HomeMy WebLinkAbout000-000-013Ceco.
Building.
Systems
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TRUCTURAL.
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PPROWN'
.ly�Qir�
JPv tALCULATIONS
CUSTOMER
JOE NO.
110117-o:1
PAC -WEST
21035
PRINTED
MAR 21 1991
A. CERTIFICATION, DESIGN CRITERIA AND FOUNDATION
REACTIONS
B. ROOF DESIGN (SECONDARY FRAMING AND PANEL) -
C. WALL DESIGN (SECONDARY FRAMING AND PANEL)
D. ENDWALL DESIGN (PRIMARY FRAMING)
E. RIGID FRAME DESIGN
F. LONGITUDINAL BRACING
G. SPECIAL FRAMING DESIGN
Member
.MOM,M
METAL BUILDING:
MANUFACTURERS'.
ASSOCIATION-"".
CECO BUILDING SYSTEMS IS AN APPROVED FABRICATOR OF METAL BUILDINGS AND THEIR COMPONENTS.
I.C.B.O. REPORT NO. FA -277
L.A. CITY FABRICATOR LICENSE NO. 1183
CITY OF SEATTLE CERTIFIED PLANT
M
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Ceco Buildings Division
The Ceco Corporation
12101 EAST BRANDT ROAD, LOCKEFORD, CALIFORNIA 95237
JOB NAME: CHICO PRODUCE TRUCK SHOP
LOCATION:
CA
LETTER OF CERTIFICATION
PHONE (209) 727-5504
FAX (209)727-5820
CECO JOB NO: 21035
DATE: 03-05-91
This is to certify that Ceco Buildings .Division designs and manufactures
this steel building with Ceco Building Division standard practices
which are based on pertinent procedures and recommendations of the
following organizations and.codes:
-AMERICAN INSTITUTE OF STEEL CONSTRUCTION' -'"Specification for
the Design, Fabrication and Erection of Structural Steel for
buildings" - 8th edition.
AMERICAN IRON AND STEEL INSTITUTE: "Specification for the
design of Cold Formed Steel Structural Members" - 1980.
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "Uniform
Building Code" - 1988.
METAL BUILDING MANUFACTURERS ASSOCIATION: "Metal Building
Systems Manual" - 1981.
AMERICAN WELDING SOCIETY: "Structural Welding Code" - AWS D1.1
- 84.
Structural design calculations and complete drawings are provided
for this building and are reviewed by a professional Engineer. Ceco
Buildings Division is approved as a fabricator of steel buildings
and their components'by the International Conference of Building -
Officials Report No. FA -277. Approval is also granted as a Type 1
fabricator, -License No. 1183, by the Department of Building and
Safety of the City .of Los Angeles, and as a certified plant by the
City of Seattle.
Specifications for the materials used on this building are indicated
on page one of the Ceco erection drawings and in the structural
calculations.
This certification does not apply to the design of foundations or
any materials not furnished by Ceco Buildings Division.
L -
Ceco
Buildings
Division
CUSTOMER C tt �.0 0 P IQ QV V E
JOB NO. 2_1 (6 Is
f DESCRIPTION & DESIGN CRITERIA &
TITLE. .
Z41 zNi lip' 1P.
DESIGNED BY FR-
DATE
n-DATE 3— I 19 C_
CHECKED BY
PAGE A 1 OF
Building Type RG' Roof .SlopeSpan IZ .
Eave Height 4_4 Bay Spacing 23.5 23.5 : 3oyo
9 (� Building Code�ro;�
This building as furnished by Ceco Building Systems, was designed using
the criteria listed below. Capacity for loads greater than these
shown below is specifically neither intended nor implied.
LOADING
Roof Live Load 2 u PSF 'Roof Dead Load
2,3L PSF -
Frame Live Load 12
Collateral
1, of). PSF
Wind Load Ex P (c �g0
PH Sprinkler
PSF _
Total Design Dead Load_
4,d z PSF including
frame dead load)
Crane Capacity
Max.WH LD Min.
WH SPCG
Other
LOAD COMBINATIONS
1. Dead + Live •(D+L)
2. Dead + Wind Left (D+WL)
3. Dead + Right (D+WR_)
4. okaA '� c-O►IV- V�ti.n� (D+ LW
Lo
FR. LNSA
REACTIGNS LNS 2 �
I USE',_( 2 �1� A.B.'s
D + L
• 2.1 .
r'r+ L,V
�D + WL
�r { C-r� s
NOTE):
T)-rL•
—m
�16,�
16,
Anchor bolt size determined by shear and tension at steel line.
Bolt spacing will generally require the use of a bearing angle.
Length of bolt and method of force transfer to foundation deter-
mined by others.
Ceco
Buildings
F Division
CUSTOMER C}i1Co 1�0'OUCS
JOB NO. Q'3
TITEE ANR (ROOF PANEL)
SECTION PROPERTIES &. LOAD TABLES
DESIGNED BY Fr -
DATE 02- 21 19 1�5' 1
CHECKEDBY
PAGE A 2 • OF
1"
3'/�e" I
1'-0" 1 1'-0" 1 11•0"
ANR (R Panel)
:S.• I. +i +""f •f:„=Y.:.+1"i�.T.�' • h+�y..i' ��`�
:�1t r.i:'aa{�S,-a.C�!i�.x�: A,r� 3:�'S.^�'.✓�r:r.,tas�•.,j'::
, "
fti :>`S Y ;:.`. i.� - .1
'A TX+' s a• YDS.
.F.:r.Y.d, A:.�a{a�-ri::. ��;Si;:�.:..�;�...f t kr� i ?'���,•,''•1v
PANEL
GAGE
DESIGN
THICK
(In.)
Fy
(ksi)
Fo
(ks7
WEIGHT
(psf)
GIRTH
(In.)
TOP FLAT IN
COMPRESSION
BOTTOM FLAT IN
COMPRESSION
Ix(In.4lFL) Sx(In.3/Ft.)
Ix(In.s/Ft.) Sx(In.3/Ft.) !
26
.018
50
30
.92
42?<
0369 .0373
.0367 .0401
24
.022
50
30
1.12
423/,
.0469 .0478
.0462 .0493
'✓L' ``_' _. `>'�1!' Y..t�� 1� .. "�i .-L"?S1 �Y __ _ _ ..” _ i r 3•-i >. .1•;' •*:X�:�:`s �r.i:7i, � d � �� >��'. .tY•I�.`. � A
,?, �,,.•::s..f'�.�.,7:��st: ���;-�;'..�i�.,.�:1.�::_�;_,�..:�A110WABLE UNIFORM LOAD (PSF)L• .:�..: :"yK.�..s����...w^�'�.� ,�r� =�'�:y.�l
WIND LOAD (UPLIFT)
LIVE LOAD (STRESS)
LIVE LOAD (DEFLECTION)
PANEL
SPAN (FL)
SPAN (Ft.)
SPAN (Ft.)
GAGE
4 5.T 6 7 8 3
4 5 6
7 3 1 4 1 5 1 6 7
26 .
77 49 34 25
19 111
63 40 28
20 248 99 51 1 30
1
19
24
98 63 44 32
25 137
77 49 34
25 304 1122 63 1 37
1 23
NOTES:
1. Properties of panel are calculated in accordance with the 1980 edition of "Specifications for
the Design of Light Gage Cold Formed Structural Members;' published by the American
Iron and Steel Institute (A.I.S.I.).
2. Allowable loads for wind have been increased by 331/3%.
3. Values shown as allowable loads are based on panel covering 3 equal continuous spans.
Multiply values shown by 0.8 for 2 span condition.
4. Values shown for deflection are based on a span to deflection ratio of 180.
5. When used as a roof panel, weight of panels must be deducted from values shown to obtain
"net allowable loads". Weight of panel in table is per square foot of coverage.
r
Ceco
Buildings
Division
ENGINEERING DESIGN MANUAL
Section:
By: Date: Rev. no.. Ps: A3, l
4) Section Properties -.Section properties of Ceco Buildings Division .8 1/2"
Zee
deep zee S
apes are
given in
Table
2.
Gross
Stress
Area
Form
'
No.
Area
Ix
Ix
TABLE 2
Fy = 55
ksi.
Qs
Qa
Zee
Total
Flange
Design
Min.
Lip
Lip
Inside
Radii
Slit
Dead
No.
Depth
Width
Thick.
Thick.
Length
Angle
Flg-Lip
Flg-Web
Width
Weight
.5817
(in.)
(in.)
(in.)
(in.)
(in.)
(deg.)
(in.)
(in.)
(in.)
(lbs/ft)
1
8.500
2.500
.0580
.0550
.6250
50.00
.2500
.2180
14.3750
2.830
2
8.500
2.500
.0670
.0640
.6870
50.00
.2500
.2180
14.5000
3.300
3
8.500
2.500
.0750
.0710
.7500
50.00
.2500
.2180
14.5625
3.710
4
8.500
2.500
.0°20
.0780
.8120
50.00
.2500
.2180
14.6875
4.090
5
8.500
2.500
.0920
.0870
.8750
50.00
.2500
.2180
14.7500
4.610
Zee
Gross
Deflect.
Gross
Gross
Gross
Gross
Stress
Area
Form
Stress
No.
Area
Ix
Ix
Iy •
Rx
Ry
Qs
Qa
Q
Fcq
(in .2)
(in .4)
(in .4)
(in .4)
(in.)
(in.)
(ksi)
1
.8314
8.8561
8.8561
1.0624
3.264
1.130
1.0000
.5817
.5817
33.0000.
2
.9667
10.2950
10.2950
1.2847
3.263
1.153
1.0000
.6331
.6331
33.0000
3
1.0895
11.6014
11.6014
1.5065
3.263
1.176
1.0000
.6618
.6618
33.0000
4
1.1994
12.7695
12.7695
1.7237
3.263
1.199
1.0000
.6821
.6821
33.0000
5
1.3541
14.3973
14.3973
2.0179
3.261
1.221
1.0000
.7090
.7090
33.0000
Zee Bending Tension Compression Flange Stress *Type of Bending Capacity*
No. Eff. Ix Sxt Yc Sxc Stress Limited *------------------------*
(in.4) (in.3)' (in.) (in.3) (ksi) By The
1 8.6975 2.068.5 4.2952 2.0249 29.8179 Web Max. Flange Compr. Stress
1 8.8561 2.0838 4.2500 2.0838 22.8208 Flange No Reduction in Flg. Width
2 10.2780 2.4207 4.2542 2.4160 31.6610 Web , Max. Flange Compr. Stress
2 10.2950 2.4223 4.2500 2.4223 30.842.6 Flange No Reduction in Flg. Width
3 11.6014 2.7297 4.2500 2.7297 32.9367 Web Max. Flange Compr. Stress
4 12.7695 3.0046 4.2500 3.0046 33.000 Flange Max. Flange Compr. Stress
5 14.3973 3.3876 4.2500 3.3876 33.000 Flange Max. Flange Compr. Stress
Unbraced Inner *Source of the allow. compr. stress for*
Zee Flg. Allowable *The unbraced.inner flange of this zee*
No. Compr. Stress *-------------------------------------*
(ksi)
1 20.9000 Fb2 calc'd. using AISI Par't 3, Section 3
2 22.6400 Fb2 calc'd. using AISI Part 3, Section 3
3 23.8300 Fb2 calc'd. using AISI Part 3, Section 3
4 24.6800 Fb2 calc'd. using AISI Part 3, Section 3
5 25.6600 Fb2 calc'd. using AISI Part 3, Section 3
The Fb2 stress was calculated using two zee spaces of 96.00 inches and with .03680
in. 4/ft, for the moment of intertia of the outer flange sheeting. Only 97.00 percent
of the calculated Fb2 stress was used to account for the give in the connection
between the sheeting and the zees.
E Li -DESIGN MANUAL'
N"I"EERING'
~' v Ceco •
Buildings e ct i o n' M
Division
By: Chk:
i
Eff. Date: Rev. No.: Pg: M. -L
� u
L..! P X
`C` SECTION{ PROPER11t_) u
MINIMUM YIELD STRESS = 55 ksi
4
C
Fbw = Maximum allowable compressive stress in web due to bending.
Fb = Maximum allowable compressive stress in flange due to bending (as
limited by Fbw) .
Fb2 = Maximum allowable stress on unbraced compression flange when tensiom
flange is braced.
GL I LOU
DES IGHA-.
TION
DESMLIPW-f
T?iICY
In.
LEh:,7H
In.
PER FT.
Lb.
APS -AZ
In.
AXIS -
-
Fbw
ksi
Fb
ksi
Fb2
ksi
q
x
In,
x
In.
rz
In.
y
In_
rr 3
In_
x
In_
Si2G58
•058
0,-75
3• lY
o,92
io.3y
2.19 3.35
/.26
1.17
0.92
27.90
29.54
2i.81
.56
8j,C75
.075
0.75
1 k-03
/48
1 13.18
2.97 A39
1.6v
/.16
o. 89130,70
32.90
ZQ.50 •65
b/2C8
.082
0.75
1 14,55
j /•33
/Y. 56
3.q2 3314
1.914
/•21
0.79
31.47
33.0
25.(f66�
Fbw = Maximum allowable compressive stress in web due to bending.
Fb = Maximum allowable compressive stress in flange due to bending (as
limited by Fbw) .
Fb2 = Maximum allowable stress on unbraced compression flange when tensiom
flange is braced.
_ Ceco
--
-.Buildings
Division
81/2" AND 10" EAVE STRUT
SECTION PROPERTIES
3'/a"
. Y
3°
X
X -f- X
t I LIP
�3
I
8'/2" ES Y
3'/a"
h11PIIMUIM YIELD STRESS = 55 ksi
COLD FORMED
SHAPES DATA
31/a"
10" ES
4'.!2'
Fow = Maximum allowable compressive s�trnzss in web due to bending.
Fo• = ,iiaximum allowable compressive stress in flange due to bending (as limited by Fbw).
Fb2 = Maximum allowable. stress on unbraced compression flange when tension flange is braced.
