WALL BRACING ATTACHMENT
*No_Of Attach --Bay_Id--
*Attach
Id
Start End
No_Of
Level
Level_Height
o
* (27) EAVE EXTENSION
*
*Wall No_Of Ext -Bay_Id--
*Id Ext Id Start End Height Width
2 0
4 0
Slope
-Edge_Extend- Ext
Left Right Mount
* (28)CANOPY
*
*Wall No_Of Ext
*Id Ext Id
1 0
2 0
4 0
-Bay_Id--
Start End Height Width
Slope
-Edge_Ex tend- Ext
Left Right Mount
* (29) FACIA/PARAPET
*
*Wall #Of Ext Fac Bay_Id
* Id Ext Id Typ St End
* (C,E)
1 0
2 0
4 0
----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext
Height width Slope Elev Height Slope Left Right Mnt
(ft) (ft) ? 12 (ft) (ft) ? 12 (ft) (ft)
* (30) FACIA/PARAPET GIRTS
*
*Ext ----Top---- --Interior-
*Id Type Rotate Type Rotate
---Back_panel--- Angle
Part Rotate Spacing
*(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET
NeB
HCI STEEL BUILDING
SYSTEMS, INC.
*
*
*Ext
*Id Dead Collat Live
*(32)BASIC LOADS
*
* Dead
* Load
Live
Load
Collat
Load
1 0
20 0
2 5
Customer
Description
c=..
2501
OSBURN STEEL BUILDINGS, INC
LUMBER STORAGE
Job No
Ext_Beam
Press Suct
Facia/Parapet
Press Suct
Snow
Load
25 0
Basic
Wind
10 8
Wind_Load_Ratio
Deflect Factor
1 00 1 00
*(33)BASIC LOADS AT EAVE
* Seis_Coeff Seis_Load
* Frame Brace Frame Brace
o 1148 0 3536
*(34)WIND PRESSURE/SUCTION
*
*
,^Jind
Wind
Suct
*
Press
9 7
9 7
9 7
12 9
14 0
-14 0
-14 0
-14 0
-17 2
-14 0
*(35)WIND COEFFICIENTS
* Surf Rafter_Wind_1
* Id Left Right
1 0 80 -0 50
2 -1 20 -1 20
3 -0 50 0 80
Torsion_Forces
Wind Seismic
o 00 0 00
o 43
1 34
Column
Girt/Header
Jamb
Panel
Parapet Girt
Rafter_Wind_2
Left Right
o 80 -0 50
-1 20 -1 20
-0 50 0 80
Bracing_Wind
Left Right
o 80 -0 50
-1 20 -1 20
-0 50 0 80
*
* (36) COLUMN & BRACING DESIGN LOADS
Snow/ Rafter_Wind Brace_Wind
Dead ColI Live Left Right Left Right
1 00 1 00 1 00 0 00 0 00 0 00 0 00
1 00 0 00 0 50 0 00 0 00 1 00 0 00
1 00 0 00 0 50 0 00 0 00 0 00 1 00
1 00 0 00 0 00 0 00 0 00 0 00 0 00
1 00 0 00 0 00 1 00 0 00 0 00 0 00
1 00 0 00 0 00 0 00 1 00 0 00 0 00
*Load
*No Id
8 1
2
3
4
5
6
Page 73
Of 115
modify
Date 3/9/2004
Designed By NAGY MEKHAIL
Checked By ML
Facia/Parapet_Girt
Press Suct
o 00
o 00
o 00
1 00
o 00
o 00
--Edge_Strip_Zone--
Girt Panel
Ratio Ratio
Width
o 000
Long
Wind
o 00
-1 20
o 00
1 00
1 00
Surface
Friction
o 00
o 00
o 00
o 00
1 00
1 00
o 00
1 00
1 00
I Aux_Load
Seisl Id Coef
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
Long Column_Wind
Wind Press Suct
o 00
o 00
o 00
1 00
o 00
o 00
=
HCI STEEL BUILDING
SYSTEMS, I NC
7 1 00 1 00 0 00
8 1 00 1 00 0 00
Job No
2501
OSBURN STEEL BUILDINGS, INC
CUstomer
Description
LUMBER STORAGE
o 00
o 00
o 00
o 00
o 00
o 00
o 00 0 00
o 00 0 00
*
* (37)COLUMN & BRACING DESIGN LOADS Deflection
o 00
o 00
modify
Date
Designed B
Checked By
o 00 1 00
o 00 -1 00
*Load
Snow/ Rafter_Wind Brace_Wind
Dead Coll Live Left Right Left Right
Long Column_Wind
Wind Press Suct
Aux_Load
Seisl Id Coef
*No Id
o
*
* (38) RAFTER DESIGN LOADS
* No
*Load
Load
Id
1
2
3
4
5
7
Snow/ Rafter_Wind_1 Rafter_Wind_2
Dead Collat Live Left Right Left Right
1 00 1 00 1 00 0 00 0 00 0 00 0 00
1 00 0 00 0 00 1 00 0 00 0 00 0 00
1 00 0 00 0 00 0 00 1 00 0 00 0 00
1 00 0 00 0 00 0 00 0 00 1 00 0 00
1 00 0 00 0 00 0 00 0 00 0 00 1 00
6
7
1 00
1 00
1 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
*
* (39) RAFTER DESIGN LOADS Deflection
* No Load
*Load Id
o
Snow/ Rafter_Wind_l Rafter_Wind_2
Dead Collat Live Left Right Left Right
* No
* (40}AUXILIARY LOADS
* Aux
o
Aux Aux
Id Name
* (41) ADDITIONAL LOADS
* No Add Surf Basic
* Add Id Id Load
o
*(42)GIRT LAPS
(Max 80 loads, 20 comb/load)
No _Add Add_Load
Combs Id Coef
Load
Type
FX
WI
FY
W2
Seis
o 00
o 00
o 00
o 00
o 00
1 00
-1 00
Seis
M
Co
Aux_Load
Id Coef
o 0 00
o 0 00
o 0 00
o 0 00
o 0 00
o
o
o 00
o 00
Page 74 Of 115
3/9/2004
NAGY MEKHAIL
o
o
ML
o 00
o 00
Aux_Load
Id Coef
X
DLl
Y -Conc
DL2 -Unif
Page 75 Of 115
==
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*
*
Data ------Set_1------- ------Set_2------- ------Set 3-------
* Opt Sets Left
Right Quan Left
Right Quan Left
Right Quan
o
*(43)GIRT STRAPS
*
* Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
o
* Code file used was C \MBS\CODE\EW_UBC 97
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Design Code
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
STRUCTURAL CODE
Design Basis
- WS
Hot Rolled Steel - AISCS9
Cold Formed Steel - AISI96
BUILDING CODE
Wind Code - UBC
Year - 97
Seismic Zone - 3
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------.------------------------------------------------------------------
MEMBER SIZES
Member Member Member ---Web_Size-- -Flange_ Size- Member
Id Locate Size Depth Thick Width Thick Length
----------- ------
Col-1 0 7 WSx10 7 47 0 170 3 94 0 205 16 2
Col-2 30 0 WSx10 7 47 0 170 3 94 0 205 1S 7
Raf-l W14x22 13 OS 0 230 5 00 0 335 30 1
Member
Weight
162 2
1S6 6
662 3
Total=
1011 OS
HC=
HCI STEEL BUILDING
SYSTEMS,INC
modify
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 76 Of 115
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DESIGN ACTIONS/STRESSES (W/R/U-Section)
--- Axial (k ,ksi )----- Shear (k ,ksi )---Moment (f-k ,ksi )-
Mem Load Design Calc Allow Design Calc Allow Design Calc Allow
Id Id Load Stress Stress Load Stress Stress Load Stress Stress
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
6 02
o 91
2 74
-1 67
-1 67
-1 67
1 20
1 45
5 83
2 17
o 88
-1 64
-1 64
-1 64
1 40
1 15
o 47
o 27
o 27
o 27
o 27
o 35
o 50
STRESS RATIO
Mem Load
Col-l
Col-l
Id
Id
1
2
2 03
o 31
o 93
-0 56
-0 56
-0 56
o 40
o 49
1 97
o 73
o 30
-0 55
-0 55
-0 55
o 47
o 39
o 07
o 04
o 04
o 04
o 04
o 05
o 08
Axial
o 15
o 02
13 61
18 15
18 15
40 00
40 00
40 00
18 15
18 15
13 61
18 15
18 15
40 00
40 00
40 00
18 15
18 15
22 07
29 42
29 42
29 42
29 42
29 42
29 42
Shear
o 00
o 05
o 00
-1 70
-1 70
1 18
-1 70
-1 70
o 00
o 00
o 00
-1 92
-1 92
1 33
-1 92
-1 92
o 00
o 00
5 60
-1 63
-1 63
-1 63
-1 63
o 99
o 96
Moment
o 00
o 47
o 00
1 34
1 34
o 93
1 34
1 34
o 00
o 00
o 00
1 51
1 51
1 05
1 51
1 51
o 00
o 00
1 86
o 54
o 54
o 54
o 54
o 33
o 32
Axl+Mom
o 15
o 48
20 00
26 67
26 67
26 67
26 67
26 67
26 67
26 67
20 00
26 67
26 67
26 67
26 67
26 67
26 67
26 67
18 89
25 19
25 19
25 19
25 19
25 19
25 19
Shr+Mom
o 00 0 00
6 90 -10 61
6 90 -10 61
-4 78 -7 35
6 90 -10 61
6 90 -10 61
o 00 0 00
o 00 0 00
o 00 0 00
8 94 -13 73
8 94 -13 73
-6 19 -9 52
8 94 -13 73
8 94 -13 73
o 00 0 00
o 00 0 00
-41 19 -17 04
11 98 -4 96
11 98 -4 96
11 98 -4 96
11 98 -4 96
-7 28 -3 01
-7 03 -2 91
16 99
22 66
22 66
22 66
22 66
22 66
22 66
22 66
16 99
22 66
22 66
22 66
22 66
22 66
22 66
22 66
29 54
39 39
39 39
39 39
39 39
39 39
39 39
=a
Job No 2501
HCI STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 77 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Column & Rafter Design
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
Raf-l
3
4
5
6
7
8
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
o 05
o 01
o 01
o 01
o 02
o 03
o 14
o 04
o 02
o 01
o 01
o 01
o 03
o 02
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 05
o 03
o 05
o 05
o 00
o 00
o 00
o 06
o 06
o 04
o 06
o 06
o 00
o 00
o 10
o 02
o 02
o 02
o 02
o 01
o 01
MEMBER DEFLECTIONS/COLUMN REACTIONS
Mem Load
Id
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-l
Col-2
Col-2
Col-2
Col-2
Id
Calc
Deflection (in)
Allow
1
2
3
4
5
6
7
8
1
2
3
4
o 00
o 37
o 37
-0 25
o 37
o 37
o 00
o 00
o 00
o 63
o 63
-0 43
o 47
o 32
o 47
o 47
o 00
o 00
o 00
o 61
o 61
o 42
o 61
o 61
o 00
o 00
o 58
o 13
o 13
o 13
o 13
o 08
o 07
o 49
o 32
o 47
o 47
o 02
o 03
o 14
o 62
o 61
o 42
o 61
o 61
o 03
o 02
o 58
o 13
o 13
o 13
o 13
o 08
o 07
Reaction (k )
2 16
2 16
2 16
2 16
2 16
2 16
2 16
2 16
2 49
2 49
2 49
2 49
Horz(OP)
o 00
1 70
1 70
-1 18
1 70
1 70
o 00
o 00
o 00
1 92
1 92
-1 33
Vert Horz (IP)
6 02
-0 38
2 74
-1 51
-1 51
-1 51
o 95
1 45
5 83
2 17
-0 95
-1 45
o 00
2 22
o 00
o 00
o 00
o 00
o 43
o 00
o 00
o 00
3 14
o 00
Page 78 Of 115
He=
Job No
2501
OSBURN STEEL BUILDINGS, INC
modify
Customer
Date
3/9/2004
Description
LUMBER STORAGE
Designed B~ NAGY MEKHAIL
Checked By ML
HCI STEEL BUILDING
SYSTEMS, INC.
I""':"
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Col-2 5 0 63 2 49 1 92 -1 45 0 00
Col-2 6 0 63 2 49 1 92 -1 45 0 00
Col-2 7 0 00 2 49 0 00 1 40 0 00
Col-2 8 0 00 2 49 0 00 0 90 0 43
Raf-1 1 -1 11 3 00
Raf-1 2 0 32 4 00
Raf-1 3 0 32 4 00
Raf-1 4 0 32 4 00
Raf-1 5 0 32 4 00
Raf-1 6 -0 20 4 00
Raf-1 7 -0 19 4 00
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
LOAD COMBINATION # 1
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
---- ------ ------ ------ ------ ------ ------
1 0 00 6 02 0 00 0 00 16 2 7 3
1 8 11 5 94 0 00 0 00 16 2 7 3
1 16 22 5 86 0 00 0 00 16 2 7 3
2 0 00 5 83 0 00 0 00 18 7 7 3
2 9 33 5 74 0 00 0 00 18 7 7 3
2 18 66 5 64 0 00 0 00 18 7 7 3
LOAD COMBINATION # 2
--------------------
--------Actions------- Unbraced _Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
---- ------ ------ ------ ------ ------ ------
1 0 00 0 91 -1 70 0 00 16 2 7 3
1 8 11 0 83 0 00 6 90 16 2 7 3
Page 79 Of 115
Mea
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1 16 22 0 75 1 70 0 00 16 2 7 3
2 0 00 2 17 -1 92 0 00 18 7 7 3
2 9 33 2 08 0 00 8 94 18 7 7 3
2 18 66 1 98 1 92 0 00 18 7 7 3
LOAD COMBINATION # 3
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------
1 0 00 2 74 -1 70 0 00 16 2 7 3
1 8 11 2 66 0 00 6 90 16 2 7 3
1 16 22 2 58 1 70 0 00 16 2 7 3
2 0 00 0 88 -1 92 0 00 18 7 7 3
2 9 33 0 78 0 00 8 94 18 7 7 3
2 18 66 0 69 1 92 0 00 18 7 7 3
LOAD COMBINATION # 4
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------
1 0 00 -1 51 1 18 0 00 16 2 7 3
1 8 11 -1 59 0 00 -4 78 16 2 7 3
1 16 22 -1 67 -1 18 0 00 16 2 7 3
2 0 00 -1 45 1 33 0 00 18 7 7 3
2 9 33 -1 55 0 00 -6 19 18 7 7 3
2 18 66 -1 64 -1 33 0 00 18 7 7 3
LOAD COMBINATION # 5
--------------------
--------Actions------- Unbraced _Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------
Page 80 Of 115
Job No 2501
modify
II =
Hel STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
1 0 00 -1 51 -1 70 0 00 16 2 7 3
1 8 11 -1 59 0 00 6 90 16 2 7 3
1 16 22 -1 67 1 70 0 00 16 2 7 3
2 0 00 -1 45 -1 92 0 00 18 7 7 3
2 9 33 -1 55 0 00 8 94 18 7 7 3
2 18 66 -1 64 1 92 0 00 18 7 7 3
LOAD COMBINATION # 6
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------ ------
1 0 00 -1 51 -1 70 0 00 16 2 7 3
1 8 11 -1 59 0 00 6 90 16 2 7 3
1 16 22 -1 67 1 70 0 00 16 2 7 3
2 0 00 -1 45 -1 92 0 00 18 7 7 3
2 9 33 -1 55 0 00 8 94 18 7 7 3
2 18 66 -1 64 1 92 0 00 18 7 7 3
LOAD COMBINATION # 7
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------ ------
1 0 00 1 20 0 00 0 00 16 2 7 3
1 8 11 1 12 0 00 0 00 16 2 7 3
1 16 22 1 04 0 00 0 00 16 2 7 3
2 0 00 1 40 0 00 0 00 18 7 7 3
2 9 33 1 31 0 00 0 00 18 7 7 3
2 18 66 1 21 0 00 0 00 18 7 7 3
LOAD COMBINATION # 8
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Page 81 Of 115
Hem
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Id Offset k k f-k ft ft
------ ------ ------ ------ ------
1 0 00 1 45 0 00 0 00 16 2 7 3
1 8 11 1 37 0 00 0 00 16 2 7 3
1 16 22 1 28 0 00 0 00 16 2 7 3
2 0 00 1 15 0 00 0 00 18 7 7 3
2 9 33 1 06 0 00 0 00 18 7 7 3
2 18 66 0 96 0 00 0 00 18 7 7 3
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Base Plate & Anchor Bolt Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Column_Base Max_Reactions(k ) --Plate_Size(in)-- -Bolts(A307 ) -
Id Depth Comp Tens Shear Width Length Thick Row Diam Gage
------
Col-l 7 9 6 0 -1 1 2 1 6 0 7 9 0 375 2 0 750 3 50
Col-2 7 9 5 8 -1 1 2 8 6 0 7 9 0 375 2 0 750 3 50
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Flush Girt Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
GIRT LOCATION
Bay No Girt Id
Id Girt 1 2
-------- --------
1 2 7 333 12 000
GIRT SPAN
Bay No Girt Id
Id Girt 1 2
-------- --------
1 2 28 255 28 255
GIRT SIZE
Bay No Girt Id
Page 82 Of 115
Hel
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Flush Girt Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Id
Girt
1
2
1
2
12z35U14 12Z35U14
GIRT INSIDE FLANGE BRACE
No _Brace/Bay
1
2
GIRT ACTIONS
Bay Girt Ld
Id Id Id
--Shear(k )---
Calc Allow UC
--Moment(f-k )--
Calc Allow UC
---Deflect(in)--
Calc Allow UC
1
1 WP -0 82
WS 1 19
3 78 0 22
3 78 0 31
-5 81 12 42 0 47
8 38 9 72 0 86
-0 98
1 41
3 77 0 26
3 77 0 37
1
2 WP -0 74
WS 1 07
3 78 0 20
3 78 0 28
-5 25 12 42 0 42
7 57 9 72 0 78
-0 88
1 27
3 77 0 23
3 77 0 34
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Diagonal Bracing Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL SHEAR WITH NO BRACING
Panel Shear (Allow)
Panel Shear (Calc )
100 0
104 8
DIAGONAL BRACING REQUIRED
Bay Level ------Diag_Brace-----
Id Height Type Size Part
------ --------
1 17 83 R 0 625 ROD625
Brace_Tension(k )
----Wind---- ---Seismic-- Max
Calc Allow Calc Allow UC
3 64 5 08 1 55 8 14 0 72
COLUMN BASE REACTIONS
Page 83 Of 115
He;
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS, I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Diagonal Bracing Summary
31 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Bay Col Wind_Max Seismic _Max
Id Id Horz Vert ( + 1- ) Horz Vert(+I-)
--------- ---------
1 1 -2 22 1 29 -0 43 0 25
1 2 3 14 1 83 0 43 0 25
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Wall Panel Report
31 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL DATA Bay= 1
Panel HHR 26 , Type HR Gage 26 00 , Yield 50 0
MOMENTS & DEFLECTION
---------Moment(ft-Ib/ft)---------
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow DC
1 7 33 WP 59 4 153 1 0 39 -59 6 138 8 0 43 -0 42 0 98 0 43
WS -79 2 138 8 0 57 79 4 153 1 0 52 0 56 0 98 0 57
2 4 67 WP 59 4 153 1 0 39 12 4 153 1 0 08 0 08 0 62 0 12
WS -79 2 138 8 0 57 -16 5 138 8 0 12 -0 10 0 62 0 16
3 6 17 WP 37 4 153 1 0 24 -44 2 138 8 0 32 -0 23 0 82 0 28
WS -49 8 138 8 0 36 59 0 153 1 0 39 0 30 0 82 0 37
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Design Warning Report
31 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
No Warnings
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Weight Summary
31 5/04 11 09am
Page 84 Of 115
IIC;
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwa11 Weight Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
------------------------------------------------------------------------------
------------------------------------------------------------------------------
FORCED SPACING
Total Column Weight 348 80
Total Rafter Weight 662 29
Total Girt Weight 276 90
Total Door Jamb Weight 0 00
Total Bracing Weight 72 18
Total clips Weight 6 60
--------
Total Endwall Weight 1366 76
Page 85 Of 115
em
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*==============================================================================
*2501
Endwall Design Input
3/ 2/04
1 15pm
*==============================================================================
*(l)JOBID (Max 60 char)
'2501'
* (2) PROGRAM OPTIONS
* EW
* Id
Run
Run Run
Run
No_Des Lap
Cycles Stiff
Col/Raf Girt Brace Panel
'R'
'Y'
'Y'
'Y'
'Y'
4
o 50
*(3)DESIGN CODE
*
*Design ---Steel_Code---
---Build--- Seismic
* Code
Cold
Hot
Country Code
Year
Zone
'WS'
'AISI96' 'AISC89'
'UBC '
'97'
'3 '
* (4)DESIGN CONSTANTS Wind
* ---------------Steel_Yield(ksi )-------------- ---Stress Ratio--- Strength
-
* Web FIg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor
50 0 55 0 55 0 50 0 50 0 36 0 55 0 50 0 1 03 1 03 1 03 1 3333
* (5) DEFLECTION LIMITS
* -----Rafter-----
---Girt--- --panel--- Part Wind
* Live Wind Total Column Wall Facia Wall Facia Wall Bent
120
90
o
90
90
90
90
90
90
80
* (6) REPORTS
* Input Column Wall Door Wall Cable
* Echo Rafter Girt Jamb Panel Brace
'I' '3 ' '2 ' 'Y' 'Y' 'Y'
* (7)BUILDING TYPE
* Build Build Build Expand_EW
* Type Width Length Use Offset
'FF-' 30 0000 250 0000 'N , 4 00
* (8) SURFACE SHAPE
* No
X-Coord Y-Coord
Offset
Page 86 Of 115
HC
HCI STEEL BUILDING
SYSTEMS,INC
Job No 2501
modify
Customer OSBURN STEEL BUILDINGS, INC
Date 3/9/2004
LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
3
(ft)
o 0000
30 0000
30 0000
( ft)
20 0000
17 5000
o 0000
(in)
o 000
9 000
8 000
* Surf
*(9)BAY SPACING
* Roof Frame
Bay Recess
25 0000 0 3333
Sets_Of
Bays
1
Bay
width
30 0000
No
*
Bays
1
* (10) FRAMED OPENINGS
*
No
Bay
Id
Open
Width
Open
Height
Open
Offset
Open
Type
Sill
Height
Base
Set
Depth
Member Remove
* Open
Elev
Select Panels
o
* (11 ) PARTIAL WALLS
* Set_Of Base Full
* Bays Type Load
o
--Bay_Id--
Start End
Wall
Height
* ( 12 ) COLUMNS
* --Left_Corner-- -Right_Corner-- -Int Facia-- Int_No_Facia
Max_UnBr Base
* Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev
* (in) (in) (in) (in) Dep (ft) (in)
'R , , - , 0 00 'R 0 00 'R 0 00 'R 0 00 'N' 83 333 0 000
* ( 13 ) COLUMN SIZE
* Set No Column
* Member Column Size
'N'
* (14) RAFTERS
* Rafter Set Rafter Flange
* Select Depth Same Brace
'R 0 000 'Y' 'Y'
*(15)RAFTERS SIZE
* Set No Rafter
* Member Rafter Size
'Y'
1
'W14x22,
Page 87
Of 115
Hel
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS,INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* (16) RAFTER SPLICES
*
Surf No
Id Splice
2 0
Splice
Loc
Splice
Type
*
*(17)GIRT DESIGN
* Girt In_FIg
* Type Brace
I ZF' ryr
Set Set Max
Depth Lap Space
o 000 0 0000 7 3333
Girt To One_Girt Max_Unbr
Rafter Depth/Bay Length
'N' 'Y' 10 0000
*(18)GIRT LOCATION
* Set No
* Loc Girt
Girt
Location
'Y' 2
7 3333 12 0000
* (19)SPECIAL GIRT
* Sets_Of --Bay_Id-- Girt Girt Girt
* Girts Start End Height Type Rotate
o
*(20)ROOF PURL INS
*
Surf Peak Purl No Surf
Id Space Space Purlin Ext
*
2
o 000 5 017
5
o 000
* (21) PANELS
* Wall
* Panel
'HHR 26
*(22)WIND FRAMING SELECTION
* -----Order_Of Selection------
* Panel Diagonal Wind Wind
* Shear Bracing Bent Column
IN' 'Y' 'N' IN!
