SW8010108_APPROVED PLANS_20010508

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWe(gIoO6
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
%k�11 SC��
YYYYMM DD

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I - a, STEEL STUDS 6 16" O.G.
SERVICE I -
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BASE + O.H. CABIT
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NOTE ' 10
ALTERNATE • 2, i 1 -
ROOM NOs 1 PROVIDE BU KNEAD NEAR LAST TRUSS BIO I{E Ira
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-m 2° HALL N MEN'i 1 :nll ON. ROLLING STORAGE REQUIRED a s'I sl U A
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IN OF I
QD I E3ASE ABI ET UJ/ 5 FIT ABOVE G W G AK O - - -_ -- ,+ I t _:.Q I Q ... "
P LAMS O TER I 42m _' _ ' FIN, 1=L. 40.0' -- - --
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GERTAINTE EW RAIL SYSTEM - T I �� DE ORATI k`
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li'•4" 4'-8" IL fwx RAMP LA)NOO rs
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RAMP 15 INCLUDED IN BASE BID
SEE SHEET A-I,I FOR RAMP DIMENSIONS
ROOF OVERHANG ABOVE
ASPWALT _
SEE SITE PLAN
16 -3 1/8"
a
PLDOm PL-oax NOTmB:
I. SEE ELEVATION DRAWINGS A-3 + A-4 FOR CUPOLA WINDOW DESIGNATIONS.
2. HANDRAIL5 TO BE PROVIDED WHERE DISTANCE TO GRADE 15 15" OR GREATER BELOW PORCH FLOOR LINE- !
ALL NANDRAIL5/GUARDRAIL5 TO MEET ADA HANDICAP CODE REQUIREMENTS.
3. CONTRACTOR TO CHECK AND VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB 51TE PRIOR TO BEGINNING CONSTRICTION_
4, CONTRACTOR TO CONFORM TO ALL NCSBC REQUIREMENT5, AS ILELL 45 ALL APPLICABLE CODES OR ADDENDA.
5. SEE FR-1 FOR FIRE RATINGS REQUIRED,
6. INSULATE TOILET ROOM AND LOCKER ROOM PARTITIONS AND CEILING5. PROvIDE SOUND INSULATION IN BANQUET M,
LOUNGE 103, GRILL ROOM 105 AND EVENING DINING ROOM 108 INTERIOR WALLS.
-1. COORDINATE DEPRESSED SLAB REQUIREMENTS FOR HARDWOOD FLOOR5 AND CERAMIC TILE AS REQUIRED. (CONTRACTOR TO USE
THIN SET TILE AT W15 OPTION.J
8. PROvIDE MARBLE T+ R.RE6HOLD5 AT ALL CERA."IC TILE TRaN51TION5.
.3. PROVIDE TRANSITION 5TRIP5 A5 REQUIRED BETWEEN CHANGES IN ALL FLOOR FINISHES.
10. AT PORCW SLAB CORNERS, PITCW SLAB BOTW WAYS TO MAINTAIN FULL SOLDIER COURSE.
L rm Cx rm N�
WALL PRAM INGE TYPS6
ONE HOUR FIEM F,,47rT Ti
FACE BRICK ON i 1/4" X lb GA, STEEL STUDS * 16" O-G. W/ 5/8" GWB SHEATHING
SUBSTITUE (o" JW 14 GA, STEEL 5TUD5 lfo" O.G.
W/ 5/8" GUAB 5HEATHING
3-5/8" STEEL 5TUD5 • I6" O.G. - SEE FR-I FOR FIRE RATING REQUIREMENTS,
4" LOADBEARING STEEL STUDS * I6" O.C. - SEE FR-I FOR FIRE RATING REQUIREMENTS.
DENOTES AREA OF MECHANICAL MEZZANINE ABOVE
ALSO SEE MEZZ. PLAN 5HEET A-S
PE-1 - $EMI -RECESSED FIRE EXTINGUISHER CABINET - SEE $P-1
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2000418
�SSUED 01 SEPT. 00
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PINE
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•4?1 LEGEND
+Y •t„ i,•rD CURS.-]6.,3 a POMER POLE (P.P.) • ,-
SITE DATA TAKEN FROM SURVEYS I
y '>� ae pP POWER uNE --F— PREPARED BY:
` '' 2b ,REc o rnE PLUG p
rd CHARLES A RAWLS & ASSOCIATES
f
1e.4+ Box � ENGINEERS, PLANNERS, LAND SURVEYORS�
n p'�'�/
3,SA 13 —�--�— SWANSBORO, NC Pp1'�o"�r� RECEIVED
'v+• 0 TELE PED. 0 DATED
NORTH CAIlOUIJA E1,'Vi, 'JP1):ICN1iA1.
14:26 FEBRUARY 4, 1988 M,",fw"� "."'_AT CCG=UN MAY 0 3 Z001
CHARLES A. RAWLS I DIVWIUN OF WATLd QUALIlY
3O 15 O 30 80 70 } I
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--- - ---- -Se.�U�U�U�d'$ PROD # 1 U g
Rtotrtewalor Perm# v s`
40' 40 0 40 80
scale feet GENERAL
SURVEY
PLAN
ALL ELEVATIONS ARE REF. TO MSL. DATUM AND TIED TO NCGS PERT, CONTROL "MALL' 1982. 2000418620
(2-20--90) NOTE:- ISSUED: 4 13 00
REVISIONS:- -
ALL NUMBERS IN PARENTHESIS ARE DEMENSIONS OF DWG BY: SRM
BY JACKSONVILLE CONTOY CLUB THE BUILDING, ALL OTHERS ARE ELEVATIONS, CK D B Y; C$M
CJ GARNER GROUNDS CH'MN'
LEGEND REVISIONS
1. UNDERGROUND UTILITIES AS SHOWN(EXISTING) POWER POLE (P P) 0 SRM 8/8/00
2, BATH HOUSE SHOWN POWER LINE -i-
SRM $/10/00
3. TENNIS COURT FENCE (CHAIN LINK) TREE 0 SRM 8/17/00
4. PARKING LOT ADDED. FIRE PLUG Q CBM 9/5/00
5, SHAG BALL DISPENSING HUT POWER BOX [3
5. ELEVATIONS & CONTOURS SHOWN ON ADDED RAIL FENCE 0 m--
PARKING LOT & DRIVING RANGE. TELE PIED. 0
TREE-UNE SHEET NO.
GENERAL SURVEY PLAN SUMMARY OF C-0
SCALE : 1"-40' REVISIONS LEGEND OF 1
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OUTLET "A" CREEK 14.50' N/A N/A v Z w
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OUTLET „A„ Ar
1 . UNDERGROUND UTILITIES AS SHOWN(EXISTING)
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NEW Cf +. PARKING LOT ADDED.
20 C I r 1 5. SHAG BALL DISPENSING HUT
J, RECEIVED
5. ELEVATIONS &CONTOURS SHOWN ON ADDED
PARKING LOT & DRIVING RANGE.
1AN 0 5 2001
yly SUMMARY OFPROPOSED
rxoi# GRADING
REVISIONS PLAN
ALL ELEVATIONS ARE REF. TO MSL, DATUM AND TIED TO NCCS VERT. CONTROL "MALL" 1982.
NOTE:-
/ ALL NUMBERS IN PARENTHESIS ARE DIMENSIONS OF 2000418620
f j �O THE BUILDING, ALL OTHERS ARE ELEVATIONS. ISSUED: 4/13 00
LEGEND DWG BY: SRM
RIP -RAP POWER POLE (P.P.) • CKD BY: CBM
OUTLET "B" POWER LINE -�i� REVISIONS
TREE 4 SRM 8/8/00
z FIRE PLUG a SRM 8/10/00
POWER BOX © SRM 8/17/00
RAIL FENCE —— CBM 9/5/00
OUNTRY CLUB ROAD 30 0 30 60 SRM 11/o9/Do
24 1 - 30 `� "'""ram TELE PEE).O
AzN
scale feet
SRM 11/28/00
-- - -- .,
RETAINING -WALL
SHEET N0,
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C-2
PROPOSED GRADING PLAN LEGEND
SCALE : 1"-30' 0F 10
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J
s COUNTRY CLUB ROAD
1 ' i 214'
0
0
NEW SITE PLAN
SCALE : 1"-30'
j \- I9'
BERM
CURB
SIGN -
CART PATH
DO NOT ENTER
* AREA OF NEW PAVEMENT --------------------
* AREA OF NEW BLDG. -------------------------
* AREA OF NEW CONIC. SIDEWALK -----------------
* AREA OF DISTURBED SURFACES-------_------__-
JACKSONV LLE
22,879.21 SF
HWY 17
HWY 17
26,381.41 SF
1,186.77 SF
0
w /'SITELn
30,907.81 SF
�
O
n /�.�
m
Z
COUNTRY CLUB ROAD
In
w
3
SUMMARY OF SITE DEVELOPMENT ALTERATIONS LOCATION MAP
-00 6"
12"
6"
`_ --- �� ,. �.i -1 f.k (oil
�GJ
- __ �r►rI�I1r�Wilri '
1 ASPHALT
4 = --
14"
1 I
_ 0 a" COMPACTED
--C,45C— - - -
COMPACTED SUBGRADE
211 8" CABC STONE (COMPACTED)
TCOMPACTED - 2", 1-2 ASPHALT PAVEMENT
SUBGRADE
N07E5:
NOTES:
1. MAINTAIN 40' MAX. BETWEEN 1/2" EXPAN51ON JOINT5.
I. USE ASPHALT BEF 7 ALONG DRIVE EDGE, WHERE SHOWN ON PLAN.
2. CONSTRUCTION JOINTS SHALL BE AT 10' IN7ERVAL5.
3. CONCRETE $HALL BE 3,000 PSI, 2. ASPHALT BERM 15 NOT RECOMMENDED AS A WHEEL STOP.
3. PRIMARY L15E 1S FOR EDGE OF PAvEI" TENT PROTECTION AT DRIVEWAY
4, EXPANSION JOINT MATERIAL. SHALL BE SELF -EXPANDING, LION -EXTRUDING, INTERSECTIONS.
1/2", COMPLYING WITH ASTM 1151.
CONCRETE CURB DETAIL No s�ALE 01 STANDARD STREET SECTION
W/OUT CURB & GUTTER NO SCALE 02
I
I
PAC` GF G-FEEL
I
Z \
i
,,r 1
(2--20-90)
REVISIONS: -
BY JACKSONVILLE COUNTRY CLUB
CJ GARNER GROUNDS CH'MN'
1. UNDERGROUND UTILITIES AS SHOWN(EXISTING)
2. BATH HOUSE SHOWN
1 TENNIS COURT FENCE (CHAIN LINK)
4, PARKING LOT ADDED.
5. SHAG BALL DISPENSING HUT
6. ELEVATIONS do CONTOURS SHOWN ON ADDED
PARKING LOT & DRIVING RANGE,
SUMMARY OF
REVISIONS
TRAFFIC FLOW
EXI$TIWG PAVING TO REMAIN
30 0 30 60
1 "= 30'
`•:,, �;' NEW PAVING
scale feet
NEW CONCRETE
LEGEND
�q�mwlllrl�lw
b V V) .�
*
V .
oCO
a ti
N
a� I
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tkV4v
o
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Id'
Z
M
>
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N
� ,M
b �+
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C
0 y V
p O
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F�
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w
W
�
"
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U
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o
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NEW
SITE
PLAN
2000418o20
i-SSUED: 4/13/00
T,
DWG BY: SRM
CKD BY: CBM
REVISIONS
SRM
8/8/00
SRM
8/10/00
SRM
8/17/00
CBM
9/5/00
SHEET
NO,
C-3
OF
10
I
�I

1
J
I.
1
II
I
I
Ld
N
V)
I
L�1
o
c
W
J
Q
U
Z
Q
J
a.
z
w
W
J
n
J
I �
z
1 Q
U7
I I
z
LLj
m
LJ
U
Q
z
Q
Li.!
Q
O
a
55
0
N
J
i
0
o
0
N
I �
cc
a
o
a
1 .
z
• is r,�eN Vic.
1 "= 50' 50 0 50 100
Sc01e feet
f f
' • i _ e, _ r
r r
• 18 GREEN
ZONE AMT. OF ACERAGE PER ZONE AREA OF DESIGNATED INFLUENCE : - - - --- -- --- -- - - - - - - - - 8.83 AC ALL ELEVATIONS ARE REF. TO MSL. DATUM AND TIED TO NCGS VERT, CONTROL
AREA OF DISTURBANCE------------------------1.7 AC "MALL" 1982.
1 -- - - - 0.59 AC PERCENT BUILT UPON 19.3 7. AC
NOTE:- ALL NUMBERS IN PARENTHESIS ARE DIMENSIONS OF
2 -- - --- --- 0.68 AC RUNOFF VOLUME & THE BUILDING, ALL OTHERS ARE ELEVATIONS.
3 ----- 0.28 AC AREA .- --.-- -.----------- 2.39 AC
4 0.2 6 A C
VOLUME :--------------------------------- JB - JUNCTION BOX C� KEY MANHOLE e
--�- -- - -
• 3 GREEN 5 -- - •-- - 0.39 AC
EXPECTED FLOW Q KEY MH : CFS GPM EXPECTED FLOW ® KEY MH : CFS GPM POWER POLE (P.P.) • RAIL FENCE
6 - - - --- 0.34 AC ZONE 1 - CB 1 ---- - 0.94 CFS 421 GPM ZONE 6 - JB - - - - 0.94 CFS 421 GPM POWER LINE TELE PED. (D
ONE 2 - CB 2 - - 1.50 CFS 673 GPM ZONE 6 - CB 6 - --- - TREE 0 TREE LINE
7 - --- -- - 0.44 AC ZONE 3 - CB 3 - - - 0.70 CFS 300 GPM ZONE 7 - CB 7A - - -
TOTAL 2.39 AC
ZONE 4 - EXIST. CB - - 1.05 CFS 470 GPM ZONE 7 --- CB 7B - - -- 0.93 CFS 417 GPM FIRE PLUG WATER FLOW^---
ZONE 5 - CB 5A - - -- POWER BOX ❑ BOUNDARY .■.. ■ ■ �. ■ ■■,,,r, ■ ■ �,
TRIBUTARY AREA ZONE 5 - CB 513 - - -- 0.40 CFS 1 180 GPM
MH KEY TO
.'� STORM DRAINAGE SITE INFORMATION LEGEND
• I TEE PRACTICE GREEN
f / / S ` GMAT r'.IOUBE
/ '� ,.- DRIVING RANGt
NEW Cl
/ "L Q,NAC
Ilk /59
'�
6EDIMENT
,+4ElU G EXISTING POOL ` j•' v
\�\K9
lie .
