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BATCH PLANT
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88'-6"
79'-0" 1 9'-6"
StC HON A
Scale:1/8"=1'-0" -
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AGGREGATE HOPPER
CEMENT SILO
SECTION B
Scale: 1/8"=1'-0" -
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No 53181
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CHRISTOPHER S. LAZENBY, P.E. #53181
KNIGHT INDUSTRIAL EQUIPMENT - C.O.A. #9480
3701 AIRFIELD DRIVE WEST, LAKELAND, FL 33811
3 1
CEMENT SILO
SECTION
Scale: 1/8"=1'-0"
CAD FlLE NUMBER
'1 K-747-01
a TITAN AM ER ICA
COPELAND DRIVE — ZEPHYRHILLS, Fl
BATCH PLANT GENERAL ARRANGEMENT
DATE CREATED DWG No. REV
0 1 IV 12/15/18 K-747-02
4. Flobricsorl in, Ono. SCALE DRAWN BY DESIGNED BY SHEEP
MAMff&AAM CONaTRUCTM DWAMNON 3/ 16"=1 'CSL I CSL 2 O F 8 PO
2 1
C
C
2 An
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Fil
BATCH PLANT
AGGREGATE HOPPER AGGREGATE HOPPER
79'-0"
9'-6» & STACKER PIVOT
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+ AGGREGATE HOPPER
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AGGREGATE BIN
AGGRE ATE H PPEE
—
—
—
— — — — —
—
—
——`
— —
— — AGGREGATE HOPPER, — —
—
— —
& RADIAL STACKER
I
II
&RADIAL STACKER
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46'-2"
I
42'-4"
RADIAL STACKER
WHEEL TRACK
AGGREGATE HOPPER
& STACKER PIVOT
- - -
- - - - - -
- - SEE DRAWING K-747-05 - -
DESIGN NOTES
1.
THIS PROJECT HAS BEEN DESIGNED TO, AND WORKMANSHIP SHALL, MEET
ALL THE APPLICABLE REQUIREMENTS OF THE FOLLOWING CODES:
•
FLORIDA BUILDING CODE 6th EDITION (2017)
•
ASCE STANDARD 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES
CEMENT SILO
•
ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
_
� —
&DRIVE THRU
I
—�
�
DESIGN IS BASED ON A SOIL BEARING PRESSURE OF 2000 PSF
2.
DEAD LOADS: FROM MANUFACTURER'S STEEL TAKE -OFF
3.
LIVE LOADS: FROM MANUFACTURER
•
STORED MATERIAL:94 LBS/FT3 CEMENTIOUS, 110 LBS/FT3 AGGREGATE
•
SILO ROOF & PLATFORMS:60 PSF
4.
WIND LOADS:
BASIC WIND SPEED: 138 MPH
•
EXPOSURE CATEGORY: C
— —
—
—
L
RISK CATEGORY: II
— —
—
—
INTERNAL PRESSURE COEFFICIENT: N/A
5.
SEISMIC DESIGN DATA:
•
RISK CATEGORY: II
•
SEISMIC IMPORTANCE FACTOR: le=1.0
•
MAPPED SPECTRAL RESPONSE ACCELERATION. SS=0.068g, Sl=0.034gl
•
SITE CLASS: D
•
DESIGN SPECTRAL RESPONSE ACCELERATION: SDS=0.072g, Sp,=0.055g
•
SEISMIC DESIGN CATEGORY: A
•
BASIC SEISMIC FORCE -RESISTING SYSTEM: SYMMETRICALLY BRACED LEGS
•
DESIGN BASE SHEAR: AGG BIN: 0.63k, CEMENT SILO: 0.77k
jillffill#,
•
SEISMIC RESPONSE COEFFICIENTS: CS=0.024
RESPONSE MODIFICATION COEFFICIENTS: R=3
,,`
�e
SEE DRAWING K-747-04
- - - -
- - - -
�"OpVAER S•
C) .• No 53181 b
= �•
ATE ��
CAD FILE NUMBER
/�` K-747-01
',�• P'•�
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e
TITAN AMERICA
COPELAND DRIVE — ZEPHYRHILLS,
FL
BATCH PLANT — FOUNDATION
DETAILS
DATE CREATED DWG NO.
REV
CHRISTOPHER S. LAZENBY, P.E. #53181
&*j 4m L. d I w as 12/15/18 1 K-747-03
KNIGHT INDUSTRIAL EQUIPMENT - C.O.A. #9480
66 reb icarlon, Ina. SCALE DRAWN BY DESIGNED BY SHEET
#
3701 AIRFIELD DRIVE WEST, LAKELAND,
FL 33811
MAINTENANCE 00NSTRUOTION SON 1 /4"-1 ' I CSL CSL
3 OF 8
I
PO
8
7
6
5
4
3
1
2 1 1
N
D
CEMENT
SILO
D
30'-6
$"
5'-8Y8"
5'-8
8"
2'-3)/8„ ,-0/8»
4'-6„
4,-6„
1,_2%' 2'-3y>,
B 6" 6"
411�
6" 6"1
AGGREGATE BIN
06
06
ELEV
75'-6"
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8'_2"
8 2»
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4'-8"
4'-8" 3'-6" 3>_6„
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76'-6"
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ELEV 76'-6"
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ELEV
76'-6"
BATCH PLANT
CD
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OL ELEV
101'-0"
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7'-0"
9' 4" 7'-0"
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23'-4„
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AGG. BIN LOADS PER COLUMN:
DEAD LOAD: 6.6k
LIVE LOAD: 68.3k
ELEV
100'-0"
WIND LOAD:±18.5k
HORIZ. WIND LOAD: 10.Ok I
�D
B
CEMENT SILO LOADS PER
COLUMN:
06
06
DEAD LOAD: 8.Ok
3'-6"
9'-0"
3'-6"
LIVE LOAD: 70.4
WIND LOAD:±36.Ok
I
16'-0"
HORIZ. WIND LOAD: 13.1 k
BATCH PLANT
FOUNDATION
PLAN VIEW
OP VA R S
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�. Q�S•.•V%C E IVs .�•y,��r
V� No 63181
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�0•; S TE OF
` • `
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CAD FILE NUMBER
K-747-01
i
D.CHRISTOPHER
TITAN AMERICA
COPELAND DRIVE — ZEPHYRHILLS, FL
BATCH PLANT — FOUNDATION DETAILS
+��DATE
CREATED DWG NO. REV
S. LAZENBY, P.E. #53181
" = a I N ob
12/15/18 K-747-04
KNIGHT INDUSTRIAL EQUIPMENT - C.O.A. #9480
66 haft ionlrion, lnc3m
SCALE DRAWN BY T DESIGNED BY SHEET #
3701 AIRFIELD DRIVE WEST, LAKELAND, FL 33811
MAINTENANCE 06015TRUCTMDEMOLITON
3/8"-1CSL CSL 4 OF 8 PO
8
7
6
5
4
3 1
2
1
8
7
6
5
4
3
2 1
32'-616
9,-6,>
Z
32'-6YB"
6'-10" 6'-1011
1'-69/8"
5'-3Y" 5'-38" 1'-65�„
D
I
D
2/„ 2/>,
2%" 2 8"
COT
AGGREGATE HOPPER
"
- -
& STACKER PIVOT
CONVEYOR SUPPORT
LOADS PER COLUMN:
2o
DEAD LOAD: 1.7k
1, -o"1' 0" LIVE LOAD: 2.5k
I 1'-0"1 -0"
C
WIND LOAD:±13.2k
2 "
07
HORIZ. WIND LOAD: 2.Ok
I = to
2'
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I o
AGGREGATE HOPPER
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CONVEYOR - -----
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LOADS PER COLUMN
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DEAD LOAD: 0.8k „
LIVE LOAD: 1.2k ELEV 76 --6 1'-9" 1
1'-9"
I
WIND LOAD:±1.2k
IHORIZ.