*(23)WALL BRACING
* Wind
Brace
No _Bays Specified
Specified Bays_For_Bracing
* Shear
Type
100 0
'R '
1
1
*(24)WIND BENTS
* --Member--
No_Of
Page 88 Of 115
He;
HCI STEEL BUILDING
SYSTEMS. INC
Job No 2501
modify
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* Type Depth
.. 0 00
Bays
o
Bay_Id
*(25)WIND COLUMNS
* --Member-- No_Of
* Type Depth
.. 0 00
Bays
Bay_Id
Left/
Right
o
*(26)WALL BRACING ATTACHMENT
*No_Of Attach --Bay_Id--
*Attach Id Start End
No_Of
Level
Level_Height
o
*(27)EAVE EXTENSION
*
*Wall No Of Ext -Bay_Id--
*Id Ext Id Start End Height Width
2 0
4 0
Slope
-Edge_Extend- Ext
Left Right Mount
* (28) CANOPY
*
*Wall No_Of Ext
*Id Ext Id
3 0
2 0
4 0
-Bay_Id--
Start End Height Width
Slope
-Edge_Extend- Ext
Left Right Mount
* (29) FACIA/PARAPET
*
*Wall #Of Ext Fac Bay_Id
* Id Ext Id Typ St End
* (C,E)
3 0
2 0
4 0
----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext
Height width Slope
(ft) (ft) ? 12
Elev Height Slope Left Right MDt
(ft) (ft) ? 12 (ft) (ft)
* (30) FACIA/PARAPET GIRTS
*
*Ext ----Top---- --Interior- ---Back_panel--- Angle
*Id Type Rotate Type Rotate Part Rotate Spacing
*(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET
Ilea
HCI STEEL BUILDING
SYSTEMS.INC
*
*
*Ext
Job No
2501
Customer
Description
OSBURN STEEL BUILDINGS, INC
LUMBER STORAGE
Page 89 Of 115
modify
Date
Designed B
Checked By
3/9/2004
NAGY MEKHAIL
ML
*Id Dead Collat Live
Ext_Beam
Press Suct
Facia/Parapet
Press Suct
Facia/Parapet_Girt
Press Suct
*
*(32)BASIC LOADS
* Dead
* Load
2 5
Collat
Load
1 0
Live
Snow
Load
25 0
Basic
Wind
10 8
wind_Load_Ratio
Deflect Factor
1 00 1 00
--Edge_Strip_Zone--
Girt Panel
Ratio Ratio
Width
o 000
*(33)BASIC LOADS AT EAVE
* Seis_Coeff Seis_Load
* Frame Brace Frame Brace
Load
20 0
o 1148 0 3536
Torsion_Forces
Wind Seismic
o 00 0 00
o 43
1 34
*
*(34)WIND PRESSURE/SUCTION
*
*
Wind
Wind
Suct
Press
9 7
9 7
9 7
12 9
14 0
-14 0
-14 0
-14 0
-17 2
-14 0
*(35)WIND COEFFICIENTS
* Surf Rafter_Wind_1
* Id Left Right
1 0 80 -0 50
2 -1 20 -1 20
3 -0 50 0 80
Column
Girt/Header
Jamb
Panel
Parapet Girt
Rafter_Wind_2
Left Right
o 80 -0 50
-1 20 -1 20
-0 50 0 80
Bracing_Wind
Left Right
o 80 -0 50
-1 20 -1 20
-0 50 0 80
Long
Wind
o 00
-1 20
o 00
*
* (36) COLUMN & BRACING DESIGN LOADS
*Load
*No Id
8 1
2
3
4
5
6
Snow/ Rafter_Wind Brace_Wind
Dead ColI Live Left Right Left Right
1 00 1 00 1 00 0 00 0 00 0 00 0 00
1 00 0 00 0 50 0 00 0 00 1 00 0 00
1 00 0 00 0 50 0 00 0 00 0 00 1 00
1 00 0 00 0 00 0 00 0 00 0 00 0 00
1 00 0 00 0 00 1 00 0 00 0 00 0 00
1 00 0 00 0 00 0 00 1 00 0 00 0 00
Long Column_Wind
Wind Press Suct
o 00 0 00 0 00
o 00 0 00 1 00
o 00 0 00 1 00
1 00 1 00 0 00
o 00 0 00 1 00
o 00 0 00 1 00
1 00
1 00
Surface
Friction
o 00
o 00
o 00
Aux_Load
Seisl Id Coef
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
o 00 0 0 00
Job No
lie = De.::::::
HCI STEEL BUILDING ~
SYSTEMS.INC I,,//::::/"Il'i
7 1 00 1 00 0 00 0 00 0 00
8 1 00 1 00 0 00 0 00 0 00
*
* (37) COLUMN & BRACING DESIGN LOADS
2501
OSBURN STEEL BUILDINGS, INC
LUMBER STORAGE
o 00
o 00
o 00
o 00
o 00
o 00
Deflection
o 00
o 00
Page 90 Of 115
modify
Date 3/9/2004
Designed B:y NAGY MEKHAIL
Checked By ML
o 00 1 00 0 0 00
o 00 -1 00 0 0 00
*Load
*No Id
Snow/ Rafter_wind Brace_Wind
Dead ColI Live Left Right Left Right
Long Column_Wind
Wind Press Suct
I Aux_Load
Seisl Id Coef
o
*
* (38) RAFTER DESIGN LOADS
* No Load
*Load Id
7 1
2
3
4
5
Snow/ Rafter_Wind_1 Rafter_Wind_2
Dead Collat Live Left Right Left Right
1 00 1 00 1 00 0 00 0 00 0 00 0 00
1 00 0 00 0 00 1 00 0 00 0 00 0 00
1 00 0 00 0 00 0 00 1 00 0 00 0 00
1 00 0 00 0 00 0 00 0 00 1 00 0 00
1 00 0 00 0 00 0 00 0 00 0 00 1 00
6
7
1 00
1 00
o 00
o 00
o 00
o 00
o 00
o 00
1 00
1 00
o 00
o 00
o 00
o 00
*
* (39)RAFTER DESIGN LOADS Deflection
* No Load
*Load Id
o
Snow/ Rafter_Wind_1 Rafter_Wind_2
Dead Collat Live Left Right Left Right
Aux Aux
Id Name
(Max 80 loads, 20 comb/load)
No _Add Add_Load
Combs Id Coef
* (40)AUXILIARY LOADS
* No
* Aux
o
* (41) ADDITIONAL LOADS
* No Add
* Add Id
o
*(42)GIRT LAPS
*
Surf
Id
Basic
Load
Type
FX
W1
FY
W2
1 00
-1 00
Seis
o 00
o 00
o 00
o 00
o 00
I Aux_Load
I Id Coef
o 0 00
o 0 00
o 0 00
o 0 00
o 0 00
o
o
o 00
o 00
I Aux_Load
Seis I Id Coef
X
DL1
Y -Conc
DL2 -Unif
Load
M
Co
Page 91 Of 115
HCI STEEL BUILDING
SYSTEMS.INC
Job No 2501
modify
He
Customer OSBURN STEEL BUILDINGS, INC
Date 3/9/2004
LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
* Data ------Set_1------- ------Set_2------- ------Set_3-------
* Opt Sets Left
o
Right Quan Left
Right Quan Left
Right Quan
*(43)GIRT STRAPS
*
* Data ---Set_1--- ---Set 2--- ---Set_3--- ---Set_4---
*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan
o
* Code file used was C \MBS\CODE\EW_UBC 97
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Design Code
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
STRUCTURAL CODE
Design Basis
- WS
Hot Rolled Steel - AISC89
Cold Formed Steel - AISI96
BUILDING CODE
Wind Code
Year
- UBC
- 97
Seismic Zone - 3
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
MEMBER SIZES
Member Member Member
Id Locate Size
------ ------ -----------
Col-1 0 0 W8x10
Col-2 29 3 W8x10
Raf-1 W14x22
---Web_Size-- -Flange_Size- Member Member
Depth Thick Width Thick Length Weight
7 47 0 170 3 94 0 205 18 7 186 6
7 47 0 170 3 94 0 205 16 2 162 2
13 08 0 230 5 00 0 335 30 1 662 3
-------
Total= 1011 08
tiel
HCI STEEL BUILDING
SYSTEMS. I NC
Job No 2501
modify
Page 92 Of 115
Date 3/9/2004
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DESIGN ACTIONS/STRESSES (W/R/U-Section)
--- Axial (k ,ksi )----- Shear (k ,ksi )---Moment (f-k ,ksi )-
Mem Load Design Calc Allow Design Calc Allow Design Calc Allow
Id Id Load Stress Stress Load Stress Stress Load Stress Stress
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
5 83
o 88
2 17
-1 64
-1 64
-1 64
1 15
1 40
6 02
2 74
o 91
-1 67
-1 67
-1 67
1 45
1 20
o 47
o 27
o 27
o 27
o 27
o 50
o 35
STRESS RATIO
Mem Load
Col-1
Col-1
Col-1
Id
Id
1
2
3
1 97
o 30
o 73
-0 55
-0 55
-0 55
o 39
o 47
2 03
o 93
o 31
-0 56
-0 56
-0 56
o 49
o 40
o 07
o 04
o 04
o 04
o 04
o 08
o 05
Axial
o 14
o 02
o 04
13 61
18 15
18 15
40 00
40 00
40 00
18 15
18 15
13 61
18 15
18 15
40 00
40 00
40 00
18 15
18 15
22 07
29 42
29 42
29 42
29 42
29 42
29 42
Shear
o 00
o 06
o 06
o 00
-1 92
-1 92
1 33
-1 92
-1 92
o 00
o 00
o 00
-1 70
-1 70
1 18
-1 70
-1 70
o 00
o 00
-5 60
1 63
1 63
1 63
1 63
-0 96
-0 99
Moment
o 00
o 61
o 61
o 00
1 51
1 51
1 05
1 51
1 51
o 00
o 00
o 00
1 34
1 34
o 93
1 34
1 34
o 00
o 00
1 86
o 54
o 54
o 54
o 54
o 32
o 33
Axl+Mom
o 14
o 61
o 62
20 00
26 67
26 67
26 67
26 67
26 67
26 67
26 67
20 00
26 67
26 67
26 67
26 67
26 67
26 67
26 67
18 89
25 19
25 19
25 19
25 19
25 19
25 19
Shr+Mom
o 00 0 00
8 94 -13 73
8 94 -13 73
-6 19 -9 52
8 94 -13 73
8 94 -13 73
o 00 0 00
o 00 0 00
o 00 0 00
6 90 -10 61
6 90 -10 61
-4 78 -7 35
6 90 -10 61
6 90 -10 61
o 00 0 00
o 00 0 00
-41 19 -17 04
11 98 -4 96
11 98 -4 96
11 98 -4 96
11 98 -4 96
-7 03 -2 91
-7 28 -3 01
16 99
22 66
22 66
22 66
22 66
22 66
22 66
22 66
16 99
22 66
22 66
22 66
22 66
22 66
22 66
22 66
29 54
39 39
39 39
39 39
39 39
39 39
39 39
II
=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS.INC
Page 93 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
------------------------------------------------------------------------------
------------------------------------------------------------------------------
3/ 5/04 11 09am
Column & Rafter Design
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Col-2
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
Raf-1
4
5
6
7
8
1
2
3
4
5
6
7
8
1
2
3
4
5
6
7
o 01
o 01
o 01
o 02
o 03
o 15
o 05
o 02
o 01
o 01
o 01
o 03
o 02
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 04
o 06
o 06
o 00
o 00
o 00
o 05
o 05
o 03
o 05
o 05
o 00
o 00
o 10
o 02
o 02
o 02
o 02
o 01
o 01
MEMBER DEFLECTIONS/COLUMN REACTIONS
Mem Load
Id
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-1
Col-2
Col-2
Col-2
Col-2
Col-2
Id
Calc
Deflection (in)
Allow
1
2
3
4
5
6
7
8
1
2
3
4
5
o 00
o 63
o 63
-0 43
o 63
o 63
o 00
o 00
o 00
o 37
o 37
-0 25
o 37
o 42
o 61
o 61
o 00
o 00
o 00
o 47
o 47
o 32
o 47
o 47
o 00
o 00
o 58
o 13
o 13
o 13
o 13
o 07
o 08
o 42
o 61
o 61
o 02
o 03
o 15
o 49
o 48
o 32
o 47
o 47
o 03
o 02
o 58
o 13
o 13
o 13
o 13
o 07
o 08
Reaction (k )
2 49
2 49
2 49
2 49
2 49
2 49
2 49
2 49
2 16
2 16
2 16
2 16
2 16
Horz (OP)
o 00
1 92
1 92
-1 33
1 92
1 92
o 00
o 00
o 00
1 70
1 70
-1 18
1 70
Vert Horz(IP)
5 83
-0 95
2 17
-1 45
-1 45
-1 45
o 90
1 40
6 02
2 74
-0 38
-1 51
-1 51
o 00
3 14
o 00
o 00
o 00
o 00
o 43
o 00
o 00
o 00
2 22
o 00
o 00
Page 94 Of 115
HC=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column & Rafter Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Col-2 6 0 37 2 16 1 70 -1 51 0 00
Col-2 7 0 00 2 16 0 00 1 45 0 00
Col-2 8 0 00 2 16 0 00 0 95 0 43
Raf-1 1 -1 11 3 00
Raf-1 2 0 32 4 00
Raf-1 3 0 32 4 00
Raf-1 4 0 32 4 00
Raf-1 5 0 32 4 00
Raf-1 6 -0 19 4 00
Raf-1 7 -0 20 4 00
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
LOAD COMBINATION # 1
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------ ------
1 0 00 5 83 0 00 0 00 18 7 7 3
1 9 33 5 74 0 00 0 00 18 7 7 3
1 18 66 5 64 0 00 0 00 18 7 7 3
2 0 00 6 02 0 00 0 00 16 2 7 3
2 8 11 5 94 0 00 0 00 16 2 7 3
2 16 22 5 86 0 00 0 00 16 2 7 3
LOAD COMBINATION # 2
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------
1 0 00 0 88 -1 92 0 00 18 7 7 3
1 9 33 0 78 0 00 8 94 18 7 7 3
1 18 66 0 69 1 92 0 00 18 7 7 3
Page 95 Of 115
Job No
He = DeS::::::
. "'111::/,,;.;
2501
modify
Date
3/9/2004
OSBURN STEEL BUILDINGS, INC
HCI STEEL BUILDING
SYSTEMS. INC.
LUMBER STORAGE
Designed B:y NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2 0 00 2 74 -1 70 0 00 16 2 7 3
2 8 11 2 66 0 00 6 90 16 2 7 3
2 16 22 2 58 1 70 0 00 16 2 7 3
LOAD COMBINATION # 3
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
---- ------ ------ ------ ------ ------ ------
1 0 00 2 17 -1 92 0 00 18 7 7 3
1 9 33 2 08 0 00 8 94 18 7 7 3
1 18 66 1 98 1 92 0 00 18 7 7 3
2 0 00 0 91 -1 70 0 00 16 2 7 3
2 8 11 0 83 0 00 6 90 16 2 7 3
2 16 22 0 75 1 70 0 00 16 2 7 3
LOAD COMBINATION # 4
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
---- ------ ------ ------ ------ ------ ------
1 0 00 -1 45 1 33 0 00 18 7 7 3
1 9 33 -1 55 0 00 -6 19 18 7 7 3
1 18 66 -1 64 -1 33 0 00 18 7 7 3
2 0 00 -1 51 1 18 0 00 16 2 7 3
2 8 11 -1 59 0 00 -4 78 16 2 7 3
2 16 22 -1 67 -1 18 0 00 16 2 7 3
LOAD COMBINATION # 5
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
---- ------ ------ ------ ------ ------ ------
1 0 00 -1 45 -1 92 0 00 18 7 7 3
Page 96 Of 115
~c=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1 9 33 -1 55 0 00 8 94 18 7 7 3
I
1 18 66 -1 64 1 92 0 00 18 7 7 3
2 0 00 -1 51 -1 70 0 00 16 2 7 3
2 8 11 -1 59 0 00 6 90 16 2 7 3
2 16 22 -1 67 1 70 0 00 16 2 7 3
LOAD COMBINATION # 6
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------
1 0 00 -1 45 -1 92 0 00 18 7 7 3
1 9 33 -1 55 0 00 8 94 18 7 7 3
1 18 66 -1 64 1 92 0 00 18 7 7 3
2 0 00 -1 51 -1 70 0 00 16 2 7 3
2 8 11 -1 59 0 00 6 90 16 2 7 3
2 16 22 -1 67 1 70 0 00 16 2 7 3
LOAD COMBINATION # 7
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
------ ------ ------ ------ ------ ------
1 0 00 1 15 0 00 0 00 18 7 7 3
1 9 33 1 06 0 00 0 00 18 7 7 3
1 18 66 0 96 0 00 0 00 18 7 7 3
2 0 00 1 45 0 00 0 00 16 2 7 3
2 8 11 1 37 0 00 0 00 16 2 7 3
2 16 22 1 28 0 00 0 00 16 2 7 3
LOAD COMBINATION # 8
--------------------
--------Actions------- Unbraced_Length
Col Base Axial Shear Moment Major Minor
Id Offset k k f-k ft ft
Page 97 Of 115
tac=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Column Actions & Unbraced Lengths
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
------ ------ ------ ------ ------
1 0 00 1 40 0 00 0 00 18 7 7 3
1 9 33 1 31 0 00 0 00 18 7 7 3
1 18 66 1 21 0 00 0 00 18 7 7 3
2 0 00 1 20 0 00 0 00 16 2 7 3
2 8 11 1 12 0 00 0 00 16 2 7 3
2 16 22 1 04 0 00 0 00 16 2 7 3
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Base Plate & Anchor Bolt Design
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Depth
Max_Reactions(k )
Comp Tens Shear
--Plate_Size(in)--
Width Length Thick
-Bolts(A307 )-
Column_Base
Id
Row Diam Gage
Col-1
Col-2
7 9
7 9
5 8 -1 1
6 0 -1 1
2 8
2 1
6 0
6 0
7 9 0 375
7 9 0 375
2 0 750 3 50
2 0 750 3 50
2501
Flush Girt Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
GIRT LOCATION
Bay No Girt Id
Id Girt 1 2
-------- --------
1 2 7 333 12 000
GIRT SPAN
Bay No Girt Id
Id Girt 1 2
-------- --------
1 2 28 255 28 255
GIRT SIZE
Bay No Girt Id
Id Girt 1 2
Page 98 Of 115
t=c=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Flush Girt Design Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
1
2
12Z35U14 12Z35U14
GIRT INSIDE FLANGE BRACE
No _Brace/Bay
1
2
GIRT ACTIONS
Bay Girt Ld
Id Id Id
--Shear (k )---
Calc Allow UC
--Moment(f-k )--
Calc Allow UC
---Deflect(in)--
Calc Allow UC
1
1 WP -0 82
WS 1 19
3 78 0 22
3 78 0 31
-5 81 12 42 0 47
8 38 9 72 0 86
-0 98
1 41
3 77 0 26
3 77 0 37
1
2 WP -0 74
WS 1 07
3 78 0 20
3 78 0 28
-5 25 12 42 0 42
7 57 9 72 0 78
-0 88
1 27
3 77 0 23
3 77 0 34
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Diagonal Bracing Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL SHEAR WITH NO BRACING
Panel Shear (Allow)
Panel Shear (Calc )
100 0
104 8
DIAGONAL BRACING REQUIRED
Bay Level
------Diag_Brace-----
Brace_Tension(k )
----Wind---- ---Seismic-- Max
Id Height Type Size
Part
Calc
Allow Calc
Allow
UC
1
17 83
R
o 625 ROD625
3 64
5 08
1 55
8 14 0 72
COLUMN BASE REACTIONS
Bay
Col
Wind_Max
Seismic_Max
Page 99 Of 115
He;
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS.INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Diagonal Bracing Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
Id
Id
Horz
Vert(+/-) Horz Vert(+/-)
--------- ---------
1 83 -0 43 0 25
1 29 0 43 0 25
1
1
1
2
-3 14
2 22
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Wall Panel Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
PANEL DATA Bay= 1
Panel HHR 26 , Type HR , Gage 26 00 Yield 50 0
MOMENTS & DEFLECTION
---------Moment(ft-Ib/ft)---------
Span Span LD Support Midspan ---Deflect(in)--
Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC
1 7 33 WP 59 4 153 1 0 39 -59 6 138 8 0 43 -0 42 0 98 0 43
WS -79 2 138 8 0 57 79 4 153 1 0 52 0 56 0 98 0 57
2 4 67 WP 59 4 153 1 0 39 12 4 153 1 0 08 0 08 0 62 0 12
WS -79 2 138 8 0 57 -16 5 138 8 0 12 -0 10 0 62 0 16
3 6 17 WP 37 4 153 1 0 24 -44 2 138 8 0 32 -0 23 0 82 0 28
WS -49 8 138 8 0 36 59 0 153 1 0 39 0 30 0 82 0 37
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Design Warning Report
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
No Warnings
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Weight Summary
3/ 5/04 11 09am
==============================================================================
Page 100 Of 115
tiel
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
------------------------------------------------------------------------------
------------------------------------------------------------------------------
2501
Endwall Weight Summary
3/ 5/04 11 09am
------------------------------------------------------------------------------
------------------------------------------------------------------------------
FORCED SPACING
Total Column Weight 348 80
Total Rafter Weight 662 29
Total Girt Weight 276 90
Total Door Jamb Weight 0 00
Total Bracing Weight 72 18
Total clips Weight 6 60
--------
Total Endwall Weight 1366 76
Page 101 Of 115
tiel
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
*===============================================================================
*2501
Rigid Frame Design Input Echo
3/ 2/04 2 01pm
*===============================================================================
*(l)JOBID
'2501
* (2) PROGRAM OPTIONS
1 'RF'
Stress Frame No_Of
Space Space Cycle
5 00 25 00 7
End_Conn
Splice
Fix
Frame Frame
*Frame Frame
* Id Type
Lt Rt
Option Option_Id
'pl 'pi
1 00
* (3)ANALYSIS OPTIONS
*Plate Depth Frame Column_Dep_Opt(in)
* Opt Opt Sym Typ Min Max
'N'
'T' 7 50 82 00
Rafter_Dep_Opt(in)
Typ Min Max
'T ' 10 00 82 00
Web_Stiffener P
Use Ratio Side Delta
'N'
'N'
'N' 0 00 'Y ,
'S'
*(4)DESIGN CODE
*
*Design
* Code
---Steel_Code---
Cold Hot
'AISI96' 'AISC89'
---Build---
Seismic
Country
Code Year
Zone
'WS '
'UBC' , 97 '
'3 '
*(5)DESIGN CONSTANTS
* -----------Steel_Yield(ksi
* Web FIg R_Frm P_Frm T_Frm
50 0 55 0 50 0 35 0 46 0
)-----------
EP BP
55 0 55 0
----Stress_Ratio----
Frame Col EP BP
1 03 1 03 1 00 1 00
Wind
Strength
Factor
*
1 3333
* (6) DEFLECTION LIMITS
*
Total
Weak
*
Horz
Vert
Vert
Axis
60 0
120 0
o 0
80 0
* (7) REPORTS
* Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable
* Echo Summary Plate Plate Input Stress Prop Brace Displ Len React React
'I'
'Y'
'Y'
'Y'
'Y'
'N'
'N'
'Y'
'N'
'N'
'Y'
'Y'
* (8) BUILDING SHAPE
Page 102 Of 115
Job No 2501
modify
H =
HCI STEEL BUILDING
SYSTEMS. I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* No X_Coord Y_Coord Offset
* Surf (ft) (ft) (in)
3 o 0000 17 5000 8 000
30 0000 20 0000 9 000
30 0000 0 0000 0 000
* (9)MEMBER DEPTHS
* Surf Member --Depth (in) -- No Interior_Depths
* Id Size Start End Dep Loc (ft) Depth (in)
1 -------- 10 437 18 000 0
2 -------- 17 500 17 500 1 15 1040 12 000
3 -------- 17 000 11 000 0
* (10)MEMBER SPLICES
* Surf No Splice Splice
* Id Splice Loc(ft) Type
1 0
2 1 0 0000 'VEE'
3 1 0 0000 'VEE'
*(ll)SEGMENT PLATES
* Mem No Seg Len Flange Plate Thickness (in)
* Id Seg Id (ft) Width Web 0 S FIg I S FIg
1 1 1 o 0000 6 00 0 1345 o 2500 o 3125
2 1 2 0 0000 6 00 0 1345 0 3125 0 3125
3 1 3 0 0000 6 00 0 1345 o 2500 o 2500
4 1 4 0 0000 6 00 0 1345 o 5000 o 5000
*(12)INTERIOR COLUMNS
* No
Col Col Col
Id Typ Rot
Col
Connection Unbrace_Length Col Col
* Col
Loc
Bot
Top Major Minor Set Size
o
*(13)TAPERED INTERIOR COLUMNS
*Col Col
* Id Shape
---Depth----
Min Max
No
Mem
Start
--Web_Depth---
