HomeMy WebLinkAbout2004 - Expansion, Paving & Drainage Site PlanI 1
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� 7
INV. x7 16.59'
C===
PROPOSED BUILDING
F. F. EL. = 25.10'
LOT 1
ZONING: RM -8
+tib +� +�� +�� 2� ��
+ + EMPRESS AVENUE �
- o O
00
I
! LOT 6 I I i W >
SITE E
LOT 2 LOT 3
Lij af
0
I z cn z z ZONING: CL z z
II
=2 Q
z
-- - - - -- -- o z o o Q
N O N N � p
N
CONING: CL
EXIST. cn I \ !
®� CONTROL sTRucTUREI I ( I = SOUTH EASY STREET
O � ZONING: CL ZONING: o o
200.00' _200.00 tip• ��I'I�® ��� '-- I i RM -8 o I -
. ; ' EXISTING 18' W E DRAINAGE
o .-O�ni . RT_ 2�
_ -MESS ItUV�RT�71.00 •- (NAGE � -$1-° O O � z N p
' '� 1 20.00 sWALE P' 1 20.00' °� 120.00'. .�°$ 2° I o (� i z i Elf
120.00 120.00 [, 15' DRAINAGE & TILITY EASEMENT PER PLAT I p CT] m II
1 - _ ° ° �� I N ZONING: PS ZONING: _ -,t c� -D Q
- S' - - - -- - S -- EC z O Q Y Q �
�-- p titi ; L°" IQ
PS
�~
M 72.67' E N I - - � S� e _ o I
ZONING: LOT 7 -10
5 ZONING: RS
cl RS -10 w22.,DS-2
N N GIRARD AVENUEin
�u
1 �'
'bQ1 ZONING: RS -10
0. J + - O + +
50.67' � � `L + j - + � 15, � �' � .
o o w o 4.a I I s. S. o w �' + �` I s s o w `� y V -- A t- ----- - +
11 LOCATION MAP
i N cwn� s; 22.50 I �= (Winn �' STORMWATER o�� ��M. M I cWnn N I o o e I N
QQ _
N N I W j MANAGEMENT �j I 11-i \ -�'
0 11 N 0 0 N N0 II -- (�
O
J N w
Q TRACT o
O Q W � 22.50' � �/ � � ,. , ... • . „ ..,, , , .., .. .,, ,
o � `
U} � � L,_ 1711, <S\ /s I � SITE INFORMATION �
N v LLNT
( I -
L f ?2 LOT 1 1 °- LC}T 10 °-8 LOT 9
13
\ STORMWATER MANAGEMENT TACT ' I I Z I I OWNER. U)
50.67 •n - _-
N F �� 1 I - Z I SANDRIDGE, INC. 04
0 Ln
sP I s� r-�I I I --T I SPi s� : P.O. BOX 780942 �- Lv N r ,
N 20.1 00
72.67' .67' 20' I '4.67 72.67' 1 70' 15' 72. 7' 2 .67' 20' 4.67 72.67' 15 45 227.67 10 I FLORIDA32978 '�
SEBASTIAN, Q d z o
Q 72.67 �� - I 11 s n \ " 111 561-589-3054 = U > o cI rl
O r n 22SURVEYOR
.00' ^\ - I, iI/. z 1.1 I \ \
(� u Q t0 00
P �t \ tt f� f l I /. I N O
�h "`F"'
CO
CID u7 fL�
"�` N _ I I JAMES A.
F W= I�
N S. �,, t N . � �� 1• � . � � r � FOWLER = J
P
n ,00'ZZ 29.3 29.00 29.00' I 2933' /� ' I 13th LANE 5 - - �
I� -� -�- O = VERO BEACH, FLORIDA 32961 (/) W I U
Z9,0s o 561-562-4744 d .=
N I
20' 201 8' 7.1 29.33' _ 29.00' 29.00' 2.33 7.1" ' 15' 7.1 1 1 E67' 10' 7.1 : ' 1 1 f .67' 7.1' 1 S' .7.1 1 1 .67' .1 �' 15' ` .1 S8 67' • 7.17' 20n z W W
7.1 „ 10'. r D] Z X
- . m _ I-
( I ( � ZONING LA
W X �� ' I S,pi I �(TYPICAL) � (TYPICAL) (TYPICAL) AL) � TjPICAL)
N cnw PROPUS 1 PROPOS _ PROPOSED PRO OSED PROPOSED C/) USE
� ND
N_ QUADFAPLEX QUAD WLEX LOT 1`3 DUF LEX I < 0 N Elfo o
o -I QUADR/\PLEX QUADRA,P -�X I I I cL COMMERCIAL 0 Iji
> n
50.E I I • FFE = 25.10 FFE = 2 .1 FFE = 25.10 FFE = 25.10 24., Q o
o �- _ - - FFE = 25.10 _ I I
M < 0o W�� 23.67' 0 3.6; I DENSITY = \
CL L�` 1.09
Spi 7.17• _J < .or' s.0o a ;.n' L �_. _J L- /( ) / /-
N a aszz I 36 UNITS 4.59 ACRES = 7.84 UNITS ACRE m
_ o o
)) S a
L9'LL n n � I N N � I� I _ _ _ _ � \ SITE DATA _ O
N n N N ((
^• �n .00'ZZ S,\ I 20.17' N I y 20.17•
I ,z.6T ,2sr � � - I _ _ _ _ _ .y�"` TOTAL SITE AREA = 199,950 SF = 4.59 Ac = 100.0% _ �
- - - ( lBUILDING
EXISTING U
CONCRETE AAREA = 68,680 SF = 0.20 Ac 34.3%
EXI NG PEN SPACE7 �g) LI` g) g °' �N SPACE �� �a �� 6 FIRE HYdRANT PAVEMENT AREA = 21,010 SF = 0.48 Ac = 10.5%
0. FIRI�YDRANT i TYP { ti �y� �y0 0 LL. te� L yS J 1
_ a o �� ®+ TOTAL IMPERVIOUS AREA = 93,230 SF = 2.14 Ac _ 46.6%
.- - - - - �. + = + ti E,._ + +-.. r TOTAL OPEN AREA = 106,720 SF = 2.4"5 Ac = 53.4%
0-L- 1 0' DOUBLE DRIVE -1--2-0 : N -2-12-57'
.� TYPICAL 16' -
_
5 h 5 �hQ �S� ^hF - �5�+ �� °. �hQ S•P h� 7S•P l 21'-4"
TYPICAVL_-hQ BUILDING
L
-
ISINGLE DRHEIGH8h
19
,
PARKING �� , ��.
1�, s Y 1 R E E T y -i / 1 EXISTING 80 WCITARY SEWER x PARKING REQUIRED 2
DATA
SPACES/UNIT(36 UNITS) = 72 SPACES
_ z
15'
0
VARIES
24.1 24.1
22.1
3:1 3:1
SECTION A -A
N,T,S•
CONTROL STRUCTURE
MODIFIED TYPE 'C' INLET
15 LF
12"0 CMP
PLAN
ALUMINUM POLLUTION RETARDANT BAFFLE ATTCHED
TO BASIN W/ 5/8"0 STANLESS STEEL MASONRY BOLTS
AT 6" O.C. AND SEALED WITH RAM-NEK
TOP EL. = 24,60' AND BOTTOM EL. = 22.80'
w PARKING PROVIDED = 88 SPACES (44 GARAGE AND 44 ON DRIVE)
.
CONSTRUCTION SCHEDULE - LLQ
I
START CONSTRUCTION MAY 2004
END CONSTRUCTION MAY 2005
PAVING AND DRAINAGE PLAN N PERMITS REQUIRED z
CITY OF SEBASTIAN SITE PLAN APPROVAL
1 = 40 - 0 I CITY OF SEBASTIAN RIGHT-OF-WAY PERMIT
INDIAN RIVER COUNTY UTILITY PERMIT w z
S.J.R.W.M.D. 40C-42 DISCHARGE PERMIT LL
15' 15' 80.56' 10' 5' FLOOD ZONE.
THE SUBJECT PROPERTY IS LOCATED IN FLOOD ZONE 'X'
PER F.I.R.M. PANEL No. 12061 CO079 E, DATED JUNE 2, 1992.
z 54.56' L> -i
SURVEY BENCHMARK
THE BENCHMARK USED FOR SURVEY WORK IS LOCATED AT
PROPOSED BUILDING THE N.W. CORNER OF HEADWALL AT S.E. CORNER OF TRACT L
CL. F. F. EL. = 25.10' ELEVATION = 21.90' v �
MATCH EXISTING GRADE
ci�AT PROPERTY LINE - X4.1 24.1 SITE ADDRESS
23.9
EL. = 23.5f SOUTH EASY STREET
SEBASTIAN, FLORIDA 32958 \
22.1 22.1 WASTEWATER DATA Q
3:1 3:1 SEWER IS AVAILABLE FROM EXISTING GRAVITY SEWER RUNNING
c. DOWN THE CENTER OF SOUTH EASY STREET
WATER SOURCE
SECTION B -B LWATER IS
OCATED ONAVAILABLE
FROM EXISTING 16"0 PVC WATERMAIN
OF SOUTH EASY STREET ,.. ,.,W.,•.,,.,, „,,.,,,.,,,,:,,,,, ,
N.T.S.
LEGAL DESCRIPTIONo
LOTS 8 THRU 13, OF THE SCHUMANN COMMERCIAL PROPERTIES Ll�-
SUBDIVISION, ACCORDING TO THE PLAT THEREOF, AS RECORDED O
CONTROL STRUCTURE IN PLAT BOOK 14, PAGE 76 OF THE PUBLIC RECORDS OF �'- LL
MODIFIED TYPE 'C' INLET '° INDIAN RIVER COUNTY, FLORIDA.
24"
S
,'
TRAFFIC STATEMENT
Z
GRATE EL.= 24.09
L ' " '
" "
GRATE EL.= 24.09'
11rJ
MULTI FAMILY
�
O
► ' "
" "
" ' '
ADT = 6.1 TRIPS/UNIT(36 UNITS) = 220 TRIPS
24" PRECAST NOTCH
1 II 5" PRECAST NOTCH
DRAINAGE DATA
W
INV. EL. = 23.30
15 LF INV. EL. = 22.80'
THE SCHUMANN COMMERCIALPARK SUBDIVISION HAS BEEN DESIGNED,
12"0 CMP
PERMITTED AND CONSTRUCTED WITH A MASTER STORMWATER MANAGEMENT
1 I
LTJ
15 LF
SYSTEM. THE SYSTEM WAS DESIGNED TO ACCEPT RUNOFF FROM EACH
LOT OF 75% COVERAGE OF IMPERVIOUS AREA. FOR THIS PROJECT THE
�r�
(3
15 LF -
12" 0 CMP
MAXIMUM NEW IMPERVIOUS AREA WOULD BE 75,000 SF. THE PROPOSED
12"0 CMP
TOTAL IMPERVIOUS AREA IS LESS THAN THE PERMITTED AREAS, THEREFORE,
(1
LL
1
DNO
MODIFICATION TO THE STORMWATER MANAGEMENT SYSTEM IS REQUIRED.
-
x
Q
0�
W
�-
INV. EL. = 21.50'
INV. EL. = 21.50'
TAX PARCEL I.D. #
0
m
W
10
PRE -CAST MODIFIED TYPE "C" CATCH BASIN (DS -2)
a
17 0-00009.0$.0 a V)00
0-00 a
31-39-19-00004-000
31-39-19-00004-0000-00010.0
31-39-19-00004-0000-00011.0 ci (� } I
SECTION 31-39-19-00004-0000-00012.0 V / (-
SECTION PLAN 31-39-19-00004-0000-00013.0
ALUMINUM POLLUTION RETARDANT BAFFLE ATTCHED - 48 HOURS BEFORE DIGGING ShiE�
TO BASIN W/ 5/8"0 STANLESS STEEL MASONRY BOLTS CALL TOLL FREE
AT 6 O.C. AND SEALED WITH RAM-NEK -
TOP EL. = 24.60' AND BOTTOM EL. = 22.30' = 1 -432-4770
SUNSHI E ST ONE LL
OF FL ,IDA, iNC. '-
PRE -CAST MODIFIED TYPE "C" CATCH BASIN (DS -1)
,Y, y r
�- ,.NiImV ill Ltlii iiarsrua, OF
6..
N.T.S. Aaron J. Bowles, P.E. #55313 04-153
,R 0 9 2004
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TRACT �IOCO
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1 OJ C CC ( I QUADR/�PLEX QUADR�P _�X 2001Fo,o1. I QUADFAPLEX I , QUACRAPLEX DUFLEX I I I
,l" 11 `' 4. _ _ ) 4" PVC FFE = 25.10 FFE _ 25.14 _
�p JLMi i P11K r — �FF� - 25.10 21.1
- — fSE►/ICE LINE —�_ — FFE 25.10 I I I
I a 1i _L
I I I I I � I IC .o I I I Cc 10 � I
4o L' r P� / I 40 I I 40 U' 4' PVC ( O 1.07L� 11.0 `40 Li 4 P1IC I 40 4 P1 140 L Pvv L `40 L-4 PVC EX STING
0 1.OX 4• � 0 1.O% 0 i. O 1-2 0 IAA
EXISTING I 135 Lf !' FVC
• '� ( )2' GATE VAV'E 451 F' �' 4' GAT = V )2' GATE VALVE / 1 6' PVC FIE HY )RANT
FIRE HYDRANT a • i OS� �p _ 2'RVI U — I ' PVC 00CO` / — CL — /.Co �/� / /,CO /yCo X.
