HomeMy WebLinkAboutDESIGN CALCS - 97-00001 - Sears - Retail StoresS-
Vhl
DESIGN CALCULATIONS
FOR
ABC JOB # 51-2295-01
NYLE ■
i
W.
AMERICAN IBUHDINGS COMPA.W_,
Silvertree Builders, Inc.
310 N. 2nd E. #210
Rexburg, ID 83440
Gentlemen:
.� CA 9s35i
(209) 578-4200 ax: 20 578;124
November 2D, 1996
ABC Job # 51-229501
Nyle Fullmer
LRFMI 80' x 900' x 12'6"
This is to certify that the metal building carrrponents fumished by American Buildings Company,AiSC-�111E� certified manufacturer, has been designed in our lU�odes#o o�fice far fabricafian in o�a�
C+�v, Nevada plant.. The members are designed to comply vri�h the follow,ng wads s�eCified in the �ondocumenfs: �order
Desiqn Loeds
1) Metal Building Dead Load (DL)
2) 35 PSF Roof Live Load (LL)
3) 35 PSF Frame Live Load (LL)
4) 80 MPH Wind Speed (WL)
Exp,=C 1= 7.0
5) 35 PSF Ground Snow Load (SL)
1= 1.0 Ce =3
6) 3 Seismic Zone (Sz) 1= 1.0
7) 2 PSF Collateral Load (ML)
Desi-qn Load Combinations
1) DL +LL(SL) + ML
2) DL + WL
3) DL +O.5SL + WL
4) D L + S + .5WL
These design loads and combinations are applied in accordance ,,�h
Edition.,(UBC 94 . T�� d�es�Qn is «, �,a�►a�-,i .,n......�__ _ _ ... _.
The Unifo �idin
Cod
- �-. ._ ... UL��G,a� �;.{:Oruance wttn the A..I.S.C.(Ninth Edition) a d A.I.S.1
(19 8 6) specifcations with 19 8 9 add endr�m.
This certification Is limited to the s#ructura� design of the framing and coverinpartsAmerican Buildings Company ar�d as specified En the contract_ Ar�sso�}r i#e�ns�s manufactured by
louvers, trans -lucent panels, and ventilators are not included. Also excluded are otherhas doors, v�i�daws,
no# provided by American Buifdings Company such as �Four�datior�s, masonparts of the project
equipment and the erection and inspection of the building. The bui€ding should be � �"a��s, mechanical
des"gned founds#iQ� in accardance with The American Buildinas Com an Erected 0r� � Propedy
American's drawings for the referenced job. Tie undersigned is not fhe e� ineer of �ion M2n�al aid
projeci.9 record far the overall
auk Gyt'fesple
Registered Engineer,
2
r
State of Idaho 2912 �p
9G TF 0 F 0P
� '�•
G I L\.,,E5e
Timothy T. Berry
SECTION 1
SECTION 2
SECTION 3
SECTION 4
SECTION 5
SECTION 6
TABLE OF CONTENT
Lei— I' M I
A) Introduction and General Design Approach
5) Figure Rigid
C) Selected References
CAU
A) Explanations and Methods of Aria"*Is
Bj Frames Sketch and Reacfions
C) Stress Analysis
D} Prying Aafion Calculafions
E) Seismic Calculafions
F} Additional Sketches (if required)
A) Explanations and Methods of Analysis
Sj Figure 4 - Loading Diagrams and yout
G} Figure 5 - Tension Rods and VVInd ForcAes
D} NomencJature
E) Component Stress Analysis
F} Additional Sketches (N required)
PU
-141,7k ]
A) Secfion Properfies
8} Member S -tress Analysis
C) Eave Strut Calculations and Properles
,PANE
A} Properties and Load Tables
B) Calculations of Sectlon Proeilies
A) Standard Welds
B) Standard Speciflcations
e
SECTIO
N 1
The �€�#c�ma#ion contained Within the pamphlet is a techN'tai description of an
Amen n, pre-engineered, pre%-fabdcated metal building. It represents the PPHca�gvn
of the most modeML methods of mathematics and engineenng to the design v4` a
building. Its purpose �s to provide interested reviewers rtir�th the necessary 'design
40
calculatitms, and other documentation required to readily verify structural integrity.
Figure I is a drawing of an American Building,, illustrafing the typical load carrying
members; i,e,, rigid frames, endways, purlins, girts,, bracing and panels.. A clear span
rig -id '#rsrne building was selected for this purpose; however, any of American's other
s#�ndard designs, as described' In -the Standard Spedfi bans for Amen"can Buildings
Company pre-engineered Metal Buildings , could also have been used to 111usthe
basic building components,
- =,=
All designs are in strict accordance with the latest editions of AISC and AISI
SpeCifications, which eves is applicable. The stress distributions in a#1 load carrying
members are obtained by the most appil e meth # the universally accepted
elastic. theory, as applied to indeterminate structures. A digital Computer is used for
many of the complex and laborious dest'gn calcuWhons.
Amed n buildings arra designed to mast the most severe r.,onditions of tamed
combinations set by the specified building code, but not fess than the following.,
a) Building Mead plus roof five load (or snow) uniformly distributed over
the ho ontal projection of the roof area.
b3 Building dead load plus wind load applied as pressure and suction
normal to the building suces.
�G) Building diad iced plus wind load plus Yz roof snow load.
d) Building dead load plus roof snow load plus . �� wird load..
Other more specaafLZed combinations and applications of loads are incorporated into
the design of a building when required. Occasionally these special design conditions
can
not be handled through one of our standarrai design formats,, If this occurs. s�ae�ial
hand ra0r�ulatinns will be included.
Subsequent Secfions of his report present the detailed design ca#culabons and their
necessary explanations. These are Se ion 2, Rigid Frame; Section 3, Column and
Seam Endwall-9 Section 4, PUrlins and Girts; Section 5, Rauf and Wall Panels and
Section fi, Miscellaneous and Spec1*21 Condifions.
q
1
12
A
I
da
ain
9
1)
2)
3)
LE
5)
SELECTED REFERENCES
MMIUSI gf Steel ConjMgfign,
WSWIe SCMn Rigid Erames In Steal.711 by
A.I.S1.1 'l986 EdPion with 1989 supplement.
Civil Engine
by L.S. needle, et A F Engineering Laboratory,
Bring Department, Lehigh University, 1962.,
h � III qll 11
Ljol 111 1111111 � : y
Metal BuildingManufact' re�rs
990 supplement
t
FEM
A
SECTION 2
f
IOD FRAME EXPLA
TION ANQ'METHODS OF ANALYS1
Rigid �t�e analysis and design is a verYexacfino #Am�ric:�n Builc�ng� Cor�pa,ny
has developed a computer program that Penifits detailed analysis and_ design to be
clone an steel mes. The fallowing is a brief description of this program.
Essentially the program combines the STIFFNESS METH -00 of structural design
theory with MATRIX mathematics operations. All of th� 'is Possible by the util�tion of
digUal computer pabilities,, .The inherent speedy of the computations permits the use
of elaborate mathematical techniques which would be impossible by Viand
camputebons. These techniques alang with the �a�pl�t���r rigorous struictural theory
approach give techn! Ily precise and accurate results. The program consists of seven
portions which are as follows:
1) Geometry Input
2} Loading Input and Stiffness Computat�on
3) Equivalent Forces Computations
4} Solution for Displacements
53 Reactions and Member Force Computation
6} Stress Analysts
7} Design4
Decisions
Gooi'�etry': The general structural configuration that the program can analyze or
dss�n is depicted in Figure 2 below., It shows a gable frame with verticaI sidewalls,
and a �°av�' sloping downward an Moth sides of the ridge. The rafters may 'fie supported
at intermediate �v�n�s by �nte�or ca�u�nns. tach Sid 11 column or rafter may be
ea -- ^m /R� f3 l"!� flMkw� w• �.. .r. ��� _ �i _'
--.,,,,�,...���• �• a • ��=�,�v� �� 3vgmen,�; mese segments �'#aY be prismatic v�' tapered,, with
shaped cross-sections. The intenor columns Susi be pnsmaitic, but may be .'i„
sections or pipes. The bases of sidewails and interior columns may be at different
levels.. The deft and right sadlewall heights and roof slopes may be unequal,
Support and Loadings: The column bases may be specified pinned or fixed; the
tops of inten"or columns may be specified pinned or fixed to she rafters. U ni��rm��
distributed diad and live loads and tivfnd loadI U siered to be transmitted to the
me at and by the girts and purlins which are at specified spacings. in addition,
concentrated forces and moments may be specified at any location on the frame, thus
peiffing the inclusicn of overhangs, r.mnes, and bracket loads, etc..
InpUt The input to the program consists of info atican on building geometry, web
depths at critical locations, column locabons, gids and pUrlins� loading descriptionS T
matedai properties and stress criteria. If analysis only is required, the member
cross-secfian det���s arm �npu#_ �� it �s to be designed, inventories of flange sizes and
web thicknesses, and pipe saes are used.
Analysis: 1n the analysis option no decision making is dans concerning member
selection. From the information supplied, which includes all member sizes, the
program develops the precise centerline g'eometry of the frame. The analysis is tamed
out on the line configuration, compvsed of straight dine segments („Members") defined
by the joints and other junction paints called "Nodes". All the loads are transfo ed into
equivalent forces and moments and applied at Node Points. The d1rect mess
method of matrix structural Mastic artalysis is adapted. The member s#iesses are
computed, and superposed to Yield the force- displacement relabons for the, entire
dame. Stiffness coefficients end equivalent and actions for tapered members are
obtained by numerical anatysis. The Nodal disphwements for the specified suppvt# and
loading conditions are solved by a matrix bloc* recursion routine. the support
_
reactions and member end forces and moments are then calculated. Finally, the most
If
cnfica4 bending and shear stresses alor� each rnernber are computed, and c�ee�c+�#
against allowable cnt�;tia amording to AISC Specifications. The most crOiicai S S
are th�ase with the greatest ratio when casepared tlll a�lo�a�a�e s#resses. The program
analyzes the me for each specified loading combina#ian.
Desigm, 1n the design option, a safe frame is determined her ars iterative process of
analysis and design, Initiated by the Analysis of a frame arvximm the
spec��ed flange, web and pipe inventories the design prvcseds in cy�es o� analysis,
cHteria checks, selection of fresh sections, and reanalysis until a sat�sfactvey frame is
obtained. Veen the design �s complete, the program ffl'11 analyze and check the frame
for each specified loading combinaflon.
Ij
OUtpUt The output may be requested at various levels of detail.. The basic output
f F
V 91'kit AL it
T
Figure 2,0, Typical ConfiguraUon
W .. -
LATERAL DEFLECTION OF FRAMES
40M Ml --I --
O
UP I
Lis ana" I procedures. Consideraban of just thr
for most of this apparent anomaly.
me
factors undaub#ecity accounts
d Iculations are tmd:*bonally based on full des* n loads',
1 f
2) the usual analytica# procedures are based on "bare" mes {skin
action of the roof diaphragms i,s neglected) and the moment -
rotation strfnesses of the "pinned" bases are, talon as zero, and
3) load sharing has not been taken into account.
to Nr deflecfion
upon the judgment of the dew'gn engineer unless spedfled otherm'se.
4
fimifta6on is based
Job Name ID:\ABCP\FR-AMES
\-LD1229501.C)-IA
G-ESTAD - - INPUT ECHO
COLUMNS CARD NO.
(.01 -10.)(.11 -20.)(.21-30.)(.31-40,)(,g1-50.)(.51-60.) (.61-70.) (.71-80,)
SOB NAME AND NUM13ER :- FRAME LINES 2-4 5122-950-1
---------- -- -- - --- - - - - - - - - - -- ----- -- ---
KTY KSY KPR KAD7 NCY INV NDC= 1
� 0 1 0 i 5 2 1
KUN FYF FYW DEF EXC RSB AFL EHL, EHR AOPI ITF NDC= 2
1 50.0 50. 0 0. 030 0. 050 0.000 0. 000 12. 500 12.500 3.1 0 2
SWL
12.500
YWR FRS NWL NRS NWR NIC MRC NIB NTC
0.000 25.000 1 2
TWL DWL AWL
0.000 s,ooo 2 0. 0 0 0
NSL
BT1
BT2
BT3
0
5.000
0.0
0.250
0.134
DGL GL1
XT
i
000
L04,1013OWN M$ai
GL2
62.000
BT4
5.000
GL3
0.000
0 0
WSL
50.0
BTS
0.250
vi
spw SPT NDC= 3
0.000 0.000 3
LWL IWL NGL NDC= 4
2 0 2 4
BT7
0.000
NDC- 5
5
G L 4-1 GLS NDC= 7
0.000 0.00.0 7
TT DT ET FST WST K'Y' LT L'I'B LTC
2-000 20.000 0.000 5 50 . 0 1 D 1
NSL DTI BT2 BT3 BT4 BTS
0 5.000 BT6
0.250 0.164 5.000 0.250 0.600
NSL
1
5.000
NSL
2
NSL flTl
0 5.000
Dp
*000
x
40 . 000
`T DTI
6.625
BT2
0.250
BT2
0.250
B `!`z
0.188
SS
7.0.000
BT3
0.188
SS
35.000
BT3
0.219
PU2
48 . Q00
DC
0 . 000
BT3
0.000
DS
20.000
5.000
DS
24.000
BT4
5.000
PU3
50.000
Ec
0.000
BT4
0.000
- - - - - - - - - - - - - LOD ------------
+ C L
UD UL uw
IT NP NDC --.-z:: 9
0 2 3 9
BT7
0.000
PSS
0
KS
5.000
NSL
2
NSL flTl
0 5.000
Dp
*000
x
40 . 000
`T DTI
6.625
BT2
0.250
BT2
0.250
B `!`z
0.188
SS
7.0.000
BT3
0.188
SS
35.000
BT3
0.219
PU2
48 . Q00
DC
0 . 000
BT3
0.000
DS
20.000
5.000
DS
24.000
BT4
5.000
PU3
50.000
Ec
0.000
BT4
0.000
- - - - - - - - - - - - - LOD ------------
+ C L
UD UL uw
IT NP NDC --.-z:: 9
0 2 3 9
BT7
0.000
PSS
WSS
KS
LS
LSB
0.0
0.0
1
0
0
BTS BTG BT7
0.250 0.000 0.000
FSS WSS KS LS, LSB
0.0 0.0 1 0 1
TS
BBT6 BT7
0.250 0.000 0.000
PU4
0,000
BTS
a.000
SFL
!•iJ
PUS
0.000
NDC= 5
5
NDC= 6
6
rmc= s
s
SDC= 5
6
NDS= 5
5
1
WSc KC LC MC LL7C NDC=15
35.Q 2 2 l d 15
BTS BT7 NDC- 5
0.000 0.000 5
KL ND NK N -y KA NDC=20
0 0 0 0 1 20
KW NDC=21 /
5.700 35.000 0.000 1 21
cwl CW2 CW3 CW4 CW5 CW6 NDC==22
0.000 0.000 0.000 0.000 C. 000 0.000 22
- - -- - -- - -- LOD------- - - - - -- SFL KL NID NK NY KA NDCzz2 0
D + Wl->
1.330 0 0 0 0 1 20
UD UL UW KW NDC=21
3.700 0.000 18.530 1 21
CW1 CW2 CW3 CW4 CWS CW6 NDC=22
0.800 -0.900 -0.700 -0.500 0.000 0.000 22
- - - - - -- LOD------- - - ---- SFL KL ND NK NY KA NDC=20
D + W2->
1.330 0 0 0 0 1 20
UD UL UW KW NDC=21
3.700 0.000 18.530 1 21
CW1 CW2 CW3 CW4 CW5 CW6 NDC=2 2
0.80Q 0.300 -0.700 -0.500 0. 000 0. 0 00 22
------ - LOD------- SFL KL ND NK NY KA NL) C = 2 0
D + C + W1-> + 1/2S
1.330 0 0 0 0 1 20
UD
5. 700
cwl
UL
17.500
CW2
-6.900
W2-> + 112S
UD
5.700
cwl
0.800
uw
18.530
CW3
-0.700
UL
17.500
CW4
-Q.500
uw
18.530
CW2 CW3
0.300 -0.700
CW4
-0.500
- - - -- ---
+ C + S + l-
L
35.000
uw
9.270
CW 1 CW2 CW3 CW4
0.800 -0.900 -0.70 -0.500
D+ C + S+ 1/2W2-->
TJD
/2W,2--
un UL uw
KW ND C= 21
1 21
CW5
CW6
NDC=2
2
0.000
0.000
22
SFL
KL
ND
NK
NY
KA
ND C = 2 0
1.330
0
0
0
0
1
20
KW
NDC=21
1
21
CWS
CW6
NDC=22
0.000
0.006
22
SFL
KL
NID
NK
NY
KA
NDC=20
1.330
0
0
0
0
1
20,
KW NDC=21
2 -
cws CW6 NDC=22
0.000 0.000 22
SFL KL ND NK NY KA ND C - 2 0
1.330 0 0 0 0 1 20
KW NDC=21
LJ
5.700 35.000
cwl cwt CW3
0.800 0.300 -0.700
9.270
CW4
-0. 500
---- - - - - --
- --LOD ------- - - - - - -
D + C + UNBAL
UD
5.700
cwl
0.000
UL
35.000
CW2
0.000
NSL SD1 SD2
1 0. 000 40.000
CW3
0.000
FDI
0.000
1 21
CW5 CW6 NDC -22
0.000 0.000 22
SFL KL ND NK NY KA NDC -20
1.000 0 1 0 0 0 20
KW DC=21
1 21
cw4 CWS CWG NDC=22
0.000 0.000 0.000 22
FD2 FD3 FD4 KD NDC=23
0. 000 17.500 17.500- 2 23
AMERICAN BUILDINGS CO.
P.O. BOX 800
EUFAULA, ALABAMA 36072
Job Name: D:\A2CP\FP,-AMES\5122.9,501,,.OIA 12/03/96
08:59 AM Ver. 11, 0
STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD
ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MEMA AS APPLICABLE
BUILDING DESCRIPTION - - FRAME LINES 2-4
FRAME WIDTH
80-000 ft.
BAS SPACING
25. 000 ft.
LEFT WALL
- - - - - - - - - - - - - - -
ROOF SLOPES
SLOPE W/VERT.
0.0 00 / 12. 0
2
INT. COLUMNS
I
GIRT DEPTH
8, 0 0 in.
51229501
K
10
TYP. GIRT SPACE
62. 0 0 in.
NIDE
LflCATIaN
WEB
DEPTH
CONNECTION
BASE l
EAVE 2
0.0a0 ft.
12.500 fit.
8.000
20 .
in.
000 in.
PINNE D
RIGID
RC7C7F SLOPE 1
--------------
LEFT END
SPLICE
SPLICE
RIGHT END
NODE
SLOPE W/HORIZ.
2.000r 12.0
LOCATION
PURLIN DEPTH
8.00 in.
WEB DEPTH
TYP. PURLIN SPACE
60. 00 in.
CONNECTION
2
0.000
WEB
£t.
20.000
in.
in.
RIGID
3
10.000
ft.
ft.
20.000
RIGID
in.
RIGID
4
35.000
20.
ft.
24.000
9
in.
RIGID
5
40.000
000 in.
ft.
33.215
in.
RIGID
ROOF SLOPE 2
-----------------
LEFT END
SPLICE
SPLICE
RIGHT END
NODE
SLOPE W/HORIZ.
-2.000/ 12.0
LOCATION
PURLIN DEPTH
SEB DEPTH
TYP. PURLIN SPACE
6 0. 0 0 ipl.
5
40.000
WEB
ft.
33.215
in.
RIGID
7
45.000
in.
ft.
24.000
in.
RIGID
8
70.000
ft.
20.
000 in.
RIGID
9
80.
000
ft.
20.
000 in.
RIGID
RIGHT V+fAL Ts
- - - - - - - - - - - - - -
SLOPE W/VERT.
0. 000/ 12. 0
GIRT DEPTH
8. 00 in.
NODE
LOCATIQN
WEB
DEPTH
EAVE 9
BASE 10
12.5Q0 ft.
0.000 f
20.D00
8 .
in.
000 in.
INTERIOR COLUMN (S)
NODE
X LOCATION'/
BASE ELEV.
ADL. DEPTH
TYP. GIRT SPACE
62.00 in..
CONNECTION
RIGID
P I1VNED
CONNECTION
1 TOP
5
40.000
ft.
6.
625
in.
PINNED
BASE
6
0.000
ft.
6.
625
in.
PINNED
1p,
Job Name D: \ASCP\FRAMES\51229501.O1A
BUILDING -- FRAME LINES 2-4
MEMBER SIZES
OUTER FLANGE * WEB * INNER FLANGE
MEMBER WIDTH THICK. * THICK. * WIDTH THICK.
i
(in. (in
51229501
WEB -
FLANGE
WELD
(in.)
YIELD STRESS
FLANGE WEB
(ksi) (ksi)
1 5.00 X 0.25G0 0.1345 5.00 X 0.2500 0.1250 50.0 50.0
2 5. 00 X 0 .2500 0.1644 5. 00 X 0.2500 0.1250 50.0 50.0
3 5.00 X 0.2500 0.1875 5.00 X 0.2500 0.1250 50.0 50.0
a 5 . 00 X 0 .2500 0.2188 5. 00 X 0.2500 0.1250 50.0 50.0
5 6.62 X 0.1880 PIPE 35.0
6 5.00 X 0.25-00 0.2188 5.00 X 0.2500 0.1250 5 0 . 0 50.0
5.00 X 0.2500 0.1875 5.00 X 0.2500 0.1250 50.0 50.0
5 . 00 X 0. 2500 0.1644 5. 00 X 0.2500 0.1250 50.0 50.0
9 5.00 X 0.2500 0.13x5 5.00 X 0,2500 0.1250 50.0 50.0
CA
a.'
Job Name D:\APCP\FRAMES\5122.9501.0lA
BUILDING -- FR -AME LINES 2-4
r l 'ter.
NODE COORDINATES
NODE g
1
12.50
199.55
204.55
2
18.50
3
121.64
4
421.97
5
480.00
6
480.00
7
538.03
$
838.3&
9
941.50
10
947.50
ki
0.00
134.33
151.52
199.55
204.55
0.00
X99.55
151.52
134.33
0.00
51229501
Ll
G0
Job Name D: \ABCP \ FRAMES \51229501.O1A
BUILDING -- FRAME LINES 2-4
LOAD COMBINATION 1 - -
ALLOWABLE STRESS FACTOR =
UNIFORM LOADS
LIVE WIND DEAD
(Psf) (PS f) (P -S f )
35.00 0.00 5.70
.T
F
L
c�
51229501
1989 AISC/ASD
WIND COEFFICIENTS
C2
C3
MEMBER Ery ACTIONS
NODE I
SHEAR Mt3MET �
(kips) skip -ftp
-5.68
0.00
15.