Start End
Web
Thick
FIg
Width
OS_FIg IS_FIg
Thick Thick
Locate
*(14)BASE ELEVATION
Page 103 Of 115
He; Job No 2501 modify
CUstomer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed By NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS. INC. H<' Checked By ML
,','
* Elev
0 00 Left Column
0 00 Right Column
* (15)WALL GIRTS
*Surf Girt Girt Girt Girt No
* Id Type Depth Project Lap Girt Location(ft)
1 'ZB' 8 00 0 00 0 875 2 7 333 12 000
3 'ZB' 0 00 0 00 0 000 0
*(16)ROOF PURLINS
*Surf Purl Purl Purl Purl No Peak Set_Of -Set_Space-
* Id Type Depth Project Lap Purlin Space Space Space No
2 'ZB' 9 00 o 00 2 875 5 0 000 0
* (17) FLANGE BRACES
* Surf No Flange_Brace_At
* Id Brace Girt/Purlin Number
1 2 1 2
2 5 1 2 3 4 5
3 0
* (18) SIDEWALL EXTENSIONS
*Surf No Ext -------Extension_Size-------
----Facia Size----
* Id Ext Id Type
1 0
3 0
Elev
width Slope
Elev
Height Slope
Load
Width
* (19) EXTENSION LOADS
*Ext Dead Collat Live Wind1_Coeff Wind2 - Coeff Facia_Wind
*Id psf psf psf Left Right Left Right Left Right
*(20)BASIC LOADS
* Basic Wind
* Dead Live Snow Collat Wind Load
* psf psf psf psf psf Ratio
2 50 20 00 25 00 1 00 10 77 1 00
*(21)BASIC LOADS AT EAVE
* ----Seismic----- Weak_Axis L Weak_Axis R --Torsion-- -EW_Brace--
- -
* Load SpcEP Coef Wind Seis Wind Seis Wind Seis Wind Seis
* k k k k k k k k k k
0 33 1 28 0 36 0 00 0 00 0 00 0 00 2 28 8 98 0 00 0 00
Hel Job No 2501 modify
CUstomer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B:y NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS.INC /, Checked By ML
*(22)WIND COEFFICIENTS
* Surf --Wind_1--- --Wind_ 2--- Long_Wind_1 Surface
* Id Left Right Left Right Lt Rt Friction
1 0 80 -0 50 0 80 -0 50 -1 20 -1 20 0 00
2 -1 20 -1 20 -1 20 -1 20 -1 20 -1 20 0 00
3 -0 50 0 80 -0 50 0 80 -1 20 -1 20 0 00
* (23) LONGITUDINAL BRACING LOADS
*
* ----Wind----- ---Seismic---
* Horiz Vert Horiz Vert
1 31 0 80 2 97 1 81 Left Column
0 00 0 00 0 00 0 00 Right Column
*(24)DESIGN LOADS
* --------------------Load_Coefficients-------------------
*Load Live/ Live -Wind_1- -Wind_2- Long_Wind -Seismic-- Aux_Load
*No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff
35 1 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
2 1 00 1 00 0 50 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
3 1 00 1 00 0 50 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
4 1 00 1 00 0 50 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 0 00
5 1 00 1 00 0 50 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 0 00
6 1 00 1 00 1 00 0 00 0 50 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
7 1 00 1 00 1 00 0 00 0 00 0 50 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
8 1 00 1 00 1 00 0 00 0 00 0 00 0 50 0 00 0 00 0 00 0 00 0 00 0 0 00
9 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 50 0 00 0 00 0 00 0 00 0 0 00
10 1 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
11 1 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 00
12 1 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 0 00
13 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 0 00
14 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 0 00
15 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 00 0 00 0 0 00
16 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 0 00
17 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 00 0 0 00
18 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 50 0 00 0 00 0 00 0 0 00
19 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 -0 50 0 00 0 00 0 00 0 0 00
20 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 50 0 00 0 00 0 0 00
21 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 -0 50 0 00 0 00 0 0 00
22 1 00 1 00 0 50 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 0 00
23 1 00 1 00 0 50 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 00 0 00 0 0 00
24 1 00 1 00 0 50 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 0 00
Page 104 Of 115
lIem Job No 2501 modify
Customer OSBURN STEEL BUILDINGS, INC Date 3/9/2004
Description LUMBER STORAGE Designed B:y NAGY MEKHAIL
HCI STEEL BUILDING
SYSTEMS. I NC Ie 'iiiiii:::e Checked By ML
25 1 00 1 00 0 50 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 o 00 0 0 00
26 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 0 00
27 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 0 00
28 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 0 00
29 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 0 00
30 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 0 00
31 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 0 00
32 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 40 0 0 00
33 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 40 0 0 00
34 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 40 0 00 0 0 00
35 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1 40 0 00 0 0 00
*(25)DESIGN LOADS
* --------------------Load_Coefficients-------------------
*Load Live/ Live -Wind_1- -Wind_2- Long_Wind -Seismic-- Aux_Load
*No Id Dead ColI Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff
0
* (26) AUXI LARY LOADS
*No Aux Aux No _Add Add_Comb
*Aux Id Name Loads Id Coeff
0
* (27)ADDITIONAL LOADS (F-k , W-k/ft, Dx,Dy,DI-ft)
*No Add Surf Basic Load Fx Fy M Dx Dy -Conc
*Add Id Id Type Type W1 W2 Co Dll Dl2 -Dist
0
*(28)FLOOR BEAMS
* Bay No Beam Beam Con_Type Con_Loc Beam Properties
* Id Beam Id Ht Lt Rt Lt Rt Area Ixx
1 0
* (29)CABLES
* Bay No Cable Cable Cable Cable
* Id Cable Id Level Type Area
1 0
* (30)CRANE BRACKET
*Crane BayId Crane Crane Beam ----Offset---- ---Bracket---- Col_Sup Load
*No Id Lt Rt Type Height Depth Left Right Type Select L R (k )
0
Page 105 Of 115
Page 106 Of 115
=
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
* (31) FRAME LINES
* No
*Line
Frame_Line Id
9 2 3 4 5 6 7 8 9 10
*(32)DESIGN PLATES
*Plt
Type
Id
Width
Thick Dia
Bolt ---Top---- -Bottom--
Gage Row Space Row Space
*No
---Plate--
--Plate_Size- Bolt
o
*(33)SPECIAL FAB DATA
* No piece Piece
*Piece Id Key
o
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Rigid Frame Design Code
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
STRUCTURAL CODE
Design Basis
- WS
Hot Rolled Steel - AISC89
Cold Formed Steel - AISI96
BUILDING CODE
Wind Code
Year
- UBC
- 97
Seismic Zone - 3
Seismic Coef - 0 36
2501
Base plate and Anchor Bolt Design
3/ 5/04 12 20am
Weak
--Column_Base-- Max_Reactions(k ) Axis --Plate_Size(in)-- --Bolts (A307 ) -
Loc Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage
------
Left P 11 0 11 4 -6 2 -5 8 0 0 6 0 11 00 0 500 2 0 750 3 50
Right P 12 0 11 3 -4 4 4 6 0 0 6 0 12 00 0 500 2 0 750 3 50
Page 107 Of 115
II = Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
HCI STEEL BUILDING
SYSTEMS. INC.
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Base Plate and Anchor Bolt Design
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
WELDS
----Outside _Flange--- ----Inside _Flange---- ---------Web---------
Base Shear(k/in ) Shear(k/in ) Shear (k/in )
Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow
Left 0 188 Fl 0 52 2 78 0 188 F1 0 52 2 78 0 188 F 0 28 2 78
Right 0 188 F1 0 36 2 78 0 188 F1 0 36 2 78 0 188 F 0 21 2 78
2501
Bolted-End-plate Design
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Splice Member Web -Splice (in) - Ten ---Load(k ,f-k )-- ----Bolts (A325 ) -----
I d Typ Loc Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage
1 VEE 1- 2 17 50 6 0 1 000 Top 35x 1 9 107 2 0 875 4 00 3 00
Bot 34x 0 -6 98 2 0 875 4 00 3 00
2 VEE 3- 4 17 50 6 0 1 000 Top 34x 0 -9 103 2 0 875 4 00 3 00
Bot 35x 1 6 92 2 0 875 4 00 3 00
x Loads shown are full loads Design results are adjusted for
wind strength factor (1 333)
WELDS
----Outside_Flange--- ----Inside_Flange---- ---------Web---------
Splice Shear (k/in ) Shear(k/in ) Shear (k/in )
Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow
1 L 0 375 F 3 82 5 57 0 375 F 3 50 5 57 0 375 F 0 19 5 57
1 R 0 375 F 3 82 5 57 0 375 F 3 50 5 57 0 375 F 0 19 5 57
2 L 0 375 F 3 52 5 57 0 375 F 3 14 5 57 0 375 F 0 19 5 57
2 R 0 375 F 3 23 5 57 0 375 F 3 14 5 57 0 375 F 0 19 5 57
Page 108 Of 115
HC=
Job No
2501
OSBURN STEEL BUILDINGS, INC
modify
Date
3/9/2004
Customer
Description
LUMBER STORAGE
Designed B:y NAGY MEKHAIL
Checked By ML
HCI STEEL BUILDING
SYSTEMS. I NC
"', '
'"
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Stiffener Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Stiff Web -Stiffener_Size(in)- Load -----Force(k ) ----
Location No Depth Width Thick Length Id Calc Allow UC
---------- --- ----- ----- ----- ------ ---- ----- ----- ----
Left Col 1 18 00 3 00 0 500 18 00 35 82 2 101 5 0 81
Right Col 1 17 00 3 00 0 375 17 00 34 74 7 79 5 0 94
Stiffener Yield = 50 0 ksi
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Flange Brace Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Flange Brace Yield= 50 0 ksi
Flange Brace Bolt = 0 500 (A307 )
Surf No
Id Brace Flange_Braces
---- ----- -------------
1 1 Locate 2
Sides 2
Part L2x 075
WebDep 16 31
BrcDst 22 50
Force 0 52
BrcUC 0 41
ConUC 0 27
2 3 Locate 1 4 5
Sides 2 2 2
Part L2x 075 L2x 075 L2x 075
WebDep 16 24 14 05 16 11
BrcDst 22 50 22 50 22 50
Force 0 49 0 20 0 43
BrcUC 0 38 0 16 0 33
Page 109 Of 115
==
Job No 2501
modify
HCI STEEL BUILDING
SYSTEM~. INC.
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Flange Brace Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
ConUC
o 25
o 10
o 22
3 0
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Weld Report Web To Flange
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
----Max _Weld_ Shear----- n-----Weld_ Provided------
Member Segment Section Load Shear Size Shear No
Id Id Id Id (k/in ) (in) (k/in ) Type Side
------ ------- ------- ------ ------- -------
1 1 1 35 0 60 0 188 3 71 F 1
2 2 8 1 0 44 0 188 2 78 F 1
3 3 19 1 0 44 0 188 2 78 F 1
4 4 24 34 0 48 0 188 3 71 F 1
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Special Segment Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
TOP OF LEFT COLUMN
Reqd
Web Thick= 0 135
Flange Width= 6 000
Flange Thick= 0 313
Initial
o 135)
6 000)
o 250)
TOP OF RIGHT COLUMN
Reqd
Initial
Web Thick=
Flange Width=
o 135
6 000
o 135)
6 000)
Page 110 Of 115
Hem
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. I NC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
Flange Thick=
o 250
o 500)
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Design Summary Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
FRAME
Id 1
Type RF
Line Id= 2 3 4 5 6 7 8 9 10
MEMBERS
Mem Segl Flange I Web_Depth I Plate_Thickness I Max_UCV I Max_UCO I Max_UCI
Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld Uco I Id Ld Uci
1 1 16 8 6 0 10 4 18 0 0 135 0 250 0 313 7 35 0 47 7 34 0 88 7 35 0 83
2 2 13 1 6 0 17 5 12 0 0 135 0 313 0 313 8 1 0 81 8 35 0 73 8 35 0 78
3 3 13 4 6 0 12 0 17 5 0 135 0 250 0 250 19 1 0 84 19 35 0 88 19 34 0 97
4 4 19 2 6 0 17 0 11 0 0 135 0 500 0 500 20 34 0 38 20 35 0 81 20 34 0 94
LOAD COMBINATIONS
1 - DL+CO+LL
34 - DL+CO+1 40SEISL
35 - DL+CO-1 40SEISL
WEIGHTS
Member
1
2
3
4
Weight (lb)
306 256 226 517
Total Weight (lb)
Frame Members
Interior Col
Conn Plates
Base Plates
Trans Stiff
1306
o
169
20
o
1494
HCI STEEL BUILDING
SYSTEMS. I NC
=
Job No 2501
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Page 111 Of 115
modify
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
3/ 5/04 12 20am
Design Summary Report
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
REACTIONS (Sidewall Columns)
Load
Id
---------Left_Column---------
Fx(k) Fy(k) Fz(k) M(f-k )
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
2 58
-2 85
3 83
-2 85
3 83
o 41
3 76
o 41
3 76
-4 04
2 64
-4 04
2 64
o 53
3 02
3 01
o 54
2 70
3 95
3 94
2 70
1 72
4 21
4 21
1 73
-0 36
o 36
o 01
o 73
-4 52
5 28
-0 13
o 87
-6 48
11 40
o 11
4 47
o 11
4 47
8 13
10 32
8 13
10 32
-5 03
-0 67
-5 03
-0 67
-5 64
-1 27
-2 86
-4 05
7 83
10 01
9 22
8 63
-0 50
3 87
2 28
1 09
-0 40
o 40
1 49
2 29
-5 39
9 15
1 33
2 45
-8 30
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
1 31
o 00
1 31
o 00
o 66
o 00
o 66
o 00
1 31
o 00
1 31
o 00
o 00
o 00
o 00
o 00
2 97
o 00
o 00
o 00
4 16
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
---------Right_Column--------
Fx(k) Fy(k) Fz(k) M(f-k )
-2 58
-2 80
3 64
-2 80
3 64
-3 24
-0 02
-3 24
-0 02
-1 61
4 83
-1 61
4 83
-2 81
-0 74
-0 73
-2 82
-3 84
-2 81
-2 80
-3 84
-4 00
-1 93
-1 93
-4 01
-0 30
o 30
-0 67
-0 07
-4 46
3 70
-0 79
o 05
-6 09
11 29
3 51
-0 85
3 51
-0 85
9 71
7 53
9 71
7 53
-1 47
-5 83
-1 47
-5 83
-1 66
-4 43
-4 44
-1 66
9 61
8 23
8 22
9 62
3 32
o 55
o 55
3 33
o 40
-0 40
2 45
1 65
7 52
-3 40
2 61
1 49
9 71
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
o 00
Page 112 Of 115
HCI STEEL BUILDING
SYSTEMS. INC
Job No 2501
modify
He
Customer OSBURN STEEL BUILDINGS, INC
Date 3/9/2004
LUMBER STORAGE
Designed B NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Design Summary Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
35
7 24
12 05
o 00
o 00
5 33
-5 58
o 00
o 00
DEFLECTIONS (in)
Lateral Defl
Load @ Top Of Col Vert Defl
Id Left Right @ Midspan
---------
1 -0 02 -0 01 -0 56
2 0 84 0 84 -0 10
3 -1 30 -1 30 -0 12
4 0 84 0 84 -0 10
5 -1 30 -1 30 -0 12
6 0 41 0 42 -0 43
7 -0 66 -0 65 -0 44
8 0 41 0 42 -0 43
9 -0 66 -0 65 -0 44
10 0 85 0 85 0 23
11 -1 29 -1 30 0 26
12 0 85 0 85 0 23
13 -1 29 -1 30 0 26
14 0 49 0 50 0 12
15 -0 72 -0 71 0 13
16 -0 72 -0 71 0 13
17 0 49 0 50 0 12
18 0 23 0 24 -0 48
19 -0 38 -0 36 -0 49
20 -0 38 -0 36 -0 49
21 0 23 0 24 -0 48
22 0 48 0 49 -0 18
23 -0 73 -0 71 -0 19
24 -0 73 -0 72 -0 19
25 0 48 0 50 -0 18
26 0 18 0 18 -0 01
27 -0 18 -0 18 0 01
28 0 17 0 17 -0 08
29 -0 18 -0 18 -0 08
30 2 38 2 38 -0 22
31 -2 38 -2 38 -0 21
Page 113 Of 115
Job No
lie = De.::::::
-~
2501
modify
OSBURN STEEL BUILDINGS, INC
Date
3/9/2004
HCI STEEL BUILDING
SYSTEMS. INC.
LUMBER STORAGE
Designed B:y NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Design Summary Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
32 0 24 0 24 -0 09
33 -0 25 -0 25 -0 09
34 3 34 3 33 -0 28
35 -3 33 -3 33 -0 26
DEFLECTIONS RATIO
Lateral Defl
Load @ Top Of Col Vert Defl
Id Left Right @ Midspan
---- ---- ----- ---------
1 10590 40125 644
2 238 273 3638
3 154 177 3052
4 238 273 3638
5 154 177 3052
6 492 552 835
7 302 352 819
8 492 552 835
9 302 352 819
10 236 272 1584
11 155 177 1409
12 236 272 1584
13 155 177 1409
14 410 465 3103
15 280 324 2773
16 278 322 2755
17 407 462 3108
18 886 951 748
19 534 638 741
20 531 635 741
21 879 945 747
22 418 468 2025
23 276 323 1853
24 275 321 1855
25 415 464 2015
26 1147 1316 33269
27 1147 1316 33269
28 1166 1324 4314
Page 114 Of 115
Hem
Job No 2501
modify
HCI STEEL BUILDING
SYSTEMS. INC
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
I': .
Date
3/9/2004
Designed B:y NAGY MEKHAIL
Checked By ML
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Design Summary Report
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
29 1129 1309 4246
30 84 96 1641
31 84 97 1747
32 829 944 4129
33 810 937 4062
34 60 69 1294
35 60 69 1393
Max Live Vertical
= -0 48, Span/Deflection = 752 (Limit= 120 )
Max Horizontal Drift=
3 34, Eave Height/Drift=
60 (Limit= 60)
P-DELTA CHECK
---------Design_ Load----------
Load P,Axial Moment Deflect Stability_Coeff
Id k f-k in Cd Calc Limit
---- ------ ------- ------- ---- ----- -----
Left Column 28 1 20 -0 24 0 173 4 00 0 018 0 100
Right Column 34 9 23 -109 84 3 335 4 00 0 006 0 100
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2501
Flange Hole Check
3/ 5/04 12 20am
OUTSIDE FLANGE CHECK
--------------------
Surf Mem Seg Sec Girt! ---Flange--- Hole Max_UC
Id Id Id Id Purlin Width Thick Dia Limit Load UC UC/Limit
---- --- --- --- ------ ----- ----- ----- ----- ---- ---- --------
1 1 1 3 1 6 000 0 250 0 625 0 840 10 0 27 0 32
1 1 1 6 2 6 000 0 250 0 625 0 840 35 0 67 0 80
2 2 2 9 1 6 000 0 313 0 625 0 840 35 0 61 0 72
2 2 2 11 2 6 000 0 313 0 625 0 840 35 0 34 0 41
2 2 2 13 3 6 000 0 313 0 625 0 840 11 0 12 0 14
H
HCI STEEL BUILDING
SYSTEMS.INC
Page 115 Of 115
=
Job No 2501
modify
Customer OSBURN STEEL BUILDINGS, INC
Description LUMBER STORAGE
Date 3/9/2004
Designed B NAGY MEKHAIL
Checked By ML
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Flange Hole Check
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
2
2
3
3
3
3
16
18
6 000
6 000
o 625
o 625
o 840
o 840
o 40
o 80
34
34
o 33
o 67
4
5
o 250
o 250
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
Rigid Frame Clearances
3/ 5/04 12 20am
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
VERTICAL CLEARANCE
Left Col
Right Col
Midspan
HORIZONTAL CLEARANCE
Left Col
15'05-00" (X= 2' 02-09", Y= 15'05-00")
17'07-06" (X= 28'06-04", Y= 17'07-06")
16'11-09" (X= 15'02-07", Y= 16'11-09")
- Right Col
26'03-11" (X1= 2'02-09", X2= 28'06-04")
2501
-------------------------------------------------------------------------------
-------------------------------------------------------------------------------
3/ 5/04 12 20am
Rigid Frame Design Warnings
No Warnings
ADDITIONAL CALCULATIONS
PROJECT
JOB NO.
CUSTOMER.
LOCA TION
DATE
LUMBER STORAGE
2501
OSBURN STEEL BUILDINGS, INC
YELM, W A
3/5/2004
SEISMIC LOAD CALCULATIONS PER 1997 USC
DATE.
3/5/20041
JOB NO'
PROJECT
CUSTOMER:
LOCA TION:
2501
LUMBER STORAGE
OSBURN STEEL BUILDINGS INC.
YELM WA
General Description.
This program calculates the Seismic Loads for Rigid Frames and Braced Frames.
It follows equations in 1997 UBC Seismic Design.
Input items are shown bold red & italic blue. Items in blue may change for each project.
A description of the input item is located to the right of the box, or see
UBC for definitions of specific terms.
Input Data.
Output Interpretation.
The resulting graphic output shows the loads to the rigid frames and braced frames.
BUILDING GEOMETRY
SPAN 30.00
LENGTH 250.00
BAY 25.00
EAVE HEIGHT 17.50
ROOF SLOPE 1
ft.
ft.
ft.
ft.