1 L—
/ E'x4 IEE LY.] •LfIV
6 x r NEL ULL Iii r E _ SfjfYILE LjL1E—�
-------------------�ERVIt;E•PVC UNE--- --------- -- -----J — INSTALL 1B"x2�TAPPING --- ---- -- --- VAI \4E
C6•x6" LPPING--- ------ -- — ------ ------ -- -- ----
WSTALL 16•x TAPPM�= EXISTING 16'4 DIP MTEfiAAIN 2. IN ALL 16'x2• TAPPIttyttt�����GGGGGG EXISTING 16'! PVC WATERAIAIN I //
SLEEVE GATE VE SERVICE USLEEVE ND 2 GATE VAL � � SLEEVE D 4 TATE Vim- � � S AND VALVE
EXISTING 8"/ PVC SANITARY SEWER ` EXISTING 8 PVC SANRARY SEWER
m =ORE OSTNG MANHOLE DO=TING SANITARY MANHOLE
EXISTING SANITARY MANHOLE ^�
TOP EL . = 21.70' � FOR PROPOSED NORTH TOP EL . = 23.10'
E W. EL = 13.61' NVERT ELEVATION = E. W. TL = 12.47'
W. W. EL. - 13.63' I I W. W. EL = 12.47' — —
WATER AND SEWER PLAN
1= = 40' - 0"
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48 HOURS BEFORE DIGGING
CALL TOLL FREE
1-800-432-4770
SU N/NE CALL
F OR/DA�17
Aa�rn—J. Bowles, P L #55313
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PA ��J � �� �� ol� � � 1L_, _Jl o J _ _
� oQN � as �., � STORMWATER �ry� I �� �, � (
C ,amu � C � J 6A_ � C�
� o n III oo � I MANAGEMENT � a� II III a�
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WX � I I � PROPOSED PRO Do PROF�JSEC
PROPOSED PROF aS. - - QUADFAPLEX - QUAD�APLEX - - DUPLEX
of� QUADRP�P _�X
W � I I Q� DR.�PLE�X -�- FFE _ ?`� 1 ] �FFE = 25.1 _ _ �FFE = 25.10FFE = 25.1LL_ L
i
FIR r.An_
LANDSCAPE INFORMATION
LANDSCAPE LEGEND
LAUREL OAK TREE (60 TREES)
8' MIN. HEIGHT
WAX MYRTLE (21 TREES)
6' MIN. HEIGHT
LANDSCAPE PLAN
1. = 40' - 0"
0 LIVE OAK TREE (40 TREES)
8' MIN. HEIGHT
CABBAGE PALMS (8 TREES)
8' HEIGHT, 6' MIN. CLEAR MOOD
vx�w VIBURNUM HEDGE
24' MIN. HEIGHT AT 30' O.C.
LANDSCAPE NOTES
1. ALL LANDSCAPING SHALL BE INSTALLED IN ACCORDANCE WITH THE
APPLICABLE PROVISIONS OF THE CITY OF SEBASTIAN'S LDR'S.
2. ALL PLANTING BEDS SHALL BE FULLY MULCHED TO A DEPTH OF 3'
WITH A BARK OR SHREDDED ORGANIC MATERIAL MULCH.
3. ALL LANDSCAPED AREAS SHALL BE 100% IRRIGATED WITH AN
AUTOMATIC SPRINKLER SYSTEM.
4. AREAS NOT INDICATED AS PLANTING BEDS CONTAINING TREES AND/
OR SHRUBS SHALL BE FULLY SODDED OR SEEDED AND MULCHED.
w
0
LANDSCAPE DATA
TOTAL TREES REQUIRED
1. TREES REQUIRED ALONG
SOUTH EASY STREET
= 1 TREE/25
LF (520 LF)
= 21
TREES
2. TREES REQUIRED ALONG
SCHUMANN DRIVE
= 1 TREE/25
LF (160 LF)
= 7
TREES
3. TREES REQUIRED ALONG
NORTH PROPERTY LINE
= 1 TREE/35
LF (840 LF)
= 24
TREES
4. TREES REQUIRED ALONG
WEST PROPERTY LINE
= 1 TREE/35
LF (260 LF)
= 8
TREES
5. TREES REQUIRED ALONG
EAST PROPERTY LINE
= 1 TREE/35
LF (100 LF)
= 3
TREES
6. INTERIOR TREES REQUIRED
= 1 TREE/5
SPACES(72 SPACES)
= 15
TREES
7. NON -VEHICULAR OPEN SPACE TREES REQUIRED
= 1 TREE/2,000 SF (100,647 SF)
= 51
TREES
8. TOTALS
N N o
_
2 STEEL BANDS
v w
MINIMUM 3 - 2"x4" WOOD BRACES SHALL BE
TOTAL TREES REQUIRED
= 129
TREES
TOTAL TREES REQUIRED
= 129 TREES
m
TOTAL TREES EXISTING
= 0 TREES
Ir
a
0
3" MULCH
v
TOTAL TREES PROPOSED
= 129 TREES
RIM AROUND PLANTING HOLE
FINISHE
TOTAL TREES PROVIDED
= 129 TREES
GRADED
0
'll
PLACE RUBBER HOSE ON WIRE AT ALL POINTS
OF CONTACT WITH TREE
PLACE 3 GALVANIZED GUY WIRES (DOUBLE STRANDS),
OF SUITABLE STRENGTH FOR TREE, SPACED EQUAL
DISTANCE AROUND TREE ABOVE FIRST LATERAL
BRANCH AND 6-9" FROM TOP OF STAKE.
REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL
IF APPLICABLE
3" MULCH (CYPRESS MULCH SHALL NOT BE UTILIZED) a
FORM SAUCER WITH 4"-6" CONTINUOUS EARTHEN
RIM AROUND PLANTING HOLE
1 /
2"x2"x10' WOOD STAKE DRIVEN 3' BELOW GRADE0 p
/'Ixm+n N p
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U m Q ^II
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1-� IIIII�
I PLANTING PIT DEPTH SHALL EQUAL DEPTH OF ROOT
BALL PLUS 6" FOR SETTING LAYER OF COMPACTED
BACKFILL. PLANTING PIT WIDTH SHALL BE TWICE THE
II DIAMETER OF ROOT BALL
BACKFILL AROUND ROOTBALL AS SPECIFIED
PLANT TOP OF ROOTBALL EVEN WITH OR SLIGHTLY
HIGHER THAN FINISHED GRADE U
PLACE ROOTBALL AT BOTTOM OF PLANTING PIT z
ON 6" LAYER OF COMPACTED BACKFILL _
TREE PLANTING DETAIL w co
N.T.S. n w N
p 3" MULCH (CYPRESS MULCH SHALL NOT BE UTILIZED)
FORM SAUCER WITH 3" CONTINUOUS EARTHEN
RIM AROUND PLANTING HOLE
I PLANTING PIT DEPTH SHALL EQUAL DEPTH OF ROOT
BALL. PLANTING PIT WIDTH SHALL BE TWICE THE
DIAMETER FOR ROOT BALLS 2' AND UNDER OR
��'2' LARGER W DIAMETER FOR ROOT BALLS OVER
I11 1�=11I .;...:...... ........':i�;��• ..._.....p _ _ 11111=
BACKFILL AROUND ROOT BALL BY MIXING 1/3
11111 PREPARED PLANTING SOIL AND 2/3 EXISTING SOIL
—I II—► II =11 —
I PLANT TOP OF ROOT BALL EVEN WITH FINISHED
11111-11111=11111=1111 _ I GRADE
PLACE ROOT BALL AT BOTTOM OF PLANTING PIT
I ON UNDISTURBED SUBGRADE
SHRU 3/GROUNDCOVER PLANTING DETAIL
N.T.S.
48 HOURS BEFORE DIGGING
CALL TOLL FREE
1-800-432-41-70
S E STATE__QW, CALL
OF OR AMC.
P. � 7 •
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PRUNE & TIE FRONDS TOGETHER WITH DEGRADABLE
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TWINE (MINIMUM 6-8 FRONDS)
> 00)
CIGAR CUT PALM TREES ARE ACCEPTABLE
Q(2
(0OD
(UNLESS OTHERWISE NOTED)
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SABAL PALMS TO BE BOOTED WHEN 16' C.T. OR LESS
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(UNLESS OTHERWISE NOTED)
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5 - 2"x4"x18" WOOD BATTENS. DO NOT NAIL BATTENS
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.ten
TO PALM. HEIGHT OF BATTENS SHALL BE LOCATED IN
W v
RELATION TO THE HEIGHT OF THE PALM FOR ADEQUATE
BRACING
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04-153
ROADWAY NOTES:
GENERAL
IT IS INTENDED THAT THE FLORIDA DEPARTMENT OF TRANSPORTATION "STANDARD
SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION" DATED 1992 BE USED WHERE
APPLICABLE FOR VARIOUS WORK, AND THAT WHERE SUCH WORDING THEREIN REFERS TO THE
STATE OF FLORIDA AND ITS DEPARTMENT OF TRANSPORTATION AND PERSONNEL, SUCH
WORDING IS INTENDED TO BE REPLACED WITH THAT WORDING WHICH WOULD PROVIDE PROPER
TERMINOLOGY, THEREBY MAKING SUCH "STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE
CONSTRUCTION" AS THE "STANDARD SPECIFICATIONS" FOR THIS PROJECT.
IF WITHIN THAT PARTICULAR SECTION ANOTHER SECTION, ARTICLE OR PARAGRAPH
IS REFERRED TO, IT SHALL BE A PART OF THE STANDARD SPECIFICATIONS ALSO.
ALL WORK SHALL BE IN WORKMANLIKE MANNER AND SHALL CONFORM WITH ALL
APPLICABLE CITY, COUNTY, STATE AND FEDERAL REGULATIONS AND/OR CODES. THE
CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND LICENSES
REQUIRED TO BEGIN WORK.
THE CONTRACTOR SHALL GIVE THE ENGINEER 24 HOURS NOTICE PRIOR TO REQUESTING
INSPECTIONS AND SHALL SUPPLY ALL EQUIPMENT NECESSARY TO PROPERLY TEST AND
INSPECT THE COMPLETED WORK.
THE CONTRACTOR SHALL GUARANTEE ALL WORK AND MATERIALS FOR A PERIOD OF TWO
YEARS FROM THE DATE OF PROJECT ACCEPTANCE, DURING WHICH ALL FAULTY CONSTRUCTION
AND/OR MATERIALS SHALL BE CORRECTED AT THE CONTRACTOR'S EXPENSE_
GRADING
THE CONTRACTOR SHALL PERFORM ALL GRADING NECESSARY TO ACHIEVE THE PROPOSED
PLAN GRADES INCLUDING TYPICAL SECTIONS.
ALL WORK SHALL BE IN ACCORDANCE WITH SECTION 120 OF THE STANDARD
T5IFICATIONS.
CONSTRUCTION STAKING WILL BE PERFORMED BY THE
STABILIZED SUBGRADE SHALL BE CONSTRUCTED TO THE FLORIDA BEARING VALUE AS PER
PLAN FOR THE DEPTH AND LIMITS SHOWN ON THE PLAN, AND IN ACCORDANCE WITH SECTION
160 OF THE STANDARD SPECIFICATIONS.
(TYPE C STABILIZATION). ALL STABILIZED AREAS SHALL BE COMPACTED TO AT LEAST
98% OF THE MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180.
BASE COURSE
THE BASE SHALL BE CONSTRUCTED OF EITHER LIMEROCK MATERIAL IN ACCORDANCE WITH
SECTION 911 OR CEMENTED COQUINA SHELL MATERIAL IN ACCORDANCE WITH SECTION 915 OF
THE STANDARD SPECIFICATIONS.
LIMEROCK BASE SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 200 AND CEMENTED
COQUINA SHELL BASE SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 250 OF THE
STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE ROCK PIT CERTIFICATION FOR
CEMENTED COQUINA SHELL MATERIAL. BASE SHALL BE COMPACTED BY AT LEAST 98% OF
1HE MAXIMUM DENSITY AS DETERMINED BY AASHTO T-180. BASE SHALL BE APPROVED
PRIOR TO PRIME COAT.
PRIME AND TACK COAT
PRIME AND TACK COAT FOR THE BASE SHALL BE IN ACCORDANCE WITH SECTION 300 OF
THE STANDARD SPECIFICATIONS.
ASPHALTIC CONCRETE SURFACE COURSE (A.C.S.C.)
TYPE T-111 ACSC SHALL BE CONSTRUCTED FOR THE DEPTH AND LIMITS SHOWN ON THE PLAN,
IN ACCORDANCE WITH SECTIONS 320, 330 AND 331 OF THE STANDARD SPECIFICATIONS.
TESTING
THE CONTRACTOR SHALL RETAIN THE SERVICES OF AN APPROVED INDEPENDENT TESTING
LABORATORY TO CONDUCT ALL REQUIRED TESTS ON SUBGRADE, BASE AND SURFACE
COURSE MATERIALS. TEST RESULTS MUST BE SUBMITTED PRIOR TO ANY REQUEST FOR
PAYMENT ON THE ABOVE ITEMS.
THE SCHEDULE FOR TESTING OF THE ROAD CONSTRUCTION SHALL BE AS FOLLOWS:
A. SUBGRADE:
(1) FLORIDA BEARING VALUE TESTS SHALL BE TAKEN AT INTERVALS OF NOT MORE
THAN 200 FEET, OR CLOSER AS MIGHT BE NECESSARY IN THE EVENT OF
VARIATIONS IN SUBSOIL CONDITIONS.
(2) DENSITY TESTS SHALL BE TAKEN AT INTERVALS OF NOT MORE THAN 200 FEET
OR CLOSER AS MIGHT BE NECESSARY.
B. BASE:
(1) DENSITY TESTS SHALL BE TAKEN AT INTERVALS OF NOT MORE THAN 500 FEET
OR CLOSER AS MIGHT BE NECESSARY.
ALL TESTING SHALL BE TAKEN IN A STAGGERED SAMPLING PATTERN FROM A POINT 1 1/2
INCHES INSIDE THE LEFT EDGE, TO THE CENTER, TO A POINT 12 INCHES INSIDE THE RIGHT
EDGE OF THE ITEM TESTED.
IF ANY TEST INDICATES THAT THE WORK DOES NOT MEET THE SPECIFICATIONS, THE
SUBSTANDARD AREA SHALL BE REWORKED OR CORRECTED AND RETESTED, AT THE
CONTRACTOR'S EXPENSE, UNTIL THE PROVISIONS OF THESE SPECIFICATIONS ARE MET.
ALL PASSING TESTS SHALL BE PAID FOR BY THE OWNER. ALL FAILING TESTS SHALL
BE PAID FOR BY THE CONTRACTOR.
CLEAN-UP
THE CONTRACTOR MUST PROVIDE CLEAN-UP OF EXCESS CONSTRUCTION MATERIAL
UPON COMPLETION OF THE PROJECT. THE SITE MUST BE LEFT IN A NEAT, CLEAN,
GRADED CONDITION.
DRAINAGE SPECIFICATIONS
STORM INLETS AND MANHOLES SHALL BE CONSTRUCTED IN GENERAL ACCORDANCE HATH SECTION
425 OF THE STANDARD SPECIFICATIONS OF THE FLORIDA DEPARTMENT OF TRANSPORTATION.
CONCRETE SHALL HAVE A MINIMUM 28 -DAY STRENGTH OF 3000
PSI.
ALL REINFORCING STEEL TO BE ASTM A 615-72 GRADE 40, FYP = 40,000 PSI, AND SHALL
BE HANDLED AND PLACED IN ACCORDANCE WITH ACI 318-71.
PRECAST CONCRETE MANHOLES AND STORM INLETS MAY BE USED UPON THE
ENGINEER'S APPROVAL OF THE MANUFACTURER'S SHOP DRAWINGS.
STORM SEWER CONSTRUCTION SHALL BE IN ACCORDANCE WITH SECTION 430 AND
RELATED SECTIONS OF THE STANDARD SPECIFICATIONS OF THE FLORIDA DEPARTMENT OF
TRANSPORTATION.
