slack water concrete hardstand › sites › default › files › files › drawings - eng...

#6 @ 12" MAX. EACH WAYTOP & BOTTOM(2) - #6 BOTTOM(TYP)#3 TIES @ 10"MAX. (TYP)

COMPACTED SELECT FILL OVER COMPACTED SUBGRADE AS PER GEOTECH

ROLLER COMPACTED CRUSHED AGGREGATE BASE(2 LAYERS SEPARATED BY TENSAR TX7 GEOGRID)

TENSAR TX7 GEOGRID

2'-0" 1'-6"

2"

3" 1'-0"

3/4" CHAMFER

1'-6" MIN.2'-0" 10 MILS POLY LINER

Civil & Structural Engineering, Surveying, Planning & Consulting

4913 Shed Road Bossier City, LA. 71111

Phone: 318-752-9023 - Fax: 318-752-9025

www.raleyandassociates.com

PORT OF CADDO BOSSIERCADDO PARISH, LOUISIANA

SLACK WATERCONCRETE HARDSTAND

N.T.S.

VICINITY MAP

SHEET 1

INDEX TO DRAWINGS

SHEET No. DESCRIPTION

C1

TITLE SHEET

C2SUMMARY OF QUANTITIES, NOTES & DETAILS

C3

EXIST. CONDITIONS & DEMOLITION PLAN

C4

GEOMETRIC LAYOUT

C5

GRADING AND DRAINAGE PLAN

C6

EROSION CONTROL PLAN

C7

EROSION CONTROL DETAILS

C8 - C10

DOTD STANDARD PAVING DETAILS

T. RYAN ESTESS, P.E., PLS DATE

PROJECT ENGINEER

PROJECTSITE

JEFF RALEY, P.E., PLS DATE

PROJECT MANAGER

CADDO - BOSSIER PARISHES PORT COMMISSION

ROY GRIGGS, PRESIDENT

WALTER O. BIGBY, JR., VICE PRESIDENT

WILLIAM R. ALTIMUS, SECRETARY/TREASURER

ERICA R. BRYANT, COMMISSIONER

SAM GREGORIO, COMMISSIONER

JAMES D. HALL, COMMISSIONER

CAPT. THOMAS F. MURPHY, COMMISSIONER

RICK PRESCOTT, COMMISSIONER

ERIC ENGLAND, EXECUTIVE PORT DIRECTOR

FOR

THE 2016 EDITION OF LOUISIANA DOTD STANDARD SPECIFICATIONS FOR ROADS AND

BRIDGES SHALL GOVERN ON THIS PROJECT UNLESS OTHERWISE NOTED.

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JEFF SIGNATURE

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LOUISIANA PE STAMP

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Date

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Stamp

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Ryan PE Seal, Louisiana

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Date

Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road

Bossier City, LA 71111

& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_C1 & C

2.d

wg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

SU

MM

AR

Y O

F Q

UA

NT

IT

IE

S, N

OT

ES

&

D

ET

AILS

C2

MK

NDV

AS SHOWN

SITE AND PAD PREPARATION NOTES

NESS SPEIIA INDIATED OTERISE IN TE DRAINS ANDORSPEIIATIONS TE IITS O TIS PAD PREPARATION ARE ONSIDERED TO E TEETENTS O REIRED ONRETE PAEENT AS SON ON TESE PANS TEPREPARATION REOENDATIONS DO NOT ETEND EOND TE IITS O TEATA IDIN SITE TE REESTED SAO ONDATION SSTE IS ASEDPON A ONRETE DESIN IE OAD O PS TE ONER ST AEPTSETTEENT ON TE ORDER O P TO INES AND DIERENTIA SETTEENT ITIS ANTIIPATED TAT RAS AND AIRES I OR IT OADINS IN EESSO TE SOI SRADE AOAE PRESSRE ONTRATOR SA ATTAIN TEEOTENIA REPORT SOIN AS

TE SITE SA E STRIPPED O A RSED AREATE ATERIAS AND ITSA E STOPIED PRIOR TO ONSTRTION A STOPIIN O AREATEATERIAS SA E IN A OATION AS TO NOT DISTR EISTIN DRAINAEPATTERNS OR OSTRT DRAINAE ONDITIONS

TE PROPOSED SITE SOD E NDERT A INI O INES TO TEREIRED SRADE EEATION ONTRATOR SA PROORO SITE A OADED PNEATITIRED DP TR TONS AN NSTAE AREAS SAE NDERT AND REPAED IT SITAE OPATED STRTRA I ANDOPATED TO STD PROTOR ATER PROO ROIN AND REPAEENT ONSTAE AREAS ONTRATOR SA REPAE STOPIED RSED AREATEAND NE RSED AREATE TO RADE AREATE SA E OPATED TO STD PROTOR ONTRATOR SOD ASSE O RSED AREATERO STOPIED ATERIA AND O NE RSED AREATE ATERIA TOAIEE DEPT