WIND LOAD: 1.0k I
I
3' o" 3 -0
- -
co
I
� �
6'-0"
0
N
I
REBAR SHOWN ON DRAWING 07
TO BE CONTINUOUS THOUGH
-
THIS AREA
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_ — — — —
_
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I
I
AGC HOPPER LOADS
PER COLUMN: — —
— -
MAX COMBINED LOAD: 14.Ok
i
RADIAL STACKER WHEEL
5'
2/
S
2/g"
TRACK PER TIRE LOADS:
2 8"
2 8"
DEAD LOAD: 3.5k
LIVE LOAD: 4.6k
WIND LOAD:±13.3k
WIND
1'-6%" 5'-3 8"
REVIEW DATE
5'-3Y8" 1'-6%g" CITY OF ZEPHYR I
EXAMI ZILEI
AND LIFE SAFETY NER
WIND LOAD: 3.8k
6'-10"
FIRE
6' -10"
3'-0 "
3'-O"
ALL WORK SHALL COMPLY WITH
NFFA CODES AND STANDARDS
6
0„
A
46'-2"
A
RADIAL STACKER WHEEL TRACK
�����rrrrrry
oPHER S, j��i�
AGGREGATE HOPPER
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No 53181low
•
CAD FILE NUMBER
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:,�•• �.,
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+� TITAN AMERICA
COPELAND DRIVE - ZEPHYRHILLS, FL
'fill�,,►
BATCH PLANT - FOUNDATION DETAILS
DATE CREATED DWG N0. REV
CHRISTOPHER S. LAZENBY, P.E. #53181
W am L. ® I w Qi 12/15/18 K-747-05
KNIGHT INDUSTRIAL EQUIPMENT - C.O.A. #9480 0. Fmb iomr10A,, Ina. SCALE DRAWN BY DESIGNED BY SHEET
3701 AIRFIELD DRIVE WEST, LAKELAND, FL 33811
� rTON 3/8"=1' CSL CSL 5 OF 8 PO
8
6
5
4
3 1
2 1
8
7
6
5
4
2 1
4" (9) SPA. @
9" =3'-9"
(3)SPA.@12"=3'-0" 11" 11"
(3)SPA.@12"=3'-0"
(9) SPA. @ 5"=3'-9"
4"
#5 BARS
-
#5 BARS
14" O ANCHOR BOLT
14" 0 ANCHOR BOLT
11" 0 ANCHOR BOLT
14" 0 ANCHOR BOLT
5" PROJECTION
5" PROJECTION
5" PROJECTION
5" PROJECTION
T/GONG. EL. 76'-6"
T/GONG.
EL. 76'-6"
T/GONG. EL, 76'-6"
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GRADE EL. 75-6"
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(6) SPA. @ 7"=3'-6"
4"
SECTION
#5 BARS AT 10" O.C.
TOP
BARS AT 7" O.C.
& BOTTOM
#5 BARS AT 10" O.C. 5 BARS AT 7" O.C.
TOP & BOTTOM
#5 BARS
A
TOP &BOTTOM
TOP &BOTTOM
#5 BARS 2„ (7)SPA@5"=2'-11"
2�
/» (7)SPA@5"=2'-11"�21"
#5 BARS
14" O ANCHOR @0 T
5" PROJECTION
11" 0 HEAVY HEX NUT
W/FLAT WASHER
#5 BARS AT I12"
O.C.
T/GONG. EL. 76'_6"
0
I
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T
CONC. EL. 75'-6"
GRADE EL. 75'-6"
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4" (6) SPA. @
7"=3'-6"
(3) SPA.@12"=3'-0"
1'-2" 1'-2"
(3)SPA.@12"-3'-0"
(6) SPA. @ 7"=3' 6"
4"
Q
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14 HEAVY HEX NUT
#5 BARS
#5 BARS
WELD TO ROD
SECTION
D
Scale:1/2"=V-0"
04
TYPICAL AGG. BIN & CEMENT
SILO ANCHOR BOLT
SCALE: 1" = 1'-O"
EIGHT (24) REQUIRED
MATERIAL: ASTM F1554 GRADE 55
6"
(8) SPA. @
1' -0" = 8'-0"
(7) SPA. @ 7"=4'-1"
11" (5) SPA. @
1'-O"=5'-0"
7) SPA. @ 7=4-1
= -O'
(8 SPA> @ 1-O' 8'
6
#5 BARS
oil
#5 BARS
14"0
ANCHOR BOLT
11" 0 ANCHOR BOLT
11" 0 ANCHOR BOL
11" 0 ANCHOR BOLT
5" PROJECTION
5" PROJECTION
5" PR JECTIO
5" PROJECTION
GRADE
EL. 76'-6"
T/CONC. EL. 76'-6"
CD
� GRADE
EL. 75'-6" - - - -
- -
-
GRADE EL. 75'-6"
. . .
. .
. .
. .
. . . . .. .
. . . .
. . . .
. . . . .. .. .. ..
. . . ..
#5 BARS 4" 8"
(8) SPA.
@ 1'-O" = 8'-0"
(6) SPA. @ 7"=3'-6"
(7) SPA. @ 1'-0"
= T-0"
(6) SPA. @ 7"=3'-6"
(8) SPA. @ 1'-O" = 8'-0"
8
4
BARS
#5
SECTION
B
Scale:1/2"=V-0"
04
8'-6"
15-0"
8'-6"
6"
(8) SPA. @
1'-O" = 8'-0"
(7) SPA. @ 7"=4'-1"
11" (5) SPA. @
1'-O"=5'-O" 11"
(7) SPA. @ 7"=4'-1"
(8) SPA> @ 1'-0" = 8'-0"
6
#5 BARS
#5 BARS
GRADE
EL. 76'-6"
T/CONC.
EL. 76'-6"
-
RAMP DOWN
RAMP DOWN y
o GRADE
EL. 75'-6"
GRADE EL. 75'-6"
4" 8'
(8) SPA.
@ 1 -O" = 8 -0'
(6) SPA. @ 7"=3'-6'
(7) SPA. @ 1'-0
= 7'-0"
(6) SPA. @ 7"=3'-6"
(8) SPA. @ 1'-0 = 8 -0"
8"�OQ
S . (,��i
#5 BARS
#5 BARS
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SECTION
= �� N, 53181
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Scale: 1/2"=1'-0"
04
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CAD FILE NUMBER
'0�� K-747-01
,��'' �• '' R�''�•
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TITAN AMERICA
COPELAND DRIVE - ZEPHYRHILLS, FL
BATCH PLANT - FOUNDATION DETAILS
{
+ DATE CREATED DWG N0. REV
CHRISTOPHER S. LAZENBY, P.E. #53181
12/15/18 1 K-747-06
KNIGHT
INDUSTRIAL EQUIPMENT - C.O.A. #9480 0. 1''abrionrlon.r I1'7o. SCALE DRAWN BY DESIGNED BY SHEET
3701
AIRFIELD DRIVE WEST, LAKELAND, FL
33811 DEMON 3/8"-1 CSL CSL 6 OF 8 PO
8
7
6
5
4
2 1
2'-0"
a" 0 ANCHOR BOLT
4" PROJECTION
12
(6) #5 DOWELS
D
6X6—W4XW4
$"O ANCHOR BOLT
4" PROJECTION
"'0 ANCHOR BOLT
4" PROJECTION
L,
D
o #3 TIES. SPACE AS
#3 TIES @ 5" O.C.
T/CONC. EL. 101'-8"
SHOWN IN SECTIONS
N
T/CONC. EL. 76 -6"
x I_
6X6-W4XW4
CD i
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T/CONC. EL. 76'-6"
GRADE EL. 75'-6"
GRADE EL. 75'-6,>
3" 45` CHAMFER (TYP.)
xx
#5 BARS AT
��A
TYPICAL CONVEYOR PIER SECTION
SECTION A
EACH WAY
Scale:1/2"=V-0" 05
SECTION
SCALE: 1" = 1'-0"
Scale:1/2"=1'-0"
05
1 "O HEAVY HEX NUT
W/FLAT WASHER
a
Q
w
0 1"o
_ a 1 "0 HEAVY HEX NUT
Lij
WELD TO ROD
C
C
TYPICAL STACKER PIVOT
"'0 ANCHOR BOLT
s" 0 ANCHOR BOLT
1 "� ANCHOR BOLT
a" 0 ANCHOR BOLT
4 PROJECTION
4" PROJECTION
4" PROJECTION
4" PROJECTION
ANCHOR BOLT
SCALE: 1" = 1'-0"
6X6—W4XW4
FOUR (4) REQUIRED
T/CONC. 101'-8" #3 TIES @ 7" O.C.
T/CONC. EL. 76'-6"
MATERIAL: ASTM F1554 GRADE 55
0
0
T CONC. & GRADE EL. 75'-6"
-
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SECTION
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#5 BARS AT 12" O.C.
Scale: 1/2"=V-0"
05
o
- � g"4 HEAVY HEX NUT
EACH WAY
WELD TO ROD
SECTION B
Scale:l/2"=1'-0" 05
TYPICAL AGG HOPPER
ANCHOR BOLT
SCALE: 1" = 1'-0"
SIXTEEN (16) REQUIRED
MATERIAL: ASTM F1554 GRADE 55
B
B
4" 0 ANCHOR BOLT
4" PROJECTION
4"0 HEAVY HEX NUT
W/FLAT WASHER
0
Q
w
T CONC. 101'-8" #3 TIES @ 7" O.C.