MINIMUM YIELD STRESS = 55 ksi
SECTION PROPERTIES
SECTION
DESIGNA-
TION
DESIGN
THICK
In.
LIP
LENGTH
In.
wT.TOP
PER FT.
Lb.
SECTION PROPERTIES
FLG:
IN COMP.
BTM. FLG.
IN COMP.
FULL SECTION
PROPERTIES
SX Fb
In? ksi
SX Fb
In? ksi
SECTION
DESIGNA-
TION
DESIGN
THICK
In.
LIP
LENGTH
In.
WT.
PER FT.
Lb.
AREAI,
In.2
AXIS X -X
AXIS Y -Y
Foy,
ksi
Fb
I ksi
Fb2
I ksi
Q
In
I S.z
In�
r,
In,
Ir I rr
in.4 In.
x
In.
81/2E14
.075
1 .750
4.03
1.18
13.18 12.97 1 3.34
1.60 11.161
.89
30.7
1 32.9
124.51 .65
8'/2E13
•082
.75o
q.55
1•-33
Iq.86 1 3,42- 3:,yI.94
I.2f .99
3I.`I1
33.0
25.r1.67
Fow = Maximum allowable compressive s�trnzss in web due to bending.
Fo• = ,iiaximum allowable compressive stress in flange due to bending (as limited by Fbw).
Fb2 = Maximum allowable. stress on unbraced compression flange when tension flange is braced.
MINIMUM YIELD STRESS = 55 ksi
SECTION PROPERTIES
SECTION
DESIGNA-
TION
DESIGN
THICK
In.
LIP
LENGTH
In.
wT.TOP
PER FT.
Lb.
AREA
In.2
FLG:
IN COMP.
BTM. FLG.
IN COMP.
FULL SECTION
PROPERTIES
SX Fb
In? ksi
SX Fb
In? ksi
IX
In.4
rs x Q
In. I In.
10E13
.084
ISee Sketchj
5.42 1 1.60
3.92 33.0
1 4.23 29.9
.20.62
3.59 1.15 1 .65
Fo = Maximum allowable compressive stress in flange due to bending with compression flange
considered fully braced.
02/88 11.2
--- ---- -------------------------------------------------------------------
Quote: Cec- 3uildings Division Date: 02/20/91
Building Sketch Frame Lines 1 to 4 Time: 08:54:56 �
+--- - - - - -------------------------------------------------------------------
1 J
µ
----------------------- -------"---F------------------
C
24.00 I I 1 JA 24.00
1 I� IR AI
2.. IF !F F!
I i ! I•
1 I i
+ t -j +
20.00 I I I 1 2.0 0C
i I I l
I 1 f
I I 1
---------------------------------------------------------
23.510
-----=-----------+-----------------+-----------------+ 23.;0 23.50 37.00
77.00
Height - - -> 1 .00------------------------------- - - - - ->
Rd Bra(
�►��. wg 115 '�/� � ��a
Not Shown: Doors, Windows, Vents, Louvers, Translucent Panels, Insulation,
Bracing, Framed Openings, Open Walls; Rocf Extensions or Cranes
* 2EFE8085422, C 0 S
* 21035 CECO DESIGN SYSTEM 02/20/91
* PAGE 1 VERSION V10 GS: 56:18
* CECO SUILDINGS DIVISION - P.0.20X 830 - LOCKEFORD,CA 95237
***x* MAIN BUILDING ROOF STRUCTURE DESIGN *****
ROOF STRUCTURE DESIGN SU!"IMARY
ENDFRAME INSET SIDE 3 . 1.07!; FT ENDFRAYE INSET SIDE 4 1.000 FT
CLEAR OVERHANG SIDE 3 . FT CLEAR OVERHANG SIDE 4 .000 FT
EASIC BUILDIrNG CODE CRITERIA PER 1932 U3C
CLADDING AND SECONDARY WIND APPLICATIO`r PER 1983 UEC
SAVE HEIGHT (FEET) ..................................................
hIGHEST POINT ON THIS SLOPE (FEET) ..................................
HORIZONTAL DISTANCE TO HIGH=ST POINT (FEET) .........................
SLOPE (RISE,:12).....................................................
ANGLE <DEGREES) ........................... 9.........................
PURLIN DEPTH (INCHES) .................:.............................
ROOFPANEL TYPE ..................................:..................
ROOFSYSTEM OPTICrM...... *............... ............................
SUPERIMPOSED DEAL LOAD TO SECONDARY (PSF)...........................
COLLATERAL LOAD TO SECONDARY (PSF)..................................
;O -OF LIVE LOAD ENTERED (PSF) W/ TRIBUTARY AREA CHECK REQUESTED......
ROOF LIVE LOAD USED' (PSF)...........................................
EASIC WIND LOAD FOR CLADD111143 AND SECOND ;R.Y (`'PH) .......'.............
REFERENCE HEIGHT FOR ROOF '::I%10 DESIGN (FEET) ........................
EDGE STRIP Z DISTANCE AT EAVE (FEET) ................................
EDGE STRIP Z'DISTANCE AT RAKE (FEET) ................................
EDGE STRIP Z DISTANCE AT PEAK (FEET) ................................
18.000
19.333
22.000
1.000
4.7644
So 500
ANR26
STANDARD
1.000
1.000
12.000
20.000
80.000
18.917
4.400
4.400
4.400
PARTIALLY OPEN BBUILDIN.G, NORMAL EUILDING CATEE-JORY, EXPOSURE C
REPRESENTATIVE +HMD LOADING TO ROOF STRUCTURE USING A. 1000 SQ•FT• LOADED AREA
INDIVIDUAL 101Ei43ER LOADS MAY VARY ACCORDING TO ACTUAL TRICUTARY LOADED AREAS
SUCTION
............................a....
C=
-1.6.0
CO=
-32.640
PSF
SUCTION
AT
EAVE EDGE STRIP..............
C=
-2.00
C Q =
-40.°00
PSF
SUCTION
AT
PEAK EDGE STRIP ..............
C=
-2.00
CQ=
-40.800
PSF
SUCTION
AT
RAKE EDGE STRIP ..............
C=
-2.00
C0=
-40.800
PSF
SUCTION
AT
PEAK EDGE IN E"ID ZONE........
C=
-2.00
CQ=
-40.800
PSF
SUCTION
IN
CORNER REGION .AT EAVE........
C=
-3.00
CQ=
-61.200
PSF
SUCTION
IN
CORNER REGION AT PEAK........
C=
-3.00
CQ=
-61.200
PSF
PARTIALLY OPEN BUILDING, NORMAL=UILDING CATEGORY, EXPOSURE C
REPRESENTATIVE WIND LOADING TO RCO*F CLADDING USING A 1 SQ.FT. LOADED AREA
SUCTION* ... *so.* ........... so ..... *.so.*
C=
-1.60
CQ=
-32.640
PSF
SUCTION
AT
EAVE EDGE STRIP..............
C=
-2.00
CQ=
-40.800
PSF
SUCTION
AT
PEAK EDGE STRIP ..............
C=
-2.CO
CQ=
740.800
PSF
SUCTION
AT
RAKE EDGE STRIP ..............
C=
-2.00
CQ=
-40.800
PSF
SUCTION
AT
PEAK EDGE IN END ZONE.--....
C=
-2.00
CQ=
-40.800
PSF
SUCTION
IN
CORNER REGION AT EAVE........
C=
-3.00
CQ=
-61.200
PSF
SUCTION
IN
CORNER REGION AT PEAK........
C=
-3.00
CQ=
-61.200
PSF
* 2QFE3085422, C D S
* 21035 CECO DESIGN SYSTEM 02/20/91
* PAGE 2 VERSION V10 08:56:19
* CECO BUILDINGS DIVISION — P.O.B•OY 830 — LOCKEFORD,CA 95237
***** MAIN BUILDING ROOF STRUCTURE DESIGN *****
(C OV TINNED)
P A f E L A N A L Y S I S
LOAD COMBINATIONS 1) D + L 2) D + W -
WHERE . D = 'DEAN LOAD
LirAXlidU'✓ OF LIVE LOAD GR S' LOAD
W— = WIND LOAD AS '.iJ OUTWARD ACTING SUCTION
PANEL CROSS—SECT i0:J
-----------------------------------------------------------
ROOF PANEL INTERIOR ZONE THRU—OUT 3EGINNING, AT EAVE TO PEAK
'ROOF PANEL IN EDGE STRIP THRU—CUT M•EGIN?SING AT 'EAVE TO PEAK
S E C O N D A R Y D E S I G N
LOAD CO 21NATIONS 1 ) D + C + L 2) D + w-
** rONTROLLING **
COM3 CHECK RATIO
2 SENDING .550
2 BENDING .789
WHER = D = DEAD LOAD
C = COLLATERAL LOlD
L = OF LIVF LOAD OR S"401,,' LOAD
r— = -'.JIi,iD LOAD AS AN OUTWARD ACTING SUCTION
TYPICAL ROOF PURLIN DESIGN - (LEVEL 5) AVG SPACING @ 4.200 FEET
LENGTH
SPAN .(FEET)
LE
1.000
1
22.500
2
.23. 500
3
29.000
R_
1.000
MEMEER DESIGNATION Nc DIS ** CONTROLLING ** DEFLECTION!
LAP LENGTHS (FEET) STIFF SRC C0V-9 CHECK RATIO COMB RATIO
-- — — — — — — — — — — — — — — — — — — —— =-- — - — —— — ————————————— — — —
--------=----
E.5Z57 R.E.-ND NC 2 COM B+S .033 2 L/ 57
8.SZ67 1.0000L.END NO 2 SENDING .860 2 L/208
8.5Z67 2.895u 2.8952 NO `a0 2 COY 5+S .788 2 L/669
8.5292 1.0000 NO N.0 2 &ENDING .909 2 L/133
8.5Z92 NO NO 1 BEARING .653 2 L/ 36
FURLIN IN EDGE STRIP AT EAVE
LENGTH
SPAN (FEET)
LE 1.000
1 22.500
2 .23. 500
3 29.000
RE 1.000
(LEVEL 2) AVG SPACING S 2.300 FEET
MEMEER DESIGNATION WEB DIS ** CONTROLLING ** DEFLECTION
& LAP LENGTHS (FEET) STIFF SRC COMB CHECK RATIO COMB RATIC
-------------------------- ----- --- ----------------- ----------
8.5Z67 R. END NO 2 CON-. S+S .028 2 L/ 6S
8.5Z67 1.0000 L.END NO 2 SENDING .717 2 L/24S
8.5267 2.08953 2.8953 N0 NC 2 Cor: B+S .657 2 L/806
8.5Z92 1.0000 NO NO 2 BENDING .757 2 L/15S
8.5Z92 NO NO 1 BEARING .449 2 L/ 44
* 2GFE8085422, - C 0 S
* 21G35 CECO DESIGN SYSTE:',1 02/20/91
* PAGE 3 VERSION V10 08:56:27
* CECO BUILDINGS DIVISION - P.O.SOX 830 - LOCKEFORD,CA 95237
******************************************************************************
***** MAIN BUILDING ROOF STRUCTURE DESIGN *****
(CONTINUED).
S E C O N D A. R Y D E S I G N
LOAD COMIEINATIONS 1) D + C + L 2) D + W -
WHERE
D = DEAD LOAD
C = COLLATERAL LOAD
L = fAXIi+UNI OF LIVE
LOAD
OR
SNOW LOAD
W- = `AI "JD LOAD A.S AN
OUT,tiARD
ACTINIC SUCTION
PURLIN
IN EDGE STRIP
AT PEAK (LEVEL
7)
AVG SPACINIG
E 3.100
FEET
LE;JGTH MEMEER
DESIGNATIO14
WEB
DIS.
** CONT,ROLLING
**
DEFLECTION
SPAN
(FEET)
LAP LENGTHS (FEET)
STIFF
ERC
COMB CHECK RATIO
COMB
RATIO
LE
1.00.0 8.5257
R. END
N0
2 Coq 8+S
.031
-----------
2
L/ 62
1
22.500 8.5267
1.0000
L. END
NO
2 ?ENDING
.797
2
L/225
2
23. 5,00 E.5Z67
2.8958 2..13953
NO
NO
2 CO" 8+S
,730
2
L/723
3
29.000 c.5792
1.00010
NO
N0
2 '9EN:DIi S
.S41
2
L/143
RE
1.070 3.5.Z92
NO
NIO
1 BEARING
.494
2
L/ 39
FURLIN
SPACING : 3ii
2.300-, 3. 4.270',
1@
1.000'
FANEL
SUPPORTS : 7
INCLUDING EAVE STRUT
FA'NEL
ENDLA.PS 1
7
ANTI -ROLL
HDWE a 7
Ceco
i7
Buildings
Division
CUSTOMER C141C0 FR000CV-
JOB NO. 2-1 o i r '
TITLE S I D E WALL DESIGN
DESIGNED BY
DATE (7 2- 2 ` 19 i rr
CHECKED BY
PAGE L 1. —OF
DESIGN WIND LOAD = ja
MPH. 11 xl.tx I,t-.
�111,1.2X
24.E
�r��\uYc
WALL iLEHEN
9.4g3 .
SU01ovi -
PANEL DESIGN See section A2
for description
and
design criteria
Ga Max. Span No. of Spans Allow wind load (PSF) =
3,Y—Ft - 1 Actual wind load (PSF) = 32.(.[x_
'G1RTS (SIMPLE SPAN) ��0.F �v,c� ��,�4 PLF
SIDEWALL GIRT DESIGN A T S I D E 1
SIMPLE SPAN (FT) SIZE ELEVATION TRIB WIDTH(FT) MOMENT(K-FT)
1.
�)g , 0�(,
5 9 2
2 4.7 3, -1.5
2,7 S M �
9.4g3 .
2.
2;.�
-Z7
Up�CL�1
02S 13
6, �J
3
0.J
J
5. Cj
4.
GIRTS LESS THAN IS- TO BE .058.
DOOR JAMBS MORE THAN 4-0 FROM COLUMN REQUIRES KICK BRACES.