`•
.2 � / ' �\ EX18T. �4/ TENNIS COURTS
EXIS
CW.vC+e IChy Y11°.` \ IPOOLJ � J
- \ ( •
Ile
No TAN
PUN rATkX.
46
Q
`�. � � GIs \ ••
WETLANDS
THERE ARE NO
WETLANDS WITHIN
THE AREA OF _
PROPOSED \
N,
DISTURBANCE
DESIGN INTENT
TO INTEGRATE STORMWATER
FILTER INTO THE GOLF COURSE DESIGN
FOR HOLE #10. FINISH DETAIL TO RESEMBLE
SAND TRAP HAZARD.
SANDFILTER- BMP
SIZED TO HANDLE "FIRST FLUSH". 1ST 1'11, OF
RAINFALL RUNOFF. FOR STORM EVENTS LESS THAN
10 YR/1 HR, ALL RUNOFF WILL PASS THROUGH
FILTER. FOR STORM EVENTS GREATER THAN 10 YR/1 HR,
RUNOFF WILL OVERFLOW WEIR IN KEY MH AND DISCHARGE
DIRECTLY TO CREEK.
---�- COUNTRY CLUB ROAD
PROPOSED STORMWATER RUNOFF PLAN
SCALE : 1"-50'
5>-Op. 6'-011 17'-Opp
TOP OF DIKE SLOPE BOTTOM OF FILTER
4/-031
A_ 6"
8" F_
1211
31'-0"
29'-0"
6'- 0" 16' - 0"
ELEV. = ELEV.
\\ 23.0' 1. 0, 23.0'
\ WEIR ELEV. _ /
\\\ CREST 21.60' //
INTERIOR SLOPE
--------------- __---_----
_ ..
ELEV. _
20.0
a d v d d
a POURED CONCRETE FOOTING d
#5 @ 6" OC
ELEV. _
18.33' 32'- 0"
SECT. A- A
5GALE: NO 56ALE
FORBAY
6' - 0"
SLOPE
r-ILTER VNEIR =DETAIL.
5GALE: NO 5GALE
PROPOSED STORMWATER MANAGEMENT - SANDFILTER IMPLEMENT PLAN
SCALE : VI
)TT(
TED
JER
TR
XTIL
ITR�
'ABF
=D I
L1r1L1N r1`ITE0
SEE DETAIL,
* THE CON1.
CLAY SUBSOIL AND CREATE AN B-INCH COMPACTED
5'-01p CLAY LINER ON THE BOTTOM OF THE ENTIRE FILTER.
TOP of DIKE SECT. B- B
5GALE: NO 511
M
G
d d d
z
8"X16" cmu
04
o
ELEV. =
230'
N W
W
E-� U
FILTER
z
w
� a
OPPIP.4 U a
WEIR CREST
C
z O
O �
2,--0"
STORMWATER
MANAGEMENT
SANDFILTER
IMPLEMENT
PLAN
2000418.20
ISSUED: 4-18-00
DWG BY- SRM
CKD BY: ICBM
REVISIONS
SRM
A/a/00
SRM
0/10/00
SRM
8/17/00
CBM
G/8/Oa
SRM
11/01/00
SCR
4/30/01
01
SHEET NO.
C-6A,
OF 3

ELEV,
Ufi RA4DE TOP OF SAND 20.0'
EXIST. DI
p4 • SAND. SPEC;
MAX,,, EFFECTIVE .SIZE, 22 MM
+ + MUST - MEET STATE STANDARDS
0 00 0 50 1+ + rJ+
00 CMU WEIR 1 50 _ � _1�.70• -- 2 00 �
01
- 1-
_ 4 —tom
SAND 1810" SAND
V l 24" - �Y
V i{ F❑RBAY BASIN 4"
202o.719 1 G6B
21—
1
4'55 GED-FABRIC/ ELEV,
1~'��O V � �-- - �
24-=_1� - _BOTT❑M OF SAND 18,5'
22 8*3
LT - - - _ _ _ 21 0 #57 WASHED STONE
r_ _ _
g.5_e V ` - � 4.6�^ - — — _ _ _ _ 18.44Y `- -- — _
D1T B0TBLACK PERFORATED ADS 4" PIPE DRAIN
-C� TOM ___ �_ _
13.54 -_ - -___- •9 • • 9 ELEV,
17,83'l
------ SF -CT, D—D
Jo
y y y y y y
FOR CONSTRUCTION J
C. I. R INC AND PERFORATED
COVER w- "DEWEY DROS. JACKSONVILLE
~.r.....
MH-RCR-2001" OR EQUAL
CROUT
WATERTIGHT OL--- TOP ELEVATION
23.5 0' H WY 17 H WY 17
r, TOP OF D IKE
"A'AAMIIIA
ELEV . -- 22.0"L Ld
o
v 'o ¢ U) SITE
e J Of
mO - ✓� AAAn u..
• v / \ 1' Allljllllll lllN , . {
PLAST IC COATED MANHOLE z COUNTRY CLUB ROAD
ad DR ICI, WE IR STEPS 16" O.C. (TYP} L coc
4. 0' D IA. a TOP OF- WE IR N � a v
ELEV. - 23.0' a� 1
- . VICINITY MAIM NO 5CALE a 1
c�
STATION ELEVATI❑N to W. M ma I
B ITUMAST IC "0' RING SEAL OR 0+00 21,5' 04
13UTYL RESIN CONC. SEALANT F-OR 0+70 22.0' a � � 0 0 r.
\4.
WATERTICHT CONNECTION (TYP) 2+30 22,0' z C •F4 024" ADS P IPE ---a.- a G I � � •'~ � { �
4 F•T. PIA. PRECAST REINFORCED A-'- X 17T I NG �°i`
V Q v PROFILE ( P.4
c� bl
1 4
CONCRETE MANHOLE TO INCLUDE
cat 'b w
a' MONOLITHIC EASE, RISER AS STATI❑N ELEVATI❑N STATI❑N ELEVATION LV ., o o `
NEEDED, & ECCENTRIC CONE 0+00 22,011+15 20A0 v g o
0+08 23.0' 2+16 20.0'PE IW4
..
- �-- FFROM 0+14 23,0' 2+09 .21-0' M ,H dI W v- a
DI #513 INV, IN 0+18 22,0' 2+13 22,0'
v 4
•- D v � � � V 24" 20,0' 0+23 21,0' 2+16 2310` \ i
0+37 20A0' 2+21 4 23.0 it
CABC STONE BASE - = 0 1 I 0+75 20,0' 2+27 22.0 \\\
+ WEIR 23,0'
1 07 20.0 \�
INV. NOTCH 21
1+11 20.W @ .6'
- OUT
I
9, 0' 2 6' SEE DETAIL-bl--.. - - ---------- --- ... .-- _ �
STATION ELEVATION STATION ELEVATION !
TOP OF WEIR WALL-- _- ----- - - - -
5,0` - - ELEV, = 23,0' - -TOP OF DIKE -- - WEIR 24" 0+00 EDP 25A0' 0+64 1910' i
23 _- _ - --- - - -2,0 M X, 23 WALL 0+20 24.0' 0+68 1810'
--- ----_--.-.--- ------•------ - - - - - - - - - - -------L - - - - - - --------•-_------_ - - - -_---- - - - - - ------ ------------- — - - - - 0+29 23.0' 0+69 TOP ❑F DITCH 17.55` I
ELEV, = 2310' ELEV, -• d
22.0' TO 0+37 22,0' 0+78 BOTTOM OF DITCH 14.00'
FILTER 0+86 TOP OF DITCH 18,50 I
8' ❑VERFL❑W/CA❑A 0+47 210'
EXIST, GRADE MAX WL ELEV, = 22,6'
22 t�� - 0+55 2010,
. �-�- =---- -- -- - _ -->-- 5-5PROFILE(EXISTING)
ELEVA 22,0' �J_,���L ,r...
' — — — " _.::I ;_ f :i '—DTI = IT;
CREST ELEV, = 21160 - 8 ❑VERFL❑W/ T! _I _J __rI _ NV. OUT I!
T- - 5'-0" CLEAN❑UT C1= =I .I,,.._.- 2
21 SPLASH RIP -RAP 4" CONC. SPLASH II _ 21 TO 20.0' STATI❑N ELEVATI❑N STATION ELEVATION f.
_____ D " 2' STORAGE -=1 CREEK +00 2 0' +4
+ -- - 6 PAD W/RISER VOLUME I:_- 0 5' 0 6 21A0'
I ! ' - - 10 " t � KE*yo
0+15 24,0 0+49 22.041 1 4 A�3 I LIN TECH FABRIC RIP -RAP 6 T❑P OF SAND MANHOLE 0+20 _23.0' 0+52 23,0'
" o LINER ELEV.= 20,0' 8 SOLID PIPE I a -- No 0+25 23,0' 0+57 23.0' f
20 ` - -- 6 = I - --
20 0
ENLAR6E ETA I L■ SCALE
-,___-,_ _ B❑TTOM ELEV, - 20.0' - 0+28 22we,,0' 0+57 2310
- 4 li i l �II�I %' .; ;�,� rs �!'i''% ' i%'%�' �� T�-f',! i `�. 460ee7d, - L N " + 0+58 2210'-
a' /,/ , �..�,,,,,. 98 CO 0 32 21,0 I
�l///i !%�/ ; SAND . - I F - - 4'X8'X8'v 0+35 20.0' 0+64 21.0' �,,)
-I I �. -_ TEE ' 0+64 20 0'
- -- - -
LIU
-INV. OUT _- _ 4• SAND 18" �6B _ 0+38 20 0 O
1 4+69 TAP OF DITCH 17,55' !
19 --- -- -- 20.0' 8" ❑ .-C❑MPAC ED CLAY LINER L S❑LID ; i _�--__.___ _________ 19 4" LINE �, 0+41 E0.0, 0+78 BOTTOM OF DITCH 14100'GED-T;.
PIPE LINER ECH FABRIC i I----- - FLOW © 0+44 2010 0+86 TOP OF DITCH 18,50' W � � •-Y °a
-- -- — - - ---- -- - -
4'X4'X4' TEE W/PLUG -'i I I 8" OUT 0 I �� �� I �I�
GE❑ -FABRIC 'r ! I� f
-- --. - #57 WASHED STONE �- I -
18 8 18
4'X8'�X G�
- - r 1 PE ..-TEE -STATION ELEVATION -STATION.-- - ELEVATION
_ U [--
-- RF❑RATED ADS ....DRAIN PI _ .,
_. I
BOTTOM ELEV. - 17,83 i��f „fig ;' f/; j ---- 4'X8"X8" 0+90 91 _
�.s' ❑ P 1 0' Q
�• . %� S❑LID PPE TEE 0+Q5 24A0 0+95 TOP OF DITCH 1715 0
17 t-4 8 ❑F COtFyACTr__D__Jff_L_AY_ LIN R - - 17 4" LINE 0+23 23.01+05 BOTTOM OF DITCH 12.0'
FLOW 0+45 22.0' 1+11 TOP OF DITCH 18-20' -
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+90 2+00 2+10 2+20 2+30 0+57 21,0' 1+17 19-0'
8' DISCHARGE= TO 0+74 20,0' - , a
VERTICAL 1 1'-1` LINE CREEK SCALE HORIZ❑NTAL ; 1"-10' SECTI❑N A -A
G G ==o= I L.= (r.XI STI NCB) �
26
24
WIN
�I■■■�� iii■ r / i
�■■■■■ � 111
SANDFLTER GRO55-SECTIONS 01 I FILTER/UNZ�F.Rr:)RAIND�
;�r■I■11■■��
T 26 25
- - F- tQ
24 23--
= 22
N
w — i1
N 14 _ _ ;--.- - --- - - 14
U — --.
c�
I
0 0+00 0+20 0+40 0+60 0+80 1+00
0
I N
J VERTICAL ; 1"-2" SECTION B-B
U SCALE I H❑RIZ❑NTAL = V--20'
I o
I
I
• DMOM
'-�' .
0. 14 Z4 MY41 I I IBM! OM
0+00 0+20 0+40 0+60 0+80 1+00 1+20
VERTICAL ; V-2' SECTION C-C
SCALE H❑RIZONTAL ; 1'-20'
25
23
21
19
17
15
13
UNI:)ER BRAIN FIFINC� c
ENLAR6E i;)ETA I L ScAALE STATI❑N ELEVATION STATION ELEVATION Q ,
- - _ 0+00 25,0' 0+56 21.0' r
26 - -- - - - -- - ---- - - 26 0+13 24,0' 0+59
0+20 23,0' 0+62 23A0'
_-FILL,
-- -- 0+25 23,0' 0+67 23.01
--� --- 0+28 22,0' 0+71 22,0'
24 24
TOP OF D! -E -
_.�.. FILL - - - - - ---- 0+31 21,0' 0+74 21.0'
I _ --- 0+35 20.0' 0+77 20.0`
0+53 20.0' 0+83 TOP OF DITCH
22 22
C-G PROFILE (AS C�ESIGNEI:)
FILL -- --- - - ---- -
�-
20
20 STATION ELEVATI❑N STATION ELEVATION '
-17 =71
-'Ti�ii. L- $ 0+00 EDP 26.5' 0+90 19,0'
ANK
0+05 24.0' 0+95 TOP OF DITCH 17.5'
- �AS1 I_u li, ,il _, - it 0+23 23.0 1+05 BOTTOM ❑F DITCH 12.0
18 _- ITT E�'" T-u ;�ri r-- __ = 18 1 + 1
- - - - I. - -, + 1 TOP OF DITCH 18.20
— •—: L-lll —r L.. � 1.—E-� 0 4 5 2 2 I 0
T� ->-T-,ri= 0+57 21,0' 1+17 19.0'
�= —,I1 1�= T. r,i:=1 F.
—?" III —� _
- IMPLEMENT
16 -- -n�=._-�-=_�- 16
i� I� PROFILE (EXISTING)
-- - - -- �- - —' - � CROSS
T
-- --T,=IT -- — -==— SECTIONS
—.