00
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GRADE EL. 75'-6"
00
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0 HEAVY HEX NUT
'— WELD TO ROD
#5 BARS AT 12" O.C.
EACH WAY
SECTION rc
TYPICAL CONVEYOR SUPPORT
Scale: 1/2"=V-0" 05
ANCHOR B O ET
SCALE: 1 " = 1'-0"
EIGHT (8) REQUIRED
MATERIAL: ASTM F1554 GRADE 55
A
A
S. 4co
'.�aS
VQ. � No 53181 . � =
CAD F11E NUMBER
� � L K-747-01
TITAN AMERICA
= T F =
%gyp .
COPELAND DRIVE - ZEPHYRHILLS,
BATCH PLANT - FOUNDATION DETAILS
FL
�••` •� •'•• "�
�,,►
DATE CREATED DWG NO.
REV
CHRISTOPHER S. ••p��P�„ #531 81
KNIGHT INDUSTRIAL S(ltlT - C.O.A. #9480
�/� ICE L. Q 1 N Qi 12/15/18 K-747-07
46 F=tXC10=r10 InO.
#
, SCALE DRAWN BY DESIGNED BY SHEET
3701 AIRFIELD DRIVE WEST, LAKELAND, FL 33811
MA1NTLVAM CoNsTn ICTION vwKxjm 1 /2"-1 CSL CSL 7 OF 8
PO
8
6
5
4
3 1
2 1
5 I 4
3
2
C
GENERAL NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL
SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK. THE
ENGINEER WILL NOT ADVISE ON, NOR ISSUE DIRECTION AS TO SAFETY
PRECAUTIONS AND PROGRAMS.
2. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED
STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING
AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER
ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN
COMPLETED.
3. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF
ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., IS THE SOLE
RESPONSIBLY OF THE CONTRACTOR.
4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS,
TECHNIQUES AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK.
5. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR.
6. SITE SAFETY AND THE MEANS, METHODS AND SEQUENCING OF
CONSTRUCTION OPERATIONS ARE THE SOLE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL OF THE
ENGINEER.
8. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF
COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE
SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND
ERECTION IN ACCORDANCE WITH THE SUPPLIER'S INSTRUCTIONS AND
REQUIREMENTS.
9. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF
CONSTRUCTION SHALL NOT EXCEED THE SAFE LOAD -CARRYING CAPACITY
OF THE STRUCTURAL MEMBERS.
10. DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS
PROPERLY CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS
IN PLACE.
11. ALL ASTM AND OTHER REFERENCED STANDARDS AND CODES ARE FOR THE
LATEST EDITIONS OF THESE PUBLICATIONS, UNLESS OTHERWISE NOTED.
12. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE
ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGS
SHALL BE REVIEWED BY THE CONTRACTOR BEFORE SUBMITTAL. THE
ENGINEER'S REVIEW IS TO BE FOR CONFORMANCE WITH THE DESIGN
CONCEPT AND GENERAL COMPLIANCE WITH THE RELEVANT CONTRACT
DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE
CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK, AND
COORDINATE THE SHIP DRAWINGS PRIOR TO SUBMISSION. THE
CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND
OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHIP DRAWINGS AS
THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.
13. WHEN CALCULATIONS ARE INCLUDED IN THE SUBMITTALS FOR
COMPONENTS OF WORK DESIGNED AND CERTIFIED BY A DESIGNATED
ENGINEER, THE REVIEW BY THE ENGINEER OF RECORD (EOR) SHALL BE
FOR CONFORMANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE
EOR'S REVIEW DOES NOT RELIEVE THE DESIGNATED ENGINEER FROM
RESPONSIBILITY FOR THE DESIGN OF THEIR SYSTEM(S) AND THE
COORDINATION WITH THE ELEMENTS OF THE STRUCTURE UNDER THE
CERTIFICATION OF THE ENGINEER OF RECORD, OR OTHER DESIGNATEDL
ENGINEERS. THE EOR'S REVIEW DOES NOT CONSTITUTE A WARRANTY OF
THE ACCURACY OR COMPLETENESS OF THE DESIGNATED ENGINEER'S
DESIGN.
14. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN
CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST THERE
OF.
15. NO STRUCTURAL MEMBER MAY BE CUT, NOTCHED, OR OTHERWISE
REDUCED IN STRENGTH WITHOUT WRITTEN DIRECTION FROM THE
ENGINEER OF RECORD.
16. WHEN MODIFICATIONS ARE PROPOSED TO STRUCTURAL ELEMENTS UNDER
THE DESIGN AND CERTIFICATION OF A SPECIALTY ENGINEER, WRITTEN
AUTHORIZATION BY THE SPECIALTY ENGINEER MUST BE OBTAINED AND
SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW, PRIOR TO
PERFORMING THE PROPOSED MODIFICATION.
17. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY, IN THAT IT SHALL BE
REGARDED THAT ANY ITEM OF CONSTRUCTION WHICH IS CALLED FOR ON
ANY DRAWING OR SPECIFICATION SHALL BE AS IF CALLED FOR BY ALL
CONSTRUCTION DOCUMENTS. THE SOLE RESPONSIBILITY FOR DIVISION OF
WORK BY TRADE OR SUBCONTRACTOR RESTS WITH THE GENERAL
CONTRACTOR. ITEMS SHOWN IN ONE VIEW SHALL BE AS IF CALLED FOR ON
ALL VIEWS REGARDLESS OF SCALE OF THE VIEW OF THE DRAWING WHERE
SHOWN.
18. CROSS REFERENCE ALL CONSTRUCTION DOCUMENTS FOR INFORMATION
NOT SHOWN ON STRUCTURAL PLANS REGARDING ITEMS TO BE PLACED
BELOW CONCRETE SLABS, BELOW OR THRU CONCRETE PILE CAPS, IN OR
THROUGH MASONRY WALLS AND ANCHORAGE OF NON-STRUCTURAL ITEMS.
19. INFORMATION ON THIS SHEET IS PROVIDED FOR THE CONVENIENCE OF THE
CONTRACTOR AND IS NOT INTENDED TO NEGATE THE REQUIREMENTS OF
THE PROJECT TECHNICAL SPECIFICATIONS. IN THE EVENT OF
DISCREPANCIES THE MORE STRINGENT REQUIREMENTS SHALL GOVERN
UNTIL A RULING 1S MADE BY THE ENGINEER OF RECORD.
20. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE
PROJECT SITE PRIOR TO STARTING WORK AND SHALL NOTIFY THE
ARCHITECT/ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY EXISTING
SITE CONDITIONS THAT ARE NOT CONSISTENT WITH THE DRAWINGS.
21. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND
ERECTION OF TEMPORARY BRACING AND SHORING AS REQUIRED FOR
STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION.
22. THE CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL SLOTS,
PIPES, SLEEVES, ANCHOR BOLTS, ETC. AS REQUIRED FOR ALL TRADES
PRIOR TO CONSTRUCTION AND THE COST OF THESE SHALL BE PART OF THE
CONTRACT.
23. ALL SECTIONS AND DETAILS ARE TYPICAL AT SIMILAR LOCATIONS AND
WHERE APPLICABLE.
24. ALL ELEVATIONS AND DIMENSIONS SHOWN ARE FINAL IN -PLACE LOCATIONS.
25. CONTRACTOR & FABRICATORS SHALL ACCOUNT FOR ALL DEAD -LOAD
DEFLECTIONS IN THE DETAILING OF ALL BEAMS, TRUSSES, AND RIGID
FRAMES. DETAIL SUCH ELEMENTS SO THAT THE LINES AND ELEVATIONS
ARE CORRECT AFTER DEAD -LOAD DEFLECTIONS OCCUR.
26. ALL PROPRIETARY SYSTEMS OR ACCESSORIES DESIGNATED IN THESE
PLANS AS "OR EQUAL" MAY BE SUBSTITUTED WITH ANOTHER SYSTEM THAT
HAS LOAD CAPACITY GREATER THAN OR EQUAL, AND DEFLECTION LESS
THAN OR EQUAL TO THE SYSTEM DESIGNATED. APPROVAL SHALL BE
REQUESTED FOR ANY SUBSTITUTIONS BY THE ENGINEER OF RECORD
THROUGH AND RFi. THE CONTRACTOR SHALL BE HELD FINANCIALLY
RESPONSIBLE FOR THE REPLACEMENT OF UNAPPROVED SUBSTITUTIONS
WHICH ARE NOT EQUIVALENT TO THE DESIGNATED SYSTEM OR
ACCESSORY.