SIDEWALL ]QIRT DESIGN -AT SIDE 2 (If Req' d )
SIMPLE SPAN (FT) SIZE ELEVATION TRIB WIDTH(FT) MOVIENT(K-FTI
SIDE 2
SIDES SIDE 4
SIDE 1
NOTE • For allowable moments see -page A3. Increase allowables by
-2,-7 s 11
S.
2.
s
1
3.
g12 i
J
4.
SIDE 2
SIDES SIDE 4
SIDE 1
NOTE • For allowable moments see -page A3. Increase allowables by
1/3rd for wind.
Ceco
Buildings
Division
CUSTOMER c)AlCn PROPUC G
JOB NO. 3fi
TITLE ENO WALL DESIGN
DESIGN WIND LOAD =, MPH
DESIGNED BY E'
DATE 02-11 19-U
CHECKED BY
PAGE (2 r' OF
PANEL DESIGN See section A2 for description ,and design -criteria
Ga Max. Span No. of Spans Allow wind load (PSF) = 62Oo
2 ( ?() Ft. I Actual wind load (PSF) =
'GIRTS'(SIMPLE SPAN)
ENDWALL GIRT DESIGN AT. SIDE 3
SIMPLE SPAN (FT) SIZE ELEVATION TRIB WIDTH(FT) MOMENT(K-FT). _
1 .
19.(1i. .
6.5 67.
2 Zr 4.�4 •-171
� may
4,.4 r-
2. 2.
BE .058.
l0•6�, IL.�s IS,2s
}
3
911
°►
2s'
g�75
4.
�, ��i
?a.>Zj>
GIRT
AT*ELEV.
/ REQ'D.
ONLY FROM LINES
GIRTS
LESS THAN
15 TO
BE .058.
EUD)MA _l. GIRT DESIGN AT: SIDE 4 (If Req' d )
SIMPLE SPAN (FT) SIZE ELEVATION TRIB WIDTH(FT) MOMENT(K-Fi)
SIDE 2
SIDE 3 SIDC•.4
SIDE 1
NOTE For allowable moments see.page A3. Increase allowables by
1/3rd for wind..
2.2r, 7,71,
2,
2Y_
3.-
911
°►
4.
SIDE 2
SIDE 3 SIDC•.4
SIDE 1
NOTE For allowable moments see.page A3. Increase allowables by
1/3rd for wind..
9 -
• peco
Buildings
Division
CUSTOMER C0 1CO 1 0 Q C E
JOB NO.
TITLE N'Q
Esc 8z
ml-") -
V6 -C 5• ? .-
DESIGNED BY
DATE Z 19
CHECKED BY
PAGE OF
J;z
Z 7r
Y, Y -Z 0) L
A"
DbDy �ctm6
flm� TrOb L )0 1
2. t4 �
10 22b.
PL F
1A=-
32.2.
a,. 3 �,1-`A�ovc, �2o'�(Lti 4
L
DECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15hk 40MIN 41SEC
FRAM.E -NO. 19 BLDG. NO. 1, JOB 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE Fk*i.J21035A)
F�
PAGE 1
BUILDING CODE USED BUILDiNG ESD USE CATE(,ORY
1986. URC I - NORMAL BUILDING, 300 PEOPLE OR LESS,
NON-ESSENTIAL FACILITY E NOT A. LOW HAZARD BLDw.
ENTERED ROOF
DEAD L04D
(PSF)
2.3400
ENTERED
GROUND SNOW
LOAD (PSF)
.0000
DEAD WEILGHT
FOR RAFTER
(PSF)
.6500
GROU":D SNOW
IMPORTANCE
FACTOR
1.0000
ROOF LIVE LOAD
TRIBUTARY LOADED
AREA CHECK REQUESTED
YES
TG T AL DEAD
LGAG
(PSF)
2.9900
ADJUSTED
GRuUND SNOB,
LOAD (PSF)
.0000
MINIMUM ROOF
TRI6UTAP.Y AREA
(SG.. FT.)
1155.0U
ENTERED ROOF
COLLATERAL
LIAR (PSF)
1.0000
ROOF -GROUND
SNOW LOAD
FACTOR
1.0000
MINIMUM ROCF
LIVE LOAD
(PSF)
12.0000
ENTERED ROOF
LIVE LUAU
(PSF)
12.0000
UoNIFOkM ROOF
SNOW LOAD
(PSF)
.0000
ROOF LIVE
LOAD USED
(PSF)
12.0000
LEFT ROOF LEFT ROOF HORIZ. RIGHT ROOF RIGHT ROOF HORIZ.
SNOW LOAD DIMENSION SNOW LOAD DIMENSION
(PSF) (FEET) (PSF) (FEET)
.0000 22.0000 .6000 22.0000
FRAME
EAVE ROOF
ROOF BAY
ROOF BAY
SIUEWALL
SIDEWALL
WIDTH
HEIGHT SLOPE
SPACING
LOAD BAY
SPACING
LOAC
(FEET)
(FEET) (Iid/FT)
(FEET)
FACTOR
(FEET)
FACTOR
LEFT
22.0000
18.0000 1.00000
26.2500
.1.0000
ZE.2500
1.0000
RIGHT
22.0000
18.0000 1.00000
26.2500
1.0000
26.2500
1.0000
TOTAL
44.0000
--
FRAME
SPANS (LEFT
TO RIGHT, IN FEET)
1
44.00000
SHEET TO
STEEL LiNE
ACTUAL
ACTUAL
COLUMN
RAFTER GIRT
DEPTH PURL
IN DEPTH
LEFT
1.0000
8.5000
6.50CC
8.5000
P,IGHT
1.0000
8.5000
6.5000
8.5000
-------------------------------------------------------------------------------
THIS
FRAME WAS DESIGNED
ACCORDING
TO THE APPLICAELE
SECTIONS
E POkTIONS OF THE
1978
----------------------
A I S C ALL-DWA BLE
STRESS DESIGN
---------------------------------------------------------
(ASD) SPECIFICATIONS.
-
BUILDING CODE USED BUILDiNG ESD USE CATE(,ORY
1986. URC I - NORMAL BUILDING, 300 PEOPLE OR LESS,
NON-ESSENTIAL FACILITY E NOT A. LOW HAZARD BLDw.
ENTERED ROOF
DEAD L04D
(PSF)
2.3400
ENTERED
GROUND SNOW
LOAD (PSF)
.0000
DEAD WEILGHT
FOR RAFTER
(PSF)
.6500
GROU":D SNOW
IMPORTANCE
FACTOR
1.0000
ROOF LIVE LOAD
TRIBUTARY LOADED
AREA CHECK REQUESTED
YES
TG T AL DEAD
LGAG
(PSF)
2.9900
ADJUSTED
GRuUND SNOB,
LOAD (PSF)
.0000
MINIMUM ROOF
TRI6UTAP.Y AREA
(SG.. FT.)
1155.0U
ENTERED ROOF
COLLATERAL
LIAR (PSF)
1.0000
ROOF -GROUND
SNOW LOAD
FACTOR
1.0000
MINIMUM ROCF
LIVE LOAD
(PSF)
12.0000
ENTERED ROOF
LIVE LUAU
(PSF)
12.0000
UoNIFOkM ROOF
SNOW LOAD
(PSF)
.0000
ROOF LIVE
LOAD USED
(PSF)
12.0000
LEFT ROOF LEFT ROOF HORIZ. RIGHT ROOF RIGHT ROOF HORIZ.
SNOW LOAD DIMENSION SNOW LOAD DIMENSION
(PSF) (FEET) (PSF) (FEET)
.0000 22.0000 .6000 22.0000
�2
CECO FRAME DESIGN PROGRAM, 02/21/91 START TIME 15HR 40MIN 41SEC PAGE 2
FRAtME_NO. 1, BLDG. NC. 19 J06 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*I.J2i035g)
NOTE- THE ABOVE WIND ZONES ANG PRESSURES ARE ONLY FOR THE WINDWARD WALLS,
WHICH IS THE LEFT WALL FOR 'WIND FROM LEFT' TYPE OF WIND COEFFICIENTS
AND IT IS THE RICHT BALL FOR 'MIND FROM RIGHT' TYPE OF WIND COEFFICIENTS.
A WIND PRESSURE (OH TIMES GH) OF 20.4000 PSF WAS APPLIED TO ALL SURFACE:S
THAT ARE NOT wIND'WARD WALL SURFACES. A WIND PRESSURE (QH) OF 20.4000
PSF WAS APPLIED TO ALL SURFACES WHEN THE WIND COEFFICIENT TYPE WAS
'POSITIVE INTERNAL PRESSURE' OR 'NEGATIVE INTERNAL PRESSURE'.
WIND COEFFICIENTS - (THE POSITIVE DIRECTION, FOR A WIND COEFFICIENT, IS
INWARD TOWARDS THE OUTER SURFACE OF THE BUILDING.)
-------------------------------------------------------------------------------
WIND ARRAY NO.
BUILDING LOCATION
BUILDING
WIND FkOiM LEFT
WIND APPLICATION
CODE USED (INLAND OR COASTAL)
WIND EXPOSURE CATEGORY
,= LEFT WALL
1988 UEC
NOT APPLICABLE
C - OPEN TERRAIN
OF WIDTH
RIGHT WALL
BUILDING
WIND ELEVATIONS (IN FEET)
HORIZ.
TOTAL BUILDING
TOTAL BUILDING LT. COLUMN RT.
COLUgN ROOF HIGH
ROOF MEAN
WIDTH (FEET)
LENGTH (FEET) BASE
BASE POINT
POINT
44.0000
77.0000 .0000
.0000 19.8333
lb.9167
ENTERED WIND
WIND STAGNATION IMPORTANCE
ADJUSTED
NO. OF
VELOCITY (MPH)
PrESSJRE QS (PSF) FACTOK FOR
US 05 (PSF) WIND
ZONES
80.000c
17.0000 1.0000
17.0000
1
WIND ADJUSTED
COMBINED HEIGHT, WIND ZONE
WIND ZONE
WIND ZONE
ZONE PRESSUkE
EXPOSURE ANU PRESSURE LOWER
ELEVATION UPPER
ELEVATION
NO. OS (PSF)
GUST FACTOR CE (PSF)
(FEET)
(FEET)
1 17.000000
1.2000 20.400000
.0000
19.8333
NOTE- THE ABOVE WIND ZONES ANG PRESSURES ARE ONLY FOR THE WINDWARD WALLS,
WHICH IS THE LEFT WALL FOR 'WIND FROM LEFT' TYPE OF WIND COEFFICIENTS
AND IT IS THE RICHT BALL FOR 'MIND FROM RIGHT' TYPE OF WIND COEFFICIENTS.
A WIND PRESSURE (OH TIMES GH) OF 20.4000 PSF WAS APPLIED TO ALL SURFACE:S
THAT ARE NOT wIND'WARD WALL SURFACES. A WIND PRESSURE (QH) OF 20.4000
PSF WAS APPLIED TO ALL SURFACES WHEN THE WIND COEFFICIENT TYPE WAS
'POSITIVE INTERNAL PRESSURE' OR 'NEGATIVE INTERNAL PRESSURE'.
WIND COEFFICIENTS - (THE POSITIVE DIRECTION, FOR A WIND COEFFICIENT, IS
INWARD TOWARDS THE OUTER SURFACE OF THE BUILDING.)
-------------------------------------------------------------------------------
WIND ARRAY NO.
1 - 1988 UBC
,
WIND FkOiM LEFT
f�"P 1`1•'f 'fY-=�,�=.-i4
,= LEFT WALL
50.00
OF WIDTH
50.00 X
OF WIDTH
RIGHT WALL
HORIZ.
HORIZ.
VERT.
VERT.
HORIZ.
HORIL.
COEFFICIENTS =
---------------------•----------------------------------------------------------
.800
-.700
-.700
-.700
-.700
-.500
WIND ARRAY NO.
2 - 1988 UBC
,
WIND FROM LEFT
LEFT WALL
50.00 X
OF WIDTH
50.00 X
OF WIDTH
RIGHT WALL
HORIZ.
HORIZ.
VERT.
VERT.
HORIZ.
HORIZ.
COEFFICIENTS =
.800
-1.200
-1.200
-1.200
-1.200
-.500
-------------=-----------------------------------------------------------------
WIND ARRAY NO.
3 - 1988 USC
,
LONGITUDINAL
WIND
LEFT WALL
50.00 7
OF WIDTH
50.00 %
OF WIDTH
RIGHT WALL
HORIZ.
HORIZ.
VERT.
VERT.
HORIZ.
HORIZ.
COEFFICIENTS =
-.700
-.700
-.700
-.700
-.700
-.700
-------------------------------------------------------------------------------
WIND ARRAY NO. .4
- 1988 UBC
,
LONGITUDINAL
WIND
LEFT WALL
50.00 X
OF WIDTH
50.00 X
OF WIDTH
RIGHT WALL
H0RIZ.
H0RIZ.
VERT.
VERT.
HORIZ.
HORIZ.
COEFFICIENTS =
-.700
-1.200
-1.200-
-1.200
-1.200
-.7CO
CECO .FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 40MIN 41SEC PAGE 3
FRAME'NG. 19 BLDG. NO. 19 JCB 21035 a USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*I.J21035A)
---Y---------------------------------------------------------------------------
��'
CONCENTRATED LOADS (X
IS FROM SHEET LINE Ok INTERIOR COLUMN LINE)
LONGI-
HDRIZ. VERT.
TRANSVERSE
LOAD
TUDINAL
LOAD
LOAD
X Y
VERTICAL HORIZON.
MOMENT
LOCATION
SPAN
HORIZON.
TYPE
NO.
(FT.) (FT.)
(KIPS)
(KIPS)
(K -FT)
CODE
NO.
(KIPS)
CODE
1
.50 .01
-3.960
.UGO
-.830
LC
1
5.500
LW
2
.50 .01
-3.980
.000
-.830
RC
1
5.500
LW
3
.50 .01
-1.520
.000
-.317
LC
1
2.100
LEQ
4
, .50 .01
-1.520
.000
-.317
kC
1
2.100
LEQ
5
.94 16.38
.000
.650
.000
LC
i
.000
EQ
-------------------------------------------------------------------------------
'°'°'�'x
LOCATION CODES
FOR CGNCENTRATED
LOADS
LC -
LOAD IS LOCATED
ON THE LEFT
COLUMN
OF THE
SPAN NO.