_ _ = STATI❑N ELEVATI❑N
D IS-E++Af�-G�---E�-Elf--= :� - W= � - -�--�-�--- 14 0+19 2 4.0' 14 = =- -._ ----�I�_{:_ -__ 0+24 23,0' TO ❑F DIKE ISSUED: 1113 00
- - -- __ 0+29 2 3, 0TOP OF DIKE DWG BY: SRM
- - - - 0+32 22,0' CKD BY: CBM
0+70 23,0' REVISIONS
12 - — - -- �! _ - 12
0+75 23,0' SRM 11/13/00
SRM 1 f /22/00
-- -- - - --- - ---- - -- _- 0 + 8 2 22.01 SCR 4/ao/a1
0+85 2110'
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 0+88 20.0'
0+91 TOP ❑F BANK
SCALE = HORITICAL ZONTAL lr1 ?20 SECTION D-1D � � PROFILE AS 1: EE I&Nrz
" � ( ) SHEET N0.
SANDf=ILTER CROSS -SECTIONS
SGALEA 1 "-20'
Q-6B�OF 3
11

FOR CONSTRUCTION
MATERIAL SHALL BE LIGHT- `�'
7 _a" WEIGHT POLYMER CONCRETE \ BOX TEMPORARY SEEPINC IS REQUIRED DURING PERIODS WHEN PERMANENT .
MATERIAL SHALL BE LIGHT- WILL NOT SUCCESSFULLY ESTADLISH. APPLY TEMPORARY SEEDING
2, WEIGHT POLYMER CONCRETE &1 /2 METE _ �s��DURING THESE PER IODS: �' ^
-'
- �—METER BOX j' � MAY I TO AUCUST 31
oc �
1 &1 /2" SERVICE '} $
3" FROM fi"( NOVEMBER I TO FEDRUARY 14
P'`� WATER SERVICEX7 0 LOCK i •
MAIN I CAP I
APPLY PERMANENT SEED INC DUR INC THESE PER IODS:
C' ��� ¢ rrfrr.
A - - - - A oqn� ,, F, STEEL LID I 1 &1 /2" SEPTEMBER I TO OCTODER 31 (BEST. SEPTEMBER 15 TO 0CT0i3ER 15)
-� - - r - - Q�o°��
- - 4'I7IA. - - oQaPooa� ��, I FWATER SERVICE FhBRUARY 15 TO APR IL 30 ,•��t� r,o•JV
v'
�poQoo PULL SLOT (2) FLOW - FLOW
a Q ��� 30
f
� ..
SKID RESISTANT �' �-.� � '-"� '�""" '""_" '''^ „'_ ."'� ".."' � "�.,,` ""' � '- �• •:"►° q
- - -- MANHOLE -- -- -- COVER ,. DIMENSIONS (INCHES) PREPARE SEEDBED TO A WELL -PULVERIZED, LOOSE, UNIFORM SURFACE.
.._ - - �- SURFACE ' ` APPLY LIME AND FERTILIZER TO THE SOIL AND MIX TO A DEPTH
L. _
fi OF 57 WASHED 1 IRON BRACE A B \ OF 4 TO 6 APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST
"" # 1 &1 /2" DUAL
NQTE� STONE BASE PIPE CHECK VALVE 18 3 " 30 OR LIME AT A RATE OF GOLDS. PER 1000 SQ. FT. AND 10--10-10 FER-- b Cq a
ELEVATION 8 B ' TILIZER AT A RATE OF 24L0S PE=R 1000 SQ, FT, o v a v PIPING TO BE BRASS & COPPER TUBING & NOTE-q
SHALL BE EQUIPPED W/ANGLED CHECK VALVE
TO ENSURE POSITIVE DRAINAGE, THE VAULT NOTE:
OUTLETS & BY-PASS FLANGED VALVE OR k T&MPORARY S&E-D INC: t� co o
SHOULD BE TIED INTO THE EXISTING STORM MOUSE HOLES 2
BY-PASS FLANGED BALL VALVE INLETS AS PRECAST CONCRETE BOX WITH ALUMINUM ( ) v'� SEED RYE CRASS EVENLY AT 3L13S PER 1000 SO. FT. 120 LDS PER
7'X7'X6" CONC. COVER FURNISHED BY FORD CUSTOMSETTERS DRAINAGE SYSTEM, OR SHALL HAVE AN ACCESS HATCH WILL BE AN ACCEPTABLE 4" X 4" OPENING { O i; r.
OPEN BOTTOM TO ALLOW DRAINAGE ALTERNATIVE WITH APPROVAL OF THE WITH 4" X 4" KNOCKOUT � ��� ACRE)" TO NO DEEPER THAN I/2 INCH. y nos cy a °=
MUELLER OR OTHER APPROVED EQUAL. ABOVE OPENING A U
TO. MH THROUGH STONE. TOWN ENGINEER
RING & COVER P&PYAN�NT S��D ING �, W
r 0 ..
ASPHALT ALT I ( G SEED ` FESCUE BLEND OF 40% "ARID" TALL FESCUE:, 40% "R!~BEYL" TALL d o c �PAVtrM�Nr PA M�Nr05 -�ANDA D I 1 2 &2''MINSTALLAT ION ANDVAUL.,-F NO SCALE:
FESCUE, AND 20% "WRANGLER" TALL FESCUE EVENLY 7LDS PER 1000 � z �i' � � c
' sL
A �� GROUT WATERTIGHT SO. FT. TO NO DEEPER THAN 1/2 INCH..0 � I
C.I. RING AND PERFORATED nIOTEs:
*per �o "' ' E3 °r► COVER - VEWEY DROs. MH- ALL HOR IZONTAL CONC. SURFACES SHALL 8E DROOM F IN ISHED ALL SEED ING
� o � RCR-2001" OR EQUAL FINISH GRADE - PAVED ARRAS cV � 0
TOP ELeVATION _�. v APPLY SEED ING US INC A BROADCAST SEEDER, DRILL, CULT IPACKER o �+
VARIES (SEE PLAN) �� . ( ASPHALT WEAR INC COURSE
SEEDER, OR HYDROSEEDER. BROADCAST SEEPING SHALL DE COVERED 6Y
. „�y INISH CRAM - CRASSED AREAS 0.4
4 -o" �.. V r 4" THK, 3000 1" DATTER RAKING OR CHAIN DRAGC INC, AND THEN LIGHTLY FIRMED W ITH A ROL-- o.Q
# LER OR CULT IPACKER. c� .: �.• W x
TD. PRE -CAST '� ��' �, PSI CONCRETE E AR '.
CONC. MANHOLE CONT INUOUS
x 2`�R� MULCH ING; .,�+.,,,:
DIA PLASTIC COATED MANHOLE xx r ■
STEPS ® 16" O.C. (TYP) ► t x ► >■ _ ■ .' r . ■ . ' ■ r• o .� r = _ APPLY MULCH IN COMD IN AT ION W ITH HYDRSEEDE�R SLURRY CONTA IN ING �`• '
x I? ■"rn r> r■ a r ■ r y x x r ■ I " �' ■ ' x • t
r _ „Y- ■■ WOOD F Il3ER MULCH, OR DY HYDROSEEDER APPLIED OVER STRAW, SPREAD .�' ,•��``\
4 FT. DIA, PRECAST. RE INF-ORCED / - �/ �/ / �/ - x WITH A E3L0WER OR BY HAND. CROUND SURFACE SHOULD NOT BE V IS IDLE
CONCRETE MANHOLE To INCLUDE ■ +� \�\\�\\�\\\\�� m., ,� o o FOLLOW INC MULCHING• * , ��`��*`�*,�'
MONOLITHIC DASe, RISER A5 r x " \/
NEEDED. & ECCENTRIC CONE x x / „ ooa
SECTION ■ �,�`\ #4 REDAF2 � a co
ti=0 D ITUMAST IC "O" R INC SEAL 4.0' PIA. CONTINUOUS 1�8FOR ■ 001 o ppOO co 0 M A I N T E N A N C E�
,� ..
wasammw WATERTIGHT CONNeCT ION (TYP)
UND ISTURDED OR �\ \\ RESEED AND MULCH AREAS WHERE SEED INC EMERGENCE IS POOR, OR
W/RA
ISE0
COMPACTED SUDGRADE STONE BASE /' WHERE EROSION OCCURS. DO NOT MOW TEMPORARY SEEDING AND PROF -
PROP INLE—T COVEr R x� r� CONCRETE FILLET
STD. CORING FOR rrEw SEWER OR Doc xx �` ■ TECT ALL SEED ING FROM TRAFFIC.
SCALE: NONE HOUSE OPENING FOR DROP -IN x* ^` FOLLOWINC MULCHING.
MANHOLE OVER EXISTING SANITARY 'PVC gEWER LINE TYP ICAL (!: IPE:WALK'09
SEWER LINES - pROVID& PIPE DOOT ■ r
DROP INL..E:-F W\R-,AISE:P 12� ��� xrbr�: „yx'�y ■■ ■■,� : ■r rx OVIDE E ID E NO SCALD TE—_MPGR,,ARY AND C�
,1..�` i LE-
. WATERTIGHT DOOT N O ✓ C A
01 COVE—P, NO SCALD - P
Q �„, ♦ o� �.+.i+t9� • r �� �►'rv�Crr w �Mr'tr►r • ds� FINISHED GRADE I� M N N T SE—ED ING
6 STONE DASE 0 SCALE ,� � N
NOTE /�j./\�\ - .. .\��\/`\/��/� .�r/�//�,;/�13, C❑NSTRUCTI❑N SEQUENCE
TOP OF APRON TO MATCH PIPE OR FES INV. AND UNIFORM 4 DIA. SAN ITA RY ��\/i�//\ /\\/��`�/ V ;
\/\/\/�\i - F INAL
GRADE TO MATCH EXISTING RECEIVING STREAM INV. 06 - `�' 6AGKfFILL A. Contractor shall obtain all necessary approvals and construction permits from
W SE:Ep
f-'� SE:CT*UNDISTURE3EDEND OF PIPE OR FES l " � NHL SOIL MATERIAL � the Engineer/Owner/Town
B, The Engineer/Contractor shall hold a pre -construction conference prior to the
SEE PLAN 24" x 36" CURB INLET FRAME ��� I o �`� actual start date of construction.
GRATE, & CURB BOX -- "DEFY CONCRETE BRICK TO RAISE a
FRAME & GRATE TO PROP05M Z INITIAL C. At the re -construction conference, the Engineer with the Contractors
BROS. CH-�J-74D' OR EQUAL CONCRETE CURB q�y (� GRADING PLAN) N `-` P � g -
a L7 ASPHALT PAVING TC ELEV. DACKF ILL approval, shall issue the Notice to Proceed, which will include the actual date
d� 1.5 X STONE SIZE' (SEE PLAN) of expected mobilization to the site, a
6" MIN. f j, Q014
SEC IO / n o #67 STONE PIPE SPRING LINE D, It is the responsibiUty of the Contractor to locate and secure the necessary
FILTER BLANKET �� DEDDING - WORK ��; �, o a4.:; lands upon which to store construction Materials. All construction materials '
WELL UNDER ,,, p,. ` R• shall be secured behind a locked ate. O
DOTTOM OF PIPE 9 I - .
pG�a� E. Prior to any land disturbing activities at the construction site, the
Z 4 FT. DA. PRECAST 2' x 3' OP[TIING14"Contractor shall set in place those erosion control Measures necessary to L)
� REINFORCED CONCRI� S" 4'-0" 5 MIN. 6" MIN, DEDDING protect the specific area of disturbance to be undertaken. Prior to expanding
WELL GRADED STON
ll �w) MAN�tOl1; TO INCLUDE POPE OPENING 12" MAX. 12" MAX. the land disturbing actives, all support erosion control Measures must first be
SEE- PLANS f-OR- SIZG-C3 _ - MONOUT! tIC_ E3ASE,- RISER - 3a - MAX PIPE O.D. installed. w 'x
1.
-- Q W OUTLET AS N#�, AND ECCtTI- PLASTIC- COATM MANHOLE NOTES: -- _ ---�--
a � TRIO FLAT TOP SECTION STEPS ® 16" 0.C. F. Upon completion of preliminary clearing, the Contractor shall stake or flag
d D 10 6 1. SHORING AND DRACING REQUIRED DUE TO SOIL CONDITIONS OR DEPTH OI~ the construction limits at the site and the specific locations for all a'
SIZE AND ALIGNMENT OF E=XCAVAT ION SHALL CONFORM TO ALL APPL ICADLt OSHA RE=CULAT IONS• C O
nAN 0 ���> F IO' 6PIPE VARIES - SEE PLAN 2. NO ROCKS 4" OR LARCYR SHALL BE USED IN INITIAL DACKF ILL. structural components.
F.10 6'
5HAPt:D CONCRETE INVERT 3. ALL DACKF ILL MATErR IAL SHALL DE: SUITABLY NAT IVi- MATERIAL. `...
8 4. BACKFILL SHALL De TAMPED IN 6" LAYERS 1N TRAFFIC AREAS, G. The Contractor shall initiate the rough grading as necessary to site all
structures and excavate for installation of underground utilities. w -
,� c° 12'' IN NON -TRAFFIC AREAS. Whenever excavation depth exceed 5 feet in vertical measured distance, the
02P R_ A P APR.,0N NO SCALD " "a" • Contractor should not proceed further until necessary sidewatl shoring is in a a -
6 THICK LAYER N67,
, COMPACTED 5UBGRACE /� \ /place to protect employees working in the excavated trenches. r
VAatD STONE BASE R A V T Y PIF) � �
0H. Backfitling around all buried structures rust not proceed until inspection by .. -
_'j� p � C NO SCALE the Engineer/❑wner has been compteted. Backfilling around the structures shalt07 4F--T.
1 I� N ING be in accordance with proper procedures necessary to minimize settlement. The F� O
P I A. C I �. � ccorda ce t p p p v y ze e ,
area shalt be finish graded and immediately stabilized to minimize erosion. The O
Contractor shall coordinate with the Owner/Engineer to maintain a mini --stockpile r
NO SCALD �
of excavated material for future settlement remediation purposes.
I. Utility work within public access corridors should not proceed until the
Contractor has received the proper encroached agreements from the Engineer, All U -
encroachment agreements and Permits must be maintained by the Contractor at the
wL'J VARIABLE ,job site and available for public inspection,
o? WIDTH TOP OF CURB LINE J. When installing new work around existing utilities, the Contractor shall
notify the appropriate utility owner.