27. ALL PROPRIETARY SYSTEMS AND ACCESSORIES SHALL BE INSTALLED WITH
STRICT ADHERENCE TO MANUFACTURERS INSTRUCTIONS AND
RECOMMENDATIONS.
EARTHWORK NOTES:
1. EXCAVATIONS SHALL NOT EXTEND WITHIN ONE FOOT OF THE NATURAL SLOPE OF THE
SOIL UNDER ANY EXISTING FOUNDATION UNLESS THE EXISTING FOUNDATION HAS BEEN
PROPERLY SECURED.
2. THE EXCAVATION OUTSIDE THE FOUNDATION SHALL BE BACKFILLED WITH SOIL THAT IS
FREE OF ORGANIC MATERIAL, CONSTRUCTION DEBRIS, COBBLES AND BOULDERS OR
WITH A CONTROLLED LOW -STRENGTH MATERIAL (CLSM). THE BACKFILL SHALL BE
PLACED IN LIFTS AND COMPACTED IN A MANNER THAT DOES NOT DAMAGE THE
FOUNDATION OR THE WATERPROOFING OR DAMPPROOFING MATERIAL. SUITABLE
MATERIALS SHALL CONSIST SOLELY, OR IN COMBINATIONS, OF CRUSHED PCC
PAVEMENT, CRUSHED COMPOSITE PAVEMENT, CRUSHED STONE, SAND, OR GRAVEL
3. COMPACTED FILL MATERIAL 12 INCHES (305 MM) IN DEPTH MAY BE USED PROVIDED THE
IN -PLACE DRY DENSITY IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY
AT OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE WITH ASTM D 1557.
4. THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY
FROM THE STRUCTURE AT A SLOPE OF NOT LESS THAN ONE UNIT VERTICAL IN 20 UNITS
HORIZONTAL (5-PERCENT SLOPE) FOR A MINIMUM DISTANCE OF 10 FEET (3048 MM)
MEASURED PERPENDICULAR TO THE FACE OF THE WALL. IF PHYSICAL OBSTRUCTIONS
OR LOT LINES PROHIBIT 10 FEET (3048 MM) OF HORIZONTAL DISTANCE, A 5-PERCENT
SLOPE SHALL BE PROVIDED TO AN APPROVED ALTERNATIVE METHOD OF DIVERTING
WATER AWAY FROM THE FOUNDATION. SWALES USED FOR THIS PURPOSE SHALL BE
SLOPED A MINIMUM OF 2 PERCENT WHERE LOCATED WITHIN 10 FEET (3048 MM) OF THE
STRUCTURE FOUNDATION. IMPERVIOUS SURFACES WITHIN 10 FEET (3048 MM) OF THE
STRUCTURE FOUNDATION SHALL BE SLOPED A MINIMUM OF 2 PERCENT AWAY FROM THE
STRUCTURE.
CONCRETE NOTES:
1. CONCRETE SHALL DEVELOP 3000 POUNDS PER SQUARE INCH COMPRESSIVE STRENGTH
IN 28 DAYS, UNLESS NOTED.
2. SAMPLES FOR TESTING SHALL BE OBTAINED IN ACCORDANCE WITH ACI 301 AND SHALL
BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 150 CU. YD. OF
CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQ. FT. OF SURFACE AREA FOR
WALLS AND SLABS. IF PLACING A NUMBER OF ITEMS EACH SMALLER THAN 15 CUBIC
YARDS, ONE SAMPLE MINIMUM PER 15 CUBIC YARDS SHALL BE TAKEN.
3. FOR EACH CONCRETE SAMPLE OBTAINED, THE FOLLOWING TESTS SHALL BE
CONDUCTED IN ACCORDANCE WITH ACI 301:
• STRENGTH TEST
• SLUMP
• CONCRETE TEMPERATURE
• AIR CONTENT
• LOCATION OF CONCRETE ON THE JOB AND ASSOCIATED DRAWING NUMBERS
• DATE POURED
• MIX IDENTIFICATION
• SPECIFIED STRENGTH
• 7 AND 28-DAY COMPRESSIVE STRENGTH
• AIR TEMPERATURE
• NAME OF INSPECTOR MAKING CYLINDERS AND CYLINDER NUMBER
4. WHERE CONCRETE IS TO BE PLACED IN THE UNITED STATES OF AMERICA, READY MIXED
CONCRETE SUPPLIERS SHALL BE CERTIFIED IN ACCORDANCE WITH ONE OF THE
FOLLOWING:
• CERTIFICATION BY HOLDING A CURRENT NRMCA CERTIFICATE OF CONFORMANCE
FOR CONCRETE PRODUCTION FACILITIES
• CERTIFICATION FROM AN INDEPENDENT TESTING AGENCY STATING CONFORMANCE
WITH NRMCA CERTIFICATION OF READY MIXED CONCRETE PRODUCTION FACILITIES
• CERTIFICATION FROM THE STATE DEPARTMENT OF TRANSPORTATION FROM THE
STATE OF THE PROJECT SITE LOCATION
5. THE CERTIFICATIONS SHALL BE CURRENT FOR THE DURATION OF THE CONCRETE
SUPPLY.
6. ALL ADMIXTURES, EXCEPT THOSE IN THE CONTRACT APPROVED MIX DESIGNS, SHALL
REQUIRE THE ENGINEER OF RECORD'S AUTHORIZATION FOR USE.
7. ALL APPROVED ADMIXTURES SHALL BE ADDED AT THE BATCH PLANT.
8. CALCIUM CHLORIDE AND ADMIXTURES CONTAINING SOLUBLE CHLORIDES SHALL NOT BE
PERMITTED
9. WATER USED FOR MIXING WATER, ICE, CURING, OR ANY OTHER FUNCTION RELATING TO
PLACEMENT OF CONCRETE SHALL BE POTABLE.
10. OTHER WATER MAY BE USED IF TESTED FOR SUITABILITY IN ACCORDANCE WITH ASTM
C94/C94M.
11. WASH WATER FROM MIXER WASHOUT OPERATIONS SHALL NOT BE USED AS MIXING
WATER.
12. STORAGE, HANDLING, MEASURING, MIXING, TRANSPORTING, AND PLACING OF
CONCRETE MATERIALS SHALL FOLLOW THE METHODS AND MEANS OUTLINED IN ACI 304R
AND COMPLY WITH MANUFACTURER'S RECOMMENDATION FOR HANDLING, STORAGE,
AND PROTECTION.
13. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS, THE MAXIMUM SIZE OF
COARSE AGGREGATE IN CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301 AND SHALL
NOT BE GREATER THAN:
• SLABS AND WALLS LESS THEN 8" THICK: 1/4" (20mm)
• LIGHTWEIGHT CONCRETE: %" (20mm)
• LIQUID RETAINING STRUCTURES: 3/4' (20mm)
• UNDERGROUND PIPE OR ELECTRICAL ENCASEMENTS: Y4' (20mm)
• STRUCTURES (BEAM AND COLUMN CONSTRUCTION): Y4' (20mm)
• FIREPROOFING OR STRUCTURAL STEEL ENCASEMENTS: %" (10mm)
• ALL OTHER ITEMS: %" (40mm)
20. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS, AIR CONTENT AT THE
POINT OF DELIVERY SHALL BE IN ACCORDANCE WITH ACI 301-05, TABLE 4.2.2.4, FOR
MODERATE EXPOSURE.
21. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS, THE MAXIMUM
WATER-CEMENTITIOUS MATERIALS RATIO SHALL BE 0.4 FOR LIQUID -RETAINING
(HYDRAULIC) STRUCTURES AND 0.45 FOR ALL OTHER CONCRETE.
22. UNLESS OTHERWISE APPROVED BY THE PURCHASER, JOB -MIXED CONCRETE SHALL NOT
BE PERMITTED.
23. INSPECTION AND AUTHORIZATION SHALL BE OBTAINED FROM THE PURCHASER BEFORE
PLACING CONCRETE.
24. CONCRETE DELIVERY TICKETS SHALL BE MAINTAINED AS A RECORD FOR READY MIXED
CONCRETE.
25. CONCRETE THAT HAS ACHIEVED INITIAL SET OR HAS BEEN CONTAMINATED BY FOREIGN
MATTER SHALL NOT BE DEPOSITED IN THE STRUCTURE.