14
5.75
-18.
0.00
22.21
18.86
-5.70
55
5.68
4 6
MEMBER
NODES
* AXIAL
85.46
-39.51
63.
I
J
* (kips)
1
1
2
19.24
2
2
3
9.15
3
3
4
7.54
4
a
5
4. 9 6
5
5
6
43.46
6
5
7
4.64
7
7
8
3.60
8
8
9
7.57
9
9
10
19.24
.T
F
L
c�
51229501
1989 AISC/ASD
WIND COEFFICIENTS
C2
C3
MEMBER Ery ACTIONS
NODE I
SHEAR Mt3MET �
(kips) skip -ftp
-5.68
0.00
15.
14
5.75
-18.
0.00
22.21
18.86
-5.70
55
5.68
4 6
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ_ VERTICAL MOMENT
* (kips) (kips) (kip-ft)
1 1 6.53 18.9 '1
2 6 0.00 43.46
3 10 -6.53 18.97
AXIAL
(kips)
0.00
-7.57
63.99
-3.
-39.51
8
5.
4 6
180.99
0.00
-43.46
85.46
-39.51
63.
-4.96
6 4
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ_ VERTICAL MOMENT
* (kips) (kips) (kip-ft)
1 1 6.53 18.9 '1
2 6 0.00 43.46
3 10 -6.53 18.97
AXIAL
(kips)
NODE J
SHEAR MOMENT
(kips) (kip -ft)
5.68
24
-7.57
-3.
50
39.51
-4.64
-43.46
-4.96
-7.54
-9.I5
-19.24
-18.55
NODE J
SHEAR MOMENT
(kips) (kip -ft)
5.68
-63.64
-5.
70
39.51
18.86
-85.46
22.27.
-180.99
0.00
0.00
-18.55
-85.46
5.75
39.51-
9.5115.14
1.5-14
-63.99
-5.6
8
0.00
I.
�00
Job Name D: \ABCP\FRAMES\51229501.O1A
BUILDING -- FRAME LINES 2- 4
LOAD COMBINATION 2 --- D + W1->
ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD
UNIFORM LOADS * WIND COEFFICIENTS
LIVE WIND DEAD * cl C2 C3 C4
(Psf) (Psf) (Psf) �
0.00 18.53 3.70 0.80 -0.90 -0.70 -0.50
MEMBER END ACTIONS
* NODE Z �
NODE J
MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT
I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip -ft)
1 1 2 -6.80 3.99 Q.00 6.70 - 1.7 9 36.21
2 2 3 -2.13 -5.53 -36.18 2.27 2.42 -3.20
3 3 4 -2.26 -2.43 3.20 2.68 -5.69 22.84
4 4 5 -3.09 5.48 -22.84 3.24 -6.66 SO. 88
S 5 6 -11.84 0.00 0.00 11.84 0.00 0.00
6 5 7 -3.31-5.7 8 -5
7 7 a -2•82 0.88 3.19 4.93 25.91
8 8 9 -2.42 -5.15 -25.91 2.41 -0.66 -20.01
0.65 20.01 2.27 -2.88 -1.21
9 9 10 -3.83 -0.80 1.18 3.77 -0.58 0.00
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ. VERTICAL MOMENT
* (kips) (kips) (kip-ft)
1 1 -4.29 -6.62 0.00
Z 6 0.00 -11.84 0.06
3 10 -0.41 -3.79 0.00
Job Name D:\APCP\FRAMES\S122950j.0lA
BUILDING - FRAME LINES 2-4
LOAD COMBINATION 3 --- ID + W2->
ALLOWABLE STRESS FACTOR = 1.33
UNIFORM TOADS
LIVE WIND DEAD * cl
(Psf ) (Psf) (Psf) �
6.00 18.53 3.70 0.80
�r
MEMBER NODES
I J
5129501
1989 AISC/ASD
WIND COEFFICIENTS
cz
0,30
MEMBER END ACTIONS
NODE I
AXIAL SHEAR M
(kips) skips) (kip -fit)
1
1
2
3.41
0.97
4.48
0.61
0.14
2
2
3
-0.48
3.15
3
3
4
-0.63
0.
0.96
4.94
4
4
5
-0.62
-4.79
5
5
6
-0.14
-4.23
0.00
0.00
6
5
7
0.37
-5.79
7
7
$
0.85
-4.89
8
8
9
1.26
0.94
9
9
10
-3.35
2.86
SUPPORT NODE
0.00
-41.67
-62.71
- 25.05
0.00
-0.67
24.31
63.49
42.12
SUPPORT REACTIONS
VERTICALHORIZ. MOMENT
(kips) (kips) (kip. -ft)
1 1 -4.32 3.60
Z 6 0.00 -0.14
3 10 -4.08 -3.47
AXIAL
(kips)
-3.50
0.63
0.97
0.61
0.14
-0.50
-1.26
-1.40
3.29
SHEAR MOMENT
(kips) (kip-ft)
41.70
-0.97
62.71
4.73
25.05
5.62
0.67
0.00
0.
00
4.94
-24.31
-0.93
-63.49
-3.17
-42.16
-4.23
0.00
I
Job Name D&\APCP\FP,--AMES\51229501.01A
BIIILDING -- FRAME LINES 2-4
LOAD COMBINATION 4 - -
ALLOWABLE STRESS FACTOR =
UNIFORM LOADS
LIVE WIND DEAD
(Psf) (Psf) (Psf)
17.50 18.53 5.70
D + C + W1-} + 112S
1.33
cl -
512295Q1
1989 AISC/ASD
WIND COEFFICIENTS
C2
-0.90
C3
-a.7o
MEMBER END ACTIONS
NODE I
SHEAR I'M'IUMEN'�'
(kips) (kip--tet}
1.27
0.00
1.72
x.95
MEMBER
NO -DES
* AXIAL
Q1
I i
(kips)
-3.a�
1 2
2.42
-�_ 2
2 3
2.25
. 3
3 4
1.35
4
4 5
-0.71
5
5 G
$.98
--2,05
-1.09
1.08
1.92
8
8 9
1.21
9
9 10
5.39
cl -
512295Q1
1989 AISC/ASD
WIND COEFFICIENTS
C2
-0.90
C3
-a.7o
MEMBER END ACTIONS
NODE I
SHEAR I'M'IUMEN'�'
(kips) (kip--tet}
1.27
0.00
1.72
x.95
-5.52
d.32
Q1
-1.73
=8.
-3.a�
18.10
0.00
-1
0.00
4.86
35.83
-5.45
3.58
15.04
--2,05
1.08
1.92
31.67
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ.. VERTICAL MOMENT
* (kips) (kips) (kip -ft)
1 1 -1.16 2.47 0.0 0
2 6 0.00 8.98 0.00
3 10 -3.54 5.30 0.00
AXIAL
(kips)
-2.52
-1.35
-0.32
x.95
15.73
1.
Q1
-18.10
=8.
98
0.81
0.00
-1
.2D
-x.11
-15.04
-5.45
2.09
W.
N��3E J
SHEAR MOMENT
(kips) (kip-ft)
0.93
5.72
-0.32
15.73
3.
35
-18.10
3.98
-35.83
0.00
0.00
-3.95
-15.04
2.09
-1.08
4.37
-31.87
-3.30
0.00
Job Name D:\ABCP\FRAM'ES\5122-950j.0lA
BUILDING -- FRAME LINES 2-4
LOAD COMBINATION 5 --- D + C + W2-> + 1/2S
ALLOWABLE STRESS FACTOR = 1.33
UNIFORM LOADS
LIVE WIND DEAD * C1
(Psf) (psf) (Psf) �
17.50 18.53 5.70 0.80
5122950z
1989 AISC/ASD
WIND COEFFICIENTS
..
3
C3
MEMBER ESD AC'I'IpNS
NODE I �
SHEAR MOMENT
(kips) (kip-ft)
1.76
10.40
3.72
-13.67
0.00
4.86
4.15
-1.79
5.58
0.00
-81.64
72
15.90
0.00
86.04
65.26
44.56
72.61
-4.87
-5.78
-5.93
MEMBER
NODES
* AXIAL
I
i
* (kips)
1
1
2
12.62
z
z
3
3.90
3
3
4
2.98
4
4
5
1.75
5
5
6
20.68
6
S
7
2.60
7
7
8
2.58
8
8
9
4.89
9
9
16
5.87
5122950z
1989 AISC/ASD
WIND COEFFICIENTS
..
3
C3
MEMBER ESD AC'I'IpNS
NODE I �
SHEAR MOMENT
(kips) (kip-ft)
1.76
10.40
3.72
-13.67
0.00
4.86
4.15
-1.79
5.58
0.00
-81.64
72
15.90
0.00
86.04
65.26
44.56
72.61
* SUPPORT REACTIONS
SUPPORT NODE * HOR I Z - VERTICAL MOMENT
* (kips) (kips) (kip-ft)
1 1 -1.19 12.69 0.00
2 6 0.00 20.68 0.00
3 10 -7.21 5.61 0.00
AXIAL
(kips)
-3.00
-0.76
-1.61
72
-20.68
-2.57
-4.87
-5.78
-5.93
WA.
NODE J
SHEAR MOMENT
(kips) (kip-ft)
0.44
11.21
-3.70
81.64
13.77
-15.90
16.27
-86.04
0.00
0.00
-3.95
-65.26
1.83
-44.
5 6
4.08
-72.81
-6.96
0.00
Job Name D:\ARCP\FR-AiMES\�1229501 - 01A
BUILDING - - FP,,.AME LINES 2,4
LOAD COMB I NAT I ON 6 - - -
ALLOWABLE STRESS FACTOR =
UNIFORM LOADS
LIVE WIND DEAD
(Psf) (Ps f ) (Psf)
35.00 9.2-7 5.70
+ S + 1/2W1 -a
c 1
512295Q1.
1989 AISC/ASD
WIN➢ COEFFICIENTS
C2
-0.90
C3
NODE I
MEMBER END ACTIONS
SHEAR MOMENT
(kips) (kip-ft) �
-3,42
11.6g
14
4.27
-14.97
0.00
-6.09
-2.09
-2.81
-35.56
18.31
15.43
-5.
12
MEMBER
NODES
* AXIAL
I J
* (kips)
1
� 2
14.96
2
2 3
7.66
3
3 4
6.06
4
4 5
3.19
5
5 6
35.56
6
5 7
2_77
7
7 8
2.02
8
8 9
6.02
9
9 10,
16.45
+ S + 1/2W1 -a
c 1
512295Q1.
1989 AISC/ASD
WIN➢ COEFFICIENTS
C2
-0.90
C3
NODE I
MEMBER END ACTIONS
SHEAR MOMENT
(kips) (kip-ft) �
-3,42
11.6g
14
4.27
-14.97
0.00
-6.09
-2.09
-2.81
-35.56
18.31
15.43
-5.
12
5.02
o.00
42.98
-36.11
7 0.
0.00
14
147.30
68.61
-27.70
61.
-6.09
-2.09
-2.81
-35.56
33
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ. VERTICAL, MOMENT
* (kips) (kips) (kip -ft)
1 1 4.09 14.80 0.00
2 6 0.00 35.56 0.00
3 10 -6.44 16.21 0.00
AXIAL
(kips)
-15.01
-6.09
-2.09
-2.81
-35.56
-3.14
-5.99
-7.59
-16.48
K!
NODE J
SHEAR MOMENT
(kips) (kip -ft)
4.53 -42. 63
-4.23 36.11
15.16 -70.14
17.87 -147.30
00
. 0 0. 00
-15. 24 -68.61
5.16 27.70
13. 01 -61.68
-5.71 0.00
v
Job Name D:\ABCP\FRAMES\51229501-01A
BUILDING - FRAME LINES 2-4
LOAD COMBINATION 7 ---
ALLOWABLE STRESS TACTOR =
UNIFORM LOADS
LIVE WIND DEAD
(Psf ) (Psf) (PS f )
35.00 9.27 5.70
�r
MEMBER NODES �
I J
D + C + S + 1/2W2->
1.33
cl
51229501
1989 RISC/ASD
BIND COEFFICIENTS
C2
0.30
C3
MEMBER END ACTIUNS
NODE 2
AXIAL SHEAR MOMENT AX IAL
skips} (kips) (kip -ft)
1
1
2
20. 07
-3.18
0.00
69.08
2
2
3
8.49
16.02
40.23
3
3
4
6.88
5.97
-69.08
-15.24
4
4
5
4.42
-20.10
69.04
5
5
6
41.42
0.00
0.00
0.0
6
5
7
4.62
18.31
172.42
7
7
8
3.86
15.56
93.73
8
8
9
7.86
-4.97
-5.95
9
9 10
16.69
6.85
81.82
* SUPPORT REACTIONS
SUPPORT
NODE
* HORIZ.
VERTICAL
MOMENT
* (kips)
(kips)
(kip-
ft)
1
1
4.07
19. 91
0.00
2
6
0.00
41. 42
0.00
3
10
-8.28
16.37
0.00
X0,12
-6.92
-2,95
-41
-4
-7-82
x.43
-16.72
A2
98
m
s 117 A MaMENT
(kips) (kip-ft)
4.28
-39.88
-5.
93
69.08
20.37
-69.04
24.02
-172.42
0.00
0.00
-15.24
-93.73
5.03
5.95
12.86
-82.16
-7.54
0.0
0
ISI
Job Name D: \ABCP\FRAMES\51229501.O1A
BUILDING -- FRAME LINES 2-4
LOAD COMBINATION 8 - -- D + C + UNPAL
ALLOWABLE STRESS FACTOR = 1.00
UNIFORM LOADS
LIVE WIND DEAD * C1
(psf) (psf) (psf)
35.00 0.00 5.70 0.00
DISTRIBUTED LOADS
LOAD NO. LINE NO.
MEMBER
NO -DES
I J
START
END
LOCATION LOCATION
(ft. )
0.00
AXIAL
(kips)
1
1
2
10.65
-11.68
2
2
3
6.54
3
3
4
5.52
-7.82
4
4
S
4.19
5
5
6
34.12
6.35
6
5
7
3.28
7
7
8
2.27
0.00
$
8
g
x.25
9
9
10
19.56
.DUPPORT NODE �
(ft. )
40.00
5 12 2 9 5 0 1
WIND COEFFICIENTS
C2,
C3
o.00
o.00
* HORIZONTAL * VERTICAL
*
LOAD INTENSITY0* ADIN'T'ENSITY
* AT START AT END * AT START AT END
* (psf) (psf) * (psf) (psf)
0 . 00 0.00 17.50 17.50
MEMBER END ACTIONS
NODE I
SHEAR MOMENT
(kips) (kip -ft)
-4.66
8.02
. 3 9
2.68
6-a
-11.68
0.00
2-1.71
18.26
-6.31
4.26
0.00
52
. 3 9
-1.29
85.18
0.00
142.08
48.99
-60.73
47.73
6-a
SUPPORT REACTIONS
RORIZ. VERTICAL MOMENT
(kips) (kips) (kip -ft)
1 1 5.13
2 6 0.00
3 10 -5.13
10.43
34.12
19,35
0.00
-52.19
6-a
0,00
--4.O1
0.00
-3.59
AXIAL
(kips)
-10.65
-52.19
6-a
-3.38
--4.O1
-34.12
-3.59
-5.21
-7.82
,19.5
0.00
NODE J
SHEAR MOMENT
(kips) (kip -ft)
4.66
-52.19
-2.64
1.29
11.35
-85.18
13.16
-142.08
0.00
0.00
-18.05
-48.99
6.35
60.73
15.75
-48.07
-4.26
0.00
Ott
von Name D: \AgCp\FRAMES\51229501.01A
BUILDING -- FRAME LINES 2 -
51229501
MAXIMUM STRESS RATIOS -89 AISC ALLOWABLE STRESS DESIGN
OUTER FLANGE * W7P * rrrnTPR 7r.nr.Trz�
MEM WIDTH
(in)
1
2
�y
5
6
7
S
9
5.00
vvic�n rLl� 1N r, t5
THICK * THICK * WIDTH THICK * RATIO LOAD R -ATI
( in) (in) (in) (in)
0. 2500 0. 1345 5.00 n 2c�nn
*1644
0.18,75
0.2188
PIKE
0.2188
0.1875
0.1544
5.00 0.2SOO
5.00 0.2500
5,00 00
5.00
2 7
5
O.2SOO
2
8
5.00
5.00
8
0.2500
0.2500
1
5.00
5.00
0.2500
0.2500
5.00
811
8
6.62
8
Q.1880
5
5.00
0.2500
5.00
0.2500
5.00
'0.2500-
.25005.Q0
5.00
0.2500
*1644
0.18,75
0.2188
PIKE
0.2188
0.1875
0.1544
5.00 0.2SOO
5.00 0.2500
5,00 00
5.00
2 7
5
0.2500
2
8
5.00
8
0.2500
1
5.00
1
0.2500
1
5.00
811
8
0.2500
8
0.6
2 7
5
0.74
2
8
0.993
8
0.928
1
0.773
1
0.928
1
D.993
811
8
0.742
8
0.627
5
SHEAR INNER F G
0 LOAD RATIO LOAD
0.315
1
0,83
8
0.811
1
0.573
8
0.000
3
x.573
8
0.
811
1
0.832
8
0.31S
1
0.900
1
o.87r
�
0.91
3
0.977
1
0.773
1
0.977 1
0.941 3
0.877 3
4.90 1
Job Name D:\ADCP\FlZAMES\5122950j.01A
BUILDING -- FRAME LINES 2-4
PLATE
WIDTH/
THICK.
NODE (in. )
BOLTS
ROWS GAGE
LINES
2 5
, OOX
TOP
3
2
0.375
BOT.
2
2
4 5.
0
0 X
TQC'
4
2
0.375
BOT .
3
2
7 S.ODX
TOP
4
2
0.375
BOT
3
z
9 s.oax
TSP
3
.z
0.375
BST.
2
2
51229501
BOLTED SPLICE SUMMARY
* CONNECTION RESISTANCE *MOM.
DIA. * TENSION COMPRES. MOMENT * ARM Y'r' YC
(in.) * (kips) (kips) (kip - ft) * (in.) (in.) (in.)
0 . 750 39.8 51.6 72.3 18. 98 G. 1.35
0.750 29.4 37.3 58.6 21.08 5.27 0.50
0.750 47.3 50.8 86. 3 21.09 2.90 0.51
0.75,0 37.2 37.3 70.4 22.72 1.65 0.13
0.750 47.3 50.8 86.3 21.09 2.90 0.51
0.750 37.2 37.3 70.4 22.72 1,65 0.13
0.750 39.8 51.6 72.3 18,98 6.53 1. 35
0.750 29.4 37. 3 58. 6 21.08 5.27 0.50
Job Name D*\A-BCP\FP,...AMES\5-1229,501.C)I-A
BUILDING -- FRAME LINES 2-4
COL.
INTERIOR COLUMN CONNECTIONS
CAP PLATE
THICKNESS WIDTH
NODE (in )
�
.iii
1 5
0.375
-0.14
*
HCR I Z
NIDE LOAD
.
(kips)
� 1
0.00
2
fl_nd
3
a.oa
4
0.00
5
0.00'
6
0.00
7
0.008 -
0.00
�
.iii
.�000
�
-0.14
8.98
LENGTH * NO.
(in. )
11.500 4
LOADING
VERT I CAL MC7MP.MT �
(kips
43.46
-11.84
-0.14
8.98
20.68
35.56
41.42
34.3-2
0.00
(kip -ft)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
o.
oa
A3 2 5 BOLTS
DIAMETER
(in. )
0.500
AREA
(int)
0.785
BOLT RESISTANCE
SHEAR TENSION
(kips) (kips)
G. 34.56
21.94 45.97
21.94 45.97
21.94 x5.97
21.94 45.97
21.94 45.97
21.94 45.97
16.49 34.56
It I
Job
Name D:\ABCP\FRAMES\51229501.01A
BUILDING -- FRAME LINES 2-4 51229501
FRAME SUPPORTS
* BASE PLATE
* ANCHOR BOLTS
THICKNESS WIDTH LENGTH * N0. DIAMETER AREA
SUP. * NODE (in.) (in.) (in.)
(in.) (int)
1 0.500 6.000 9.000 2 0.750 0.884
2 6 0.625 8.000 12.500 2 0.750 0.884
-� 10 0.500 6.000 9.0 0 0 2 0-.750 0.884
* REACTIONS * BOLT RESISTANCE
* HORIZ. VERTICAL MOMENT * SHEAR TENS ION
NODE * LOAD (kips) (kips) (kip-ft) * (kips) (kips)
1 1 6.53 18.97 0.00 8.84 11.21
2 -4.29 -6.62 0.00 11.75 22.83
3 -4.32 3.60 0.00 11.75 22.77
4 -1.16 2.47 0.00 11.75 23.50
5 -1.19 12.69 0.00 11.75 23.50
6 4.09 14.80 0.00 11.75 23. 19
7 4.07 19.91 0.00 1 1.7 5 23.22
8 5 .13 10.43 0.00 8. 84 13.74
6 1 0.00 43.45 0.00 8.84 17.67
2 0 . 00 -11.84 0.00 11.75 23 .50
3 0.00 -0.14 0.00 11.75 23.50
4 0.00 8.9g 0.00 11.75 23.50
.
5 0.00 20.68 0.00 1175 23.50
6 0.00 35.56 0.00 11.75 23 .50
7 0.00 41.42 0.00 11.75 23.50
8 0.00 34.12 0.00 g.gq 17.67
-T 0 1 -6.53 18.97 0.00
2 -0.41 _3.79 8.84 11.21
0.00 11.75 23.50
3 -4.08 -3 . 47 0.00 11.75 23.20
a -3.54 5.30 0.00
5 _� 21 11. 75 23.50
5.61 0.00 11.75 17.57
6 -6.44 16.21 0.00 11.75 18.96
7 -8-2$ 15.37 0. 00 11.75 15.65
8 -5.13 19.35 0.00 8.84 13.74
2I/-
Sob Name D:\A2CP\FRAMES\51229501.02A
GESTAD - - INPUT ECHO
COLUMNS
11-20.)(.21-30.)(.31-40.)(.41-50.)(.51-50.)(,51_70
CARDNO.
eo.)
JOB NAME AND NUMBER :- LEAN - TO
---------------------- - -- --- 51229501
------------------
o --------------
KTY KSY KPR KAN NCY INV NDC= 3
� 0 0 1 5 2
1
KUN FYF FYW DEF EXC RSB AFL EHL EHRAOH ITF NDC -2
=
1 50.0 50. 0 0 . 030 0 .050 0 . 000 0 . 000 10,333 11.667 3. 1 0 2
XWR YWR FRS NWL NRS NWR NIC MRC NBS NTC spw SPT NDC= 3
16.000 0.000 9.000 1 1 0 0 2 1 1 0.000 0.000
3
SWL TWL DWL EWL FCT. r.Tcr
10 .333 0.000 7 7.500 50.0 50 p 2 1WL NGL NIDC= 4
0
2 4
STI BT2 BT3 BT4 BT5 BTS g
L 5.�D� 0.25 Q. 134 T7 NDC- 5
5.000 0.25 0. 000 0.000 5
DGL GLI GL2
8.000 88.000 36.000
XT TT DT
0.0100 1.000 8.000
NSL BT1 PT2
0 5.000 0.250
i�
GL3
O.000
GL4
GL -5
ET FST WST KT LT LTB LTC
.