4'--0" MIN. ar 2.00' 4.00'4.10' � s. oo'
ff K. During the course of construction it shall be incumbent upon the Contractor
10"-0 MIN —� _ 0.00' ABOVE to maintain all erosion control measures. Upon final certification of project
"`` r by the Engineer, the Contractor may remove those temporary sedimentation and
BACK OF ■'�'" 0.42' BELOW 0.30' BELOWJ\\-0.18P BELOW erosion control devices as directed by the Engineer/Town/Owner.
cuR6 I N! D ASH PH ALT
SIDEWALK SLOPEE ,I SH E { ORANGE TENSAR CEOGRID PLASTIC FADRIC OR EQUAL CONSTPI'UCT ION SE__QUE:N O SCALE
NMS: .02' PER FOOT ON CONC. WALK
L AT TREEHPRESERVATTION ARE INSTALL TREE PROTOR TOP SOM L-CTION FENCE AT LOCATIONSAL SHOWNON GRADING PLAN. .04' PER FOOT ON EARTH
2. TREE PROTECT ION FENCE SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN TH& VICINITY OF THe EROSION CONTROL MAINTENANCE SCHEDULE
PROTECTED TREES IS COMPLETE.
J. NO STORAGE OF MATERIALS, FILL, EQUIPMENT, OR TRESPASSING %HALL DE ALLOWED Wl-ggN THE-- ---- - ------ - 1, ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND
DOUNDARY Of- THE PROT&CT&D AREA, THESE PROH M IT IONS :SHALL DE POSTED ON TH& PROT&CT ION FENCE. W R 1 I 035 r
•. t � B W
c- ■ 0.58 ' BELOW 0.47 BELOW 0 E�0 BELOW ❑PERATION FOLLOWING EVERY RUN-OFF PRODUCING RAINFALL, BUT IN NO CASE LESS THAN
o .. r "
R." E: P R"GTECT ION
cn N SEE DETAIL 08 ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL
03�-�NGN� NO SCALD
J FINISHED BASE PRACTICES AS, DESIGNED.
Z. THE SEDIMENT BASINS WILL BE CLEANED OUT WHEN THE LEVEL OF SEDIMENT REACHES 2.0' GENERAL
BELOW THE TOP OF THE RISER. GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDI�- DETAILS
■ MENT POOL NO LONGER DRAINS PROPERLY.
N0TE5 1. Maintain 50' max. between 1/2" expansion joints or rigid ■ �r �'� � j1.02' BELOW
objects. all concrete to be 3000 PSI. Contraction joints shall 1.14 BELOW
p ( ) 1.25' BELOW 1 0.84' BELOW 3. SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAPS AND BLOCK AND GRAVEL INLET8084180
be laced of 10 intervds or 15 if machine is used).
2. All concrete to be fr-lished with curbing compound FINISHED SUBGRADE PR❑TECTI❑N DEVICE WHEN STORAGE CAPACITY HAS BEEN APPROXIMATELY 50% FILLED. ISSUED: 4/13/00
6" 18" GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS DWG BY: SRM
1/2"R SECTIQN
x PROPERLY, c>�D E3Y: cE3M
REVISIONS
■. 3"R 1\8"R 2" 1-2 SURFACE COURSE STANDARD SPEC IF ICAT IONS .r r 4. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES AB❑UT SRM 8/e/00
0 3 Ff 0.5' DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAIN-- SRM 8/10/00
I k x x • r ■ ■ x ■ ■ xx . SRM 8/ 17/00
,C = . x •■x •■; ■. ■xr 28" BACK OF CURD TO CENTERLINE * O TAIN A BARRIER. cBM 9/5/00
■ x r x 6 COMPACTED ABC OF TRAVEL WAY FOR FINISHED SUDGRADE,
x
a" COMPACTED ADC FINISHED SUB EASE AND 5, ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED AC-
2" SRM 1o/1s/no
FINISHED ASPHALT
1-2 ASPHALT CORDING TO SPECIFICATI❑NS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE
VEGETATIVE COVER. SHEET NO.
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1.11
SPECIFICATIONS and GENERAL PROVISIONS
GENERAL PR❑VISIONS FOR PROJECT CONSTRUCTION
1. GENERAL
All construction 'shal( conform to the requirements and
dimensions on the construction plans, Engineer's Design
and Construction Standards, and applicable Codes of the Town.
2. QUALITY OF MATERIALS
It is the Intent of these Provisions to provide work efforts
materials free from defects in workmanship and product.
Equal materials not specified may be used provided
documentation and samples necessary for the Engineer to
determine their occeptabl(Ity and ISSUE A WRITTEN
APPROVAL are provided to him in a MINIMUM OF 14
DAYS before being brought onto the construction site.
Current standards and/or the latest revisions shall apply In
all cases where materials are described by these standards.
3, INSPECTIONS
The Contractor shall provide the necessary manpower and
equipment required as a part of the Inspection process.
The presence of the Engineer or Construction Inspector at
the work site shall In no way lessen the Contractor's
responsibility for conformity with the plans and
specifications. Should the Engineer or Construction
Inspector accept materials, or work that does not conform
with plans and specifications, whether from lack of
discovery or for any other reason, It shall In no way prevent
later rejection or corrections to the unsatisfactory materials
or work when discovered. The Contractor shall have no
claim For losses suffered due to any necessary removals or
repairs resulting from the unsatisfactory work.
Any work which has been covered without the
Construction Inspector's approval, shot(, at the
Construction Inspector's request, be uncovered and be
made available for inspection at the Contractor's expense.
Work performed before or after Town staff's normal work
hours or during the weekend or Town holidays shall
comply with the Town Code and shall Include only such
tasks that do not require observation by a Construction
Inspector, unless previous arrangements have been made
for overtime with the Town Inspection Services.
4, CLEARING AND GRUBBING
The work of clearing and grubbing shall consist of the
cutting, removal, and satisfactory disposal of all vegetation
and all surface debris. Clearing and grubbing shall be
conducted In a manner to prevent damage to vegetation
that Is intended to remain growing and also to prevent
damage to adjacent property.
5, EARTHWORK
Earthwork shall be defined as removal of earth or soft rock
from its natural location, or as the depositing of such
material Into fill areas as designated on the plans.
Rock excavation shall be defined, In the opinion of the
Engineer, as all ledge rock or boulders over 0.5 cubic yard
that cannot be excavated without blasting.
Fill material shall be free from construction material,
debris, frozen material, organic matter or unstable material.
For the top 2 feet below finished subgrade, no fill material
shalt be used weighing less than 100 pounds per cubic foot,
The top 2 FEET of backfitt material shall be Free from stones
greater, than 4 Inches.
For all areas under a proposed roadway, the top 12 Inches of subbase, and the
entire base course shall be compacted to a density of 100% maximum Standard
Proctor dry density as determined by AASHTO method T99. For that portion of
fill under roadways and extending at a slope of 1 to l beyond the back curb,
compact to a density of NO LESS THAN 95% of the maximum Standard Proctor dry
density as determined by AASHTO method T99. Fitt material shall be placed In
lifts of 8 Inches less of uncompacted soil.
6. MAINTENANCE OF TRAFFIC
When Construction occurs in a traffic zone, traffic control devices must be
erected, maintained, relocated and removed In accordance with the plans,
specifications, NCD❑T Supplement to the MUTCD, and the MUTCD.
The Contractor shall assume full responsibility for the continuous and
expeditious maintenance or replacement of all construction warning signs,
barricades, and other traffic control devices. The Contractor shall continually
review and maintain all traffic control measures to assure that adequate
provisions have been made for the safety of the public and workers. Failure to
maintain ott traffic control devices In a satisfactory condition shall be cause
for suspension of construction operations until proper traffic control is re-
established.
7. CONCRETE
Concrete shall be only plant -mixed or transit -mixed concrete conforming to ASTM
C33 for aggregates and to ASTM C94 far ready -mixed concrete. Any concrete
poured that has a slump over 4 inches as per ASRM C143, or has a batch time of
unacceptable.
mare than 90 minutes, wilt be considered halt not be s
poured when the air temperature is falling below 40 degrees F. AU concrete
when place In the forms shalt have a temperature of between 50 degrees F. and 90
degrees F. It shall be maintained at a temperature of not less than 50 degrees
F for at least 72 hours For normal concrete and 24 hours for high early strength
concrete, or for as much time as Is necessary to secure proper rate of curing
and designed compressive strength.
Concrete shall. be air entrained with 5-7% air. Retarders and accelerators shall
be used only as directed by the Engineer.
8, PROJECT ACCEPTANCE PROCEDURES
All Improvements Intended for public maintenance are eligible for acceptance by
the Town/ rgineer followin the procedures outlined below,
a. After te Installation o'' Improvements In accordance with the
Town/Engineering Design and Construction Standards, and with plans approved by
the Engineer, the Owner/Developer, or, State Shall the Construction
Inspector/Engineer schedule a warranty Inspection,
b. The Engineer wilt respond with a punch list within 5 days after the
inspection.
c, The Owner/ Developer/Contractor must complete all Items indicated on the punch
list, and any additional items noted, within 30 days
of the date of the final inspection, or the punch list will be void, The
Owner/Developer/Contractor must then request another warranty Inspection.
d. Upon the acceptable completion of ail punch list Items and payment of an
y
outstanding fees, the Owner/Developer/Contractor will receive an acceptance
letter --from the Engineer- This -occeptance begins a warranty.. for materials- and
workmanship of not less than I year in duration from the date of acceptance.
The warranty will be to the Town from the Owner/Developer or Contractor.
e, Sixty days before the end of the warranty period, the Owner/Developer or
designee shall request a final inspection from the Engineer/Town.
f, The Engineer will respond with final acceptance or a punch list on
workmanship or materials within 10 days after the Inspection.
g. The Owner/Developer or Contractor must complete all Items Indicated on the
punchtist, and any additional items noted, within 30 days or the punch list will
be void. The Owner/Developer or Contractor must then request another final
Inspection.
h. Upon the acceptable completion of all punch list Items, the Owner/Developer
or Contractor will receive a letter of acceptance from the Engineer.
Until a letter, of final acceptance has been Issues, all materials and
workmanship are the responsibility of the Owner/Developer/Contractor.
9. C❑NSTRUCTI❑N SEQUENCE
a. Contractor shall obtain all necessary approvals and construction permits From
the Engineer/Owner/Town .
b. The Engineer/Contractor shalt hold at pre -construction conference prior to the
actual start date of construction.
c. At the pre -construction conference, the Engineer with the Contractors
approval, shalt Issue the Notice to Proceed, which will Include the actual date
of expected mobilization to the site.
d. It Is the responsibility of the Contractor to locate and secure the necessary
lands upon which to store construction materials. Ali construction materials
shall be secured behind a locked gate,
e. Prior to any land disturbing activities at the construction site, the
Contractor shot( set In place those erosion control measures necessary to
protect the specific area of disturbance to be undertaken. Prior, to expanding
the land disturbing actives, all support erosion control measures most first be
Installed.
f, Upon completion of preliminary clearing, the Contractor shall stake or flag
the construction limits at the site and the specific locations for all
structural components.
g. The Contractor shall Initiate the rough grading as necessary to site all
structures and excavate for Installation of underground utilities.
h. Whenever excavation depth exceed 5 feet In vertical measured distance, the
Contractor should not proceed further until necessary sidewall shoring Is in
place to protect employees working in the excavated trenches.
r until Inspection i. Backfillln around all burled structures must not proceed u tb
9 PY
the Engineer/Owner has been completed. Backfit(ing around the structures shall
be in accordance with proper procedures necessary to minimize settlement. The
area shall be finish graded and Immediately stabilized to minimize erosion. The
Contractor shall coordinate with the Owner/Engineer to maintain a mini -stockpile
of excavated material for future settlement remediation purposes.
J. Utility worst within public access corridors should not proceed until the
Contractor has received the proper encroached agreements from the Engineer. All
encroachment agreements and Permits must be maintained by the Contractor at the
job site and available for public Inspection,
k. When installing new work around existing utilities, the Contractor shall
notify the appropriate utility owner.
L During the course of construction It shall be incumbent upon the Contractor
to maintain all erosion control measures. Upon final certification of project
by the Engineer, the Contractor may remove those temporary sedimentation oral
erosion control devices as directed by the Englneer/Town/❑wner.
INSTRUCTIONS,.IQ BIDDERS
EXAMINATION OF SITE:
All bidders submitting proposals for this work shall examine
the site and shall take into consideration all such
conditions as may affect the work under this contract. Failure to
examine site will not relieve the successful bidder from the necessity
to provide work that may be required to complete the work without
additional cost to the owner.
EXPLANATION TO BIDDERS:
Questions as meaning of the drawings and specifications should be
promptly communicated to the Owner and of Engineer for interpretation
In the event of unresolved discrepancies or ambiguity in the
documents, the Owner will be the final judge on plan interpre-
tation.
PREPARATION AND SUBMISSION OF BIDS:
Bids shall be submitted on the forms furnished and shall be
properly signed. Bids containing any conditions, or irregularities
of any kind, may be rejected by the Owner. Submit original and two
copies. Bid opening shall be private.
AWARD OF CONTRACT:
The Owner reserves the right to waive informalities and to accept
the bid that is in the best interest of the Owner; also, to accept
any item in the bid unless otherwise specified.
REJECTION OF BIDS:
The Owner reserves the right to reject any and all bids.
CONTRACT FORMS:
The Standard AIA Document A111 Owner/Contractor Agreement -latest
Edition shall be used. All work will be under a single --
construction contract.
GENERAL:
The "General Conditions of the Contract for Construction;" Standard
Form of the American Institute of Architects, Form A-201, 1987
edition, shall be used except as the some may be inconsistent
herewith, and ore made a part of this specification, and
incorporated by reference as a part of the Contract.
Where any article of the AIA "General Conditions" is supplemented
hereby the AiA provision of such article shall remain in effect.
All the Supplementary Conditions shall be considered added
thereto. Where any portion of such article is amended, voided or
superseded thereby, the provisions of such article not so
specifically amended, voided, or superseded shall remain in affect.
Where any article or portion of an Article conflicts with the Laws
of the State of the location of the project, such Article, or
portion of the Article is hereby stricken,
PAYMENT:
Use Standard AIA Document G702 with G703 Continuation Sheets.
Submit for approval a schedule of values prior to the first
request for payment. Payments shall be made monthly based on 9b%
of the work completed and accepted.
INSURANCE COVERAGE:
The Contractor shall maintain full insurance coverage to protect
his and the Owner's interests. The following minimum coverage
shall be provided. Submit evidence of insurance with the contract.
1. Workmen's Compensation ........ as required by low in the
applicable State.