PRINTED
RC -
LOAD IS LOCATED
ON THE RIGHT
COLUMN
OF THE
SPAN NO.
PRINTED
RL -
RAFTER OAD IS
LOCATED FRCM
THE LEFT
SIDE
OF THE SPAN
NO.
PRINTED
RR -
--------------7----------------------------------------------------------------
RAFTER LOAD IS
LOCATED FROM
THE RIGHT
SIDE
OF TnE SPAN
NO.
FRINTED
TYPE
DESCRIPTION
OF THE
CODE
CONCENTRATED
LOAD TYPE CODES
----
LW
------------------------------------
- LONGITUDINAL
WIND CONC. LOAD
LEQ
-- LONGITUDINAL
E4RTdeUAKE LOAD
EQ
---------------------
- EARTHQUAKE
OR SEISMIC CONC.
----------------------------------------------------------
LUA.D
LOAD
COMBINATION
1 Z
3
4
5
6
7
8
PROBABILITY
FACTOR
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.060
1/3 INCR.
IN ALLOT..
NO YES
YES
YES
YES
YES
YES
Y_S
FRAME
DEAD WGHT.
1.000 1.000
1.000
1.000
1.000
1.000
1.000
1.000
ROOF
DEAD LOAD
1.000 i.000
1.000
1.000
1.00G
1.000
1.000
1.000
ROOF
LIVE LOAD
1.000 .000
.000
.000
.000
.000
.000
.000
COLLATERAL
LOAD
1.000 .600
1.000
.GOO
.000
1.000
1.000
.030
UNIFORM
SNOW LD.
.000 .000
.000
.000
.000
.000
.000
.000
LT. ROOF
SNOW LD
.000 .000
.000
.000
.000
.000
.000
.ODO
RT. ROOF
SNOW LD
.000 .000
.000
.000
.000
.000
.000
.000
EARTHQUAKE
LOAD
.000 .000
.000
1.000
-1.000
i.000
-1.000
.000
WIND
ARRAY NO. 1
.000 .000
.000
.000
.000
.000
.000
1.000
WIND
ARRAY NO. 2
.000 .000
.000
.COG
.600
.000
.000
.000
WIND
ARRAY NO. 3
.000 .000
.000
.000
.000
.000
.000
.ODC
WIND
ARRAY NO. 4
.000 .000
.000
.000
.000
.000
.000
.030
CONCENTRATED
LOAD
NO. 1 LW
.000 .000
.000
.000
.000
.000
.000
.0.30
LOAD
NO. 2 LW
.000 .000
.000
.000
.000
.000
.000
.0D0
LOAD
NO. 3 LEQ
.000 1.000
1.000
.000
.000
.000
.GOC
.ODO
LOAD
NO. 4 LEO
.000 1.000
1.000
.000
.000
.000
.000
.0D0
LOAD
NO. 5 EQ
.000 .000
.000
1.000
-1.000
1.000
-1.000
.ODO
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070'T
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ST
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£T
ZT
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OT
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NOIIVNI9W00
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-------------------------------------------------------------------------------
(VS£'OTZt'•IM2lJ 3IIJ) £—Z 3NII '9019
7. 9NImOIIOJ 3H1 IV ()3Sn ' S£OTZ. 80f 'T 60N '9019 'T 'ON 3WVdJ
b aOVd 03ST4 NIW04 'JHST 3WI1 I'dVIS 16/7Z/Z0 WVd')ONd NOIS3'0 3WVdJ 093.0
E5
GECO FRAME DESIGN PROGRAM 02/21/91 START TIME .15HR 40MIN .41SEC PAGE 5;
FRAME NO. 15 BLDG. NO. it -JOB -21035 9 -USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE Fk*i.J21035A)
r r LEFT SIDE CHECK RATIOS MAX. ALLOWED CHECK RATIO 1.030
--- INFER FLANGE --- --- OUTER FLANGE -=- - - - - WEB PLATE -----
MAX. CK. COMB MAX. CK. COMP MAX. CK. COMB
SGMT RATIO PT. NO. SIDE RATIO PT. NO. SIDE RATIO PT. NO. SIDE
CS 1 .951 11 9 LT. .877 11 9 LT. .420 1 9 LT.
CS 2 1.002 9 9 LT. .940 11 9LT. .419 11 11 LT.
RS 1 1.018 1 9 LT. .99t 1 9 LT. .905 1 9 LT.
RS 2 .899 3 9 RT. .668 7 9 RT. .613 1 9 LT.
LEFT SIEGE HORIZ. PURLIN SPACINGS (IN FEET ), SPACED FROM THE LEFT SHEET LINE
3 AT 2.8 3 AT 4.2
LEFT SIDE PURLINS ARE LOCATED AT HORIZ. X = ( FEET FROM OUTSIDE SHEET LINE:)
.000 2.800 5.60C 8.400 12.6000 16.800 21.000
LEFT SIDE GIRTS ARE LOCATED AT VERTICAL Y = ( FEET FROM BASE OF COLUMN)
2.20?, 4.958 7.703 1.458 13.2080 15.208 18.000
--------------------- ---- INWER FLANGE ERACES --------------------------
$ -FLG. BRACED EY THE GIRTS,
-STD. FB UPJ 1 SIDE, -STL. FB'S ON 2 SIDES,
H -HVY. FB ON 1 SIDE, HH -HVY. FB'& ON 2 SIDES,
F -FE ON 1 SIDE FAILED, FF -FB'S ON 2 SIDES FAILED,
U -HAUNCH BRACE ON 1 SIDE, UU -HAUNCH BRACE ON 2 SIDES
CECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 40i'iIN 41SEC PAGE t
FRAriE 'N0. 1i BLCIG. NiO. 1, JOB 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*i.J21035A)
ANCHOR BOLTS AND EASE PLATE DESIGN; FOR THE LEFT SIDE EXTERIOR COLUMN
---------------------------------------------------------------------
---------------------------------------------------------------------
USE 4 - .750 IN. DIA. X %NCHOR BOLTS ON A GAGE OF 4.000 IN.
THE SPACING BETWEEN! SETS uF ANCHOR BOLTS IS 3.500 IN.
THE BASE PLATE SIZE IS 8.0000 IN. YiIDE X .3750 IN. THICK X 11.0000 IN. LONG
E'?
CECO FRAME DESIGN PROGRAM 02/21/91 START T IiM2 1546 40MI d 41SEC. PAGE
FR.AME'NO. li BLDG. NO. 19 J03 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*I.J21035A)
Y# LEFT KNEE CONNECTION DESIGN CONNECTION PL. DESIGN FY = 50.000 KSI
LOAD-
PROBA-
1/3
COLUMN
RAFTER
ING
COMB.
BILITY
INC'R.
FRAME
KNEE
FORCES
CONNECTION FORCES
NO.
NO.
FACTOR
ALLOW.
SIDE
MOMENT
VERT.
HURIZ.
MOMENT
VERT.
HURL.
(K -FT)
(KIPS)
(KIPS)
(K -FT)
(KIPS)
(KIPS)
1
1
1.000
NO
LEFT
-48.3
-9.234
-3.276
-44.3
8.577
-3.276
2
2
1.000
YES
LEFT
-9.1
-1.727
-.633
-8.3
1.604
-.633
3
3
1.000
YES
LEFT
-12.1
-2.304
-.838
-11.1
2.140
-.838
4
4
1.000
NO
LEFT
-3.9
-1.476
-.282
-2.9
1.353
-.922
5
5
1.000
NO
LEFT
-14.1
-1.978
-.943
-13.6
1.855
-.303
6
b
1.000
NO
LEFT
-6.9
-2.053
=.497
-5.7
1.689
-1.127
7
7
1.000
NO
LEFT
-17.2
-2.555
-1.146
-16.4
2.391
-.508
8
8
1.0000
YES
LEFT
89.3
9.143
2.4.30
84.6
-8.678
1.5.32
9
9
1.000
YES
LEFT
120.2
15.033
4.530
113.0
-14.149
3.77
10
10
1.000
YES
LEFT
32.6
6.520
5.163
31.8
-6.056
5.958
11
11
1.000
YES
LEFT
63.6
12.410
7.263
60.1
-11.527
8.1.'_3
12
12
1.000
YES
LEFT
86.2
8.565
2.225
81.9
-8.142
1.337
13
13
1.000
YES
LEFT
117.1
14.451
x+.325
110.2
-13.613
3.512
14
14
1.000
YES
LEFT
29.6
5.942
4.958
29.0
-5.519
5.713
15
15
1.000
YES
LEFT
60.6
11.833
7.056
57.3
-10.990
7.918
16
1
l.000
NO
RIGHT
-4b.3
-4.234
-3.276
-44.3
8.577
-3.276
17
2
1.000
YES
RIGHT
-9.1
-1.721
-.633
-8.3
1.604
-.633
13
3
1.000
YES
KIGHT
-12.1
-[.304
-.638
-11.1
2.140
-.835
19
4
1.000
No
RIGHT
-13.9
-1.976
-.922
-13.1
1.855
-.922
20
5
1.000
NO
RIGHT
-4.2
-1.476
-.303
-3.4
1.353
-.3A
21
6
1.000
ND
RIGHT
-16.9
-2.555
-1.121
-15.9
2.391
-1.1?7
22
7
1.000
NO
RIGHT
-7.2
-2.053
-.506
-b.2
1.889
-.5D8
23
8
1.000
YES
RIGHT
-19.6
3.657
.969
-21.9
-3.433
1.5=2
24
9
1.000
YES
RIGHT
11.1
9.7e8
3.p89,.
6.4
-8.904
3.727
25
10
1.000
YES
RIGHT
32.8
b.520
5.16.3
31.8
-6.056
5.9E8
26
11
1.000
YES
RIGHT
63.5
12.410
7.263
60.1
-11.527
8.'123
27
12
1.000
YES
RIGHT
-22.9
3.320
.784
-24.7
-2.897
1.357
28
13
1.000
YES
RIGHT
8.1
9.210
2.884
3.7
-8.3b8
3.522
29
14
1.000
YES
RIGHT
29.6
5.942
4.958
29.0
-5.519
5.713
30
15
1.000
YES
KIGHT
60.8
11.833
7.058
57.3
-10.990
7.918
GECO FRAME DESIGN PROGRAM 02/21/91 START TI ME 15HR 40MIN 41SEC PAGE t
FRAME'NO. 1, BLDG. NO. 19 JOB 21035 9 USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR *I.J21035A)
LEFT KNEE CONNECTION DESIGN *q CONNECTION PL. DESIGN FY = 50.000 KSI
---------------------------------------------------------------------------
---------------------------------------------------------------------------
USE
A. 6.0000 IN. WIDE X
.2500 IN.
THICK
CAP PLATE.
USE
2.7500
IN.
BY .2500
IN. -HORIZONTAL
STIFFENER
EACH SIDE OF THE KNEE WEE.
USE
.2500
IN,
THICK KNEE
WEB PLATE.
MIN.
FILLET YIELD
SIZES (ON
BOTH SIDES
OF THE
-KNEE WEB
PLATE) AT THE -
CAP PLATE
AND
THE BEARING
STIFFENER
IS
.1875
1N.9
COLUMN
OUTER
FLANGE
AND THE
JjINT PLATT=
IS
.lE75
Irv.
USE
6.0000
IN.
WIDE BY
.5000 IN.
THICK
COLUMN
CONNECTION PLATE
USE
6.0000
IN.
WIDE BY
.5000 IN.
THICK
RAFTER
CGNNECTIGN PLATE
6ITH
2 SETS
CF
.7500 IN.
DIA. A32S
BOLTS
AT THE
TCF
AND
4 SETS
OF
.7500 IN.
D.iA. A325
BOLTS
AT THE
"BOTTOM
.AND
0 SETS
OF
.7500 IN.
DIA. A325
SPACER
BOLTS
tEETWEEN TOP E BOTTOM SETS,
THE REQUIRED BOLT LENGTH! IS 2.2500 IN., WITH 1 FLAT WASHER(S) PER BOLT.
LEFT KNEE CONN. BOLT SPACINGS (IN.) AND THE NO. OF EOLTS IN EACH SET OF BCLTS-
------------------------------------------------------------------------------
------------------------------------------------------------------------------
NC. BOLTS 2 2 2 [ 2 2 0
------ ------ ------ ------ ------ ------ ------
SPACING 1.250 3.G00 8.814 3.000 3.000 3.000 1.375
SPACINGS ARE FROM THE OUTER END TU THE INNER END, OF THE RAF. CONNECTION PLAT=.
THE GAGE BETWEEN BOLTS (IN A SET GF BOLTS) IS 3.0000 IN..
THE LAST SPACE ON THE COLUMN CONNECTIUN PLATE' 'IS .500 IN: LONGEk.
RAFTER CONN. FL. LENGTH = 2.3.43012 IN. COLUMN; CONN. FL. LENGTH = 23.03912 IN.
THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.000 KSI.
LOAD-
PROBA-
E
CECO IRAME DESIGN PROGRAi
02/21/91 START TIME
15HR 40MIN 41SEC
PAGE V.
FRAME'N0. 1, BLDG. NO. 19
JOB 21035 , USED AT THE
FOLLOWING 2
INCREASE
BLDG. LINE 2-3 (FILE
FR*I.J21035A)
FORCES
N0.
=YY PEAK RAFTER CONNECTION
------------------------------------------------------------------------------
------------------------------------------------------------------------------
DESIGN *** AT 12.000
FT. FROM THE LEFT
SHEET LINE.
THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.000 KSI.
LOAD-
PROBA-
1/3
ING
COMB.
BILITY
INCREASE
FRAME
CONNECTION DESIGN
FORCES
N0.
NO.
FACTOR
IN ALLOW.