12
~ft.
EWAVE. EAVE HEIGHT
DESIGN LOADS.
SNOW LOAD =
25% SNOW LOAD =
Collateral Load =
D Wt. Roof =
D Wt. Front Sidewall =
D Wt Back Sidewall =
D Wt. Left Endwall =
D Wt. Right Endwall =
ROOF EXTENSION GEOMETRY
25.0
0.0
10
4.5
0.0
2.0
2.0
2.0
psf
psf
psf
psf
psf
psf
psf
psf
Front Sidewall Proj. = 0
Back Sidewall Proj. = 0
Left Gable Proj. = 0
Right Gable Proj. = 0
ft.
ft.
ft.
ft.
Total Buildinq Weiqht
Item Area,sf osf Wt., kiDS
Roof 7500 00 5.5 41.25
Front Sidewall 218750 0.0 000
Back Sidewall 218750 2.0 438
Left Endwall 281.25 2.0 0.56
Right Endwall 281.25 2.0 0.56
Additional Seismic Weight: Cranes. etc. 0.00
W=
46.75 kips
Tributary Riqid Frame Weic ht
Item Area,sf osf Wt., kiDS
Roof 750 00 5.5 413
Front Sidewall 218.75 00 000
Back Sidewall 21875 2.0 0.44
Additional Seismic Weight: Cranes. etc. 0.00
W=
4.56 kips
SEISMIC DESIGN COEFFICIENTS AND INFORMATION.
no= 2.8 RIGID FRAME
no= 2.2 BRACING
no= 2.8 PORTALS
no= 2.0 WEAK AXIS
n.,= 2.0 FIXED BASE
10
3
o
o
o
= Number of bays
= Number of braced bays per sidewall
= Number of PORTALS per sidewall
= Number of WEAK AXIS colums per sidewall
= Number of FIXED BASE columns per sidewall
Zone = 3
1= 1.00
Ca = 0.36
R = 4.5 RIGID FRAME
R = 5.6 BRACING
R = 4.5 PORTALS
R = 2.2 WEAK AXIS
R = 2.2 FIXED BASE
DESIGN BASE SHEAR FORMULA.
V =(2.5*Ca*IlR)*W = 0.200 *W (RIGID FRAME)
0161 *W (SIDEWALL ROD BRACING)
0.200 *W (SIDEWALL PORTAL FRAMES)
0.409 *W (SIDEWALL WEAK AXIS COLUMN BENDING)
0.409 *W (SIDEWALL FIXED BASE COLUMN)
Cover Sheet
Page 1 of 1
3/5/2004
SEISMIC LOAD CALCULATIONS PER 1997 USC
3/5/20041
JOB NO'
PROJECT
CUSTOMER.
LOCATION
2501
LUMBER STORAGE
OSBURN STEEL BUILDINGS INC
YELM. WA
DATE.
0.33 kips
.
0.33 kips
.
SEISMIC LOADS TO RIGID FRAME
Total W =
V = (2.5*Ca*I1R)*W =
FMEMBER = p*V/1 4 =
4.56 kips
0.91 kips
0.65 kips
RiQid Frame
r(max) = 0.10
P =11.00
Ip(max) = 1.5 (or 1.0 in Zones 0, 1 & 2)
Note to Design Engineer Value of 0.33 to match the value listed as Seismic Load on Line 21 of MBS RfDes in file.
Note to Design Engineer' Seismic end plate connection moment is calculated usingOo times base shear per UBC clause 2213 6 item 2.
Note to Design Engineer' Value of 1.28 to match the value listed as Seismic SpcEP on Line 21 of MBS RfDes.in file.
SEISMIC LOADS TO ROD BRACING (in the sidewall)
Right Endwall
Total W =
V = (2.5*Ca*I1R)*W =
FcoNNEcTloN= Oo*V =
FREAcTloNs= p*V/1 4 =
no= 2.2
r(max) = 0.17
P =11.00
46.75 kips
7.51 kips
16.53 kips
5.37 kips
Back Sidewall
roo plan
Front Sidewall
Ip(max) =1.5 (or 1.0 in Zones 0,1 & 2)
Load per sidewall braced bay =
2.75 kips
0.5 FCONNECTlON =
8.26tkiPS
Left Endwall ...
8.261 kips
Note to Design Engineer' Value of 0.89 to match value listed as Seismic Maximum Horizontal Base Reaction in
Sidewall Diagonal Bracing Report in RoofDes.out file If the value does not match the design engineer must scale the
value listed as Brace Seismic Coef on Line 34 of MBS RoofDes.in file
SIDEWALL BRACED BAY GEOMETRY
BAY 25 00 ft.
EAVE HEIGHT 17.50 ft.
ROOF SLOPE 1 1
PURLlN DEPTH gin.
GIRT WIDTH 8 in.
2
ROD BRACING REACTIONS
---Seismic---
Horiz Vert
0.89 0.55
VERTICAL ROD ANGLE 8 58 64
Note to Design Engineer' Value of 14.98 to match value listed as Roof Bracing Force under Seismic Forces
in Seismic Design Report in DesCalc.out file. If the value does not match, the design engineer must scale the
value listed as Seismic Coef on Line 34 of MBS RoofDes.in file
FORCES FOR G EAVE STRUT ANALYSIS (if G eave strut used)
E QAXIAl =
E~'Al =
0.89 kips
2.75 kips
Rod Bracing
Page 1 of 1
3/5/2004
SEISMIC CALCULATIONS FOR ENDWALL BRACING PER 1997 UBC
JOB. 2501
DATE. 13/5/2004 I PROJECT LUMBER STORAGE
CUSTOMER: OSBURN STEEL BUILDINGS INC.
LOCATION YELM WA
General Description.
Input Data.
Output Interpretation.
BUILDING INFORMATION
This spreadsheet calculates the seismic forces to the endwall braced frames in
accordance with 1997 UBe All calculations can be easily checked by hand
Input items are shown bold red & italic blue. For other X-bracing locations
just change the dimension L 1 to each bracing location.
The building dead loads and the seismic base shear are calculated. The reaction
forces and rod bracing tension forces are calculated for a particular bay The
number of bays are input and the total seismic force is divided by this number
Area,sf psf Wt., kips
ft ROOF 3750 55 206
ft SIDEWALL. 2188 2.0 044
ft ENDWALL. 271 9 2.0 054
ft W= 304 kips
12
Span = 3000
Length = 250 00
End Bay = 25.00
Eave Height = 1750
Roof Slope = 10
Number of sidewall bays 10
Gable Projection = 0
Front Sidewall Proj. = 0
Back Sidewall proj = 0
ft
ft
ft
SEISMIC INFORMATION (1997 UBC)
Zone = 3
Ca = 036
R= 4.5 UBC 163044
1= 100
Q = 2.2 r(max)= 0
0
p= 1.00 p(max)=1 5 (or 1
DESIGN LOADS.
Snow Load =
25%Snow Load =
Collateral =
D Wt. Roof =
D Wt. Sidewall =
D Wt. Endwall =
Pst = F/Ae Fy=
25.0
0.0
10
4.5
2.0
2.0
psf
psf
psf
psf
psf
psf
36.0 ksi
Rod Bracing Allowable Loads
KOd ula. Area, Ae Pst, kips
0500 0142 5108
0625 0.226 8136
0750 0334 12 041
0875 0462 16 622
1 000 0606 21 807
1 125 0763 27478
1 250 0969 34 888
1 375 1 155 41 576
1 500 1405 50 589
EW-SEI-1.XLS
n
13
11
10
9
8
7
7
6
6
v = (2.5*Ca*I/R)*W = 0200 *W
Base Shear V = 0 61 kips
FREAcTloNs = p*V/1 4 = 0 43 kips
UBC 221385 FOEslGN = Qo*V = 1 34 kips
ENDWALL BRACING INFORMATION
No Braced Bays = 1
Braced Bay Width B 1 = 28.17 ft
Length L 1 = 29 42 ft
05
o in Zones 0, 1 & 2)
Height H1 =
Angle Tan-'(H1/B1) =
Rod Tension Pm =
Horizonal Reaction RH=
Vertical Reaction Rv =
18 78 ft
33 7 degrees
1 61 kips
o 43 kips
0.29 kips
FDESIG,.{Total) =
1 34
1 34
kips
B1
,..
.
H1
+- 1
J Rv= t
Rv=.0.29
.1
0.29
..
L1
Note to Design Engineer' Value for FOESIGN should match the
value listed as Seismic Load on Line 33 of MBS EwDes.in file.
Page 1 of 1
3/5/2004
Purlin Web Crioolina Desian Chec - For anae o te urms
JOB NO 2501
DATE I 3/5/041 PROJECT lUMBER STORAGE
CUSTOMER- OSBURN STEEL BUilDINGS. INC.
lOCA liON YElM. WA
Usaqe.
General Description.
Input Data.
Output interpretation.
Inputs.
Purlin Depth ~in
Purlin Spacing 5.02 ft
Purl.Nom. Fig Width 2.5 in
End Frame
Bearing Len
(Frame Fig
Frame Fig T
1/2 End Bay
End Bay Off
Purlin Thick
FOS,Dw
Interior Frame
Bearing Le
(Frame Fig
Frame Fig
Bay Spaci
Purlin Thic
Purlin Thic
gth, N 5
Width)
hick: 0335
Spacing 125
set: 4
ness o 0725
1 85
ngth, N 6
Width)
Thick: 025
ng 25
kness 1 o 0725
kness 2 o 0588
Calc. Values and Constants.
End Int. 1 lint. 2
k 1696
m 0967 1 0 I 0 784
C1 0847
C2 0905 o 905 I 0 869
C3 0770
C4 0762 o 7621 0 672
Cg 1 0
Ce 1 0
Eq C34-1 Increase 1 3
Factor per AISI-96
WEBCRI-1 XLS
k
FI
8 I d P r
Use this program to check AISI-96 Web Crippling, Section C3 4
The purpose of this spread sheet is to check if stub purlin reinforcement
is required at bearing locations due to reaction forces from purlins.
Input the purlin and frame information below Items in blue italic may change
for each job
The output will compare the purlin reaction force with the web yielding
and the web crippling equations of Chapter K,Equations (K1-2) & (K1-4),
and determines if stiffeners are required
Note Single web cantilevers are NOT checked
in
Purlin Web Yield Stress. 55 ksi
Inside Bend Radius, R 01875 in
(2 5,3 0 Web depth, h 8480 in.
or 3 5)
Bearing Angle, 8 90 deg
Modulus of Elasticity, E 29000lksi
Loads.
Dead Load bmPSf
Collateral Load 1 0 psf
Live 1 Snow Load 25.0 psf
in
ft.
in
in
in
Gaqe Equivalents
16 Ga. o 0588 in
14 Ga. o 0725 in
12 Ga. o 1030 in
10 Ga. o 1345 in
In
ft.
In
in
Portion of AISI-96 Table C3.4-1 for Single Web, Stiffened Flanges
End Reaction 3.28 P n, kips (Eq C34 1-1)
Opposing Loads Interior 1 Reaction 512 P n, kips (Eq C34 1-4)
Spaced> 1 5*h Interior 2 Reaction 348 Pn, kips (Eq C34 1-4)
End Reaction 172 P n. kips (Eq C34 1-6)
Opposing Loads Interior 1 Reaction 383 Pn, kips (Eq. C3 4 1-8)
Spaced::; 1 5*h
Interior 2 Reaction 2.17 P n, kips (Eq C341-4)
Web Crippling Strength Check
Location Equation Limit UC Result
End Reaction (Qw.P)/Pn 1 0 1 01 OK
AISI C3 4)
Interior Reaction (M/Mno)+(P/P n) 1 0 1 00 OK
(AISI C3 5 1)
Page 1 of 1
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
3/2/20041 JOB NO.
PROJECT
CUSTOMER.
LOCATION
DATE.
2501
LUMBER STORAGE
OSBURN STEEL BUILDINGS. INC.
YELM WA
General Description. This program evaluates the capacity of the Combined Anti-RollI Strut Purlin
Bracket for interaction of both forces, per the UBC 97
Input Data. Input items are shown bold red & italic blue Items in blue may change for
each project. A description of the input item is located to the right of the box.
Output Interpretation. Bracket and bolt capacities are checked
BUILDING GEOMETRY.
d= 9 in
b= 2.5 in
L= 25 ft.
s= 5.02 ft.
t1 = o 0725 in
t2= o 0588 in
np = 5
Slope = 1 12
Angle =
4 76 deg
DESIGN LOADS.
LL = 20
SL = 25
COL= 1
DL = 2.5
WL= 151
WLAXIAL = 0
EQAXIAL = 0
EQmAXIAL = 0
Purlin depth, in
Purlin Flange Width, in
Bay spacing, ft.
Purlin spacing, ft.
Purlin thickness in the exterior bay
Purlin thickness in the interior bay
Number of lines between clips
Roof Slope expressed in rise in 12 run
Roof Slope in degrees
Gauae Eauivalents.
16 Ga. :::: o 0588 in
14 Ga :::: o 0725 in
12 Ga. :::: 01030 in
10 Ga :::: 01341 in
psf Roof live load
psf Roof snow load
psf Roof collateral load
psf Roof dead load
psf Roof wind uplift
kips Purlin strut wind axial load
kips Purlin strut seismic axial load
kips Purlin strut special seismic axial load
WINO UPUFT
LO~O
~,\-- \~
~ /~~p
r //
//"/
///
Based on the following calculation pages
Rigid Frame Bracket to be used
AR-19
AR-49
UBC-AR-1.XLS
EW Bearing Frame Bracket to be used
Page 1 of 1
3/5/2004
ANTI-ROLL FORCE CALCULATION
(per AISI Section D3.2.1)
3/2/20041 JOB NO 12501
Load Calculations
W = Total load supported by the purIms hnes between adjacent supports (Ib)
W = (Load CombmatIOn)*L *np*s
Gravity Load CombmatlOns
WI = (DL + CL + LL) =
W2 = (DL + CL + SL) =
W3 = (DL + CL +SL/2)=
W4=(1.2(DL+CL)+LL/2)
W5=(1.2(DL+CL)+SL/2)
W=
Wind Load CombmatlOn (WL - DL)
W=
DATE.
14746.25 Ibs.
17883 75 Ibs.
10040 Ibs.
8910.5 Ibs.
10479.25 Ibs.
17883 75 Ibs.
-7906.5 Ibs
Controls
Roll Force Calculation
Multiple-Span System with Restramts at the Supports based on AISI SECTION D3.2 1
[0 053bI 88LO 13 ]
PL = Ctr 095 107 0.94 cas8 - sm 8 W
np d t
(Eq D.3.2.1-5)
Gravity Gravity Gravity Uplift Gravity Gravity
Load 1 Load 2 Load 3 Load Load 4 Load 5
PL (Ib) 963.2 1168.2 6558 -516.5 5820 684.5
Pdlb) 1590 8 1929.3 1083 1 -852 9 961.3 11305
PL (Ib) 1723 8 2090.5 1173 6 -924.2 I 041 6 12250
braces at end supports
braces at 151 lot. support
for all other braces
Check Diaphral!m Strenl!th
Ultimate Shear Strength of Diaphragm (See Test Report)
Shear Stiffness ofDlaphram (See Test Reports)
Length of Diaphragm
Width of Diaphragm
Factor of Safety Qd =
Allowable Shear Strength
ReqUired Shear Strength along extenor support
Shear Loadmg 10 the extenor bay
ReqUired Shear Stiffness 10 the extenor bay
(Based on L/360 DeflectIOn limit)
Factor of Safety Qd =
Allowable Shear Strength
ReqUired Shear Strength along mtenor supports
Shear Loadmg 10 mtenor bays
ReqUired Shear Stiffness 10 mtenor bays
(Based on L/360 DeflectIOn limit)
UBC-AR-1.XLS
Page 1 of 1
269 7 Ib/ft
3694 6 Ib/in
25 ft
25 I ft
245
11011b/ft
46 5 Ib/ft
93.5 Ib/ft
349 lib/in
OK
OK
245
110 1 Ib/ft
41 6 Ib/ft
83 6 Ib/ft
312.3 Ib/in
OK
OK
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE. I
3/2/20041 JOB NO
Inputs
Purlin Depth
Rigid Frame Bay Spacing
Purlin Spacing
# of A325 bolts in Roll Clip
Bolt Diameter'
Bolt gage on Rafter Fig
Bolt couple pitch on Bracket
Nominal area of bolt
12501
RIGID FRAME RAFTER FLANGE BOLT ANALYSIS
9
25
502
4
0.5
35
3
0196
Rafter Flan~e Bolt Options
in
ft.
ft.
Option 1 4 - 1/2" dia. A-325 Bolts in Rafter Flange.
Option 2 6 - 1/2" dia. A-325 Bolts in Rafter Flange
in
in.
in.
in2
Option 3 4 - 3/4" dia. A-325 bolts in Rafter Flange
DESIGN EQUATIONS FOR BOLT INTERACTION
My = PAXIAL * (3" + bolt couple pitch/2) * (bolt couple
pitch/2)
Mx = P AXIAL * (3" + bolt couple pitch/2) * (bolt gage/2)
LX2 = # bolts * (bolt gage/2)2
Ly2 = 4 (bolts) * (bolt couple pitch/2)2
RF Bolt Shear = [[(PROLL/# bolts) + (M!(LX2 + Ll))]2 + [(PAXIAJ# bolts) + (Mx/(LX2 + Ll))]2]1/2
RF Bolt Tension = MRoLJpitch/(# bolts/2) + MAXlAJgage/((# bolts/2)+1) + (WL *L *s)/(4 bolts) as required in combs. 3,5,6
Bolt fv = RF Bolt Shear/Nominal Area of Bolt
Bolt fT = RF Bolt Tension/Nominal Area of Bolt
FT = From interaction eqs in Table J3 3 of AISC ASD 9th Ed
PROLL = Purlin Roll Force
P AXIAL = From input design loads
MROLL = PRoLL*Purlin Depth
MAXIAL = P AX'AL*(Purlin Depth/2)
Summary of Forces for Bolt Interaction - for UBC 97 Alternate Basic Load Combinations
P ROLL P AXIAL MROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination
Shear Tension fv Fv Unity fT FT Unity
(kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check
172 000 1551 000 043 2.59 2.19 21 0 0105 1317 4376 0.301 DL +LL
209 000 1881 000 052 314 2.66 21 0 0127 1597 4365 0.366 DL+SL
172 000 1551 000 043 306 2.19 280 0.078 1558 4386 0.355 DL +LL +WLAXIAL
172 000 1551 000 043 259 2.19 280 0.078 1317 4386 0.300 DL +LL +EQAXIAL
1 17 000 1056 000 0.29 2.23 149 280 0053 11 38 4394 0.259 DL +SL/2+WLAXIAL
209 000 1881 000 052 337 2.66 280 0.095 1718 4380 0.392 DL +SL +WLAXIAJ2
172 000 1551 000 043 259 2.19 280 0.078 1317 4386 0.300 DL +LL +EQAXIAL
209 000 1881 000 052 314 2.66 280 0.095 1597 4380 0.365 DL +SL +EQAXIAL
Summary of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations
PROLL P AXIAL MROLL MAXIAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination
Shear Tension fv Fv Unity fT FT Unity
(kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check
1 04 000 937 000 0.26 1 56 1 33 357 0.037 796 4397 0181 1.2DL+0 5LL+EOmAxIAl
1.22 000 11 02 000 031 1 84 1 56 357 0.044 936 4396 0.213 1.2DL+0 5SL+EOmAX1A
Rigid Frame Bracket
Page 1 of 4
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE I
3/2/20041 JOB NO
12501
RIGID FRAME PURLlN STRUT AXIAL BOLT ANALYSIS
Inputs
Purlin Strut member thickness I 005881in
Ultimate stress of Purlin Strut: 60 ksi
Purlin Strut Bolt Options.
Option 1 2 - 1/2" dia A-325 bolts in purlin strut web to clip and 2 - 1/2"
dia. A-325 bolts in purlin strut flange to rafter
Option 2 4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2"
dia. A-325 bolts in purlin strut flange to rafter
Option 3 4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4"
dia. A-325 bolts in purlin strut flange to rafter
DESIGN EQUATIONS FOR BEARING & SHEAR
P AXIAL = From input design loads
Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg Wind/Seismic Loads)
Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1 7 * # of bolts (Special Seismic Loads)
Bolt tv = Bolt shear / Nominal area of bolt
Bolt Fv = Bolt shear strength * allowable increase ( 4/3 for Reg Wind/Seismic; 1 7 for Special Seismic)
Bearin!:l Calculations
Wind / Seismic Special Seismic
Bolt # of Bolt P AXIAL Bearing Unity P AXIAL Bearing Resist. Unity Max.
Option Bolts Dia. (kips) Resist. Check (kips) (kips) Check Unity Result
(in) (kips) Check
1 4 05 000 941 000 0 11 995 000 0.00 OK
2 6 05 000 14 11 000 0 17 993 000 0.00 OK
3 6 075 000 21 17 000 0 26 989 000 0.00 OK
Shear Calculations
Wind / Seismic Special Seismic
Clip # of Bolt P HORIZ Bolt fv Bolt F v Unity P HORIZ Bolt fv Bolt F v Unity Max.
Option Bolts Dia. (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check Unity Result
(in) Check
1 4 05 000 000 2800 0 0 000 3570 000 0.00 OK
2 6 05 000 000 2800 0 0 000 3570 000 0.00 OK
3 6 075 000 000 2800 0 0 000 3570 000 000 OK
Rigid Frame Bracket
Page 2 of 4
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE 1
3/2/20041 JOB NO
12501
R.F. PURLlN STRUT BRACKET PLATE BENDING ANALYSIS
Inputs
Purlin Strut member Depth c=]]in
Purlin Strut member Thickness ~in
Applied Load. P:
Regular Wind / Seismic: ~kips
Special Seismic: ~kips
x
1t=t
A
ex 0
y - ~ ~ L~irfEn- y
B 1--_ b
x
x
Section Properties
Purlin Bracket Dimensions Area Yield Sxtop SxbOI SYLeft SyRi9hl y ex
Depth a b t (in2) (ksi) (in3) (in3) (in3) (in3) x (in) (in) (in)
(in) (in) (in) (in)
8 7.25 7 0.25 343 55 915 328 932 349 1 98 1 85 2.02
9 775 7 0.25 356 55 966 331 1018 396 2.17 1 79 2.33
10 8.25 7 0.25 368 55 1017 334 11 07 445 2.37 1 73 263
11 875 7 0.25 381 55 1067 337 11 97 497 257 168 293
12 9.25 7 0.25 393 55 11 18 339 12.89 552 277 163 323
14 10.25 7 0.25 418 55 12.17 343 1480 669 319 1 54 381
8 7.25 10 0.25 418 55 1470 642 1248 366 1 64 304 236
9 775 10 0.25 431 55 1547 649 1361 416 1 81 2.96 269
10 825 10 0.25 443 55 1624 656 1476 468 1 99 288 301
11 875 10 0.25 456 55 1701 662 1592 5.24 2.17 280 333
12 9.25 10 025 468 55 1777 667 1710 582 235 273 365
14 10.25 10 0.25 493 55 1930 677 1953 707 2.72 2.60 428
8 7.25 7 0375 509 55 12.99 483 13.26 514 203 1 90 1 97
9 775 7 0375 528 55 1371 488 1454 584 222 1 84 2.28
10 825 7 0375 547 55 1442 492 1585 657 242 1 78 258
11 875 7 0375 566 55 15 13 496 1719 735 262 1 73 288
12 925 7 0375 584 55 1584 499 1856 816 282 168 318
14 10.25 7 0375 6.22 55 1723 506 2140 990 3.24 1 59 376
8 7.25 10 0375 6.22 55 21 23 951 1771 540 1 69 309 231
9 775 10 0375 641 55 2235 961 1939 614 1 86 301 264
10 825 10 0375 659 55 2345 971 21 10 692 2.04 293 2.96
11 875 10 0375 678 55 2456 980 22.84 775 2.22 2.85 3.28
12 9.25 10 0375 697 55 2566 988 2460 861 2.40 278 360
14 10.25 10 0375 734 55 2785 1003 28.21 1047 277 265 4.23
Rigid Frame Bracket
Page 3 of 4
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE I
3/2/20041 JOB NO
12501
PURLlN ANTI-ROLL STRUT BRACKET PLATE BENDING ANALYSIS - CONT'D
DESIGN EQUATIONS FOR BIAXIAL BENDING
Moment about X-X. Mxx = P * ey
Moment about Y-Y Myy = P * ex
fb at 'A' = (P/Area) + (Mxx/Sxtop) + (My/SYRiQht)
fb at 'B' = (P/Area) + (Mxx/Sxbot) + (My/SYLefl)
Fb = 067 * Yield * allowable increase (4/3 for Reg Wind/Seismic, 1 7 for Special Seismic)
Purlin Bracket Govern Mxx Myy fb at fb at Fb Unity Unity Max.