CONCRETE
UNLESS OTHERWISE SPECIFIED OR INDICATED, ALL CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH AT 28 DAYS OF 3000 PSI. ALL WORK SHALL COMPLY NTH
THE CURRENT EDITION OF THE AMERICAN CONCRETE INSTITUTE (AO) BUILDING CODE AND
THE APPLICABLE BUILDING CODES HAVING JURISDICTION IN THE AREA.
CULVERT PIPES
REINFORCED CONCRETE PIPE (R.C.P.) SHALL BE IN ACCORDANCE WITH SECTION 941 OF THE
STANDARD SPECIFICATIONS.
PRECAST LIMITS
ALL STORM INLETS SHALL BE PRECAST REINFORCED CONCRETE IN ACCORDANCE WITH THE
DETAILS SHOWN HEREIN THE PROJECT DETAILS. TYPE II PORTLAND CEMENT SHALL BE
USED IN THE CONCRETE MIX. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
AT 28 DAYS OF 4000 PSI.
RECORD DRAWINGS
CONTRACTOR SHALL KEEP AND MAINTAIN RECORD DRAWINGS ON THE PROJECT SITE AT
ALL TIMES WHICH SHALL BE ANNOTATED BY THE CONTRACTOR DEPICTING ANY CHANGES
MADE IN THE FIELD WHICH DIFFER FROM THE CONTRACT DRAWINGS. RECORD DRAWINGS
SHALL INCLUDE, BUT NOT LIMITED TO, INVERT AND TOP ELEVATIONS OF CULVERTS AND
INLET STRUCTURES. CONTRACTOR SHALL SUBMIT COMPLETE AND FINAL RECORD DRAWANGS
TO ENGINEER UPON COMPLETION OF PROJECT AND PRIOR TO FINAL, INSPECTION AND FINAL
PAYMENT.
INSPECTION
MINIMUM CONSTRUCTION INSPECTION CHECKPOINTS
THE ENGINEER SHALL BE NOTIFIED:
A. PRIOR TO ANY MAJOR DEVIATION FROM THE APPROVED PLANS.
B. • PRIOR TO BACKFILLING ANY PIPE TRENCHES.
C. UPON COMPLETION OF SUBGRADE GRADING AND COMPACTION.
D. UPON BEGINNING OF SPREADING OF ROCK BASE MATERIAL.
E. UPON COMPLETION OF GRADING AND COMPACTION OF THE BASE MATERIAL AND PRIOR
TO PRIMING.
F. IMMEDIATELY PRIOR TO AND UPON APPLICATION OF A.C.S.C.
G. UPON COMPLETION OF CONSTRUCTION.
M
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0
STANDARD ENGINEERING NOTES=
GENERAL
1. THE REQUIREMENTS OF INDIAN RIVER COUNTY UTILITIES STANDARD SPECIFICATIONS AND
STANDARD DETAILS SHALL GOVERN ALL UTILITIES WORK. WHERE A CONFLICT EXISTS IN
THE REQUIREMENTS OF A REFERENCED MATERIAL OR INSTALLATION STANDARD AND
THE REQUIREMENTS OF A STATE OR LOCAL AGENCY HAVING JURISDICTION ARE MORE
STRINGENT,THESE REQUIREMENTS SHALL PREVAIL.
2. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE, AT ALL TIMES, ONE
COPY OF THE LOCAL GOVERNING AGENCIES UTILITIES STANDARD SPECIFICATIONS AND
STANDARD DETAILS, ONE COPY OF THE CONTRACT DOCUMENTS INCLUDING PLANS,
SPECIFICATIONS AND SPECIAL PROVISIONS, AND COPIES OF ANY REQUIRED
CONSTRUCTION PERMITS.
3. CONTRACTOR IS RESPONSIBLE FOR CHECKING ACTUAL SITE CONDITIONS BEFORE
STARTING CONSTRUCTION.
4. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER BEFORE COMMENCING WORK.
5. CONTRACTOR SHALL OBTAIN ALL REQUIRED PERMITS BEFORE COMMENCING WORK.
6. THE CONTRACTOR SHALL CONTACT ALL CONCERNED UTILITIES AT LEAST 48 HOURS IN
ADVANCE OF CONSTRUCTION OPERATIONS.
7. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN TO BE MADE WITHOUT PRIOR
APPROVAL OF THE ENGINEER.
CONSTRUCTION IN STREETS AND ROAD RIGHT-OF-WAYS
1. OPEN ROAD CUTS REQUIRES PRIOR APPROVAL OF THE CITY, COUNTY, STATE OR ANY
OTHER AGENCY WHICH MAY HAVE JURISDICTION.
2. ALL CONSTRUCTION, MATERIALS AND WORKMANSHIP ARE TO BE IN ACCORDANCE WITH
FLORIDA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS AND STANDARDS.
3_ ALL AREAS IN EXISTING RIGHT-OF-WAYS DISTURBED BY CONSTRUCTION SHALL
RECEIVE GRASS/ MULCH OR SOLID SOD.
4. STREET OR HIGHWAY RESTORATION TO BE DONE AS PER LOCAL OR STATE AGENCY
HAVING JURISDICTION.
5_ THE CONTRACTOR SHALL COMPLY WITH ALL RULES AND REGULATIONS OF THE STATE,
COUNTY AND OTY AUTHORITIES REGARDING CLOSING OR RESTRICTING THE USE OF
PUBLIC STREETS OR HIGHWAYS.
6. TRAFFIC CONTROL ON ALL COUNTY AND STATE HIGHWAY RIGHT-OF-WAYS SHALL MEET
THE REQUIREMENTS OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (U.S.
DOT/FHA) AND THE REQUIREMENTS OF THE STATE AND ANY LOCAL AGENCY HAVING
JURISDICTION.
TECHNICAL SPECIFICATIONS
SCOPE
THESE SPECIFICATIONS ARE TO ASSIST THE ENGINEER, DEVELOPER AND CONTRACTOR IN
WORK AND METHODS APPROVED BY THE LOCAL GOVERNING AGENCIES.
THE ABOVE MENTIONED ARE RESPONSIBLE FOR THE FOLLOWING:
1.) ACQUIRING ALL PERMITS, LICENSES AND FEES FOR PROJECTS CONSTRUCTED
INCLUDING ALL TESTS.
2.) COMPLETE COORDINATION WITH ALL UTILITY COMPANIES INVOLVED.
3.) COMPUANCE WITH ANY AND ALL GOVERNING AGENCIES INVOLVED.
4.) RELOCATION, EXTENSION, ENLARGEMENT OR REFURBISHMENT OF ANY IMPACTED
AREAS OF SERVICE IN OR OUT OF THE LOCAL GOVERNING AGENCY.
5.) ALL WORK IS TO BE DONE AT NO COST TO THE LOCAL GOVERNING AGENCY.
MATERIALS
A.) DRAINAGE
PIPING: 1.) MINIMUM SIZED PIPING SHALL BE 15" OR EQUIVALENT ELLIPTICAL SIZE AND
18" MINIMUM ON COLLECTOR ROADS.
2.) REINFORCED CONCRETE PIPE (RCP) SHALL BE MANUFACTURED BY REPUTABLE
MANUFACTURING PRACTICES, FREE OF HONEY COMBS, EXPOSED STEEL OR BLEED
THROUGH FROM REINFORCING AND SMOOTH FINISH AT BELL AND SPIGOT ENDS.
3.) ASPHALT COATED CORRUGATED METAL PIPE (ACCMP)SHALL BE OF STEEL
MATERIAL MANUFACTURED BY REPUTABLE MANUFACTURING PRACTICES, FREE OF
DENTS, GOUGING OR AREAS NOT PROTECTED BY BITUMINOUS MATERIALS.
4.) ALUMINUM PIPE SHALL BE MANUFACTURED BY REPUTABLE MANUFACTURING
PRACTICES, FREE OF DENTS AND GOUGING. ALUMINUM PIPING MAY REQUIRE
ARCHING FOR LOAD BEARING AREAS AS DETERMINED BY DESIGN ENGINEER AND
THE LOCAL GOVERNING AGENCY.
5.) ALL JOINTS SHALL BE WRAPPED PITH FILTER FABRIC.
6.) SAFETY BARS SHALL BE PLACED ON PIPE AND MITERED END SECTIONS WHERE
DETERMINED NECESSARY.
7.) OUTFALL END RUN TO DITCHES SHALL HAVE A MITERED END SECTION WITH
SAFETY BARS TO MATCH EXISTING DITCH BANK SLOPE WITH APPROPRIATE
EROSION CONTROL MEASURES.
B.) DRAINAGE STRUCTURES:
1.) ALL DRAINAGE STRUCTURES SHALL MEET SPECIFIC PLANNED USE AS DETERMINED
BY THE DESIGN ENGINEER AND THE LOCAL GOVERNING AGENCY.
2.) ALL CATCH BASINS, INLETS OR MANHOLE STRUCTURES SHALL BE OF PRECAST
REINFORCED TYPE UNLESS OTHERWISE APPROVED.
3.) ALL STRUCTURES SHALL MEET OR EXCEED THE STANDARD SPECIFICATIONS AS
DESIGNATED BY THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM C-
478) 4000 PSI CONCRETE.
4.) ALL STRUCTURES SHALL BE FREE OF DEFECTS SUCH AS CRACKING, HONEY
COMBS AND EXPOSED STEEL REINFORCING INCLUDING BLEED THROUGH.
5.) SHOP DRAWINGS SHALL BE SUBMITTED BEFORE ORDERING MATERIAL FOR
PLANNED PROJECT, CORRESPONDING SHALL BE BETWEEN THE DESIGN ENGINEER
AND THE LOCAL GOVERNING AGENCY.
C.) OUTFALL SPECIFICATIONS:
1.) OUTFALL STRUCTURES SHALL INCLUDE ALUMINUM SKIMMERS, WEIR DEVICES,
WEEP HOLES AND DRAW DOWN SYSTEMS AS DETERMINED BY DESIGN ENGINEER
AND THE LOCAL GOVERNING AGENCY.
2.) HARDWARE TO ATTACH DEVICES TO OUTFALL STRUCTURES SHALL BE STAINLESS
STEEL MATERIAL.
D.) MANHOLE COVERS & GRATES:
1.) MANHOLE FRAMES, COVERS AND GRATES SHALL MEET SPECIFIC PLANNED USE AS
DETERMINED BY DESIGN ENGINEER AND THE LOCAL GOVERNING AGENCY.
2.) MANHOLE FRAMES AND COVERS SHALL BE OF CAST IRON MATERIALS, FREE FROM
CRACKS, HOLES OR COLD SHUTS. FRAMES AND COVERS SHALL CONFORM TO A
MINIMUM STANDARD OF USF 1260 SERIES OR EQUIVALENT WITH COVERS
STATING "STORM SEWER."
3.) FRAMES AND GRATES SHALL BE OF CAST IRON MATERIALS, FREE FROM CRACKS,
HOLES AND COLD SHUTS. FRAMES AND GRATES SHALL CONFORM TO A MINIMUM
STANDARD OF USF 4160-6210 OR EQUIVALENT.
4.) THROAT INLET SHALL BE USED EXCLUSIVELY WHERE PRACTICABLE AS
DETERMINED BY THE DESIGN ENGINEER AND THE LOCAL GOVERNING AGENCY.
5.) 3' (FOOT) TRANSITION SHALL BY UTILIZED FROM TOP INLET TO BACK OF
CURBS.
RETENTION AREAS
1.) FIRST 1- (INCH) OF RAINFALL SHALL BE CONTAINED ON SITE AS A MINIMUM
STANDARD. CALCULATIONS FOR RETENTION REQUIRED AND PROVIDED PER
STORMWATER MANAGEMENT REPORT.
2.) RETENTION ON SITE SHALL MEET REQUIREMENTS FOR A 25 YEAR STORM PRE-
POST EVENT.
3.) RETENTION AREAS SHALL BE SODDED ABOVE THE NORMAL WATER UNE AS A
STANDARD RETENTION AREAS SHALL BECOME THE RESPONSIBILITY OF THE
OWNER OR LEGAL ENTITY FOR PROPERTIES.
4.) STORMWATER PONDS SHALL BE ROUGH GRADED PRIOR TO THE PLACEMENT OF
PAVEMENT. STRIPPED AREAS SHALL DRAIN TOWARD PONDS FOR SEDIMENT CONTROL.
GENERAL NOTA
A 24 HOUR NOTICE BY CONTRACTOR FOR REQUIRED INSPECTIONS FOR THE ABOVE
MENTIONED FACILITIES SHALL BE GIVEN.
EROSION AND SEDIMENTATION CONTROL NOTES_
CONSTRUCTION ACTIVITIES CAN RESULT IN THE GENERATION OF SIGNIFICANT
AMOUNTS OF POLLUTANTS WHICH MAY REACH SURFACE OR GROUND WATERS.
ONE OF THE PRIMARY POLLUTANTS OF SURFACE WATERS IS SEDIMENT DUE TO
EROSION. EXCESSIVE QUANTITIES OF SEDIMENT WHICH REACH WATER BODIES
OF FLOODPLAINS HAVE BEEN SHOWN TO ADVERSELY AFFECT THEIR PHYSICAL,
BIOLOGICAL AND CHEMICAL PROPERTIES. TRANSPORTED SEDIMENT CAN
OBSTRUCT STREAM CHANNELS, REDUCE HYDRAULIC CAPACITY OF WATER
BODIES OF FLOODPLAINS, REDUCE THE DESIGN CAPACITY OF CULVERTS AND
OTHER WORKS, AND ELIMINATE BENTHIC INVERTEBRATES AND FISH SPAWNING
SUBSTRATES BY SILTATION. EXCESSIVE SUSPENDED SEDIMENTS REDUCE LIGHT
PENETRATION AND THEREFORE, REDUCE PRIMARY PRODUCTIVITY.
MINIMUM STANDARDS
1. SEDIMENT BASIN AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS
AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE
CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTRIBUTING ACTIVITY
AND SHALL BE MADE FUNCTIONAL BEFORE UNSLOPE LAND DISTURBANCE
TAKES PLACE.
2. ALL SEDIMENT CONTROL MEASURES ARE TO BE ADJUSTED TO MEET FIELD
CONDITIONS AT THE TIME OF CONSTRUCTION AND BE CONSTRUCTED
PRIOR TO ANY GRADING OR DISTURBANCE OF EXISTING SURFACE
MATERIAL ON BALANCE OF SITE. PERIMETER SEDIMENT BARRIERS
SHALL BE CONSTRUCTED TO PREVENT SEDIMENT OR TRASH FROM FLOWING
OR FLOATING ON TO ADJACENT PROPERTIES.
3. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO
DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED
ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION
SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY
NOT BE AT FINAL GRADE BUT WILL REMAIN UNDISTURBED FOR LONGER
THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO
AREAS THAT ARE TO BE LEFT UNDISTURBED FOR MORE THAN ONE YEAR.