A SEET I SA E PI AND IID IIT ESS TAN ANDASSIIED AS EAN SAND A OR AE SAND IT NO ORE TAN PASSIN TE NO SIEE IT A OPATION TEST RN ON EA IT TEST S PER IT OPATED TO STD PROTOR A TEST RESTS OREA AER ST E PROIDED TO PROET ENINEER OR REIE

TE ONTRATOR SA EEP TE SITE SO IT I AE POSITIE DRAINAEAT A TIES

SECTION A-A

SCALE: N.T.S.

12"

12"

12"

3 4"

POUR JOINTGUN GRADE ELASTOMERIC SEALANT

(MASTERSEAL NP OR EQUAL)

JOINT SEALANT AT EXISTING DOCK

N.T.S.

EXISTING DOCK SIDE NEW PAVING SIDE

EXISTING DOCKNEW PAVING

PLAN VIEW OF SECTION A-A

SCALE: N.T.S.

END PAVING

12.5' TYPICAL JOINT SPACING THIS DIRECTION

10"

TRANSVERSECONTRACTION JOINT OR

CONSTRUCTION JOINT(TYP.) SEE DOTD STD.

PLAN CP-01 FOR DETAILS.

SEE PLAN FOR PAVINGDIMENSIONS AND EXTENTS

10"

8"

10"

EXIST. DOCKNEW PAVING

TOP OF SHEET PILE AT 30" BELOW FINISHED

GRADE. CAP PILE WITH 14" STEEL PLATE

(A36) FOR FULL LENGTH OF EXIST. DOCK.TACK WELD IN PLACE. NO DIRECT PAY

PERMANENT SHEETING 8' LONG Z-55 SHEETPILE HAMMERED INTO EXISTING GRADE PER

DOTD 802-02. PAY ITEM 802-02-00100

EXIS

T. PIE

R

JOINT SEALANT ATEXIST. DOCK. SEEDETAIL BELOW

26"

TYPICAL PAVING SECTION

N.T.S.

10" P.C. CONC. PAVING (4,000 PSI) WITHHELIX 5-25 MICRO-REBAR ADDED, OREQUAL, @ 20.0 LB/YD3 DESIGNED ANDINSTALLED IN ACCORDANCE WITHUNIFORM EVALUATION REPORT 0279.(PAY ITEM 601-01-00500 AND S-01)

18" CRUSHED AGGREGATE COMPACTEDT0 95% STD. PROCTOR. STOCKPILEDCRUSHED AGGREGATE TO BE USEDFIRST. PAY ITEM 302-01-18070.

DENSITY CONTROLLED SUBGRADECOMPACTED TO 95% STD. PROCTOR.NO DIRECT PAY

HIGH PERFORMANCESTANDARD APERTURE

GEOGRID @ 9" AND FULLDEPTH. PAY ITEM S-02

DENSITY CONTROLLED SUBGRADECOMPACTED TO 95% STD. PROCTOR.

CONTRACTOR TO FILL ANY VOIDS WITHCOMPACTED SAND AT NO DIRECT PAY.

CONTRACTOR TO FILL ANY VOIDS WITHCOMPACTED SAND AT NO DIRECT PAY.

DESIGN CRITERIA:· THIS DESIGN COMPLIES WITH THE 2015 INTERNATIONAL BUILDING CODE (IBC)· OCCUPANCY RISK CATEGORY II· GRAVITY LOADS: CONCRETE AREA DESIGN LIVE LOAD = 2000 PSF

DEVIATION / EXISTING CONDITIONS:· FABRICATOR / CONSTRUCTOR SHALL NOT DEVIATE FROM THE DESIGN DRAWINGS AND THESE SPECIFICATIONS

WITHOUT WRITTEN PERMISSION FROM THE ENGINEER/OWNER. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONSPRIOR TO FABRICATION OR CONSTRUCTION. VERIFY ANCHOR BOLT LOCATIONS AND PROJECTIONS WITH THEEQUIPMENT PRIOR TO PLACING CONCRETE. REPORT ANY DISCREPANCIES BETWEEN ACTUAL AND ASSUMEDCONDITIONS IMMEDIATELY TO THE ENGINEER/OWNER

SPECIAL INSPECTION:· INDEPENDENT SPECIAL INSPECTION IS REQUIRED AS PER CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE.