Depth b t P 'A' 'B' Check Check Unity Result
(in) (in) (in.) (kips) (kip-in) (kip-in) (ksi) (ksi) (ksi) at 'A' at 'B' Check
8 7 0.25 000 000 000 000 000 62.65 000 000 000 OK
9 7 0.25 000 000 000 000 000 62.65 000 000 000 OK
10 7 025 000 000 000 000 000 62.65 000 000 0.00 OK
11 7 025 000 000 000 000 000 6265 000 000 0.00 OK
12 7 0.25 000 000 000 000 000 6265 000 000 0.00 OK
14 7 0.25 000 000 000 000 000 62.65 000 000 0.00 OK
8 10 0.25 000 000 000 000 000 6265 000 000 0.00 OK
9 10 0.25 000 000 000 000 000 6265 000 000 0.00 OK
10 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK
11 10 0.25 000 000 000 000 000 62.65 000 000 000 OK
12 10 0.25 000 000 000 000 000 62.65 000 000 0.00 OK
14 10 0.25 000 000 000 000 000 62.65 000 000 000 OK
8 7 0375 000 000 000 000 000 6265 000 000 0.00 OK
9 7 0375 000 000 000 000 000 6265 000 000 000 OK
10 7 0375 000 000 000 000 000 6265 000 000 000 OK
11 7 0375 000 000 000 000 000 6265 000 000 000 OK
12 7 0375 000 000 000 000 000 6265 000 000 000 OK
14 7 0375 000 000 000 000 000 6265 000 000 0.00 OK
8 10 0375 000 000 000 000 000 6265 000 000 000 OK
9 10 0375 000 000 000 000 000 6265 000 000 0.00 OK
10 10 0375 000 000 000 000 000 6265 000 000 000 OK
11 10 0375 000 000 000 000 000 6265 000 000 0.00 OK
12 10 0375 000 000 000 000 000 62.65 000 000 000 OK
14 10 0375 000 000 000 000 000 62.65 000 000 0.00 OK
Rigid Frame Bracket
Page 4 of 4
3/5/2004
,,"-, _ J
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE 1
3/2/20041 JOB NO
12501
ENDWALL BEARING FRAME RAFTER FLANGE BOLT ANALYSIS
Inputs
Purlin Depth
End Bay Spacing
Purlin Spacing
# of A325 bolts in Roll Clip
Bolt Diameter.
Bolt gage on Rafter Fig
Bolt couple pitch on Bracket
Nominal area of bolt
Rafter End Plate Bolt Options
9
25
5.02
4
0.5
2.5
25
0196
in
ft.
ft.
Option 1 4 - 1/2" dia. A-325 Bolts in Rafter Flange
Option 2 4 - 3/4" dia A-325 Bolts in Rafter Flange
in
in
in
in2
~kiPS
o kips
o kips
Note Axial loads in eave strut may not be as high in end bay
as they are in the bracing bay, the loads shown at left may need
to be adjusted to reflect the actual load in the end bay's eave
strut.
Eave Strut Wind Axial Load
Eave Strut Seismic Axial Load
Eave Strut Special Seismic Axial Load
DESIGN EQUATIONS FOR BOLT INTERACTION
My = PAXIAl * (2" + bolt couple pitch/2) * (bolt couple
pitch/2)
Mx = PAXIAl * (2" + bolt couple pitch/2) * (bolt gage/2)
LX2 = # bolts * (bolt gage/2)2
Ll = 4 (bolts) * (bolt couple pitch/2)2
RF Bolt Shear = [[(PROlJ# bolts) + (M/(LX2 + Ll))]2 + [(PAXIAJ# bolts) + (Mxf(LX2 + Ll))]2]'/2
RF Bolt Tension = MROLJpitch/(# bolts/2) + MAx,AJgage/(# bolts/2) + (WL *L *s/2)/(4 bolts) as required in combs 3,5,6
Bolt fv = RF Bolt Shear/Nominal Area of Bolt
Bolt fr = RF Bolt Tension/Nominal Area of Bolt
FT = From interaction eqs in Table J3 3 of AISC ASD 9th Ed
PROll = End bay purlin roll force
P AXIAL = From input design loads
MROll = PROll* Purlin depth
MAXIAl = P AX'Al*(Purlin Depth/2)
Summary of Forces for Bolt Interaction - for UBC 97 Alternate Basic Load Combinations
P ROll P AXIAL MROLl MAXIAl RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination
Shear Tension fv Fv Unity fT FT Unity
(kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check
096 000 867 000 0.24 1 73 1.23 21 0 0.058 883 4392 0.201 DL+LL
1 17 000 1051 000 0.29 2 10 149 21 0 0071 1071 4389 0.244 DL+SL
096 000 867 000 0.24 1 97 1.23 280 0.044 1004 4396 0.228 DL +LL +WLAXIAl
096 000 867 000 0.24 1 73 1.23 280 0.044 883 4396 0.201 DL +LL +EQAx'Al
066 000 590 000 016 1 42 084 280 0.030 7.22 4398 0164 DL +SL/2+WLAXIAl
1 17 000 1051 000 029 222 149 280 0.053 11 31 4394 0.257 DL +SL +WLAXIAJ2
096 000 867 000 0.24 1 73 1.23 280 0.044 883 4396 0.201 DL +LL +EQAxIAl
1 17 000 1051 000 0.29 2.10 149 280 0.053 1071 4394 0.244 DL +SL +EQAx'Al
Summary of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations
PROll P AXIAL MROll MAXIAl RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination
Shear Tension fv Fv Unity fT FT Unity
(kips) (kips) (kip-in) (kip-in) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check
045 000 401 000 o 11 080 057 357 0016 408 4399 0.093 1.2DL +0 5LL +EOmAxIAl
052 000 472 000 013 094 067 357 0019 480 4399 0109 1.2DL +0 5SL +EOmAX1A
EW Bearing Frame Bracket
Page 1 of 3
3/5/2004
~-----
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE I
3/2/20041 JOB NO
12501
ENDWALL FRAME PURLlN STRUT AXIAL BOLT ANALYSIS
Inputs
Purlin Strut member thickness I 005881in
Ultimate stress of Purlin Strut: 60 ksi
Purlin Strut Bolt Options
Option 1 2 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2"
dia. A-325 bolts in purlin strut flange to rafter
Option 2 4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2"
dia. A-325 bolts in purlin strut flange to rafter
Option 3 4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4"
dia. A-325 bolts in purlin strut flange to rafter
DESIGN EQUATIONS FOR BEARING & SHEAR
P AXIAL = From input design loads
Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg Wind/Seismic Loads)
Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1 7 * # of bolts (Special Seismic Loads)
Bolt tv = Bolt shear / Nominal area of bolt
Bolt Fv = Bolt shear strength * allowable increase ( 4/3 for Reg Wind/Seismic, 1 7 for Special Seismic)
Bearinq Calculations
Wind / Seismic Special Seismic
Bolt # of Bolt PHORIZ Bearing Unity PHORIZ Bearing Resist. Unity Max.
Option Bolts Dia. (kips) Resist. Check (kips) (kips) Check Unity Result
(in) (kips) Check
1 4 05 000 941 000 000 12.00 000 0.00 OK
2 6 05 000 14 11 000 000 1799 000 0.00 OK
3 6 075 000 21 17 000 000 2699 000 0.00 OK
Shear Calculations
Wind / Seismic Special Seismic
Clip # of Bolt P HORIZ Bolt fv Bolt F v Unity PHORIZ Bolt fv Bolt F v Unity Max.
Dia. Unity Result
Option Bolts (in) (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check Check
1 4 05 000 000 2800 0 000 000 3570 000 0.00 OK
2 6 05 000 000 2800 0 000 000 3570 000 0.00 OK
3 6 075 000 000 2800 0 000 000 3570 000 0.00 OK
EW Bearing Frame Bracket
Page 2 of 3
3/5/2004
ANTI-ROLL I PURLlN STRUT BRACKET DESIGN
DATE I
3/2/20041 JOB NO'
12501
ENDWALL PURLlN STRUT BRACKET PLATE BENDING ANALYSIS
Inputs
Purlin Strut member Depth c=:=]]in
Purlin Strut member Thickness. ~in
Applied Load. P:
Regular Wind 1 Seismic: ~ kips
Special Seismic: ~kips
x
-tt=t
=-r
y- - -
Section Properties
8 I----- b
x
Purlin Bracket Dimensions Area Yield Sxtop Sxbot SYLeft SyRight Y ex
Depth a b t (in2) (ksi) (in3) (in3) (in3) (in3) x (in.) (in) (in)
(in) (in) (in) (in)
8 7.25 6 0.25 318 55 745 244 824 341 2.12 148 1 88
9 775 6 0.25 331 55 787 247 902 386 2.32 143 218
10 8.25 6 025 343 55 8.29 249 982 434 2.53 1 38 247
11 875 6 0.25 356 55 871 250 1064 485 274 1 34 276
12 9.25 6 025 368 55 913 2.52 11 47 538 295 1 30 305
14 10.25 6 025 393 55 995 2.55 1321 651 338 1.22 362
8 7.25 6 0375 472 55 1048 359 11 74 502 2 17 1 53 1 83
9 775 6 0375 491 55 11 06 362 1289 570 238 1 48 212
10 8.25 6 0375 509 55 11 64 365 1407 641 258 143 242
11 875 6 0375 5.28 55 12.22 368 15.28 716 279 1 39 271
12 925 6 0375 547 55 1279 370 1652 795 301 1 35 2.99
14 10.25 6 0375 584 55 1391 375 1909 964 344 127 356
DESIGN EQUATIONS FOR BIAXIAL BENDING
Moment about x-x. M)()( = P * ey
Moment about Y-Y Myy = P * ex
fb at 'A' = (P/Area) + (M)()(/Sxtop) + (My/SYRight)
fb at 'B' = (P/Area) + (MxxlSXbOI) + (Myy/SYLeft)
Fb = 0 67 * Yield * allowable increase (4/3 for Reg Wind/Seismic, 1 7 for Special Seismic)
Purlin Bracket Govern. Mxx Myy fb at fb at Fb Unity Unity Max.
Depth b t P 'A' 'B' Check Check Unity Result
(in) (in) (in) (kips) (kip-in) (kip-in) (ksi) (ksi) (ksi) at 'A' at 'B' Check
8 6 025 000 000 000 000 000 6265 000 000 0.00 OK
9 6 0.25 000 000 000 000 000 6265 000 000 0.00 OK
10 6 0.25 000 000 000 000 000 6265 000 000 0.00 OK
11 6 0.25 000 000 000 000 000 6265 000 000 0.00 OK
12 6 025 000 000 000 000 000 6265 000 000 0.00 OK
14 6 025 000 000 000 000 000 6265 000 000 000 OK
8 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK
9 6 0375 000 000 000 000 000 6265 000 000 0.00 OK
10 6 0375 000 000 000 000 000 6265 000 000 0.00 OK
11 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK
12 6 0375 000 000 000 000 000 62.65 000 000 0.00 OK
14 6 0375 000 000 000 000 000 6265 000 000 0.00 OK
EW Bearing Frame Bracket
Page 3 of 3
3/5/2004
v-'
ASD-Calculation for Flanae Reduction Due to Holes in Tension Fiances
JOB NO' 2501
DATE. 13/5/2004 1 PROJECT LUMBER STORAGE
CUSTOMER. OSBURN STEEL BUILDINGS INC.
LOCATION YELM WA
General Description: The purpose of this spreadsheet is to check the effect of holes in the tension
flanges of built-up members
Input Data. Items shown in Bold Red Underlined Text Input Boxes must be entered
Output Interpretation. If the Tensile capacity is less than the Yield capacity (equation B10-2) the flange
effective area is reduced by equation 810-3 Note this occurs in all cases
For application If the Maximum MBS tension flange Stress Ratio in the Rigid Frame
Design output is less than shown in this table, then tension flange is adequate
Otherwise the Flange in question must be increased until it meets the requirements
Material properties
ASTM A572 GRADE 50
Fy =
Fu =
~kSi
~ksi
0.51in
o 563 in
o 625 in
Fy.
Fu
bf"
tf"
Ag
An
Afe
Notation
Minimum Yield Stress (ksi)
Tensile Stress (ksi)
flange width (in)
flange thickness (in)
Area Gross = bf*tf (inL)
Area Net = Ag - 2*HS*tf (in2)
Area effective (in2)
Bolt Diameter =
Hole Dia = Bolt Dia. + 1/16 =
Design Dia. =Hole Dia. + 1/16=
Reference AISC 9th Edition, Section B10 AISC Eq. (B10-2) AISC Eq. (B10-3) Maximum MBS
Flanges Sizes Gross Net Tensile Yield Effective Tension Flange
bf tf Aa An 0.5FuAn 0.6FYAa Afe=5/6Fu/Fy* An Stress Ratio
in in inL in" kips kips inL Afe/Ag
4.0 0.250 1000 0688 2234 < 3000 0745 0745
6.0 0.250 1 500 1 188 3859 < 4500 1.286 0858
6.0 0.313 1 875 1484 4824 < 56.25 1 608 0858
6.0 0.375 2250 1 781 5789 < 6750 1 930 0858
6.0 0.500 3000 2375 77 19 < 9000 2573 0858
6.0 0.625 3750 2969 9648 < 112.50 3.216 0858
6.0 0.750 4500 3563 115 78 < 135 00 3859 0858
6.0 1.000 6000 4750 154 38 < 180 00 5146 0858
8.0 0.250 2.000 1 688 5484 < 6000 1 828 0914
8.0 0.375 3000 2531 8227 < 9000 2.742 0914
8.0 0.500 4000 3375 109 69 < 12000 3656 0914
8.0 0.625 5000 4.219 137 11 < 150 00 4570 0914
8.0 0.750 6000 5063 164 53 < 180 00 5484 0914
8.0 1.000 8000 6750 219 38 < 240 00 7313 0914
10.0 0.500 5000 4375 142 19 < 150 00 4740 0948
10.0 0.625 6250 5469 177 73 < 187 50 5924 0948
10.0 0.750 7500 6563 213 28 < 225 00 7109 0948
10.0 1.000 10 000 8750 284 38 < 300 00 9479 0948
12.0 0.500 6000 5375 174 69 < 180 00 5823 0970
12.0 0.625 7500 6719 21 8 36 < 225 00 7.279 0970
12.0 0.750 9000 8063 262.03 < 270 00 8734 0970
12.0 1.000 12 000 10750 349 38 < 360 00 11 646 0970
12.0 1.250 15 000 13 438 436 72 < 450 00 14557 0970
12.0 1.500 18 000 16125 524 06 < 540 00 17 469 0970
FLANGE-1.XLS
Page 1 of 1
3/5/2004
City of Yelm
Community Development Department
105 Yelm Avenue West
POBox 479
Yelm, WA 98597
Pre-Application Meeting
February 4, 2004
These comments are preliminary in nature and are not intended to represent final comments and or
requirements for the City of Yelm. Until a complete application is made, the Community Development
Department can only attempt to inform the applicant of general requirements as they appear in the form
presented by the applicant at the time of pre-submission.
Proponent: B&H Builders
Project Proposal Construct a 30x250 lumber storage bay at Mountain Lumber
Project Location 10430 Creek St. SE
Zoning and Setbacks
Heavy Commercial (C-2), Chapter 17.27
Minimum Lot Size - 5,000 sq ft.
Setbacks Front yard - 15' from R-O-W
Rear Yard - 20'
Side yard - 101
Maximum height of buildings shall be 40 feet.
Chapter 17 57 060
Outside storage of merchandise is allowed when it is normal and standard practice
Outside storage shall be maintained in an orderly manner consistent with good
housekeeping practices and shall be 1 Effectively fenced and screened from all
residential areas and public rights of way
The 3-sided building meets this requirement.
Landscaplnq
Chapter 17 80 YMC codes requires landscaping for new and expanded development to
screen incompatible uses, to soften the hardscape between parking lots and buildings
as well as streets and parking lots, to provide shade in parking lots, and to ensure storm
water treatment and storage areas are aesthetic
· Type II landscaping is intended to provide visual separation of uses from streets,
and visual separatIon of compatible uses so as to soften the appearance of
(360) 4,58-883.5
(360) 458-.3144 FAX
www.cLyelm.wa.w;
streets, parking areas, and building elevation This landscaping is used around
the perimeter of a site, and adjacent to buildings Type II landscaping is required
along the southern property line, between the new building and the existing
fence
SEPA. An environmental checklist is required if the project creates 4,000 or more sq ft.,
or 20 or more parking stalls It may be possible to use the SEPA Checklist from the
original project application The SEPA determination may be amended to include
any impacts from this development.
Site Plan Review is not required for this project, however the amended SEPA
determination may provide conditions of approval
DESIGN GUIDELINES - Mountain Lumber Storage Building Guidelines Guidelines
Project Review Checklist Applicable Met
1.A.(1) Relate development to pedestrian oriented street frontage
1.A.(2) Relate development to street fronts (other than pedestrian-oriented streets)
I B (1) Minimize visibility and impacts of service areas.
I C (1) Take advantage of special opportunities and mitigate impacts of large developments.
I D (1) Reduce impact of service areas and mechanical equipment.
I E.(1) Integrate biofiltration swales and ponds into the overall site design
I F (1) Enhance the visual quality of development on corners
I F (2) Provide a paved pedestrian walkway from the street corner to the building
entrance
11.A.(1) All pedestrian paths must correspond with federal, state and local codes for
handicapped access, and the Americans with Disabilities Act.
II.A. (2) Provide adequate lighting at the building entries and all walkways and paths
through parking lots.
11.A.(3) Develop an on-site pedestrian circulation concept.
II B (1) Provide a pedestrian path at least 60" wide (preferably 96" wide) from the street
sidewalk to the main entry
II B (2) Provide pedestrian paths or walkways connecting all businesses and the entries
of multiple buildings on the same development site
II B (3) Provide pathways through parking lots
II C (1) Where street ROW is insufficient to provide adequate sidewalks buildings and
other site features must be set back from the public ROW to achieve at least
minimum sidewalk widths
lie (2) Where new streets are developed, provide sidewalks according to minimum
standards
II D (1) Provide, where feasible, pedestrian circulation routes to adjacent uses and
transit.
II D (2) Integrate nearby transit stops into the planning of adjacent site improvements
II D (3) Encourage pedestrian paths from all transit stops through commercial areas to
residential areas within 1,200 feet
II E.(1) Enhance building entry access
II F (1) Provide pedestrian-oriented open space at key locations
1l1.A.(1) Provide access roads through large lots with more than one street frontage
III B (1) Minimize driveway impacts
(360) 458-383.1
(360) 4.18-3144 FiLY
www.ci.yclm.wa.llS
."
I
I
Continued Guidelines Guidelines
DESIGN GUIDELINES - Applicable Met
Project Review Checklist
III C (2) Meet requirements for parking lot design detail standards
III D (1) Minimize parking areas through joint use and management.
III D (2) Encourage structured parking
III D (3) Reduce impacts of parking garages.
IV.A.(1 ) Incorporate human-scale building elements
IV B (1) Reduce scale of large buildings.
IV C (1) Architecturally accentuate building corners at street intersections.
IV D (1) Enhance buildings with appropriate details.
IV E (1) Retain original facades
IV E.(2) Use compatible building materials. (See Building Material Summary Matrix,
pg 59)
IV F (1) Treat blank walls that are visible from the street parking or adjacent lot. X
IV G (1) Locate and/or screen roof-mounted mechanical equipment so as not to be
visible from the street or from the ground-level of adjacent properties.
IV G (2) Where practical, locate and/or screen utility meters, electrical conduit and
other service and utilities apparatus so as not to be visible from the street.
V F (1) Use plant materials that are approved for use in downtown Yelm
Proponents may use other plat materials approved by the City
V G (1) Develop a site landscape design concept. X
VH(1) Provide substantial site landscaping
V H (2) Protect and enhance natural features
V 1(1) Screen all parking lots as required by Chapter 17 80, Landscaping
V 1(2) An alternative to the required perimeter parking area landscaping plan may
be submitted
V 1(3) Provide internal parking lot landscaping
V J (1) Consider alternative building and parking siting strategies to preserve existing
trees
V J (2) Consider the integration of pedestrian and bicycle paths with stands of
mature trees where feasible to connect adjacent uses
MEMORANDUM
City of Yelm
Community Development Department
Engineering Division
Pre-Application Meeting
Date February 4, 2004
Civil Comments
These comments are preliminary in nature and are not intended to represent final
comments and or requirements for the City of Yelm. Until a complete application is
made, the Community Development Department can only attempt to inform the applicant
of general requirements as they appear in the form presented by the applicant at the time
of pre-submission.
Proponent:
Project:
Project Location
Band H Builders
Mountain Lumber Storage Addition (7500 sf)
10430 Creek Street
Yelm, WA 98597
Water
All new construction on existing businesses is required to retrofit the existing
water meter with a back flow prevention devise.
Cross Connection Control
Washington State Department of Health, in WAC 246-290-490 states that all group A
water systems with 1000 or more connections are required by the department of health
to develop and implement a cross control connection program This program requires
all commercial buildings and irrigation systems to have a back flow prevention device
installed on the water services A list of approved devices can be located at the above
referenced Washington Administrative Code
Sewer
No sewer system improvements will be required as the project is proposed
Fire
All projects need to have fire protection for the buildings When reviewing proposals or
projects for compliance with the 1997 Uniform Fire Code (UFC) the following need to be
addressed Does the proposal have fire hydrant coverage? To meet this requirement
the building must have coverage by fire hydrants All parts of the buildings must be
within 150' of a fire hydrant Another means of meeting fire code may be by installing a
fire sprinkler system in each residence
Stormwater
All building roof runoff will need to be routed to underground drywells
Street Improvements
No street improvements will be required as the project is proposed
ADA Requirements
Any requirements for ADA will be reviewed at building permit application
~:..