4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE
STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE
APPLICANT IS RESPONSIBLE FOR THE TEMPORARY PROTECTION AND
PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL
AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
5. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED
AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT
VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND
COVER IS ACHIEVED THAT, IN THE OPINION OF THE REVIEWER, IS
UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
6. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES
SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER
INSTALLATION.
7. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW
FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES SHALL
BE CONTROLLED BY A SEDIMENT BASIN, THE SEDIMENT BASIN SHALL
BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE THE ANTICIPATED
SEDIMENT LOADING FROM THE LAND -DISTURBING ACTIVITY. THE
OUTFALL DEVICE OR SYSTEM DESIGN SHALL TAKE INTO ACCOUNT THE
TOTAL DRAINAGE AREA FLOWING THROUGH THE DISTURBED AREA TO BE
SERVED BY THE BASIN.
8. AFTER ANY SIGNIFICANT RAINFALL, SEDIMENT CONTROL STRUCTURES
WILL BE INSPECTED FOR INTEGRITY. ANY DAMAGED DEVICES SHALL BE
CORRECTED IMMEDIATELY.
9. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES
UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT
CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
10. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR
OTHER PROTECTION SHALL BE PROVIDED.
11. SEDIMENT WILL BE PREVENTED FROM ENTERING ANY STORM DRAIN
SYSTEM, DITCH OR CHANNEL. ALL STORM SEWER INLETS THAT ARE
MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT
SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM
WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE
SEDIMENT.
12. BEFORE TEMPORARY OR NEWLY CONSTRUCTED STORMWATER CONVEYANCE
CHANNELS ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND
ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE
INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.
13, WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS
SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT
TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT
POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE
USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS.
EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY
NONERODIBLE COVER MATERIALS.
14. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION
VEHICLES, A TEMPORARY STREAM CROSSING CONSTRUCTED OF
NONERODIBLE MATERIAL SHALL BE PROVIDED.
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED
IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED.
16. PERIODIC INSPECTION AND MAINTENANCE OF ALL SEDIMENT CONTROL
STRUCTURES MUST BE PROVIDED TO ENSURE INTENDED PURPOSE IS
ACCOMPLISHED. THE DEVELOPER, OWNER AND/OR CONTRACTOR SHALL BE
CONTINUALLY RESPONSIBLE FOR ALL SEDIMENT LEAVING THE PROPERTY.
SEDIMENT CONTROL MEASURES SHALL BE IN WORKING CONDITION AT THE
END OF EACH WORKING DAY.
17. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE
WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE
CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT
ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF
TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR
PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR
BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY
AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY.
D. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH
THESE REGULATIONS.
18. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED
PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE
TRANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE,
WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE WITH
CURBS AND GUTTERS, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY
SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL
DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER
SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL
APPLY TO INDIVIDUAL SUBDIVISION LOTS AS WELL AS TO LARGER
LAND -DISTRIBUTING ACTIVITIES.
19. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER
THE TEMPORARY MEASURES ARE NO LONGER NEEDED, IN THE OPINION OF
THE REVIEWER. DISTURBED SOIL AREAS RESULTING FROM THE
DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
20. PROPERTIES AND WATERWAYS DOWNSTREAM FROM CONSTRUCTION SITE
SHALL BE PROTECTED FROM SEDIMENT DISPOSITION AND EROSION.
21. PHASED PROJECTS SHOULD BE CLEARED IN CONJUNCTION WITH
CONSTRUCTION OF EACH PHASE.
22. EROSION CONTROL DESIGN AND CONSTRUCTION SHALL FOLLOW THE
REQUIREMENTS IN INDEX NOS. 101, 102 AND 103 OF FDOT ROADWAY
AND TRAFFIC DESIGN STANDARDS.
23. THE REVIEWER MAY APPROVE MODIFICATIONS OR ALTER PLANS TO THESE
EROSION CONTROL CRITERIA DUE TO SITE SPECIFIC CONDITIONS.
GENERAL NOTES:
1. CONTRACTOR IS RESPONSIBLE FOR CHECKING ACTUAL SITE
CONDITIONS BEFORE STARTING CONSTRUCTION.
2. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER BEFORE COMMENCING WORK.
3. CONTRACTOR SHALL OBTAIN ALL REQUIRED BUILDING PERMITS
BEFORE COMMENCING WORK.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION OF ALL
EXISTING UTILITIES. THE CONTRACTOR SHALL CONTACT ALL
CONCERNED UTILITIES AT LEAST 48 HOURS IN ADVANCE FOR
CONSTRUCTION OPERATIONS.
5. NO FIELD CHANGES OR DEVIATIONS FROM DESIGN TO BE MADE
WITHOUT PRIOR APPROVAL OF THE ENGINEER.
6. ALL SUBDIVISION CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE
WITH THE APPLICABLE ORDINANCES OF CITY OF SEBASTIAN, FLORIDA.
7. ALL WATER AND SEWER CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE
WITH THE APPLICABLE ORDINANCES OF THE INDIAN RIVER COUNTY, FLORIDA.
8. BOUNDARY AND TOPOGRAPHIC INFORMATION PREPARED BY WILLIAM
MOTT LAND SURVEYING, DATED 2/19/02. ALL ELEVATIONS ARE
PER BENCHMARK REFERENCED ON THIS SURVEY.
OFF SITE INFORMATION PREPARED BY WILLIAM MOTT LAND
SURVEYING, DATED 2/19/02. ALL ELEVATIONS ARE PER BENCHMARK
REFERENCED ON THIS SURVEY.
9. REFER TO SOILS REPORT PREPARED BY KSM ENGINEERING AND
TESTING, INC., DATED 8/8/02 FOR EXISTING SOIL CONDITIONS,
10. CONTRACTOR SHALL SUPPLY DENSITY TESTS TO ENGINEER ON ALL
SUB -GRADE AND BASE. TESTS SHALL BE PREPARED PER AASHTO T-
180 METHOD.
11. SLOPE GRADES FROM ELEVATIONS SHOWN TO EXISTING GRADE AT
PROPERTY LINE. MAXIMUM SLOPE 3:1.
12. ENGINEER SHALL BE NOTIFIED AT LEAST 48 HOURS IN ADVANCE FOR
ANY INSPECTION.
13. ALL TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH
M.U.T.C.D. STANDARDS.
14. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FLORIDA
DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR
ROAD AND BRIDGE CONSTRUCTION", DATED 2000.
1-1/2" TYPE S-1
ASPHALTIC CONCRETE
CONSTRUCT 6" COQUINA BASE
COMPACTED TO 98% MAX. DRY
DENSITY PER AASHTO T-180
METHOD, LBR 100
`-STABILIZED SUBGRADE MIN. DEPTH
OF 8", COMPACTED TO 98% MAX.
DRY DENSITY PER AASHTO T-180
METHOD, MIN. FBV 50 PSI.
FLEXIBLE PAVEMENT SECTION
NTS
SAW -CUT AND TACK
COAT EXISTING EDGE
/(
EXISTING ASPHALT
lIIfIIII1,�III1111 //
EXISTING BASE/
EXISTING SUBDE
OPOSED ASPHALT PAVEMENT
-PROPOSED BASE
OPOSED SUB -GRADE
PAVEMENT SAW -CUT AND BUTT JOINT
NTS
GRATE SEE DRAINAGE
-- PLANS FOR ELEV.
FINISHED GRADE S-4„
(SODDED SWALE)
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NTS
0'70 12" GRAVEL SUMP
COMPACTED SUBGRADE
CATCH BASIN
48 HOURS BEFORE DIGGING
CALL TOLL FREE
1-800-432-4770
SUNSHINE STATE ONE CALL
OF FLORIDA, INC.
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Aaron J. Bowles, P. E. #55313 OF 6
04-153
1 1/2" TYPE K COPPER LOCKING CURB
SERVICE LATERAL STOPS
METER BOX (METER 1" TYPE K COPPER
NOT SHOWN) SERVICE LATERAL
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BRASS COMPRESSION
WYE BRANCH
BRASS LOCKING CURB IN LINE DUAL CHECK -
STOP (FORD OR MUELLER) PLAN VIEW BY IRCUD
WITH INTEGRAL METER
COUPLING
CENTER OPENING
OVER METER(S)
METER BO.: X
1" MIN. CUSTOMERS (SEE NOTE ? _z
PIPING (BY OTHERS) NO. 3)
N =
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4" MIN. GRAVEL
OR CRUSHED ROCK
CROSS SECTION
NOTES:
1. METERS OVER 2" MUST BE APPROVED BY UTILITY AND INSTALLED
BY CONTRACTOR.
2. ALL METERS 2" AND SMALLER WILL BE SUPPLIED AND INSTALLED
BY BREVARD COUNTY UTILITY DEPARTMENT.
3. MINIMUM SIZE OF METER BOXES: 1" SERVICE (12" X 20"); 1-1/2" AND
2" SERVICE (17" X 28").
4. 5/8" -3/4" METERS SHALL BE HERSEY TURBINE, MASTER METER,
OR APPROVED EQUAL WITH 5/8" RUBBER METER WASHERS.
5. 1" - 2" METERS SHALL BE MASTER TURBINE OR COMPOUND AS REQUIRED.
METER BOX
1. TRACE WIRE IS REQUIRED ON ALL PIPE.
2. INCLUDE ALL COST OF MATERIAL & LABOR IN PRICE OF PIPE.
3. CONTRACTOR RESPONSIBLE FOR CONTINUITY OF ALL TRACE WIRE.
4. ALL SPLICE CONNECTIONS ARE TO BE HOT SOLDERED (50/50 RESIN CORE),
WRAP W/3 ALTERNATING LAYERS OF SCOTCH "33" TAPE & COVER WITH
SCOTCH WATERPROOFING COMPOUND.
5. SHRINK WRAP MAY BE USED INSTEAD OF SCOTCH WRAP
6. VERIFICATION OF SIGNAL IS REQUIRED UPON COMPLETION OF CONSTRUCTION,
P.E. GOOSENECK 3' ASPHALT SURFACE - -FINISHED GRADE
LONG (MIN.) OR SWING 36" SQUARE FOUR HYDRANT GUARDS RESTRAINED LENGTH IN FEET EACH SIDE OF RESTRAINED LENGTH IN FEET FOR REDUCER
JOINT OR APPROVED I 24" SQUARE
(2) - 3/4" AS REQ'D. BY W.M.U.D. PIPE D. I. P. � P. V. Q, PIPE
EQUAL BY IRCDUS' LOCKING CURB STOP APPROVED METER BOXES TIE RODS SEE NOTE l(BELOW)DIAMETER DIAMETER
(TO ACCOMMODATE SHALL BE "CDR SYSTEMS V ' ' ' ' ��F3C
90' (INCHES) 90' 45' 22}' 11}° 90' 45' 22� 11l' (INCHES) 3" 4" 6" 8" 10" 12" 16" 20" 24" 30"
GALV5/8" x 3/4" METER) : I I , :: l o1",1OR 2"CORP." POLYMER CONCSEE NOTE 3 3„30' 15' 10' 5' 40' 20' 10' 5' 3"0 0 0 0 0 0 0 0 0 0
FIBERGLASS•CORS'. STOP 2'-0" ROADWAY 2'-0"o ° ' ° (1) - N0. 3 � ;• (BELOW) 45' 4" 35' 15' 10' 5' S5' 25' 15' 10' 4" 40' 0 0 0 0 0 0 0 0 0
FINISH GRADE •� °° ° ,CONTIN.0. O I 1 6" 55' 25' 10' 5' 80' 35' 20' 10' 6" 50' 45' 0 0 0 0 0 0 0 0
CONCRETE i°PAD N. �-
�� -� Z' II'I SLIDE TYPE- GATE VALVE �P� 8" 65' 30' 15' 10' 90' 40' 20' 10' 8" 75' 70' 40' 0 0 0 0 0 0 0
]i I� 4 LIMEROSE VALVE BOX / \C
= BASE ,1 FIRE HYDRANT TEE � 10" 80' 35' 20' 10' 110' 50' 25' 15' 10" 95' 90' 70' 40' 0 0 0 0 0 0
SLIDE TYPE VARIES 12" 95' 40' 20' 10' 130' 55' 30' 15' 12" 120' 115' 100' 75' 40' 0 0 0 0 0
00 - VALVE BOX
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ZIN LINE DUAL TYPETYPE II 6" (MIN.) PLAN VIEW 16" 120' 50' 25' 15' 165' 70' 35' 20' 16" 160' 155' 140' 125' 100' 70' 0 0 0 0
m I LONG SERVICE I CHECKBYWATER
j POLYETHYLENE CAST IRON STAY -PUT COVER - CONCI 20" 150' 65' 30' 15' 200' 85' 40' 20' 20" 200' 195' 185' 170' 150' 130' 75' 0 0 0
,.� SHORT METERS (SEE (VISQUEEN OR RAISED LETTERS MARKED: THRUST BLOCK PUMPER NOZZLE - 24" 180' 70' 35' 20' 210' 90' 45' 25' 24" 160' 155' 150' 140' 135' 120' 90' S0' 0 0
STAINLESS SERVICE NOTE 6 FACING ROADWAY
STEEL DOUBLE ) EQUIVALENT} "WATER" AS APPLICABLE O
�STTAR❑❑APFFSERVICE FITTINGS OR VALVE BOX ACCESS 1 30" 190' 80' 40' 20' 250' 105' 50' 25' 30" 195' 190' 185' 180' 170' 160' 120' 105' 70' 0
WA7ERDFfAIN AS REQ'D. 24" MAX. SAN. SEWER" AS GRADE N 36" 220' 95' 45' 25' 0 0 0 0 36" 225'220' 215' 210' 205' 195' 180' 150'125' 70'
NOTES:
1. SUCCESSIVE TAPS INTO THE WATER MAIN SHALL BE 18" CENTERS (MIN.).
2. SHORT SERVICES REQUIRE 18" MIN. COVER; LONG SERVICES REQUIRE
24" MINIMUM COVER.
3. MINIMUM SERVICE SIZE NOT LESS THAN 1", DUAL SERVICES SHALL BE
A MINIMUM 1-1/2" AND TRIPLE SERVICES SHALL BE A MINIMUM 2"•
QUADRUPLE SERVICES SHALL BE AS APPROVED BY IRCDUS.
4. 1" & 1-1/2" LONG SERVICES REQUIRE A 2" MIN. I.D. CASING PIPE. 2"
LONG SERVICES REQUIRE A 3" MIN. I.D. CASING PIPE. CASING PIPE
SHALL BE SCH 40 PVC.
5. METERS GREATER THAN 2 INCHES SHALL BE AS MANUFACTURED BY
HERSEY, MASTER OR AS APPROVED BY I.R.C. DEPT. of UTILITY SERVICES
AND SUPPLIED BY APPLICANT. METERS 2 INCHES AND SMALLER SHALL BE
SUPPLIED BY IRCDUS.