26. RETEMPERING OR ADDITION OF WATER AFTER CONCRETE IS FIRST MIXED SHALL NOT BE
PERMITTED.
27. MATERIALS AND EQUIPMENT FOR PROTECTION AND CURING SHALL BE OPERATIONAL AT
THE PLACEMENT SITE BEFORE PLACEMENT BEGINS.
28. SLABS SHALL BE PLACED IN ALTERNATING STRIPS.
29. THE INTERVAL BETWEEN CONCRETE DELIVERIES SHALL BE SUCH THAT NO MORE THAN
20 MINUTES INTERRUPTION ELAPSE DURING PLACEMENT OF A SINGLE FOUNDATION OR
SLAB, UNLESS APPROVED BY THE ENGINEER OF RECORD.
30. DISCHARGE OF THE CONCRETE SHALL BE COMPLETED WITHIN 45 MINUTES AFTER THE
INTRODUCTION OF THE MIXING WATER TO THE CEMENT AND AGGREGATES OR THE
INTRODUCTION OF THE CEMENT TO THE AGGREGATES. THIS TIME MAY BE EXTENDED UP
TO 90 MINUTES WITH APPROVAL OF THE ENGINEER OF RECORD.
31. IF THE COMBINATION OF TEMPERATURE, HUMIDITY, AND WIND VELOCITY AS SHOWN IN
ACI 305R, FIGURE 2.1.5, IS EXPECTED TO CAUSE A RATE OF EVAPORATION EQUAL TO OR
GREATER THAN 0.2 POUNDS PER SQUARE FOOT PER HOUR (9.6 NEWTONS PER SQUARE
METER PER HOUR), THE RECOMMENDATIONS OF ACI 305R SHALL BE FOLLOWED FOR
CONCRETE SUPPLY AND CONSTRUCTION.
32. IF COLD WEATHER EXISTS THEN ACI 306R-10 "GUIDE TO COLD WEATHER CONCRETING"
SHALL GOVERN CONCRETE SUPPLY AND INSTALLATION:
• COLD WEATHER EXISTS WHEN THE AIR TEMPERATURE HAS FALLEN TO, OR IS
EXPECTED TO FALL BELOW 40°F (4-C) DURING THE PROTECTION PERIOD
• THE PROTECTION PERIOD IS DEFINED AS THE TIME REQUIRED TO PREVENT
CONCRETE FROM BEING AFFECTED BY COLD WEATHER.
34. UNLESS OTHERWISE APPROVED BY THE ENGINEER OF RECORD, NO SUPERIMPOSED
LOAD SHALL BE APPLIED TO SELF-SUPPORTING MEMBERS BEFORE THE 28-DAY
VERIFICATION OF THE SPECIFIED STRENGTH, UNLESS THE SPECIFIED 28-DAY STRENGTH
HAS BEEN VERIFIED BY FIELD CURED CYLINDER.
CONCRETE FORMWORK
1. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS, 3/4-INCH CHAMFER
STRIPS SHALL BE PROVIDED AT ALL CORNERS ON PERMANENTLY EXPOSED SURFACES.
2. FORM -RELEASE AGENTS SHALL NOT BE APPLIED IF CONCRETE SURFACES SHALL RECEIVE
SPECIAL FINISHES OR WHERE THE AGENT MAY AFFECT APPLIED COVERINGS.
3. ALTERNATELY, INSIDE SURFACES OF UNTREATED FORMWORK SHALL BE SOAKED WITH
CLEAN WATER AND KEPT MOIST BEFORE PLACING CONCRETE.
4. FORM REMOVAL SHALL BE IN ACCORDANCE WITH ACI 301 AND THE FOLLOWING:
• STRUCTURES FOR WHICH THE FORMS DO NOT PROVIDE VERTICAL SUPPORT(E.G.,
FOOTINGS, PIERS, COLUMNS, WALLS, OR SIDES OF BEAMS), THE FORMS MAY BE
REMOVED 48 HOURS AFTER COMPLETION OF PLACEMENT IF THE CONCRETE IS
SUFFICIENTLY HARD TO PREVENT DAMAGE BY FORM REMOVAL, AND IF CURING
STARTS IMMEDIATELY
• FORMS FOR SELF-SUPPORTING MEMBERS MAY BE REMOVED IF THE CONCRETE
STRENGTH IS AT LEAST 80 PERCENT OF THE SPECIFIED 28-DAY STRENGTH. REFER
TO ACI 301-05, SECTION 2.3.4, FOR DETERMINING STRENGTH OF CONCRETE FOR
REMOVAL OF FORMS.
5. UNLESS OTHERWISE APPROVED BY THE PURCHASER, FORMS SHALL NOT BE LEFT
PERMANENTLY IN PLACE.
6. FORM ACCESSORIES THAT REMAIN EMBEDDED IN THE CONCRETE (E.G., TIES AND
HANGERS) SHALL BE A COMMERCIALLY MANUFACTURED TYPE.
7. UNLESS SPECIFIED OTHERWISE IN THE CONTRACT DOCUMENTS, FORMED CONCRETE
SURFACES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE TOLERANCES SHOWN IN
ACI 117, TOLERANCES FOR CONCRETE SURFACES NOT SPECIFICALLY MENTIONED IN ACI
117 SHALL BE IN ACCORDANCE WITH ACI 117, SECTION 4.
8. FORMWORK FOR COLUMN AND WALL SHALL BE PROVIDED WITH ADEQUATE CLEANOUT
OPENINGS TO PERMIT INSPECTION AND EASY CLEANING AFTER REINFORCEMENT HAS
BEEN PLACED.
9. ALL SIDE AND BOTTOM SURFACES OF STRUCTURES THAT WILL BE EXPOSED SHALL BE
FORMED.
10. UNLESS OTHERWISE APPROVED BY THE ENGINEER OF RECORD, VERTICAL SURFACES OF
SUBGRADE STRUCTURES AND PAVEMENTS SHALL BE FORMED AT LEAST TO A DEPTH OF
12 INCHES BELOW GRADE. THE STRUCTURE BELOW THIS LEVEL MAY BE PLACED AGAINST
EARTH.
CONTROL JOINTS
1. ALL JOINTS SHALL BE LOCATED AND CONSTRUCTED IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS. ANY VARIATION FROM THE LOCATION SPECIFIED SHALL BE
APPROVED BY THE ENGINEER OF RECORD.
2. CONTROL JOINTS TO BE CUT WITH A SAW SHALL BE CUT AS SOON AS THE CONCRETE IS
HARD ENOUGH TO PREVENT SURFACE RAVELING AND AGGREGATE DISLODGING, AND
WITHIN 12 HOURS AFTER CONCRETE PLACEMENT.
3. CONTROL JOINTS IN SLAB TOPPINGS SHALL BE LOCATED DIRECTLY ABOVE AND IN LINE
WITH THE CONTROL JOINTS IN THE UNDERLYING CONCRETE SLAB.
4. ISOLATION JOINTS SHALL BE PLACED WHERE THE PAVEMENT ADJOINS VERTICAL
SURFACES (E.G., WALLS, COLUMNS, CATCH BASINS, MANHOLES, AND EQUIPMENT
FOUNDATIONS). ISOLATION JOINTS SHALL BE LOCATED IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS.
5. DOWELS AT EXPANSION JOINTS SHALL BE PROPERLY ALIGNED TO PREVENT ANY
RESTRAINT ON EXPANSION MOVEMENT AT THE JOINT.
6. THE SURFACE OF JOINTS SHALL BE CLEANED OF SCALE AND LAITANCE AND
THOROUGHLY WETTED, BUT FREE OF STANDING WATER, BEFORE PLACING ADJOINING
CONCRETE.
7. WATERSTOPS SHALL BE INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS
AND THE MANUFACTURER'S RECOMMENDATIONS.
CURING
1. UNLESS OTHERWISE SPECIFIED IN THIS PRACTICE OR IN THE CONTRACT DOCUMENTS,
CONCRETE SHALL BE CURED AND PROTECTED IN ACCORDANCE WITH ACI 301-05,
SECTION 5.3.6.
2. CONCRETE NOT 1N CONTACT WITH FORMS MAY UTILIZE ANY OF THE METHODS INDICATED
1N ACI 301-05, SECTION 5.3.6.4, FOR THE PRESERVATION OF MOISTURE. HOWEVER, FOR
INTERIOR CONCRETE SLABS, PONDING, SPRAYED WATER, OR WET SAND SHALL NOT BE
PERMITTED.