SITE OBSERVATIONS BY THE ENGINEER OF RECORD DO NOT CONSTITUTE SPECIAL INSPECTIONS. THE CONTROLLINGCONTRACTOR IS REQUIRED TO REVIEW IBC CHAPTER 17 REQUIREMENTS, COORDINATE SPECIAL INSPECTIONS, ANDRETAIN A COPY OF THE INSPECTION RECORDS AT THE JOB SITE. PRIOR TO COMMENCEMENT OF WORK THECONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL. SEE IBCSECTION 1704 FOR STATEMENT REQUIREMENTS. THE INSPECTOR SHALL BE EMPLOYED BY THE OWNER OR THEENGINEER OF RECORD ACTING AS THE OWNER S AGENT. THE INSPECTOR SHALL BE APPROVED BY THE BUILDINGOFFICIAL A MINIMUM OF 48 HOURS PRIOR TO INITIAL INSPECTION. THE INSPECTOR SHALL VERIFY AND DOCUMENTTHE WORK FOR CONFORMANCE WITH THE APPROVED CONTRACT DOCUMENTS. THE INSPECTOR SHALL REPORT TOTHE CONTROLLING CONTRACTOR, THE BUILDING OFFICIAL, AND THE ENGINEER OF RECORD. REPORTS SHALL BESUBMITTED WEEKLY AND A FINAL COMPREHENSIVE REPORT SHALL BE SUBMITTED AT PROJECT COMPLETION.

·· CONCRETE - SPECIAL INSPECTION REQUIRED AS PER IBC TABLE 1705.3·· SOIL - SPECIAL INSPECTION REQUIRED AS PER IBC TABLE 1705.6

SOIL:· OWNER IS AWARE OF PREDICTED 4" ± OF SETTLEMENT TO OCCUR OVER TIME.· ALLOWABLE SOIL PRESSURE = 800 PSF PER DAVE RAMBARAN GEOSCIENCES, LLC REPORT DATED 6-14-19.· MODULUS OF VERTICAL SUBGRADE REACTION = 125 PCI. FOUNDATION SHALL BE PLACED ON TWO 9" THICK LAYERS

OF ROLLER COMPACTED CRUSHED AGGREGATE WITH HIGH PERFORMANCE STANDARD APERTURE GEOGRID AT THEBOTTOM AND BETWEEN THE AGGREGATE LAYERS.

· THE CRUSHED AGGREGATE SHALL BE PLACED ON DENSITY CONTROLLED SUBGRADE.

CONCRETE:· ALL CONCRETE PAVING SHALL BE PER LA-DOTD SPECIFICATION 601 "PORTLAND CEMENT CONCRETE PAVEMENT".· CONCRETE REINFORCEMENT SHALL BE HELIX MICRO-REBAR 5-25 DOSED AT 20 LBS PER CUBIC YARD AND

INSTALLED IN ACCORDANCE WITH THE UNIFORM EVALUATION REPORT 0279. (OR EQUAL)

AGGREGATE:· ALL AGGREGATE BASE SHALL BE EITHER THE EXISTING STOCKPILED AGGREGATE MATERIAL OR PER LA-DOTD

SPECIFICATION 1003.· CONTRACTOR SHALL DEPLETE ALL STOCKPILED MATERIAL PRIOR TO HAULING IN OFFSITE AGGREGATE.

12"

HIGH PERFORMANCESTANDARD APERTURE

GEOGRID @ 9" AND FULLDEPTH. PAY ITEM S-02

COMPACTED NATIVE BACKFILL. (NO DIRECT PAY)

18" CRUSHED AGGREGATE COMPACTEDT0 95% STD. PROCTOR. STOCKPILED

CRUSHED AGGREGATE TO BE USEDFIRST. PAY ITEM 302-01-18070.

18"

PERMANENT SHEETING 8' LONG Z-55 SHEETPILE HAMMERED INTO EXISTING GRADE PERDOTD 802-02. PAY ITEM 802-02-00100

10" P.C. CONC. PAVING (4,000 PSI) WITHHELIX 5-25 MICRO-REBAR ADDED, OREQUAL, @ 20.0 LB/YD3 DESIGNED ANDINSTALLED IN ACCORDANCE WITHUNIFORM EVALUATION REPORT 0279.(PAY ITEM 601-01-00500 AND S-01)

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JEFF SIGNATURE

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LOUISIANA PE STAMP

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Date

TBM BOLT ON ANCHORELEV. = 159.96

TBM X ON ANCHORELEV. = 160.46


Set 1/4" I.R.