8 000 50.0 50. 0 1 I 1 1
BT3
n.134
PUS
5.000
PU3
18.000 40.000 40.000
-- - - - - - - - - LOD
D + C +
,a -
UD UL uw
5.700 72.000 0.000
CW1 CWS CW3 CW4
0.000 0.000 0.000 o.000
---------- ---- MoD -----_--_-___
UD
?.70 0
cW-1
0.800
UL
0. 000
W
-0.700
uw
17.380
CW3
-0,700
-*,
ND C:= 7
7
IT NP NDC= 9
0 3 g
BTS BT6 RT7 NDC= 5
0.250 0.000 0. 0 0 0 5
PU4 PUS NDC=10
0.000 0.000 10
SFL KL ND NK Ny KA NDC=20
1.000 0 0 0 0 1 ao
CW5
0.000
SFL
1.330
cws
0.000
SFL
1.330
KW NDC -21
1 21
CW6 DC=22
0.1000 22
KL ND NK NY KA NDC=2 0
0 0 0 0 1 2p
KW NDC -2i
1 21
CW5NDC =22
0.000 22
KL ND NK. NY KA ==2 0
0 0 0 0 1 2D
2C?
UD
3.700
cwl
-0.500
UL
0. 0 0 0
CW2
-o.7oo
LOD
+ c + W-> + I/2.
uw
17.380
CW3
-0.700
LTL
36.000
CW4
0.800
7vi
1#380
L'Wz CW3
-0.700 -0.700
% - - - - - - - - - LOD ---------
W- - 1/2S
UD
5.700
cwl
-0;500
UL
36.00
CW2
LOD
+ + 1/2W->
CW4
-0.500
uw
1i.38D
CW3
--o.7oo
ATL
72.000
CW2 CW3
-0.700 -0.700
LOD
D + C + S + 1/2W< -
UL
72.000
cwz ewe
-0. 700 -0.700
CW4
0.800
ur7
8.690
CW4
-0.50Q
CW4
a.sao
KW SDC=21
1 21
CWS CW6 NDC=22
0.000 0.000 22
SFL KL, ND NK NY KA NDC=2 0
1.330 0 0 0 p l Zp
KW NDC=21
1 21
CWS CW6 NDC -22
0.000 0.000 22
SFL KL NID NK NY KA NIDC=- 2 0
1.330 0 0 0 0 1 Zp
KW C=21
1 21
CWS CW6 NDC=2 2
0.000 0.000 22
SFL KL ND NK NY KA NDC=20
1.330 0 0 0 0 1 2p
KW NDC=21
1 21
CW5 CW6 NDC=:2 2
0.000 0.000 22
SFL KL ND NK NY KA NDC=2 0
1.330 0 0 0 0 0 20
cws
0.000
CW6
0.000
KW NDG=2l
1 21
C=2 2
2 2
Job Name: D ABCP FRAMpq
AMERICAN BUILDINGS CO.
P.O.
EUFAULA,
\51229501. 02A
BOX 800
ALABAMA 3 6 0 7 2
11/14/96
04: -'-;?8 PM Ver. 11.0
STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD
ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MEMA AS APPLICA$LE
BUILDING DESCRIPTION - -
FRAME WIDTH BAY SPACING
16. 000 ft.
LEFT WALL
------------
NoDE
BASE 1
EAVE 2
ROOF SLOPE I
NODE
LEFT END 2
RIGHT END 3
9. 000 ft.
LEAN - TO
ROOF SLOPES
I
INT. Co0LUMi�S
161
51229501
MEMBERS
2
SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE
0.000/ 12.0 8.00 in. 36.00 in.
LOCATION WEB DEPTH CONNECTION
0.000 f .i 7.500 n. PINNED
10.333 ft. 7.500 in. PINNED
SLOPE W/HORIZ. PURL IN DEPTH TyP. PURLIN SPACE
1.000/ 12.0 8. 0 0 in. c0.00 in.
LOCATION WEB DEPTH CONNECTION
0.000 ft. 8 . 000 in. PINNED
16.000 ft. 8.000 in. PINNED
3
Job Name D:\Al3CP\FRAMES\t1229S0j.02A
BUILDING -- LEAN-TO
MEMBER SIZES
OUTER FLANGE * WEB * INNER FLANGE
MEMBER WIDTH THICK.'THIC. * WIDTH THICK.
(in. ) (-i11n.) * (in.) * (in.) (in.)
1 5.00 X 0.2500 0.1345 5.00 X 0 .2500
2 5. 00 X 0.2500 0. 13 45 5.00 X 0.2500
T.�1.
5I229501
WEB -
FLANGE
WELD
YIELD STRESS
FLANGE WE B
tksi) (ksi)
50.0 50.0
50.0 50,0
Job Name Do-\A]3CP\FRAMEs\512295,0j.02A
BUILDING — LEAN-TO
NODE COORDINATES
NODS x
(in. )
1
2
12.
12.25
25
3
192.00
Y
in
o.CC)
112.48
127.46
51229501
Job Name D:\AECP\FRAMES\5122950j.02A
BUILDING -- LEAN-TO
LOAD COMBINATION 1 --- D + C + S
ALLOWABLE STRESS FACTOR = 1. 00
LIVE WIND DEAD
(Psf) (Psf) (PS f )
72.00 0.00 5.70
MEMBER NODES
z �
1 1 2
2 2 3
SUPPORT NODE
1 1
2 3
5122950-
X989 AISC/ASD
* WIND COErFICIENTS
*
cl C2
0.00 0.00
MEMBER END Ac � z ops
NODE I * BODE J
AXIAL SHEAR MOMENT AXIAL
(kips} �ki�s� skiP-ftp
5.57 0.00 0.00 -5.97
0.44 5.33 0100. 0.44
SUPPORT REACTIONS
HORIZ.
(kips)
0.00
0.00
VERTICAL MOMENT
(kips) (kip-ft)
5.97 0.00
5.22 0.00
SHEAR MOMENT
(kips) (kip -ft)
0.00 0.02
5.21 0.00
9
Job Name D:\ABCP\FP-P.LM.ES\5.-'1229501-02A
BUILDING -- LEA7q-Tn
51229501
LOAD COMBINATION 2 --- D + W->
ALLOWABLE STRESS FACTOR = 1,33 1989 AISC/ASD
UNIFORM LOADS * WIND COEFFICIENTS
LIVE WIND DEAD * cl C2
(psf) (psf) (psf) �
0.00 17.38 3.70 0.80 -0.70
MEMBER NOIDES
2 2 3
SUPPORT NODE
l
3
MEMBER END ACTIONS
NODS I NODE J
AXIAL SHEAR MOMENT AX Ip,,L
(kips) (kips) (kip -ft) * (kips)
-0-59 0,13 0.00 0.59
0.65 -0.58 0.00 -o.G I
SUPPORT REACTIONS
HORIZ.
(kips)
-0.13
-0. 56
VERTICAL MOMENT
(kips) (kip -ft)
-0.59 0.00
-0.62 0.00
SHEAR MOMENT
(kips) (kip-ft)
0.47 0.00
-0.58 0.00
Job Name 1D.\ABCP\FRAMES\51229501.02A
BUILDING -- LEAN-TO
LOAD COMBINATION 3 ---
ALLOWABLE STRESS FACTOR =
LIVE WIND DEAD
(Psf) (psf) (Psf )
0.00 17.38 3.70
MEMBER NODES
I J
1 1 2
2 2 3
SUPPORT NODE
z
z
1
3
D + W<-
1.33
51229501
1989 AISC/ASD
WIND COEFFICIENTS
MEMBER END ACTIONS
NODE I * NODE J
AXIAL SHEAR MOMENT * AXIAL
(kips) (kips) (kip -ft) * (kips)
-0.69 -0.08 0.00 0.69
-0.50 -0.58 0.00 0.54
SUPPORT REACTIONS
HORIZ .
(kips)
0.08
0.59
VERTICAL MOMENT
(kips) (kip -ft)
-D.69 0.00
-0.53 0.00
SHEAR MOMENT
(kips) (kip - ft)
-0.30 0.00
-0.58 0.00
Job Name D: \ABCP\FRAMES\5_229501.02A
BUILDING -- LEAN-TO
LOAD COMBINATION 4 - —
ALLOWABLE STRESS FACTOR =
UNIFORM LOADS
LIVE
(Psf)
36.00
MEMBER
1
2
WIND
(Psf)
17.38
NODES
1
2
1
1
2
3
2
3
DEAD
(PS f )
5.70
ID + C + W- > + 1/2S
1.33
51229501
1-989 AISC/ASD
* WIND COEFFICIENTS
* Cl C2
0.80 -0.70
MEMBER END ACTIONS
NODE I * NODE
AXIAL SHEAR MOMENT * AX IAL
(kips) (kips) (kip-ft) * (kips)
2.32 0.13 0.00 -2.32
0.86 2.02 0.00 -0.39
SUPPORT REACTIONS
HORIZ. VERTICAL MOMENT
(kips) (kips) (kip -ft)
-0.13 2.32 0.00
-0. 56 1.93 0.00
SHEAR MOMENT
kips) (kip -ft)
0•a7 0.01
1•g7 0.00
Job Name D:\ABCP\FRAMES\51229501.02A
HUILDING — LEAN-TO
LOAD COMBINATION 5 ---
ALLOWABLE STRESS FACTOR =
UNIFORM LOADS
LIVE WIND
(Psf) (psf)
36.00 17.38
MEMBER NODES
I i
1
1
2
2
2
3
SUPPORT NODE
l
3
DEAD
(Psf)
5.70
i3 + C + Wim- + -1/2S
1.33
51229501
1989 AISC/ASD
WIND COEFFICIENTS
MEMBER END ACTIONS
NODE I * NODE J
AXIAL SHEAR MOMENT * AXIAI,
(kips) (kips) (kip -ft) * (kips)
2.23 -0.08 0.00 -2.23
-0. 28 2.02 0.00 0.75
SUPPORT REACTIONS
HORIZ. VERTICAL MOMENT
(kips) (kips) (kip-ft)
0.08 2.23 0. 0 0
0. 59 2.03 0.00
SHEAR MOMENT
(kips) (kip -ft)
-Q.30 0.01
1.97 0.00
Job Name D:\ABCP\FRAMES\5122950j.02A
BUILDING -- LEAN-TO
51229501
LOAD COMBINATION 6 --- D + C + S + i/2W->
ALLOWABLE STRESS FACTOR = 1. 3 3 1989 AISC/ASD
UNIFORM LOADS * WIND COEFFICIENTS
LIVE WIND DEAD * C1 C2
(Psf) (Ps i) (Psf) ,t
72.00 8.69 5.70 0.80 -0.70
�c
MEMBER N(]L7E S
� J �
1 1 2
2 2 3
SUPPORT NODE �-
1
1
2
3
MEMBER END ACTIONS
NODE I * NIDE J
SUPPORT RBACTIONS
HORIZ.
(kips)
-D.Q7
- 0. 2 8
VERTICAL MOMENT
(kips) (kip-ft)
5.53 0.0 0
4.79 0.00
SHEAR MOMENT
(kips) (kip -ft)
0.24 0. 02
4.79 0.00
IAL
SHEAR
MOMENT *
AXIA-L
(kips)
(kips}
(k'p-ft} X
(kill.pS}
5.53
0.47
0.00
-5.�3
0.764.91
0. 1...1111)3
a.i�
SUPPORT RBACTIONS
HORIZ.
(kips)
-D.Q7
- 0. 2 8
VERTICAL MOMENT
(kips) (kip-ft)
5.53 0.0 0
4.79 0.00
SHEAR MOMENT
(kips) (kip -ft)
0.24 0. 02
4.79 0.00
Job Name D 4 \ABCP\FRAMES
\51229501. 02A
tsu1LiJ1NG -- LEAN-TO
LOAD COMBINATION
ALLOWABLE STRESS
UNIFORM LOADS
7 -- D + C + S + 1/2W< -
FACTOR 1.33
LIVE WIND DEAD
(Psf) (Psf) (Psf)
72.00 8.69 5.70
MEMBER NODES
I J
1 1 2
2 2 3
51229501
1989 AISC/ASD
* WIND COEFFTCIENTS
*
cl C2
0.50 -0.70
MEMBER END ACTIONS
NODE I
AXIAL SHEAR MOMENT * AXIAL
(kips)(kips) (kip -ft) * (kips)
5.48 -0.04 0.00 -5.48
0.18 4.91 0.00 0. 69
* SUPPORT REACTIONS
SUPPORT NODE * HORIZ. VERTICAL MOMENT
* (kips) (kips) (kip -ft)
1 1 0.04 5.48 0.00
z 3 0.29 4.83 0. 00
NODE J
SHEAR MOMENT
(kips) (kIf
ip-ft)
-0.15 0.02
a•79 0.00
Job Name D:\APCP\FRAMFS\51229S01.02A
BUILDING -- LEAN - TO 51225501
MAXIMUM STRESS RATIOS -89 AISC A7TnwAnr.7 cmD7ce
uu1Ex rILANGB * WEB * INNER FLANGE
MEM WIDTH THICK * THICK * WIDTH THICK
(in) (in) (in) (in) (in.)
1 5.00 0. 2500 0.1345 5.00 0.2500
2 5.00 0.2500 0.1345 5.00 0.2500
T r
IC
S
OUTER FLG WEB SHEAR INN,� R FLG
RATIO LOAD RATIO LOAD RATIO LOAp
0.083
i
0.649
1
0.017 z
o.asz i
o.as� 1
0.599 1
Job Name D:\AgCP\FRAMES\51229501.02A
BUILDING — LEAN - TO
PLATE
WIDTH/
THICK.
NODE
z s.oox
0.375
11
5122-1�501
BOLTED SPLICE SUMMARY
BOLTS
* CONNECTION RESISTANCE *MOM.
ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC
LINES (in.)* (kips) (kips) (k-'-P-ft) *(in.) (in.) (in.)
TDP
1
2
0.750
14.5
0.13
14.1
6.
BOT.
l
2
0.750
0.13
14.1
14.5
97
8.3
1.44
14.5
0.13
g_3
6.
6.
97
1.44
0.13
6.
97
1.44
0.13
yob Name D_\ABCP\FRAMES\51229501.02A
t3UILDING - LEAN-TO
FF -AME SUPPORTS
* BASE PLATE
* THICKNESS WIDTH LENGTH * NO. DIAMETER BOLTS
SUP. * NODE (in. ) ( in. ) (in. ) (in. ) (int)
1 1 0.375 6.000 8. 500 2 0.750 0.884
2 3 0. 3 75 6.000 9.000 2 0.750 0.884
* REACTIONS * BOLT RESISTANCE
* HORIZ. VERTICAL MOMENT * SHEAR TENSION
NODE * LOAD (kips) (kips) (kip-ft) * (kips) (kips)
1 1 0 . 00 5.97 0.00 8.84 17.67
2 -0.13 -0.59 0.00 11.75 23.50
3 0.08 -0.69 0.00 11.75 23.50
4 -0.13 2.32 0.00 11.75 23.50
5 0.08 2.23 0. 00 11.75 23.50
6 -0.07 5.53 0.00 11.75 23.50
7 0.04 5.48 0.00 11.75 23.050
3 1 0.00 5.22 0.00 8.84 17.67
2 -0.56 -0.62 0.00 11.75 23.50
3 0 . 59 -0.53 0.00 11.75 23.50
4 -0.56 1.93 0.00 11.75 23.50
5 0.59 2.03 0.00 11.75 23.50
6 -0.28 4.79 0.00 11.75 23.50
7 0.29 4.83 0.00 11.75 23.50
7
J " .
Y
Calculabons supporting the structuintegy of the endvvsll framing and tenst'on rod
braang ars presented in this section. EndwW components included in the analysis are
the roof beam, comer columns, inten"Or cokmm, and,, if necessary, tension bracing. In
��#i#�on, the analysis contains the designs ikw the roof and sidewall tension bra cii
ng.
Figure 4 0f this section, illustrates these nwmbers schemati fly, slang with the
loadings 'imposed an them.
The endwall roof beam is designed for the specMed load combinations using the
ti'1t?[Y1Bt7tS for 8 Gt?nU#'1UolD5 beam. The interior end comer columns are designed as
pinned -end compression members under the deed plus live loading, For the ho ontal
wind load, the interior columns are designed as simple beams. The wind farces
exerted an the sidewalls are resisted wtwe poss.1"ble by the vel# diaphragm or by
tension bracing, The rood bra�ng are tensm m�embers which transfer the wind f orces
4141 MrM
TrISTAM
i
Fuge 4 of this Section defines the ncarr=endature used in the computer printout that
follows. The printout fist the results of the stress analysis on the above building
members. Included in the resutts are the actuW and sliowabtestresses controlling the
design a# the memb$r. The allowable stresses are based on the yield stresses being
361�CSi for the hotrolled r�il sections and rads_ and 55 KRI fnr f:qrinry hE,ilt.a :n car-4innoz
LOADING
RLc RL2 RL I
RL 7 Rt-,? FZL,c
C
L
RfAA
RHE
It
fl%V,4 mv.? j HVI Hv %,VA
'LIVE i- DEAD WIND
WIND UN
ROCV M -AM
SCALE: D A -lm�
^TE
DWN.
CKD. H Y
APP +. M'.
ISSUE DATE: --. -�.8
SIDEWAL-1-
&7
Nt e
Ae I v I R11v
V4.'i Nf)
WAU UN
E-NDWA'I- L
CORNER (l-".`0LUMN
\
�
A
L
/-L- 0 r I
E A
MN AN�}
. �'MAA C 1 N
L - r
Z U FA V LA
NUMB=
—RXV
r P -A
RaMaNc
ROCV M -AM
SCALE: D A -lm�
^TE
DWN.
CKD. H Y
APP +. M'.
ISSUE DATE: --. -�.8
SIDEWAL-1-
&7
Nt e
Ae I v I R11v
V4.'i Nf)
WAU UN
E-NDWA'I- L
CORNER (l-".`0LUMN
\
�
A
L
/-L- 0 r I
E A
MN AN�}
. �'MAA C 1 N
L - r
Z U FA V LA
NUMB=
—RXV
r P -A
ANIH .fir
L AN
Rwf'(2) RWF{3)
ai
E�NnWAL—L_ 4..—�
tij
ENO FRAME
CL R1 0 FRAME
HI11) FRAME
qL END F RAMS
L
2
I G i
SCALE No
DAA
COLUMN AND MENDWALL
�lc� sy
fro a ROD SRAC INGrip
x
CMRAWING.-. -�
S C i
AREA
ANO
A TEN
AX F / AX FOR
SN MOM
BND RAT / ON
CS FOR
^OL W
*60
CWCH
OL
FA
FB
FBA
F -K
H BRSE
INTERACTION RATIOK
LL
LEEWARD
MOMT
MNT t
MNT R
QCH
ROCH
RWF
Rx
RY
RYT
sHa w►T / say RATIOSL
ST FOR
sxr
sxc
TCH
UL.X
ULY
V BASE
V TOP
VJCH
WCN
WINDWARDWLWN FOR
XOCH
Grms-sectional area of section (#n 2)
Angle tension bracing makes with direction of wind force.
Allo"ble tension form In rod or cable bracing
Actual axles forge
Banding moment
`
RsfiO of sctue! to 8110wab#e bending moment
Actual tension farce in rad or cable brachig
-
QDIUmn Height or beam Ion th
Torsions! warping constant of "C" Section
- Deed Lied
04 Allowable axis! a#rese
ftF Aftwable bending atvea
1-0 Actual bendng atra�s
Fvot k1Rs
�o�cntal rescVon at base of column
COMbir*d "al and bending
vJP3
Live Load
Side in the direcfion; toward whtct� the wind blows8ending moment
Bending moment 1,eft of- a pint
In mom point
EffOCU'VO sectlon factor for e "C" Section
Poker radios of gy-ration of "C" Section about the shear
ter
Wnd Torre resisted by tension bracing
Rsdius. of gYrstion.
Of a aec#ion about the major axis
Radius of gymfion v# a eactiQn about the minor axis.