3. UNLESS OTHERWISE SPECIFIED IN THE CONTRACT DOCUMENTS, LIQUID MEMBRANE
CURING COMPOUNDS SHALL NOT BE USED ON SURFACES THAT SHALL RECEIVE BONDED
TREATMENTS, TILES, PAINT OR OTHER ADHERED FINISHES, EPDXY TOPPINGS, OR
ADDITIONAL CONCRETE.
4. ANY STRUCTURE DESIGNATED AS A HYDRAULIC (LIQUID -TIGHT) STRUCTURE IN THE
CONTRACT DOCUMENTS SHALL BE CURED BY WET -CURE PROCEDURE ONLY (E.G., USE
OF PONDING, SPRINKLING, OR A MOISTURE -RETAINING FABRIC).
5. CURING SHALL OCCUR FOR A MINIMUM OF 14 DAYS.
6. WALL FORMS SHALL BE LOOSENED AND WATER CONTINUALLY SPRINKLED BETWEEN THE
WALL AND FORMS.
SURFACE FINISHING AND TOLERANCES
1. PRODUCE AS -CAST FORMED FINISHES IN ACCORDANCE WITH ACI 301-10 AND AS
FOLLOWS:
A. SURFACE FINISH 1.0 (SF-1):
• PATCH VOIDS LARGER THAN 1-1/2 INCH WIDE OR 112 INCH DEEP.
• REMOVE PROJECTIONS LARGER THAN 1 INCH.
• TIE HOLES TO REMAIN UNPATCHED.
• PROVIDE SURFACE TOLERANCE CLASS D IN ACCORDANCE NTH ACI 117.
• APPLY TO CONCRETE SURFACES NOT EXPOSED TO PUBLIC VIEW INCLUDING
RETAINING WALL SURFACES ON THE STOCKPILE SIDE.
B. SURFACE FINISH 2.0 (SF-2):
• PATCH VOIDS LARGER THAN 3/4 INCH WIDE OR 1/2 INCH DEEP.
• REMOVE PROJECTIONS LARGER THAN 1/4 INCH.
• PATCH TIE HOLES.
• PROVIDE SURFACE TOLERANCE CLASS B IN ACCORDANCE WITH ACI 117.
• MOCKUP OF CONCRETE SURFACE AND APPEARANCE IS NOT REQUIRED.
• APPLY TO CONCRETE SURFACES EXPOSED TO PUBLIC VIEW INCLUDING RETAININi
WALL SURFACES ON THE NON -STOCKPILE SIDE.
2. PRODUCE UNFORMED FINISHES IN ACCORDANCE WITH ACI 301-10 AND AS FOLLOWS:
• FLOAT FINISH: SLAB AREAS THAT WILL BE UNDER UREA STOCKPILE
• BROOM FINISH: SLAB AREAS NOT UNDER THE UREA STOCKPILE.
3. UNLESS OTHERWISE SPECIFIED OR PERMITTED BY THE ENGINEER OF RECORD, TIE
HOLES, HONEYCOMBS, AND OTHER CONCRETE SURFACE DEFECTS SHALL BE REPAIRED
PROMPTLY AFTER FORM REMOVAL AT A TIME AND IN A MANNER THAT SHALL NOT DELAY,
INTERFERE WITH, OR IMPAIR THE PROPER CURING OF THE FRESH CONCRETE.
4. THE ENGINEER OF RECORD SHALL BE NOTIFIED BEFORE PROCEEDING WITH REPAIR IF
THE DEFECT IS EITHER OF THE FOLLOWING:
• DEPTH IS GREATER THAN 3 INCHES (75 MM) AT THE MAXIMUM POINT AND SURFACE
AREA IS GREATER THAN 150 SQUARE INCHES (100,000 SQUARE MM)
• DEPTH IS GREATER THAN 1/4 THE THICKNESS OF THE MEMBER AND GREATER
THAN 6 INCHES (150 MM) IN ANY OTHER DIRECTION.
5. PREPACKAGED GROUTS AND PATCHING COMPOUNDS OR A PATCHING MORTAR SIMILAR
TO THE CONCRETE MIX WITHOUT COARSE AGGREGATE MAY BE USED WITH APPROVAL
FROM THE ENGINEER OF RECORD. THE COLOR SHALL MATCH THE SURROUNDING AREA.
6. OUT -OF -TOLERANCE SLABS SHALL BE REPAIRED BY GRINDING DOWN HIGH POINTS
AND/OR RAISING LOW POINTS BY USING A SPECIFIED UNDERLAYMENT COMPOUND OR
REPAIR TOPPING IF THE AREAS ARE EXPOSED,
7. CRITICAL SLAB AREAS, IDENTIFIED IN THE CONTRACT DOCUMENTS SHALL BE REPLACED
IF OUT -OF -TOLERANCE. A DEMOLITION AND REPLACEMENT PLAN FOR THE SLAB AREAS
SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL
BEFORE PROCEEDING.
CONCRETE REINFORCEMENT NOTES:
1. REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL AND CONFORM TO ASTM
A615/A615M, GRADE 60.
2. WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM Al85/A185M
3. TIE WIRE SHALL BE BLACK ANNEALED WIRE, 16 GAGE MINIMUM
4. WELDED WIRE REINFORCEMENT SHALL BE SUPPORTED 3' ON CENTER MAX.. OR IN
ACCORDANCE WITH THE MANUFACTURER"S SPECIFICATIONS.
5. REINFORCING STEEL SHALL BE CLEANED OF OIL, LOOSE RUST AND MILL SCALE,
EARTH, DIRT, OR ANY OTHER FOREIGN MATERIAL.
6. ALL DETAILING, FABRICATION, AND PLACEMENT OF REINFORCING STEEL SHALL
COMPLY WITH THE REQUIREMENTS OF THE ACI STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES (ACI-SP-66).
7. ALL REINFORCING STEEL SPLICE LENGTHS AND LOCATIONS, EMBEDMENTS,
HOOKS, ETC.. SHALL BE DONE ACCORDING TO THE DRAWINGS.
8. IF NO DIMENSION IS PROVIDED, THE LAP SPLICE LENGTH SHALL BE A MINIMUM OF
44 BAR DIAMETERS FOR NO. 6 & SMALLER BARS AND 55 BAR DIAMETERS FOR NO. 7
& LARGER BARS.
9. SPLICES SHALL BE STAGGERED TO INSURE THAT NO MORE THAN ONE-HALF OF
THE TOTAL REINFORCEMENT 1S SPLICED WITHIN THE SAME SECTION.
10. 90° HOOKS SHALL HAVE A MINIMUM OF 12 BAR DIAMETERS AT THE FREE END
UNLESS OTHERWISE SHOWN. STIRRUP HOOKS SHALL BE A MINIMUM OF A 90'
BEND PLUS 6 BAR DIAMETERS AT THE FREE END
11. ALL REINFORCEMENT SHALL BE COLD BENT, UNLESS OTHERWISE PERMITTED BY
THE DESIGN ENGINEER.
12. DIAMETER OF BEND MEASURED ON THE INSIDE OF THE BAR, OTHER THAN FOR
STIRRUPS AND TIES SHALL BE A MINIMUM OF 6 BAR DIAMETERS FOR #3 - #8 BARS,
8 BAR DIAMETERS FOR #9, #10, & #11. THE MINIMUM BEND DIAMETER FOR
STIRRUPS AND TIES SHALL BE 4 BAR DIAMETERS.
13. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVER:
• 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.
• 2" FOR CONCRETE EXPOSED TO EARTH OF WEATHER (#6-#18 BARS).
• %" FOR CONCRETE EXPOSED TO EARTH OR WEATHER (#5 BAR AND SMALLER,
AND W31 & D31 WIRE AND SMALLER)
• %" FOR SLAB OR WALL CONCRETE NOT EXPOSED TO EARTH OR WEATHER
(#11 BARS AND SMALLER).
• 1Y2' FOR BEAM OR COLUMN CONCRETE NOT EXPOSED TO EARTH OR
WEATHER.
14. REINFORCEMENT PLACING DRAWINGS AND BENDING SCHEDULES SHALL BE
PREPARED IN ACCORDANCE WITH ACI SP-66. DRAWINGS AND SCHEDULES SHALL
SHOW NUMBER, GRADE, SIZE, LENGTH, MARK, LOCATION, AND BENDING
DIAGRAMS FOR REINFORCING BARS.
15. REINFORCEMENT SHALL BE TAGGED WITH WEATHER -RESISTANT METAL TAGS.
16. EACH BUNDLE OF FABRICATED BARS SHALL BE TAGGED. THE TAGS SHALL
INDICATE DRAWING NUMBER, RELEASE NUMBER, MARK NUMBER, GRADE, BAR
QUANTITY, AND BAR SIZE.
