HomeMy WebLinkAbout0027 BODICK ROAD - PLANS (2) .y
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-� Perim t #28331 August 1.5„ 1985 8i
DAWID R. EATON, JR. A=085-316
_ 27 Bodick Road
Hym nis, MA
v Machine Shop
.c JOB No zI 9043
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REACTION H SC EMAT ICE
REACTION TABLE (KIPS)
LOAD DESC WIND A B C D
DL + LL 6.4 20.3 -6.4 20.3
A C DL + WL +` L-R -3.6 -9.4 1 .2 -6.5
DL WL LL L-R 2.0 8.5 -4.4 11 .4
1 �
B D '
COL LINES, 2- 6
8
2 2
RIGID FRAME COLUMNS
CQL LINESE 2- 5
WIND MAX VERTICAL LL +� DL E .W . REACTION 7. (3K
MAX . VERTICAL WL + DL E .W REACTION a-- K
MAX . HORIZONTAL WL + DL E .W . REACTION � .q
9 1
.� 1, 3
A c I NGE A C T I O N �
(WIND DIRECTION MAY BE OPPO5ITE)
WIND
2.5- t Z.5"
PUR,- AL RF.A6T-)0A/.5
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1 . .THE BUILDING MANUFACTURER ASSUMES NO RESPONSIBILITY OR 5. FOOTING SHOULD EXTEND A MINIMUN OF'6 INCHES,INTO NATURAL S. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOW- i2, ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO
LIABILITY FOR FOUNDATION. FLOOR. OR SLAB DESIGN OR SOIL. OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY ABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMP- CONFORM TO THE BUILDING MANFACTURER'S DESIGN ASSUMPTIONS
CONSTRUCTION. COMPACTED AND THE FOOTING SHALL EXTEND TO NATURAL GRADE. RESSIVE STRENGTH OF 3000 P.S. I . AT 28 DAYS, BASED ON ALLOWABLE STRESSES GIVEN IN THE MANUAL OF STEEL ,
IN ALL CASES THE FOOTING SHOULD EXTEND AT LEAST 6 INCHES CONSTRUCTION. 8TH EDITION. A. I .S.C. 1980. I .S.
SECTION
2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO BELOW THE LOCAL FROSTLINE. 9. UNLESS EXPLICITLY NOTED OTHERWISE.' ALL EMBEDDED STRUCT
E 65
THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOB URAL STEEL (INCLUDING ANCHOR BOLTS) . OTHER MATERIALS, AND DESIGN LOADS ARE,
T .
SI E 6. ALL BOLTS SHALL HAVE A 2 'INCH PROJECTION (UNLESS NOTED) LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. I . METAL BUILDING DEAD LOAD (DL) � ��
FROM THE FINISHED CONCRETE EXCEPT 1/2 ,INCH DIAMETER BOLTS 2. (3 Q ) PSF ROOF LIVE LOAD (LL)
3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AT DOORS WHICH SHOULD HAVE A PROJECTION OF PINCH. PRO : '10.ANCHOR Bpl.TS :SHOULD BE AS SHOWN AND CALLED FOR. INCLUDING - 3. (Z O PSF WI NO LOAD (WL) '• �
AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADE JECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PROJECTION FROM CONCRETE. DIAMETER. AND QUANTITY.
OVATE TO RESIST ALL CRITICAL COMBINATIONS FOR EACH OF THE UNTIL ERECTION.
VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE 11 .BOLT LENGTHS SHOULD E SUFFICIENT TO ALLOW'ENOUGH EMBED- DESIGN CLOIB NAT DNS ARE,. E 0 s1 L0 : NONE M AP AUTO
MAXIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATION.. T. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL MENT`'INTO THE CONCRETE`FOR THE BOND STRENGTH (WITH OR I . DL + LL SCALE DATE ID CAPE
AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A WITHOUT HOOKS) ,TO DEVELOP AT LEAST 75% OF THE ALLOWABLE 2. DL + WL MACHINE SHOP
4. REINFORCING BARS. WIRE MESH. ANCHOR BOLT SHEAR ANGLES., TOLERANCE OF 1/16 INCH ON DIMENSIONS WITHIN THE GROUP T€NSILE' CAPACITY OF THE. BOUT. AND IN NO CASE SHALL THE 3. OL* WL 't LL e PS — ✓
TIE RODS. AND/OR HAIRPINS (HOOK BARS) SHOULD BE INCORPOR- SPACING FOR AN INDIVIDUAL COLUMN. A TH RDIMENSIONSNTH HAN 0 TIMES THE TDIAMETER N DRAWN BY 7 23 5 HY AN N 15 . MA EUFAULA �-'r �"` ALABA.MA'
CI 1 D 0 LL 0 E LEG BE LESS T 2E BOL UNLESS ,, ;
ATED AS REQUIRED INTO THE FOUNDATION DESIGN. COLUMN BASE SHALL BE WITHIN +- 1/8 INCH. OTHERWISE NOTED. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED
HORIZONTAL THR TACT N NCONJUNCTION W TH APP A r N A AN CHECKED 8Y 'S� -2. ..u'� SEACOAST CONST - CORP . AMERICAN �/ BUILDINGS
US ACTING 1 I APPLICABLE 1 CCGRD CE WITH THE MA55, BUILDING
VERTICAL REACTIONS. MUST BE SUSTAINED BY HAIRPIN, TIE C IJEi DESIGN APPD . BY, REV .NO .
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ROD. BUTTRESSES. OR COMBINATIONS OF THESE OR OTHER
DRAWING
DEPENDABLE MEANS, NUMBER 21 - 9043- 01 A8- Z_. 0
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SPLICE BOLT TABLE
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SPLICE OTY SIZE DEPTH FOF
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A 8 0 3/4 X 2 3/4 1 ' 2 7/8
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DESIGN APPD. BY= DRAW I NG REV .NO .
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TYP. U.N. TYP. U.N. TYP. U.N.
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SCALE : NONE DATE MID CAPE AUTO
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I EUFAULA •��j ALABAMA
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DESIGN APPD. BY DRAWING REV .N,,
NUMBER 21 - 9043- 01 E- 4 0
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SALVAGGIO. GEORGE PA 07/22/85 14122.
43