6. PIN LOCKS SHALL BE PURCHASED BY THE DEVELOPER AND/OR CONTRACTOR
AND SHALL BE INSTALLED ON ALL LOCKING CURB STOPS, SAMPLING
POINTS, AND WATER SERVICE CONNECTIONS AT THE TIME OF ACTIVATING
ALL WATER MAINS OR AT SUCH TIME AS DIRECTED BY IRCDUS.
7. CURB STOPS TO BE SAME SIZE AS METER TO BE INSTALLED.
WATER SERVICE
TO PUT CONTINUOUS TRACE WIRE
UNDER BOLT, FIRST LOOSEN NUT,
THEN STRIP 3" MIN., WRAP ONCE
STRIP 3/4" OF MAIN AROUND BOLT, 1 TWIST, 2 WRAPS
4" WIRE & 4" OF BRANCH "DO NOT CUT WI(ZD"
WIRE. TIGHTEN NUT AFTER WRAPPING
TRACE WIRE AROUND THE BOLT.
MIN. 5 WRAPS
SOLDER MAX. 10 WRAPS
BRANCH SPLICE DETAIL FINISH GRADE---_
PUT WIRE UNDER BOLT SEE
DETAIL ABOVE.
CONTINUOUS /14 THHN
SINGLE CONDUCTOR
P 4" MIN. COPPER TRACE HARE
HALF HITCH- {ALF HITCH ON
BEHIND EACH SIDE OF
EACH BELL. ALL VALVES
FINISH GRADE
MIN. 3 TWISTS EPS •`' are rsux
BRANCH SPLICE AT ALL TEES. /
FIRE HYDRANTS do SERVICE TAP
STEP 14 THHN SINGLE CONDUCT
,
COPPER -TRACE
MIN. 5 WRAPS HALF HITCH AT ALL SERVICE
TAPS, & EACH END OF ALL
,rrrrwi FITTINGS.
SOLDER�S]P 3
I STEP4 1
MAIN LINE SPLICE DETAIL. n n
TRACE WIRE DETAILS
- PROVIDE TRENCH f
SLOPE AS REQ'D. J r GRADE
:
`- 0 6" MAX. LAYERS OR
oR
0 OTHER APPROVED
MAINTAIN TRENCH z METHOD TO ACHIEVE
WIDTH 2'-0" ABOVE 95% COMPACTION
TOP OF PIPE - SEE NOTE 4 10
M
MAXIMUM WATER 4" MAX
LEVEL ALLOWABLE LAYERS
DURING_ AT 95%
CQNSTRYGPON
3/4- DIA. BEDDING ROCK --,-/12» PIPE 12 _
OR PEA ROCK WHERE I O'D'
/ UNDISTURBED
CONDITIONS REQ'D. TRENCH DTH_ SOIL
'Wr
NOTES:
1. WHERE SOIL CONDITIONS CANNOT BE MAINTAINED AS SHOWN ABOVE,
PROVIDE APPROVED METHOD OF CONSTRUCTION.
2. SHEETING WILL BE REQUIRED AS DETERMINED IN THE FIELD.
3. COMPACTION PERCENTAGES SHOWN REFER TO A.A.S.H.T.O. T-180.
4. MECHANICAL COMPACTION NOT ALLOWED BELOW THIS LEVEL.
5. TRENCH WIDTH "W" PIPE O.D. PLUS 2'-0".
6. USE TRACE WIRE ON MAINS. (SEE DETAIL)
7. ALL RESTORATION IN EASEMENTS OR RIGHTS OF WAY OR WHEN
REQUIRED BY OTHER JURISDICTIONAL AGENCIES IT SHALL
CONFORM TO COUNTY UTILITIES SPECIFICATIONS OR THE OTHER
JURISDICTIONAL AGENCY SPECIFICATIONS, WHICHEVER IS MORE
STRINGENT.
TRENCH DETAIL
(UNPAVED AREAS)
- EXISTING I
BASE TRENCH WIDTH 'W' + 4' MIN. _
SURFACE RESTORATION 6"
UMANICALLY SAW I MIN.
E101fIN PAVEMENT
APPLICABLE ,.,
V I L �J DIRECT = 42" 245' 105' 50' 25' 0 0 0 0 42" 245'240'235'230'225'220'205'180' 155' 105'
z �, CONNECTION `° z
>> (ANCHOR TYPE) - iv 48" 260' 120' 60' 30' 0 0 0 0 48" 255'250'245'240'235'23C]' 215' 195' 175' 125'
6" G.V. RESTRAINED LENGTHS FOR VALVES, DEAD LENGTH 0' RESTRAINED JOINT FOR LARGE? DIAMETER
° • .. ••.•o - 6" PIPE '- ENDS AND BRANCHES FROM TEES SHALL BE PIPE
+ c THE SAME AS FOR 90- (DEGREE) BENDS
1.5 CU. FT.
TYPE I - TYPE II
.ac•�:c.ccc�.c.c,a�. `'�' � CONCRETE
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PROVIDE EXTENSION
AS SHOWN I 1 =
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VALVE AND BOX
24" X 24" X 6" THICK CONCRETE PAD AT
EACH VALVE BOX WITH (1) - NO. 3 0
CONTINUOUS. (SHALL BE 36" X 36" IF
LOCATED IN TRAFFIC WAY.) -�
NOTES:
VALVE BOX LID SHALL BE PAINTED BLUE FOR
WATER AND YELLOW FOR FORCE MAINS.
1.
VALVE BOX PAD
/\'/fir -6" (MIN.) - CONCRETE S
/ , WATER THRUST BLOCK UNDISTURBED
NOTES: MAIN CROSS SECTION SOIL
1. HYDRANT GUARDS TO BE 4" DIAMETER GALVANIZED STEEL OR DUCTILE IRON
PIPE FILLED w/ CONCRETE. GUARDS TO BE PAINTED SAME AS HYDRANT,
2. CL OF THE PUMPER CONNECTION SHALL BE 18" MIN. ABOVE THE CL
OF THE NEAREST ROADWAY OR FINISH GRADE.
3. COAT TIE RODS NTH COAL TAR ENAMEL AFTER ASSEMBLY (2 COATS MIN.)
4. ALL HYDRANTS SHALL BE TRAFFIC BREAKAWAY TYPE, AMERICAN -
DARLING B -84-B, MUELLER A423 OR CLOW MEDALLION F2545.
5. ALTERNATE METHOD OF RESTRAINING HYDRANT MAY BE USED IF
APPROVED BY W.M.U.D. (E.G. TIE RODS)
6. COMPLETE ANCHORED FIRE HYDRANT ASSEMBLY MAY BE UTILIZED IN
LIEU OF ABOVE.
FIRE HYDRANT DETAILS
2" GATE VALVE FEBCO DOUBLE CHECK VALVE
(�,) 2" SCH 40 GALV.
2" METER "T" OR "WYE" (TYP.)
PRESSURE GAUGE
(SEE NOTE 7)
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P EXISTING GRADE 18" MAX. - P Q
12" MIN. >,
M.J.G. V. z
SADDLE SERVICE O FORD FB 1700
2" CORP. STOP M
TIE-IN VALVE TO BE CLOSED AND LOCKED
EXISTING WATER MAIN
SECTION
NOTES:
1. TIE-IN VALVE SHALL BE OPERATED BY COUNTY PERSONNEL ONLY
AND IN THE PRESENCE OF THE ENGINEER OF RECORD.
2. LINES TO BE FLUSHED SHALL BE GREATER THAN 6" IN DIAMETER.
TEMPORARY JUMPER SCHEDULE
MAIN SIZE JUMPER SIZE
4„ * 2"
6" 4-
8" 6"
8" or LARGER 6"
NOTES:
*1. WITH THE USE OF A 2" JUMPER, A CORPSTOP WITH SERVICE SADDLE
MAY BE UTILIZED IN LIEU OF A CROSS AND VALVE AT MAIN CONNECTION.
NOTES:
1. A TEMPORARY JUMPER CONNECTION IS REQUIRED AT ALL CONNECTIONS
BETWEEN EXISTING ACTIVE WATER MAIN AND THE PROPOSED WATER MAIN
IMPROVEMENTS.
2. THE TEMPORARY JUMPER DETAIL (W -12A) IS TO BE USED FOR FILLING ANY
NEW WATER MAINS OF ANY SIZE FROM THE EXISTING ACTIVE WATER MAINS
AND FOR FLUSHING OF NEW MAINS UP TO 6" IN DIAMETER (2.5 FPS MINIMUM
VELOCITY) AND PULLING BACTERIOLOGICAL SAMPLES FROM ANY NEW WATER
MAIN OF ANY SIZE.
3. THE JUMPER CONNECTION SHALL BE MAINTAINED UNTIL AFTER THE FILLING,
FLUSHING, TESTING AND DISINFECTION OF THE NEW WATER MAIN HAS BEEN
SUCCESSFULLY COMPLETED AND CLEARANCE FOR USE HAS BEEN RECEIVED
FROM THE FLORIDA DEPT. OF ENVIRONMENTAL PROTECTION (FDEP) AND ANY
OTHER PERTINENT AGENCIES HAS BEEN RECEIVED. ADEQUATE THRUST BLOCKING
AND/OR RESTRAINTS SHALL BE PROVIDED TEMPORARILY, AS REQUIRED.
4. PIPE AND FITTINGS USED FOR CONNECTING THE NEW PIPE TO THE EXISTING
PIPE SHAD BE DISINFECTED PRIOR TO INSTALLATION IN ACCORDANCE WITH
TRENCH DETAIL
(PAVED AREAS)
BRASS CLEANOUT FERRULE WITH FLANGED SCREW PLUG
COUNTERSUNK HEAD \
12"x12"x6" CONCRETE COLLAR
GRADE
4" LONG RADIUS
SWEEP BEND-
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USE A REDUCER
AT THIS POINT
IF SEWER IS
OVER 4"
CLEANOUT DETAIL
N.T.S.
GRADE
OBSTRUCTION---_. 36" MIN.
COVER
*
RESTRAINED PRESSURE MAIN
JOINTS I 45' OR 22 1/2'
ENCASE AS REQ'D.�' BENDS (M.J.)
SPECIAL UTILITY CROSSING - FITTING TYPE
*18" MINIMUM CLEARANCE REQUIRED FOR WATER, STORM
WATER, AND SANITARY SEWER MAIN CROSSINGS. D.I.P. WITH
MECHANICAL JOINTS OR CONCRETE ENCASEMENT IS REQUIRED
IF MINIMUM CLEARANCE CANNOT BE OBTAINED.
GRADE
SLOPE TO
OBSTRUCTION 36 MIN. COVER
SEE NOTE NO. 2 * PRESSURE MAIN
FOR ACCEPTABLE
DEFLECTION} CENTER A FULL
ENCASE AS REQ'D.J LENGTH OF PIPE AT
THE POINT OF
STANDARD UTILITY CROSSING pRDLtCTION TYPE.
NOTES
1. THE DEFLECTION TYPE CROSSING SHALL BE USED WHEREVER
POSSIBLE. ONLY UNDER SPECIFIC ORDERS BY THE ENGINEER SHALL
THE FITTING TYPE CROSSING BE ALLOWED.
2. CONSTRUCT STANDARD CROSSING NOT TO EXCEED 75% OF THE
MANUFACTURE'S MAXIMUM JOINT DEFLECTION.
3. IF USED, TIE RODS ARE TO BE COATED WITH A COAL TAR ENAMEL
AFTER ASSEMBLY. (2 COATS MINIMUM.)
4. OTHER METHODS OF RESTRAINT MAY BE USED AS APPROVED BY W.M.U.D.
5. USE ENCASEMENT WHERE VERTICAL CLEARANCE BETWEEN WATER MAIN
& SEWER IS LESS THAN 18 INCHES. D.I.P. WITH MECHANICAL JOINTS MAY
BE USED IN LIEU OF CONCRETE ENCASEMENT AT WATER LINE CROSSING
WITH A LENGTH OF PIPE CENTERED AT THE POINT OF CROSSING, SO
AS TO LOCATE JOINTS AT A MAXIMUM DISTANCE FROM THE WATER LINE.
i
4" INLET X H.C.I.
COMBINATION
1/8" BE
SEWER MAIN
FLOW
TOP OF CAP
AT GRADE TOP OF CAP
4" CAP (TYP.) AT GRADE 4" CAP
PROPERTY LINE (TYP•)
E OF ROAD CROWN
ELEVATION OF
- R
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�' 4" CLEANOUT MIN. SLOPE J" PER FT. LINE
STAND PIPE USE GREATER SLOPE
WHERE POSSIBLE STAN N U
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6" X 4" 6" X 4" "
DEPTH TO BE DETERMINED ELEVATION SWEPSWEEP
6 CAP
IN THE FIELD AS REQUIRED
TO AVOID UTILITIES. (TYP.) 4" CLEAN OUT
STAND PIPE
WRAP WITH
DETECTION TAPE
STANDARD "Y" BRANCH& 6"-\4" CLEANOUT \
TO BE LOCATED IN THE FIELD
I
INSTALLED
PLUG (TYP) WRAP WITH,I a z
ETECTION TAPE 0 J
r4' CLEANOUT 0-
6, / 6' BENDS AS
PROPERTY f REQUIRED
LINE
SOF SEWER MAIN TO BE
" DOUBLE "Y" ON �- OF STREET UNLESS
OTHERWISE SHOWN ON PLANS
6"
DOUBLE SERVICE SINGLE SERVICE
TYPICAL PLAN VIEW TYPICAL
NOTES
1. SANITARY SEWER LATERALS SHALL BE A MINIMUM OF 6" IN DIAMETER.
2. MAGNETIC DETECTION TAPE SHALL BE INSTALLED OVER ALL
SERVICE LATERALS AND WRAPPED AROUND ALL CLEANOUT STAND PIPES.
3. ALL LATERALS TO BE PVC (SDR35) AS SHOWN.
STANDARD LATERAL
(SHALLOW SEWER)
48 HOURS BEFORE DIGGING ,
CALL TOLL FREE
1-800-432-4770
SUNSHINE STATE ONE CALL
OF FLORIDA, INC.
ii /
Aaron J. BOwieS. P E.
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AWWA C651, 1992 EDITION. THE TAPPING SLEEVE AND THE EXTERIOR OF THE
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MAIN TO BE TAPPED SHALL BE DISINFECTED BY SPRAYING OR SWABBING PER
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SECTION TWO OF AWWA C651-92.
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5. THE JUMPER CONNECTION SHALL ALSO BE USED TO MAINTAIN A MINIMUM
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PRESSURE OF 20 PSI IN THE NEW MAINS CONTINUOUSLY AFTER DISINFECTION
REPLACEMENT
ENT
()
AND UNTIL FDEP CLEARANCE LETTER IS OBTAINED.