SIDE
MOMENT
SHEAR
AXIAL
(K -FT)
(KIPS)
(KIPS)
1
1
1.000
NO
LEFT
36.8
.077
-3.276
2
2
1.000
YES
LEFT
6.8
.014
-.633
3
3
1.000
YES
LEFT
9.1
.019
-1838
4
4
1.000
NO
LEFT
6.6
-.237
-.922
5
5
1.000
NO
LEFT
7.2
.256
-.303
6
6
1.000
N0
LEFT
8.9
-.232
-1.127
7
7
1.000
NO
LEFT
9.5
.270
-.508
8
8
1.000
YES
LEFT
-27.3
-2.677
2.224
9
9
1.000
YES
LEFT
-50.9
-2.726
4.811
10
10
1.000
YES
LEFT
-19.7
-.054.
6.621
11
ill
1.0OC
YES
LEFT
-43.2
-.103
9.207
12
12
1.000
YES
LEFT
-25.0
-2.672
2.020
13
13
1.000
YES
LEFT
-48.6
-2.721
4.606
14
14
1.000
YES
LEFT
-17.4
- . C 5 0
6.416
15
15
1.000
YES
LEFT
-40.9
-.099
9.003
16
1
1.000
NO
RI G H T
36. 8
.077
-3 .276
17
2
1.000
YES
RIGHT
6.8
.014
-.633
18
3
1.000
YES
Q GHT
9.1
.019
-.838
19
4
1.000
NO
A GHT
6.6
.266
-.922
20
5
1.000
NO
RIGHT
7.2
-.237
-.303
21
6
1.000
NO
RIGHT
8.9
.270
-1.127
22
7
1.000
NO
RIGHT
9.5
-.232
-.508
23
8
1.000
YES
RIGHT
-27.6
2.566
2.224
24
9
1.000
YES
RIGHT
-51.2
2.519
4.811
25
10
1.000
YES
RIGHT
-19.7
-.054
6.621
26
11
1.000
YES
RIGHT
-43.2
-.103
9.207
27
12
1.000.
YES
RIGHT
-25.3
2.573
2.020
28
13
1.000
YES
RIGHT
-48.9
2.524
4.606
29
14
1.000
YES
RIGHT
-17.4
-.050
6.416
30
15
1.000
YES
RIGHT
-40.9
-.099
9.003
Edo
CECO FRAME'DESIGN PROGRAM 02/21/91 START TIME 15HR 40MIN.41SEC PAGE 1C
FRAME*NO. 1, BLDG. NG. 1, JOB 21035 , USED AT THE FOLLOWING 2.
BLDG. LINE 2-3 (FILE FR,-i.JZ1035A)
PEAK RAFTER CONNECTION DESIGN: ;,, AT 22.000 FT, FROM THE LEFT SHEET LINE
USE
6.0000
IN.
b?IDE BY
. 37 50
IN.
THICK
LEFT
CONNECTION
PLATE
USE
6.0000
IN.
WIDE BY
.3750
IN.
THICK
RIGHT
CONNECTION
PLATE
WITH
2 SETS
GF
.7500
Ind.
DIA.
A325
BOLTS
AT THE
TOP
AND
2 SETS
GF
.7500
IN.
DIA.
A325
BOLTS*AT
'THE
601TOM
AND
1 SETS
OF
.7500
IN.
DIA.
A325
SPACER
BOLTS
(BETWEEN
TOP E BOTTOM SETS1
THE
REQUIRED
BOLT
LENGTH
iS
2.0000
IN.,
WITH
i FLAT
WASHER(S)
PER BOLT.
CONNECTION
------------------------------------------------------------------------
BOLT
SPt.CINGS
(IN.) AND
THE
NO.
OF BOLTS
IN EACH
SET OF BOLTS —
NO. BOLTS 2 2 2 2 2 0
SPACING 1.250 3.00G 3.000 ll.b89 3.000 1.250
SPACINGS ARE FROM THE OUTER END TO THE INNEP END, CF THE CO'ivNECTION PLATE.
THE GAGE BETWEEN' B^LTS (IN A SET OF BOLTS) IS 35.0000.1N..
CONNECTION PL. LENGTH = 23.16869 IN..
CECG +R.AME DESIGN PROGRAM 02/21/91 START TINE. 15HK 40MIN 41SEC
FRAME* NO. 1, BLDG. NO. 19 J06 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*I.J21035A)
FRAME REACTIONS NO. OF SPANS = 1
FRAME WIDTH = 44.0000 FT.
HORIZ. DISTANCE TO PEAK = 22.0000 FT.
LEFT SLOPE n 1.0000 IN/FT
LEFT EAVE HT.=. 18.0000 FT.
Y
E kj
PAGE 1:
RIGHT SLOPE = 1.0000 IN/FT.
RIGHT SAVE HT.= 18.0000 FT.
'f Y 'r •r 'I` 'f 'r T Y q' )f 'f 'r )I' 'I' 1` %r q` •i '1`
.y q` )•` r 1` 'dl` T Y ' ` q` 'f Y 'f M T q` q` q` q` '/'
J.
'r =r
r ,
Y q
x• - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - ----
VT RT
FRAME SPANS (FEET) -
S 1= 44.0000
ThIS FRAME IS USED AT THE FOLLOWING FRAME LINES -
2-3
-------------------------------------------------------------------------------
GENERAL REICTION NOTES -
1. VERTICAL COLUMN REACTIONS (V) ARE POSITIVE IN THE UPWARD DIRECTION.
2. TRANSVERSE HORIZONTAL COLUMN REACTIONS (H) ARE POSITIVE TO THE RIGHT ON ALL
COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE TO THE LEF-.
3. LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR TO THE TRANSVERSE
HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INWARD TO THE PAGE.
4. FIXED BASE MOMENTS (M) ARE POSITIVE IN THE COUNTER -CLOCKWISE DIRECTION ON
ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE IN THE
CLOCKWISE DIRECTION.
5. REACTIONS FOR A PARTICULAR LOAD COMBINATION MAY BE OBTAINED BY SUMMING-UP
INDIVIDUAL LOAD REACTIONS THAT HAVE BEEN MULTIPLIED BY THEIR LOAD FACTORS
AND THEN MULTIPLIED BY THE LOAD.COMBINATION'S PROBABILITY FACTOR.
6. FORCES ON THE FOUNDATIONS WILL ACT IN THE OPPOSITE DIRECTION TO THE
DIRECTION OF THE COLUMN REACTIONS.
DECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 40i`iIN 4lSEC
FRAME 'NO. 11 BLDG. NO. 11 JOS 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FF:*I.J21035A)
wiz
PAGE It
REACTIONS FOR COMBINED INDIVIDUAL LOADS V. = VERTICAL (KIPS)
_______________________ H. = TRANSVERSE HORIZONTAL (KIPS)
LEFT
COL.
V.
LEFT
COL.
H.
LEFT
COL.
L.
RIGHT
COL.
V.
RIGHT
COL.
H.
RIGHT
COL.
L.
LEFT
COL.
V.
LEFT
COL.
H.
.LEFT
COL.
L.
RIGHT
COL.
V.
RIGHT
COL.
H.
RIGHT
COL.
L.
L. =
LONGITUDINAL HORIZONTAL
(KIPS)
MI.=
FIXED
BASE MOPIENT
(KIP=FT)
FRAME
ROCIF
ROOF
COLL-
EARTH-
WIND
VIND
WIND
DEAD
DEAD
LIVE
ATEkAL
QUAKE
ARRAY
AkRAY
ARRAY
EIGHT
LOAD
LOAD
LOAD
LOAD
NO. 1
NO. 2
NU. 3
F0 -W
-------
RDL
-------
RLL
-------
COL
-----=-
E0
-------
v,L
-------
WL
-------
L1.1
-------
.38
1.35
6.43
.52
-.25
-10.87
-16.76
-12.23
.13
.tib
2.46
.20
-.3'
-9.37
-11.97
.20
.00
.00
.00
.00
.00
.CG
.00
5.50
.38
1.35
6.(;3
.58
.25
-5.62
-11.5i
-12.23
.13
.48
2.4t
.20
.31
2.66
.56
.20
.GO
.00
.0U
.00
.00
.00
.00
5.50
s;IND
CONC.
CONC.
ARRAY
LOAD
LOAD
NO . 4
NL . 3
NU. 4
Lir!
LED
LEC
-18.12
-1.53
.01
-1.90
.01
.01
5.50
2.10
.00
-18.12
.01
-1.53
-1.90
.01
.01
5.50
.00
2.10
CECO -FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 40MIN 41SEC PAGE 1
FRAME'NO. 19 BLDG. NO. 19 J06 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FR*I.J21035A)
REACTIONS FOR
LOAD COMBINATIONS
V. = VERTICAL (KIPS)
H. = TRANSVERSE
HORIZONTAL (KIPS)
L. = LONGITUDINAL
HORIZONTAL (KIPS)
M. = FIXED
BASE
MOMENT
(KIP -FT)
LOAD COMB.
NO.
1
2
3
4
5
6
7
6
LEFT
COL.
V.
-------
9.23
-------
.21
-------
.76
-------
1.48
-------
1.96
-------
2.05
-------- ------
2.50
-9.IL;
LEFT
COL.
H.
3.26
.63
.84
.28
.94
.49
1.15
-9.2r-
9.2=LEFT
LEFT
COL.
L.
.00
2.10
2.10
.00
.00
.00
.00
.OG
RIGHT
COL.
V .
9.23
.21
.76
1.98
1.48
2.56
2.05
-3.9L
RIGHT
COL.
H.
3.28
.63
.84
.92
.30
1.1.3
.51
3.2c
RIGHT
COL.
L.
.00
2.10
2.10
.00
.00
.00
.00
.0L
LOAD COMB.
NO.
5
10
11
12
13
14
15
LEFT
COL.
V.
-15.03
-10.50
-1b.39
-8.57
-14.46
-9.92
-15.81
LEFT
COL.
H.
-11.355
.8i
-1.29
-9.05
-11.15
1.01
-1.09
LEFT
COL.
L.
.00
.5.50
5.50
.00
.00
5.50
5.50
RIGHT
COL.
V.
-9.79
-10.50
-16.37
-3.32
-9.21
-9.9
-15.61
RIGHT
COL.
H.
1.18
.81
-1.29
3.48
1.38
1.01
-1.09
RIGHT
COL.
L.
.00
5.50
5.5C
.00
.00
5.50
5.50
CECO -FRAME: DESIGN! PROGP,AM- 02/21/41 START TIME 15HR 40NSIN 41SEC PAGE 1C
FRAME'NO. 1, BLDG. NO. 1, JOB 21035 , USED AT THE FOLLOWING 2
BLDG. LINE 2-3 (FILE FRS-i.J21035A)
FRAME LOAD COMBINATIONS MEANS A 1/3 INCREASE IN ALLOWABLE
LOAD PROF— _______________________ STRESSES 1S PERMITTED IN THIS COMB.
COMB. ABILITY
NO. FACTOR ----- INDIVIDUAL LOADS AND INDIVIDUAL LOAD FACTORS ---------------
1 1.0000 (FDW +RDL +RLL +CGL)
2" 1.0000 (FDW +RDL +LEO)
3* 1.0000 (FDW +RDL +COL +LEC;)
4* 1.0000 (FDW +RDL +Eo )
5* 1.0000 (FDW +RDL —EU)
61, 1.0000 ( F DW +RDL +CDL +E0 )
7 1.0000 (FDt•) +RDL +CUL —t0)
8Y 1.0000 (FDI.,; +RDL +WL1)
9* 1.0000 (FDvi +RDL +wL2)
10m 1.0000 (FD',,; +RDL +'NL3 )
11"- 1.0000 (FC' +RDL +WL4)
12-e 1.0000 (FDW +RDL +CSL +INL1)
13 1.0000-(F00 +RDL *Cu^L +,wL2)
141- 1.0000 (FDW +RDL +CCL +:L3).
15* 1.0000 (FDW +RDL +COL +WL4)
ABBREVIATED NAMES .FOR FRAME LOADS
-
--------------------------------
RUL - k00F DEAD LOAD
USL - U JIF.ORM SNOW LOAD
RSL — RIGHT ROOF SNOB; LOAD
RGL — RIGHT BULK LOAD
EO — EARTHQUAKE LOAD
TL — THERMAL LOAD
ADL — AUXILIARY DEAD LOAD
MDL — MEZZANINE DEAD LOAD
SP — SPECIAL LOAD
FDr
- FRAME DEAD WEIGHT
COL
- COLLATERAL L04D
RLL
- ROOF LIVc LOAD
L S L
- LEFT ROOF SNDW L'U'AU
LEL
- LEFT PULK LOAD
WL1 THRU
r;L20
- i;IP;D LOAD hJL'. 1 THRU 20
LEC,
- LONGITUDINAL EARTHOUA.KE
LOAD
CLZ THRU
CL100
- CONCENTRATED LOAD NO. 1
THRU 100
ADW
- AUXILIARY DEAD WEIGHT
AL1 THRU
AL9
- AUXILIARY LIVE LOADING
1 THRU 9
MOW
- MEZZANINE DEAD WEIGHT
ML
- MEZZANIN;E LIVE LOAD
DI1 THRU
DI30
- DISTRIBUTED LCG.D NG. 1
THRU 30
RUL - k00F DEAD LOAD
USL - U JIF.ORM SNOW LOAD
RSL — RIGHT ROOF SNOB; LOAD
RGL — RIGHT BULK LOAD
EO — EARTHQUAKE LOAD
TL — THERMAL LOAD
ADL — AUXILIARY DEAD LOAD
MDL — MEZZANINE DEAD LOAD
SP — SPECIAL LOAD
F 1S
CECO •FRAME DESIGN PROGRAM U2/21/91 START TIME 15HR 37MIN 14SEC PAGE _
FRAME'N0. 2. BLDG. NO. 1s JOB 21035 9 USED AT THE FOLLOWING
BLDG. LINF� 4 (FILE FR*i.J21035B)
BUILDING CODE USED BUILDING END USE CATEGOKY
------------------------- ----------------------------------------------------
1988 UBC I - NOR.NAL BUILDINlGs 300 PEOPLE OR LESS,
NUN -ESSENTIAL FACILITY E NOT A LOiA HAZARD BLD3.