158.62

158.50

158.49

158.61

160.69

160.24

159.77

159.33

159.36

159.31

159.28

159.26

159.06

159.31

159.30

159.54

159.83

160.13

160.36

160.01

159.81

159.70

159.54

159.42

159.50

159.61

159.76

159.77

TG=158.57

FL=151.0924" A2000

159.76

159.75

159.86

167.80

167.93

160.45

160.26

167.43

167.67

159.53

159.57

167.72

167.58

167.61

167.67

161.6

5

160.30

167.6516

7.64

166.01

157.7415

6.86 16

3.45

162.72

162.71

157.98

162.81

163.09

156.79

159.00

159.15

154.80

153.86

151.03153.78

153.75151.82

151.3

4

154.9815

1.28

151.9

7

152.49

156.71

158.79

157.84

157.74

153.61

160.16

159.05

159.19

159.16

161.6

0

162.60

158.82

158.92

162.80

163.19

158.20

159.34

158.63

158.70

159.02

159.12

158.97

159.09

159.01

158.84 15

8.98

158.86

159.22

156.81WASHOUT

158.34WASHOUT 155.62

WASHOUT 158.82WASHOUT

155.67WASHOUT

156.26WASHOUT

159.75

159.73

159.69

159.77

158.9815

8.94

159.76 2IN IRON PIPE

2IN IRON PIPE

2IN IRON PIPE2IN IRON PIPE

158.27

158.26

159.7315

8.91

158.82159.68

159.69

158.91

159.02

159.75

158.26

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24" RCP

24" RCP24" RCP

24" A2000

FL=152.37

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TG=158.56

FL=154.06

TG=158.61

FL=153.11

164.24

150.36

152.78

163.15

163.87

162.96

158.80

158.46

158.54

158.65

158.64

158.62

158.79

158.86

158.82

158.81

158.78

159.53

159.40

159.48

159.68

160.06

160.01

159.68

159.74

158.78

158.58

152.45

152.07

151.6

5

151.7

6

158.77

158.35

159.73

158.91

158.66

152.23

152.56

151.0

2

150.59

150.40

151.8

6

150.69

152.09

12"

B RIP RAP

RIP RAP RIP RAP

RIP RAP

RIP RAPRIP RAP

CLS RIP RAP

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156157

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161162163164166167

159

EXIST. CONCRETE DOCKEXIST FFE = 159.75'

OLD LEVEE

SLACK WATER HARBOR(RED RIVER)

404.40'

155

15315

415615

7158

151

152

159

159

20100

SCALE: 1" = 20'

30 40

Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road


& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_Civil P

lans

.dwg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

DEMOLITION NOTES:1. DEMOLITION AND REMOVAL

OPERATIONS SHALL COMMENCEONLY AFTER ALL EROSION ANDSEDIMENTATION CONTROLMEASURES ARE IN PLACE ANDFUNCTIONAL.

2. OWNER SHALL HAVE FIRSTRIGHT OF REFUSAL ONDEMOLISHED AND STOCKPILEDMATERIALS NOT REUSEDONSITE. ALL MATERIALS NOTWANTED BY THE OWNER SHALLBE DISPOSED OF OFFSITE BYTHE CONTRACTOR IN A LEGALMANNER.

3. ALL PAVEMENT, BASE COURSES,SIDEWALKS, CURBS, BUILDINGS,FOUNDATIONS, ETC., IN THEAREA TO BE REMOVED SHALL BEREMOVED TO FULL DEPTH.EXISTING BASE COURSEMATERIALS MAY BE WORKEDINTO THE NEW PAVEMENT ORBUILDING SUBGRADE PROVIDETHAT THE GRADATION,CONSISTENCY, COMPACTION,SUBGRADE CONDITION, ETC.,ARE IN ACCORDANCE WITH THESPECIFICATIONS. BASE COURSEMATERIALS SHALL NOT BEWORKED INTO THE SUBGRADEOF AREAS TO RECEIVEPLANTING.

4. CONTRACTOR SHALL OBTAINALL PERMITS REQUIRED FOREXECUTION OF THE WORK.

5. THE CONTRACTOR SHALL USEWATER SPRINKLING AND OTHERSUITABLE METHODS ASNECESSARY TO CONTROL DUSTAND DIRT CAUSED BY THEDEMOLITION WORK.

6. ALL ITEMS OF CONSTRUCTIONREMAINING AND NOTSPECIFICALLY MENTIONED THATINTERFERE WITH THE NEWCONSTRUCTION SHALL BEIMMEDIATELY BROUGHT TO THEATTENTION OF THEOWNER/ENGINEER.

7. CONTRACTOR SHALL PROVIDEPROTECTION TO ALL STREETS,FENCES, TREES, UTILITIES ANDSTRUCTURES THAT ARE TOREMAIN. CONTRACTOR-CAUSEDDAMAGE SHALL BE REPAIRED TOMATCH EXISTING AT NOADDITIONAL COST TO THEOWNER.

8. CAVITIES LEFT BY STRUCTUREREMOVAL SHALL BE BACKFILLEDWITH SATISFACTORY MATERIALAND COMPACTED TO 95% OFMAXIMUM DENSITY PER ASTMD698.