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SEE NOTE 6 -ORBASE IN 3
M w N M r
6. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION DEMONSTRATING THAT THE
6" MAX. LAYERS O�_ LIFTS AT 98%
R
0-
DOUBLE CHECK BACKFLOW PREVENTION DEVICE IS IN GOOD WORKING ORDER
Q�(c)OD
AT THE TIME OF INSTALLATION AND PROVIDE DOCUMENTATION THAT THE DOUBLE
OTHER APPROVED
METHOD TO ACHEVE
W
CHECK BACKFLOW PREVENTION DEVICE HAS BEEN TESTED AND IS IN GOOD WORKING
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ONE YEAR FROM INSTALLATION BY A QUALIFIED BACKFLOW TECHNICIAN AS APPROVED
95% COMPACTION MAX. WATER LEVEL
BY INDIAN RIVER COUNTY'S UTILITY ENGINEER.
4" MAX. -� BLE
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7. EXCEPT AS REQUIRED TO FLUSH LINES GREATER THAN 6" IN DIA., THE
DURING
LAYERS -' ';`::ST:: �;;::.;; ���
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TIE IN VALVE SHALL REMAIN CLOSED AND SHALL BE LOCKED IN THE CLOSED
AT 95%
\
POSITION BY THE UTILITY COMPANY. THE TIE IN VALVE SHALL REMAIN
CLOSED & LOCKED UNTIL THE NEW SYSTEM HAS BEEN CLEARED FOR USE
3/4" DIA. BEDDM ROCK 12' PIPE 12"
'q -m 0 Q
BY FDEP AND ALL OTHER PERTINENT AGENCIES.
OR PEA ROCK MREFtIE- UNDISTURBED SOIL
CONDITIONS REQURE O'D'
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8. UPON RECEIPT OF CLEARANCE FOR USE FROM FDEP AND ALL OTHER PERTINENT
TRENCH WIDTH
� >
AGENCIES, THE CONTRACTOR SHALL REMOVE THE TEMPORARY JUMPER CONNECTION.
- •Iff
THE CORPORATION STOPS ARE TO BE CLOSED AND PLUGGED WITH 2" BRASS STOPS.
NO
9. ALL INSTALLATION AND MAINTENANCE OF THE TEMPORARY JUMPER CONNECTION AND
1. WHERE SOL CONDITIONS CANNOT BE MAINTAINED AS SHOWN ABOVE,
ASSOCIATED BACKFLOW PREVENTION DEVICE, FITTINGS VALVES, ETC., SHALL BE
PROVOE APPROJED 1&71100 OF CONSTRUCTION.
THE RESPONSIBILITY OF THE CONTRACTOR.
2• SHEETm vALL BE REOURZED AS DETERMINED IN THE FIELD.
10. IF THE WATER MAIN TO BE FLUSHED IS LARGER THAN 6" DIAMETER OR SUCH
LENGTH THAT A FULL PIPE FLUSH AT THE 2.5 FPS VELOCITY CANNOT BE
3. NEW SURFACM MATERIALS SHALL BE CONSISTENT WITH EXISTING
ACCOMPLISHED, THE FOLLOWING PROCEDURE SHALL BE UTILIZED.
AND SHALL HANE LAPPED AND FEATHERED JOINTS. (1-1/2" MIN. THK.)
A) INSTALL PRESSURE GAUGES AS INDICATED ON DETAIL (W -12A)
4, C01&AC710N PERCENTAGES SHOWN REFER TO A.A.S.H.T.O. T-180.
B) OPEN ALL DOWNSTREAM VALVES IN THE NEW SYSTEM PRIOR TO FLUSH
5. ALL ROADMIAY RESTORATION SHALL COMPLY WITH INDIAN RIVER
C) FLUSH NEW WATER MAIN THRU TIE-IN VALVE MAINTAINING A 10t PSI
COUNTY PUBLIC WORKS / F.D.O.T• STANDARDS.
PRESSURE DIFFERENTIAL BETWEEN GAUGES DURING FLUSH.
6. MECHANICAL COMPACTION NOT ALLOWED BELOW THIS LEVEL.
D) TIE-IN VALVE SHALL BE OPERATED BY COUNTY PERSONNEL, IN THE
PRESENCE OF THE ENGINEER OF RECORD TO INSURE THAT THE REQUIRED
7. TRENCH MDTH "41r PIPE O.D. PLUS 2'-0".
PRESSURE DIFFERENTIAL IS MAINTAINED.
8. USE TRACE Mfr& ON YAKS. (SEE DETAIL)
TEMPORARY JUMPER DETAIL
TRENCH DETAIL
(PAVED AREAS)
BRASS CLEANOUT FERRULE WITH FLANGED SCREW PLUG
COUNTERSUNK HEAD \
12"x12"x6" CONCRETE COLLAR
GRADE
4" LONG RADIUS
SWEEP BEND-
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USE A REDUCER
AT THIS POINT
IF SEWER IS
OVER 4"
CLEANOUT DETAIL
N.T.S.
GRADE
OBSTRUCTION---_. 36" MIN.
COVER
*
RESTRAINED PRESSURE MAIN
JOINTS I 45' OR 22 1/2'
ENCASE AS REQ'D.�' BENDS (M.J.)
SPECIAL UTILITY CROSSING - FITTING TYPE
*18" MINIMUM CLEARANCE REQUIRED FOR WATER, STORM
WATER, AND SANITARY SEWER MAIN CROSSINGS. D.I.P. WITH
MECHANICAL JOINTS OR CONCRETE ENCASEMENT IS REQUIRED
IF MINIMUM CLEARANCE CANNOT BE OBTAINED.
GRADE
SLOPE TO
OBSTRUCTION 36 MIN. COVER
SEE NOTE NO. 2 * PRESSURE MAIN
FOR ACCEPTABLE
DEFLECTION} CENTER A FULL
ENCASE AS REQ'D.J LENGTH OF PIPE AT
THE POINT OF
STANDARD UTILITY CROSSING pRDLtCTION TYPE.
NOTES
1. THE DEFLECTION TYPE CROSSING SHALL BE USED WHEREVER
POSSIBLE. ONLY UNDER SPECIFIC ORDERS BY THE ENGINEER SHALL
THE FITTING TYPE CROSSING BE ALLOWED.
2. CONSTRUCT STANDARD CROSSING NOT TO EXCEED 75% OF THE
MANUFACTURE'S MAXIMUM JOINT DEFLECTION.
3. IF USED, TIE RODS ARE TO BE COATED WITH A COAL TAR ENAMEL
AFTER ASSEMBLY. (2 COATS MINIMUM.)
4. OTHER METHODS OF RESTRAINT MAY BE USED AS APPROVED BY W.M.U.D.
5. USE ENCASEMENT WHERE VERTICAL CLEARANCE BETWEEN WATER MAIN
& SEWER IS LESS THAN 18 INCHES. D.I.P. WITH MECHANICAL JOINTS MAY
BE USED IN LIEU OF CONCRETE ENCASEMENT AT WATER LINE CROSSING
WITH A LENGTH OF PIPE CENTERED AT THE POINT OF CROSSING, SO
AS TO LOCATE JOINTS AT A MAXIMUM DISTANCE FROM THE WATER LINE.
i
4" INLET X H.C.I.
COMBINATION
1/8" BE
SEWER MAIN
FLOW
TOP OF CAP
AT GRADE TOP OF CAP
4" CAP (TYP.) AT GRADE 4" CAP
PROPERTY LINE (TYP•)
E OF ROAD CROWN
ELEVATION OF
- R
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�' 4" CLEANOUT MIN. SLOPE J" PER FT. LINE
STAND PIPE USE GREATER SLOPE
WHERE POSSIBLE STAN N U
Lp
I
6" X 4" 6" X 4" "
DEPTH TO BE DETERMINED ELEVATION SWEPSWEEP
6 CAP
IN THE FIELD AS REQUIRED
TO AVOID UTILITIES. (TYP.) 4" CLEAN OUT
STAND PIPE
WRAP WITH
DETECTION TAPE
STANDARD "Y" BRANCH& 6"-\4" CLEANOUT \
TO BE LOCATED IN THE FIELD
I
INSTALLED
PLUG (TYP) WRAP WITH,I a z
ETECTION TAPE 0 J
r4' CLEANOUT 0-
6, / 6' BENDS AS
PROPERTY f REQUIRED
LINE
SOF SEWER MAIN TO BE
" DOUBLE "Y" ON �- OF STREET UNLESS
OTHERWISE SHOWN ON PLANS
6"
DOUBLE SERVICE SINGLE SERVICE
TYPICAL PLAN VIEW TYPICAL
NOTES
1. SANITARY SEWER LATERALS SHALL BE A MINIMUM OF 6" IN DIAMETER.
2. MAGNETIC DETECTION TAPE SHALL BE INSTALLED OVER ALL
SERVICE LATERALS AND WRAPPED AROUND ALL CLEANOUT STAND PIPES.
3. ALL LATERALS TO BE PVC (SDR35) AS SHOWN.
STANDARD LATERAL
(SHALLOW SEWER)
48 HOURS BEFORE DIGGING ,
CALL TOLL FREE
1-800-432-4770
SUNSHINE STATE ONE CALL
OF FLORIDA, INC.
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04-153
WATER MAINS
POLYVINYL CHLORIDE PIPE
YKfI;T
THIS SECTION COVERS POLYVINYL CHLORIDE PIPE AND FITTINGS FOR
WATER MAINS.
GENERAL
POLYVINYL CHLORIDE (PVC) PIPE SHALL BE ALLOWED FOR USE AS POTABLE
WATER PIPE WHERE COMPATIBLE WITH THE SPECIFIC CONDITIONS OF THE
PROJECT. THE USE OF MATERIAL OTHER THAN POLYVINYL CHLORIDE MAY
BE REQUIRED DURING CONSTRUCTION PERMIT REVIEW OR BY IRCDUS FIELD
PERSONNEL IF IT IS DETERMINED THAT POLYVINYL CHLORIDE PIPE IS
UNSUITABLE FOR THE PARTICULAR APPLICATION.
PIPE MATERIALS FOR SIZES 4" THROUGH 12"
A. ALL PIPE AND FITTINGS INTENDED FOR CONVEYING OR TRANSMITTING
POTABLE WATER SHALL BE DESIGNED FOR A MINIMUM WORKING
PRESSURE OF 150 PSI.
B. POLYVINYL CHLORIDE PRESSURE PIPE SHALL CONFORM TO THE LATEST
AWWA STANDARDS C900 AND ASTM D1784 AND D2241, LATEST REVISION.
PVC PRESSURE PIPE SHALL BE MADE FROM CLASS 12454—A OR CLASS
12454—B MATERIAL AND CONFORM WITH THE OUTSIDE DIAMETER OF CAST
IRON PIPE WITH A MINIMUM WALL THICKNESS OF DR18.
C. POLYVINYL CHLORIDE PRESSURE PIPE SMALLER THAN 4" SHALL BE AS
APPROVED BY IRCDUS.
D. POLYVINYL CHLORIDE PIPE SHALL BE AS MANUFACTURED BY JM
MANUFACTURING COMPANY, OR EQUAL.
E. THE PIPE SHALL BE BLUE IN COLOR.
JOINTS
A. JOINTS FOR PVC PRESSURE PIPE SHALL BE BELL AND SPIGOT PUSH—ON
RUBBER GASKET TYPE ONLY. NO SOLVENT WELD OR THREADED JOINTS
WILL BE PERMITTED.
B. OTHER TYPE JOINTS MAY BE CONSIDERED FOR SPECIFIC INSTALLATION
UPON SUBMISSION OF SPECIFICATIONS AND APPROVAL BY IRCDUS.
FITTINGS
A. ALL FITTINGS SHALL BE DUCTILE IRON MECHANICAL JOINT AND SHALL
CONFORM TO AWWA SPECIFICATION C110 (ANSI 21.10-87), OR LATEST
REVISION. FITTINGS SHALL BE CEMENT MORTAR LINED AND SEAL—
COATED IN ACCORDANCE WITH AWWA STANDARD C104—(ANSI A21.4-85),
OR LATEST REVISION.
B. THE PRESSURE RATING SHALL BE 250 PSI.
C. JOINT RESTRAINT, WHEN REQUIRED, SHALL BE BY NAPPCO C-1300
RESTRAINER, OR APPROVED EQUAL.
MARKING
TRACE WIRE REQUIRED
SEE INDIAN RIVER COUNTY UTILITY DEPT. SPEC.
2.07
WATER SERVICES
POLYETHYLENE
SCOPE TUBING
THIS SECTION COVERS POLYETHYLENE PIPE AND FITTINGS FOR
WATER SERVICES.
POLYETHYLENE TUBING 2 INCHES IN DIAMETER AND SMALLER
A. POLYETHYLENE TUBING SHALL COMPLY WITH APPLICABLE
REQUIREMENTS FOR PE -3408 EXTRUSION COMPOUND POLYETHYLENE
PLASTIC MATERIAL AS STATED IN AWWA C-901-88, OR LATEST REVISION,
AND SHALL COMPLY WITH THE FOLLOWING:
B. TUBING SHALL HAVE A WORKING PRESSURE OF 200 PSI AT 73.4' F.
C. TUBING SURFACES SHALL BE GLASS SMOOTH, AND SHALL BE FREE FROM
BUMPS AND IRREGULARITIES. MATERIALS MUST BE COMPLETELY
HOMOGENEOUS AND UNIFORM IN APPEARANCE.
D. TUBING DIMENSIONS AND TOLERANCES SHALL CORRESPOND WITH THE
VALUES LISTED IN ASTM D-2239, WITH A STANDARD DIMENSION RATIO
(SDR) OF 9.
E. TUBING SHALL BE FULLY LABELED WITH BRAND NAME AND
MANUFACTURER, NSF SEAL, SIZE, TYPE OF PLASTIC MATERIAL, AND ASTM
DESIGNATION WITH WHICH THE TUBING COMPLIES.
JOINTS
A. JOINTS FOR POLYETHYLENE TUBING SHALL BE OF THE COMPRESSION
TYPE, UTILIZING A TOTALLY CONFINED GRIP SEAL AND COUPLING NUT.
STAINLESS STEEL TUBE STIFFENER INSERT SHALL ALSO BE USED FOR P.E.
TUBING SERVICES.
B. OTHER TYPE JOINTS MAY BE CONSIDERED FOR SPECIFIC INSTALLATIONS
UPON SUBMISSION OF SPECIFICATIONS AND APPROVAL BY IRCDUS.
INSTALLATION
A. BACKFILL SHALL BE FREE OF ROCKS AND DEBRIS.
B. BENDING RADIUS SHALL BE LARGE ENOUGH SO THAT TUBING IS NOT
CRIMPED OR DAMAGED, AND SO THAT THE FLOW OF WATER IS NOT
RESTRICTED.