ENTERED ROOF
DEAD LOAD
(PSF)
2.3400
ENTERED
GROUND SNOW
LOAD (PSF)
.0000
DEAD WEIGHT
FOR RAFTER
(PSF)
.8G00
GROUND SNOB:
IMPORTANCE
FACTOR
1.0000
TOT4L EAG
LOA;;
(PSF)
3.2300
ADJUSTED
GROUND SNOY,
LuAD (PSF)
.0000
ENTERED ROOF
CuLLATEnAL
LOAD (PSF)
1.0000
ROOF -GROUND
SNOW LOAD
FACTOR
1.0000
ENTERED ROOF
LIVE LOAD
(PSF)
12.0000
UNIFORPI ROOF
SNOW LOAD
(PSF)
.0000
ROOF LIVE
FRAME
EAVE ROOF
ROOF BAY
ROOF BAY
SIDEWALL
SIDEWALL
AREA
WIDTH
HEIGHT SLOPE
SPACING
LOAD BAY
SPACING
LOAD
(PSF)
(FEET)
(FEET) (IN/FT)
(FEET)
FACTOR
(FEET)
FACTOP
LEFT
22.0000
18.0000 1.00000
15.5000
1.0000
15.5000
1.0000
RIGHT
22.0000
1840000 1.00000
15.5000
1.0000
15.5000
1.0000
TOTAL
44.0000
(PSF)
(FEET)
.0000
FRAME
SPANS (LEFT
TO RIGHT, IN FEET)
22.0000
1
,
44.00000
SHEET TO
STEEL LINE
ACTUAL
ACTUAL
COLUMN
RAFT;h GIRT
DEPTH PURL
IN DEPTH
( INS. )
( IN. )
( IN. )
( IN. )
LEFT
1.0000
8.5000
6.5000
8.5000
RIGHT.
1.0000
2.5000
8.5000
8.5000
--------------------------------------------------------------------------------
THIS
FRAME WAS DESIGNED
ACCORDING
TO THE APPLICABLE
SECTIONS
E PORTIONvS
OF TH.=
1978
-------------------------------------------------------------------------------
AI'SC ALLOWABLE
STRESS DESIGN
(ASU) SPECIFICATIONS.
BUILDING CODE USED BUILDING END USE CATEGOKY
------------------------- ----------------------------------------------------
1988 UBC I - NOR.NAL BUILDINlGs 300 PEOPLE OR LESS,
NUN -ESSENTIAL FACILITY E NOT A LOiA HAZARD BLD3.
ENTERED ROOF
DEAD LOAD
(PSF)
2.3400
ENTERED
GROUND SNOW
LOAD (PSF)
.0000
DEAD WEIGHT
FOR RAFTER
(PSF)
.8G00
GROUND SNOB:
IMPORTANCE
FACTOR
1.0000
TOT4L EAG
LOA;;
(PSF)
3.2300
ADJUSTED
GROUND SNOY,
LuAD (PSF)
.0000
ENTERED ROOF
CuLLATEnAL
LOAD (PSF)
1.0000
ROOF -GROUND
SNOW LOAD
FACTOR
1.0000
ENTERED ROOF
LIVE LOAD
(PSF)
12.0000
UNIFORPI ROOF
SNOW LOAD
(PSF)
.0000
ROOF LIVE
LOAD
MINIMUM ROOF MINIMUM ROOF
ROOF LIVE
TRIBUTARY
LOADED
TRIBUTARY
AREA
LIVE LOAD
LOAD USED
AREA CHECK REQUESTED
(SCS. FT.)
(PSF)
(PSF)
YES
6b2.00
12.0000
12.0000
LEFT ROOF
LEFT ROOF
HORIZ.
RIGHT ROOF
RIGHT ROOF
HORIZ.
SNOW LOAD
DIMENSION
SNOW LOAD
DIiMENSION
(PSF)
(FEET)
(PSF)
(FEET)
.0000
22.0000
.0000
22.0000
NOTE- THE ABOVE WIND ZONES AND PRESSURES ARE ONLY FOR THE WINDWARD WALLS,
WHICH IS THE LEFT WALL FOR !WIND FRUM LEFT' TYPE OF WIND COEFFICIENT`;
AND IT IS THE RIGHT WALL FOk 'k'IND FROM RIGHT' TYPE OF WIND COEFFICIENTS.
4 WIND PRESSURE (OH TIMLS GH) OF 20.4000 PSF WAS APPLIED TO ALL SURFACES
THAT ARE NOT WINDWARD WALL SURFACES. A WIND PRESSURE (LH) OF 20.4000
PSF WAS APPLIED TO ALL SURFACES WHEN THE WIND COEFFICIENT TYPE WAS
'POSITIVE INTERNAL PRESSURE' GR 'NEGATIVE INTERlkl PRESSUkE'.
WIND COEFFICIENITS - (THE POSITIVE DIRECTION, FOR A WIND COEFFICIENT, IS
***11* 1"*"f'Ji"f*;P****'1 INWARD TOWARDS THE CUTER SURFACE OF THE BUILDING. )
- - - - - - - - - - - - - -
WIND ARRAY NO.
- - - -
1
- - - - - - - - - - - -
- 1988 U'JC
- - - - - - - -
,
DECO .FRAME DESIGN
PROGRAM 02/21/51 START TI("E 15HR
37MIN 14SEC
PAGE Z
FP..AME'NO. 2, BLDG.
NO. 1, JOB 21035 , USED AT THE FOLLOWING
�
50.00 %
BLDG. LI(NE14 4
(FILE FR=�I.J21035E)
OF
WIDTH
RIGHT WALL
BUILDING LOCATION
BUILDING
HORIZ.
WIND APPLICATION
CODE USED (INLAND OR COASTAL)
WIND EXPOSURE CATEGOkY
1988 UBC
NOT APPLICABLE
C - OPEN TERRAIN
=
.800
BUILDING WIND
ELEVATIONS (IN FEET)
-.700
TOTAL BUILDING
TOTAL BUILDING LT. COLUMN 'RT. COLUMN
ROOF HIGH
ROOF MEAN
WIDTH (FEET)
LENGTH (FEET) BASE BASE
POINT
P01NT
44.0000
77.0000 .0000 .0000
19.8333
1b.91b7
ENTERED WIND
WIND STAGNATION IMPORTANCE
ADJUSTED
NO. OF
VELOCITY (MPH)
PRESSURE CSS (PSF) FACTOR FOk CJS
GAS (PSF) WIND
ZONES
80.0000
17.0000 1.0000
17.0000
1
WIND ADJUSTED
COMBINED HEIGHT, MIND ZONE
WIND ZONE
WINb ZONE
ZONE PRESSURE
EXPOSURE AND FRESSUkE LOWEk
ELEVATION UFPcR
ELEVATIGN
NO. CJS (PSF)
GUST FACTOR CE (FSF)
(FEET)
(FEE-)
1 17.0OOOOC
1.2000 20.400000
.0000
19.83:;3
NOTE- THE ABOVE WIND ZONES AND PRESSURES ARE ONLY FOR THE WINDWARD WALLS,
WHICH IS THE LEFT WALL FOR !WIND FRUM LEFT' TYPE OF WIND COEFFICIENT`;
AND IT IS THE RIGHT WALL FOk 'k'IND FROM RIGHT' TYPE OF WIND COEFFICIENTS.
4 WIND PRESSURE (OH TIMLS GH) OF 20.4000 PSF WAS APPLIED TO ALL SURFACES
THAT ARE NOT WINDWARD WALL SURFACES. A WIND PRESSURE (LH) OF 20.4000
PSF WAS APPLIED TO ALL SURFACES WHEN THE WIND COEFFICIENT TYPE WAS
'POSITIVE INTERNAL PRESSURE' GR 'NEGATIVE INTERlkl PRESSUkE'.
WIND COEFFICIENITS - (THE POSITIVE DIRECTION, FOR A WIND COEFFICIENT, IS
***11* 1"*"f'Ji"f*;P****'1 INWARD TOWARDS THE CUTER SURFACE OF THE BUILDING. )
- - - - - - - - - - - - - -
WIND ARRAY NO.
- - - -
1
- - - - - - - - - - - -
- 1988 U'JC
- - - - - - - -
,
- - - - - - - - - - - - - - - - - - - - -
WIND FROM LEFT
- -
- - - - - - -
- - - - - - - - - - -
LEFT BALL
50.00 %
OF WIDTH
50.00 X
OF
WIDTH
RIGHT WALL
HORIZ.
HURIZ.
VERT.
VERT.
HORIZ.
HORI_'.
COEFFICIENTS
=
.800
-.700
-.700
-.700
-.700
-.500
-------------------------------------------------------------------------------
WIND ARRAY NO.
2
- 1988 UPC
,
WIND FROM LEFT
LEFT WALL
50.00 X
OF WIDTH
50.00-7
OF
WIDTH
RIGHT WALL
HORIZ.
HORIZ.
VERT.
VERT.
HORIZ.
HURI%.
COEFFICIENTS
=
.800
-1.200
-1.200
-1.200
-1.200
-.500
--------------------------------------------------------------------------------
WIND ARRAY NO.
3
- 1988 UBC
,
LONGITUDINAL
WIND
LEFT WALL
50.00 %
OF WIDTH
50.00 %
OF
WIDTH
RIGHT WA_L
HORIZ.
HORIZ.
VERT.
VERT.
HORIZ.
HORI'�.
COEFFICIENTS
=
-.700
-.700
-.700
-.700
-.700
-.700
-------------------------------------------------------------------------------
WIND ARRAY NO.
4
- 1988 UBC
,
LONGITUDINAL
WIND
LEFT WALL
50.00 .7
OF WIDTH
50.00 %
OF
WIDTH
RIGHT WA -L
HORIZ.
H0PIZ.
VERT.
VERT.
HORIZ.
HORIZ.
COEFFICIENTS
=
-.700
-1.200
-1.200
-1.200
-1.200
-.7J0
SO
QECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15Hk 37MIN 14SEC PAGE 3
FRAME'NO. 21 BLDG. NO. 19 J06 21035 a USED AT THE FOLLOWING
BLDG. LINEI�4 (FILE Fk 1.J21035E)
------------------------------------------------------------------------------
=� �Y
CONCENTRATED LOADS vv**
( X IS FROM
SHEET LINE OR INTERIOR
COLUMN LINE)
THE
SPAN NO. PRINTED
RC
- LOAD IS
LOCATED ON THE
RIGHT
COLUMN OF
LCNGI-
SPAN NO. PRINTED
RL
HORIZ.
VERT.
FROM
TRANSVERSE
SIDE
LOAD
TUDINAL
LOAD
LOAD
X
Y
VERTICAL
HORIZON.
MOMENT
LOCATION SPAN
HORIZON.
TYPE
NO.
(FT.1
(FT.)
(KIPS)
(KIPS)
(K -FT)
CODE NO.
(KIPS)
COLE
5
.93
16.26
.000
.640
.000
LC 1
.000
EQ
-----------------------------------------------------------------------------_-
***
LOCATION
CODES
FOR CONCENTRATED
LOADS ;-***
1.000
.000
.000
LC
- LOAD IS
LOCATED ON THE
LEFT
COLUMN OF
THE
SPAN NO. PRINTED
RC
- LOAD IS
LOCATED ON THE
RIGHT
COLUMN OF
THE
SPAN NO. PRINTED
RL
- RAFTER
LOAD I5 LOCATED
FROM
THE LEFT
SIDE
OF THE SPAN NO. PRINTED
RR
-----------
- RAFTER
=-------------------------------------------------------------------
LOAD IS LOCATED
FROM
THE RIGHT
SIDE
OF THE SPAN NO. PRINTER
TYPE DESCRIPTION OF THE
CODE CONCENTRATED LOAD TYPE CODES
---- ------------------------------------
---- ------------------------------------
EO - EARTHOUAK.E OR SEISMIC CONC. LOAD
------------------------------------------------------=------------------------
LOAD COMBINATION
1
C
3
4
5
6
7
5
PROBABILITY FACTOR
1.000
1.000
1.000
i.000
1.000
1.000
1.000
1.000
1/3 INCR. IN ALLOW.
NO
YES
YES
YES
YES
YES
YES
YES
FRAME DEAD WGHT.
1.000
1.000
1.000
1.000
1.006
1.000
1.000
1.0G0
ROOF DEAD LOAD
1.000
1.000
i.000
1.000
1.000
1.000
1.000
1.000
ROOF LIVE LOAD
1.000
.000
.000
.000
.000
.000
.000
.OLO
COLLATERAL LOAD
1.000
.000
.000
1.000
1.000
.000
.000
.0(:O
UNIFORM SNOB! LD.
.000
.000
.000
.000
.000
.000
.000
.0(:0
LT. ROOF SNOW LD
.000
.000
.000
.000
.000
.000
.000
.0uo
RT. ROOF SNOW LD
.000
.000
.000
.000
.000
.00O
.000
.00O
EARTHQUAKE LOAD
.000
i.000
-1.000
1.000
-1.000
.000
.000
.ouo
WIND ARRAY NO. 1
.000
.000
.000
.000
.000
1.000
.000
.00O
WIND ARRAY NO. 2
.000
.000
.000
.000
.000
.000
1.000
.040
WIND ARRAY NO. 3
.0001
.000
.000
.000
.000
.000
.000
1.000
WIND ARRAY NO. 4
.000
.000
.000
.000
.000
.000
.000
.000
CONCENTRATED
LOAD NO. 5 EQ
.000
1.000
-1.000
1.000
-1.000
.000
.000
.000
CECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 37MIN 14SEC . PAGE 4
FRAME30. 29 BLDG. NO. 1, JO3 21035 , USED AT THE FOLLOWING �
BLDG. LINEI�4 (FILE FR *I. J210350
----------------------------------------------------------------------------
LOAD COMBINATION
9
lu
li
12
13
PROBABILITY FACTOR
!.GOO
1.000
1.000
1.000
1.000
1/3 INCR. IN ALLOW.