9. CONTRACTOR SHALL LOCATEAND MARK ALL EXISTINGUTILITIES PRIOR TOCOMMENCING WORK.COORDINATE WITH LOCALUTILITY COMPANIES PRIOR TOUTILITY DISCONNECT. BEAWARE OF EXISTING UTILITIESENTERING/ EXISTING BUILDING.

Existing C

onditions and D

em

olition P

lan

C3

MK

NDV

1" = 20'

REMOVE 7,425 S.Y. OF 12" THICKCRUSHED AGGREGATE AND STOCKPILE ONSITE.

VERIFY STOCKPILE LOCATION WITH OWNER PRIORTO STOCKPILING ACTIVITIES.

(PAY ITEM 202-02-03010)

EXIST. CONCRETEDRIVEWAY

TO BE REMOVEDAND STOCKPILED.(NOT ON DOCK)

REMOVE RIP-RAP AS NEEDED FORCONSTRUCTION AT NO DIRECT PAY

EXIST. STORM DRAINAGEAND BOXES TO REMAIN.

NO STOCKPILING OF AGGREGATE ON EXIST. DOCK

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Set 1/4" I.R.

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I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

12"

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

155

160

153

154

156157

158

159

161

161

162

162

166

167

160

165

161162

163164

166167

160

159

160

165

161162163164166167

159


OLD LEVEE

SLACK WATER HARBOR(RED RIVER)

N=685036.11E=2930455.82

N=685453.36E=2930477.91

N=685312.92E=2930387.73

N=685060.78E=2930565.58

N=685465.99E=2930457.91

N=685453.14E=2930363.25

285.00'

402.40'

112.

50'

PERMANENT SHEETING 8' LONG Z-55 SHEET PILEHAMMERED INTO EXIST. GRADE PER DOTD 802-02.PAY ITEM 802-02-00100

23.60'

24.00'

N=685040.30E=2930552.86

15.00'typ.

12.5

0'ty

p.

N=685434.22E=2930285.49

6.0

0'

80.15'

140.64'

N=685314.23E=2930393.58

155

15315

415615

7158

151

152

159

159PROPOSED 5,870 S.Y. OF 10" P.C. CONCRETE

PAVING (4,000 PSI) WITH HELIX 5-25MICRO-REBAR, OR EQUAL, ADDED @ 20LBS/C.U.

DESIGNED AND INSTALLED IN ACCORDANCEWITH UNIFORE EVALUATION REPORT 0279.

114.6

6'

REQ'D. 20' OF RPVCP @ 0.50% SLOPE.MATCH PROPOSED DITCH FLOWLINE

PAY ITEM 701-03-01002

20100

SCALE: 1" = 20'

30 40

Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road


& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_Civil P

lans

.dwg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

GENERAL NOTES:1. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO BEGINNING CONSTRUCTION. THE ENGINEER / SURVEYOR DOES NOTGUARANTEE THAT THE UNDERGROUND UTILITIES OR ALL UTILITY SERVITUDES AFFECTING THIS TRACT ARE SHOWN IN THEIREXACT LOCATION. THEY HAVE BEEN LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION PROVIDED BY ONE CALL ORTHE LOCAL UTILITY COMPANY. LOUISIANA ONE CALL 811 OR UTILITY COMPANY.

2. CONTRACTOR SHALL INSTALL SILT FENCES, HAY BALES AND NECESSARY STORM WATER CONTROL MEASURES DURINGCONSTRUCTION AS REQUIRED BY THE PORT. SEE SHEET C6 AND C7 FOR DETAILS.

3. CONTRACTOR(S) SHALL KEEP EXISTING PAVING CLEAN OF MUD AND OTHER CONSTRUCTION DEBRIS.

4. ALL TRENCH EXCAVATION SHALL BE PERFORMED IN STRICT ACCORDANCE WITH OSHA REGULATIONS AND APPLICABLELOCAL CODES AND ORDINANCES.

5. CONTRACTOR SHALL FIELD VERIFY ALIGNMENT AND GRADE OF ALL PAVING, DRAINAGE PIPES AND PROPOSED MAINS.CONFLICTS, DISCREPANCIES OR IRREGULARITIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THEENGINEER/OWNER. FAILURE TO DO SO MAY RESULT IN ADDITIONAL COSTS TO THE CONTRACTOR FOR REMOVAL,REPLACEMENT, OR REVISIONS TO ITEMS INSTALLED WITHOUT VERIFICATION BY OWNER.