2. Comprehensive General Liability:
a. Bodily Injury.............$500,000/$1,000,000
b. Personal Injury ........... $500,000/$1,000,000
3. Contractual Liability.
a. Bodily Injury.............$500,000/$1,000,000
b. Personal Injury ........... S500,000/si,000,000
4. Personal Injury...............$500,000
5. Comprehensive Auto Liability..$100,000/$300,000/$100,000
6. Builder's Risk................100% of the value of the contract
All insurance policies and certificates for work performed shall
They show the Owner as an additional named insured party. Y art T e must
also state that coverage afforded under the policies shalt not be
canceled without thirty days prior notice to the Owner as
evidenced by the return receipt of a registered letter.
COMPLETION TIME:
The Contractor will submit a schedule for Owner's approval. When
approved by the Owner, the schedule will set the time of completion
for the project.
GUARANTEE:
Contractor will guarantee all material and workmanship for one year
after the completion and acceptance or occupancy by the Owner,
in addition to any specific manufacturer's warranty of one year or
more.
DIVISION 1: GENERAL REQUIREMENTS
SCOPE OF WORK:
Work to be performed under this contract shall include all rock
demolition, site work, building construction, and improvements
to the property designated in the Construction Documents. The
intent of the Construction Contract is to provide the sitework and
utilities construction, as set out on the Plans,
complete a quality and workmanlike manner ready for operation and
certifiable by the design engineer. All work shall be in
accordance with all applicable State and local building codes and
requirements. The Contractor shall include obtaining and payment
for all necessary permits and certificates of inspection.
PLANS:
The plans are drawn to scale and show the intent and
extent of site work and site details to be accomplished under
this final site plan and/or grading plan and/or land-
scaping plan as provided by the Owner. The Contractor shall
coordinate the services to be provided with the
Professional Engineer registered in the State where the project is
to be constructed and use these drawings and any other drawings
necessary to obtain all permits.
DEFINITIONS:
"The Owner" as used herein shall be taken to mean Jacksonville Country Club,
2201 Country Club Rd., Jacksonville, NC, 28546, ATTN: Mr. Mr. Michael Faye
1 4 -98 9 0 3 4 6 0
START OF WORK:
Work shall be started upon written order of the Owner, and the
entire project shall be completed as stipulated in accordance with
the terms and provisions of the Contract ,Documents.
COOPERATION:
The contractor shall coordinate the work of all sub --contractors, so
as to facilitate the general progress of the work. Each trade
shall afford all other trades every reasonable opportunity for the
installation of their work.
ENGINEERING AND LAYOUT'
The Contractor shall coordinate all sub -contractors in checking the
location of all work, to assure that all site work wilt be correct.
STANDARDS:,
Any material specified by reference to the number, symbol or title
of a specified standard such as a Commercial Standard, a Federal
Specification, a Trade Association Standard, or other similar
standard, shall comply with the requirements in the latest revision
thereof and any amendments thereto.
MANUFACTURER'S DIRECTIONS:
All manufactured articles, materials and equipment shall be
applied, installed, connected, erected, used, cleaned, and
conditioned as directed by the manufacturers unless herein
specified to the contrary.
CLEANING AND TOUCH -UP -
All surfaces shall be cleaned and in proper condition prior to
final certification of site work completion by the Engineer.
Shop -priming, if damaged, shall be repaired to original condition
prior to painting or concealing.
DEMOLITION DEBRIS --BLASTING: .
All blasting rubble (rock) shall either be placed or stockpiled where
specified on the plans and as directed by the Engineer.
TEMPORARY UTILITIES:
The Contractor shall provide temporary telephone, water and
electrical service to the job site and pay for some. Subcontractors .
on the job (shall arrange with the Contractor for the use of these
facilities. The Contractor shall provide any heat or temporary
closing -in of the building which may be required.
TEMPORARY TOILET FACUTiES:
The Contractor shall erect and maintain a toilet facility for all
workmen on the job. The type of facility shaii be in compliance
with the requirement of the local Health Department.
WORK BY OTHERS:
The Contract Documents may call for certain items to be supplied by the
Owner or others and 'installed by the Contractor. Other items may
be furnished and installed by the Owner or others. The
Contractor shall coordinate the work of all trades, and
cooperate in the preparation of surfaces, dimensions, and utilities
for work to be performed by the Owner or by others. Errors in
locating services shall be corrected at no additional cost to the
Own er.
CONFLICTS AND ERRORS:
If there is a conflict between the plans and specifications, the
specifications shall take precedence unless specifically
indicated otherwise by the Owner or Owner's representative. It
shall be the Contractor's responsibility to notify Owner of any apporant
conflicts, omissions, deletions, or errors in the plans or
specifications discovered during the bidding period for
clarification or during the course of construction before
continuing the work affected.
ALLOWANCES:
Any allowances in the contract shall be clearly identified to the
Owner. The allowances shall be net and sholl not include the
Contractor's profit and overhead. Prior to spending any money on
Contract allowances, the Contractor shall prepare a detailed budget
to be used for a Project change order which credits the amount of
the allowance and debits the cost of the change order, such that
the change order nets out the effect of the allowance versus newly
contracted costs and the change order becomes a new overall Project
contracted cost.
Allowances for materials shall include freight and tax.
Installation should be included in the allowance unless otherwise
stated in the allowance. Upon approval of the change order
specific to the allowance, the schedule of values shall be adjusted
to reflect the net cost of the change order.
UNIT PRICES:
Unit prices, when requested, shall include profit, overhead,
and installotion complete -in -place, unless stated otherwise by Owner.
SUBMITTALS AND SUBSTITUTIONS:
Items for substitution shall only be approved if submitted in
proper time and if considered by the Owner to be of equal or better
quality.
Shop drawings shall be submitted to the Owner for approval. The
Contractor should furnish shop drawings on all items normally
furnished to an Owner whether specified or not. The Contractor
is responsible for checking all shop drawings for dimensions and
compliance with the specifications prior to submitting the shop
drawingo he Owner forapproval. wner review i only for
t t 0 e o 0 s o y
conformance with the design intent of the project and compliance
with Information given in the Contract Documents. Shop drawings
review does not imply or indicate approval of variations in the
Contract Documents or design requirements. The Contractor is
responsible for dimensions and quantities to be confirmed,
for information that pertains solely to the fabrication processes
and/or techniques of construction and for coordination of the
work with all trades.
AS -BUILT DRAWINGS:
The Contractor will furnish to the Owner and the Engineer two sets of
As -Built drawings. Construction drawings shall be maint,:iined at the job
site throughout the construction of the Project and marked as
changes are approved and made, and the exact location with
dimensions of underground utilities. Any Changes or deviations should be
initialed and dated by Contractor and Owner's representative.
QUALITY CONTROL:
The Contractor shall Immediately notify the Owner of any conditions
encountered during construction that appear unstable or are
different than those described. The Owner will inspect and
approve all changes or deviations from the approved Project plans
and specifications before the Contractor proceeds. No extra
payment will be .made for any additional work performed without the
Owner's approval.
PROJECT CLOSEOUT
The site shall be cleared of all construction debris and cleaned
SOIL TREATMENT:
Furnish and install chemical treatment to prevent termite
infestation for all areas to be covered by building slabs, footings
and sidewalks.
The termite control applicator shall be registered and licensed by
the governing State or local authority to perform this type work.
Chemicals shall be delivered in factory sealed containers. Prepare
working solution by diluting with water as recommended by the
manufacturer.
Petroleum based toxicants shall not be used.
Upon completion of soil treatment, and as a condition of payment
and acceptance, furnish Owner a written insured guarantee.
SITE UTILITIES:
Properly sized and located water service, electrical service, gas, sanitary
sewer, and storm sewer connections shall be provided as indicated on the
site plan and diagrammed on the building plans.
Trenches and excavations for drainage pipe, sanitary pipe, gas,
lines, underground electrical conduit, and water lines shall be
backfilled with approved materials, compacted as specified.
SITE DRAINAGE:
Furnish and install storm drain pipes, catch basins, curb inlets, -
grating, frames, manholes and related items.
Fine grade and shape all paved and unpaved areas to properly drain
in accordance with site plan.
All pipe 15 inches and over should be reinforced concrete or fully
tooted metal pipe with paved invert. Pipe 12 inches and under
may be concrete, Class 200 PVC, or approved equivalent.
Storm drainage structures may be precast or cost -in -place
reinforced concrete, or constructed using concrete brick. The
Contractor should provide all structures with reinforced concrete
tops or cast iron grates or manhole covers. Ali structures within
10 of a paved area should hove heavy traffic bearing grates or
manhole covers. Underground stormwater containment or .
detention devices should be either of concrete pipe or corrugated
metal pipe, and if under a paved parking area, the device and
its installation should be such that can withstand HS 20 truck
loading surcharges.
When buildings ore located within 20' of the property line, all
building downspouts should be connected with either a hard surfaced
stormwater device or underground pipes to the parking lot and its
storm drainage system.
If no other solutions are available, splashblocks and diversion
swales shall be provided.
The heights of storm drainage structures shall be adjusted so that
the site drains properly as intended on the drawings within the
slope limits.
CONSTRUCTION SEQUENCE
completely prior to final inspection.
1. Contractor
shall confirm by field staking, the location of all underground utilities to be avoided, demolished,
The Contractor shall provide the Owner with copies of all
or extended.
inspection certificates, bonds, and guarantees at the final
2. Contractor
shall field identify all surfoce structures to be demolished, ie buildings, retaining walls,
inspection,
pavement,
utilities etc. Confirmation by Owner/Engineer of demolition limits shall be confirmed in the
Upon the completion of the Project, the Contractor shall provide
field prior
to actual work effort.
��
the Owner with two sets of red lined prints of all construction drawings,
changes or deviations.
3. Locate and disconnect or re-route all service utilites. Coordinate the work efforts of other utility
providers, ie
electric, telephone, gas, water & sewer.
Upon the completion of the Project. the Contractor shall provide
the Owner with two complete sets of all shop drawings, brochures
4. Install temporary
Erosion Control Measures.
and the like, all as submitted by the various subcontractors and
5. Demolish all
surface and underground structures as directed on the Plans. Clear all debris from site and
suppliers.
stockpile all rock rubble to be used as drainage rip --rap.
Before final payment is made, Contractor shall provide waiver
of lien for the project and for all materials and subcontractor
6. Contractor
shall field stake for grading and confirm limits and elevations with Engineer. The Engineer's
labor incorporated into the project.
Plans show
design intent, however, field conditions may vary. Confirmation of field measures is necessary
prior to grading.
7. Contractor
shall install underground utilities to within 5.0 ft. of building foundations. Temporary power,
SITE DRAWINGS: DIVISION 2: 517E WORK
water, sewer, and telephone shall be provided to support necessary on site functions, ie, Pro Shop, Swim-
ming Pool
and Cart House.
The Owner shall provide the Contractor with final site drawings for the work
intended. The drawings may depict the total project as well as phased
8. Contractor
to install surface drainage facilities,
construction intent. The Owner will identify the limits of work applicable
to the contract for which these Specifications and the plans shall apply.
9. Contractor
to install all concrete curb edging adjacent to new or existing asphalt pavement.
The Owner and Engineer will provide to the Contractor the required site
construction permits applicable to the contracted intent, prior to the start
1d• Contractor
to istall asphalt subgrade &loose stone as soon as possible.
of construction.
11. Final road
grading and asphalt construction shall be delayed until all heavy construction is complete on!
Clubhouse.
SUBSURFACE CONDITIONS: I
.
All site work is based on "unclassified Excavation" making it incumbent
12. Contractor
to complete all lonscaping, weather, and climate conditions permitting landscape designer to
upon the Contractor to be familiar with all subsurface conditions.
Inspect.
-Unless furnished by the Owner, the Contractor shall obtain a
- -by -soils- --
-13.--Contractor
---ta- provide - as -built ---changes -as--marked-up--set--of blue prints.
subsurface report prepared o engineer,
Foundotions/Footings shall be based upon the local governing
14. Engineer to final inspect all Civil-5itework and Landscaping.
building codes as recommended by the subsurface soil report.
If the Contractor encounters conditions that are unsuitable
15. Contractor
to remove all temporary Erosion Control measures and re -fortify all rip -rap channels as
or vary from the report, he shall contact the Owner
necessary.
.
immediately.
LAYOUT:
The Contractor shall make certain that there are no
PERMANENT SEEDING:
encroachments into setbacks, easements, property lines,
.
restrictions, or other similar boundaries.
The Contractor shall protect and preserve all trees, other
SEEDING SCHEDULE
landscaping, or any other feature of the site identified as
Shoulders, Side Ditches, Slopes (Max. 3:1)
items that are to remain on the approved plan.
The Contractor is responsible for the soil erosion control measures set
2AITL TDIL PLANTINQ R6IL
out on the approved plan, as well as the installation and continued
maintenance of the erosion control devices installed during the construction period.
Aug 15-Nov 1 Tall Fescue 300 Ibs/ocre
EROSION CONTROL:-
Nov 1-Mar 1 Toll Fescue 300 Ibs/acre
Erosion control shall be installed and maintained in accordance
and Abruzzi Rye 25 lbs/acre
Mar 1-Apr 15 Tau Fescue 325 lbs/acre
regulations, and ordinances. Obtain approval
with local codes, re 9 PP
Apr 15--Jun 30 Hulled Common 25 tbs/acre
as required prior to commencing work.
Bermudogross
SITE CLEARING:
Jul 15-Aug 15 Tail Fescue and 120 Ibs/ocre
***Browntop Millet 35 Ibs/acre
Furnish all materials, equipment and labor, clearing, excavating,
***or Sorghum-Sudon 30 Ibs/acre
removal of rubbish, trash and other noted items, filling, grading,
Hybrids
and related items necessary to complete clearing of site where
Slopes (3:1 to 2: 1)
shown and specified.
on to determine extent of work necessary.
Refer to the Site PiY'
Mar 1-Jun 1 Sea Lespedeza 50 Ibs/acre
(c
scarif(ed} and
Remove trees, shrubs, grass and other vegetation as shown and
Mar 1-Apr 15} Add Tall Fescue 120 lbs/acre
as required to permit new construction. Removal includes digging
Mar 1-•Jun 30 Or Add Weeping Lovegross 10 lbs/acre
�Mor
out stumps and roots and the grubbing of gross and other
9 9
r A it Common Ibs cre 1-�Jun 30) O Add Hulled Co 0 25 a
) /
vegetation together with subsequent off -site disposal. Rock blasting
Bermudagross '
is also included.