MISCELLANEOUS VALVES
AND APPURTENANCES
GENERAL
A. ALL OF THE TYPES OF VALVES AND APPURTENANCES SHALL BE
PRODUCTS OF WELL-ESTABLISHED REPUTABLE FIRMS WHO ARE FULLY
EXPERIENCED AND QUALIFIED IN THE MANUFACTURE OF THE
PARTICULAR EQUIPMENT TO BE FURNISHED. THE EQUIPMENT SHALL BE
DESIGNED, CONSTRUCTED AND INSTALLED IN ACCORDANCE WITH THE
BEST PRACTICES AND METHODS AND SHALL COMPLY WITH THESE
SPECIFICATIONS AS APPLICABLE.
B. ALL VALVES AND APPURTENANCES SHALL HAVE THE NAME OF THE
MAKER AND THE WORKING PRESSURE FOR WHICH THEY ARE DESIGNED
CAST IN RAISED LETTERS UPON SOME APPROPRIATE PART OF THE BODY.
C. ALL BURIED VALVES SHALL BE MECHANICAL JOINT. ALL ABOVE -GROUND
VALVES SHALL BE FLANGED.
D. GATE VALVES SHALL BE USED ON WATER LINES. BUTTERFLY VALVES
MAY BE USED IN LIEU OF GATE VALVES FOR SIZES 12" AND LARGER.
E. PLUG VALVES SHALL BE USED IN FORCEMAIN APPLICATIONS.
F. VALVES AND APPURTENANCES OTHER THAN THOSE SPECIFICALLY
CALLED OUT IN THIS SECTION MAY BE APPROVED FOR USE BY INDIAN
RIVER COUNTY UTILITIES DEPARTMENT ON A CASE-BY-CASE BASIS.
CRITERIA FOR APPROVAL SHALL INCLUDE THE INTERCHANGEABILITY OF
THE VALVE OR APPURTENANCE, OR ITS PARTS, WITH THOSE BRANDS
SPECIFICALLY CALLED OUT IN THESE SPECIFICATIONS.
GATE VALVES (4 -INCH AND LARGER)
A. ALL BURIED GATE VALVES SHALL MEET THE REQUIREMENTS OF AWWA
C509. VALVES SHALL BE RATED FOR 150 PSI WORKING PRESSURE AND A
MINIMUM 300 PSI TEST PRESSURE. VALVES SHALL BE IRON BODY,
BRONZE—MOUNTED, RESILIENT SEATED, NON—RISING STEM TYPE FITTED
WITH "O—RING" SEALS. THE OPERATING NUTS SHALL BE STANDARD
AWWA 2" SQUARE. ALL VALVES SHALL OPEN COUNTERCLOCKWISE.
STUFFING BOXES SHALL BE THE "O—RING" TYPE. GATE VALVES SHALL BE
MECHANICAL JOINT, ANSI STANDARD 21.11, EXCEPT WHERE SHOWN
OTHERWISE.
B. WHERE REQUIRED, GATE VALVES SHALL BE PROVIDED WITH A BOX CAST
IN THE SLAB AND A BOX COVER. BOX COVER OPENING SHALL BE FOR
VALVE STEM AND NUT. VALVE WRENCHES AND EXTENSION STEMS
SHALL BE PROVIDED BY THE MANUFACTURER TO ACTUATE THE VALVES.
THE FLOOR BOX AND COVER SHALL BE CAST IRON AND EQUAL TO THOSE
MANUFACTURED BY M & H. CLOW, AMERICAN DARLING, DEZURIK, OR
APPROVED EQUAL (SEE DRAWING NO. M-7).
FIRE HYDRANTS
FIRE HYDRANTS SHALL BE TRAFFIC TYPE, 5 1/4" VALVE OPENING AND
MANUFACTURED BY MUELLER COMPANY, A423, CLOW MEDALLION OR
AMERICAN—DARLING B -84—B. FIRE HYDRANTS SHALL COMPLY WITH THE CURRENT
AWWA STANDARD SPECIFICATION C502 FOR FIRE HYDRANTS FOR WATER WORKS
SERVICE. EACH HYDRANT SHALL HAVE 6" MECHANICAL JOINT ENDS WITH
HARNESSING LUGS ("DOG EARS") AND SHALL OPEN TURNING TO THE LEFT
(COUNTERCLOCKWISE). FIRE HYDRANT SHALL BE OF AMPLE LENGTH FOR 18"
CLEARANCE ABOVE CENTERLINE OF ROADWAY. IT SHALL BE PROVIDED WITH TWO
2 1/2" HOSE NOZZLES AND ONE 4 1/2" PUMPER NOZZLE, ALL HAVING NATIONAL
STANDARD HOSE THREADS. NOZZLES SHALL HAVE CAPS ATTACHED BY CHAINS.
OPERATING NUTS SHALL BE AWWA STANDARD (PENTAGONAL, MEASURING 1 1/2"
POINT TO FLAT). FIRE HYDRANTS SHALL BE EQUIPPED WITH "0—RING" PACKING.
FIRE HYDRANT SHALL BE PAINTED FEDERAL SAFETY RED.
BACKFLOW PREVENTERS
ALL BACKFLOW PREVENTERS SHALL BE MOUNTED ABOVEGROUND, IN NON— TRAFFIC
AREAS ON THE CUSTOMERS' SIDE OF THE METER. ABOVEGROUND PIPING SHALL BE
DUCTILE IRON. BRASS OR COPPER PIPE MAY BE USED FOR PIPE 2" IN DIAMETER
OR SMALLER. BACKFLOW PREVENTERS SHALL BE OF REDUCED PRESSURE/DOUBLE
CHECK TYPE WITH TWO (2) INDEPENDENTLY OPERATING CHECK VALVES, AND SHALL
BE DESIGNED TO OPERATE IN A HORIZONTAL FLOW MODE. AN INDEPENDENT RELIEF
VALVE SHALL BE LOCATED BETWEEN THE TWO CHECK VALVES. REDUCED
PRESSURE FEATURE SHALL BE INCLUDED IN HIGH HAZARD APPLICATIONS.
PREVENTERS SHALL BE UNIVERSITY OF SOUTHERN CALIFORNIA (USC) APPROVED
AND AS MANUFACTURED BY HERSEY PRODUCTS, INC., OR EQUAL.
VALVE BOXES
A. ALL BURIED VALVES SHALL HAVE CAST IRON TWO OR THREE—PIECE
VALVE BOXES WITH CAST IRON COVERS. VALVE BOXES SHALL BE
PROVIDED WITH SUITABLE HEAVY BONNETS AND EXTEND TO MATCH
FINISHED GRADE SURFACE AS DIRECTED BY ENGINEER. THE BARREL
SHALL BE ONE OR TWO—PIECE, SCREW TYPE, HAVING 5 1/4" SHAFT.
COVERS SHALL HAVE "WATER" CAST INTO THE TOP FOR ALL WATER
MAINS AND "SEWER" CAST INTO THE TOP OF ALL WASTEWATER
FORCEMAINS. ALL VALVES SHALL HAVE ACTUATING NUTS EXTENDED TO
WITHIN SIX INCHES OF THE TOP OF VALVE BOX COVER.
B. VALVE BOXES SHALL BE PROVIDED WITH CONCRETE BASE AND VALVE
NAMEPLATE, WITH SUITABLE ANCHORS FOR CASTING IN CONCRETE.
NAMEPLATE SHALL BE 3" IN DIAMETER BRONZE DISK WITH RAISED
LETTERING 1/8" HIGH, AS SHOWN ON THE DRAWINGS AND
MANUFACTURED BY SHIEDOW BRONZE CORPORATION, KINGWOOD, WEST
VIRGINIA, OR EQUAL.
C. VALVE BOXES SHALL BE INSTALLED IN A CONCRETE PAD, AS SPECIFIED IN
DRAWING DETAIL M-7. THE VALVE BOX SHALL BE WRAPPED IN A
POLYETHYLENE SHEATH SO THAT NO DIRECT CONTACT WITH THE
CONCRETE IS MADE.
CORPORATION STOPS
A. CORPORATION STOPS FOR CONNECTIONS TO DUCTILE IRON OR PVC
PIPING SHALL BE ALL BRASS OR BRONZE SUITABLE FOR 150 PSI
OPERATING PRESSURE, SHALL BE IRON PIPE THREAD DESIGN, SHALL BE
SIMILAR TO MUELLER CO. H-10046 OR EQUAL, AND SHALL BE OF SIZES
REQUIRED AND/OR NOTED ON THE DRAWINGS.
B. SADDLES SHALL BE STAINLESS STEEL DOUBLE STRAP WITH IRON SADDLE
AS MANUFACTURED BY FORD METER BOX CO., OR APPROVED EQUAL BY
INDIAN RIVER COUNTY UTILITIES DEPARTMENT.
TAPPING SLEEVES AND VALVES
A. TAPPING SLEEVES SHALL BE THE MECHANICAL JOINT TYPE WITH
DUCTILE IRON BODIES AND THE APPROPRIATE GASKETS FOR EACH TYPE
OF SERVICE MAIN, AND BE AS MANUFACTURED BY MUELLER COMPANY,
OR APPROVED EQUAL.
B. TAPPING VALVES SHALL BE MECHANICAL JOINT AND SPECIFICALLY FOR
THE PURPOSE OF TAPPING PRESSURIZED MAINS. AND BE AS
MANUFACTURED BY MUELLER COMPANY, OR APPROVED EQUAL.
C. STAINLESS STEEL WRAPAROUND TAPPING SLEEVE AND VALVE MAY BE
USED IF APPROVED BY THE DEPARTMENT OF UTILITY SERVICES.
TESTING AND INSPECTION OF WATER
MAINS, WASTEWATER FORCEMAINS
AND GRAVITY SEWERS
PRESSURE AND LEAKAGE TESTS OF UNDERGROUND PRESSURE PIPING
A. HYDROSTATIC PRESSURE AND LEAKAGE TESTS SHALL CONFORM WITH
SECTION 4 OF THE LATEST EDITION OF AWWA C-600 SPECIFICATIONS FOR
D.I.P. AND AWWA M-23 FOR PVC PIPE, WITH THE EXCEPTION THAT THE
CONTRACTOR SHALL FURNISH ALL GAUGES, METERS, PRESSURE PUMPS
AND OTHER EQUIPMENT NEEDED TO TEST THE LINE. ENGINEER OR
DESIGNATED REPRESENTATIVE SHALL BE PRESENT DURING ALL TESTING,
TELEVISING AND FINAL INSPECTIONS.
B. THE PRESSURE REQUIRED FOR THE FIELD HYDROSTATIC PRESSURE TEST
SHALL BE 1.5 TIMES THE NORMAL WORKING PRESSURE AT THE POINT OF
TESTING, AND NOT LESS THAN 1.25 TIMES THE WORKING PRESSURE AT
THE HIGHEST POINT ALONG THE TEST SECTION, BUT NOT LESS THAN 150
PSIG (100 PSIG FOR FORCEMAIN). THE CONTRACTOR SHALL PROVIDE
TEMPORARY PLUGS AND BLOCKING NECESSARY TO MAINTAIN THE
REQUIRED TEST PRESSURE. CORPORATION COCKS AT LEAST 1 INCH IN
DIAMETER, PIPE RISER AND ANGLE GLOBE VALVES SHALL BE PROVIDED
AT EACH PIPE DEAD-END IN ORDER TO BLEED AIR FROM THE LINE.
DURATION OF PRESSURE TEST SHALL BE AT LEAST 2 HOURS. THE COST
OF THESE ITEMS SHALL BE INCLUDED AS PART OF THE TESTING.
C. THE LEAKAGE TEST SHALL BE CONDUCTED CONCURRENTLY WITH THE
HYDROSTATIC PRESSURE TEST AND SHALL BE OF NOT LESS THAN 2
HOURS DURATION. ALL LEAKS EVIDENT AT THE SURFACE SHALL BE
REPAIRED AND LEAKAGE ELIMINATED REGARDLESS OF TOTAL LEAKAGE
AS SHOWN BY TEST. LINES WHICH FAIL TO MEET TESTS SHALL BE
REPAIRED AND RETESTED AS NECESSARY UNTIL TEST REQUIREMENTS
ARE COMPLIED WITH. DEFECTIVE MATERIALS, PIPES, VALVES AND
ACCESSORIES SHALL BE REMOVED AND REPLACED. THE PIPE -LINES
SHALL BE TESTED IN SUCH SECTIONS AS MAY BE DIRECTED BY THE
ENGINEER BY SHUTTING VALVES OR INSTALLING TEMPORARY PLUGS AS
REQUIRED. THE LINE SHALL BE FILLED WITH WATER AND ALL AIR
REMOVED, AND THE PRESSURE SHALL BE MAINTAINED IN THE PIPE FOR
THE ENTIRE TEST PERIOD BY MEANS OF A FORCE PUMP TO BE FURNISHED
BY THE CONTRACTOR. ACCURATE MEANS SHALL BE PROVIDED FOR
MEASURING THE WATER REQUIRED TO MAINTAIN THIS PRESSURE. THE
AMOUNT OF WATER REQUIRED IS A MEASURE OF THE LEAKAGE. TESTING
SHALL BE IN ACCORDANCE WITH THE APPLICABLE PROVISIONS AS SET
FORTH IN SECTION 13 OF AWWA STANDARD C600. THE ALLOWABLE RATE
OF LEAKAGE SHALL BE LESS THAN THE NUMBER OF GALLONS PER HOUR
DETERMINED BY THE FOLLOWING FORMULA:
L=ND X 1�F)
7400
L = ALLOWABLE LEAKAGE IN GALLONS PER HOUR
N = NUMBER OF JOINTS IN THE SECTION TESTED
D = NOMINAL DIAMETER OF THE PIPE IN INCHES
P = AVERAGE TEST PRESSURE MAINTAINED DURING THE LEAKAGE TEST
IN POUNDS PER SQUARE INCH GAUGE
D. THE CONTRACTOR MUST SUBMIT HIS PLAN FOR TESTING TO THE
ENGINEER FOR REVIEW AT LEAST FIVE (5) WORKING DAYS BEFORE
STARTING THE TEST. THE CONTRACTOR SHALL REMOVE AND
ADEQUATELY DISPOSE OF ALL BLOCKING MATERIAL AND EQUIPMENT
AFTER COMPLETION AND ACCEPTANCE OF THE FIELD HYDROSTATIC
TEST, UNLESS OTHERWISE DIRECTED BY THE ENGINEER. ANY DAMAGE
TO THE PIPE COATING SHALL BE REPAIRED BY THE CONTRACTOR. LINES
SHALL BE TOTALLY FREE AND CLEAN PRIOR TO FINAL ACCEPTANCE.
E. THE ENGINEER OR THE ENGINEER'S REPRESENTATIVE MUST BE PRESENT
DURING TESTING.
