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EDWIN BENNETT
I CO'LAERCIAL BLDG.
�I 64 Plant Road A=294-76
Hyannis
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REACTION SCHEMATICS
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: REACTION TABLE (KIPS)
LOAD DESC WIND A B C D
DL + LL 2.3 17.0 —2.3 16.9
DL + WL L—R 2.6 —8.3 —1 . 1 -4.9
A C DL + WL` + LL L-R —0.5 6.6 —3.2 10.0
fi 1
B D
COL LINES, 2— 3
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1, 3
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RIGID FRAME COLUMNS
COL LINES, 2 3
� K
YIN MAX . VERTICAL LL + DL E .W . REACTION
—� MAX . VERTICAL WL + DL E .W REACTION K
MAX . HORIZONTAL WL + DL E .W . REACTION K
3,31 2,2 313+ L,L
1
X-BRACING REACTIONS
(WIND DIRECTION MAY BE OPPOSITE)
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1 . THEN MANUFACTURER BUIA RESPONSIBILITY -LDI GASSUMES NO OR 5. FOOT NG H EXTEND. A M N N F 1 SHOULD E E D t IMU 0 6 INCHES 1Nfi0 NATURAL S. COLUMN BASE PLATES ARE .DESIGNED NOT TO EXCEED THE ALLOW 12. ALL ANCHOR BOLTS SHALL E ASTM A T R ° o
iPROPERLY
L B 30 0 EOUAL I N -ORDER TO
LIABILITY FOR FOUNDATION. FLOOR. OR SLAB DESIGN OR -SOIL. OR WHERE FILL ISj'USED. THE F MUST PR P R Y ILL US BE 0 E L ABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMP CONFORM TO THE BUILDING HANFACTURER S DESIGN ASSUMPTIONS /�
CONSTRUCTION. COMPACTED AND THE FOOTING SHALL EXTEND TO NATURAL GRADE. RESS VSTRENGTH P.S.I. c� .-+
! E OF 3000 AT DAYS. BASED ON ALLOWABLE `STRESSES GIVEN 1N THE MANUAL OF STEEL
� NO OII N
l IN ALL CASES THE 'FOOTING SHOULD EXTEND AT LEAST 6 INCHES
°CONSTRUGTION. '8TH EDITION. A.IS.C. 1980.THE FOUNDATION i . .
t . AT N
SECTION5
2 E OU D Ib DESIGN BE DONE WITH DUE REGARD TO BELOW THE LOCAL FROSTItNE. N EXPLICITLY ,9 UNLESS E LICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCT-
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THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL.. ESE E JOB URAL STEEL :'(INCLUDlNG ANCHOR BOLTS) . OTHER MATERIALS. AND' : .o �.
DESIGN LOADS ARE �
f, _ � F a.
SITE. 6. ALL $ SHALLF G w BOLTS HAVE A 2;INGH PROJECTION (UNLESS NOTED) `LABOR SHALL BE SUPPLIED BY':THE FOUNDATION. , 1 METAL BUILDING DEAD LOAD (DL) f1,r ST
FROM THE FINISHED NCR T X P F CONCRETE E EXCEPT T 172 INCH DIAMETER BOLTS _ .. . ' 3Q
_ � t ) PSF;_ROOF .LIVE LOAD (LL)
S C�
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N AI. ..
3 OUNDAT N MUST B N F APPLICABLE
I0 E DESIGNED OR THE LlCAB REACTIONS AT LE E C 10 S DOORS WHICH SHOULD HAVE A PROJECTION OF l INCH. 10.ANCHOR T H A SHOWN t ,.
BOLTS SHOULD BE S S 0 AND CALLED FOR. INCLUDING, 3• '-t 2 1 PSP ti�iND OAD tWL) -,
A THEY APPLY T A P -
w
S E L 0 ARTICULAR BUILDING AND MUST A � t.ILDI US BE OE JECTlNG THREADS :SHOULD_BE GREASED OR OTHERWISE PROTECTED PR T N P F' ,D OJEC !0 FROM CONCRETE. 'DIAMETER. AND OUANT I TY. �-. L 3 C,�3 S FRt1Mt_ LIVE Lf1h�3 Cla,.? .
AT OU E TO RESIST ALL CRITICAL R� I L FOR EACH OF THE UNTIL ERECTION.
VAR N N IOUs LOADING CONDITIONS. THESE REACTIONS REPRESENT THE
) ) ,BOUT LENGTHS SHOULD BE SUFFICIENT TO ALLOW ENOUGH EMBED-
, DESIGN COMBINATIONS
_. AR +E
MAXIMUM N
I UM DESIGN LOADS T RESISTED Y THE F 0 BE EStS B FOUNDATION.
ED E OU D ION T THE TOP OF THE FOUNDATION OR FLOOR HA E SO AR V t NON •;,SHALL SOU ARE. LEVEL ''MENT INTO CONCRETE FOR STRENGTH -(WITH OR i« DL + `LL SCALE E DATE BENNETT AUTO REPAIR -.
AN SMOOTH. N D S 00 A CHOR.,$OLTS HA ACCURATELY
SHALL BE CCUR TELY SET TO A 'WITHOUT HOOKS) TO DEVELOP AT LEAST 75 F THE 'A WA � w
X 0 E ALLOWABLE <. .2. DL WL ... ,
THORNTON DRIVE
.I E
F
4 REINFORCING BARS. WIRE MESH. ANCHOR BOLT SHEAR ANGLES. TOLERANCE --•OF 1116 INCH ON ,DIMENSIONS WITHIN THE GROUP T€NS{LE CAPACITY OF THE BOLT. AND IN NO CASE SHALL THE 3. f}L,1"WL t' .;.L L _DRAWN !D BY NS 3 ZG-'SS HYAN_ NIS . MA
: TIE .RODS. AND/OR HAIRPINS (NOOK BARS) SHOULD BE INCORPOR SPACING FOR AN INDIVIDUAL A ;I G 0 I DI IDU L COLUMN ALL OTHER DIMENSIONS LENGTH BE LESS THAN 20 TIMES THEBOLT DIAMETER UNLESS i
EUFAU A �.
,
L
A A AMA
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A ED AS REOUIRED'INTO THE FOUNDATION E OU DATtON DESIGN COLUMN BASE SHALL BE WITHIN 1/$ tNCH. r';
� OTHERWISE NOTED TH SE DE N . A a
E ,+IG LOADS COMBINATIONS ARE APPLIED _
R
CHECKED 8Y
HORIZONTAL THRUST A L i T ACTING N CONJUNCTION N WITH
0 I ZO L US G I C T APPLICABLE In C�G ! OJUC IO I LlCBLE L
t I AwCORL) C!'~~'W TH TH TA N Y TSEACOAST i
VERTICAL REACTIONS. MUST BESUSTAINED BY HAIRPIN. TI
E '"- - ,MANUAL,
I E ME L BUILOI G SYSTEMS EMS CONST . . CORP .
AMERICAN
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