Jun 1-Sep 1 ***Tall Fescue and 120 ibs/acre
Br watop Millet 35lbs/ocr e
Dispose of waste materials, including trash, debris and excess rock and/or
***Or Sorghum -Sudan 30 Ibs/acre
topsoil off Owner's property. Burning waste materials on the
site is only permitted, by permit from the Town. The Contractor is responsible
Hybrids .
Sep 1-Mar 1 Sericea Lespedeza 70 Ibs/acre
for all burning permits. Storage of materials, debris or parking of equipment
(unhulled-onscar! fied)
and Tali Fescue 120 Ibs/ocre
shall not be permitted within the drip line of trees to remain on site.
(Nov 1--Mar 1) Add Abruzzi Rye 25 ibs/acre
Depressions caused by clearing and grubbing operations shall be
filled with satisfactory soil materials unless further excavation
Consult Conservation Engineer or Soil Conservation Service for
or earthwork is required. I
additional information concerning other olternotives for
Place fill materials in horizontal layers not exceeding 8 to 10
vegetation of denuded areas. The above vegetation rotes are
those which do well under local conditions; other seeding rate
inches loose depth and thoroughly compact each layer. 1 All fill
combinations are possible.
shall be tested by a soils engineer. Rock rubble fill is not considered a
structural fill unless Certified by a local soils Engineer.
'**Temporary -Reseed according to optimum season for desired
permanent vegetation. Do not allow temporary cover to grow over
DEMOLITION: [ROCK BLASTING]
12' in height before mowing, otherwise fescue may be shaded out. ,
The Contractor is responsible for obtaining any demolition permits
that are required. All demolition (ROCK) is to be removed from and/or
properly disposed of on and off the site.
SEEDBED PREPARATION
The Contractor is responsible for conforming to any required
1. Chisel compacted areas and spread topsoil 3 inches deep over
procedure (including permitting, analysis, or prudent discovery)
adverse soil conditions, if available.
regarding the demolition, removal, and proper disposal of
2. Rip the entire area to 6 inches depth.
hazardous substances in accordance with local, state, or federal
regulations.
3. Remove all loose rock, roots, and other obstructions leaving
surface reasonably smooth and uniform.
EARTHWORK:
4. Apply agricultural lime, fertilizer, and superphosphote
Furnish and install/perform all general excavation, footing
uniformly and mix soil (see below*).
excavation, filling, backfilling, stripping of topsoil, site
grading rock blasting and related items necessary to bring the subgrode
5. Continue tillage until a well -pulverized, firm, reasonably
to proper contour.
uniform seedbed is prepared 4 to 6 inched deep.
Provide the Owner with a copy of the soil engineer's compaction
6. Seed on a freshly prepared seedbed and cover seed lightly
test results. The number and location of the compaction tests, I
with seeding equipment or cultipack after seeding.
if required for the site, will be established by the Owner and
7. Mulch immediately after seeding and anchor mulch.
the cost of same will be paid by the Owner.
Excavate topsoil and stockpile on site. Respread. topsoil over
8. inspect all seeded oreos and make necessary repaira or
areas to be planted or seeded. Dispose of surplus topsoil as directed
reseedings within the planting season, if possibie. If stand
by Owner and/or Engineer.
should be over 60% damaged, reestablish following original
lime, fertilizer and seeding rates.
Structural fill should be free of large stones and organic
material, placed in layers and compacted with proper equipment to
9. Consult Conservation Inspector on maintenance treatment and
fertilization after permanent cover is establised. .
a minimum 95% of the Standard Proctor maximum dry density (ASTM
D-698), and this requirement should increase to 98% for the final
*Apply, Agricultural Limestone - 2 Tons/Acre
foot beneath any pavements, sidewalks, building or structural
Fertilizer - 10-10-10 Analysis of 800-1,000 Ibs./Acre
slabs, and footings, or as otherwise recommended in the soils
Superphosphate - 500 ibs./Acre of 207E Anolysis
report,
p
Superphosphate.
Mulch - 2 Tons (Approx. 80 Bales) Small Grain Straw/Acre
The entire site shall be graded to drain properly. All trenches
Anchor - Tack with Liquid Asphalt of 400 golions/Acre or
Emulsified Asphalt of 300 gallons/Acre
for outside utilities shall be properly backfilled and tested.
. .
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FOR CONSTRUCTION
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PAVING AND SURFACING:
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Furnish and install all curbs and gutters, paving, marking stripes
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and sidewalks as shown on the site plan and rioted herein.
.
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.
Smoothness: The surface of the completed work, when tested with
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a ten (10) foot straight edge shall not contain irregularities in
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excess of 1/4 inch.
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ASPHALT PAVING:
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Apply hot -mixed asphalt paving surface course when atmospheric
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temperature is above 40 deg F and rising, when base is dry and
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when temperature has not been below 35 deg F for 12 hours
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immediately prior to application. Base course may be placed
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when air -temperature is above 30 deg F and rising as long as
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ground is not frozen or wet.
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MATERIALS
A. General: Use locally- available materials and aggregate
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gradations that exhibit a satisfactory record of previous
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installations.
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B. Coarse Aggregate: Sound, angular crushed stone or crushed
01 " .5
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gravel, complying with ASTM D 692-88.
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C. Fine Aggregate: Sharp -edge natural sand or sand prepared
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.from stone, gravel, or combinations thereof, complying with
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ASTM D 1073. 110
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D. Mineral Filler: Rock or slog dust, hydraulic cement, or
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4; Cd i� In m� 7�
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other inert material complyin ' with ASTM D 242.
E. Asphalt Cement: ASTM D for
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#38 viscosity -graded material;
[ to 1.
ASTM D 946 for penetration -graded materials.
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F. Prime Coat: Cut -back asphalt, ASTM D 2027; MC--30; MC--70, or
.d O .4 bA B W
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Areas paved 2with asphalt shall have a minimum of 1 1/2" asphalt
...,
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over ❑ 6" compacted aggregate base course, but in all cases should
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equal the required local thickness. The building's service area or
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areas subject to truck traffic shall have a minimum thickness of 2"
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asphalt over 8" compacted aggregate base course.
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Spreading Base and Surface Courses: For all areas of more than
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1,000 square yards, asphalt base and surface courses shall be
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spread and struck off with a paver. Any irregularities in surface
� R E. 5. 1 = 4 .�A
of pavement course shall be corrected directly behind the paver.
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Compaction - Asphalt Base and Surface: Rolling shall start as
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soon as the hot mix material can be compacted without .
displacement. Rolling shall continue until thoroughly compacted
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and all roller marks have disappeared,
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CONCRETE PAVING:
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Refer to Division - Concrete for Materials Specification
3 as Sp
PERFORMANCE
4.
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Curb and Gutters shall be installed as indicated on plans.
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Sidewalks shall be 5' in width and poured 4 thick over well tamped
`' 11", . ,' ' ,
':,�`,1"I" "`,�.,
earth base, with outside edges thickened and reinforced. Slope to
drain. After troweling, broom lightly before final
'` `.
screedin and set.
9 9� 9 Y°'"'*\
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Provide control joints at 5'-•0".
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Concrete Placement and Finishing: Ready mixed concrete hauled
.
in truck mixers or truck agitators shall be deposited in place
I
within 90 minutes from the time water is added to the mix.
Concrete shall not be placed on a wet or frozen subbase. All forms
shall be thoroughly cleaned, secured in position, and coated with
a form -release agent. Concrete shall be placed, struck off.
.
consolidated, and finished to plan grade with a mechanical
.
finishing machine, vibrating screed, or by hand -finishing methods
.
when approved, in lieu of fixed forms, the contractor may place
concrete with a slipform paver designed to spread, consolidate,
.
screed, and float finish the freshly placed concrete in one
. .
complete pass of the machine. Pavement shall be pitched to area
drains or perimeter areas to remove water.
�'�
After concrete has been struck off and consolidated, a bullfloot
"7'
may be used to remove any high or low spots. Bullfloot use shall
;.
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be confined to a minimum. A final skid -resistant finish shall be
made with a burls dra or broom. . .
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Joints -- unless shown on the project drawings a jointing plan
.I
shall be prepared by the contractor and approved before paving
I .
begins.
isolation joints (expansion joints) shall be used to isolate
1.
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fixed objects abutting or within the paved area. They shall
, . -
contain premolded joint filler for the full depth of the slob.
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When approved, the Contractor shall be permitted to make minor
.
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adjustments in joint location to -make them coincide with drainage
• _- A,or
other structures.
Curing - Concrete shall be cured by protecting it against loss of
a <�
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moisture, rapid temperature change, and mechanical Injury for at -
+�,. L) �
least 3 days after placement. Moist curing, waterproof paper,
.
white polyethylene sheeting, white liquid membrane compound, or
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a combination thereof may be used. After finishing operations
•,
have been completed, the entire surface of the newly placed
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concrete shall be covered by whatever curing medium is applicable
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to local conditions and approved by the engineer. The edges of
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concrete slabs exposed by the removal of forms shall be protected
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immediately to provide these surfaces with continuous curing
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treatment equal to the method selected for curing the slab and
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curb surface.
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- PAVEMENT MARKINGS: -----
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Parking stripes should be 4" wide chlorinated -rubber base traffic
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lane marking paint, factory mixed, quick drying, and non -bleeding.
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Color of stripes is to be white.
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Sweep and clean pavement surface to eliminate loose; material and
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dust.
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Apply paint with mechanical equipment to produce uniform straight
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edges. Apply at manufacturer's recommended rates to- provide
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minimum 12 to 15 mils dry thickness.
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WHEEL STOPS:
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Secure wheel stops to hot -mixed asphalt pavement with not less than
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two 3/4-inch diameter galvanized steel dowels embedded in precast
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concrete.
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BOLLARDS:
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Bollards shall be 6" diameter steel pipe, 8'--O" long filled with ',
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concrete set in 2'-O" diameter by 4'-O" footings and project 4'
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above finished grade, unless otherwise noted on plans.
Refer to the site plan for bollard locations
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Bollards should be provided at any equipment located within 10' of
any paved area.
P_.)
LANDSCAPING:
.
Seeding: All areas disturbed should be provided with topsoil,
fertilizer, seed and mulched in order to establish cover.
�
I
Contractor should provide a uniform, healthy, weed -free stand
of grass in all lawn areas. Slopes steeper than 2 to 1 shall
not be permitted unless approved by the Owner. If permitted by
Y
Owner slopes steeper than 2 to 1 shall be planted with ground
cover. Remove from the site and dispose of all soil, stones, and ��
debris left after landscaping operations.
••
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Planting: Contractor should provide planting in accordance
with the landscaping plan. Planting should be sufficient to
I I
meet the requirements for erosion control and the minimum .
I
requirements for local landscaping ordinances.
install plant materials after final grades are established and
prior to seeding of lawn areas unless specified otherwise. If -
., .
I
installation of plant materials occurs after seeding, protect
lawn areas and promptly repair damage to lawns resulting from
.
planting operations.
PLAN COMPLIANCE:
All landscaping must comply with the local approved erosion control
' .. .
plan and landscape pion.
GENERAL
DIVISION 3 - CONCRETE .
SPECIFICATIONS
I
Furnish and install all concrete for footings, subslobs, outside
AND
slabs, bases for light poles, bases for signs, all other concrete
PROVISIONS
'
items, all necessary forms, and gravel fill under slabs.
.
200041820
'
Concrete: Ali concrete for this work shall be furnished by a
.
concrete mixing plant. Cement shall be ASTM C-150, type 1A air
entrained Portland Cement. Fine aggregate shall be crushed stone
ISSUED: 4 13 OQ
or gravel having hard durable uncoated particles ranging in size
DWG BY: SRM
from 1" down to 1/4". All concrete shall be designed to develop a
CKD BY: ' CBM
minimum compressive strength of 3000 psi at 28 days. Slump shall
not exceed 4".
REVISIONS
Reinforcement: Metal reinforcement for footings shall be standard
. '
intermediate grade deformed bars of sizes shown. Reinforcing bars
SRM
8/8/00
Sim'
8/10/00 I
shall be in accordance with ASTM A615 billet steel. Grade 60.
.
SRM
8/17/00
Reinforcement for slabs shall be welded wire mesh conforming to
CBM
9/5/00
ASTM A185 "Welded Steel Wire Fabric For Concrete Reinforcement.".
• .
Reinforcement should be free of oil, grease, rust and debonding
.
agents. It shall be lapped and bent in accordance with CRSI
recommendations.
The Contractor should provide shop drawings for reinforcing and
'
special conditions.
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SHEET N0.
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FOR CONSTRUCTION
I�dY
SPECIFICATIONS and GENERAL PROVISIONS ,� . ;
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PST I —, GENERAL . .� w r t ,,.. .2 �
Expansion Joints: 1 2" thick asphalt saturated CELQTEK expansion LQy exterior wythes with bed (horizontal) and head (vertical) joints between units com- PRE -CAST CONCRETE MANHOLES:
P / P P PERFORMANCE: Provide unit masonry that develops the following installed compressive pletely filled with mortar, Top of bed joint mortar may be sloped toward center of walls. '''" d
. joint material, in accordance with ASTM D1751. stren th (fm) at 2t8 da�s. The followin standards are referenced for materials s ecified. ""'"'
1. F r oncre a unlit masonry, fm � 2,000 psi Butter ends of units with sufficient mortar to completely fill head joints and shove into g P )4
Metal Accessories: Spacers, chairs, ties, and other devices place. Do not furrow bed joints or slush head joints. Remove any fins, which protrude t° "'J<.
2. For brick unit masonry. fin = 2,000 psi ASTM C478 PRECAST REINFORCED CONCRETE MANHOLE SECTIONS
necessary for properly placing, spacing, supporting and fastening into grout space, ASTM A48 GREY IRON CASTINGS CLASS 30 MINIMUM ��,,' ^
QUALITY ASSISTANCE: Comply with ACI 530. ASCE 6 { ) �atis,Yti��ii,u`„r��.�
reinforcing steel shall be H1C0 Corp. of America or equal. p Y / (95) Specifications for Masonry A5TM 536 DUCTILE IRON CASTINGS
"I
,\ t�J�i`/ r
„ Structures", or latest edition, Obtain mortar ingredients of uniform quality, including Lay hollow concrete masonry units with full mortar coverage on horizontal and vertical _ti��' t`�o��
Gravel Fill: Gravel fill under slabs shall be graded from 3/8 - ,
,. color for exposed masonry, from one manufacturer for each cementitious component _ � ,_, .. ,
minimum to 1-1/2 maximum, face shells. Bed webs in mortar in starting courses on footings and in all courses of The Contractor shall deliver shop drawings in accordance with the General o 1,,,
and from one source and producer for each aggregate. Prevent grout, mortar, and soil
Construction Joints: 22 gouge formed tongue and groove joint staining the face of masonry to be left exposed or painted. piers, columns, and pollsters, and where adjacent to cells or cavities to be filled with grout. Conditions and General Requirements to the Engineer. M.