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_CONSTRUCTION--. SSQUENCE NOTES:
1 ) INSTAll. FlLfER F,l.BRlC FENCING
2.) INSTAlL lEMP~RARY STABIUZED CONSlRUCllO/i ENTRANCE
J.) ROUGH GlOOE SIlE
-4) INSTNJ. UllUnES/SEED MEAS TO REJ.WN PEIMOUS
5.) PAVE SIlE!CONSTRUCr BUILDING
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II J WI' uM I. I ~ ~ & III PROPOSED WATEfl METER .. I 1'1 n I, , I
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- -- .~71m'- rzYYY~:5\XX-~ AREA (TYP.) \ v~
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I : I " ~aw fbCGf' LUMBER PILES (lYpl) ..~ \ \\
52+6-4-,41 =2+i-25.3S- I . QF~~' M ~i'tl ~ \ l,.rz ~ REFER TO SHErr c~ + '"
.( ~ I I I.. '~ A OF 9 FOR STORED I II ~ \
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ASSUMED ElEV,==95.8J'
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SEC 29. TOWNSHIP 17N. RANGE 2 EAST
VI
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FOR FIRE LANE DESCRIPTION
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NOTE: REFER TO SHEET C9 OF 9 FOR SECURITY ISlfE-OBSCURING FENCE LOCATIONS(S).
APPR~~ t!..OR ~NSTR~CTION
IRECTOR PU8UC WORKS
DATE: l~.-"l"q?_
APPROVAL EXPIRES: \ ~ -l" <=\(.0
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SOUND DESIGN
INCORF-ORATED
2417 PACIJi1C AVE SE
OLYMPIA WA 98501
.l360I 943-2604
DATE: 12/4/95
DESIGN BY:: M.R.S.
DRAWN BY:: M.R.S.-
CHECKED 3Y: R.G.T.
PROJEct i\'lO,: 1109.!L
REVlSIONS:
~fJ,
SHEET:
C1'
.
.
.,
I 0 Constrvctlon Notes.
Tnes~ notes supplement the specification. An~ dlscrepanc~ found amor19 the dra!-llr19s,
specifIcations, these notes, and the site conditions shall be reported to the
NchitedlEnglneer, !-lho shall correct such discrepanc~ in witlng. An~ !-lork don~ by ,
the Contractor after dlscovel'1:j of such dlscrepanc~ shall be dOn6 at the Contractor s risk.
The Contractor shall verlf~ and coordinate th~ dImensions among all dra!-lings prior to
proceeding !-lIth an~ !-lOfk or falxlcatlon. The Contractor Is responsibl~ for all erectIon
bracing. formwork and telY'florcr~ constrvctlon shor1rl9.
1.10 BIdder's !-larrant~.
By the act of submlttlr19 a bid for th~ proposed contract, the Contractor !-lcrralts that:
Th~ Contractor and all sulxontractors h~ Intends to use hav~ c;arefull~ and thoroughl~
revle!-led th~ dra!-llngs and strudural notes and have found them complete and I'reel
I'rom ambiguitIes and sutflclent I'or th~ purpose Intended; I'urther that, .
The Contractor has carel'ull~ examined the site 01' the !-lork and that I'rom hiS O!-ln
investigations, he has satlsl'led himself as to the natur~ and location of the !-lorl<. as to
th~ character, quallt~, quantIties of material and dltflcultles to be encountered, as to the
extent 01' equipment and other l'aGllltles needed for the performance 01' th~ !-lork and as
to th~ general and local conditions, and other Items !-lhlGh ma~ In an~ !-lCll:j affect th~
!-lork or Its performance, further that/
\he Contractor and all!-lorkmen h~ intends to us~ are skilled and experIenced in the
. tsPe qJ constrvctlon represented by the aawlngs and documents bid upon; I'urther that,
Neither the Contractor nor an~ of his employees, agents, Intended suppliers. or
subcontractors have relied upon an~ verbal representations allegedl~ authorized or
vnavthorlzed I'rom th/:l OWler or his emploYeels or agents, Includlr19 th~ Nchltect or
Englneers, In asserrbl1ng the bId I'lgures: further that'
The bid I'Igur/:l Is baood solel~ upon the constrvctlon contract documents and properl~
Issued witten addenda and not upon an~ other witten or verbal representations.
1.20 Co~s.
All methods, materials and !-lorkmanshlp shall conform to th~ 1"l"11 Unll'orm Building
Co~ (1J6C) as amended and adopted by the local building authorlt~.
All reference to other codes and standards, (AC.I, AS11-I, etc.), Shall be I'or th/:l latest or
most current editIon available
1.30 Design criteria.
Unll'orm loads:
Loads
Roof
Slab-on-grade
Llv~ load
25 psI"
125 psI'
Dead load
actual
actual
'15% Increas~ In stresses I'or !-load I'ramlng allo!-led I'or snow I1v~ load.
Concentrated loads:
Mechanical units or other concentrated loads on roof or floor All manufacturers of pr~-
~nglne~red s~stems shall locate, coordinate, verlf~ !-l~lghts, ek, And design their
s~stem I'or theS/:l loads.
Lateral loads':
WInd (Uec. 161') easl~ !-llnd sp~ed, 00
Exposvre, C.
Importanc~ factor: 1.0
Seismic (1J6C 1624), Zon~: III
Importa1c~ factor: 1.0
aFor !-lood ~sl9" allow "-113% stress Incr~as~ for loads from !-llnd or s~lsmlc origIn.
1040 Soli data.
2000psf assumed. Contractor to fl~ld verlf~.
150 Inspection - se~ speCifIcations.
1.60 Shop dra!-llr19s.
5ubmlt shop dra!-llngs to NchitectlEnglneelr for th~ follo!-lIr19:
Reinforcing ste~1
Pr~-~r19lneered Ste~ltWood Trusses
Pr~-er19'neered BuildIng
Red Iron
1.10 MIscellaneous.
Verlf~ all dimensions and conditions In the Pleld.
Verlf~ slz~ and location of all openings In th~ floors, roof and !-lalls !-lIth k"chltectural,
mechanIcal and electrIcal drawings.
Constrvctlon details not speclflcall~ shol-ln on the aa!-llr19s shall follo!-l sImilar details of
sections of this project as approved bIj th~ NchltectlEnglneer
Se/:l architectural, mechanical and electrIcal drawings for dImensions and locations of
openings not dimensioned or shown on strvctvralplans.
1.00 Special Inspections
Th~ OWler shall emplo~ on~ or mor" specIal Inspectors to perl'orm special Inspection
and testrng In accordanca !-lIth U6C Section 1101 I'or th~ I'ollo!-llng,
Soils
Concrete
~Iding
2.0 Sit" !-lOfk.
2.10 Excavation.
Excavate to depth shown and to Plrm undisturbed material. Over~xcavatlons shall b"
backfilled !-lith I"an concret~ (f'~ = 2/)00 psI) at the Contractor's expens~. ExercIse
extreme car~ durlrl9 excavation to avoid damag~ to burled lIn6s, tanks, and other
concealed Items. Upon discovery, do not proceed !-lIth !-lork until receiving witten
Instrvctlons I'rom Nchl~t. A competent representatlv~ of the OWler shall Inspect all
footIng excavations for sultablllt~ 01' bearlr19 surfaces prIor to placement of relnforclr19
steell. Provld~ drainage as necessary to avoid !-later-softened subgra~
2.20 Fill, bacUIII and compactIon.
eackflll against !-lalls shall not be plac~d until al'ter the removal of all materIal subject to
rot or corrosion. All fill placed against retaining !-lalls or basement !-lalls shall be fre~-
ct-a1n1rl9 granular material. Strvctural fill other tnan pea g'avel shall 00 granular,plaGed
In 6 Inch lifts and com~ted to at least 'l5% of Its maximum dl'1:j ~nslt~ as determIned
by AS11-I D-1551 (Mod. Proctor) and AS11-I D-6'l~ (Standard Proctor) Pea c;ravel fill shall
hav~ a maxImvm partlcl~ slz" of '/~" dIameter
'.0 Strvctvral Concrete
'.10 General.
All concrete shall be hard rock concrete meeting requirements 01' AC.I-30I,
"Specll'lcatlons for Strvctural Concrete for Elvlldings' Proportioning of ingredients for
each concrete mIx shall be by method 2 or th~ alternate proce;dur" given In AC.I-301.
Place concrete per AC.I-304 and conform to AC.I-604(306) for !-lInter concretIng and Ac.1-
005(:505) for hot !-leather concretlrl9. Use Interior mechanical vibrators !-lIth i{.)OO rpm
minimum frequenc~. Do not over-vibrate Concret~ shall 00 placed In a slngl~ pour
bew,e-n G;,Onstrvctlon or control joints. Protect all concrete I'rom prematur~ a~ing,
excesslv/:l hot or cold temperatvr~ for seven da~s after plac'r19'
~.20 Strength.
T!-lent~-eight day compresslv/:l strengths shall be,
psi slump
Slabs 3000 " +1- I'
Beams, columns, vertlcall~
Formed !-lolls 3000~' +/- I'
Footings :iOOO 4" +1- I' ..
Thes~ slumps may be increased !-lith proper additIon of admixtures I'or !-lorkabllit~
!-llthout changlr19 th" !-later content of th~ orIginal aproved mix design. Admixtures
containing chlorIdes ar/:l not permitted unless approv"d by the EngIneer
'.30 Materials.
Cement: AS11-I 150/ t~p~ I or t~~ 1-11 Engineer's approval is needed I'or voo of type III
cement.
Coarse and I'ln" aggregate: AS11-I C.~~
Water shall be clean and potable
, 40 Water reduclrl9 admixtures.
Water reducing admixture, AS11-I C-4'14 Admixtures shall be used in exact accordanca
!-lIth manul'acturer's Instrvctlons.
~erglzed perl'ormGl'lce systems: Concrete uslrl9 admIxtures to produc8 I'l0wabl~
concrete ma~ 00 used subject to Engineer's approval.
Air entrainment, AS11-I C-26O and AS11-I C-4<I4, entrain 4% pIus/minus 1% by volvme In
all exposed concrete
No other admixtures permitted unl"s$ approv"d by the EngIneer
~50 formwork and shoring.
Follow recommended practlc~ for concrete I'ormwork (AC./-'4i)
Reshorlng for early removal of original supports !-lill not be permitted.
rf1i1~ reshorlrl9 operations ar~ under!-la~, no coostrvctlon loads !-llll be permitted on th~
new construction.
All shorlr19 shall be the responsibility of th~ ContraGtor Form!-lork supports and shoring
shall be deslgn6d to provld~ fInished concrete surl'aGes at all faces lev~l, plumb, and trve
to the dimensions and elevatIons $hol-ln. Tolerances and variations shall be as specified.
'.00 Relnr-orclrl9 steel.
Detail, I'abrlcate, and plaG~ per Ac.1-315 and AC.I-"~ Support relnl'orcement !-lIth
approved chalrs, spacers, or ties.
Del'ormed bar reinforcement: AS11-I A-615 Grad/:l 60
~I~d del'ormed bar'relnforl;ement: AS11-I A-615 Gra~ 60 or 40, weldabl~ grad~,
submit !-leld procedures and mill certll'lcates sho!-lIng cabon content I'or all bars to be
!-lelded.
~Ided !-llr~ I'abrlc, AS11-I A-lbS 4 M11-I A-~2 f~ = 65 ksl
Deformed bar' anchors: AS11-I A-4'l6
NOTES:
I.) VERTICAL REINF SHOY'iN IS ADDITIONAL IF
NORMAL REINF IS NOT IN PROPER LOCATION.
2) CORNER BARS ARE SAME SIZE 4 SPACING AS
HORIZONTAL REINFORCING
3) '10 DEGREE HOOKS MAY BE SUBS TI TUTED FOR
CORNER BARS. SEE NOTE #5
4) REINF AT ALL Y'iALL CORNERS, ENDS, AND
INTERSECTIONS SHALL BE FABRICATED AND
PLACED IN ACCORDANCE W APPROPRIATE
DETAIL SHOl-^lN.
5) USE ACI MIN. <10 DEGREE HOOK FOR EMBEDMENT
LESS THAN 40 BAR DIAMETERS PAST FACE OF Y'iAL
b) CONCRETE Y'iALLS SHOl-^lN, MASONRY ViALLS SIMILAFi
1) Y'lALL DETAILS SHOY'iN, FOOTING DETAILS SIMILAR.
All reinforcIng shall 00 lap-spl1ced a minimum lap of 40 bar diameters except as noted
$pecltlcall~ on th~ strvctural clra~:lngs. No mor~ than !;O% 01' horIzontal or vertIcal bars
shall be spliced at one locatIon.
Provld/:l elbow bars (40 diameter) to lap horizontal s~eell at corners and Inltersectlons In
footings and !-lalls.
Lap !-lelded fabric 12" or On6 $1"j,lng plus 2', Y<hlchever Is more
'10 Conc..rete cover on relnl'orclng (unless shown otherwise)
Bottom of footIngs '"
Formed earth face 4 slab-on "rad" 2'
Walls, !-l8ather I'ac/:l 1-1/2'
ColunTIs and beams to stirrvps 1-1/2'
Bottom of Interior slab '/4'
Walls, In51d~ I'ac~ "
'M Constrvctlon jOints.
Constrvctlon joint spac'r19 In !-lall!; shall not exceed 50' on center except as directed by
the NchitectlEngineelr
Horizontal construct/on JoInts In b..11lms and girders ar~ not permitted except !-lher8
Indicated. Vertical constrvctlon joints In beams and slabs shall be located bet!-leen th~
midpoint and th~ thIrd point 0' tM span. Unless noted otherwls~, location of th~
constrvctlon or control joints In slilb-on-grad~ shall 00 on column c;rlds or under
permanent partitions and shall nc.t exceeld 20/-0' clc each !-lCll:j.
No joists, beams or girders sha!1 oe sleeved for piping or conduit except as noted on the
structural drawir19s or as appro'f(d by th" ArchitectlEnglneer
Electrical conduit in slabs, shall b~ placed at the mld-depth of the slab at a minImum
spacing 01' tfye~ tImes th~ conduit diameter Conduit outsld" diameter shall not exceed
one-third of th~ slab thlckne$s.
Provld" control joints in expost-<< hollow cor~ topping at each end of each hollow core
plank. Provld~ additional JOints F.aralle/ to planks at 16' olc maximum.
40 BAR DIAMETERS (15" MIN.)
TYPICAL SPLICE UNLESS
NOTED OTHEN~;S~
5.0 I-Wta Is
5.10 ~Idlng.
AIl!-lelding shall be In accordance with th~ "Strvctural WeldIng Code' ANSI/N'lS Df.J In
the caoo of welding relnl'orcing bars, all welding shall be In aGcordance !-lIth ANSII~
DI.4 ~ldlr19 of relnl'orcement bars shall not 00 allowed except !-lher8 sho!-ln.
MaterIals, uoo onl~ EbO or EfO electrodes
AII!-leldlng shall be bIj certified ..elders. All full penetration !-lelds shall be Inspected by
ultrasonl~ non-destructlv" testing pr'OGedures. 5ubmlt test resvlts to Nchi~tlEnglneelr
I'or review.
PLACE AL TERNA TING CORNER
BARS AS SHOYiN
/
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5.20 Strvctural steel.
All detailIng, I'abrlcatlon, and ere(;tlon shall conform to als~ "manual of steel I constrvdion',
latest editIon.
Materials,
Steel shapes/plates AS11-I A-~
Plp/:l columns M11-I A-53, typ/:l E or S (f~=~ ksl)
Tvb8 colunTIs AS11-I A.....JOO, g-ade 13 (f~=46 ksl)
Bolts, nuts M11-I A-;501 unless noted
other!-lls"
24 BAR DIAMETERS (15" MIN.)
TYPICAL ALL CORNER BN~S
NOTEDOTHE,~,,~: /
Metal protectIon, all steel exposed to W8ather, molstur~, soll, or as noted shall be
galvanIzed per AS11-I A-123 0.25 Oz/sf minimum). All other steel svrfal;es to be shop
prImed al'ter fabrication.
5.30 Pre-Engineered Elvlldlr19s
The metal building manufacturer 9~all 00 a member of th6 metal bvlldlngs manufacturer's
associatIon (}.1BMA)
Steel fram" manul'acturer shall provld~ all labor, materIals and equIpment fOlr the
strvctural design and falxlcatlon 0' th~ complete pre~nglneelred bvlld1rl9 packag~
IncludIng rigid frames, brac1r19, other secondal'1:j framlrl9, rooting, Siding. flashlrng and
gutters.
6aIj spaclr19s, plan dimensions, ~!vmn locations, e<.N~ heights and roof slop" shall be
as sho!-ln.
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STEP FTG AS REcil'D
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ryp. Pipe @
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SCALE: NTS
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~rYP_ fC<EINr. PL.ACINfS. OerA11-
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NOTE, SEE PLANS 4 DETAILS FOR
REMAINDER OF CALLOUTS
Design Loads: Se" SectIon 1.20
Documents
Th~ manul'acturer shall furnish conplete design drawIngs (can be shop and
erectIon dra!-llr19s), ooaled by a structural engineer lIcensed In th~ state of !:he
pro jed.
The manufacturer shall (prior to the concrete I'oundatlon !-lork) I'vrnlsh all anclhor
bolt sizes and placement plans for approval.
\he manvl'aGturer shall I'urnlsh d~slgn calculations s8aled by a structural IIcenlsed
In the state 0' th" project.
It shall 00 the responsibillt~ of bvlldlr19 manufactvrer to provld~ all addltlonall
cllps, anchors, light gatl9" framing. c~. as requited to Integrate his standardl
bulldlr19 components !-lIth !-lork by others. Se~ also shop drawings requirememts.
Pr~-Engineered Elvlldlng MaterIals
All structural steel ooctlons and wel~d plate menbers shall be designed ancd
I'alxlcated In accordanc~ !-lith AI5C 'Speclflcatlon for the Design, Fabrlcatlom and
Erection of Strvcural Steel for Elvlldlr19s,. latest editions.
All light 9'lVg/:l cold-I'ormed, struc.t:..ral members and exterior coverlr19s shall be
~slgned and I'abrrcated In aGcordanc~ !-lIth th~ latest addition of th~ the AIISI
"Specil'lcatlons I'or th" Design 01' Cold-Formed Steel Strvctural I-Wrrtoers'
Steel rIgid frames and other bullt."1ip prlrr1a1 framing shall be I'abrlcated frorm hot
rolled steel plate per AS11-I A52"l-12 (MInimum ~Ield strength 42.000 psI)
Light gavg~ I and C. purllns, girts and oocondClr!j framing shall be cold I'ormed!
utillzlrl9 hot rolled steel coli meeting AS11-I A510-12 (MInimum ~Ield strength
50.000 psI)
Steel roo' and !-lall sheeting (See specifications) shall be cold I'ormed from hllgh
strength (50 ksl) steel sheetir19 to meet th~ chemical requirements of AS11-I
A446-12 c;rad~ D and galvanized with a 1.25 oz. commercial grad/:l coating
meetIng th8 bend, coating and tolerQnc~ requirements of th~ AS11-I A525-"B
Foundation anchor bolts ald tension rods used I'or wall and roof lxaGlng shari 00
fabricated I'rom A~ material exc<lpt as noted.
Machin6 bolts shall be AS11-I A301 High strength bolts shall 00 M11-I A325
2'-0" MIN
III III
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UPPER FLOOR FRAMING PLAN
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----------- Connector List -------------
Length
Product
Qty.
Type
D HEADER t1ATERIAL
ID# Qty Model Number
Length
Product
Qty.
Type
H HANGER CALLOUT
ll; ~3
11 7/8" RIM BOARD
24' on
5
R1
21 IUT11
3 HU9
H1
H2
BK BLOCKING TYPE
9 1/2" RIM BOARD
24' 0"
6
R1
38' on
21' on
18' on
15' on
11' 0"
4' 0 n
520' 0"
9
4
1
3
1
5
PRI 2011
J1
J2
J3
J4
J5
J6
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v
V
V
V
V
V
V
V
V
V
30' 0"
21' 0"
714' 0"
PRI 2095
V
14
14
J1
J2
V
GBO GIRDER BY OTHERS
Total length:
JOB NAME: Cc2 184
1-3/4 x 9-1/2 CapLam LVL 2.0E
Total ~length:
4' 0"
4' 0"
1
G1
Total length'
1-3/4 x 11-7/8 CapLam LVL 2 OE
21' 0"
18' 0"
5' 0 n
4' Ov,
52' 0"
1
1
1
2
G1
G2
G3
G4
V
V
V
V
V
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Blocking Materials
Total length
Length
Product
Qty.
Type
IMPORTANT - PLEASE READ
Cascade Capital Lumber provides layout drawings and member calculation of the
documented input only This is a non-engineered service provided to our
customers These drawings have not been approved by a registered engineer or
local building official and will require approval by the customer
16" O.C.
PRI 2095
43
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------- Post & Beam Material
SALESMAN#.EB
All product names are trademarks of their respective owners
This information is in accordance with current Cascade Capital Lumber materials
and code accepted design values The customer prior to shipment must verify all
dimensions, quantities, bearings, and products
Length
Qty. Product
Type
LOADS:
LIVE:: 40 PSF
DEAD: 12 PSF
3 1/8 x 12 Rosboro Glulam Arch 20'
Total length: 20'
on
OVi
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There may be a variance in the amount of material necessary to complete the job
The customer will be charged for all material actually ordered and delivered
No representation is made concerning the accuracy of the estimate and any
reliance thereon by the customer shall not obligate Cascade Capital Lumber in
any way or create any liability Cascade Capital Lumber is not respo:nsible for
errors or omissions in the estimate
DURATION INCREASE: 100%
TOTAL LOAD: 52 PSF
Blocking Materials
Cascade Capital Lumber does not guarantee the dimensions, loadi.ng or designing
of this floor/roof system or its members Please check your layout carefully
LICENSE NAME:
DATE: 04/04 TIME: 08: 15 AM
Length
Product
Qty
Type
Date
Approved By
1611 O.C.
PRI 2011
36
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All product names are trademarks'of their respective owners
Please verify all wall and beam heights (flush or dropped)
KEYMARK
No floor framing details were provided on the plans The customer mu:st verify
all items, dimensions, and loading
ENTERPRISES, INC.
Plans specify dimensional lumber and have been converted to engineered lumber
Structural changes have been made to complette this floor/roof layout No roof loads
have been applied Please verify all membe~s
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~3.sca.:ie Capital L..lmber pr:..; iies la, ~l .
:::J.ccu:::'.er.te:i ir~p'jt :n,ly f"'bis' J J.t jr~'Mln;s and :nerr.ber calculati""'n f
_c;st~m:r~ . ~hese :!Ea',.,; ;j~ ha;; ~,goo.n-en~ln;e:ed s.er. ice pro' Ued too - o'e;; toe
~~c31 cUlljlng ~fficial and wi~l ~~ ?~en 3p~r_~ed oy a regIstered en~in~pr -[
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.I. . _. e3se check i:'ur 13 '::;-1t :arefJli.