YES
YES
YES
YES
YES
FRAME DEAD t,GHT.
1.G00
1.000
1.000
1.000
1.000
ROOF DEAD LOAD
1.000
1.00G
1.600
1.000
1.000
ROOF LIVE LOAD
.000
.000
.000
.000
.000
COLLATERAL LOAD
.000
1.000
1.000
1.000
1.000
UNIFORM SNOW LD.
.GOC
.600
.000
.000
.000
LT. ROOF SNOW LD
.000
.000
.000
.000
.000
RT. ROOF SNOW LD
.000
.000
0000
.000
.000
EARTHQUAKE LOAD
.000
:000
.000
.000
.000
4IND ARRAY NO. 1
.000
i.000
.000
.000
.000
WIND ARRAY N0. 2
.000
.000
1.000
.000
.000
WIND ARRAY NO. 3
.GOO
.000
.000
1.000
.000
V;IND ARRAY NO. 4
1.000
.000
.000
.000
1.000
CONCENTRATED
PLATES
7
LT.
RS
2
LOAD NO. 5 EQ
.000
.000
.000
.000
.000
-------------------------------------------------------------------------------
COLUMN WEE
HTS.
R4FTEk
nEB NTS.
7
PLATE PLATE
BASE
KNEE
KNEE
PEAK
YIELD TENSILE
(IN.)
(IN.)
(IN.)
(Iii.)
STRESS
STRESS
LEFT 10.0000 20.0000
14.0000
14.0000
(KS1) (KSI)
RIGHT 10.0000 20.0000
14.0000
14.0000
50.0000
65.OGOu
**,*** LEFT SIDE PLATE SIZES AND FEB DIMENSIONS'?***:'
*** TWO .5625 INCH DIA. HOLES MAY BE PLACED IN ANY FLANGE OF THIS FRAME ***
#fir#Y
LEFT
'INNER
FLG.
GUTEk
FLG.
WEB
WEE. PL.
STARTING
ENDING
..TAPER
SGMT
THICK
WIDTH
THICK
WIDTH
THICK
LENGTH
WEB HT.
WEB HT.
ANGLE
-----
WEB
(IN.)
(IN.)
(IN.)
(IN.)
(1N.)
(FT.)
(IN.)
(IN.)
(DEG..)
CS
1
.1875 X
5.00
.1875
X 5.00
.1340
10.0000
10.0000
16.1484
2.9331
CS
2
.1875 X
5.00
.1877
X 5.00
.1340
7.4350
16.1484
20.0000
2.9331
.817
11
KNEE
CONNECTION
PLATES
11
7
LT.
.254
1
7
RS
1
.2500 X
5.00
.2500
X 5.00
.1340
8.0000
14.0000
14.0000
.0000
RS
2
.1875 X
5.00
.1875
X 5.00
.134G
12.4174
14.0000
14.0000
.0000
1
7
PEAK
CONNECTION
PLATES
7
LT.
RS
2
1.015
3
*** TWO .5625 INCH DIA. HOLES MAY BE PLACED IN ANY FLANGE OF THIS FRAME ***
#fir#Y
LEFT
SIDE
CHECK
RATIOS
,•,•Y,-
MAX.
ALLOWED
CHECK
RATIO =
1.030
--- INNER
FLANGE
---
--- OUTER.
FLANGE
---
-----
WEB
PLATE
-----
MAX.
CK.
COMB
MAX.
CK.
CGMB
MAX.
CK.
COMB
SGMT
RATLO
PT.
NO.
SIDE
RATIO
PT.
NO.
SIDE
RATIO
PT.
-NO.
SIDE
CS
1
.817
11
7
LT.
.762
11
7
LT.
.254
1
7
LT.
CS
2
.854
8
7
LT.
.810
11
7
LT.
.265
11
9
LT.
RS
1
.988
. 1
1
RT.
..944
1
7
LT.
.408
1
7
LT.
RS
2
1.015
3
7
RT.
.570
7
7
RT.
.277
1
7
LT.
DECO FP.AME DESIGN PROGRAM 02/21/91 START TIME 15Hk 37f• IN 14SEC PAGE 5
FRAME WO. 2, BLDG. NO. 19 JOB 21035 , USED AT THE FOLLOWING
BLDG. LINES 4 (FILE FR*I.JZ1035B)
LEFT SIDE HORIZ. PUP,LIN SPACINGS (IN FEET ), SPACED FROM THE LEFT SHEET LINE
3 AT 2.8 3 AT 4.2
LEFT SIDE PURLINS ARE LOCATED AT HORIZ. X = ( FEET FROM OUTSIDE ShEET LINE)
.000 2.800 5.600 8.400 12.600* 16.800 21.000,:
LEFT SIDE GIRTS ARE LOCATED AT VERTICAL Y ( FEET FROM BASE OF COLUMN)
2.208 4.958 7.708 10.458' 13.268 15.208 18.000
INNER FLANGE BRACES
s
—FLG.
BRACED
BY THE GIRTS,
*
—STD.
FB ON 1
SIDE,
—STC. WS LN 2
SIDES,
H
—HVY.
F8 ON 1
SIDE,
HH
—HVI. FB'S ON 2
SIDES,
F
—FE ON
I SIDE
FAILED,
FF
—FB'S ON 2 SIDES
FAILED•
U
—HAUNCH
BRACE
ON I SIDE,
UU
—HAUNCH BRACE Ok
2 SIDES
2c�
,CECO•FRAME DESIGN PkOGRAII 02/21/91 STckT TIME 15Hk 37iiIN 14SEC PAGE t
FRAC^c 1,10. 29 BLDG. NO. 19 JOB 21035 e USED AT THE FOLLOIrrING 2
BLDG. LINElk4 (FILE Fk*I.J21035D)
ANCHOR BOLTS AND BASE PLATE DESIGN FOR THE LEFT SIDE EXTERIOR COLUMN
--------------------------------
7 -------------------
USE 2 — .750 IN. DIA. X ANCHOR BOLTS ON A GAGE OF 4.000 IN.
THE BASE PLATE SIZE IS 8.0000 IN. NIDE X .3750 IN. THICK X 11.0000 IN. LONG
CECO FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 37MIN 14SEC
FRAME -NO, 29 BLDG. NO. 1, JOB 21035 , USED AT THE FOLLOWING.L
BLDG. LIEIk4 (FILE FR*I.J210356)
E21
PAGE 7
rT LEFT KNEE CONNECTION DESIGN' CONNECTION. PL. DESIGN FY = 50.000 KSI
----------------------------------------------------=----------------------
---------------------------------------------------------------------------
LOAD-
COLUMN
PROF3A-
1/3
(K. -FT)
ING
COMB.
BILITY
INCR.
FRAIME
NO.
NO.
FACTOR
ALLOW.
SIDE
1
1
1.000
11,410
LEFT
2
2
1.000
NO
LEFT
3
3
1.00G
NO
LEFT
4
4
1.000
NO
LEFT
5
5
1.000
NO
LEFT
6
6
1.000
YES
LEFT
7
7
1.000
YES
LEFT
8
8
1.000
YES-
LEFT
9
9
1.000
YES
LEFT
10
10
1.000
YES
LEFT
11
11
1.000
YES
LEFT
12
12
1.000
YES
LEFT
13
13
1.000
YES
LEFT
14
1
1.000
NO
RIGHT
15
2
1.000
NO
RIGHT
16
3
1.000
NO
RIGHT
17
4
1.000
NO
,LIGHT
18
5
1.000
NO
RIGHT
19
6
1.000
YES
RIGHT
20
7
1.000
YES
RIGHT
21
8
1.000
YES
RIGHT
22
9
1.000
YES
RIGHT
23
10
1.000
YES
RIGHT
24
11
1.000
YES
RIGHT
25
12
1.000
YES
RIGHT
26
13
1.000
YES
RIGHT
RAFTER
CONNECTION FORCES
COLUMN
VERT.
KNEE FORCES
(K. -FT)
MOPIENT
VERT.
HURIZ.
(K -FT)
(KIPS)
('KIPS)
-30.9
-5.534
-2.039
-.b
-.850
-.073
-11.�
-1.353
-.739
-2.7
-1.191
-.19t
-13.4
-1.694
-.865
53.7
5.317
1.380
73.2
6.'i95
2.6b7
20.1
3.768
3.129
39.5
7.[46
4.41b
51.8
4.976
1.255
71.3
8; . 45.4
2.541
18.1
3.427
3.004
37.6
6.505
4.290
-30.9
-5.534-2.039
-.7
-11.0
-1.3 i.3
-.713
-1.3
-.850
-.099
-12.9
-1.694
-.638
-3.2
-1.191
-.225
-11.0
2.215
.667
8.
5.696
1.454
20.1
3.768
3.129
34.5
7.246
4.416
-12.5
1.870"
.541
6.b
5.357
1.b28
16.2
3.427
3.004
37.6
6.905
4.296
RAFTER
CONNECTION FORCES
MOMENT
VERT.
h0RI2.
(K. -FT)
(KIPS)
(KIPS)
-28.1
5.133
-2.039
-.3
.770
-.713
-i0.9
1.273
-.099
-2.0
1.087
-.838
-12.6
1.589
-.22.5
50.7
-5.044
.971
68.4
-8.270
2.278
19.0
-3.495
3.543
36.7
-6.721
4.850
48.9
-4.727
.845
66.6
-7.953
'2.""153
17.3
-3.179
3.41.7
35.0
-6.405
.4.725
-28.1
5.133
-2.039
-10.5
1.273
-.713
-.7
.770
-.099
-12.2
1.589
-.6°38
-2.4
1.087
-.225
-12.2
-1.946
.971
5.5
-5.172
2.276
19.0
-3.495
3.543
36.7
-6.721
4.850
-13.9
-1.630
.845
3.8
-4.856
2.153
17.3
-3.179
3.417
35.0
-6.405
4.725
DECO FRAME DESIGN PROGRAM 02/21/41 START TINE 15HR 37MIN 14SEC PAGE E
FRAME -NO. 29 BLDG. NO. 19 JOB 21035 , USED AT THE FOLLOWING `3,
BLDG. LINElk-i ( FILE FR=S I . J21035b )
LEFT KNEE CONNECTION DESIGN *0 CONNECTION PL. DESIGN FY = 50.000 KSI
---------------------------------------------------------------------------
---------------------------------------------------------------------------
USE
A 5.0000 IN. WIDE X
.2500 IN.
THICK
CAP PLATE.
USE'
2.2500
IN4
BY .2500
IN. HORIZONTAL
STIFFENER
EACH SIDE OF THE KNEE WEE.
USE
.1875
IN.
THICK KNEE
WEB PLATE.
MIN.
FILLET WELD
SIZES (ON
BOTH SIDES
OF THE
KNEE WEB PLATE) AT THE —
CAP PLATE
AND
THE BEARING
STIFFENER
IS
.1875 IN.,
COLUMN
OUTER
FLANGE
AND THE
JOINT PLATE
IS
.1875 IN.
USE
6.0000
IN.
WIDE BY
.5000 IPS.
THICK
COLUMN CONNECTION PLATE
USE
6.0000
IN.
WIDE 5Y
.5000 IN.
THICK
RAFTEK CONNECTION PLATE
WITH
2 SETS
OF
.7500 IN.
DiA. A325
BOLTS
AT THE TOP
AND
2 SETS
OF
.7500 IN.
DIA. A325
BOLTS
AT THE BOTTOM
AND
0 SETS
OF
.7500 IN.
DIA. A325
SPACER
BOLTS (BETWEEN TOP t BOTTOM SETS:
THE REQUIRED BOLT LENGTH IS 2.2500 IN., WITH 1 FLAT WASHER(S) PER BOLT.
LEFT KNEE CONN. BOLT SPACINGS (IN.) AND THE NG. OF COLTS IN EACH SET OF 6OLTS—
N0. BOLTS 2 2 2 z 0
------------
------ ------ ------
SPACING 1.250 3.000 10.800 3.000 1.375
SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE RAF. CONNECTION PLATE.
THE GAGE BETWEEN BOLTS (IN A SET OF 6OLTS) IS 3.0000 IN..
THE LAST SPACE ON THE COLUMN CONNECTIUN PLATE IS .500 IN. LONGEK.
RAFTER CONN. PL. LENGTH = 19.42526 IN. COLUMN CONN. FL..LENGTH = 19.92526 IN.
E 23
. CECO.FRAME DESIGN PROGRAM 02/21/91 START TIME 15HR 37iMIN 10SEC P A G L 9.
FRAME -NO. 29 BLDG. NO. 1, JOB 21035 1 USED AT THE FOLLOWING `g,
BLDG. LINEjk4 _. (FILE FR*I.J21035B)
*** PEAK RAFTER CONNECTION DESIGN *** AT 22.000 FT. FROM THE LEFT SHEET LINE
THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.00C KSI.
LOAD-
PROBA-
1/3
ING
COMB.
BILITY
INCREASE
FRAME
CONNECTION
DESIGN
FORCES
NO.
NO.
FACTOR
IN ALL0W.
SIDE
MOMENT
SHEAR
AXIAL
(K - FT)
(KIPS)
(KIPS)
1
1
1.000
NO
LEFT
2003
.039
-2.039
2
2
1.000
NO
LEFT
3.8
-.243
-.713
3
3
1.000
NO
LEFT
4.3
.259
-.099
4
4
1.000
NO
LEFT
5.0
-.241
-.838
5
5
1.000
NO
LEFT
5.6
.261
-.225
6
6
1.000
YES
!EFT
-14.5
-1.575
1.344
7
7
1.000
YES
LEFT
-27.3
-1.00
2.919
8
8
1.000
YES
LEFT
-10.5
-.027
3.916
9
9
1.000
YES
LEFT
-23.2
-.051
5.491
10
10
1.000
YES
LEFT
-13.3
11.573
1.219
11
11
1.000
YES
LEFT
-26.0
-1.598
2.793
12
12
1.000
YES
LEFT
-9.2
-.024
3.791
13
13
1.000
YES
LEFT
-22.0,
-1049
5.365
14
1
1.000
NO
RIGHT
20.3
.039
-2.039
15
2
1.000
NO
RIGHT
3.7
.259
-.713
16
3
1.000
NO
RIGHT
.4.3
-.243
-.099
17
4
1.000
NO
kIGHT
5.0
.261
-.838
18
5
1.000
NO
RIGHT
5.6
-.241
-.225
19
6
1.000
YES
kIGHT
-14.7
1.522
1.344
20
7
1.000
YES
RIGHT
-27.4
1.497
2.919
21
8
1.000
YES
RIGHT
-10.5
-.027
3.916
22
9
1.000
YES
MIGHT
-23.2
-.051
5.491
23
10
1.000
YES
RIGHT
-13.4
1.524
1.219
24
11
1.000
YES
RIGHT
-26.2
1.500
2.793
25
12
1.000
YES
RIGHT
-9.2
-.024
3.791
26
13
1.000
YES
RIGHT
-22.0
-.049
5.365
USE
6.0000 IN.
WIDE BY
.3750 IN.