.z x
9 9 9 9 J For starting courses on footings where cells are not routed spread out full mortar bed - U)
Do not la units that are wet or frozen, g g g � _
No. 95 by Heckmann, #8165 by Vulcan or equal. Y I including areas under cell. Where solid CMU are shown, la with full mortar head and bed The manholes shall be precast concrete and shall be installed . `�
Remove masonry damaged bby freezing conditions. g y "-,dad q
Concrete Seater: Pofyseal by Chem -Masters Corporation, Chagrin P�l4t_ II -MATT=RiALS joints, Do not wet concrete masonry units. Fill vertical head joints (end joints between complete with the frames, covers and flexible sleeve boots as speecified herein. I �,,��M * I` 11
Falls Ohio, Seal Tight CS-309 b W.R. Meadows, Inc. or Dress and units) solidly with mortar from face unit to a distance behind face equal to not less Excavation shall be made to the required depth and a foundaation installed as '''fa, s•k``\1
r g Y 6400 psi q P �r�,,,,;
Seal 18 by L & M Construction Chemicals, Inc, or equal, than the thickness of the longitudinal face shells. Maintain head and bed joint width shown, specified on the construction drawings. The excavation shall include the removal
STANDARDS: ASTM C fi2, ASTM C 90, Grade N. ASTM C 145, GRADE.N BRICK (common): c
Preparation for Concreting: Concrete shall be handled from the provide 3/8 inch joints. of obstructions and the removal of unstable materials unsuitable for a good t- s...�
P 9 Provide units of grade and minimum average net area compressive strength: Grade SW, ? +n b .o
mixer truck to lace of final deposit b means of wheelbarrows foundation. The excavation shall allow for a 12 inch thick bedding of crushed to � .
P P Y Standard brick Dimension; 3-5/8 inch thick x 2-1/4 inch high x 7-5 8 inch Ion STRUCTURAL BENDING OF MULIWYTHE MASONRY stone under the manhole base and 12 inches beyond the outer wall of the co I '"� 1.10
and suitable runways. No concrete shall be placed until all / / g / 9' Y .� � V ,
reinforcement, conduit, plumbing pipes, and sleeves are properly Concrete Block; Provide concrete masonry units manufactured to specified dimensions of Uwe -continuous hor Zgnotol joint reinforcement installed in horizontal mortar joints for bond manhole all around. .. � ui b 0
3/8 inch less than nominal widths by nominal heights by nominal lengths indicated on 4) � L.
fastened in their correct places, all copper pipes are wrapped with drawings (within tolerances specified in the referenced ASTM specification), tie between wythes. Install at not more than 16 inch o.c. vertically, Precast manholes shall consist of a monolithic precast base section with field .00: `� � -W onZ
building paper, and oil conduit painted. Coordinate with other :.0 W Cd 0
trades. Concrete shall be dumped or spouted from a height less hollow. Load - Ba ring Concrete Masonry Units: ASTM C 90, GRADE N Corners: Provide interlocking masonry unit bonnd in each course at corners, unless other- built 1:2 concrete mortar inverts. The barrel of the manhole shall be con- U) .,4 •p . .
than 3 feet; it shall be thoroughly spaded or vibrated to embed all S li q� - Bearjn4 Concrete Masonry Units: ASTM C 145, GRADE N and as follows: I wise shown, Provide continuity with horizontal joint reinforcement at corners using pre- structed from reinforced, precast sections stacked to form the manhole andIll � w�` 0 red � '
reinforcement and fixtures. Anchor bolts shall be accurately„ manufactured according to the latest revision of ASTM C-�478, The cone I 4> cc DW
(1) Unit Compressive Strength: Provide units with the minimum overage net compressive fabricated L units, in addition to mosonary bond. 6bp.,
placed, Do not place any concrete when the soil is frozen or the section of the manhole shall be manufactured under the some specifications U M •S ca .
temperature is below 40 degrees F unless strength 2$00 psi, m
p g protective measures are and shall be of the eccentric type. lop slabs of the manhole shall be designed ,� a, w
(2) Weight Classification: Light Weight Intersecting and Abutting Walls::- Unless vertical expansion or control joints are shown at Q .", �•
taken to prevent concrete from freezing, Protect all concrete from to support street traffic and H-20 loadings. Precast manhole sections shall be - :4 N 0•^+ U
freezing temperatures and from wash by rain for 72 hours. juncture, provide some type of bonding specified for structural bonding between wythes. 'I g d 0 � 0 v .
(3) Weight Classification: Normal Weight „ joined with mastic material to- show both inside and outside. Mastic material a 6 0
Provide continuity with horizontal joint reinforcment using prefabricated 7 units at 16 y i . m .. a d
Concrete Floor Slabs: Concrete floor slabs on earth shall be shall be Rarn-Net by K>T> nydeck, or Kent -Seal #2 by Hamilton -Kent
faced over a granular base well compacted sub -grade. Place and (4) Provide Type 1, moisture -controlled units inch vertical spacing. v �� 4) 0 t
P 9 P 9 Company, These joints shall be further waterproofed by the application (on �• �, q V
compact gravel fill and install moisture barrier over fill. Set S Provide Type fl, non -moisture controlled units 0 �~ ; W
continuous expansion joints where edge of slabs abut vertical { } �14 ring interior Partitions,. Build full freight of story to underside of solid floor or outside) of on 8-inch minimum width band of inorganic asbestos felt saturated 9 U � „d -0 �
to
surfaces. Seal joints tightly around openings and pipe penetrating (6) Exposed Faces: Manufacturers standard color or texture. Unless otherwise indicated. roof structure above, unless otherwise noted, install pressure -relieving joint filler in joint in waterproofing asphalt. Waterproofing shall be installed by mopping asphalt over •d c 0 $ J. 4-
floors with joint sealing compounds. Where construction joints between top of partition and underside of structure above, the joint area, then wrapping the joint with the felt and finishing by mopping the 0 iv 0 E,,.J
j 9 P j Mortar and Grout:
occur, key slabs with formed tongue and groove joint. Where floor asphalt. U .0 V. c 0 0) 0
drains occur, finished floor surfaces and rough slab surfaces shall (1) Portland Cement; ASTM C 150, Type 1. Provided Natural colored cement as required. 0 o. 4 =;�
g CAVITY WALL AND MASONRY -CELL INSULATION
be sloped to the floor drains to insure positive drainage. Ready -Mixed -Mortar: Cementitious material, water, and aggregate complyingwith Wastewater lines are to be connected by the manholes by means of flexible p o a wZ 4 a w
(2)- On -units of plastic, ins lotion, install small �''� � � . 0 W m
o ast Ul pods of adhesive spaced approximately 1 -0 . connectors. Flexible connectors are to be manufactured of high quality rubber
Concrete Curing and Sealing: All exposed exterior concrete side- 9 q Y
requirements specified in this article, combined with set -can trolling ad mixtures to
walks, curb and gutters, concrete driveways, etc, shall be cured O.C. both ways on inside face or attach to inside face with plastic fasteners designed for or synthetic rubber and all strap clamps or draw bolts are to be manufatured , •� , ' �,,., I �I."...
w ,, �.
and sealed as soon after final troweling that they can be walked on 3 produce a ready -mixed mortar complying with ASTM C 1142. this purpose. Fit sources of installation between wall ties and other confining obstructions from stainless steel. Boats attached with expanding compression rings are oc--"`` �`�'� •. 1.
without harm. The sealing material shall be installed in ( ) HydratedLime: ASTM C 207, Type S. in cavity,with edges butted tightly with both ways. Press units firm) against inside wythe ^, ..,�`�,`,,��'
g 9 Y Ys Y g Y ceptable and encouraged. \""\ ,,, ,I',.. ,
accordance with manufacturer's directions, (4) Ag-gregoted-for Mortara_ ASTM C 144, except for joints less than 1/4 inch use of masonry or other construction as shown. ,\ '..,, ".,
aggregate graded woth 100% passing the No. 16 sieve. a\\
"-`. "`; ' 1
Finishes: Sub -slab in building shall be screeded and floated to Inverts shall be field built with 1: 2 concrete mortar. The shape of the invert shall , ,,`,,, ,�
reosonobl smooth surface, free from stone projections and voids, (5) Aggregated for Grout: ASTM C 404. ,` , .. ,
Y P J 1. Fill crocks and open gaps in insulation with crack sealer compatible with conform exactly to the lower half of the pipe it connects. Side branches shall be .,..,� .
\ ,' \ „
Exposed slab around building shall be screeded, floated and steel (6) water_ Clean and portable. insulation and masonr connected with as large radius of curve as roctible. All inverts shall be troweled � '% I" '`' ,
troweled to a uniform surface and then be lightly broomed before (7) Do not use calcium chloride in mortar or grout. ��,�„ *�
to a smooth clean surface. The invert shall be built at the same slope as the in- -1 `, I ,;,\,
final set. Exposed edge slab shall have rubbed finish. ,,, ,, ,,.,� .��w,�,*,.�,�.��-ti!;
Comply with ASTM C 270, Proportion Specification for types of HORIZONTAL JOINT REINFORCEMENT coming pipe. ,
Bases: Form and pour bases for light poles and prime sign as V
shown, setting anchor bolts as called for. All surfaces to have mortar indicated below: '
The contractor will be permitted to use only precast manholes approved by the
rubbed finish. Anchor bolts for light poles shall be provided by (1) Limited cementitious materials in. mortar to Portland Cement lime. General: Provide continuous joint reinforcement as indicated. lnstall longitudinal side rods in North Carolina Department of Transportation for the depth required.
the party providing the light poles. .
{2) For masonry below grade and in contact with earth, and where indicated, use type mortar for their entire lenght with a minimun cover of 5/8 Inches on exterior side of .
Concrete Curbs: Rub, cure, and protect concrete curbs and/or curb walls 1/2 inch elsewhere. Lap reinforcing a minimum of 6 inches.
gutter, Provide contraction joints at a maximum of 10 feet o.c. indicated below: (a) Type S DIVISION 13- SPECIAL CONSTRUCTION .
and expansion joints at 30 feet o.c, Cut- or-interru� joint reinforcement at control and expansion joints, unless otherwise .
Expansion Joints: Joints in walks or approaches shall be as shown; (3) For reinforced masonry and where indicated, use type indicated below: indicated. SEPTIC TANK AND GREASE TRAPS '
where not shown, shall be 20 feet o.c, maximum. Provide expansion
fillers where concrete abuts vertical faces of building or other (a) Type S Provide continuity at corners and wail intersections by use of prefabricated "L" and "T" - ,
g eART l "_-_GENERAL The work performed under this Division is controlled by seceral Divisions
concrete building or other concrete. (4) For exterior, above grade loadbearing walls and parapet walls, for interior loadbearing sections. Cut and bend reinforcement units directed by manufacturer for continuity at
walls, for interior non-loadbearing partitions, and for other applications where another returns, offsets, column fireproofing, pipe enclosures, and other special codtions. within these specifications. Applicable Sections are referenced in order to minimize duplication
Control Joints: Joints in slabs shall be as shown. of text. All work specified herein is expected to be supplied and Installed in accordance with ,
PRE -CAST CONCRETE MANHOLES: type is not indicated, use type indicated below: .
applicable codes, rules, and regualtions. •'. i
(a) Type S � ANCHORING MASONRY TO STRUCTURAL MEMBERS :.�
The following standards are referenced for materials specified. '
Grout< for Unit Masonry Comply with ATSM C 476 and referenced unit masonry standard. - -
ASTM C478 PRECAST REINFORCED CONCRETE MANHOLE SECTIONS Anchor masonry to structural members where masonry abutts for faces structural member Assurance:_ The Septic Tanks and Grease Traps often involve in the use of product
A5TM A48 GREY IRON CASTINGS {CLASS 30 MINIMUM) Minimum compressive strength of grout shall be 3000 psi, Grout shall have have a slump to comply with the following: y- P P p duct .
ASTM 53fi DUCTILE IRON CASTINGS ad 8 to 11 inches. components not of a single manufacturer. The Contractor is responsible for the finished
ASTM A 615, Grade 0. Shop fabricated bars which are shown to 1. Provide on open space not less than 1 inch in width between masonry and structural RaInforceMent Barg product compatibility, quality, operation, and compliance with Engineer's design and State
The Contractor shall deliver shop drawings in accordance with the General be bent or hooked. Permit Conditions,
Conditions and General Requirements to the Engineer, member, unless otherwise indicated. Keep open space free from mortar or other rigid m
Wire_ WgIL Reinforcement: Welded -wire units prefabricated deformed continuous side rods materials. M
The manholes shall be precast concrete and shall be installed and plain cross rods into straight lengths if not less than 10 feet, with prefabricated s PpRT 11 - MATEEIAL5;_ All pre -cast tanks must comply with the minimum design standards
complete with the frames, covers and flexible sleeve boots as speecified herein, corner and tee units, and complying with requirements indicated below: 2. Anchor masonry to structural members with flexible anchors embedded in masonry .
Excavation shall be made to the required depth and a foundoation installed as (1) Wire Diameter for Side Rods: 9GA., ASTM A 82. joints and attach to structure. contained in 15A NCAG ter assigned
All tanks shall bear an impact identifying the mono- a
specified on the construction drawings. The excavation shall include the removal focturer, the Serial number assigned to the manufacturer's tank plans, as approved by the V Z
of obstructions and the removal of unstable materials unsuitable for a good (2) Wire Diameter for Cross Rods: 9GA., ASTM A $2. 1 3. Spaced anchors as indicated, but no more than 24 inches o,c, vertically and 36 inches State, and the liquid capacity of the tank, All tanks are subject to testing of strength and r-- i,
foundation. The excavation shall allow for a 12 inch thick bedding of crushed (3) Ladder design with perpendicular cross rods spaced not more than 16 inches o.c. and o.c. horizontally. concrete, at site, using a properly calibrated Scmidt Rebound Hammer. Tank failing such tests a 1
stone under the manhole base and 12 inches beyond the outer wall of the number of side wails as follows: will be rejected by the Engineer.