LICENSE NAME:
DATE: 06/104 TIME: 01.35 PM
fiLENAME: C, \XMW"\JOBS,\CC23 1 6'\23 16. LOa
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all ltems, :L.men31~r:3, 3.r.j ...::J::din'J ~ ....n t.!.... p13ns The ::ust:;;':'\er :llust verify
Plans 3pecift d;.,ro.ensi~n3.1 lur.m;::>r a'\j t-
~tru~t.l~a1 o.,d~~es ha 'e been m;de too ~~~~1~~~r',.~7~ gteil t~ en~ir,eereil l.lc.lber
Have Oe8:1 ~Pi?lle::i Ple3se erift all mem.b;r3 -> lS :.>cr1r::f l3/:J1J.t Uo r::<::f 1:'61::i3
PAGE: 1/1
IHPORTANT - ELEASE ?EAD
Cascade C~pital Lunmer pr~vijes la/out irawin]s and menber calculatiun of t~e
jocumented input only This is a non-engineered service provided to our
customers These drawings ha e not been approved by d registered engineer ~r
local building off.cial and will require approval by the customer
This information is in acccrjance with current Cascaje :::'apital Lumber materials
an:i c:::;de accepted :ies:.~n 3.LUeS The cust:::mer prior t.J shipment ,:.1st rsrify all
dimensions, =1u3.ntities, bearir;gs, ani pro:iucts
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The c~stomer will be charJed f~r 311 material actually Jriered and jelivered
No representatiJn is maje ccncerning the accuracy of ~he estimate anj anj
reliance thereDn by the ccstomer shall nut Dbligate Cascade Capital Lumber in
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errors or omissions in the estimate
Cascade Capital L~nber does n~t ~uarantee the jimens~~ns, loajing or jesigning
of this flc:r/r~of system cr Lts ~embers Please ~heck yo~r layout carefully
Afjproved By
Date
Please 'eriff all wall and be;,m heiJhts Iflush or dLJpped)
No floor framin; :::letails dere ;f.:;v:jej :.;0 the plans The custoDer must verify
all items, dimensions, ard l::adin:j
Plans specify dix.ensi:>nal lumber anj h3.ve Dee!!. ::::>nverted to engineered Ll.lo-ber
Structural :::hanges have been made t~ ccm~lete this fl~:r/r:>cf layout No rocf l~ajs
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PRI 2095
16" O.C
All product names are trademarks of their respective owners
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LICENSE NAME:
DATE: 08/304 TIME: 06:28 AM
KEYMARK
ENTERPRISES,INC
PAGE: 1 / ~I
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SHEETING SCHEDULE GENERAL NOTES: .;. .t,. 18520 67th AVE. N.E.
.ICI
TYPE COLOR GA 1 ) MATERIALS ASTM DESIGNATION .. ARLINGTON, WA 98223
,. STEEL
ROOF PANEL HUSKY HI-RIB 26 HOT ROLLED BAR A529 GRADE 55 Fy = 55 kSI MIN ,,' .~
STRUCTURAL WIDE FLANGE SHAPES A992 Fy = 50 ksi MIN "'\ BUILDING (360~ 435-8871
WALL PANEL HUSKY HI-RIB 26 STRUCTURAL CHANNEL/ANGLE A36 Fy = 36 ksi MIN , -,
SY$JEMS. INC. (360
STRUCTURAL STEEL SHEET A570 GRADE 50 Fy = 50 ksi MIN ,L FAX 435-9267
LINER PANEL STRUCTURAL STEEL PLATE A572 GRADE 50 Fy = 50 ksi MIN 'l
SOFFI r PANEL COLD FORMED SHAPES A570 GRADE 55 Fy = 55 ksi Mm -.-
I
RAKE/EAVE TRIM 26 COLD FORMED SHAPES (GALV) A653 55M GRADE 55 CLASS 1 G40 Fy = 55 kSI Mm BUILDING DRAWING PACKAGE
ROOF & WALL SHEETING (SCREW DOWN ROOF) A653 SS GRADE 50 CLASS 1 OR 2 G90 26 Ga Fy = 50 kSI Mm
WALL TRIM 26 ROOF & WALL SHEETING (STANDING SEAM ROOF) A653 SS GRADE 40 G90 24 Ga Fy = 40 ksi Mm
BOLTS A307 & A325 _._~--
,
CORNER TRIM 26 OSBURN STEEL BUILDINGS, INC.
JAMB/HEAD TRIM 26 HCI STEEL BUILDING SYSTEMS RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIALS (;USTOMER:
GUTTER 26 2 A325 BOLT TIGHTENING REQUIREMENTS. 5 )ALL BRACING SHOWN AND PROVIDED BY HCI STEEL BUILDING 216 PUYALLUP AVE.
ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE SYSTEMS FOR THIS BUILDING is REQUIRED AND SHALL BE I-\D 0 R ES S:
HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE -
THE NUT" METHOD IN ACCORDANCE WITH THE LATEST EDITION OF STRUCTURE IF ADDITIONAL BRACING IS REQUIRED FOR STABILITY TACOMA, WA 98421
SCREWS SCHEDULE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A.325 DURING ERECTION, IT SHALL BE THE ERECTOf~'S RESPONSIBILrY
MARK SIZE lENGTH OR A490 BOLTS" A325 BOLTS SHALL BE INSTALLED WITHOUT TO DETERMINE THE AMOUNT OF SUCH BRACING, AND TO
WASHERS WHEN TIGHTENED BY THE "TURN OF THE NUT" METHOD PROCURE AND INSTALL AS NEEDED F)HON E: FAX:
FRAMING SCREW WIO WASHER 12-14 1 " ALL BOLTED CONNECTIONS, FOR SHEAR/BEARING CONNECTION 6 ) ERECTOR NOTE.
OSHA 2001 STEEL ERECTION STANDARDS - SUBPART "R" ~-(ROJECT: LUMBER STORAGE
ROOF FRAMING SCREW 12-14 1 1/2" TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR PLANE 1926758(e) , REQUIRES THAT, "IN GIRT AND EAVE STRUT - TO-
SHALL BE SNUG TIGHT ONLY
WALL FRAMING SCREW 12-14 1 " 3 ) ALL STRUCTURAL ST EEL SHALL RECEIVE A RUST INHIBITIVE FRAME CONNECTIONS, WHEN GIRTS OR EAVE STRUTS SHARE YELM, WA 98597
COMMON CONNECTION HOLES, AT LEAST ONE BOLT WITH I1S l.()CATION:
TRIM FRAMING SCREW 12-14 1 " PRIMER THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE WRENCH TIGHT NUT REMAIN CONNECTED TO THE FIRST MEMBER
TO THE ELEMENTS SO THAT THE GIRT OR EAVE STRUT IS ALWAYS SECURED
STIlC H SCREW 1/4"-14 7 /8" 4 ) PRE -FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE AGAINST DISPLACEMENT HCI HAS PROVIDED AN ADEQUATE QTY ,
STRUCTURAL SCREW 12-24 1 1/4" OF THINHEAD BOLTS FOR THIS PURPOSE HOWEVER, IT IS THE
BENEATH THE ROOF SHEETS, AT THE ENDWALL BETWEEN THE RESPONSIBILITY OF THE CONTRACTOR TO UNDERSTAND AND DRAWING RECOr~D
WAFER HEAD SCREWS 8-18 2 3/8" RAKE TRIM AND THE ENDWALL SHEETS AND AT THE SIDEWALL FOLLOW OSHA SAFETY REGULATIONS AND PROCEDURES 'PAGE
BETWEEN T HE EAVE TRIM AND THE SIDEWALL SHEETS DESCRIPTION NO.
WAFER HEAD SCREWS 10-24 1 " ANCHOR BOLT PLAN
PEB-1
CUSTOMER RESPONSIBiliTIES --
ROOF FRAMING PLAN PEB-2
1 ) IT IS THE RESPONSIBILITY OF THE ERECTOR TO PERFORM THE WORK IN 5) IT is THE RESPOt~SIBILlTY or THE CUSTOMER TO VERIFf ALL DESIGN
A SAFE MANNER AND TO OBEY ALL THE SAFETY CODES CRITERIA INCLUDING DEFLECTIIONS AND TO NOTIFY HCI Slt:EL BUILDING ~.c.t.\. Il~f. SIDEWALL ELEVATIONS PEB-3
SYSTEMS OF ANY DISCREPANCIES OR INCONSISTENCIES F'RIOR TO ENDWALL ELEVATIONS
FRAMED OPENING SCHEDULE 2) IT IS THE RESPONSIBILITY OF THE CUSTOMER TO ENSURE THAT ALL RELEASE FOR FABRICATION ~ PEB-3
PROJECT PLANS; SPECIFICATIONS AND APPLIED DESIGN LOADS FULLY -- -- --.
ONTY. DESCRIPTION MEET THE PROPOSED INTENT AS WELL AS COMPLY WITH ALL APPLICABLE 6) THE CUSTOMER IS RESPONSIBLE FOR THE ACCURATE :iF1PNG OF ANCHOR CROSS SECTION PEB-4
REQUIREMENTS OF ANY GOVERNING AUTHORITES, AND OBTAIN THE BOLTS AND ERECTION OF S1 EEL IN ACCORDANCE WITH It E "FOR CONSTRUCTION" (.. -- - - -
APPROPRIATE APPROVALS AND/OR PERMITS AS MAY BE REQUIRED FROM DRAWINGS .oNLY (SEE ANCHOR BOLT PLAN FOR ADDli!O!\\! FOUt~DATION ) BRIDGING DE fAILS PEB-
CITY, COUNTY, STATE OR FEDERAL AGENCIES AND ANCHOR BOLT NOTES) -- -
- -- , IBFEW DETAILS PEB-3
3.) THE BUILDING WILL BE SUPPLIED AS THE HCI DRAWINGS INDICATE 7.) UNLESS SPECIFICALLY STATED OTHERWISE WITHIN THE Hc~ ;?TEEL BUILDING _.
IT is THE RESPONSIBILITY OF THE CUSTOMER TO ENSURE THE THE SYSTEMS PURCHASE AGREEMENT, THE FOLLOWING SHALL '-OVERt~ FRAMED OPENINGS PEB-
BUILDING BEING SUPPLIED MEETS THE PROJECT REQUIREMENTS a.) THIS BUILDING DRAWING PACKAGE AND ANY ACCOMP!~~YING DOOR DETAILS PEB-
~
4) IT IS THE RESPONSIBILITY OF THE CUSTOMER FOR OVERALL PROJECT CALCULATIONS REPRESEt\H THE PROJECT AS IT WILL SUPPLIED WINDOW DETAILS PEB-
COORDINATION, INTERFACE, COMPATIBILITY AND DESIGN CONCERNING ANY THE BUILDING WILL BE SUPPLIED EXACTLY AS THE [)I~AWINGS INDICATE ,
MATERIALS NOT SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC WITH THE ..~tf ROOF DETAILS
~ ! ( BUILDING THE TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC b.) ANY FIELD MODIFICATlOt~S, ALTERATIONS, OR THE ATUCHMENT OF PEB-4
THE SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN ANY EQUIPMENT OR COMPONENT TO THIS HCI STEEL .BUILDING SYSTEM, ~ WALL DETAILS
MATERIALS MUST BE FURNISHED BY THE CUSTOMER PRIOR TO RELEASE OR THE OMITTED INSTALLATIOt~ OF ANY PARTS OR P1CES, WITHOUT THE ~ . PEB-4
MAN DOOR SCHEDULE FOR FABRICATION, OR THE DESIGN ASSUMPTIONS OF HCI STEEL BUILDING EXPRESS WRITTEN APPROVAL OF HCI STEEL BUILDINf., SYSTEM, INC SHALL ~JM GUTTER DETAILS PEB-4
SYSTEMS WILL GOVERN VOID ANY AND ALL WARRANTIES I
ONTY. MARK -...-
CUSTOMER APPROVAL: /\ DETAILS PEB-
3070M ._-_."~ PEB-
-_..."- DETAILS
ALL INFORMATION CONTAINED HEREIN HAS BEEN REVIEWED AND FOUND TO BE CORRECT AND /\
\
CONSISTDH WITH MY INTENT AND PURPOSE I REQUEST THAT H C I STEEL BUILDING SYSTEMS L~j, DETAILS PEB-
PROCEED WITH FABRICATION I UNDERSTAND AND ACCEPT ALL CUSTOMER RESPONSIBILITIES -r-
WINDOW SCHEDULE /\ 2501
. . JOB
't;" -.. NO. :
QNTY DESCRIPTION w REVISE AND RESUBMIT iti -
z
0 ..
~-
~ APPROVED FOR FABRICATION AS NOTED /l~
u Lt
w
I
INSULA nON u APPROVED FOR FABRICATION ll~ .....IiI.
~'-' R. 4~
THICKNESS BY HCI NOT BY HCI SIGNED: DArE. r; *~ OfWA~~
ROOF L_~ . v ~~ ~ ~o 1'\
, :~~ ~.~}~.
r
WALL Ll~
~~
BASIC BUILDING SIZE SPAN 30'-0" x LENGTH 250' -0" x EAVE HT. 17' -6" -! /~ ?
ROOF r -BLOCK I~ ~ 39871
o ~.tClsrE?-~
WALL T -BLOCK ROOF PlfCH' 1 12 I... _~~ ~S!o":~\~ 3/.,1 t4
DESIGN CODE/ED 97 UBC EXPOSURE B SEISMIC ZONE 3 -,~
SKYLIGHT /WALLlTE PANELS SCHEDULE Lt~ ~~ :;/r%O
20 ---_.
PROFILE ONlY lENGTH LIVE LOAD psf DEAD LOAD' 2 5 psf SNOW LOAD 25 psf WIND LOAD 80 mph L~\ 3/3/04-
FOR APPROVAL
HUSKY HI RIB o 1 r
CLOSURE ENCLOSED COLLATERAL LOAD psf ADDI nONAL LOAD --r-
WEATHER SPAN R[V. DATE REVISION
\
-.-
..
2
3
25'-0"
25'-0"
n
I
~
I
.
~
X-Bracing
-
~
>
I
D
~I
D
I
(f)
~
o
OJ
IY:
o
I
U
Z
4::
W
= 0
o -
I(f)
. z
ex) -
NlL
o
_J
U
o
I-
-.J
U
o
-.J
= 0
ex) I C
~ -[
.
~B
.J
U
u
n
L
)
-
J
J
I
)
I
N
I
ex)
N
o
c
u
o
L
OJ
I
x
-
J
J
J
I
J
'!
A
_C
25'-0"
25'-0"
..
...
2
3
25'-0"
25'-0"
~
{_COLUMN LINE
H
----
tv
H
----
tv
RIGID FRAME.
MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
FRAME LINE
--------- --------Column Reactions (k )------------------------------------
Frm Col Load Hmax V Load Hmln V Anc Bolt Base Ptate (In) Grout
Line Line Id H Vmax Id H Vmln No D(In) Wid Len Thk (In)
2 *
3
7 2
-65
-83
4 0 750 6 000 11 00 0 500
00
12 1 3
A
2 *
B
3
1
5 3
-2 6
-6 1
48
9 7
-58
4 0 750 6 000 1 2 00 0 500
00
-5 6 3
11 3 2
2 * Frame lines 2 3 4 5 6 7 8 9 10
RIG I D FRAM E: BASIC COLUMN REACTIONS (k )
Frame Column ----Dead---- -Collateral- ----Llve---- --Wlnd_L 1---
Line Line HOrlz Vert HOrlz Vert HOrlz Vert HOrlz Vert
2 * A 0 28 1 51 0 09 0 38 2 21 9 52 - 4 32 - 6 54
2 * B -028 168 -009 037 -221 923 -133 -3 15
Frame Column
LI ne Line
2 * A
2 * B
--Wlnd_R2--- -Selsmlc_L--
HOrlz Vert HOrlz Vert
2 36 - 2 18 - 2 04 - 2 21
511 -752 -173 221
-Selsmlc_R--
HOrlz Vert
2 04 2 21
173 -221
--LnWlnd_L--
HOrlz Vert
o 25 - 7 15
-2 53 -3 35
2 * Frame lines
2 3 4 5 6 7 8 9 10
4
~I
D
C
-r
4
--Wlnd_R1--- --Wlnd_L2---
HOrlz Vert HOrlz Vert
2 36 -2 18 -4 32 -6 54
5 11 - 7 52 -1 33 - 3 15
--LnWlnd_R--
HOrlz Vert
2 73 -4 37
-045 -612
25'-0"
25'-0"
5
250' -0" OUT - TO-OUT OF STEEL
6
25'-0"
I
D
C
-[
..
25'-0"
5
I
D
I
I
C
-r
6
25'-0"
X - BraCing
25'-0"
ANCHOR BOLf PLAN
NOTE All Base Plates @ 100' -0" (U N )
ENOWALL COLUMN.
REACTIONS, ANCHOR BOLTS, & BASE PLATES
--- -----------------Column_Reactlons (k )-.------------------
Out-Of-Plane
Frm Col Dead Coli Live Wind-Left Wind-Right Wd P Wd S
Line Line Vert Vert Vert HOrlz Vert HOrlz Vert HOrlz Horiz
1
1
1 1
1 1
B
A
B
A
1 0
1 0
1 0
1 0
47
48
47
48
-1 1
-38
-43
-07
02
02
02
02
00
2 2
3 1
00
ENDWALL COLUMN.
3 1
00
00
2 2
-43
-0 7
-1 1
-38
-13
-1 2
-1 3
-1 2
1 9
1 7
1 9
1 7
MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
I
D
I
I
C
-r
..
7
25'-0"
25' 0"
--- ------ --------Column Reactions (k )------------------------------------
Frm Col Load Hmax V Load Hmln V Anc Bolt Base Plate (In) Grout
Line Line Id H Vmax Id H Vmln No D(In) Wid Len Thk (In)
1 1
1 1
A
4
1
4
1
4
1
4
1
-1 2
1 7
00
1 9
00
1 9
00
1 7
00
-1 5 5
60
-1 5 5
58
-1 5 5
58
-1 5 5
60
-1 2
B
-1 3
B
-1 3
A
BRACING REACTIONS:
::l: Reactions (k )
---Wall-- Col --Wind----Seismlc-
Loc Line Line Horz Vert Horz Vert
L_EW 1
F _SW B
R_EW 1 1
B_SW A
A 22 13 04 03
B 31 18 04 03
TOI<SIO...!t\L 6R~c:.\~c., USeD
B 31 18 04 03
A 22 13 04 03
10,9 1 3 0 8 3 0 1 8
7 ,6 1 3 0 8 3 0 1 8
3 ,2 1 3 0 8 3 0 1 8
-1 5
-1 5
-1 5
-1 5
4 0 750 6 000 7 875 0 375
4 0 750 6 000 7 875 0 375
4 0 750 6 000 7 875 0 375
4 0 750 6 000 7 875 0 375
00
00
00
00
ANCHOR BOLT SUMMARY
Qnt Loc
o 16 EW
o 72 RF
6
REV DAlE
DESCRIPTION
REVISIONS
Dla
(I n)
3/4"
3/4"
Pro)
(In)
300
3 00
6
t\ 3/;M FOR APPROVAL
REV DA1E DESCRIPTION
REVISIONS
I
D
I
I
C
-r
6"
4" =.{' 0 0
SW 1 3/4" 1 3/4" ~ r2 7/16"
l6 ~ -1..Llj
See Flan ~
_____ w
DETAIL C DETAIL B
Dia= 3/4"
See Plan ~t~
1 3/4\ M4"SW
s"
{[I]- :::
Dia= ,3/4"
I 6" J
DETAIL D
8
_~25'-0"
..
25'-0"
8
NOTES FOR REACT\O~\IS
9
-.- "'IIiI
I
D
I
C
9
Dia- 3/4"
25'-0"
X BraCing
25'-0"
SW
Dia= 3/4"
~
w 2 7/16"
~ I 3"
~ 1 l
~E ~o 0 jill
l.~ - 0 0
~
- '--....
r-.-: 7 7/S" I
SW
DETAIL A
1 1
Low Eave
10
25' 0"
I
D
I
n
I
~ t @
"
B
Q"I
C
U
o
L
OJ
I
x
N
I
ex)
N
_C
Ar-
~r@
r--.
11
25'-0"
10
11 High Eave
In the plane of the brace with the H
Thp, vertical reaction IS downward
based on the following building data
= 300
= 250 0
= 17 5/20 0
= 1 0
= 25
= 1 0
= 200
= 250
= 800
= UBC
= B
= P
= 1 00
- 1 00
.- 3
= 036
1 All loading conditions are examined ond only maximum/minimUm H or V and the
correspondl ng H or V are reported
2 Positive reactIOns are as shown In the sketch Foundotlon loads are In
opposite directions
3 Bracmg reactions are
from the braced bay
4 Build Ing reactions are
Width (ft)
Length (ft)
Eave Height (ft)
Roof Slope (r1se/12 )
Dead Load (psf )
Collateral Load (psf )
Live Load (psf )
Snow Load (psf )
Wind Speed \mph )
Wind Code
Exposure
Closed/Open
Importance - Wind
Importance - SeismiC
SeismiC Zone
Seismic Coeff (Ca)
5 Loadmg conditions are
1 DL +-CL+LL
2 DL+WR1
.3 DL+CL
4 DL+WR 1 +-WS
5 DLf--WP
pOinting away
GENERAL NOTES
97
FOUNDATION NOTES
ANCHOR BOLTS, EMBEDDED ITEMS AND
FOUNDATION DESIGN ARE NOT BY HCI AND
REQUIRE SPECIAL REINFORCEMENT
2 FOUNDATION MUST BE SQUARE, LEVEL AND SMOOTH
ALL ANCHOR BOLTS MUST BE PLACED ACCURATELY
IN THE POSITIONS SHOWN OR STEEL WILL NOT FIT
3 BOTTOM OF ALL BASE PLATES TO BE AT SAME
ELEVATION UNLESS NOTED
4 COLUMN REACTIONS ARE IN THOUSANDS OF POUNDS
5 ANCHOR BOLTS ARE TO BE TYPE A36 AND REQUIRE
FLAT WASHERS
6 REACTIONS SHOULD BE CONSIDERED SWITCHABLE
WHEN LOADS ARE APPLIED FROM THE OPPOSITE
SIDE
7 ALLOWABLE CONCRETE BEARING PRESSURE USED FOR
BASE PLATE DESIGN IS 1 05 KSI
DRAWN
EXPIRES
U. C ~ STEEL
- _ BUILDING
, . . . SYSTEMS INC
_ ______'_ T
PROJECT LUMBER STORAGE
---
.--
CUSTOMER OSBURN STEEL S1RUCTURES
LOCATION YELM, WA.
,'IV
DATE.
03/05/04
DATE
CHECK
)
)
)
250' -0" OUT - TO-OUT OF STEEL
25'-0" . f 25'-0" f 25'-0"-f 25'-0" f 25'-0" f 25'-0" Sf 25'-0" t---- 25'-0" f 25'-0" t--- 25'-0"
NT WT NT WT NT W r NT WT NT WT
I, I' / I I I I' / I I I' / I II
iL- P-I (Ty~) ~~ ~ ~ P-2 ",V b-- P-3 (Ty~) =L P-4 (Typ) --I-- P-3 (Typ) d- ~ ~ P-4 "'~ -h P-3 (Typ) ~L P-4 (Typ) -6 ~ '", P-5 ;v"y -L P-6 (Ty~) jl
:i~AR-49 Ar~-19Jj X :~AR-19 :~AR-19 :~AR-19 Af~-19J1 x :~AR-19 :~AR-19 AR-19): 1'LAR-19 AR-49 Ii
il CLIP CLIP I ~ / ~ I CLIP I CLIP I CLIP CLIP I ~ I CLIP I CLIP CLIP I ^%~ / X ~ I CLIP CLIP Ii
Ii i ,cY ~~'1 i i i i ,cy~/ '~~'1 r i i V7 ~~'1 i ~
II I // ~, I I I I // ~, I I I // ~, I II
!I ----+€= 5;t- ~I-- ~f= -t<; * ~j-- -rEi ~ ~
'I I '~ // I I I I '~ // I I I '~ // I II
!I I ~ / I I I I ~ / I I I ~ / I II
'I I 1 I I I ~ / ~ -..---- -----L- , -r.
