HomeMy WebLinkAbout1254.97.6SPLICE BOLT TABLE
REACI� 4 AT
DEAD WIND
WIND
(y' -
REACTION
DEAD
COLL LIVE
SNOW
WI ND
WIND WIND WIND WIND
SEIS
>PIICE N0. SIZE
"�
WIND BENT
LOAD LOAD
LOAD
AT RIDGE
MEMBERS
LOAD
LOAD LOAD
LOAD
LEFT1
LEFT2 RIGHTI RIGHT2 LONG.
LOAD
A t2 a x 0 -2 2"
BRACIN
EFT
K)
RIGHT
LEFT
COL. HOR
1.9
1.8 11.9
11.9
-7.0
0.0 0.0 0.0 -2.5
-0.3
B 8 4'0 x 0 -2 y"
K1
I kt
LEFT
COL. VER
3.3
2.6 17.5
17.5
-6.6
0.0 0.0 0.0 -5.9
-0.2
. HOR.
0.04 -2.05
1.95
RIGT
COL. HOR
-1.9
-1.8 1-11.9
-11.
1. 5
.
0.0 0. 0 00 2.5
-0.3
,,109 NO.
971064
LEFT COI. VER.
RIGHT COL. HOR.
-
-0.04 -1.95
2.05
RIGT
COL. VER
3.3
2.6 17.5
17.5
-5.2
0.0 0.0 0.0 -5.9
0.2
• 1H4�0
I
0.51 2.76
-2.76
REACTION
UNBAL
1''2 6
MEMBERS
LEFT
LEFT COL. HOR
7.4
if :;
LEFT COL. VER
5.3
�
RIGT COL. HOR
-7.4
"-
+
+
RIGT COL. VER
16.6
STANDING SRAM
RIDGE CAP
-�
A
-''
THE
REACTIONS ARE
STATED
IN KIPS
(1 KIP = 1000 POUNDS).
t+
s�
234
12
ONE
0
1
.o
o �
1 �
zo
I
r`
VIN.DIVENSION
ROOF SLOPE
OVER 12
• 11'
(y' -
1 i
• 11,87
1 E -
2Y
• ti;
2Y -
32
11118"
2 9i _
4'
+412 MIN
AT RIDGE
VENT
3' -5'+t 1 -2
FRAME CROSS SECTION
COLUMN LINES 2 - 6
SECTION AT WIND BENT
REFERENCE: WAREHOUSE
THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN
TO MAINTAJN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION
WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE.
±
+
+f
I+
POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS.
NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS.
• "COLL" IN THE ABOVE TABLE IS THE COLLATERAL LOAD, INCLUDING ANY
SPRINKLER LOADS.
0
I 'WIND LEFT- IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME
AS SHOWN.
FIN. FLR. "WIND RIGHT" IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME
AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0.0", THE FRAME
IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS.
"WIND LONG" IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH
WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET. PERPENDICULAR
TO THE FRAME AS SHOWN.
MANY BUILDING CODES
HAVE
MORE THAN ONE SET OF DESIGN
WIND
COEFFICIENTS FOR WIND
IN THE LEFT AND RIGHT DIRECTIONS. THE "1"
AND "2" FOLLOWING THE
WIND
DESCRIPTIONS ARE DIFFERENT WIND
CASES
FOR THAT WIND DIRECTION. IF
THE REACTIONS FOR THE SECOND
WIND
CASE ARE ALL "0.0", THEN
THAT
BUILDING CODE ONLY USES ONE WIND
CASE.
"SEIS" IS SEISMIC LOAD.
TURN -OF -NUT TIGHTENING
CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE - TENSIONED. THE
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS
DATED NOVEMBER 13. 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE
CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE
BOLTS -1) "TURN -OF- NUT". 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN
BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE
SPECIAL BOLTS AND /OR EQUIPMENT TO INSTALL, EXCEPT THE TURN -OF -NUT
METHOD_ THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT
INSTALLATION.
ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED
TO BE INSTALLED.
EXCERPTS FROM THE CODE FOR INSTALLATION COME FROM PARAGRAPH 8(d):
'BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT
TO A SNUG -TIGHT CONDITION. SNUG -TIGHT IS DEFINED AS THE TIGHTNESS THAT
EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE
ATTANVED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF
A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS
SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE
EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN
A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE
SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED.
FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE
TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN
TABLE 5...'
TABLE 5. NUT ROTATION FROM SNUG -TIGHT CONDITION.
BOLT LENGTH (FROM UNDER SIDE OF HEAD TO END OF BOLT)
UP TO AND INCLUDING 4 DIAMETERS ....... ............................... 113 TURN
OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... 1/2 TURN
OVER 8 DIAMETERS, BPT NOT EXCEEDIN91 12 DIAMETERS ..... 2/3 TURN
lI %Zp�yy�
STEEL DHIGN ONLY
ISO OTHER C DID RE i 1FtE I NT
REV
DATE
DESCRIPTION
BY
CHKD.
--� WHIRLWIND STEEL BUILDINGS
WHIRLWIND 8234 HANSEN HOUSTON, TEXAS 77075 -1089
713 946 -7140
0
11-10-11
FOR CONST.
EC
M,J
DESCRIPTION FRAME CROSS SECTION
SIZE 70' X 150' X 18' E. H. WELDED RIGID FRAME
CUSTOMER B.J. WIRTH CORP. 1:12 ROOF SLOPE
LOCATION CARMEL, HAMILTON, IN JOBSITE CARMEL. HAMILTON. IN
DRAWN BY
EC
CHECKED BY
DATE
11/20/97
ENC4NEERIHG
P'IMF
CAD NO.
,,109 NO.
971064
DWG. N0.
P -ONE
r4m
0
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