17. EACH BUNDLE OF STOCK -LENGTH STRAIGHT BARS SHALL BE TAGGED TO INDICATE
BAR QUANTITY, GRADE, BAR SIZE, AND BAR LENGTH.
18. FABRICATION TOLERANCES SHALL COMPLY WITH THE REQUIREMENTS OF ACI 117
ANCHOR BOLT NOTES:
1. BOLTS SHALL CONFORM TO ASTM F1554, GRADE 55, WITH UNC-2A THREADS
EXCEPT AS OTHERWISE SPECIFIED ON THE DESIGN DRAWING.
2. NUTS SHALL CONFORM TO ASTM A563, GRADE A, HEAVY HEX WITH UNC-213
THREADS. WASHERS SHALL BE ASTM F436.
3. HEADED BOLTS (CONFORMING TO SECTION 3.2.1) OF AT LEAST THE SAME LENGTH
ABOVE THE BOTTOM NUT (SEE ANCHOR BOLT DETAILS) ARE AN ACCEPTABLE
SUBSTITUTION. BOLT HEAD STYLE SHALL BE HEAVY HEX IN ACCORDANCE WITH
ASME 1318.2.1.
4. UNLESS OTHERWISE SPECIFIED, ALL BOLTS (TOTAL BOLT LENGTH), NUTS, AND
WASHERS SHALL BE HOT -DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE
WITH ASTM A153, CLASS C.
5. EXCESS GALVANIZING MATERIAL SHALL BE REMOVED FROM THE THREADED
PORTIONS OF THE BOLTS BY THE USE OF A CENTRIFUGE OR BY MECHANICAL
CHASING OF THE THREADS.
6. THE FIT OF NUTS ON THREADS OF ANCHOR BOLTS SHALL BE VERIFIED BEFORE
SHIPMENT.
7. BOLT ASSEMBLIES SHALL CONSIST OF ANCHOR BOLT WITH TACK -WELDED NUT AT
BOTTOM AND NUT(S) AND WASHER, AND SLEEVE (IF APPLICABLE) AT TOP. REFER
TO ANCHOR BOLT DETAILS.
8. ANCHOR ROD SETTING TOLERANCES SHALL BE IN ACCORDANCE NTH SECTION
7.5 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES:
• ANCHOR BOLT PROJECTION SHALL BE WITHIN +Y4", -0.0" OF THE DIMENSION
SHOWN ON DESIGN DRAWINGS
• THE CENTER OF BOLT GROUP SHALL BE WITHIN ±Y4' OF THE DIMENSION ON
THE DESIGN DRAWINGS
• THE VARIATION IN DIMENSION BETWEEN THE CENTERS OF ANY TWO ANCHOR
RODS WITHIN AN ANCHOR ROD GROUP SHALL BE LESS THAN OR EQUAL TO
Ys".
• THE VARIATION IN DIMENSION BETWEEN THE CENTERS OF ADJACENT
ANCHOR ROD GROUPS SHALL BE LESS THAN OR EQUAL TO Y4".
• THE ACCUMULATED VARIATION IN DIMENSION BETWEEN CENTERS OF
ANCHOR ROD GROUPS ALONG THE ESTABLISHED COLUMN LINE THROUGH
MULTIPLE ANCHOR ROD GROUPS SHALL BE LESS THEN OR EQUAL TO Y4' PER
100 FEET, BUT NOT TO EXCEED A TOTAL OF V.
• THE VARIATION IN DIMENSIONS FROM THE CENTER OF ANY ANCHOR ROD
GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP SHALL
BE LESS THAN OR EQUAL TO Y4'.
• ANCHOR BOLT PLUMBNESS SHALL BE WITHIN Y8" IN 3 FEET
9. CONTRACTOR SHALL USE TWO ANCHOR ROD TEMPLATES, ONE AT THE TOP AND
ONE AT THE BOTTOM, TO ENSURE PROPER ROD PLACEMENT.
10. ANCHOR BOLTS, ANCHORS, INSERTS, SLEEVES, DRAINS, CURB AND SEAT ANGLES,
NOSING, AND OTHER EMBEDDED ITEMS SHALL BE INSTALLED BEFORE PLACING
CONCRETE. WELDING OF THESE ITEMS TO THE REINFORCING BARS SHALL NOT BE
PERMITTED,
11. UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS, ANCHOR BOLT SLEEVES FOR
STATIONARY EQUIPMENT AND STRUCTURAL BASE PLATES SHALL BE FILLED WITH
GROUT AFTER THE COLUMN OR EQUIPMENT IS IN PLACE AND THE ANCHOR BOLTS
ARE ALIGNED.
12. WATER OR OTHER LOOSE PARTICLES SHALL NOT BE ALLOWED TO COLLECT IN
THE SLEEVE BEFORE THE SLEEVE IS GROUTED.
13. UNLESS NOTED OTHERWISE ON THE DESIGN DRAWINGS, ANCHOR BOLT SLEEVES
FOR MACHINERY SHALL BE FILLED WITH NONBONDING MOLDABLE MATERIAL
BEFORE GROUTING.
14. ANCHOR BOLT THREADS SHALL BE COVERED WITH DUCT TAPE OR OTHER
SUITABLE MEANS TO KEEP THEM CLEAN AND TO PREVENT ANY DAMAGE THAT
MIGHT OCCUR DURING THE PREPARATION OF THE FOUNDATION FOR GROUTING
AND THE ACTUAL GROUTING OF THE FOUNDATION.
15. UNLESS SPECIFIED OTHERWISE ON DESIGN DRAWINGS, ANCHOR BOLTS SHALL BE
TIGHTENED TO A SNUG -TIGHT CONDITION, �DEEFINED AS THE TIGHTNESS THAT IS
ATTAINED WITH A FEW IMPACTS OF AN; ;JP "T WRENCH OR WITH THE FULL
EFFORT OF A MAN USING AN ORgI,N� RS WjIRENCH.
i
�Q. No 53181 : �.[-1.
v
CHRISTOPHER S.
KNIGHT INDUSTRIAL EQUIPMENT - C.O.A. #9480
3701 AIRFIELD DRIVE WEST, LAKELAND, FL 33811
GROUT NOTES:
1. ALL GROUT SHALL BE "NONSHRINK" CEMENTITIOUS GROUT, HEREAFTER
REFERRED TO AS GROUT, WHERE INDICATED BY THE CONTRACT DOCUMENTS.
2. COMPRESSIVE STRENGTH SHALL BE IN ACCORDANCE WITH ASTM C1107/C1107M
(MINIMUM 28-DAY COMPRESSIVE STRENGTH, 5000 PSI
3. THREE SETS OF THREE TEST CUBES SHALL BE MADE IN THE FIELD EACH DAY
THAT GROUT IS MIXED AND PLACED,
4. TEST CUBES SHALL BE IN ACCORDANCE WITH ASTM C109/C109M.
5. ONE SET OF TEST CUBES SHALL BE TRANSPORTED TO THE TESTING
LABORATORY AFTER THE INITIAL SET AND TESTED AT 24 HOURS. THE
REMAINING CUBES SHALL BE CURED IN THE FIELD FOR 3 DAYS IN THE SAME
WAY AS THE PLACED GROUT IS CURED. AT THE END OF 3 DAYS, THE CUBES
SHALL BE TRANSPORTED TO THE TESTING LABORATORY FOR COMPRESSIVE
STRENGTH TESTING. ONE CUBE SET SHALL BE TESTED AT 7 DAYS AND THE
OTHER CUBE SET AT 28 DAYS.
6. GROUT MATERIAL SAFETY DATA SHEETS (MSDS) SHALL BE AVAILABLE, AND
ASSOCIATED HAZARDS SHALL BE REVIEWED WITH ALL GROUTING PERSONNEL.
7. GOGGLES OR FACE SHIELDS, PROTECTIVE GLOVES, AND APRONS SHALL BE
WORN BY THOSE PERSONNEL MIXING AND PLACING THE GROUT.
8. DUST MASKS OR RESPIRATORS (IN ACCORDANCE WITH MSDS REQUIREMENTS)
SHALL BE WORN BY THOSE PERSONNEL EXPOSED TO THE GROUT OR
AGGREGATE PRIOR TO MIXING.
9. ALL GROUT MATERIALS SHALL BE PACKAGED AND BE PROPORTIONED
PRODUCTS, IN ACCORDANCE WITH ASTM C1107/C1107M.