THICK
LEFT CONNECTION PLATE
USE
6.0000 IN.
WIDE BY
.3750 IN.
THICK
RIGHT CONNECTION PLATE
WITH
2 SETS OF
.7500 IiN.
DIA. A325
BOLTS
AT THE TOP
AND
2 SETS OF
.7500 IN.
DIA. A325
BOLTS
AT THE BOTTOM
AND
0 SETS OF
.7500 IN.
DIA, A325
SPACER
BOLTS (BETWEEN TOP E BOTTOM SETS:
THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT.
CONNECTION BOLT SPACINGS (IN.) AND THE NO. OF BOLTS IN EACH.SET OF BOLTS -
NO. BOLTS 2 2 2 2 .0
SPACING 1.250 3.000 10.675 3.000 1.250,
SPACINGS ARE FROM THE OUTER.END TO THE INNER END, OF THE CONNECTION PLATE.
THE GAGE BETWEEN BOLTS ( IN A .SET OF BOLTS ) . IS 3.0000 IN..
CONNECTION PL. LENGTH 19.17483 IN..
CECU.FP.AME DESIGN PROGRA(1 02/21/91 START TIME 15HR 37i1IN 14SEC
FRAME- N0. 2, BLDG. NO. 1, J06 21035 , USED AT THE FOLLOWING 1
BLDG. LI4t� 4 (FILE FR*I.J21035e)
FRAME REACTIONS NO. OF SPANS = 1
FRAME ''WIDTH = 44.0000 FT.
HORIZ. DISTANCE TO PEAK = 22.0000 FT.
LEFT SLOPE = 1.0000 IN/FT
LEFT EAVE HT.= 18.0000 FT.
E24
PAGE 1C
RIGHT SLOPE = 1.0000 IN/FT
RIGHT EAVE HT.= 18.0000 FT.
'f 'f M 'f 'f 'r 'f 'f 1' 'f 1. 1` M f f 'f T M M •f
M '�' h` xl '�� 1` 1` 'f 'f 'Y' M T M '1` T ' • '�` T
•Jl'� •/` •1' M 1` '� '�� 'f T M Y r T M T 'f 1` '� ^ t
A .4
V 1:
T
T S1 r
J.
•r r
J. - - - - 7f
LT
FRAME SPANS (FEET) —
S 1= 44.0000
t
THIS FRAME IS USED AT THE FOLLOWING FKAME LINES —
3
-------------------------------------------------------------------------------
GENERAL REACTION (COTES —
1. VERTICAL COLUM(l REACTIONS (V) ARE POSITIVE IN THE UPWl'RD DIRECTION.
2. TRANSVERSE HORIZOPaTAL COLUNNI REhCTIONS (H) ARE POSITIVE TO THE RIGHT ON ALL
COLUMNS, EXCEPT FOR. THE RIGHT EXTERIOR COLUMN WHICH IS P.OSITIVE TO THE LEFf.
3. LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR TO THE TkANSVERSE
HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INWARD TO THE PAGE,
4. FIXED BASE MOMENTS ((1) ARE. POSITIVE IN THE COUNTER—CLOCKViISE DIRECTION ON
ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE IN THE
CLOCKWISE DIRECTION.
5. REACTIONS FOR A PARTICULAR LOAD COMBINATION MAY BE OBTAINED BY SUMMING—UP
INDIVIDUAL LOAD REACTIONS THAT HAVE BEEN MULTIPLIED BY THEIR LOAD FACTORS
AND THE(' MULTIPLIED BY THE LOAD COMBINATION'S PROBABILITY FACTOR.
6. FORCES ON THE FOUNDATIONS WILL ACT 1N THE OPPOSITE DIRECTION.TO THE
DIRECTION OF THE COLUMN REACTIONS.
.CECO, FRAME DESIGN PROGRAM 02/21/01 START TIME 15HR 37MIN 14SEC
FRAME NO. 21 BLDG. NO. 5 JOB 21035 , USED AT THE FOLLOWING 1
BLDG. L INE+ (FILE Fk *I . J210358 )
.9 zT
PAGE 11
REACTIONS FOR COMBINED
INDIVIDUAL
LOADS
V. =
VERTICAL
(KIPS)
H. =
TRANSVERSE
HORIZONTAL (KIPS)
L. =
LONGITUDINAL
HORIZONTAL
(KIPSI
M. =
FIXED BASE
MOMENT (KIP -FT)
FRAME
ROOF
ROOF
COLL-
E4RTH-
WIND
WIND
WIND
DEAD
DEAD
LIVE
ATERAL
QUAKE
ARRAY
ARRAY
AkRAY
WEIGHT
LOAD
LOAD
LOAD
LOAD
NO. 1
NU. 2
NO. 3
FDW
RDL
RLL
COL
EO
WL
hL
Lk
LEFT
COL.
V.
.30
.80
4.00
.34
-.25
- b . A 2
-9.90
-4.87
LEFT
COL.
H.
.11
.29
1.51
.13
-.33
-5.90
-7.19
.0=:
RIGHT
COL.
V.
.30
.60
4.09
.34
.25
-3.32.
-6.80
-4.87
RIGHT
COL.
H.
.11
.29
1.51
.13
.31
1.50
.21
.A
WIND
ARRAY
NC. 4
LW
LEFT
COL.
V.
-8.35
LEFT
COL.
H.
-1.22
RIGHT
COL.
V.
-8.35
RIGHT
COL.
H.
-1.22
(_,;ECO .FRAME DESIGN PROGRAM 02/21/41 START TIME 15Hk 37MIN 14SEC
FRANE'N0. 2 BLDG. NO. 19 JOB 21035 , USED AT THE FOLLOWING 1
BLDG. LINEI�4 (FILE Fk'"I.J21035E)
9-26
PAGE 12
REACTIONS FOR
LOAD COMBINATIONS
V. = VERTICAL (KIPS)
H. = TRANSVERSE
HORIZONTAL (KIPS)
L. = LONGITUDINAL HORIZONTAL
(KIPS)
M. = FIXED BASE
MGMENT
(KIP -FT)
LOAD COMB.
NO.
1
2
3
4 5
b
7 6
LEFT
COL.
V.
5.53
.85
1.35
1.19 1.69
-5.3Z
-8.79 -3.77
LEFT
COL.
H..
2.04
.07
.74
.20 .66
-5.49
-6.78 .4'
.-RIGHT
COL.
V.
5.53
1.35
.85
1.69 1.19
-2.22
-5.70 -3.77
RIGHT
COL.
H.
2.04
.71
.10
.84 .22
1.90
.62 .47
LOAD COMB.
NO.
9
10
11
12 13
LEFT
COL.
V.
-7.2.5
-4.98
-8.45
-3.43 -6.91
LEFT
COL.
H.
-.82
-5.37
-6.66
.60 -.69
RIGHT
COL.
V.
-7.25
-1.88
-5.36
-3.43 -6.91
RIGHT
COL.
H.
-.82
2.03
.74
.E:•0 -.59
E2�
�ECC.FRAME
DESIGN
PROGRAM 02/21/91 START
TIME
15HR
3 7 M I N 14SEC PAGE 1=
FRAME•NO.
21 BLDG.
NO. 19 JOd 21035 , USED
AT THE
FOLLOWING
1
BLDG.
LINEJ�4
(FILE FR*I.J21035c)
FRAME
LOAD COMEINATIONS
MEANS
A 1/3
INCREASE IN ALLOWABLE
LGAD
PR03— _______________________
STRESSES
IS
PERMITTED IN THIS COME.
COMB.
ABILITY
NO.
FACTOR -----
INIDIVIDUAL LOADS AND
INDIVIDUAL
LOAD
FACTORS---------------
1
1.0000 (FDW:
+RGL +RLL +COL)
24
1.0000 (FDW
+RDL + E C )
3
1.0000 ( F 0 W
+RDL —E0)
44,
1.0000 (FDw,
+kDL + Cu- L +E0)
5�-
1.0000 (FDW
+RDL +CUL —EO)
6"
1.0000 (FDW
+RDL +WL1)
7;
1.0000 ( FDW
+RDL +4!L2 )
8*
1.0000 (FDW
+RDL +WL3)
9*
1.0000 (FbW
+KUL +'ViL4 )
10*
1.0000 (FDW
+RDL +CCL +WL1)
11*
1.0000 ( FD6•:'
+R0L +COL tIA, L2 )
12*
1.0000 (FDW
+RDL + CLO L +.:L3)
13"
1.0;100 (FD!
+k DL +COL +:.L4)
ABBREVIATED
N[.MES
FOR FRAME LOADS
FDW —
FRAME DEAD WEIGHT
RUL —
ROOF DEAD LOAD
COL —
COLLATERAL LOAD
RLL —
ROOF LIVE LOAD
USL —
UNIFCKM .SNOW LOAD
LSL —
LEFT ROOF SN:Ob! LOAD
P.SL —
RIGHT ROOF SN;:W LOAD
LEL —
LEFT BULK LOAD
REL —
RIGHT BULK LOAD
W'L1 THRU
WL20 —
WIND LOAD NO. 1 THRU 20
L E 0 —
LONGITUDINAL EARTHCUAKE
LOAD
E0 —
EARTHQUAKE LONG
CL1 THRU
CL100 —
CCNCENTRA TEU LOAD NO. 1
THRU 100
TL —
THERMAL LOAD
AD',,; —
AUXILIC.RY DEAD WEIGHT
ADL —
AUXILIARY DEAD LOAD
AL1 THRU
AL9 —
AUXILIARY LIVE LOADING
1 THRU 9
MDW —
MEZZANINE DEAD.WEEIGHT
MDL —
MEZZANINE DEAD LOAD
ML —
MEZZANINE LIVE LOAD
SP —
SPECIAL LOAD
DI1 THRU
DI30 —
DISTRIBUTED LOAD NO. 1
THRU 30
' . Ceco
Buildings
Division
ern', DESIGNED BY Fyz
CUSTOMER cAJCD 'PRODUCE - DATE o2�2� 1901
JOB NO. ` O CHECKED BY
TITLE S I'S h 1 C / 7 UNC 3 1 2 PAGE Irl OF
q) T� RNs �E,RS v RNs 2 3 z _ .3 1. I �_
\VV (2 2 4
w44x 4.b2 _ 2,74.
k
=�
c) TRA n _ 44-y x.02: 2. bi_k
LI
64
T e Y, i n ll,,,,l '10 k
w
a.
d) Lon qi 6 ak'a d LN A C \A'/-- 17A(4oI, C 30. V -
3Z 1 c w/ : 2,10 k
g I.Stk
Temy-3 A i,\ QoJ 2, go k
Y
Ceco
Buildings
Division
CUSTOMER e W L n P IR O DV L 9
JOB NO. 2.1 011
TITLE LONGITUDINAL :BRACING
DESIGNED BY r �L QQ�
DATE 2 2` 19 _9 !_
CHECKED BY
PAGE F21- OF
The wind load is accumulated from the ridge down to the sidewall
therefore the maximum X -brace load will be at the sidewall.
0=26.52P S F
Load to the sidewall is Kips. Brace Bays.
ROOF BRACING DATA
NOTE:' Brace counts start from ridae to Pave
SIDE -1
SIDE.* 2
BRACE #
ACTUAL
BRPrE SIZE
TENSION
,BRACE #
ACTUAL
T
TENSION
BRACE #
TEN. KIPS
BP,'CE SIZE
CAP. KIPS
BRACE #
TEN._ KIPS
BRACE SIZE
CAP.(KIPS
4.!
2 n�a 5,o
l
, c,
Y2 ORO
i
WALL BRACING DATA
Base reaction vertical = ± KIPS Vji"o (,owmu%s-
Base'reaction horizontal = 5,5, KIPS
NOTF: Brace counts start from eave to base
SIDE 1
SIDE 2 _
BRACE #
ACTUALTENSION
TEN_(KIPS)
BRPrE SIZE
CAP.(KIPS)
,BRACE #
ACTUAL
TEN.(KIPS)IBRACE
SIZE
TENSION
CAP.(KIPS)
D Imo— : t
FAVF STRUT
NOTE All capacities have been increased by 1/3rd for wind or .seiEmic
AXIAL
[FORCE
AXIAL
BAY FT.
(KIPS)
.. SIZE
CAP.(KIPS)
NOTE All capacities have been increased by 1/3rd for wind or .seiEmic
13Ceco
Buildings
13ivision
CUSTOMER.
C i l co C R o tw L r,
JOB NO. ( jy
TITLE
c) r oz
U
C" T
LL�
Tr 5
15,�i KSt
DESIGNED BY
DATE () Z -'Z- 19 1
CHECKEDD B,Y
PAGE (' • OF
U
I
Z S J�' 1�Vr'}'n}, n
2� lUluHnn� e 1NS 2 _ 1�1a� 7r __HjTf = 20' 160 FLF,
yna h M1 Ft OW 9, �c 75. "
3✓ � •TYq�JV�YyC i}�S ��.$E� Lr, 'Z
r
6)< ba Cdm�xtr�so.�►
(oYin cc �QY�� 1:0 _ ir� TTO t Q ala
Ceco
Building.
Systems
I
_I
I