6. CONTRACTOR SHALL REDISTRIBUTE TOPSOIL IN 4" LAYER AS PER OWNER.

7. CONTRACTOR SHALL COORDINATE AND PROVIDE FOR ALL SAFEGUARDS, SAFETY DEVICES AND REQUIRED JOB SITESAFETY REGULATIONS AS NEEDED.

8. MATERIALS AND CONSTRUCTION SHALL BE IN STRICT COMPLIANCE WITH LOCAL SPECIFICATION STANDARDS AND/ORLOCAL BUILDING CODES.

9. CONTRACTOR SHALL COORDINATE WITH CITY AND LOCAL UTILITY COMPANIES FOR TYING INTO EXISTING MAINS. ALLUTILITY SERVICES SHALL BE INSTALLED PER CITY CODE AND GOVERNING UTILITY CODE.

10. ALL DISTURBED EARTH TO RECEIVE SLAB SOD UNLESS OTHERWISE DIRECTED BY OWNER/ENGINEER. POSITIVEDRAINAGE SHOULD BE MAINTAINED AT ALL TIMES.

11. CONCRETE CYLINDER TESTING AND STORAGE OF THE CYLINDERS WILL BE COMPLETED AND PAID FOR BY THEPORT/OWNER. IT IS NOT THE RESPONSIBILITY OF THE CONTRACTOR TO INCLUDE THAT PRICE IN THE BID.

REQ'D. TRANSVERSE CONTRACTION JOINTS OR CONSTRUCTION JOINTAT 15' x 12.5' SPACING TYPICAL.

Geom

etric Layout

C4

MK

NDV

1" = 20'

A

SEE SHEET C2 FOR SECTION A-A

A

REQ'D. SHEET PILE45° BENDREQ'D. SHEET PILE

45° BEND

REQ'D. TRANSVERSEBUTT JOINT

user





Set 1/4" I.R.

158.62

158.50

158.49

158.61

160.69

160.24

159.77

159.33

159.36

159.31

159.28

159.26

159.06

159.31

159.30

159.54

159.83

160.36

160.01

159.81

159.70

159.54

159.42

159.50

159.61

159.76

159.77

TG=158.57

FL=151.0924" A2000

159.76

159.75

159.86

167.80

167.93

160.45

160.26

167.43

167.67

159.53

159.57

167.72

167.58

167.61

167.67

161.6

5

160.30

167.6516

7.64

166.01

157.7415

6.86

163.47

163.45

162.72

162.71

157.98

162.81

163.09

156.79

162.59

150.33

150.20

150.56

150.52

150.21

159.00

159.15

154.80

153.86

151.03153.78

153.75151.82

151.3

4

154.9815

1.28

151.9

7

152.49

156.71

158.79

157.84

157.74

153.61

153.92

158.45

160.16

159.05

159.19

159.16

161.6

0

162.60

158.82

158.92

162.80

163.19

158.20

159.34

158.63

158.70

159.02

159.12

158.97

159.09

159.01

158.84 15

8.98

158.86

159.22

159.75

159.73

159.69

159.77

158.9815

8.94

159.76

158.27

158.26

159.7315

8.91

158.82159.68

159.69

158.91

159.02

159.75

158.26

IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII

II

III

I

II

II

II

III

I

II

II

II

III

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

II

I

I

I

I

I

I

II

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I


I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

IIIIIIIIIIIIII

I

II

II

II

I

I

II

II

II

II

II

II

II

II

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

24" RCP

24" RCP24" RCP

FL=152.37

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

TG=158.56

FL=154.06

TG=158.61

FL=153.11

164.24

150.61

150.36

152.78

163.15

163.87

162.96

151.4

0

158.80

158.46

158.54

158.65

158.64

158.62

158.79

158.86

158.82

158.81

158.78

159.53

159.40

159.48

159.68

160.06

160.01

159.68

159.74

158.58

152.45

152.07

151.6

5

151.7

6

158.77

158.35

159.73

158.91

158.66

151.0

2

150.59

148.76Edge of Water

150.40

151.8

6

150.69

152.09

12"