F. NO THRUST BLOCKS SHALL BE BACKFILLED UNTIL INSPECTED BY IRCDUS
INSPECTORS.
I
DISINFECTING POTABLE WATER PIPELINES
A. BEFORE BEING PLACED IN SERVICE, ALL POTABLE WATER PIPELINES
SHALL BE DISINFECTED IN ACCORDANCE WITH THE LATEST EDITION OF
AWWA C-651, "STANDARD PROCEDURE FOR DISINFECTING WATER MAINS.
THE LOCATION OF THE CHLORINATION AND SAMPLING POINTS WILL BE
AS SHOWN ON THE DRAWINGS, TAPS FOR CHLORINATION AND SAMPLING
SHALL BE UNCOVERED AND BACKFILLED BY THE CONTRACTOR, AS
REQUIRED.
B. THE GENERAL PROCEDURE FOR CHLORINATION SHALL BE FIRST TO FLUSH
ALL DIRTY OR DISCOLORED WATER FROM THE LINES, AND THEN
INTRODUCE CHLORINE IN APPROVED DOSAGES IN ACCORDANCE WITH
TABLE 10-1 THROUGH A TAP AT ONE END, WHILE WATER IS BEING
WITHDRAWN AT THE OTHER END OF THE LINE, THE CHLORINE SOLUTION
SHALL REMAIN IN THE PIPELINE FOR NO LESS THAN 24 HOURS.
C. FOLLOWING THE CHLORINATION PERIOD, ALL TREATED WATER SHALL BE
FLUSHED FROM THE LINES AT THEIR EXTREMITIES AND REPLACED WITH
WATER FROM THE DISTRIBUTION SYSTEM. BACTERIOLOGICAL SAMPLING
AND ANALYSIS OF THE REPLACEMENT WATER SHALL THEN BE MADE BY
THE ENGINEER IN FULL ACCORDANCE WITH THE AWWA MANUAL C-651.
THE CONTRACTOR WILL BE REQUIRED TO RECHLORINATE, IF NECESSARY.
THE LINE SHALL NOT BE PLACED IN SERVICE UNTIL THE REQUIREMENTS
OF THE STATE AND COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
ARE MET.
D. SPECIAL DISINFECTING PROCEDURES SHALL BE USED IN CONNECTIONS
TO EXISTING MAINS, AND WHERE THE METHOD OUTLINED ABOVE IS NOT
PRACTICAL.
E. THE CONTRACTOR SHALL MAKE ALL ARRANGEMENTS NECESSARY WITH
AN INDEPENDENT COMMERCIAL LABORATORY APPROVED BY THE
DEPARTMENT OF HEALTH AND REHABILITATIVE SERVICES (HRS) FOR THE
COLLECTION AND EXAMINATION OF SAMPLES OF WATER FROM
DISINFECTED WATER MAINS. THESE SAMPLES SHALL BE EXAMINED FOR
COMPLIANCE WITH HRS REQUIREMENTS. SAMPLING SHALL BE MADE
DAILY AND CONTINUOUSLY UNTIL TWO SUCCESSIVE EXAMINATIONS ARE
FOUND SATISFACTORY. SHOULD THREE EXAMINATIONS BE FOUND
UNSATISFACTORY, THE LINE SHALL BE FLUSHED AND DISINFECTED
AGAIN. CERTIFIED COPIES OF ALL LABORATORY ANALYSES SHALL BE
PROVIDED TO THE OWNER. THE COST OF ALL SAMPLING, FLUSHING, AND
DISINFECTING SHALL BE INCLUDED IN THE CONTRACT PRICE, AND NO
ADDITIONAL CHARGE SHALL BE MADE TO THE OWNER FOR THIS WORK.
COUNTY PERSONNEL SHALL OPERATE ALL VALVES AND BE PRESENT TO
DETERMINE AND CONTROL THE VOLUME OF WATER USED FOR FLUSHING.
TABLE 10-1
CHLORINE REQUIRED TO PRODUCE A 25—MG/L CONCENTRATION IN 100 FT OF
PIPE BY DIAMETER
PIPE 100—PERCENT 1—PERCENT
DIAMETER CHLORINE CHLORINE SOLUTION
(INCHES) (POUNDS) (GALLONS)
4 0.013 0.16
6 0.030 0.36
8 0.054 0.65
10 0.085 1.02
12 0.120 1.44
16 0.217 2.60
GENERAL DESIGN DATA
WATER DISTRIBUTION
A. ALL WATER MAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
INDIAN RIVER COUNTY WATER MASTER PLAN, OR CURRENT AWWA
STANDARDS AND CURRENT REGULATORY AGENCY REQUIREMENTS.
B. ALL DISTRIBUTION SYSTEMS WILL BE PROPERLY LOOPED WHERE
FEASIBLE, AND VALVED TO PROVIDE MAXIMUM FLEXIBILITY IN
PROVIDING SERVICE.
C. DESIGN SHALL BE BASED ON AN AVERAGE DAILY CONSUMPTION OF 100
GPCD, A MAXIMUM DAY FACTOR OF 1.5 TIMES AVERAGE DAY, AND A PEAK
HOUR FACTOR OF 3.0 TIMES AVERAGE DAY, PER INDIAN RIVER COUNTY
ORDINANCE.
D. DISTRIBUTION SYSTEMS SHALL BE SIZED TO PROVIDE FOR 100 PERCENT
OF THE COMBINED REQUIRED FIREFLON AND PEAK HOUR DEMAND RATE,
WHILE MAINTAINING A 20 PSI RESIDUAL PRESSURE IN THE DISTRIBUTION
SYSTEM.
E. ALL WATER MAINS SHALL BE DESIGNED TO PROVIDE A MINIMUM
PRESSURE OF 25 PSI AT GROUND LEVEL AT ALL POINTS IN THE
DISTRIBUTION SYSTEM UNDER ALL CONDITIONS OF FLOW.
F. DEAD—END 4" WATER DISTRIBUTION SYSTEM MAINS MAY BE USED TO
SERVE UP TO 10 ERUs; NO LONGER —NAN 300 FEET,
G. FIREFLOW REQUIREMENTS SHALL BE AS OUTLINED WITHIN THE I.S.O..
FIREFLOW REQUIREMENTS.
H. THE MINIMUM SIZE MAIN SERVING FIRE HYDRANTS SHALL BE 6 INCHES IN
RESIDENTIAL AREAS AND 8 INCHES IN COMMERCIAL AREAS,
I. MAXIMUM FIRE HYDRANT SPACING SHALL BE 1000 FEET IN SINGLE
FAMILY RESIDENTIAL AREAS AND 600 FEET IN MULTIPLE—FAMILY
RESIDENTIAL AND COMMERCIAL AREAS.
J. ALL FIRE HYDRANTS SHALL BE PAINTED M—F RED.
K. ALL FIRE MAINS SHALL BE EQUIPPED WITH A DETECTOR CHECK VALVE AS
SHOWN IN DETAIL W-8.
L. IT SHALL BE DEMONSTRATED TO THE INDIAN RIVER COUNTY UTILITIES
DEPARTMENT THAT THE WATER DISTRIBUTION SYSTEM CAN SUPPLY THE
REQUIRED DEMAND RATE AND FIREFLOW PRIOR TO ACCEPTANCE BY
IRCDUS, AND AN ON—SITE FIREFLOW TEST SHALL BE CONDUCTED BY THE
INDIAN RIVER COUNTY FIRE DEPARTMENT.
RESTRAINED JOINTS
A. RESTRAINED JOINTS SHALL BE USED ON LINES LARGER THAN 12 INCH
DIAMETER. IN LIEU OF THRUST BLOCKING ON LINES 12—INCHES IN
DIAMETER AND SMALLER, AND WITH THE APPROVAL OF THE INDIAN
RIVER COUNTY UTILITIES DEPARTMENT ENGINEER, PIPE HARNESSES
AND/OR TIES OR RESTRAINED PUSH—ON OR RESTRAINED MECHANICAL
JOINTS MAY BE USED. SECTIONS OF PIPING HAVING RESTRAINED JOINTS
OR THOSE REQUIRING RESTRAINED JOINTS SHALL BE CONSTRUCTED
USING PIPE AND FITTINGS WITH RESTRAINED "LOCKED—TYPE" JOINTS,
AND THE JOINTS SHALL BE CAPABLE OF HOLDING AGAINST WITHDRAWAL
FOR LINE PRESSURES UP TO 150 PSI. THE PIPE AND FITTINGS SHALL BE AS
SHOWN FOR RESTRAINED PUSH—ON JOINTS OR RESTRAINED MECHANICAL
JOINTS ON PAGE 416 IN SECTION V1, IN THE HANDBOOK OF CAST IRON
PIPE, 4TH EDITION (SEE DETAIL SHEET M5A),
B. NO SET SCREW RETAINER GLANDS ARE TO BE USED ON PVC/D.I.P. PIPE
CONNECTIONS. USE BOLT RESTRAINER JOINTS ONLY.
C. THE MINIMUM NUMBER OF RESTRAINED JOINTS REQUIRED FOR RESISTING
FORCES AT FITTINGS AND CHANGES IN DIRECTION OF PIPE SHALL BE
DETERMINED FROM THE LENGTH OF RESTRAINED PIPE ON EACH SIDE OF
FITTINGS AND CHANGES IN DIRECTION NECESSARY TO DEVELOP
ADEQUATE RESISTING FRICTION WITH THE SOIL. THE FORMULA AND
PARAMETERS GIVEN BELOW SHALL BE USED TO DETERMINE THE
MINIMUM REQUIREMENTS:
L = 1.5PA (1—COS X)
fw
WHERE: L = LENGTH OF PIPE ON EACH SIDE OF FITTINGS OR CHANGE IN
DIRECTION
P = 150 PSI, UNLESS OTHERWISE NOTED.
A = CROSS—SECTIONAL AREA IN SQUARE INCHES BASED ON OUTSIDE
DIAMETER (O.D.) OF PIPE.
X = ANGLE OF BEND OR CHANGE IN DIRECTION IN DEGREES.
f = COEFFICIENT OF FRICTION = 0.4 (MAXIMUM).
W = 2Wearth + Wpipe + Wwater in pipe
Wearth = (density of soil*)(depth of cover in feet)(O.D. in feet)
* MAXIMUM 120 LBS./CUBIC FT. ABOVE MAXIMUM WATER TABLE
ELEVATION AND 60 LBS./CUBIC FT. BELOW MAXIMUM WATER
TABLE ELEVATION.
D. BOLTS AND NUTS FOR RESTRAINED JOINTS SHALL BE HOT DIPPED
GALVANIZED, LOW ALLOY, HIGH STRENGTH STEEL.
E. THE CONTRACTOR SHALL ALSO PROVIDE RESTRAINED JOINTS IN
ACCORDANCE WITH THE ABOVE CRITERIA WHEREVER THRUST BLOCKS
ARE NOT USED IN CONJUNCTION WITH BELOW—GROUND FITTINGS ON
LINES 12 INCHES IN DIAMETER OR LESS.
EARTHWORK AND BACKFILL
A. ALL EXCAVATION FOR UTILITIES AND/OR HOUSE CONNECTIONS SHALL BE
ADEQUATELY GUARDED WITH BARRICADES AND LIGHTS, SO AS TO
PROTECT THE PUBLIC FROM HAZARD. STREETS, SIDEWALKS, DRIVEWAYS,
CURBS, PARKWAYS AND OTHER PUBLIC PROPERTY DISTURBED IN THE
COURSE OF THE WORK SHALL BE RESTORED IN A MANNER SATISFACTORY
TO THE COUNTY.
B. FOUNDATION MATERIAL USED FOR PIPE BEDDING, FROM A MINIMUM 6—
INCH DISTANCE BELOW THE PIPE INVERT TO THE BOTTOM 12 INCHES
ABOVE THE TOP OF THE PIPE, SHALL BE PER THE MANUFACTURER'S
REQUIREMENTS.
C. INSTALLATION OF WATERMAINS SHALL BE IN ACCORDANCE WITH LATEST
AWWA STANDARD C600, IRRESPECTIVE OF THE TYPE OF PIPE SELECTED.
ALL INSTALLATION PROCEDURES MUST BE IN CONFORMANCE WITH PIPE
MANUFACTURER'S RECOMMENDATIONS. MINIMUM COVER SHALL BE 36
INCHES. MAGNETIC I.D. TAPE SHALL BE PLACED CONTINUOUSLY IN THE
TRENCH OVER PVC PIPE, 12 INCHES BELOW GRADE. ALLOWABLE
DEFLECTION OF THE PIPE JOINTS AND CURVATURE OF PVC PIPE SHALL
NOT EXCEED THE MANUFACTURER'S SPECIFICATIONS.
1. TRENCH — TRENCH WIDTH SHALL BE KEPT TO A MINIMUM
NECESSARY FOR INSTALLATION OF THE PIPE, AND SHALL COMPLY
WITH CURRENT OSHA REQUIREMENTS. THE TRENCH BOTTOM
SHALL BE GRADED, AND ALIGNMENT SHALL BE PARALLEL WITH
THE ROADWAY, WHERE POSSIBLE.
2. BACKFILL — ONLY GOOD QUALITY BACKFILL, FREE OF STONES,
ROOTS, ROCKS, BROKEN CEMENT OR OTHER MATERIAL WHICH
MIGHT BE DAMAGING TO THE PIPE, SHALL BE USED. BACKFILL
MUST BE PUT IN THE TRENCH IN LIFTS.
3. COMPACTION — ALL PIPE MUST BE COMPACTED BY HAND TAMPING
TO THE CENTER LINE, UNDER THE PIPE. BACKFILL SHALL BE
COMPACTED IN LIFTS UP TO THE SURFACE TO ACHIEVE A MINIMUM
COMPACTION OF 95% OF MAXIMUM DENSITY IN ROADWAYS AND
SHOULDERS, AND 90% IN EASEMENTS IN ACCORDANCE WITH
AASHTO T-180 AND ASTM D-2167,
4. DEWATERING — CONSTRUCTION SHALL BE ACCOMPLISHED IN A DRY
TRENCH. WELL—POINTING WILL BE REQUIRED AS NECESSARY. ALL
WATER ENTERING EXCAVATIONS OR OTHER PARTS OF THE WORK
SHALL BE CONTAINED, COLLECTED AND PUMPED TO SUITABLE
PLACES FOR DISPOSAL, AS PERMITTED BY STATE.
5. SHEETING — SHEETING AND SHORING SHALL BE INSTALLED AS MAY
BE NECESSARY FOR THE PROTECTION OF THE WORK,
PRESERVATION OF ADJACENT PROPERTY AND STRUCTURES, AND
THE SAFETY OF EMPLOYEES. SHEETING AND BRACING SHALL BE
UNIFORM TO OSHA REQUIREMENTS.
48 HOURS BEFORE DIGGING
CALL TOLL FREE
1-800-432-4770
SUNSH TATE ONE CALL
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