""U"Mm gyr-num Ot a '17 w&Jon COMPOSed of ft C0nVnWW!on:
ft"' Bind 1/3 Of ft }' ;10in web of a
an OVIS iiiiii..A -.A-Alk.- - S
0=km taken
MWFWM.. -vi •
Smear Ibme BAR Of i point
Shm twre right of a point
Ratio of ectuef to a1krwasble ahoar forces
SnOW load
Strut forcle
'I +i"Oun aection mvduka about major axis
Compress'On sacti)n "Vdufus about mayor oda
P**rsaw of e *C" Section
Unbraa&d length along major axis
[h1bracad length along rn}nor axis
V*rttcal reactlan at base Of column
Horizontal reactivn at top of a column
Saint Venent torsion cana#ant of "(:�" Section
Minor axis moment of InarUsr of compresaion area
Side uRan which the wind blows
load
Wnd f0M& r,eS#sted
Distance from sties
sods
bY tension bracing
r center to centroid
of Section
Of "L" Secfion #kng x
L"
Column and. beam Endwall Design Ver. 11, 0
American Buildings Company Eufaula, AL
Job dame: 512295a1 Jab Part : 1 LETS
BUILDING TYPE IS SYMMETRICAL SINGLE GABLE
BUILDING WIDTH = 80--000
LEFT HEIGHT = 12.500
LEFT SLOPE = 2.000
BAY SPACING = 25.000
BUSLDING CODE:
1994 Uniform Building Code
BUILDING USE CATEGORY:
Page 1
FIM Dec 03 0-9:47:59 1996
ft BUILDING LENGTH =
ft RIGHT HEIGHT -
X12 RIGHT SLOPE -
ft ROOF OVERHANG =
1 Essential Facilities
. 2Hazardaus Facilities
- 3 Special occupancy Structure
E4 Standard OCCupancy Structure
_- _-'=NUW EXPOSURE CATEGORY
... 1 Roofs located in generally open terrain
2 Structures located in densely forested
03 All, other strUCtures
ENCLOSURE CaNDITI4N
a Enclosed structure
100.000 ft
12.500 ft
2.000 :12
0.000 ft
extending dor 1/2 mile or more
or sheltered areas
=nc;lusea structure has 85-',-- or more openings on all sides
Partial enclosed has > 15°s of one wall open & twi
WIND EXPOSURE CATEGORY: ce > open as
B Terrain with buildings, forest, or surface irregularities
■C Terrain with is flat and generally open to 1/2 mile or more
D Flat and unobstructed coastal areas exposed to wind flowing
DESIGN ROOF LIVE LOAD 35.000 psf
COLLATERAL LOAD = 2.000 psf
GROUND SNOW LOAD = 50,000 psf
SNOW EXPOSURE FACTOR = 0.700
SNOW IMPORTANCE FACTOR = 1.000
'LOPE ROOF SNOW LOAD - 72.000 psf
liESIGN WIND VELOCITY = 80.000 mph
WIND IMPORTANCE FACTOR = 1.000
*** DESIGN LOAD COMBINp1TIONS
CASE
NO 1
CASE
NO 2
CASE
NO 3
CASE
NO 4
* * * LOADS
CROUP TYPE
DL
LL
SL
COL
LOAD FACT /
GROUP
LOAD FACT /
GROUP
LOAD FACT /
GROUP
LOAD FACT /
GROUP
M FM TO START
ft
uNzF
R
0
o
0.00
0 00
UNIF
R
Q
D
�.OaD
UNIF
R
0
Q
0.000
UNIF
R
Q
0
0.000
_> 1.6 DL 1.6
_> 1.0 DL 1.0
_> 1.0 DL 1.0
_> 1. 0 DL 1.0
VERT
psf/
kips
-3.70
-35.00
-35.00
-2.ao
MOMT
kip-
ft
0.00
ft
0.00
psf
0.00
0.000
0.000
0.000
0.000
0.00
other wills
from site
over water
coL 1.6 SL
WL
COL 1.0 wL o .5 SL
COL I , Q SLS WL
END
HORIZ
VERT
ft
psf
psf
80.000
80. 000
80.000
80.000
0.000
0.000
0.000
0.000
-3.700
-35.000
-35.000
-2.000
CCiumn and Beam Endwall Design Ver. I �.0
American bui ldings Company Euf aul�a , ALA
Job Name: 5Job Part LEW
* �
LOADS (Cont,
nued)
GROUP TYPE
WL
W-1-1
WL
WL
WL
UNIF
UNIF
UNIF
UNIF
tmrrF
M FM TO
R
0
0
C
1
2
C
3
6
C
'7
g
B
1
8
FY COLD FORMED -
FY HOT ROLLED
BUILT UP
ENDWA-LZ, RAFTERS
MEM DESCRIPTION LOCATION
1 W1 OX22----
2 W10X22
ft
o.000
40.000
*** ENDWALL COLUMNS
HORIZ
psf/
kips
0.00
-26.49
-20.93
-26.49
-2x.09
t 1
. 0 ksi
50. 0 ksi
VERT
P.
kips
3 3.3 6
0. 00
0.00
0.00
0.00
SPLICE PLATES
in -i
6 0.250 1. 5 0
6 0.500 I5.00
MEM DESCRIPTION LOCATION BASE PLATES
f t in iI nn
1 BUILT-UP-----
0.000 6 0.500 9.00
v 5. 0 X 0. 250 in FLG
2 , 0.134 in WEB
(l.BUILT-UP 5. 000
5.0 X 0.250 in FLO, 6 01,500 9.00
3 BUILT-UP 0•134 in WEB
15.000 6 0.500 9.00
6.0 X 0.250 in FLG, 0 . 134 in W
4 BUILT-UP 30.000 8 0..500 9,00
5
8. 0 X Or.250 in FLG, 0.134 jr, WEB
BUILT-UP 50.000 8 0.500 9.00
8. 0 X 0.250 in FLG, 0 .134 in
6 BUILT-UP G5.0WEB06 0.500 9.00
6.0 X 0.250 in FLG,
7 BUILT - UP x• 13 4 in WEB
75.000 6 0.$00 9.00
5.0 X 0. 250 in FLG,
8 BUILT - UP x•134 in WEB
80.000 6 0 S00
5.0 X 0.250 iFLGI
9.00
n 0 . i �a ;,, ..,n.,
Page 2
Tue Dec 03 p9;g'7;Sg jqadc�
MQMT
k_1P_
ft
ft
0.000
0.00
so.
0.00
0.000
0.00
33.358
0.000
0.000
0.
0.
0.00
o.o
. 000
o
o
o.000
0 0 0
o.
000
o.
oo
1
o
MEM DESCRIPTION LOCATION
1 W1 OX22----
2 W10X22
ft
o.000
40.000
*** ENDWALL COLUMNS
HORIZ
psf/
kips
0.00
-26.49
-20.93
-26.49
-2x.09
t 1
. 0 ksi
50. 0 ksi
VERT
P.
kips
3 3.3 6
0. 00
0.00
0.00
0.00
SPLICE PLATES
in -i
6 0.250 1. 5 0
6 0.500 I5.00
MEM DESCRIPTION LOCATION BASE PLATES
f t in iI nn
1 BUILT-UP-----
0.000 6 0.500 9.00
v 5. 0 X 0. 250 in FLG
2 , 0.134 in WEB
(l.BUILT-UP 5. 000
5.0 X 0.250 in FLO, 6 01,500 9.00
3 BUILT-UP 0•134 in WEB
15.000 6 0.500 9.00
6.0 X 0.250 in FLG, 0 . 134 in W
4 BUILT-UP 30.000 8 0..500 9,00
5
8. 0 X Or.250 in FLG, 0.134 jr, WEB
BUILT-UP 50.000 8 0.500 9.00
8. 0 X 0.250 in FLG, 0 .134 in
6 BUILT-UP G5.0WEB06 0.500 9.00
6.0 X 0.250 in FLG,
7 BUILT - UP x• 13 4 in WEB
75.000 6 0.$00 9.00
5.0 X 0. 250 in FLG,
8 BUILT - UP x•134 in WEB
80.000 6 0 S00
5.0 X 0.250 iFLGI
9.00
n 0 . i �a ;,, ..,n.,
Page 2
Tue Dec 03 p9;g'7;Sg jqadc�
MQMT
k_1P_
ft
0.00
0.00
so.
0.00
0.000
-26.
-20.926
-26.485
-24.
0.00
33.358
0.000
0.000
0.
0.
0.00
G
RIZ
END
VERT
ft
so.
aoo
0.000
-26.
-20.926
-26.485
-24.
0.000
33.358
0.000
0.000
0.
0.
000
000
G
. 000
0.000
8.
0 0 0
o.
000
WEB
RIZ
1
VERT
PSf
5.000
Psf
0.000
-26.
-20.926
-26.485
-24.
485
092
33.358
0.000
0.000
0.
0.
000
000
SP BOLT PR BEND RT
i
2 i
2 0.75
0.934
0. 934
BEND RT
x'.282
cs • uU0 in 0/0 WEB
-- - �•. aa 25 . 000 in O/0
***
MAXIMUM ENIDWALL REACTIONS AND DESIGN LOAD COMBINATIONS
CASE M VERT M HORZ r.nrn n, ,,,.,..,,
kips
-1*
kids
_.U.K / LOAD GROUP ; }
DL
COL
L
SHR RT
0.244
0.244
SHR RT
0.103
0.106
0.172
0.
0.103
1
0.7.5
0.514
5.000
ill
0/0
WEB
1
0.75
0.6 2 8
8.
0 0 0
in
0/0
WEB
1
0•75
0.714
8.
0 0 0
in
0/0
WEB
1
0.75
0.714
8.,.000
in
0/0
WEB
1
0.75
0.628
8.000
in
O/O
WEB
�
0.75
0.514
8.000
in
0/0
WEB
1
0.75
0.282
-- - �•. aa 25 . 000 in O/0
***
MAXIMUM ENIDWALL REACTIONS AND DESIGN LOAD COMBINATIONS
CASE M VERT M HORZ r.nrn n, ,,,.,..,,
kips
-1*
kids
_.U.K / LOAD GROUP ; }
DL
COL
L
SHR RT
0.244
0.244
SHR RT
0.103
0.106
0.172
0.
0.103
Cclumri and Beam Endwall Design. Ver. 11, E
American Buildings CompanyEufaula, AI.,
Job Name: 512-29501Job Part: 1 LEW
Page 3
Tue Dec 03 09:48:0 0 19 9 6
2 -7.2 3.3 1.0 DL 1.0 WL
3 -2 . 5 3.1 1.0 DL 1. 0 COL
4 5'8 0.5 1.0 DL 1 . 0 COL
1.0
WL
0.5
SL
1.
4
SL
0.5
WL
'1
Column and BeamndwaCXll Design Ver. Zz.a
Ameri�an Buildings Company Eufaula, AL
Job Name: 51229501 Jai Part. 1 REW
BUILDING TYPE IS SYMMETRICAL SINGLE GA -BLE
BUILDING WIDTH0
Page 1
Thu Nov 14 16: 50: 42 19 9 6
u u u �t BUILDING �,ENGTH-LEFT HEIGHT - 1�.5�a ft100.000 ft
LEFT SLOPE _ RIGHT HEZGHT = 12 . 5 Q o ft
_ BAY SPACING -
2.000 :12 SIGHT SLOPE
- 25.000 ft ROC]F Q�IERH.�I�G _ 2.000
.00� :1�
_- a.aa� ft
_
BUILDJNC CQDE:
_ 1994 UnifOrm Building Code
BUILDING USE CATEGORY:
-- � Essential Facilities
2 Hazardous Facilities
3 Special occuPancY Structure
04 Standard Occupancy Structure
.. SNOW EXPOSURE CATEGaRY:
-- 1 Roofs located in generally open terrain m'
2 Structures located in densely forested ar�sheltered-7-or
1/2 m11e or more
03 All other structures areas
ENCLOSURE CONDITION:
■Enclosed structure
Unenclosed structure has 85-0.- dr more openings on al
Part ial enclosed his > T5o of one wall open � � sides
WIND EXP�SU�E CATEG�R�: p twice > open as other walls
B Terraq,
in with buildings, forest, or surface irreOC Terrain with is flit andgularities
generally open to l/2 mile or more from site
D Fiat and unobstructed coastal areas exposed tO w`DESIGN ROQF �,IVE Lt�,A�wind flavoring over water
COLLATERAL LOAD - 3 s. 000 p
GROUND SNOW LOA.D � 2. 000 p
SNOW EXPOSURE FACTOR 50. 000 psf
SI�Q� IMPORTANCE FACTOR� 0.700.
°.::_"�PE ROOF SNOW LQAD 1.D00I,
Y-..DESIGN WIND VELOCITY _ 35. 000 psf
WIND IMPORTANCE FACTOR 80. a00 mph
1.000
*** DESIGN LOAD COMBINATIONS
CAS E NO 1 LOAD FACT / GROUP =>
CASE NO 2 LOAD FACT / GROUP 1.0 DL L 0 COL 1.0 LL
CASE NO 3 LOAD FACTGROUP1.0 DL 1.0 WL
GROUPCASE NO 4 LOAD FACT =, 1.0 DL 1.0 COL 1_0 WL o.5 SL
CASE NO S I => 1.0 DL 1.0 COL
LOAD FACT / GROUP => 1. 1. 0 SL 0.5 WL
0 DL
CASE NO 6 LOAD FACT / CROUP => 1.0 COL 0.5 SL 1.0 SPl
*** 1.0 DL 1.0 COL 0.5 SL'T-%S2
LOADS
GROUP TYPE M FM TO START HORIZ VERT
psf/ psf/ MOMT END
- --- ---- - — -fitkipsHORIZ
k1ptVERT
-tet- -F_=
DL UNI F R 0 0 0.000 0.00 -3.70 p.pp gp.p00 0PS psf
0.000 -3.700
LL SIF' R 0 0 0.000 .00 -35.00 0.00 80.000 0.000 -35.000
C01umn and Beam Endwall Design der. ii. 0
American Buildings company Eu f au 1 CxAL
fob Name: 512295O1 Job, Part : I RAW
LOADS (cont inued}
Page 2
Thu Nov 14 16:50 :42 1996
GROUP TYPE M FM TO _I::
STp,RT I-10RIZ VERT
ft ka-ps/kppskiS f7-
0tEND HORIZ
p-fft psf
COL
S'L UNIF R 0 0 0.000 0.00 -35.00 0.00 UNI F R 0 0 0.000 0.00 -2.00 0.0 000 0,000
80.000 0.000
. 0
WL UNIF R 0 0 0.000 0.00 3336 0.00 80.000 0.000
WL UNIF C 1 I 0.000 -22. 62 0.00 0.00 0.000 -22.624
WL UNIF C S 5
WL UNIF C 2 4 0.000 -17.p6 0.00 0.00 0.000 -17.065
WL UNIF B 1 5 0.000 -22, 62 0.00 0.0 0 0. 000 -22 . 624
Q . 000 -24.09 0.00 0.0 0 0.000 -24 . 092
SP1 UNIF R 0 0 0.000 0. 00 -17.50 0.00 40.000 0.000
i-.-----�Pz UNIF R 0 0 40.000 0.00 -17.50 0.00 80. 000 0.000
%'OL CONC C 5 5 10. 000 0. 00 -5.20 0.00
COL CONC C 4 4 10.000 0.00 -5.20 01-00
WL CONC C 5 5 10.000 0.00 1.30 0.
WL CONC C 4 4 10. 0 0000 0.00 1.30 0.00
FY COLD FORMED = 55. 0 ksi
FY HOT ROLLED 36.0 ksi
FY BUILT UP - 50. 0 ksi
* * * ENDWALL RAFTERS
MEM DESCRIPTION LOCATION SPLICE PLATES
ft in SP BOLT PR BEND RT
1
W12XI4--------n------
2 W12X14 0.000 5 0.250 14.54 2 p.50 0.779
37.000 5 0.375 17.00 2 0--7-5 0.887
:4� 3 W 43.000 5 0.375
17-M00 2 0.75 0.911
*** ENDWAI,L COLUMNS
MEM DESCRIPTION LOCATION BASE PLATES
ft in A BOLT PR BEND RT
--- __ In in in
7 W8X100.000------------
2 1X1 1 20.000 8 0. 6 0.375 8.50 1 0. 7 5 0_257
375
3 1X11 40. 12.50 1 0.75 0.872000 8 0.375 12. 50 i
4 W8X13 65.000 6 0 0-75 0.954
80.0005 W8X16.375 8.50 1 0.75 0.991
6 0.375 8.50 1 0.75 0.290
*** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS
CASE M VERT Al HORZ r.nTr, _
1
2
3
� nt.. ' vx / LOAD GROUP =>
1.0 CCL 1 , 0 LL
1.0 WL
1.0 coI� � . 0 W�
o.s
VERT
SHR RT
0.184
0.192
O.I94
0
PS r-
-35.000
-2.000
33.358
0.000
0.000
0.000
0.000
-17.500
-17.500
SHR RT
0.184
0.192
O.I94
0
- OOG
0.173
0.22
0.106
0.003
SL
Column and Beam Endwall ]Design Ver. 11. 0
American Buildings Company Eufaula, AL
Job Name: 51229501 Job Part: 1 RAW
4 12.1 0.6 1.0 DL
5 12.0 -0. 5 1.0 DL
6 l7'6 _0•6 1.0 DL
Page 3
Thu Nov 14W&
16:50:44 1996
i.o COL i.o SL o.s WL
1.0 COL 0.5 SL 1.0 SP1
1. 0 COL 0.5 SL .10 SP2
To�-Clk*
I�.J I NDTo�`q�
151
I < bc�4
18.(�X1,3xSx,00lx �= IS,SK`PS
_ � � +�5� 8oxroc� + �sxz.x8x 8��
ENNA aCe
----
0
3 X Z.� S
(oor.)
4m j� I f)S
wow 3 3
fl ti
31111(0
Pi pe
ra+'rn-lap-A
6c
Nil
M*w vqm.
3/E3 C A? 'i,
r7
a
in
q
SECTION 4
.PURLI"IIN D RTqo
AN GI
r
"a III01I gLill jourez rnUPANI'I STANDARD PURLINS AND GIRTS ARE LIGHT AGE " 2 1 .. r. 1 "" -Y Zo
AND ItZ
TION WITH STIFFENED FLANGES) COLD FORL4ED FROAA55,000 PSI YIELD STEEL. THE
SECTION PROPERTIES AND CAPACITIES COMPUTED I -N ACCORCANCE WtTH 1986 A15i SP'IFi TIONS ARE
ERQ,PlRTlE_'5. MD
#XpIr
`
P+ r
M
12C%
12C1
112 "
THKKNESS
T I
.
060
0.067
.073
FAIi1.1
C.86
1+17
1.8
1.09
w-ffiffmob"
1.24
1.34
1.5-3
1.182
120
0 EFFECTIVE SECTION MODULII USED IN 13ENOINGCALCULATIONS.
via SHEAR STRESS LI)AITIED BY THE FORMULA Fv 183. 1 (h/Q _S 4 Fy
MOMENTS AND 'SHEARS USED IN SELECTINGw AND F'SECT10NS AND CONNECTIONS FOR THE PURLfN AND GIR'S WERE
FOUND BY STIFFNESS METHOD OF ANALYSIS,
TO MEET VARYING 'CADREQUIREMENTS. THE " D' A "C7 ME;MBERS SHALL B F SIMPLE SPAN 3" -Om. LAPPED 1-cr
{ * - R OVER THE INTERIOR FRAMES TC FORM A CONTINUOU5Bim. THE PURLIN SECTIONS WERE THEN DESIGNED F -
1 I MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT ANO SHEAR COM]BINATiON AT THE BEGINNING AND TE.RMINATION
OF THE LAP . THE DOUBLE " AND ., C SECTIONS WERE ALSO CHECKE0 FOR THE MAXIMUM NEGATIVE: MOMENTS OVEMrI
THE INFERIOR FRAMES_
THE FOLLOWING PAGES PP T THE SECTION AND CONNECTION USED,
R
SIZa DATE
.
KD. $Y -- CALCULATIONS
APP'D. B
SC -4-1 (86)
ISSUE DATEIII, 4-93
I
�
�
-0 &
ALLCW
BEAM
MAX.
ALLOW
%"X.
.LO
MAX
LOW
MAX-
7
ib. ,
,
*
(in.)
IM
i)
x
in.)
SSSS
sl
FbNk%
Kim
S
F K
miomEN
N
(K Pp
3.10
1.28
5-
1
-0r4
3.25
5.02
16.49
3.23
.1a
-
3+1
1.25
6.91
33.E
4_
_
52
.
2.27
.10
1.2
5.23
3-0
4.4
11.14
•
3.00
1.x.5
1,24
1.49
10.43
12.62
4.34
33+0
330
_ D
6.28
15,3
2,473-29
8-37"..
11-09
36
S. 4
7.04
981
10.97
9.39
1 .1
3.09
3-70 14.87
4,22
lis -910
3-11
3.69
1.42
.
13- 0
3+67
4.19
&54
11.32
4.37
3.33
3.610
3-49
6.66
33.0
4-66
5.21
9 29
S .'
ON-
. .
5.20
0+"
3.90
3+
.
4
6.90
920
1 0. 73
1 4-3 1
5.55
21-99
4.27
3.48
1.46
0.102
33.0
&
1 1. 1
]1. T
15,67
6-1
7-97
�* �
4.
1,24
5,28
3. _�
5.
7.17
15.15
20.20
7-14
43.96
6.59
4.57
1.23
7.22
33..0
15.56
# 1= 1
18-12
4.15
8.1
_ 1
7.86
4,
33.0
12'6 1
17-
1+28-80
0 EFFECTIVE SECTION MODULII USED IN 13ENOINGCALCULATIONS.
via SHEAR STRESS LI)AITIED BY THE FORMULA Fv 183. 1 (h/Q _S 4 Fy
MOMENTS AND 'SHEARS USED IN SELECTINGw AND F'SECT10NS AND CONNECTIONS FOR THE PURLfN AND GIR'S WERE
FOUND BY STIFFNESS METHOD OF ANALYSIS,
TO MEET VARYING 'CADREQUIREMENTS. THE " D' A "C7 ME;MBERS SHALL B F SIMPLE SPAN 3" -Om. LAPPED 1-cr
{ * - R OVER THE INTERIOR FRAMES TC FORM A CONTINUOU5Bim. THE PURLIN SECTIONS WERE THEN DESIGNED F -
1 I MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT ANO SHEAR COM]BINATiON AT THE BEGINNING AND TE.RMINATION
OF THE LAP . THE DOUBLE " AND ., C SECTIONS WERE ALSO CHECKE0 FOR THE MAXIMUM NEGATIVE: MOMENTS OVEMrI
THE INFERIOR FRAMES_
THE FOLLOWING PAGES PP T THE SECTION AND CONNECTION USED,
R
SIZa DATE
.
KD. $Y -- CALCULATIONS
APP'D. B
SC -4-1 (86)
ISSUE DATEIII, 4-93
Page 1RF-1
11/14/96 01 :35 :35 PM
AMERICAN BLTILDINGS COMPANY Ver. 11. Q
SECONDARY FRAMING DESIGN
Designer 4 TTB
Jake -Number "51229501yPart-�1Les�. LRFM� 80'X �0�'X 12'S A I�Lap 8SAISI
T _
----
-----
'hype Width Length Midge Dist . R Col. Elev. Slope(F) Slope - - - - - - - - - - - - - - - - - - - - - - - - - - - - - `R) No. B '
-- - - - LRF -- - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - 80.000ft
��r
000ft U . O 0 0 f t 2 , �]QQ : 12 2.000 : 12 4a�S
- - - - - - -
S -Wall Eave Ht. Lean-to Width* E -Wall T - - - - �- ^---- -�_________�____
0
From : 12 . 5 o a f t Q , p 0 ft * Le ft a �'� �ol`.Spc . Girt_Type Overhang
N F o . 000f
Rear�_ _
OD�t*Right � C F a. fl4�ft
- - - - - _______
- - - - - - `
- -
Code Cat, Seis�Z Expo_S Expo WCoastal ISL - - - `- - - - - `
PDLL LL - - - 'G'Sr�o�,,�- - - -~ WL__�Mph WL- - - - - - - - --
^sf
94ubc---40_--,---�� -�_ C N 1 .2 0.00 35.00 50.00 80.00 18.53
- -
- - - - - - - - -
Imp.know �. Factor: x.00 Snow Factor;`0.7p--------_�_----�---D�Snow :T35.Q0� Wand Imp. Factor, l.0Q ps
Load
Comb 1 DL
Lead
Cramb 2 DL
Load
Comb 3 d]I,
Load
Comb 4 LL
Design
SPC (in)
5D.Q0
ROOF PURL,IN STRUCTURES
+ COL + LL ASF: 1.000
+ COL + SL ASF: 1. 000
+ WL- ASF: 1 .333
ASF: 1. 0 0 0
z -- Inset(ft)--
Cond. Left Right
------ - - -- -----
BY-PASS 1.00 1.00
Na. Span
Length
(ft)
24. 000
`2 2.000
3 25.000
a 24.000
-
section
$Z12
8Z12
812
8Z12
Z Strip
(ft)
8.00
-----Shear-
Force Ratio
kips
2.35 0.28
2.06 0.25
2.06 0.25
2.35 0_ 2 R
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - ` 1
- - -
Totalweight per run = 497.251�s
- - rat *Zon- --
Suci Pressure
-1.00
Defl . I,im.it : L/l8Q
- -Ext . done Coef - -- -
Suctian Pressure
IR -IN U49be"j,
-- -
--Lap-
- -
Loc
L
/
R
(f
t)
(f
t)
0.00
------
7.79
2.75
----- ---
0.95 MS1
2.75
-7.36
2.75
0.89 LL1
2.75
-7.36
2.75
0. 89 R 1
2.75
7.79
0.00
0. 95 MS1
section
$Z12
8Z12
812
8Z12
Z Strip
(ft)
8.00
-----Shear-
Force Ratio
kips
2.35 0.28
2.06 0.25
2.06 0.25
2.35 0_ 2 R
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - ` 1
- - -
Totalweight per run = 497.251�s
- - rat *Zon- --
Suci Pressure
-1.00
Defl . I,im.it : L/l8Q
- -Ext . done Coef - -- -
Suctian Pressure
IR -IN U49be"j,
-- -
-----
Bending ----
Loc
Momt.