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

155

160

153

154

156157

158

159

161

161

162

162

166

167

160

165

161162

163164

166167

160

159

160

165

161162163164166167

159


OLD LEVEE

158.75

158.90

159.15

159.35

MEG y159.75

158.90

159.10

159.20

159.35

MEG y159.75

159.10

159.40

159.50

159.60

MEG y159.75

159.15

159.10

159.35

159.50

158.90

158.75

159.05

159.40

158.90

158.75

159.05

159.40

159.15

159.10

159.25

159.60

159.15

159.30

159.45

159.60

MEG y159.75

MEG y159.75

MEG y159.75

159.30

159.45

159.60

159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

MEG y159.75

157.13

157.22

157.31

157.40

157.50157.59

157.68157.77

157.86 157.95 158.04 158.13

158.70

155

15315

415615

7158

151

152

159

159

158.70 158.80 158.80 159.20 159.10 159.10159.20

158.80

159.40 159.25 159.10

159.00 158.70

158.80158.60

158.90

159.00

159.20

159.30

MEG

MEG

MEG

MEG

MEG

159.10

159.10158.80

158.90

159.00

158.85

159.05

158.60

158.70 158.95 159.10

159.10158.75158.60158.60

159.30159.05 158.80

159.20 158.95

159.35 159.35 159.35 159.35 159.45 159.65

158.95 158.95 159.20

159.60

157.00

158.22 158.31 158.40 158.49 158.58

158.67 158.76

159.10

158.90

159.00


PAY ITEM 701-03-01002

20100

SCALE: 1" = 20'

30 40

Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road


& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_Civil P

lans

.dwg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

Grading and D

rainage P

lan

C5

MK

NDV

1" = 20'

385 L.F. OF SWALEDITCH @ 0.5% SLOPE.(NO DIRECT PAY)

GRADE OFFSITE AREA TO DRAIN TO SWALE

DAYLIGHT TO GRADE

REQ'D 30 S.Y. OF 30#RIP RAP (14" THICK)PAY ITEM 711-01-03000

VARIES

15

15

TYP. SWALE SECTION

user


Set 1/4" I.R.

158.62

158.50

158.49

158.61

160.24

159.77

159.33

159.36

159.31

159.28

159.26

159.06

159.31

159.30

159.54

160.01

159.81

159.70

159.54

159.42

159.50

159.61

159.77

TG=158.57

159.76

159.86

167.80

167.93

160.45

160.26

167.43

167.67

159.53

159.57

167.72

167.58

167.61

167.67

161.6

5

160.30

167.6516

7.64

166.01

157.7415

6.86

163.47

156.39

163.45

162.72

162.71

157.98

162.81

163.09

156.79

156.30

162.59

150.26

150.33

150.20

150.56

150.52

150.21

159.00

159.15

154.80

153.86

151.03153.78

153.75151.82

151.3

4

154.9815

1.28

151.9

7

152.49

156.71

158.79

157.84

157.74

153.61

153.92

158.45

160.16

159.05

159.19

159.16

161.6

0

162.60

158.82

158.92

162.80

163.19

158.20

153.86

153.86

162.11

162.45

153.35

159.34

158.63

158.70

159.02

159.12

158.97

159.09

159.01

158.84 15

8.98

158.86

159.22

156.81WASHOUT

158.34WASHOUT 155.62

WASHOUT 158.82WASHOUT

155.67WASHOUT

156.26WASHOUT

159.75

159.73

159.69

159.77

158.9815

8.94

159.76 2IN IRON PIPE

2IN IRON PIPE

2IN IRON PIPE2IN IRON PIPE

158.27

158.26

159.7315

8.91

158.82159.68

159.69

158.91

159.02

159.75

158.26

IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII

II

II

II

III

I

II

II

II

III

I

II

II

II

I

I

I

I

II

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I


I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

IIIIIIIII

IIIIII

II

II

I

I

II

II

I

I

II

II

II

II

I

I

II

IIIIIIIIIIIIIIIIIIIIIIIIII

II

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

24" RCP

24" RCP24" RCP

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

TG=158.56

TG=158.61

164.24

150.48

150.61

150.36

152.78

163.15

163.87

162.96

151.3

2

151.4

0

158.80

158.46

158.54

158.65

158.64

158.62

158.79

158.86

158.82

158.81

158.78

159.53

159.40

159.48

159.68

160.06

160.01

159.68

159.74

158.58

152.07

151.6

5

151.7

6

158.77

158.35

159.73

158.91

158.66

151.0

2

150.59

150.40

151.8

6

150.69

152.09

12"

B RIP RAP

RIP RAP RIP RAP

RIP RAP

RIP RAPRIP RAP

CLS RIP RAP

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

I

155

160

153

154

156157

158

159

161

161

162

162

166

167

160

165

161162

163164

166167

160

159

165

161162163164166167

159


SF

SF

SF

SF

SF

SF

SF

SF SF SF SF

SF

SF

OLD LEVEE

SF

SF

SF

SF

SF

155

15315

415615

7158

151

152

159


PAY ITEM 701-03-01002

20100

SCALE: 1" = 20'

30 40

Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road


& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_Civil P

lans

.dwg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

EROSION CONTROL & SWPPP NOTES:1. THE NATURE OF CONSTRUCTION ACTIVITY IS THE DEVELOPMENT OF A COMMERCIAL

SITE.