. manhole all around. MOVEMENT (CONTROL AND EXPANSION) JOINTS
(a) Number of Side Rods for Multiwythe Concrete Masonry: One side rod for each Concrete strength shall be 3500 psi at 28 days and less than 3,000 psi at shipping• All P4
Precast manholes shall consist of a monolithic precast base section with field face shell of hollow masonry units mor ethan 4 inches in nomial width. through wall openings shall be cost at time of tank fabrication, r
built 1:2 concrete mortar inverts. The barrel of the manhole shall be con- 1. General: Install control and expansion joint in unit masonry to comply with r'1
structed from reinforced recast sections stacked to form the manhole and (4) Hook and eye design with single pair of side rods and cross ties spaced more than
P the North Carolina Brick Institute Association and National Council Piping, valves, union and fittings, See Division 15.
manufactured according to the latest revision of ASTM C-478. The cone 16 inches o.c„ with side rods spaced for embedment with each face shell of backup wythe. -14--- - --- i---_71
.._..-_ . _.._... Masonry -Association -Standards where -indicated.- build in -related ---- - --- - W
--
- section--of-the - manhole -shall -be-manufactured under -the -same -specifications 5 Galvanized units for exterior wall applications, ASTM A 153, Class B2, items as the masonry progresses. Do not form continous space
and shall be of the eccentric type. Top stabs of the manhole shall be designed ( ) pP
through movement joint unless provisions are made to prevent Manhole rings and covers shall be Vulcan-V-1384 or Dewey Bros. MH-RCR 2001 or equal, All
to support street traffic and H-20 loadings. Precast manhole sections shall be Ties and Anchors: Provide adjustable anchors for connecting masonry to structural a
in -place restraint of wall or partiion in movement. manhole covers shall be solid.
joined with mastic material to show both inside and outside. Mastic material framework, Two-piece assemblies as described below allowing vertical or horizontal differential Q 0 '
shall be "Rom--•Nek" by K>T> nydeck, or "Kent -Seat #2" by Hamilton -Kent movement between wall and framework parallel to place of wail, but resisting tension and U . '� .
Company. These joints shall be further waterproofed by the application (on
Compression farces perpendicular to it. Form control joints in concrete masonry as follows: = ,
outside) of an 8-inch minimum width bond of inorganic asbestos felt saturated (1)--For Ancb9raae: to concrete framework, provide manufacturer's standards with dovetail PART III - EXECUTION: The Contractor shall first locate and stake -out the positioning of the .
1. Install preformed control joint gaskets designed to fit standard sash block,
in waterproofing asphalt, Waterproofing shall be installed by mopping asphalt over anchor section formed to sheet metal and triangle -shaped wire tie section for welding tank for inspection by the Engineer or his representative. Any field adjustment of location W ; .
the joint area, then wrapping the joint with the felt and finishing by mopping the sized to extend within 1 inch of masonry face. must be done with the Engineer's approval, ^ a 1 •
asphalt. (2) For Anchorage: to steel framework, provide manufacturer's standards anchors with Form sxoansion joints. in brick made from clay or shale as follows: M.4 V F..4 .
h+� .
Wastewater lines are to be connected by the manholes by means of flexible crimped 1/4 inch diameter wire anchor section for welding to steel and triangle -shaped 1, Build in joint fillers where indicated. The sub -base shall be fully compacted and graded level CABC (stone) may be used to pro- > �
connectors. Flexible connectors are to be manufactured of high quality rubber wire tie section sized to extend within 1 inch of masonry face. vide a level sub -base. Dewalterin , if necessary, is the res onsibil of the Contractor. Tanks � Z
or synthetic rubber and all strap clamps or draw bolts are to be manufatured , 2. Form open joint of width indicated but not less than 3/8 inch for instal- g y P y -
(2)�ch.or--Bolts; Steel bolts complying with ATSM A 36, with ATSM A 563 hex nuts lation sealant and backer rod specified in Division 7, Section "Joint Sealers" will float, therefore anti -floatation protection measures is also the responsibility of the Con-- j
from stainless steel. Boots attached with expanding compression rings are oc- I Q �
ceptable and encouraged.
and where indicated, flat washers, hot -dip galvanized to comply with ATSM A 153, Class Maintain joint free and clear of mortar. tractor.
C, diameter and length indicated. . �/�
i where indicated: construction joints b either interconnection piping between Tanks shall include a flexible coupling ( Fernco or approved V1
Inverts shall be field built with 1:2 concrete mortar, The shape of the invert shall Masonry Cleaners: J Y U .
conform exact) to the lower half of the a it connects. Side branches shall be Solutions of tri-sodium phosphate (1/2 cup dty measure) and leaving air space or inserting nonmetallic 50% compressible joint filler of width required to equal) to minimize the pipe shear potential due to differential settlement.�4y pipe foundr detergent 1/2 cupdry measure dissolved in one ollon of water. P 9 P J q � �:'`.
connected with as large radius of curve as practible. All inverts shall be troweled _ / Y ) g permit installation of sealant and back rod specified in Division 7 Section "Joint Seallers", EX � ►--D
to a smooth clean surface. The invert shall be built at the some slope as the in- m 1 with referenced unit masonry standard and other requirements indicated applicable to Once in place, the Tanks shall be tested for water tightness, Either hydrostatic testing (1/2 .
coming pipe. each type of installation included In project, 1. Locate horizontal pressure -relieving joints beneath shelf angles supporting in. 24 hours) or smoke/air pressure testing (4psig for 2 min.) shall be the measurement '�
Thickness build cavity and composite walls and other masonry construction to full thickness masonry veneer and attach to structure behind masonry veneer. standard. � ,
The contractor will be permitted to use only precast manholes approved by the shown, Build single wythe walls to actual thickness of the masonry units using units of PARGiNG
North Carolina Department of Transportation for the depth required, normal thickness indicated, .
Build Chases and reccesses as shown or required to accamodate items specified in this and
DIVISION 4 — MASONRY LEAKAGE TESTING'
other sections of the Specififcations. Provide not less than 8 inches of masonry between ad- f'siaing oredgmoer�ed masonry walls at Catch Basins, Junction Boxes, and where indicated
Furnish and install all Concrete unit masonry, Special Concrete Units described herein, with Type S mortar applied in 2 uniform coats to a total thickness of 3 4 inches. Scarify '
Brick unit masonryand Reinforced unit masonry complete -- in lace and in jacent chases and recesses. YP PP / Y .
s P P Leave opening2 for equipment to be installed before completion of masonry. After installation first parging coat to insure full bond to subsequent coat.
accordance with the general intent of the Plans. (1) Vacuum Testing:
of equipment, com lete masonr to match construction immediate) adjacent to the opening. The Contractor shall furnish all apparatus to corru out the vacuum test.
P_AR,T-- I- GENERALP Y Y J P 9• , ,
flat, f i
PERFORMANCE: Provide unit masonry that develops the following installed compressive Cut Masonry Units with motor -driven saws to provide clean, shore, unshipped edges. Cut Use__S Ste4..i,_•T,rQwel Finish to produce a smooth, at, dense, surface with a maximum surface
rw stren th (fm� at 28 da units as required to provide continous pattern and to fit adjoining construction. Use full variation of 1/8 inch per foot. Form a wash at top of parging and a cove at bottom. * The Contractor shall advise the Engineer as to time testing and allow the En- .
o Ys• ineer to observe the test,
. F r oncrete unit masonry. fm = 2,000 psi size units without cutting where possible. * .
2. For brick unit masonry. fm = 2,000 psi Bricks culled from demolition of existing building wing/walls to be sorted, mixed, and I Dam cure for atleast 24 hours and protect until curing. A 'vacuum of 10 inches of Mercury (Hg) shall be drawn and the vacuum pump •
{`' matched for use as infill of existing exterior walls where selective demolition to remove shut off. With the valves closed, the time shall be measured for the vacuum to .
QUALITY ASSISTANCE: Comply with ACi 530. / ASCE 6 (95) "Specifications for Masonry 9 , •
�. drop 8 inches.
Structures", or latest edition. Obtain mortar ingredients of uniform quality, including prior improvements has occured. This includes restoration/rebuilding of existing exterior walls. REPAIRING, POINTING. AND CLEANING
color for exposed masonry, from one manufacturer for each cementitious component The tank shall pass if the drop time is greater than 120 seconds, .
�,; and from one source and producer for each aggregate. Prevent rout, mortar, and soil LAYING MASONRY WALLS * If the tank fails the initial test, necessary repairs shall be made with non -shrink
Pg E7emvvg•• and realace masonry units that are loose, chipped, broken, stained, or otherwise ..
staining the face of masonry to be left exposed or painted. Loy out wad in advance for accurate spacing of surface bond patterns with uniform joint grout while the vacuum is still drawn. .
c� Do not lay units that are wet or frozen, width and for accurate locating of openings, movement -type joints, returns and offsets. damaged or if units do not match ajoining units. Install new units to match adjoining I ..
v' Remove masonry damaged bby freezing conditions. Avoid the use of less -than -half size units at corners, jambs, and where possible at other units and in fresh mortar or grout pointed to eliminate evidence of replacement. * Restesting shall proceed until a satisfactory test is obtained. .
z PART II - MATERIALS locations. ' ..
0 6400 psi Pointing, During the tooling of joints, enlarge any voids or holes except weep holes, and
walls to comply with specified construction tolerances, with courses accurately (2) Air Press�lre:
o STANDARDS, ASTM C 62, ASTM C 90, Grade N, ASTM C 145, GRADE N BRICK (common): �X uJ? P y P y i completely fill with mortar. Point--ip all joints including corners, openings, and adjacent � spaced and coordinated with other construction. construction provide a neat uniform appearance prepared for application of sealants. * The Contractor shall furnish all test equipment. GENERAL
Provide units of grade and minimum average net area compressive strength: Grade SW, 11 * A Superior Smoke No. 1A stick may be inserted in the tank prior to pressure SPECIFICATIONS
Standard Brick Dimension: 3-5/8 inch thick x 2-1/4 inch high x 7-5/8 inch long. n P rn for M r Lay exposed masonry in the following bond pattern; testing. The smoke leaks will identify seepage
. Concrete Block: Provide concrete masonry units manufactured to specified dimensions of i After mortar is throughly set and cured, clean exposed masonry as follows: g ypoints on the tank which will p,j�[�
z 3/8 inch less than nominal widths by nominal heights by nominal lengths indicated on Do not use units less than nomial 4 inch horizontal face dimensions at corner jambs. require sealing. PROVISIONS ..
drawings (within tolerances specified in the referenced ASTM specification). (1 Remove large mortar articles b hand with wooden addles and non-metallic * The Tank shall be sealed and pressurized 5
c�
La rQnaealed Maso_nry with all units in a wythe in running bond or banded b lapping ) g P y P P psi and allowed to stabilized. After
tiQL4w�ad Beating Concrete Masonry„Uoit,s ASTM C 90, GRADE N k g Y pP g scrape holes and chisels. stabilization, the pressure will then be decreased to 4 psi and the time for the
not less than 2 inches. Bond and interlock each course. of wythe at corners. Do not pressure to drop to 3.0 psi monitored and recorded. 2000418.,20
� 1g id- LQ-Bearing-Concreig Masonry Units? ASTM C 145 GRADE N and a5 follows:
1 Unit Compressive Strength. Provide units with the minimum overage net compressive use units less than nominal 4 inch horizontal face dimensions at corner or jambs. (2) Test clean methods on sample wall panel: leove 1/2 panel uncleaned for com- „
cn () P 9 9 P The tank shall
o strength 2800 psi, parison purposes. Obtain Architect's approval of sample cleaning for proceeding pass if the pressure remains at 3.0 and 4.0 psi for a period of 155UED: 4 13 00 ool000
Stopping gnd Resuming Work In each course rack back 1/2 unit length for 1/2 running with cleaning of masonry. 2.0 minutes (120 seconds).
2 Weight Classification: Light Weight DWG BY: 5RM
( ) g g g bond or 1/3 unit length for 1/3 running bond; do not tooth. Clean exposed surfaces
U CKD $Y: C8M
of set masonry, wet clay, masonry units lightly (if required), and remove loose masonry
� {3) Weight Classification: Normal Weight a. Wet wall surfaces with water prior to application of cleaners: remove cleaners . REVISIONS units and mortar prior to laying fresh 'masonry. b rinsin thoroughly with clean water. promptly y g g y (3) Hydrostatic Test:
a_ (4) Provide Type I, moisture -controlled units * s�M s/a/oo
U' Built --in Work As construction progresses, build -in terms specified under this and other The Contractor shall furnish the water for this test.
5 Provide Type I1, non -moisture controlled units (3) Clean brick b means of bucket and brush hand -cleaning method described in * seM a/1o/o0
( ) YP Sections of the Specifications. Y g The Tank shall be filled to the tank intet+it�r 'and allowed to soak for 24 hours, - seM a/»/oo
a` BIA "Technical Note No. 20 Revised" using the job -mixed detergent solution. .
(6) Exposed Faces: Manufacturers standard color or texture. Unless otherwise indicated. * The Tank shall be refilled and the level measured from the exterior top as oc- com 9/5/00
Mortar and Grout: 1. Fill space between holow metal frames and masonry solidly with (4) Clean concrete masonry by means of cleaning method indicated in NCMA TEK complished through the access hatch,
o mortar unless otherwise indicated. Rake joint back 1/4 inch from 45 applicable to type of stain present on exposed surfaces,
cv DIVISION 4 - MASONRY The tank shall pass if the drop in the water level is less or equal to 1/2 inch in '
Furnish and install all Concrete unit masonry, Special Concrete Units described herein, face frame. 24 hours. �
Brick unit masonry and Reinforced unit masonry complete - in - place and in 2, Where built-in items are to be embedded in cores of hollow masonry * .
i accordance with the general intent of the Plans. units, place a layer of metal lath in the joint below and rod grout erQtoction: Provide final protection and maintain conditions in a manner acceptable to in- Allowances for concrete absorption of water will be factored into this test by the
Q g Engineer. SKEET N0.
N into the core, Stoller that ensures unit masonry is without damage and deterioration at time of Substantial I
°a Completion.
� 3. Fill core in hollow concrete masonry units with grout 3 courses (24 -
o inches) under bearing plates, beams, inlets, posts, and sinnhiar items, I . . .. . . SP-2 I
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