Ratio
Ratio Loc
---
kip-f
t
18.08
RLl
------
7.79
16.31
16.32
18.08
----- ---
0.95 MS1
LLl
-7.36
0.89 LL1
RLI
-7.36
0. 89 R 1
LL1
7.79
0. 95 MS1
0.00
Def 1
Strut
BIS
L/XX
Cap.
Ratio
kips
190
18.08
0.90
748
748
190
16.31
16.32
18.08
0.86
0.86
0.90
- - - - - - - - - - - -
xi.um stress ratio 0 - 95
<;.- U4.1 &W -
"k
Designer
Jn h Ni i m I-) rn -r
AMERICAN BUILDINGS COMPANY
SECONDARY FRAMING DESIGN
TTE
c�1 ,)'JQc�/l '1 Div-+- �
11/34/95
Face 1F5 - 1
01:8:05 PM
Ver. 11. 0
-----_--__�._�-��� �._�1--u���:--LrcriYIl-esu' x-1uU' 1i-12' ��____A_D�Lap
_8GATSI_.
Tyke Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope (R) No. Bays
LRF 8� . 000f t lna . Q�4ft �� , QO�ft 0 . 000ft 2 . 0 0 0 ; 12 2 . 0 0 0 : 12 4
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- - - - - - - - - - -
- - - - - - - - - - - - - - - - - - -
S.Wall Eave Ht. Dean -to Width* E --Wall Type - - - - - -� Col�Spc.' Gi-rt_Type Dverhanv
Front . 12. 500f 0 . Qflft * Left 1 N g
�` 4.QQC�tt
`Rear_4 12 - - - _--5pt��tr - - -�__0_04ft__�__R�ght': � C F 0.0 0 0 ft
- - - - -- - - -
- - - - -
- - - -
- - - - - - - - - - -
Code Cat. Seis Z Expo S Expo _�n7 Coastal - DL COLL. LL `- - - - - - G_Snow ��- - WL�m�h'- - - - - -
WL psf
94ubc /I 0 3 C N 1.2 0.00 35.00 50.00 810-00 18.53
gnaw Imp. Factor: 1.0Q Scow Factor: 0.70D���,Q�;�35.00vpsf
Wind imp. factor. 1. 00
* ** * * * FRONT SW GIRT STRUCTURES * * * * * * * *
Load Comb 1 WL+ ASF: 1 .333
Lead Comb 2 WL - ASF: 1. 333
Z Spacings din} 88.00 62.00
Design z --Inset (-- Z Stx-ip
Spc (JL -n) Cand . Le ft Right ( f t)
75.00 BY-PASS 1. 04 1.00 8.00
--Int.Zone Coef---
Suction Pressure
x.90
0.90
Def I - Limit: L/
- -Ext . Zone Coef---
SUCtion
Pressure
-1.20
0. 0
No. Span ---Lap--. lection - -�---Shear-- ---- _-�_---Bending---- Defl B/S
�'�ng� L � Force Ratio Lac NTomt. Ratio Low L/XX Ratio
(ft) (ft) (ft) kips dip-ft
- ------ -----
24.000 0.00 1. 5a 8216 1.43 0, 44 RLQ --4.76 1,02 MS2 `l84 1.Q2
2 25.000 1.50 1 8Z16 1.25 0.38 L,L2 5.36 0.80 LL2 688 0.79
3 25,000 I.50 1.50 $Z15 1.25 0.38 RL2 5. 3 6 0.$0 RLQ 588 x.79
_4_24_OOQ�1.5D_000-8Z16l_43__0��44 LL2 -4.76 1_02 MS�2 184 1.42
Total weight per run = 309.89 lbs Maximum stress ratio = 1.02
Designer
Job Number
AMERICAN BUILDINGS COMPANY
SECONDARY FRAMING DESIGN
TTE
r;i?�)c),--;ni iD_-:-ir- i- I n t
11/la/96
Page 1R5-1
01:284-10 PM
Ver. 11. 0
-----------------------------------------------
� _ -. _ _ ' - �.. � � T LI C w7 �: = T �.I � L' FYI -L - �.1` U - 1 ]. ' 1 V V r e'1 12 - � - - A
,s ID� Lap
86AISI
� -. _
'hype width Length Ridge Dist. R.Col, Elev. 51ope tF} Slope (R) No .Bags
LRF 80 . 000ft 100 . 000ft 40 . 0 00 f t 0 . 000ft 2.0006-1-2 2 .OQO : 12 4
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - `--
- - - - -
S-WGIL11 Save Ht. Lean-to Widths E -Wall Type COI_Spc.Girt Ty -pe overhang
Front: 12 . 500f 0 . QOft Lef 1 N F D . QQOft
Reay' 12 .500f t G . a0ft * Right 3 C F 0 . QDdit
- - - - - - - - - - - - - --- - - - - - - - - -- - - - - -- - - - - - - - - - - - ^ - - - - - COLL
- - - - - - - - - - - - - - - G
-
- - - - - -
Code Cat. Seis_Z EXpoU Expo W Coastal DL . T LL_Sn�w WL_mph'�nIL psf
94ubc 4 03 C N 1.2 0.00 35.00 50.0Q Sa.18.53
- - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - -- `---- -
- - - - - - - - - - - - -
Snow Imp. Factor= 1.00 Snow Factor: 0.70
w------rD_5now: 35.ODwpsf
Wind Imp_ Factor. 1.00
Defl. Limit -.L/ 90
****** REAR, SW GIRT STRUCTURRS ********
Lead
Comb
1
_ WL+
ASF :
1.
33
3
Load
Comb
2
WL-
ASF:
1
.333
1.43
1.25
1.25
1.43
Z Spacings (in) 88.00 62.00
Design Z--Inset(ft) -- Z Strip
Spc (in) Cond. Left Right (ft)
------ - - - - -- - - - -- -----
75.00 BY-PASS 1.00 1.00 8.0 0
No.
Span
Length
L
(ft)
/
24.000
2
25.000
3
25.000
4
24,000
---Lap---
------Shear------
Defl
L
Farce
/
R
Loc
(ft)
kips
(ft)
ft
0.00
1.43
1.25
1.25
1.43
1.50
44
44
RL2
LLQ
RLQ
Li,2
1.50
---
MS2
1.56
-----
1.0 2
5.36
1.50
0.80
1.50
688
0.79
1.50
0.00
RL2
688
-Int. Zone Coef - - -
Suctian Pressure
-0.90
Section
------Shear------
Defl
D/S
Farce
Radio
Ratio
Loc
L/XX
kips
kip-
------
ft
8215
8Z16
8Z16
8216
1.43
1.25
1.25
1.43
D.
x.38
fl .38
D.
44
44
RL2
LLQ
RLQ
Li,2
- - - - - - - - .ted - - - -- - -
T � 1 weight per run
0.90
-Ext .Zonae Coef---
Suction
Pressure
-1.20 0.90
-----Bending----
Defl
D/S
Momt.
Ratio
Loc
L/XX
Ratio
kip-
------
ft
-4.76
-----
1.02
---
MS2
----
184
-----
1.0 2
5.36
0.80
LL2
688
0.79
5.36
0.80
RL2
688
0.79
-4.76
1. 02
MS2
184
1.02
- - - -.. - - --- - - - - - - - - - - _ - - - - - - -
309.89 lbsMax' i -
stress ratio - 1.02
Page 1LW-1
11/14/96 01:29:57 PM
Ver. 1 1. 0
AMERICAN BUSLDINGS COMPANY
Designer TTR SECONDARY FRAMING DESIGN
Job Number: 51229501 Part: 1 Desc,-, LRFMI 80'X 100'X 1216 A 86AISI
- - - - - - - - -- - - - - - - - - -------
---- -----------------------
Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope (R) No. Bays
LRF 80.000ft 10o.000ft 40.000ft 0.000ft 2.000:12 2.00 0:12 4
------------------------------------
------------------------------
S.Wall Eave Ht. Lean-to Width* E.Wa11 Type Col SPC. Girt Type Overhang
Front: 12.500ft 0 010f Lei` 1 N F 0.0 0 0 ft
Rear 12.SOOft O.OOft * Right 1 C F O.ODOft
Code
Cat.
Semis �
Z Expo
S Expo
W Coastal
94uhc
4
d
3
C
N
DL COLL. LL G_Snow WL,mprz Wr,_ps f
1.2 0.00 35.00 50.40 80.00 18.53
- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - -- - -
Snow . Factor: 1.00 Snow Factor. 0.70 D now: 35.00pst
Wind Imp. Pactor: 1.00
****** LEFT EW GIRT STRUCTURES
Load Comb 1
Load Comb 2
Load Comb 3
Load Comb 4
inTL+
WL-
ATL+
WL-
ASF: l.
ASF: 1.
ASF: l,
ASF : 1.
333
333
333
333
Z SDacings
(in) 88-00 62.00
Design
Sic (1"n)
75,00
FLUSH
No. Span
Length
(ft)
- - Inset (ft) - _
Left Right
0.00 0.00
---Lap---
L / R
(ft) (ft)
Z Strip
(ft)
-- Int.Zone Coef - - -
Suction Pressure
Section -
Force Ratio Loc
kips
1.00
Deft. -; L/
--Ext.Zone Coif ---
Suction Pressure
-1.30
------- Bening---- Def1 BIS
Momt. Ratio Loc L/X7 Patin
kip -ft
------ ----- --- --- -----
1 5.000 0. 00 0 0 8Z1s a.31 0, 09 Ls4 -0.29 0. 0-9 MS4 3999 a ��
2 10.400 0 . 0p Q.QQ 8ZIG p.G(} 0.18 LS4 -1.24 0.37 MS4 1372 0.14
3 15.000 Q .00 o . DO $Z16 0.81 0 .25 RL3 -2-84 f} . 85 MS4 393 0.72
4 20.0Q0 0.0-0 0.00 8 212 1.10 Q. 10 RL3 -5.25 0.55 MSa 233 0.92
5 15.000 0.00 0.00 8216 0.81 4.25 AL3 -y2.84 0.$5 MS4 393 x.72
6 10.000 0,00 0.0,0 8216 0.60 0.18 RLQ -1.2a 0. 37 MS4 1372 0,14
7 5.000 0.4D 0.00 8Z16 0.31 0.09 LS4 -0.29 0. 09 MS4 9999 0.01
Total weight per run = 254.80 lbs Maximum stress ratio = o.96
Page 1RW-1
11/14/96 019-30:29 PM
AMERICAN BUILDINGS COMPANY Ver. 11. 0
Designer TTP SECONDARY FRAMING DESIGN
Job Number: 51229501 Part. 1 Desc: LRFMI 80'X 1001X 1216 A 86AISI
-
---------------------
----------------------------
Type Width Length Ridge Dist. R.Col.. Elev. Slope(F) Slope (R) No -, Bays
LRF 80.000ft 100.00oft 40.000ft 0.000it 2.000 :12 2. 00 0 : 12 4
- --------------------- - - - - - --
S.Wall Eave Ht. Lean-to Width* E.Wall Type Col- S -C. Girt Type Overhang
Front: 12.50 Oft O.OOft Left i N F 0.000ft
Rear 12.5 0 0 ft O.OOft * Right 1 � F 0.000ft
C 0 c1 e Cat Seis -Z Expo_S Expo W Coci--iLstal DL COLL. LL G Snow WL mph WLI".Psf
94ubc 4 0 3 C 1.2 0. 00 35- . 00 50.00 80 *00 18 S3
Snow Imp. Fact tSnow Factor:
0.70 now: 00 psf
Wind T. Factor: 1.00
****** RIGHT EUI GIRT STRUCTL7R2S
Load Comb 1 WL+ ASF: 1, 333
Load Comb 2 WL -- ASF: 1 . 3 3 3
Z Spacingsi(n) 88.00 62.00
Design.
Spc (in)
75.00
Z
Coed,
FLUSH
No. Span
Length
(ft)
20.000
Z 20.000
3 25.000
4 15.000
--Inset ( - -
Le f t Right
0.00 0.00
---Lap---
L / R
(ft) (ft)
0.00 0.00
0.00 Q.00
0.00 0.00
0.00 0.00
Section
9.SZ14
9. 5215
9. 5211
8216
Z Strip
(ft)
8.00
- - -
_ L I * Zone " .F
Suction Pressure
-0.90
-----Shear-----
Force Ratio Loc
kips
1.20
0.99
1.26
0.93
Total weight per run = 333.20
0.25
75
0.30
x.11
0.28
L52
LS1
LS1
RL2
Deft. Limit: L/
--.Z -_-
i Pressure
_ -
-13ending- - - -
Momt. Ratio Loc
kip-.
-5.24
-4.
-754
75
-3.08
0.9
2
1.01
0.96
0.92
MS2
MS2
MS2
MS2
Def I Bls
L/XX Ratio
322
315
233
366
0.8-5
1 0
0.93
0.85
#! � � _ � .--r. as -. - - - _.
ihs Maximum
Designer
fob Number:
AMERICAN BUILDINGS COMPANY
SECONDARY FRAMING DESIGN
TTB
51229501 Part:
Type Width Length
LT 16. 000ft 16. 000f t
11/14/96
2RF-1.
04:56:-_-3"
Ver. I'0
-
2 Desc.- LT 16'X 201X 1014 D D_Lap 86AISI
------------------
----------------------------
Ridge Dist. R.Col. Elev. Slope(F) Slope (R) No.Bays
16.000it 0.000ft 1.000: 12 0. 0 0 0 : 12 1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - -- - - -- - - - - - - - - - - - - - - - - - - - -
S . Wa1l Save Ht. Lean-to Width* E.Wall Type C01 SpcGirt_Type Overhang
Front . 10 . 3 3 3 f t 0 . 0 0 ft * Left 1 5 F 0 . DOQft
Rear 11 . G97f t 0 . OQft * Right S F 0 . UDQft
Cade Cat . Sels Z Expo S Expo 'W Coastal DL COLL . LL G Snow WL mph `WL�as f
94ubc 4 0 3 C N 1.2 0.00 35 . C7D 50.00 80-00 17.38
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Y - - -
- - - - -- - - - - - - - - - - - -
Snow Imp. Factor: 1.00 Snow Factor: 0.70 -D_Snow: 72. 00 P.Sf
Wind Imp. Factor: 1. 00
ROOF PURLIN STRUCTURES x*******
Load Comb l DL + COL + LL ASF: 1. 000
Load Comh 2 Di + COL + SL ASF: 1. Q00
Load Comb 3 DL + WL- ASF.1 333
Load Comb d SL ASF: l.aQQ
Design Z - - Inset. (ft ) - - Z Strip
Spc (in) Cond. L.e f t Right ( f t)
- - - - - - - - - - - - ----- ----- - - - - - - -
40-00 BY-PASS 1.00 1.00 1.60
--- Lap ---
L / R
lft) (ft)
0.00 0.00
--Int. Zone Coef - - Sucti-on Pressure
Section -----Shear--,--
Force. Ratio Loc
kips
----- -----
8214 1.77 T�
Defl . Limit:Lij/180
-- - Ext . ZoneCoerr_----
Suc-,�-_-_ion
Pressure
-1.91
------fending- Def ?
Momt. Ratio Lac L/XX
dip -ft
as ------ ----- --- ----
6.08 0.97 MS2 247
0
Strut
Cap.
kips
13.2 5
3/s
Ratio
0.95
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Total we light per run =
.? 55.04lbs Maximum stress rat -10 0.97
L P-c
��-
1
Page 2FS-1
11/14/96 04 :57: 00 PM
0
AMERICAN BUILDINGS COMPANY Ver. 11.
Designer TTD A
SECONDARY FRMING DESIGN
Job Number: 51229501 Part: 2 Desc: LT 16'X 201X 101'4 A D Lap 86AISI
- - - - - - - - - - - - - -------------------------- - - -
-- - - - - - - - - - -
-------------------
Type Width Length Ridge Dist. R.Col . Elev. Slope(F) Slope (R) No Bays
LT 16. 0 0 0:L' -'t 16. 000f t 164000ft 0.000ft 1.000:12 0. 0 0 0 : 12 1
- - - - - - - - - *- -r _ - - - - - _ - - - - - - - _ - - -S.WaFront 0 ll
3 3.3f t 0 0 Oft Left0 0. 000f t
Rear 11. 667f t
0r00f t Right
. 0
_--------- -- - - -------- _----- _- --------_--,---- -___-._-- ------
------------
Code Cat. Seis Z Expo S ExpoW Coastal DL COLL. LL G Snow WL mph WL-Psf
94uhc 4 01 3 C N 1.2
.17.38
Snow Imp. Factor.* 1.00 Snow Factor.. 0.70 D Snow-. 72.00 Qsf
Wind Imp. r 1
FRONT SW GIRT STRUCTURES
Load
Comb
3
WL+
ASF:
1.
333
Load
Comb
2
WL-
ASF:
I
- 333
Z Spacings (in.) 88. Q0 35.00
Design Z - - Tnset ( f t) -- - Z Strip
Spc (In) CLeft Right ( f t)
62.00 BY- PASS 1. 00 1.00 1.60
No. Span
Length
tit}
-14.000
--Lap---
L / R
(ft) (ft)
0.00 0.00
- - Int . done Coef - - -
Suction Pressures
-0.96
Sect*
.ion -Shear---.--
Force Ratic LOC
kips
------- ----- ----- --
8216 0.62 0.19Tiq
0.96
Defl. Limit:L/
--Ext.Zone Coef---
Suction
Pressure
-1.26
- -
-Bendi'ng- - - -
Momt. Rat
kip -
f t
-2.OG 0.61
- - - •-- - - _
Total t per run 45.28 lbs Maximum stress ratlo
0.96
Defl Bls-
L/XX
Ratio
A1MERICAN BUILDINGS COMPANY
Designer TTB SECONDARY FRAMING DESIGN
Job Number: 51229501 Part: 2 Desc: LT 161X 201X
-------------------- - - - - - -
Type Width Length
LT 16.000ft 1G. 000f t
11/14/96
101 4
Page 2LW-1
04-657:07 PM
Ver, 11. 0
----------------------------------------
------
Ridge Dist. R.Col. Elev. Slope(F) Slope (R) No Days
16.000ft 0.000ft 1.00 0: 12 0. 000:12 1
------------------- � - - - _.� M.- - "W " -- - - - - - - - - - - - - - - - -
S.Wall Save Ht. Lean-to Width* E,Wall Type Col C. G i� t -Type � Overhang
Front. 1o.333ft o.ooft * Lest z s F o.aooft
Rear 11. 667f 0. 00f t R��ht � s F a . oaoft
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Code Cat. Seise Expo�S Expo W Coastal DL COLL. w LLy'G_Snow � WL -mph WI,_psf
94ubc 4 D 3 C N 1.2 0.00 35.00 50.0 80.00 17.38
- - - - - - - - - - - - - - - - - - - - - -
Snow Imp. F I.00
Wind Imp. Factor: 1.00
------_-----.-__-__------__--- _,-- __,___--_-_-__-
Snow Factor: 0.70 D Snow: 72.00
f
Defl . Limit : L/ 90
****** LEFT EW GIRT STRUCTURES ********
Load Comb 1 WL -or ASF: 1. 333
Load Comb 2 WL- ASF: 1 - 333
Z Spacings (in) 88.00 36.00
Design Z --Inset (ft) -- Z Strip - -Int .done Coef--- - -Ext .bane Coef---
Spc (in) Cond . Left Right (ft) Suction Pressure Suction Pressure
- - - - - - - - - - - - - - - - - - -
62.00 FLUSH 0.00 0.00 1.6[7 -0.96 0.96 -1-26 0.96
l0.96�-
No. Span ----Lap---- Section. ------Shear----- ------Binding---- Dell B/S
Length � � � Force Ratio bac Momt. Ratio hoc L/XX Ratio
(ft) (ft} (ft) kips kip -ft
16 .000 0 0 o.oa 8z16 0,6 8 0 2 Lsz �-2.46 0.74 NIS�-l424 f0.54
- - - - - - - - - - - - - - - - - R
- - - - - - - - Total weight per run - X5.28 lbs � ~--YMaximum stress rat -10 D.74 -- - - - - --
iW
P-- 'ge 2RW-1
11/14/96 04:55:x4 PM
AMERICAN BUILDINGS COMPANY Ver. 11. 0
Designer TTB SECONDARY FRAMING DESIGN
Job Number: 51229501 Part: 2 Desc: LT 16'X 201X 10' 4 D 86AISI
- - - -- - - - - - - - - - -- - - - - -------- - - - - - -
Type Width Length Ridge Dist. R -Col. Elev. Slope(lope(R) No, -Pays
LT 16.000ft 16.000ft 16, 000f t 0.000ft 1. 000: 12 0.000:12,- - - - - - - - - - - - - - - - - - - - - -1
-------------------
S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt Type Overhang
Front: 16.333ft O.OOft Left 1 S F O.OOOft
Rear 11.667ft O.OOft * Right 1 S F 0.000ft
---------------------
----------------------------------
Code Cat. Seis Z Expo_S Expo W Coastal DL COLL. LL G Snow WL mph WL.Psf
94ubc 4 0 3 C N 1.2 0.00 35.00 50.00 80.00 17.38
.1m.0 - - - - - ------- ------ - - - - --
------------ - - - ----------- - - -- - -
Snow Imp. Factor: 1.06 Snow Factor: 0.70 D Snow: 72. 00 psf
Wind Imp. Factor: 1. 0 0
****** RIGHT EW GIRT STRUCTURES ********
Load Comb 1 WL+ ASF 1 - 333
Load Comb 2 WL- ASF: 1. 333
Z Spacings (in) 88.00 35.00
Design
Sic in)
62.00
FLUSH
No . Span
Length
(ft)
16.000
--Inset(ft) --
Left Right
0.00 0.00
---Lap---
L / R
(ft) (ft)
0.00 0.00
Z Strip
(ft)
1.60
- -Int .Zone Coef - -- -
Suction Pressure
-0.96
Section ------Shear-----
Force Ratio Loi
kips
------- ----- ----- ---
815 0. 68 n _ 91 r,Q.D
0.96
Defl. Limit:L/
- -Ext . Zone
Coef---
Suction Pressure
-1.26
- - _ E ending
Momt. Ratio Loc
kip -ft
_."A-_.4_
0.96
Deft PIS
L/XX Ratio
-- ----- -__ :_-- ---
A C n
ZiU. .