II I ~ X / I I I I X I I I'" X / I Ii
i' I / ~ I I I I / ~ I I I I I:
II -I-- c;r'< . ~s =+- + -t- -~ c;r'< '~s, -t- =1- -t=- r:jY"/ ~,~S -1= ~
~-wEL-DED- CLIP-- E-I_ ~~~;D -CLIP--- - E :::2_____ -----:~~~~EL-DED -CLIP - _~_-:3 ----=~ECDED-- CLIP--- --~~-~----------------=lELOED-(il P- H --wELDED CLIP~:-~:-----------:-~~----------:~~~ELDE-D cilp- - H ----~Wii-DED--cLIP-----E~-~---WELDED-CLI~~/ ~~ 4 -- --------:~:~~LDED-cuP-----~~:-------------------t WELOEO CLIP
11
PURLlN
lAP
2'-0"
-+-,-
2'-0"
2"-0"
12'-0"
2'-0",
2'-0"
2'-0"
-+-,-
2'-0"
2'-0'
'---"4-:--
2'-0"
ROOF FRAMING PLAN
PURLlN~
GENERAL NOTES
1 NT INDICATES NARROW TOP FlANGE PURLlNS
2 WT INDICA1ES WIDE TOP FlANGE PURLlNS
3 SEE DWG PEB-2 FOR NT /wr SECONDARY CONNECTION DETAILS
4 SEE DWG PEB-2 FOR AR-19 & AR-49 STRUT CLIP CONNECTION DETAILS
ANTI-ROLL CLIP
(SEE ROOF PLAN FOR PC MK)
r'
(6) 1 /2"~ BOLTS
@ PURLlN lAP
"WIDE" TOP FlANGE -
(Indicated as "WT"
1 '::1 plan)
L-- 0
lAP
I
o
(4) 1/2"~ X 1 1/2"/' ,J:'ll
A325 BOLTS
@ PURLlN CONN
"NARROW" TOP FlANGE
(indicated as "NT"
on roof plan)
(4) 1/2"~ x 1 1/2"
A325 BOLTS
@ RAFTER CONN
~WIDE TOP FlANGE -
SEE NOTE BELOW
r;)l NARROW
- TOP FlANGE
COLUMN OR
RAn ER WEB
r-I
(4) 1 /2"(llx 1 1 /2" A325 BOLTS(TYP)
MAIN FRAMING
MEMBER
(2) 1 /2"~ x 1 1/2" A325 BOLTS
@ RAFTER CONNECTION (TYP)
(2)1/2"(llx1 1/2" A325 BOLTS
WIDE FlANGE LEG
FlANGE LEG
ERECTION NOT E
PURLlNS WILL BE ERECTED IN AN
ALTERNATING "WIDE" FlANGE TO
"NARROW" FlANGE CONFIGURATION
THIS INSURES PROPER ALIGNMENT
OF PURLlN HOLES FOR
CONNECTION OF BOLTED MEMBERS
SEE ROOF PLAN FOR FLANGE LEG
INDICATORS (WT) FOR WIDE TOP
LEG OR (NT) FOR NARROW TOP
LEG
SECONDARY FLANGE CONNECTION
In
$
HillSIDE
WASHER
_ L _____
i _Tj
,.-
rJl
o $
.0
(2) 1 /2"(ll x 1 1/2"
A325 BOLTS @
EA. LAP END
1/4" CONN PLATE
"NARROW"
BOTTOM FlANGE
"WIDE"
FlANGE
"--
"NARROW"
FlANGE LEG
LEG INDICATOR "ARROW" PUNCH
DENOTES "NARROW" LEG
RAFTER
ROD BRACING DETAIL
LAPPED EAVE PURLlN CONN. DETAIL
RAFTER
END BAY PURLlN CONN DETAIL
ANTI - ROLL CLIP DETAIL - AR49/AR-19
SECONDARY ZEE LEG INDICATOR
lAP
lAP
lAP CONDITION
(2)1/2"~x1 1/2" A325 BOLTS
(TYP) U N AS SHOWN ABOVE
@(4)1/2"(llx1 1/2" A325 BOLTS
(2)1/2"(llx1 1/2" A325 BOLTS
(TYP) OR AS SHOWN ABOVE
L____ -" _______
(2)1/2"(ll x 1 1/2"
A325 BOLTS @
EA. LAP END
RAFTER
LAPPED PURLlN CONN DETAIL
END BAY EAVE CONN DETAIL
6
FOR APPROVAL
DESCRIPTION
REVISIONS
14) C ~ STEEL PROJECT
BUILDING CUSTOMER
· SYSTEMS INC, lOCAIION
LUMBER STORAGE
OSBURN STEEL STRUCTURES
YELM, WA.
-
DRAWN
Jlil..l.
CHECK
REV. DATE
DESCRIPTION
REVISIONS
MEMBER TABLE
ROOF PlAN
MARK SIZE
P-1 9Z25U14
P-2 9Z25U 16
P-,3 9Z25U 14
P-4 9Z25U 16
P-5 9Z25U 14
P-6 9Z25U 14
E -1 9Z25U 14
E-2 9Z25U 14
E-3 9Z25U14
E-4 9Z25U 14
E-5 9Z25U14
CB-4 ROD500
CB-5 ROD500
25'-0"
t
25'-0"
r
25'-0"
r
25'-0"
t
25'-0"
25'-0"
t
25'-0"
Sf-
25'-0"
r
25'-0"
r
25'-0"
(1
250' -0"
OUT-fO-OUT OF
r
STEEL
.......-,---
ESW1 LEA-1
J
L
-,
1
1
\
,
,
Ii
,
I
I
I
,
,
\
I
1
,
~'----
1,
!i
II
'I
II
I:
\1
I'
d
I'
ii
t,
,
,
I
I
I
I
Ii
I:
:c
RFl-3
.1,
-----.
-----------
----
OPE N WALL-----------
o
I
o
N
H
EC-2
I
RF1-3
I
RF1-3
I
RFl-3
I
RF1 -3
I
RF1-3
I
RF1-3
I
RF1-3
I
RF1-3
H
EC-3
FRONT SIDEWALL FRAMING LINE B
25'-0"
t
25'-0"
t
25'-0"
t
25'-0"
t
25'-0"
25'-0"
r
25'-0"
t
25'-0"
CD
1-
25'-0"
t
25'-0"
MEMBER TABLE
LINE A
MARK SIZE
G-2 8Z25U16
G-3 8Z25U16
G-4 8Z25U16
CB-3 ROD625
1 1
250' -0"
OUT - TO-OUT OF
t-
STEEL
~, ~/ ~, / " /
""
~ , ~
~ / ~ / ~ /
'" G-3 /~ G-3 , ~ G-3 G-3 , ~ G-4
G 2 G 3 "'" G 3 /' G 3 "'" G 3 /'
""-. ~/ .... ~ - , ~
, , ~ , ~
~ / ~ / ~ /
, ~ ' ~ ' ~
G 2 ~ G 3 G-3 ~, G-3 G 3 G-3 ~~, G-4
y>~ / ~ ') //' " y>~ / ~
'~ '~ '~
~~ 07 ~~
:'<1 ~ ':\] :'<1
/ ~ / ~ / ~
/~ '~ ~// '~ /~ ,
BA-lO ~
-
(0
I
liI
OJ lO
I
"..:t I
r--..
~
I
r--..
H
EC-4
GIRT
LAPS
1.
RF1-1
I
RF1-1
I
RF1-1
I
RF1-1
I
RF1-1
I
RF1-1
I
RF1-1
I
RF! -1
I
RF1-1
H
EC-1
"-0"
-+--,
1'-0"
, . -2'i--:
1'-0"
, , -.2f-
, -0"
"-0
-+--:
, '-.0"
, '-0"
--"'f-
"-0"
"-0"
-+--,
, '-.0"
, , - 2'i--:
"-0"
"-0"
4-
"-0"
"-0"
-+--:
"-0"
BACK SIDEWALL FRAMING' LINE A
LEA-1 HUSKY HI-RIB~R 1 R, HR 1 L (Gutters with 4 downspouts)
m m
I I
o U
I
I
,
I
I
I
I
I
I
I
l
r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. f"- f"- f"- r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. f"- r--.. r--.. r--.. f"- f"- f"- r--.. r--.. r--.. r--.. r--.. r--.. r--.. r.... f"- r--.. f"- f"- f"- f"- r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. r--.. I'- I'- I'- I'- f"- f"- I'- I'- r--.. 1'- I'- I'- I'- r--.. r--.. I'- f"- I'- f"- r--.. I'- I'- I'- I'- r-....f-....
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l .
I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- f"- I'- I'- I'- I'- I'- I'- r--.. I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- r--.. r..... I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- f"- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- I'- f"- I'- I'- I'- I'- I'- I'- I'- I'- f"1'-
.- .- .- .- .- .- .- .- ,- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .- .,- .,- .,- .- .- .- ,..... .- .- .- .- .- ,..... -- .- .- ,-- ,-- .,- .- ,..... ,..... .,- .- .- .- .- .- .- .- .- ,-- ,-- ,-- ,-- .- ..- .- ,- .,- .,- .,- .- .,- .,- .- .- ,-- ..- .,- ..- ..- ..- 1"- .-
I
I
1
,
I
1
I
1
I I
I
I
1
C-3
(0 OJ
I I
I'- ~
.-
;,1 -3
1-
A1"
WELDED 1 2
CLlP~ _ __--
1
,
I
1
1
I I
~I
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~I
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I I
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1
1
I
1
1
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! STEEL
(LINE
EAVE PURLlN
WELDED CLIP
BACK SIDEWALL SHEEriNG & TRIM. LINE A
PANELS 26 Go HUSKY HI-RIB -
30' -0" OUT - TO-OUT OF STEEL
C-MEMBER TABLE
LINE 1
MARK SIZE
EC-1 W8x 10
EC-2 W8x 10
ER-1 W14x22
G-1 12Z35U14
CB-1 ROD625
CB-2 ROD625
30' -0" OUT -TO-OUT OF STEEL
~EMBER fABLE
LINE 11
MARK SIZE
EC-3 W8x10
EC-4 W8x 10
ER-1 W14x22
G-1 12Z35U14
CB-1 ROD625
CB-2 ROD625
CORNER
COLUMN
SIDEWALL
GIRT
o
I CD
o I
N ~
WELDED_ - r 1"~ 1'-3"
CLIP ~~_______, __ ER-1 AR-49 1T WELDED
n~-=-T----_--~~I~=\___ _rfCLlP
= I ~ I - ----- -
T I I ' I i =
CD ! I ~,I I ~/! ~
: ~'_I / I: In
!I ~ G-1\ //l~
i! I'~ ~/~SAG STRAP I i
i I I /~~ ,~I SEE DETAIL I j
1 /' II
I I ~ I
i I ~1/ '~l I i
I, /'~ ~ I:
I / I
: BA- 10 :
1 I
WELDED CLlP~R -----
I
FRAMING SCREW
w/o WASHER (TYP)
o
OJ I
I 0
~ N
J
(6)1/2"0 x 1 1/2"
A325 BOLTS
SAG STRAP
(SS-1 )
RAKE ANGLE
(RA-1O)
/PURLlN
~ ----~~~~~~~~)
<0
I
liI
7"
"\
--_Jr= ~G~DED
I /i! =
~ Ii 0
I ~/ Ii ~
~ /:
-.........., 1 G-1 t~' 1
1"--, /// ~SAG STRAP II
.....,,_/ SEE DETAIL I 1
I ~/"'""-.G-1 I I!
/'........ I
\ /' --..... II
cP~ --""',0& I!
~ 1
/ '~ I:
1
I
I
ENDWALL
GIRT
RAFTER
1/2" PLATE (IfP)
(SC-Ss)
CLIP
(4)1/2"0 x 1 1/2"
A325 BOLTS(TYP)
I
I COLUMN
(2)1/2"0 x 1 1/2")
A325 BOLlS
ENDWALL RAFTER
OJ r.o
t ,
-of I'-
TYPICAL ENDWALL FRAMING DETAIL
BEARING ENDWALL CORNER
FRAMING SCREW
w/o WASHER (TYP)
m
I
u
I'-
I
I'-
I
m
-of-
I
m
I'-
I
m
..-
I
OJ
liI
liI
----- --~-- - ~
--
-=-=------ --
--- -
-==-
0 = 0
.- I'- ~ = 0
I ~ ..- I'- ~
I I I .- ~ I'-
I I I I I I
OJ OJ OJ m OJ
.- .- ~ .- OJ OJ OJ I'- I'-
.- ~ ~ .-
.- .-
1/2"0 x 1 1/2"
A325 BOLTS
@ EACH END
WITH FLUSH ENOWALLS
~
I
f"-
-of
1
r--..
~
I
I'-
~
I
r--
BA- 10
I
EC-1
I
EC-2
I
EC-3
I
EC-4
RAFl ER
Sl EEL LINE
GIRT
LEFT ENDWALL FRAMING LINE 1
RIGHT ENDWALL FRAMING LINE 11
c==:
-=
C-6 RA-10
~-
c--
C-6, RA-l0
=
FLANGE BRACE
SEE E W ELEVATION
CORNER
COLUMN
FRAMING SCREW
W/O WASHER
=
1/2" COLUMN
CAP PLA1E
GIRT
ENDWALL
GIRT
I
I
I
2"-J
RC-S
CAP CHANNEL
I
I
~
STRAP DETAIL AT E.W.
OJ
I
U
CY
OJ
I
U
D:::
SAG
o
o
o
(4) 1/2"0 x 1 1/2"
A325 BOLTS
- 1""
DESCRIPTION
REVISIONS
FOR APPROVAL
DESCRIPTION
REVISIONS
"C~STEEL
BUILDING
· ... . SYSTEMS INC.
PROJECT
CUSTOMER
LOCATION
LUMBER STORAGE
--
OSBURN SlEEL SlRUCTURES
YELM, WA.
DRAWN
~
I
I'-
..-
1
U
I
U
m
I
U
(2) 1/2"0 x 1 1/2"
A325 BOLTS (TYP UN)
(2)1/2"0 x 1 1/2"
A325 BOLTS
I
OJ
~
I
OJ
r--..
I
OJ
~
I
OJ
.
..-
E.W COLUMN
TYPICAL ENOWALL COLUMN CONN.
(FLUSH GIRT CONDITION)
BEARING ENDWALL CORNER
WITH FLUSH ENDWALLS
C-3
C-3
~"
DATE.
03/05/04
DATE
LEFT END W ALL SHE E fI N G & T RIM. LI N E 1
PANELS 26 Go HUSKY HI-RIB -
RIGHT ENDWALL SHEETING & TRIM LINE 11
PANELS 26 Go HUSKY HI-RIB -
6
REV DATE
CHECK
I
(
STITCH SCREW
(2'-0" 0 C)
STITCH SCREW @ EA.
PANEL SIDE LAP
(2'-0" 0 C)
CORNER TRIM
(C-9)
STITCH SCREW
(2'-0" 0 C)
GIRT~
""~~
GIRT
""r-r----0r-r----0r-r----0
EAVE & BASE
WALL PANEL FASTENER LAYOUT
(WALL FRAMiNG SCREWS)
INSIDE CLOSURE
OUTSIDE CLOSURE
W/BUTYL BEAD (BUT316)
EACH SIDE
~ RAKE ANGLE
(RA-l0)
CORNER CAP
TRIM (C-15)
.~ OPEN
-WALL
t OF RIB & STEEL LINE
(TYP UNLESS NOT ED)
t OF RIB & STEEL LINE
(TYP UNLESS NOTED)
OPEN WALL CAP TRIM
OUTSIDE COr~NER TRIM
WALL PANEL
BASE ANCHOR
(BY OTHERS)
BASE ANGLE~
(BA-10)
INSIDE CLOSURE w/
BUTYL BEAD @ EA. SIDE BASE CHANNEL
WALL FRAMING SCREW I / / (BA-l 0)
(0' -4" 0 C ) ~ I L1. I FINISHED FLOOR
~ t
" I
~ .. . ...
~ 7~ .' . '.
BASE TRIM :: ,: . .'. h
(C-3)
STITCH SCREW
(2' -0" 0 C) @ PANEL LAP
BASE TRIM
(C-3)
BASE ANGLE DETAIL
OUTSIDE CORNER TRIM
(C-9)
HHR WALL PANEL LAYOU r
OUTSIDE CLOSURE W/
BUTYL BEAD (BUT316)
@ EACH SIDE
EAVE TRIM
(C-5)
STITCH SCREW
(2' -0" 0 C )
STITCH SCREW
(2' -0" 0 C )
ROOF FRAMING SCREW
(0' -4" 0 C ) ~ \
ROOF PANEL ~ ~.-'
);:. ~ - - ;:;.
FRAMING SCREW W/O WASHER
FOR SHEETING ANGLE
(UNDER EACH HI RIB)
EAVE STRUT}
"",~Y'r----t"" r----y"'-
EAVE STITCH SCREW
= ~(2'-0" OC)
~~"-t"~~
PURlIN ONE RUN BUTYL BEAD
(BUT316)
STITCH SCREW
(2' -0" 0 C ) -
@ PANEL SIDE LAP
EAVE STRUT WRAP
(ESW- )
~ r--.t""-,r----t""-,r--y"'-
END LAP/RIDGE CAP
ROOF PANEL FASTENER LAYOUT
~ROOF FRAMiNG SCREWS)
EAVE TRIM DETAIL
STITCH SCREW
(2'-0" 0 C)
FRAMING SCREW
(W/O WASHER)
STITCH SCREW
(2'-0" 0 C )
ROOF PANEL
FORM DRIP EDGE 30'
FOR 1 12 PITCH OR LESS
RAKE TRIM
(C-6)
FRAMING SCREW
W /0 WASHER (TYP)
PURLlN
(RA-lO)
RAKE ANGLE
(C-6)
RAKE TRIM
WALL FRAMING SCREW
(0'-4" 0 C)
STITCH SCREW
(2'-0" 0 C)
OUTSIDE CLOSURE W/
BUTYL BEAD (BUT316)
EACH SIDE OF CLOSURE
INSIDE CLOSURE W/
BUTYL BEAD (BUT316)
EA. SIDE
GUTTER
(HR S)
EAVE STRUT
WALL PANEL
"-"
HHR ROOF PANEL LAYOUT
~ ~~
RAKE TRIM DETAIL
STITCH SCREW
(0'-6" 0 C)
(NOT AT GUTTER CLIP)
TRIM FRAMING SCREW
(1) EACH CLIP
ROOF FRAMING SCREW
(2) EACH CLIP
LAP W/ (10) RIVETS
AND BUTYL BEAD (BUT316)
GUTTER
(HR S)
ON
GUTTER LAP DETAIL
COF PANEL
-~
GUTTER
(HR )
INSIDE CLOSURE W/
BUTYL BEAD (BUT316)
@ EACH SIDE
EAVE PURLlN
ASSEMBLED GUTTER DETAIL
SIDEWALL
PANEL
RAKE ANGLE
(RA-l0)
INSIDE CLOSURE W/
BUTYL BEAD (BUT316)
@ EACH SIDE
EAVE PURLlN
GUTlER END CAP
(HR R/L)
FIELD MITER GUnER &
RAKE TRIM AS REQ'D
GUTTER CLIP (HR C)
(3'-0" 0 C)
EAVE PURLlN
GUTTER ATTACHMENT DETAIL
o S OUTLET
(CUT GUTTER)
(DSO) D
DOWNSPOUT ~
(OS 10)
WALL PANEL
OUTSIDE CLOSURE W/
BUTYL BEAD (BUT316)
@ EACH SIDE
GUIIEI~ UEIAIL - lXPLODEU VllW
GU rr[r~ [ND DErAIL
l~
zs
REV. DAlE
SPLICE PLATES & BOLTS
Splice Ouan ------Bolt----- Plate Size
Mark Top/Botjlnt Type Dla Len Wid Thick Length
-~
Sp- 1 4 4 0 A325 0 875 325 6" 1" 2'-0 7/8"
Sp- 2 4 4 0 A325 0 875 3 25 6" 1" 2'-0 7/8"
VFLANGE BRACES B S (U N) FIELD CUT FB IF REO
a - L2x2x 1 4Ga
,----- MEMBER SIZE TABLE (in)
MARK WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE
START lEND THICK LENGTH T x W x LEN T x W x LEN
t-RF1-1 104/180 o 135 2023 1/4 x 6 x 2008 5/16" x 6 x 1813
5/16" x 6 x 263
RF1-2 17 5/12 0 o 135 152 4 5/16" x 6 x 1569 5/16" x 6 x 1525
12 0/17 5 o 135 1624 1/4" x 6 x 1564 1/4" x 6 x 161 0
RF1-3 1 7 0/11 0 o 135 230 1 1/4" x 6 x 17 5 1/2" x 6 x 2075
1'/2" x 6 x 230.1
=
5' 1 "
-1 1
\ WELDED CLIP
FB-2o
3/4"
-If HUSKY HI RIB, GALVANIZED
26, Go
4'-11 1/2"
WELDED CLIP
A1"
1 2 AR -1 9
FB-2a CLIP
~. _----.--t1~ -
.------ c. ~
30' 4" (84)
5' 0 3/16"
(4) SPACES @
=========--
RF1 2
N
I
0..
(f)
1/2" X 3"
STIFF PLATE
@ BS
tf) 0
<.D ~w I I
U ...- 0
LJJ ...-z lL. N
I <XlW LIlU <( 0:::
- U Z 1'-0:::
~z ~<( .1 L5
<( ~O:::
LIlO::: .1 L5 I'-......J
.' L5 ~u
<.D......J
LIl......J ~()
~u
\0
I
LIl
I
I
I
I
~ I
~[)f-
I
I
I
I
L
I
I
I
I
I
I
I
I
I
I
<Xl
to I
I ~
I'-
~
I
I'-
8"
.-
-
1'-6 9 16"
..
A
26'-3 7/16"
CLEARANCE
30' -0" OUT - TO-OUT OF STEEL
r~IGIO FRAME CROSS SECTION
FOR FRAME LINE 2 3 4 5 6 7 8 9 10
r ~p r
LAP
-0-1
I
1/2"r{J x 1 1/2" A325
BOLT W/(2) WASHERS
(@ PURLlN/GIRT CONN END)
1/2" A325 BOLTS(TYP) U N AS SHOWN ABOVE
1'-10 1/2"
1/2"r{J x 1 1/2" A325
BOLT W/( 1) WASHER
(@ BRACE/RAFTER CONN END)
(2)1/2"r{J x 1 1/2"
A325 BOLTS @
EA. lAP END
3/8" X 3"
STIFF
PLATE
@ B S
B
1/2"r{J x 1 1/2" A325
BOLTS W/ (2) WASHERS
(@ PURLlN/GIRT CONN END)
PURLlN
FLANGE BRACE
(2" x 2" ANGLE)
1/2"rfJ x 1 1/2" A325
BOLTS W/ (1) WASHER
(@ RAFTEr-VCOLUMN CONN END)
FLANGE BRACE
(2" x 2" ANGLE)
WASHER RAFTER
/FLANGE
1'-10 1/2"
1'-10 1 2"
I. 2'-10 1/2" . 2'-10 1/2" ~
FLANGE BRACE DETAIL
PURLlN
OR
GIRT
FLANGE
BRACE
RAFT ER
CLIP
1/2".' 1 1/2"fi
A325 BOLT
WASHER
WASHER
1/2"r{J x 1 1/2"
A325 BOLT
WASHER PLACEMENT DETAIL
RAFTER
(ENDBAY CONDITION)
FlAN G E
IBRACE
(CONNECTION @ PURLlN/GIRT)
WASHER PLACEMENT DETAIL
(CONNECTION @ RAFTER/COLUMN)
DESCRIPTION
REVISIONS
L
Ii. ~blo4 FOR APPROVAL_
REV DAlE DESCRIPTION
REVISIONS
"C~STEEL
BUILDING
. . .. SYSrEMS INC
PROJECT
CUSTOMER
LOCATION
LUMBER STORAGE
OSBURN STEEL STRUCTURES
YELM, WA
DRAWN
/u.-
CHECK