10. GROUT MATERIALS SHALL REQUIRE ONLY THE ADDITION OF POTABLE WATER,
AND SHALL NOT CONTAIN METALLIC SUBSTANCES, ALUMINUM POWDER,
MEASURABLE AMOUNTS OF WATER SOLUBLE CHLORIDES, OR OTHER
SUBSTANCES THAT MAY BE POTENTIALLY HARMFUL TO CONCRETE OR STEEL
REINFORCEMENT.
11. CEMENTITIOUS GROUTS SHALL NOT SHRINK AND SHALL EXPAND NO MORE
THAN 4.0 PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM C827 (BEFORE
SET) AND NO MORE THAN 0.3 PERCENT WHEN TESTED IN ACCORDANCE WITH
ASTM C1090 (AFTER SET).
12. ALL MANUFACTURED GROUT MATERIALS SHALL BE DELIVERED TO THE JOB SITE
IN ORIGINAL UNOPENED PACKAGES AND SHALL BE STORED IN ACCORDANCE
WITH THE GROUT MANUFACTURER'S RECOMMENDATIONS.
13. UNLESS SPECIFIED IN THE CONTRACT DOCUMENTS, ADMIXTURES SHALL NOT
ADDED TO THE GROUT WITHOUT APPROVAL OF THE PURCHASER AND THE
GROUT MANUFACTURER.
14. FOUNDATION PREPARATION SHALL BE IN ACCORDANCE WITH THE GROUT
MANUFACTURER'S WRITTEN INSTRUCTIONS AND THE FOLLOWING. IF THERE IS
A CONFLICT BETWEEN THE MANUFACTURER'S INSTRUCTIONS AND THE
FOLLOWING, THE MANUFACTURER'S INSTRUCTIONS SHALL TAKE PRECEDENCE.
• NEW CONCRETE FOUNDATIONS SHALL BE CURED FOR 7 DAYS MINIMUM
BEFORE SURFACE PREPARATION
• IN THE AREAS THAT WILL BE COVERED BY GROUT, THE FOUNDATION SHALL
BE PREPARED BY CHIPPING AWAY ALL POOR QUALITY, OIL SOAKED, AND
DAMAGED CONCRETE DOWN TO EXPOSED FRACTURED COARSE
AGGREGATE. CONCRETE MUST BE REMOVED TO A DEPTH TO ALLOW 1
INCH MINIMUM GROUT BETWEEN THE CONCRETE AND BOTTOM OF BASE
PLATE.
• CONCRETE CHIPPING AND REMOVAL SHALL NOT BE PERFORMED WITH
HEAVY TOOLS, SUCH AS JACKHAMMERS.
• WHEN THE SURFACE CHIPPING IS COMPLETE, THE FOUNDATION SHALL BE
THOROUGHLY SWEPT AND AIR -BLOWN FREE OF ALL DUST NTH CLEAN,
DRY, OIL -FREE AIR.
15. GROUT FORMS SHALL BE BUILT OF MATERIALS OF ADEQUATE STRENGTH AND
SECURELY ANCHORED AND SEALED TO WITHSTAND THE LIQUID HEAD AND
FORCES DEVELOPED BY THE GROUT DURING PLACEMENT.
16. FORMS SHALL NOT BE ATTACHED TO THE FOUNDATION USING POWER NAILING.
17. GROUT FORMS SHALL BE SEALED TO PREVENT GROUT LEAKAGE. BITUMASTIC
OR ROOM TEMPERATURE VULCANIZABLE (RTV) SILICONE RUBBER CAN BE USED
FOR THIS PURPOSE.
18. UNLESS OTHERWISE SHOWN IN THE CONTRACT DOCUMENTS, GROUT FORMS
SHALL HAVE MINIMUM 3/4-INCH (19 MM), 45° CHAMFER STRIPS AT ALL EXPOSED
GROUT CORNERS.
19. ALL METAL SURFACES OF BASE PLATES AND EQUIPMENT BASES WHICH ARE TO
BE IN DIRECT CONTACT WITH THE GROUT SHALL BE FREE OF OIL, GREASE, AND
OTHER FOREIGN SUBSTANCES.
20. A BOND BREAKER IN ACCORDANCE WITH THE GROUT MANUFACTURER'S
RECOMMENDATIONS SHALL BE APPLIED TO THE SURFACE OF THE FORMWORK
IN CONTACT WITH THE GROUT.
21. GROUT SHALL BE STORED, MIXED, PLACED, AND CURED IN ACCORDANCE WITH
THE GROUT MANUFACTURER'S WRITTEN REQUIREMENTS AND AT
TEMPERATURE RANGES THAT ARE CONSISTENT WITH THE GROUT
MANUFACTURER'S RECOMMENDATIONS.
22. GROUTING SHALL BE PERFORMED WITH AMBIENT TEMPERATURES AND MIX
TEMPERATURES BETWEEN 40°F (4°C) AND 90-F (32-C) UNLESS OTHERWISE
PERMITTED BY THE GROUT MANUFACTURER. COMPLY WITH THE
MANUFACTURER'S SPECIAL REQUIREMENTS FOR GROUTING DONE OUTSIDE OF
THIS TEMPERATURE RANGE.
23. CONCRETE SURFACES IN CONTACT WITH THE GROUT SHALL BE SATURATED
SURFACE DRY (SATURATED WITH CLEAN WATER BEFORE GROUT PLACEMENT
WITH THE SURFACE OF THE CONCRETE DAMP BUT FREE FROM STANDING
WATER).
24. ALL GROUT SHALL BE PLACED IN ONLY ONE DIRECTION TO PREVENT TRAPPING
AIR.
25. GROUT SHALL BE APPLIED IN THE THICKNESS SPECIFIED IN THE CONTRACT
DOCUMENTS.
26. GROUTING SHALL BE QUICK AND CONTINUOUS TO AVOID SEGREGATION,
BLEEDING, OR PREMATURE INITIAL SET.
27. RETEMPERING OF GROUT BY ADDING WATER AFTER STIFFENING IS NOT
PERMITTED.
28. WHERE FORMS ARE NOT USED, THE GROUT SHALL BE CUT BACK TO THE LOWER
EDGE OF THE BASEPLATE AFTER IT HAS REACHED ITS INITIAL SET. THE
CUTBACK SHALL BE AT A 45° ANGLE, UNLESS OTHERWISE INDICATED IN THE
CONTRACT DOCUMENTS.
29. IF GROUT IS PLACED THROUGH GROUT HOLES, THE GROUT SHALL BE PLACED
INTO ONE HOLE CONTINUOUSLY UNTIL THE GROUT HAS PASSED A SECOND
HOLE. A LIQUID HEAD PRESSURE SHALL BE MAINTAINED AT THE FIRST ACCESS
HOLE UNTIL A HEAD PRESSURE HAS BEEN ESTABLISHED AT THE NEXT HOLE.
GROUT PLACEMENT SHALL CONTINUE FROM THE NEXT HOLE IN A SIMILAR
FASHION.
30. ALL VOIDS IN ANCHOR BOLT SLEEVES (EXCEPT FOR ROTATING EQUIPMENT)
SHALL BE CLEARED OF ALL FOREIGN MATERIAL AND COMPLETELY FILLED WITH
GROUT, UNLESS SHOWN OTHERWISE ON THE DRAWINGS. ANCHOR BOLT
SLEEVES FOR ROTATING EQUIPMENT, OR OTHER EQUIPMENT SHOWN ON
DRAWINGS, SHALL BE FILLED WITH A NON-BONDING MOLDABLE MATERIAL
PRIOR TO GROUT PLACEMENT.
31. ALL VOIDS THAT REMAIN AFTER REMOVAL OF TEMPORARY SHIMS SHALL BE
FILLED WITH THE SAME GROUT MATERIAL.
32. FORMS SHALL REMAIN IN PLACE FOR 24 HOURS MINIMUM AFTER COMPLETION
OF GROUTING.
33. MOISTURE LOSS MUST BE PREVENTED BY KEEPING THE EXPOSED SURFACES
WET FOR 7 DAYS MINIMUM OR BY APPLICATION OF A CURING COMPOUND.
CAD FILE NUMBER
I,L/ 'J'j . , K-747-08
TITAN AMERICA
COPELAND DRIVE - ZEPHYRHILLS, FI
BATCH PLANT - FOUNDATION NOTES
DATE CREATED DWG N0. REV
12/17/18 K-747-08
SCALE DRAWN BY DESIGNED BY I SHEET #
NONE I CSL I CSL 8 OF 8
FBI
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