----_-----------
Total weight
per run - 45.28 lhs Ma -'mum stress
rat is -0 * 74
� b.
r
,k
6
6
SECTION 5
PANEL SECTION
11
xh.
-216 FULL CO
.�� PROFILE
1m
CROSS SECTIOI
1 P*
1 4`
Sect-
.,
-MiniMum yield strength of p�i la
3 .tee panels are galvanized Ful.
ItX90 Class Zin
c coating. Thecorresponding -Metal Thickneas y4
was u:5ed in determining Section properties.
4. For loads shownT tions ars less than o.
For vrind ioads the tabulated shies can be multiplied by 1.33.
SCALE,
V. THC
CKD4
I.
ISSUE DATE:
DATE
'3 - 9S LONGSPAN PANEL
3-95 DIMENSIONS AND PROPERTIES �UF�UL
LOAD TABLES
�-84 on.nnc.
_ rcuueee
SC -5-1.0
121"Ar-16'"
640 399.
I
PROFILE
TION
k3/4'1
_t
2. M. Ion properties have been caiculated 'in accordance with Lhe 1986
In ied army * i% r A .ir d
3. Steet paneis are galvanized with G90 class 2 -
Inc, coating. The corresponding reduced thicknemn -9hown as
MeLal Thickness was u&ed in determining section properties.
4. The Architectural anal is f united tO wall applications.
. Tabulated values are for bending and incl ud
ies, 1/3 increase for wind..
SCALE.
REV. BY:
CKD. BY.-
P' _ BY:
ww_* - s
�- �r�eriie
I
S DATE:
1 DATE
THG 3-95 ARCRITECTURAL 11" PANEL
eu
3-95 DIMEYSIONS AND PROPERTIES
LOAD TABLES
;Eujrkt;tA
sc-z).2.0
A-
7
r,
z 3/f'
0
PANEL PROFILE
4 Mir
"s
s 'Q f 1.110
i
L
r
CROSS SECTION
W
A
ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II/360 PANEL
I METAL TOTAL
TOP IN I BOTTOM 7N I
THICK. TH`CK.
IN. IN.
24 GAGE 0.024 E 0.0254
WEIGH COMPRESSION COMPRESSION FB
6
IN4/FT. I IN3/FTI IN4/FT- IN3/FT
q()
F 0* _i o.o9i0.0132
I- Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum.
f Minimum yield strenigth of steel is 50,r000 Psi -
3.
aluminum—zinc ails --coated or G 90 zinc—coated
corr!r it z* (galvanized). The
Lhi s shown Metal Thickness was used 1- e_t��- i i s r er
T For loads shown. deflections .rl2� than L 1S. 50.
For wind loads the tabulated values can be multiplied
SCALE:ATE
REST. BY. TUG 3-95
3,95
APPfD f
IJ DATE; 784
STANDING SEAM II/380 PANEL eo..:,u
DIMENSIONS AND PROPERTIES
LOAD TABLES
oumrc
Asn
SC -5-3.6
NQ2
0
PANEL PROFILE
14A NET COVERAGE
�1
7/Q:l_ _4 1 I
1 3,
.3 IZ32 d P 4-1.,/_ 16 t 0
CROSS SECTION
11
4
tt
7/ t1r
�.
d i
-4- 0" 1 /32"
ENGINEERING PROPERTIES OF' AMERICAN'S SHADOWY PANEL
METAL T 0 T&L
TOP IN
THICK, 'HICK_SQ. FT. COMPRESSION
+ WP
I . I FT.,
4 GAGE 0.024 0;0254 1 ]6�7�
BDT7Dbi IN
COMPRESSION FH
Ix I SX_ KS I
IN4 fFT. � IN3%FT,
Sect -
2. Ion properties have been calculated in accordance wi.th the 1986 AL1,91 Speciricatlon�y with
Minlmum yield strength f -Steel is 50.000 psi. 1989 addendum.
3. Steel panels are AZ 55 corre-spondirig -reduced j. rnzInc allOY-00ated or G 90 zinc—coated a v n z
ed), The
. L . Shadow Panel i. 1 . s5- 7abulated valUes are for bending and includei5 1/3 increwse for wind.
%
SCALE: I DATE
REV. By-
THG SHADOW PANEL
CKD. BY: 13t..J , :3 95 DIMENSIONS AND PROPERTIES
aPP'D. BY: LOAD TABLES
ISSUE DATE; � 7-8¢
xmarx
SC -3-4.0
f
16" Pr'E"I' COVERAGE �
ParrI�.L PRQEILE
13/16.
+1/32 kF � Onj
16 1e + , 1 r j Ff
i
C,ROSS SECTION
1. Section properties have been cRIcuI&ted in
inaccordance with the 19H AISI SPecifications wiLh 1989 addendum.
imu i lci strength o steel is *000 i.
3. Steei pane'13 are AZ "k5 al umi -Zinc alloy-1coated or G 90 Zinc,coated
reducedcorresponding thickness 3hown a3 Metal Ti n s was used
. car loads shown, deflections are less � �� � iin� ir rt� es.
- For wird loads the tabulated vaiuea loan be Multiplied by 1.3.3.
ISSUE DATE:
DATE
3-95
3-95
16" LOC -SEAM PANEL
DIMENSIONS AND PROPERTIES
LOAD TABLES
EVIFAULA
WIN
`T T KBJM '
SC -5-6.0 REV.
1
1 63/64p'
P R
f t
I,
C �
4
s +
o-
23/32,,
� " ¢ S■
7J{Fr'
gI 1
F
r
I 1
L12 P# NET COVERAGE
S
r
PANEL PROFILE
CROSS SECTION
J
13/1 J1
1/32" - "
I
L
I, Section properties have b erL CAlculated in accordance
2. IMMIMUM Yleki strength of steel j!q '0,000
—Coated or G go
shown as `
corresponding reduced LsMetal, Thick-ness"
. For loads shown d deflections are less than.L/150.
the 1986 AISI specifications with 1989 addendum.
zinc—,coated (ga i ani d .. The
was used i neterrnini , section properties.
r
SOLE: i DATE
REV. BY:------ -3-s5
CKD. BY: 8�.,.t i 3-95DET6MENSIONS�2" .LOC -SEAM PANEL
AND PROPERTIES
AFP'I]. BY: LOAD TABLEq
ISSUE _SATE:
11UPAUIA
SC -5-6.1 RZ,►.
2
e% 4 Aft IN
PANEL PRaFILE
a4
L r
3 Z P � I "T,
y
1
l
4 3/4
PARTIAL CROSS SECTIO
ENGIIVEERfNG PROPERTIES OF AMERICAN'S M.ULTI—RIB PA.-N-IEL
i
r
T
P
f Nw
r
METAL
TOTAL
WEIGHT
COMPRESSION
THK. I N.
THK- IN.
SQ. FT.
1ft
ln3/f t
29 GAGE 1 0.014
0.0150.37
r
0.018
26 GAGS ' 0,018
0-0194
0.92
0.019-3
24 GAGE 1 0.
--
0.0254
MqP
1.20 E
0.0275
0.045
BOTTOM I
CO MP .;
Ind/ft i ln3pt
I
0.008
f
0.019
0.027
0+043
b
si
w
M
i
1. Section properties have been calculated in accordance With the 1986 AISI s
pectfications with 1989 addendurn-
2* .1AinL,XnUTn y1eidr !ij. is 80.0003. }
Stec# parxe13 art AZ 55 aj r nu —Zinc alto —coated o -zlnC—coated'
carresporiding reduced thickne!i:s shown a:5 (vaivanized).
'Metal Thickne5s" wa-5 uSed -Ln determining section.
. For l ads ,shown. �f l c tiro .1 are l e s than 1 _
oprti.3t
. For wind loads the tabuiated values can be multiplied by 1.33.
SCALE: o DATE
REV. BY,, THC �—$s MLULTI—RIB PANEL
LVTAtlL.�
CKD. BY- 8 L 3-95 DIMENSIONS AND PROPER-TIEq.:75
AFP'D_ BY: LEAD TABLES
ISSUE DATE:' hums"
niu�mc .
iw
,SECTION 6
MISCELLANEOUS
�t AND
SPECIAL COND
ITI0 NS
4
we
N 0'm I'm if
0
?. WHEN JOINING MATERIAL
GF DIFFERENT THICKNESS, THE THINN R
2. SEE PAGE 11 FOR S1ZE GY �1LLET WELDS (AE34-F 1�
�. SEE PAGE 10 FOR STIP FENER DETAILS (AE34-F-11)-
77A I I
ALTERNATE KNEE DETAIL
AOR BUILT-UP STRAIGHT
COLUMNS
REFF'R�0 " E 2 FOR SECTION }, fax AND DETAllS A
. C AND D,
AMERICAN BUILDINGS COMPANY
TANDARD WELDS:)
RIGID FRAMES
(BUILT-UP
HOT ROLLED
AND
SECTIONS)
PACS
D23
9-95
s
DETAiL xY Ada
-ANDES THROUGH
/4" THICK
FLANGES OVER
D ETA I L C
SEE DETAIL I' U" SIMILAR
OTS .
ALL a :: FI LLE WELDS SHOWN ABOVE AREL -- F l ,
SUPPLE-MENTARY DATA INDICATES ABC ! DING PQROCE[)URE DATA
tF BASL PLATE E WITH INSIDE FLANGE, MOVE � LLQ { WELD
INS0E FACE OF FLANGE.
1.
2.
3.
1/4,1 THICK
ki
DETAIL "B"
34—GI —
%J t— ko d IIS# PAZ'
DETAIL "D"
EF- NOTE
AMERICAN BUILDInGS COMPANY
STANDARD
R'CIC
F'RAM E
(BUILT-UP
HOT ROLLED
SHEET.
TO
WELDS
DETAILS
AND
!-E.J E C I IONS)
%NOES THROUGH
r4„ THICK
�4— l -'
14" THICK
PAGE
DKM
10
9-95
DETAIL E & F
FIELD SPLICL-
BOLTED
ALONG SCOPE SHOWN.
USE SAME PROC'EDURES @ RIDGE.
AB4- GI - 2.3
D p- P
. L - - AIL #r r
FLANGES OVER
1/4" THICK
AMERICAN BUILDINGS 'COMPANY
DERAIL "G"
SHOP SPLICE
TYPICAL BUTT JOiN-'*-
FOR FLANGES_, OVER
a THICK
7- A d M r? tea;
�
IANDARD WELDS
RIGID FRAMES
BAC
COUGE
NOT
REQUIRED
iYPlCAL E3UTT JOINT
FOR FLANGES THROUGH
4THICK
(BUILT-UP AND- w - __ . wmwwft�
PAGE
HOT ROLLED StCTiONS) 9-95
DATE
N 0 T
n
1-
VVHEN JOINING MATERIALS Or- DIFFER NT TKCXNESSE-S, THE
2. STANDARD WE'LD'-:-3 SHOWN HERS ARE FOR LIGHT HCT
USED IN NC.)N-EXPANDAB!-E ENDWALLS. SEE PAGES i, 2
CF HOT ROLLLED SECTiONS.
THINNER MATERIAL SHALL GOVERN.
ROLLE--D OR BUILT-UP SECTIONS
AND 3 FOR RIGID FRAMES BUILT
�. Ott rvGt 1 i FOR SIZE OF Ffl i FT WFE f1C r�❑�_�, �
4. F BASE PLA -JE- !S FLUSH WITH INSiDE fFLANGr-.1. MOVE FILLET WELD TC INSIDE FACE
OF FLAIvG=-
CORNER COLUMN BASE
AMERICAN BUILDINGS COMPANY
' .l - i p ? 4' '
STANDARD WELDS
ENDWAL'L FRAMES
(HOT ROLLED OR
BUIL I -UP SECTIONS)
'EE NOTE
PAGE
DATE
a
AMERICAN BUILDINGS COMPANY
%W'
&00
STANDARD WELD'.--�.,,
N DWALL FRAM ES
(HOT ROLLED OR
BUILT -UF SECTIONS)
PACE
9-95
DAM
V-�W
AMERICAN BUILDINGS COMPANY
ll�i Vj
STANDARD WELDS
PIPE COLUMNS AND
PIPE STRUTS
NiX I I
I
PAGE
9-95
DATE
AMERICAN BUILDINGS COMPANY
STANDARD VVEL - DS
COLD FORME
E N F,dI L COLUMN'S
PV
DATE
B-
7
9-95
RE' D St CE
r- �-
0
0
5Fkf--','LTl0N AB
WELD LIP -7
a � <AE6—G2
"OLD GRMED SHOP SAUCE
N
0 T
ALL AFI-ILLET WFLOS SHOWN ASOVE ARE AB6-C31.
2. WH! -:-'N WELDING PRE -PAINTED '--TF.-7-EL,, REMOv,-- DAJNT WELD AREA
BEFORE Wim'
'DING.
���, �-ANDARD V
��,, � COAD -ORME-D ENDWALL RAFTERS
AMERICAN BUILDINGS COMPANY
PAGE
DATE
I
9-95
~' BAC K
AM$RICAN BUILDINGS COMPANY COLD
SiA�,'CARD WELDS
TO BACK .AND TGE i0
TOE
FORMED WELDING PROCEDURE
11
PACE -
IDATZ
k r -N- r
AMERICAN BUILDINGS COMPANY
J
3/16" TYP.
r�% ,. .0m%
TYPICAL STiFFEN�R WELDING D�TAIL
PER AWS
SECTION
8.8.7
TYP. EACH
STIFFENER
AAdERIC9P1 BUILDINGS COMPANY
WPS AE34 —F]
AE33—r-i
STANDARD WELD TgEi F��
FADE
DATr
9-95
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j TE4 y L
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L
February
1996
Standard Specifications for
41
American Buildings Company's
METAL BUILDING SYSTEMS
CONTENTS
GENERAL 4. STR UCTURAL G
SCOPE... i#TW {�lalli i'4it t!t!
i G
4.1
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LNANCHORAGE AND FOUNDATION
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114 WARRANTIES
SECTIONI* GENERAL
*
1.1 SCOPE
1.1-1 The attached sPecifiCations cover the standto l One, two, wee r ter- interior l nmr oside-
and
components use the deli and a s walk gim bypass the columns.,
Amencan Bufldi'ngs Company's
tea 1. 2. RF—M-,r(HighInterior
1.1.2 These specifica-t,
. t continuous o frame roof sly :1 r The
architections
Sure that the..
anci have
■��- - runders=d
i , a s , three Or more interior colun-as. Contmuous side}
tion of all Aman Bul'Idings Company's metal walk y`�.{y,'�`
systems. a
ju=.
M` -&
1.2, GC Girder Coir, Clear Span is a continuous
1.1.3 Due to a i r g= of r ewand development} uildina'th l of 1# 1.
Specifications - ny � have
notice, ect to chancre without tzPe-red bea= on ori: depth columns. The bottom
flanc,e of the taperfld b=n r M� r le span
� � i l � are inset into the column line.
SON
■
1-2-.6 GC -M GirderCojuTrm, tr-iam (Low Profile), Clear Span nu -continuous
buildiingous frame build- with a � 1 i 1 2} The
ing with a roof slop 1 * . The primaryprffnary
fres have red colo frames have �r 4 on moi depth u and
res rte +� � contnu- �� � �
ou eel giro bypass the coin=. , two, � or orlu=. Simple span
1.2.2 RF Rid i d Fie 'i gh Profi I Clear y�
ftame building with pie ■side-wall girts are Enset into the column line,
� LT Lean -tor 1 i' r� to
a roof slop -12. The rim � " �structure
frames haveersthe ` continu- which c� 'des struck Support . T -h es e un i ts u s ual 1v h ave
ous ick l � the same -roof slope ani. � designas the bulgy �
lr�
�� -ramc they are shed.continuous frame. buildincl, with a roof sIODe Of 1-.12- The Mg Wl'rth a roof slope of 1/2-.12. The P=ary ftmes havepri rLn ary ft. ame s h ave tap ered c o I umn s an d rafters an d h ave tapered bean -is an uniforrn depth columns, The bottom
February 1996
flange
the tapered beam i e
� ura
Simple
i ll � ,r inset into the colunm line.
LP2-M Low Profile, interior Column is a continuous
buildingwith a rocif slope of 1/2:12, The primary f�arnes
have tapered rimers and uniform depth columns and have
one, two, three or more interior columns. Sire
ple sj)an
small girts are inset Mto the column line.
. .10 LN Low Profile, Clear Span is a contmuousbuild-
ing
with aroof slope of 1/4:12. The pn'mairy frames
uniform depth colunms and tapered or uniforrn depth raf-
texrs. Simple it . are inset
1MJ . Due to the lower profile, LN buildincrswire the use
r Amen can Buildings Companvs Standing sea. U
'�=d*ng Seam 360 or Loc -Seam koof System.
, .I I L -M LowI c or Colin is a
continuousframe
building with a roof slope o 1 ; � * The rim frames
f1% * primary
have tapered Viers uirr t l ums and have
one, twl, three or more interior columns. Simple span
sidewall gins axe inset into the colunm line. Due to the
lower proffic., -M buUdings require the u *_
can Buildings Company's Standing seam 11, S=d'ing
Seam 360, or Loc -Sem Roof System.
1.2,12, LSS Low Profile, sin le Slope is a continuousftame, clear
span building with a roof slope of 1/4:12. The primary
yes have tapered columns and rafters and the cont i
us. sidewall uirts bypass the columns. Due ro the low
profile, LS -S, bu ll require the use of the AmeriCan
Buildings Company's S=ding Seam 11, Standing Searn
360, or Loc -Seam Roof System.
2.2. Y 3 LSS-M Low Profile, Single Slope, interior Column is a
conrinuous game building with a roof slope of 11¢:12. The
primary frames have Papered columns and rafters and have
one, two, three or more interior columns. Continuous side-
wall girds bypass the columns. Die to the haw profile,
L5S-M buildings requz�e the use of .American Buildings
Company's Siding Seam iI, Stand.htg Seam 360, or
Loc -Seam Roof System.
1.2.14 SSF Single Slope, Inset Girts is a continuous frame, Near
span building with a roof slope of 1/4:I2_ The pnmarY
frames have uniform depth columns and uruform depth or
tapered rafters. Simple span sidewall girts are inset into the
ccs€umn lire. Due to the law profile, SSF buildings require
.. the use of American Buildings company's Standing Seam
II, Standing Siam 360, or ix-Seam.Roof System-
1.2.15
SSF-M Single SIope, Inset Girts is a continuous frame
building with a roof slope of 1J4;12. The primary frames
have uniform columns and tapered rafters. Sumpie span
sidewail guts are inset into the column line. Due to the low
profile SSF-M buildings require the use of American
Buildings Company"s Standing Seam 11, S=ding Searn
360 or Loc -Seam Roof Systems.
�.�
BUILDING NaMENCLATURX
Roof Stupe
a3 I " of rise for each I2„ of hon
zanta� run (LRF)LRF-M. GC).
rise for each 1210 of ritl rurl (RF).
b) 4 L
C) 1/2 Of Me- for each 12 17 of hon"zontal run LP.
LP2-M).
d f nse for each 12,11
of h i
zontal ruri (LP4.
P I M t °L id, m 7 F)■
. ail 'rWj"Err ismeasured fTom ou l -
t I
##}}
i e ah a rTs.
Building "Eave Height" is a no
Z� Mmal dimension measured
from the botromthe base plate the column to the
Mt r ecd n of the roof sidewall sheets.
.4
Buildina "T
erl" is measured from outside to Outside of
endwall zirts.
1.3.5 Stannard "Bay Spacm"cr" shad be 201, 25' or 30' between
frame centerlines except at end bays), unless otherwise
specuaeJ, for buiddincrs with A��hite�turai (A,2p) or Long
Span (LSP) wall pane}.
.6 Standard "B ay Spaci g" ll be 20 ".).. ' r 28' between
dame nt rl s (except at end bays) for buildings with
Shadow Panel (HFP) walls.
L4 DFA14BGSANDC TMCAI
2.4,1 r`ai AmericaD Buildings Companv shall furnish
A.-
compkeLe =ctiondras for the proper identification
and ly of all building components; These vrLrs
Will shoe anchor bolt sen s =sverse cross sectio
sidewaH, endwall ana r , flashing and s ee
and accessory tllti ndetails.
1.4.2 Certl ti s . Standard b i as and desizn analysis shall
beax the seal of a registeredprofessional engineer upon
request Design analysis shall be on file and fumisheLd by
Amencan Buildings Company upon requ s L
1,4.3 ALIS'C Certification, Category 'NM: All American Build-
inas Company's b�i�ding systems shall be ena-ineered and
fabricated to me t the RISC certffication standard for Cate -
gory
MB .
SECTION 29: STRUCTURAL STEEL DESIGN
2.1.1
AU- structur-aI mill seLctivns or welded built-up, Mate sec-
tions shall be desIgned in accordance with the SSC
,.Specircation for Structual Steel Buildings", Allowable
Stress Resign and Plastic Design, dune 1, 1959,
2.1 .2 All Cold -Formed steel structural members shad he de-
signed �n accordance with the AiSI "specification for the
Desai of Coid-Fonned Steel Structural Members,," 1986
motion with 1989 Addendurn.
2.2 DESIGti LOADS
2.2. 1 The design loads for the building shall be, in addition to
their awn dead load, the live, wind, snow and seismic loads
required of the follow -
Ing as specified:
(a) Standard Building Cade, by the Southern Buildin�
Code Congress Intemational, .Inc.
(b) The BOCANarianal Buldding Code, by the Building
�ficial.s and Cede Administrators, Inc.
(c) Unifoi—anBuilding Code,, by thet mai on
Con-
ference of BuildingOfficials.
(d) NBuilding Code of Canal by the National.
Research Council of Canada.
(e) Low Rise ui I -Tic, Systems Manual
.3 by the.Metal
Building Manufacrurers Ass i ti r
F.2.2 The building components shall be desl9ned to rneer the
most severe condidQns of load comb -
Mations sci b
IF
specirled building code, but "in no case be less than that
produced bvthefollowm'cy loadcombinations:
February 1996
(a) Buildlncr dead lead plus roof Iiwe load dor snow)
(b} -Building dead load plus 1vi.nd load SECTION 4: STRUCTURAL FRAML�G'�
(c) Buildincr dead load pias w�d load plus ane-half root 4.1 GENERAL
snow load
(d) Building diad load plus roof snow Iaad plus one-half �•�-I Ali framing members shall be shop fabricated for field
wind load bolter assembly. The surfaces of the boIEed connections
shall be smooth and free from burrs or distomans.
2.2-r_3 Roof live and snativ loads shad be applied on the horizontal 4. i .2��
Woof pshop connections shall be €n accordance with the
project-on.Wind loads shall be ass,�m� F� ��� pari- �m�rican Wedding Society Cade forBuildm'cr Construc-
zontaiiy and shall be applied as pressure and suctton �On. Certification of welder qualification will be furnished
Perpendacular to the building surfaces, when required and specified.
2.2.4 Where local jun-sdiction dictates, designs used an other 4. 1.3 A,11 framing members where necessarr shall cagy ars easily
than above listed loads, combinations, of Ioads, or method visibly identifying mariC.
of load application :nay be obtained span request.
�.2 PRIlMARY FR 4MDIG
SECTION 3: BASIC MATERIAL x.2.1 Rigid Frame: All rigid frames shall Dewelded, built-up „I„
SPECIFICATIONS secuons. The columns and the rimers may be either rsni-
form depth or tapered.
3.� PR�ARY FRAMIl�I� STEEL 4.2.x. EndwaIl Frames: All endwa.lt roof beams and endwall
3.1.1Steel far hot-rplled structural sections shall co form to the eolumns shall be cold-formed ,.C„ sections, mill-rolled
requuements of AST Nil specirication A 36. �ecuons, or built-up "T" sections as regtaized by design.
3.1.2 Steel for all built-up sections shall meet as app�icabie the `�,2-3 PIates, Stiffeners, etc.: All base plates, splice plates, cap
- physical and chemical properties of: plates, and stiffeners shall be factory welded into pace an
a) ASTM A 5"T-2
madi�ied to 5:),000 psi minimum yield €fie s�ctural members.
and 70,000 psi minimum tensile s�-�n�t�, �� ASTM ?, 4. A2. golf Holes, eta._ �I base platws and flames shall be shop
6177, Grade S57 or ASTM A57�}, GraCfe J5 or fabricated to include bolt connection holes. webs shah be
shop fabricated
b) ASTM A 572, Grade 54 or ASTA 60"'17,Grade 50 or and flan e b a ��h esiude cable bra�e or rod brace holes
ASTMASTM A 57D, Grade 50.
"'SECONDARYFRA..M�"+G
3.1.3 Steel for a�I endwa�I "�'� 4.3
s�cti�ns shall meet the physical
and chem cal prap�erries of ASTh�€ A 570, Grade 55. 4•�-1 Purlins and Gh-ts: Purlins and guts shall tie cold-farmed
3.2 SECONDARY FRA-Mi NG STEEL ti Z Or „C„ Sections with stiffened flanges. They shall he
3.2.1
pre-puncned at the, to � provide for field bolting to
Steel used to form Purlins., arts, ease snts and "C" sec- the primarY ling. They shall he simple or continuous
tions shall meet the physicat and chemical properties of SPS as required by design.
3.2.2
ASTM A 57D, Grade 55_ 4.3.2 have Struts; Ease Struts shall be unequal flange, cold-
Steel used to form zinc-coated (galvanized) �ur�ins and formed "G" sections.
gu�ts shad meet the phys€cad and chemicaI propertie
ASTM A 653s of 4.3.3 Base Angie: A base, member will be supplied by which the
, Grady �Q and G 9(} Coating designation as base
descried in ASTM A 924. of the walk covering may be attached to the pe�imeter
of the slab. This member shall be secured to the concrete
3.3 ANIS i�'4�ALI1 RkNEL NaTERUL s�a� with concrete anchors as sawn on the draw-
ROOFngsip.
Exterior panels shall conforn7 to one of the following: 4.4 BCIRANG3.3.1 Farrel material as specified shall be 26 gauge zinc-coated 4-4.1 Diagonal Bracing_ Diagonal bra.cing in the roof and side-
LLYalvanazed) steel, coating designation G go, conformwail shalling be used tc� remove lorig'wd*nal loads (wM`d,,
Lo the requirements of ASTM A d53, Grade BBQ. Minimum crane, etc.} from the srructure. This braying will be fiu-
yield strength shall be 54,000 psi. tushed to length and equipped with bejel washers and nuts
3.3.2 Panel material as specified shat 'be 24 gauge zing-coated at each end- It may consLst Of rods galvanized cattle with suitable threaded end anchded ors.
end or
(galvanized) steel, conforming to the. requirem�r�t of � .� bars.
ASTM A b53, Grady 80.. Minimum yield strength shall be .`�.` range Braces: Thom compres3ion flange of all pnmwy
8O.P000 psi. framing shad be braced laterally with angles connecvng to
3.3.3 Farrel rnatez iai as specified sham be 26 Puge aluminum- the stress w�ih nI allowable Slir�its for die
artvngombinatriasr�i of
zinc alloy-coated steel , conform2ng to therequirements of loadings.
ASTM A 792. Minimum yield strengLk shall be 80,000 psi. �
3.3.4 Panel material as specified shall be 24 gauge aluminum- 4.4.`' Special Bracing: 4�Jhen diagvr�ai bracinE is not permitted
g in the sidewail, a rigid frame type portal, flKea" base cat-
zinc al�vy-coated s�:�l? conforming to the requirements of
ASTM A792. 11ttinim11n yield strength shall be 509000urs,psi. the roof angor wiaa.€�lsnr� must beused. Wind bracing :n
eec� not be ttmished w���re it pan tae
showy that the diaphragm strength of the roof and/or wadi
covering is adequate to resist the applied wind forces.
February 1996
SECTION 5,: ROOF AND WALL COVERING
5.11 GENERAL
5.1.1 Wall Panels shall be either American Buildings Company's
Longi Span Panel (LSP), Architectural H Panel (A2P) or
Shadow Panel (Hpp).
S.1.Z Roof panels shall be either:4rnerican Buildings Company's
Lang Span Panel (LSP), Standin � Seam Il Panel (S2P),
Standing Seam 3b0 Panel (S3P), or Loc -Seam Panel
(LOQ&
5.1.3 Liner and ,soffit panels shah be either American Buildings
company's Multi -Rib Panel (NW)., Long Sian Panel
(LSP).j Architectural II Panel (A2P),, or Soffit -Liner Panel
(SLP).
1.4 facade fascia panes shall be either American Buildings
COMPanY's Long span paned (LSP)., Architectural ii panel
(A2P), Shadow Paned (HFP)-, ar Mansard Fascia Panel
OAFP).
Buildings Company's Lona Span (LSP) roof
and wall panes as specified shall be 2.b or 24 gauge steel.
The panel exterior finish shah be either A2,55 aluminum -
zinc alloy -coated, pie -painted G 94 zinc -coated (gafvanizi5d),
or Pre -painted AZ50 alumi.num-zinc alloy -coated. Pre -fin-
ished panels shah have American Buildings Company's
Long Liffe Finish or -Prem -Um 70 (Kynar 500) Fin;sh. An
embussed finish is mailable as an option on Premium 70
wails.
5.1.5
American �Buiidings Company's Architectural 11 (AQP)
wall panels as specified shall be 26 gauge steel. The panel
exterior finish shall be either pre --painted G90 xinc-coated
(galvanized) Qpre-paintedAZ50 a�.ttzpre-paintedd.
zinc alIay-
coated. Panes shad have Americas Builaings Company's
Lang Life F�.nish or P�etiunm 7fl (Kynar 5000� } Finish. An
embossed finish is availably as ars Qpt�on �n Premium 70
WAS.
5.1.7 American Buildings Company's Multi. -Rib (NW) liner
panes as specified shall be 29 gauge (nominall, pre-
painted G 40 zinc -coated (galvanized) steel or 26 gauge
Perforated steel. doth shall have American Buildings Com-
pany's Reflective White Lang Life Finish.
�.�.8
American Buildings Company's Long Span (LSp) liner
panels as specified shall be 29 gauge (nominai), pre-
paLmed G 44 zinc -coated (galvanLzed) steel or 26 g -
auge
Perforatedsteel. Both shall have American Buildings �am
pany's Reflec,�ive White Lang Life Finis.
5 .1.9 American Buildings Company's Shadow Panels (Bpp)
sham be embossed 24 gauge steel. The panel exterior finish
shall be either pre -painted G 90 zmc-coated (galvanized)
or ire -painted AZ50 ajurninum-zinc alloy -coated. Panels
shall have Arnerican Buildings Company's Premium /U
(KYnar�00") Finish.
5.1.10 American Buildings Company's Svfflt-Liner Panels (SLP)
as specified shall be 26 aauge steel. Tbe, panel "tenor
finish shad be either pre-pamted G 90 zinc -coated (galva-
nized) or PrC-Painted,AZ50 aluminum -zinc ahoy -dated.
Panes shall have Am�ricait Buildinors Camnany's Reflec.
tA.ive White Long Life Finish.
5.1.11 American Buildings Company's Si2I1dI3g Seam.0 (,S2p)
and Standing Semon 360 (53P) Roof Peels as specified
small be 24 gauge steeI. The panel exteziar finish sham bt
either A7,55a�u
mmurn-zinc alloy -coated, Pre -painted G 90
zinc -coated (galvanized) or pre -painted ALSO a.lun1u'tum-
zinc aIlfly-coated. Pre -painted panels shall have :American
Buildings COmpany's Premium 70 (KN-nar 5001") Filush.
5.1.12 American ings Company's 1,oc_se,,a,-n Panels (LOC)
as specified shad be 24 gauge steel. The paned extez-ior
finish shall be either AZ -55 alumirtum-zing a).,lvy-coated.,
pre-painre�d. G 90 zinc coated (galvanized) QF pre-paintedE�
AZ5 aluminum-zingll
ay -coaxed. Pry -painted panes
spall have Amen*cxi Bui�d�ngs Company's Premium 70
Cxynar 5DO� Finish.
5.1.13 American Buildings Company's Mansard Fascia Panels
(NIFP) as specified shah be 24 gauge steel. The panel
exterior fmish small be either pre -painted G 40 zinc -dated
(galvanized) or pre -painter A.250 aluminum -zinc allov-
caated. Pre -painted panels shall have American Euildix�gs
Company's Premium 70 (Kynar SQt)`s) Finish.
5.2 PANEL DESCRIPTION
5.2. i American Build3ngs Company's Lang Span Panel (LSP)
shall have magyar ribs 1-3J16" high, spaced 12" an center.
In the flat arreza between the major ribs are two smaller ribs.
Each panel shall provide 36" net coverage in width. All
roof paned side laps shall be at least one mayor rib and shalt
have a puTIM' fearing leg on the bvuom se=on of the lap.
5.2.2 American IIuaidings Company's Arachitecrual 11 Panel
(A2P) sham have acanfcrurativn consisting of fibs 1-3J16"
deep. N1ajor corrugations shall be spaced 12" an center_
Panel design ,produces a decorative smooth shadow -dine
with semi-concea}ed fasteners. Architectural panes shall
provide a 36" net coverage in width.
5.2.3 Ar�erzcan Bu�Idzng� �oMpany's MUll -Rib Panel (-MRP)
shall have a configuration consisting of ribs 3/4" deep.
Ivla3ar corrugations shad be spaced 6111 on center. Each
panel shal1. provide 36" net coverage.
5.x.4 American Buildings Company's Shadow Panel (BFP)
shall have a configuration ib" wide and 3" deep with a
center rib 6" wide and 1-1/2" amp Thr, panel design
produces a completely hidden fastener panel. Net cover-
age of each panel is 16".
5.2.5 American Buildings Company's SoffivLiner Panel (SLP)
shall have a Wnfiguratian cunsisting of I " interlocking
ribs. The interlocking ribs are desimed to conceal the pane
fasteners. The SOffitUner Panel shall provide a net coyer -
age of ether 12" or 1.6
5.2.5 American Buildin S Company's Standing Seams If (S2P)
and Standing Seam360 (S3P) Rauf Panel sham have a
cOnf guratian consisting of 211 high {3•` including seam} by
4-14" wide rib, spaced on 24" centers. Panels shall be
joined at the side laps with an inceriocking seam standing
a`tgove the major rib. Each paned shad! provide 24" net
coverage in width. 7%e femme paned seam shafl have
factory applied sealant.
5.2,7 Arr:;erican Buildings Cornpany�s Lac -Seam Paned (LOC)
shah have a conf guurat�on 16 " or 12" wide with 2" hignvecal made and female ribs. The female seam shaIl have
factory applies sealant. ne panel sea*n shall be mechani-
cally interlocked by a specially desi:ned electric seanin9
machine. W
5.2.E American Buildings Company's Mansard Fascia Panel
(NIFP) shah have a flat surface with a male and female
mterIockirtg I" seam. Paneis shall have a 10 3116" ar 18
SIS" nominal coverage. A solid 3/8" numrnum plywood
decki%ng �r equivalent with a �ianurn 3:I2 slope i5
required.
Februaq 1996
5. 020. 9 Panel nh= All wall Diels shay continuous from sdi `00N
to roof line and(b) S fasteners shall be . 1-1 self-
cave
1 � �� till continuousfromcarWn stetlscrews with an .
tegal hex washer
handling puRoof pane t end l head. Roof fasteners shall be with
an
morn forS=dingSeam andF.PDNI S=dxd roof sal have,}loreR life .� over zinc I--
for Longp�LTels_ Wall panel end is
fasteners
shail be a fl-�iihum 31unwarranted ,
1:12 or less rool allov-coated roofs or�y.
5 .2. 10 Endwall Edcre Cuts-. All endwall panels for buildinas with 6.1.5 Fasteners for the Roof Panel Clips: All Standincr Searn and
shall square cut. All n l
.buildingspanels foT Loc-S-eam�ish.l attached l
the following:
5.2.11 A certain arnount of wamess calied IF lien may
exist in the flat portion of the panel. M.nor wavffiess of the �. l l n cll*ps shall
panel 2's not sufficient cause for rejection. Oileanninor d .- -
� 1 Al� h -� ��. r � 1 air
not erect the t ral 'In � the ane . -
are applicable Or USewi th fiberglass ankt insulation
with thickriesses up to and including 6 Mches.
SECTION 6*6 MISCELLANEOUSM. R IAS �h nex pans n clips on bar
SPECIFICATIONS joists shall be carbon steel N . 1 - 1-1/4" Tek 4 or
6.1 FASTENERS No. 12-24 1 1112,1 Tek 5 hex -head seam or zinc
lt. The fasteners are applicable for use with
6-1.1 Snctural Bolts: .4,11 bolts used m' pn'manSPI,
ie th th
d glass blanket' sulation wiickness
secondary amconnections shall � ASTM 307 r1 .
AST.\L1 A 325 as requi'red bv design. . ' r Wall t1 is n
�.� Fasten r Roof ani ,. All roof els shall beattachedt - 1 i � h
to the seconder r n n n r sewn �� framing members by means self- ri
(a) - carbon steel screws, . 12-14 1-1 f� hexwasher head,
r. shall b 1 1 1 r - r,
�. 'T cadmium r zinc plated, assembled with 0.040 minimum
. 1
iCkness nvion isolation washer. The fastenersshall be
mol(id zinc alloy or capped ass steel cupped hex
color coordinated i th a prerruumcoal a system
wplr head. Roof fasteners shall be assembled with
an EPDM washer. rfastenersPr t� t corrosion andweathering. The fasteners
��� � -
licable for use, wiLh fiberglass blanket insulation up
used on all pre -finished or anted roofs. to " iare n thickness.
(b) Standard rood` fasteners shall be N_ 12-14 1 1 ft or
No. 14-14 111 self -drilling carbon steel Screws with an 6.1.7 Fasteners for Wall Panel Side laps and Liner Panel Side
integral hex washer head. Roof fasteners shall be
laps: All Long Span, ATchirec=al or Multi -Rib Panei side
assembled with nEPDMlaps shy be stitched mss sell -t � stw
ash `.roof t � . t .ftrrs 1 sews, N. 1-13/4" r AB , cavum r
life ati'n over zinct, .
plating. Standardn plated, assembled with x.040 UM thickness
unwarranted aluminum -zinc y.nylon isolation washer,. The Fasteners shall color coor-
dm'ated witha premium coating system which protects.
6.1 .3 am for roof l s'lde la. - -
asking. connections.: against corrosion and weaffiering.
LonF,r Span Panel roof panel side
laps and flashin.cy connec-
tions shall be stitched 6.1.8 Fasteners for Shadow Panels: These fasteners shall be
carbon steel, yellow ehroover ZM'C plate fin , No.
(a)I�errfl&um roof fasteners shad be
"AAB". self -tapping carbon steel screws with a molded X 1 11 -rectangular lockinal nuts.
No. 14-14 3/41' I Type 12-14 x I'` self -fin hex -dead screws- 1/2rt
zinc alloy or capped stainless steel cupped hex
asher��. lin A � w� a
head.fasteners shall ass Fasteners. Ah l fasteners sal be,1 n. t ,
washer. Premium roof fasters shall be used on all high strepVh 6052paint aluminum rivets as r�n ac-
Pre -finished r warranted. roofs. turdUSMPOP or equal.
(b) Standard roof fasteners shall be14-14 3/4
T f . PANEL CLIPS
self - in carbon steel screws with int6.2.1
Panel clips for theS tic SeamPanel shall one
washer head. hoof fasteners shall assn with of the following:
� shall (a)
have a Fixed paneclips shall be a no� 1/8ln dr zinc platin�.Standard fasteners ,
r 4 1
o
t�"1n _ 1.h
1ll used on unwarranted lumin - than blocks)ihigh
alloy-coated roofs y. �r� �i steel and
feat treated to kw11 t , Paned s shall
.1 } Fasteners fog- roof anal t flashy for i �"
In Onntns- Lac- have a fluorocarbon coal forcorrosion resls=ce.
and Standl'ncr Seamroof systems shall be, the follow g -
I (b) ans' cls SSE se
-ries) Prem' Burn r s shallbe ' a two '
fatnrs shall � -1 '
drilling - 9 or
�� - � .
nth old 1 lit fort h `
r � shall elht_ Thi lion
" s .dnT ss t I cupped hex washer head;
pore half assem. bled2 Don spnng stee
with . EPI
her. and heat treated to Rockwell 45C to 50C. The clip
eium roof fasteners shall be usedon al I -
r -finished portion shall have fluorocarboncow for corrosion
r woman ted roofs..
r sis mo . The base portion of the clip shU be die
formed 18 gaud Z SC-Cl(galvanized) steel. Total
February
1996
expansiona i.11t the L ass iv shall
�� � 1
solid IL o Tlcopolymerta . service tem r
tare sal be from -60"F t +2120F. The rnatenal shall meet
Expansion Hps S SPC s rl for Barr jois purlins shall or sass tieTeq Uzeme=s of Feder Specification
be of a two part assembly. The clip shall1796A, Type It, Class B.
.0
1/2 Pt id. The clip portion shall be, die formed SAE 6.3.6 Caulk- .
j Mts, rake flashm`,, I ps,
1050 high carbon spring steg-1 and htat teated to ride flashing laps, doors, windows and louvers shall be
Rockwell ``5C to 50C. Theip portion shall have a sealed
with white or bronze plgmerlted polyurethane cauU(,
fl uorocarbo n c otitin or for cormsi on, res i.stan c
e. base Bosom Chem-Caik 915 r al. It shat theportion of the i f, ir.
1 r l (for r meFede ir
FIN
blocks) i height. The base shall die formed from 1lon -S-W230C .
gauge painted steet. Totalexuansion ca a lit
'A
clip assembly shall be 2 1/2 . GU SER, FLASH AND DOWNSPOLT
6. 2.2 Panel clips (Lseries) for the Loc -Seam Panel shall be 6.4.1 Guars and Flashings: All s=dard exterior gutters are 24
of a M;o t;part ass m"Ol # The els rt
2 '`� shall be a nornm'al
gauge 90 zinc -coated (galvanized) r � alu� m -
T
r 1/8" (for t cr al blocks) in helzht and " zmc alloy -coated steel with a pre -painted wish in White
width.Thechge
formeJ ftom 24 Bumished Slaw. s.auu
aluminum coated steel. The base shall be die formed ftom r % -coated (galvanized) or A7.50 alummum-zmc
iced E alloy -coated steel 'th apre-pai m finish flec
18 gauge zm'c-coated ea a Airy theclip shall � l , "_ W t r is slate. All other flash:m.crs shall be a
6.2.3 rMn=um 26 craw e steel.
Panel clips(N4FPCss for the Mansard sCia Panel
shall a nominal l'" height and 1 1/�1 width. The clip � �Downspouts: All downs sMl gauge tee-
26 gauge 4 va-coated (gaivanized)
nixed) or alum-Hn alloy -coated steel. with color coordinated,pre-painted wish T=an gu ar in
<-2.4 The Standing seam 360 els shape.
is a p assembly . The
h
IP Drin is die formed .026 thick. aluminum coated
The base shall die fo � 1 cFu g 1t }, �painted. SECTION ',PAINTING
1 r l (for thermal blocks) Morb and " long. The
ion cap i -G
expans ab'l'ty 's 2 STRUCTLRAL PAE'�Trk;
6.3 CLOSURES AND SEALANTS All wricoated sncrual stet -and b 2 t gauge steel members
6.3,1 is shall be iean all foreign tatter and loose scale and
res � � a.t�ns. � �� � - . r
even a one � c t f Amr an B ulldogsCompany"s red,
panels shall be filled with preformed closed cell -de Pn
i mcr. PriMer
smoking, lir poi �e� l ne closures al om a the cave
I requirements of Specification SSPC 15-68T
n'dge and rake when required for weather htnss. is equivalent to Federal Specification TT-P-6MD). The
6.3.2
MetalClosures. `.F� . pan area the mer i not tend as a
ski Sezm U and Stmdlng Seam360_
Roof Panel shall At
befilledwith formed me1 re . The e fres option, cold -formed seconciary structural
formed from 20 gau t e to the s frame. ma as pre -painted stock which elmattlraes
tiro se closure exterior finishthe need for a shop coatprimer. The base metalshall be
- - ate r re painted thoroughly cleaned e and t cn treated with mon hog pare
num-zinc alloy-coaterd. elution to enhanCeDant adherence before thLe coil is
6. 3.3 Sealer: LoneSPaTI Panel ated with a de polyester paint- The film
r�` � � laps shall
be sealed � thickness the paint � t �. The adn meets
X 1/8 tape mastic. The material shall or exceeds the performance !equurments of Specificarion
be, a butyl base elastic compound w1th a minimum solid ss 1--68T (repl
aces and is equivaient to Federal Speci.
content of 99% Slka SikaTape TC -95 or equal. The steerfication
TT -P - 636D)- � �� � � ted
.shall have good adhesion t metal wish
non- rrOSI e, n n_s�� , non-oxidizing.,non-t + .
coat.
and non-volatile. The service r r sC.9 2 Abrasionscaws � i "tin arehall r. ry be
-60OF to +2120 F. The material shall expected mer shall reed t
t or surpass use ares
requiTements of Federal Specification �
the on t rperformingfield Touch-up
paint-
ILClassNC-68.ss- l
as specked its. the contract documents.
6.-.).4 Sealer*,, American BuildiTigs mean s StandLNE COATIN
and -Seam Roof panels side laps Shall
o f for .2.1 Bae Mem shall r a cr
applied � �a��l r gal. � -
on shall91% lee� u� -Zinc alloy -coated tee -
M shall �-" t miperature 1 .. � Coat:
�� � n�rr�l shall � �� b� shad � pretreatedd then
suras the requirements Federal lfi iep�or ete P=er for supenor
1796A, Type I, Clans A. mesion anci superior resistance t F flIM
6-3.5 Sealer: All American *� shall0.2�:.1..
and Loc-SeamRoof tandiner �
end � � � ��� �Exterior Coat* After I�� terne l osurr side shall be
shall sealed with to mastic i a
�a4 r a in excess F t
Nva. T"hmaterial shall e cion -staff controlled � f thickness
_ . r t7 ivee t ?. mils. Excellent
nog toxic, and non- iat� ; Composition 511all l e� b'ht and =5istancc to coaring deLe1joraLion Shall
Rr
be evident when subject to the following test;
February 1996
TEST
TEST METHOD �_I_RFORIMANCE
Specular Glass
ASTM D 523
Q.U.V. Weatherometer ASTM G 53
Humidity ResasLance
Salt Spray Resistance
reverse Impact
Microbial Attack
ASTM n 2247
ASTM B ] 1 7
ASTM D 279.4
AST?y G 22
'j-.35 degrees on a std.
r 60 dei titer
Dry Film Hardness ASTM D 3363F -2H
Passes 300 hours
No Objectionable color
change, chiming or
blistering
Passes IWO hours
'asses 750 hours
Passes, No Removal
Passes
.2-4 nten' r Finish.: The 'Interior finish shall have a parchment
polyester top coat over an epoxy r urethane
Y fila thickness shall be 0.3 mils.
7*3 PREMIUM
7.3,1 base MeU .11 be 26 or 24 gauge G 90 zinc -coated
(galvanlzed)OT 5 .gnu -Zinc
shall7.12 Nme COat:, The base metal be pretreated. and then
with an approved
r water base
cmc, Tbe, dY film thickness of the Primers shall
rrffls inu.
7.3..E Exterior Coat-4
AfterPn Inc.", tear ' ll
given a be
I coat /0 minimum Kynar 5W'(PVF2)
formulation- The �'- film t1lickness
" n'mu - The total i -
is n ir. u. Excelleritwth r i l l
coating deterioration shaH be evident when subject to the
following tests;
TEST TMMETHOD PERFORMANCE
specular Ulass F
i Glass, 30-40
at 60 degrees
Dry Filrn Hardness ASTM
Film AcLhesion ASTM D 3359 EnwellcmNio Removal
Direct fmpact ASTM D 2794 Excellent/No Removal
Reverse impact ASTM D 2794 Fxre11eT1t/N0 Removai
Abrasion Res ie ASTM D 968
Exceeds liters
Chemical Resis=ce ASTM D 1308 Excellent/iNo Rem oval
Sat Spray ResistanASTM B 117 Passes 1000 hours
Humidity Resistance AST,,M
Color Retendion ASTM D 2244
No object'onable change.
Max. 4 Delta E units
ChaLk Resistance (Huntpr) CChange
659 No objectionable char.1geO
minimum radria of 9
Panel " Prem i urn 70 - i n iso must have a minlmum 12
r slope to qualify for Mater-jal Wauantv.
tr r I . en t
POlvester top coat or backer over an e
water byeprimer. The dr PDXY, , Or
shall be .4 mils minimum. � fi-Irn th-ckness Of the backer
7.4 PREIWfL7 -_"70M COATED PANELS
7_4.1 Base Mem ;hal be 26 or 24 gauge G 90 zinc -coated
,alvanized} or AZ50 alum inum-zinc alloy-caawd steed.
7.4.2 Prime Coat.- The base metal shall be treated and then
primed with an apprvved epoxy, urethane, or water bass
primer. The dry film thickness of the primers shall be .4
miss minunwn.
7. 4.3 t r' or Coat: At0
pr=g, the exp r side shall be
given a finish coat of a 70%. n"im"imurn Kynar.500&(pV]F2)
formulation. The dry film thickness
1.
rmmmum. The tom dry film thicknesssal be 1.4
rMISn-�nruum. Excellent Weatherabiliry andresistance
coning deterioration shaU be evident when subject to the
following test.
TEST TEST SHOD PERFORNLANCE
Speciilar Glass ASUM D 523 Nfediurn, Glas&,30-40
at 60 dege-es
Dry Film Hardness ASTMi D 3363 F MMMUM
Film Aaesion ASTiM D 3359 ExceUent/No Removal
.Direct Impact ASS D 2794 Exit Removal
Reverse Impact ASTM D 2794 Excellent/No Removal
Abrasion Resistance ASS D 968 Exams 100 liters
Chem Ical ResistanceASTM D 1308 Excellentfo Removal
Salt Spray Resls=cc ASTM117 Passes ICOO hours
Humidity esis i AST'—,.Yl D 21247 Passes 2000 hours
Color Retention ASTM D 224-4 No objectionabie
Max_ 4 Delta E units
(Hunter) Color age
Chaff Resis=ce AST D 659 No objeclionablc,- change.
fun
Um Rating of 9
Rmf panels w1th the Premium 70M flniSh must have a minimum .
/2: 12 roofsIe to qu all ry for Nlaterial W
7AA0Interior Finish'the interior fmish shall have a parchment
polyester tap coat or backer over an epoxy, urethane, or
water base primer. The dry flim thickness of the backer
shall be .4 miffs minunum.
SECTION Saw ACCESSORIES
. W
Standardwinnows shah be honzonml slide units with a
bronze fi #sh, 3"-() x 3"'-0" anci 4%0"' x 3`41 in ATchitec-
and Long Sean Panel Walls: 4 �- 1? 3'41 Shadow
Panel Walls. They shall be furnished complete with 7/16 *1
hermetically sealed double glass,
Screen. Windows shall be self -flashing tom
Build-
ings l panels. Thev shail confo= to ANSI
. 134.1 and shall be wed by Arcitetural A
Manufacturers Association for
ciai constriction, HS -B2 -HP.
8. 1. 2 Narrow Light Windows shadl be wall units 1 "411t 5- qr
having dark bronze aiummum—e �. f + ' ° and I 11
soar bronze annealed insulated lass- The glazing
shall snap on,using sinless steel sprinor clips. There shy
be O exposed scTews on the Glazing'
glass shall
be set against the fin using 13uryl Tape, and sealed on
interior and etr With'cone to msure a water -tight
February
1996
Humidity ResasLance
Salt Spray Resistance
reverse Impact
Microbial Attack
ASTM n 2247
ASTM B ] 1 7
ASTM D 279.4
AST?y G 22
'j-.35 degrees on a std.
r 60 dei titer
Dry Film Hardness ASTM D 3363F -2H
Passes 300 hours
No Objectionable color
change, chiming or
blistering
Passes IWO hours
'asses 750 hours
Passes, No Removal
Passes
.2-4 nten' r Finish.: The 'Interior finish shall have a parchment
polyester top coat over an epoxy r urethane
Y fila thickness shall be 0.3 mils.
7*3 PREMIUM
7.3,1 base MeU .11 be 26 or 24 gauge G 90 zinc -coated
(galvanlzed)OT 5 .gnu -Zinc
shall7.12 Nme COat:, The base metal be pretreated. and then
with an approved
r water base
cmc, Tbe, dY film thickness of the Primers shall
rrffls inu.
7.3..E Exterior Coat-4
AfterPn Inc.", tear ' ll
given a be
I coat /0 minimum Kynar 5W'(PVF2)
formulation- The �'- film t1lickness
" n'mu - The total i -
is n ir. u. Excelleritwth r i l l
coating deterioration shaH be evident when subject to the
following tests;
TEST TMMETHOD PERFORMANCE
specular Ulass F
i Glass, 30-40
at 60 degrees
Dry Filrn Hardness ASTM
Film AcLhesion ASTM D 3359 EnwellcmNio Removal
Direct fmpact ASTM D 2794 Excellent/No Removal
Reverse impact ASTM D 2794 Fxre11eT1t/N0 Removai
Abrasion Res ie ASTM D 968
Exceeds liters
Chemical Resis=ce ASTM D 1308 Excellent/iNo Rem oval
Sat Spray ResistanASTM B 117 Passes 1000 hours
Humidity Resistance AST,,M
Color Retendion ASTM D 2244
No object'onable change.
Max. 4 Delta E units
ChaLk Resistance (Huntpr) CChange
659 No objectionable char.1geO
minimum radria of 9
Panel " Prem i urn 70 - i n iso must have a minlmum 12
r slope to qualify for Mater-jal Wauantv.
tr r I . en t
POlvester top coat or backer over an e
water byeprimer. The dr PDXY, , Or
shall be .4 mils minimum. � fi-Irn th-ckness Of the backer
7.4 PREIWfL7 -_"70M COATED PANELS
7_4.1 Base Mem ;hal be 26 or 24 gauge G 90 zinc -coated
,alvanized} or AZ50 alum inum-zinc alloy-caawd steed.
7.4.2 Prime Coat.- The base metal shall be treated and then
primed with an apprvved epoxy, urethane, or water bass
primer. The dry film thickness of the primers shall be .4
miss minunwn.
7. 4.3 t r' or Coat: At0
pr=g, the exp r side shall be
given a finish coat of a 70%. n"im"imurn Kynar.500&(pV]F2)
formulation. The dry film thickness
1.
rmmmum. The tom dry film thicknesssal be 1.4
rMISn-�nruum. Excellent Weatherabiliry andresistance
coning deterioration shaU be evident when subject to the
following test.
TEST TEST SHOD PERFORNLANCE
Speciilar Glass ASUM D 523 Nfediurn, Glas&,30-40
at 60 dege-es
Dry Film Hardness ASTMi D 3363 F MMMUM
Film Aaesion ASTiM D 3359 ExceUent/No Removal
.Direct Impact ASS D 2794 Exit Removal
Reverse Impact ASTM D 2794 Excellent/No Removal
Abrasion Resistance ASS D 968 Exams 100 liters
Chem Ical ResistanceASTM D 1308 Excellentfo Removal
Salt Spray Resls=cc ASTM117 Passes ICOO hours
Humidity esis i AST'—,.Yl D 21247 Passes 2000 hours
Color Retention ASTM D 224-4 No objectionabie
Max_ 4 Delta E units
(Hunter) Color age
Chaff Resis=ce AST D 659 No objeclionablc,- change.
fun
Um Rating of 9
Rmf panels w1th the Premium 70M flniSh must have a minimum .
/2: 12 roofsIe to qu all ry for Nlaterial W
7AA0Interior Finish'the interior fmish shall have a parchment
polyester tap coat or backer over an epoxy, urethane, or
water base primer. The dry flim thickness of the backer
shall be .4 miffs minunum.
SECTION Saw ACCESSORIES
. W
Standardwinnows shah be honzonml slide units with a
bronze fi #sh, 3"-() x 3"'-0" anci 4%0"' x 3`41 in ATchitec-
and Long Sean Panel Walls: 4 �- 1? 3'41 Shadow
Panel Walls. They shall be furnished complete with 7/16 *1
hermetically sealed double glass,
Screen. Windows shall be self -flashing tom
Build-
ings l panels. Thev shail confo= to ANSI
. 134.1 and shall be wed by Arcitetural A
Manufacturers Association for
ciai constriction, HS -B2 -HP.
8. 1. 2 Narrow Light Windows shadl be wall units 1 "411t 5- qr
having dark bronze aiummum—e �. f + ' ° and I 11
soar bronze annealed insulated lass- The glazing
shall snap on,using sinless steel sprinor clips. There shy
be O exposed scTews on the Glazing'
glass shall
be set against the fin using 13uryl Tape, and sealed on
interior and etr With'cone to msure a water -tight
February
1996
seal and to enable truck, shipment i !0_ ut danger of crimes
slippage
8.2 PERSOhNEL DOORS
$.2.1 Standard personnel doors shalI be 3'-0" x 7'O" x 1 3/4"
manufactured from 20 gauge zinc -coated (galvanised)
steel. Doors shall have a textured finish and shall be painted
Whine. Doors shall meet Federal Specification RR -D -575b
and Commercial Standards ("5-242-6? and PS4-66. Doors
shall be one of the following -I
(A) Steelcraft SLT-20-4 phoney comb carp) or equal.
(B) Cern Omega 20 (honey comb core) or equal.
(C) Ceco Versa 20 (urethane foam core) or equal.
I. Doors shall have square edges for non -hand
instaiIation.
2. Doors shall be flushand have vertical mechanical
interlocking seams on both hinge and loci. edges.
Doors shall be provided with top and bottom
inverted 16 gauge galv&aized steel channels spot
r
weldedi the door.
4. Doors "A" and. "B" shall be reinforced, stiffened and
sound deadened with i'rtd kraA honey
core completely FIIITncrthe inside faces of the door
== and ltd to the inside faces of the
panels-
5.- Door rt
yshall t)e filled witha rigid urethane
core
foamed M plaice and chernically bonded to the
interior.
. Doors shall be reinforced for applicable hard
9,22 . 2 Door dames shall be 16 gauge
zed)
steel, preprinted Ott and shall beone of thefollowm-g:
(A) S teelcraft MU- 16 series having a jamb
5-3/4 with an 1 ue Amb retainer.
(B) Cern NIBF-8 series having a jamb depth of $".
1. Doorjambs shad be constructed for non -hand
installation.
2. Dior frame "A'• shall have factory applied
weather-smpping.
3. Door fame "B„ sham have weather-stripping
provided for field ZI1S��c'i�lDii,
4. Door flames shall be, provided with 4 1/2" x 4 1/241
h'Lnges and reversible she plate, Door am" '
shall hay hinges Pre -welded to the ,
8 - A-2 .3 Standard lt hall be one of the following:
(A) Yale CRE 8722 mortise
equal;
(B) PDQ SWI82PAT260 cylindn'cal lockset or c�Qual.
. .x4t dev'ces shall be
one of the ll.
(A) Yale 7100 Seine series nm device with a stainless -
steel finish.
(B) Yale 2000 nm device with a SB finish.
8-2-5 Door old shall be alum'with flat head
screws and expansion shkIds for attachment t
o masonry
floor.
S..3 SLIDING DOORS
8-3-1 Standard double sfidinu door sizes shallbe 12'wide by 10',
l l , or Whigh as Specified. All shding doors shall be
designed to .stand applFcab�e wind toads. �]c�o�s wzl1 be
shipped urea .ibied, complete with bonom guide,, lock
ankles for side closure, hoods to protect the tap of doors.
from weather, four-wheel trolleys, and galvanized track.
Doors shah be supported from a smuctural header by 3/8 17
bolts on 2'-U" center. Doan panels shall be the Lang Span
panel and the color shall be Reflective White. Each door
leaf shall have two four-wheel trolleys. They shall be) lt8°
in diameter and shall be fanned from heavy crauge steel that
has been zinc plated and chromated to resist nest_ The
wheels shall have hardened steel roper bearings sealed
with lona lasting lubricants. They shah be as manufactured
by the National Manufacturing Company (No. I050T) or
equal.
. w 1Over-head door support .g shall be desl*gned to rest
applicable wind loads and shall consist of channeljambs
with a structuxal header at the top of the opening, 26 gauge
steel color coorchnated flashhas shall be provided
to con-
ceal panel edges the pemess otherwise specified.
8.5 GRAVrrY VENTILATORS
8.5.1 yen t i ators s e nimufacrared ftom gal-
va-ai7ed steel and pa" td wh-ite. The
ventilator bu# shall
be 24 gains and the skin shall be adjustableto matc'athe
roof slope. Chola uprated damIr isne Ven-
tilarors shall be equippedwith standard birdscreensand
riveted end caps. Ventilators shall 10" lor and have
9 $1 or 12 9T th-roat. C
8. 5.2 « round veritilarOTS sliall be crauve and shall have an
adjustable base for ri mounting r a itched base for
-slope Moui
8.x.1 Louvers shah be manufactured from 20 gauge zznc-cvated
(galvanized) steel, painted white, and shah be self framing
and self -Mashing. They shah be equipped with adjustable
dampers unless otherwise specified. NoFni'-nal size shad be
45-01' x 3,-0„ for standard walls and 4'-0" x 4'4" for
Shadow Panel (HFP) was.
8.7- SKYLIGHTS
5.7.1 Roof skylight panels shad be translucent fiberglass rein-
fvrced panels madv in the same configuration as the metal
panes. They shall be manufaciured with a 2 once woven
f bergIass doth reinforcement in addition to random stand
mat or cut glass fibers far stntctural strenffth. They shall
meet or exceed applicable r�quiremenzs of ASTM D-3 841-
80 Type 1, and ICBG? Research Report No. 1412. Material
weight shall not he less than 8 ounces per square foot.
February 1996
Impact Test: Skylights shall resist penetration when subject
to a 100 pound cylindrical weight with a 5 3/4" diameter
(26 square inches) dripped ftoma height of 74"_ Fl==,
bility
rage of material shall be no greatff than 2 in/min when
tested ender ASTl1I D 635. Coefficient of heat transmis-
sion (U -factors) shah be no greater than 0.8 BTU/Hr/5q.
#`t. degree F Availablensulated skyIiRhts shall have a light
transmitting foam sandwiched between a standard weiRttt
exterior panel and a 4 ounce norr�nal weight interior paned.
Skyli��,t panels shall be equivalent to STRONGLIGHT
panels as manufacturad by Lase Industries, or equal.
ENGINEERLI'S'G PRC RTIES S.9 ROOF 'RBS
(STRONGLIGHT Skylight) $.9_1 Roof curbs shalI be manufactured frc)m munimum 18 eallGe
.Property Test Method Nominal Value �uminum-zinc alloy -casted steed. Curbs shall have
M integral&icket type water diveTter and an angle splash
Shear Strength ASTM D 732 11,003 psi guard. The, minunum curb height shad be 8".
Searing Strength ASTM D 953 A i"1400 psi B.I� PIPE F�,t�HL"'�IG y
'ensile Strength ASTM D 6,38I900� sF
P $. i �. � Pape #lashin
,gs shah be of a one pieze construction and
fabricated frim an JEPDM membrane and shall have an
$.7.2 Wail sidelight panels shall be translucent Fiberglass panels aluminum base that can be field cr�nfor�ne� t� any panel
made in the scene c�nfgura[�on as the wall panels. They cor.fi� inn. Pipes flashins sha�I be flexible for �noundng
shad meet or exceed applicable requirements of ASTM on any roof slope. Servic'-_e�
temperature ranges shall be
D3841-80 Type 1, and ICBt3 Research Report Na_ I�i2_ -3f�°F to-�?�O��F. ' tree standard flashing sizes shall ac-
Materia� weight shall not b� less than b aunc�s per square cornmoc�az� pipe sues from 1!�" diameter up to 13"
foot. diameter.
�.8
INSULATION
8. 8.1 Fiberglass Blanket Insu'ation shall have a den
ity cyc0-6
f and shall be available in 2i'* „, *' and " thicknesses+
(Other roof M'sulation systems are available with l kns
up to 12 inches). Max-
follows:
axapplication I
es are as
Standing Scam Raaf
Loc-Seaw, Roof
Longi Span Roof
Long Span Wall
AFchitectural II Wall
4
611 over purin wl'th or without
rigid foam therrnal block.
6 rt over purfin with orpt
rigid foam thermal block.
"! over puflin with Oars addition
bet purlins.
't over gati.
Ver girt,1,r fasteners
rNulred. 4n
x.8.2 Fiberglass Insulation Facings shall be Iarninated an one
side with one of the facings as spawn in Chart below.
Facings other than those shown in the Cha -i, below are
available upon request..
5.8.E Rigid Foams Thennal Blacks shall be cut from high density
extruded polystyrene board stock, having a UL 25 flame
spread rating. Thermal Blocks shall have a minimum thick-
ness of I inch and shall be a minimum of 3 inches in width.
Thermal Black matenai shad be Dow Styrofoarn (BIue
Boar) or equal.
i�' }
reinforced POIYi,socyanurate foarn Core. The foam c
foo has
�re
, iOse -cell ct r hic i resistant
flow of heaL Aluminum foil facers laminated
of the produCt provide an effective moister -
lamer. Rigid
suiatin products are available in thicknesses tt
t ". Rigid i*nsulation shall be r ax by Celotex or
approved equal.
Color
Wh Ike
Textured VV]hite
Aluminum
Flame Spread*
.95-
Perm Rating
1
.07
.02
Service Tempt !�&n
OOF
O
-100F
*The numerical flame spread ti i i
d d t effect hazards
presented,� I r � other a ri l un der tuiir� f .
4 ,
SECTION 9: ERECTION AND INSTALLATION
February 1996
crec.tion of the mem building and the M'sta,,Uation of
accessories shall be performed in accordance with
Amen"can BuildingsCornpany's erection manuais and the
fl d in erection drawings. The erection shall be
Performed by a geed erector using proper toils and
equipmp,nL In addition, erection practices s I confoTm
Section 6, Common Indust Practices found the 1.zw
Rise Building Systems Manual.," M3KAL 198 6. There shO
be no Feld modifications to primaU structural members
except as authoTiz ed and S pe cffi ed h • Axne ric an B u ild ings
Company
AFETY DL'RI\G ERECTION CANNOT
E OVER -EMPHASIZED:
SECTION 10: BUILDING ANCHORAGE AND
FOUNDATION
The building anchor malts sI resist the maximwn column
reactions resulting from the specified combinations of
ioaaings. The quantities and diameters shall be specified
by American Buildings Company. Anchor bolt embedment
designs and the anchor bolts are to be suppl'ed by other,
NOT American Buildings Company. Anchor bolt
embedment and roundativns sit be adequately designed
by a qual;fied foundation engineer to support the building
reamvns and other loads wiuc% may be imposed by the
building M. The design shall be base. an the, specific said
conditions of the buildm-g site. The foundafion engineer
shall be reed by other than American Buiidi�gs
Company.
American Buildings Company assumes no responsibaii-ty
for the intezity of the foundation.
SECTION 11: WARRANTIES
Amerl"axe it l Company offers a variety of
warranties nt for panel coatings, roof system
weathtrrtizhtness, purchased products,, and manufac=td
materials. For specific warmtydads and costs refer to
the, American Buildinus Company Warranty Manuai or
co
n t �� an Buildings Company at 334-687-2032.
AMERICAN gulLpIpGS COMPAN
y
��rce Loctu Road EUfatdam (334)AL 36027687.2032