2. MAJOR ACTIVITIES AND CONTRACTOR RESPONSIBLE ARE AS FOLLOWS:

a. CLEARING AND DEGRASSING - PAVING AND DRAINAGE CONTRACTOR. INSTALL SILTFENCING, HAYBALES, DETENTION BASIN AND OTHER NECESSARY STORM WATERCONTROLS PRIOR TO BEGINNING OF CLEARING AND DEGRASSING.

b. WATER AND SEWER - WATER AND SEWER CONTRACTOR SHALL COORDINATE W/PAVING CONTRACTOR TO ENSURE SILT FENCING, HAYBALES AND OTHER, AREINSTALLED AT R/W TO PREVENT RUNOFF FROM LEAVING THE SITE.

c. EXCAVATION - PAVING AND DRAINAGE CONTRACTOR SHALL INSTALL SILTFENCING AND HAYBALES TO PREVENT RUNOFF FROM LEAVING THE SITE.

d. STORM DRAINAGE - PAVING AND DRAINAGE CONTRACTOR SHALL INSTALL SILTFENCING AND HAYBALES TO PREVENT RUNOFF FROM LEAVING THE SITE ANDDETENTION BASINS.

e. BUILDING CONSTRUCTION - GENERAL CONTRACTOR. INSTALL NECESSARY STORMWATER CONTROLS DURING CONSTRUCTION.

f. PAVING - PAVING AND DRAINAGE CONTRACTOR. INSTALL NECESSARY STORMWATER CONTROLS DURING CONSTRUCTION.

g. GAS, ELECTRIC, PHONE & CABLE - EACH UTILITY OWNER / CONTRACTOR.

3. EACH CONTRACTOR LISTED ABOVE IS RESPONSIBLE FOR BEING KNOWLEDGEABLE OFTHEIR LISTED ACTIVITY. AS SUCH EACH CONTRACTOR SHALL PROVIDE TO OWNEROR OWNER'S AGENT A DETAILED SCHEDULE OF CONSTRUCTION ACTIVITIES FORTHEIR PHASE OF CONSTRUCTION.

4. THE EROSION CONTROL PLAN SHOWN IS PROVIDED AS A MINIMUM GUIDE TO BESUPPLEMENTED BY EACH CONTRACTOR'S DETAILED DESCRIPTION OF CONTROLMEASURES. THE DETAIL SHEET PROVIDES SPECIFIC CONTROLS WHICH MAY BE USEDBY CONTRACTORS ON THIS SITE.

5. CONTROLS ARE DESIGNED TO RETAIN SEDIMENT ON SITE. ANY SEDIMENT ESCAPINGTHE SITE AND ACCUMULATING MUST BE REMOVED.

6. EACH CONTRACTOR SHALL PROVIDE TO OWNER OR OWNER'S AGENT A DETAILEDDESCRIPTION OF "BEST MANAGEMENT PRACTICES", STRUCTURAL PRACTICES (SILTFENCES, CHECK DAMS, ETC.), AND STABILIZATION PRACTICES (TEMPORARYVEGETATION, SOD, ETC.) WHICH COMPLIES WITH THE SHORT AND LONG TERM GOALSAND INTENT OF THE LOUISIANA WATER DISCHARGE PERMIT FOR THEIR PHASE OFCONSTRUCTION ACTIVITIES. CONTRACTOR SHALL PROVIDE SAME INFORMATION TOTHE PERMIT OFFICE.

7. THE CONTRACTOR FOR EACH LISTED PHASE OF CONSTRUCTION SHALL BERESPONSIBLE FOR MAINTAINING DATES AND RECORDS AND FORWARDING TODEVELOPER/OWNER FOR THE FOLLOWING INFORMATION: BEGINNING CONSTRUCTION,MAJOR GRADING ACTIVITIES, SOIL DISTRIBUTING ACTIVITIES, WHEN STABILIZATIONMEASURES ARE INITIATED AND COMPLETED, TEMPORARY HALTS, AND COMPLETIONOF THEIR PORTION OF PROJECT.

8. THE CONTRACTOR IN CHARGE OF EROSION CONTROL SHALL INITIATE STABILIZATIONMEASURES OF DISTURBED AREAS WHERE CONSTRUCTION HAS TEMPORARILY ORPERMANENTLY CEASED WITHIN 14 DAYS, UNLESS EARTH DISTURBING ACTIVITIES ARETO RESUME WITHIN 21 DAYS.

9. EACH CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING (REPAIR SILT FENCE,REMOVE SEDIMENT BUILDUP, ETC.) STRUCTURAL CONTROLS LAID OUT IN STORMWATER POLLUTION PREVENTION PLAN AS WELL AS ANY ADDITIONAL CONTROLS INCONTRACTOR'S DETAILED DESCRIPTION.

10. THE CONTRACTOR FOR EACH LISTED PHASE OF CONSTRUCTION SHALL BERESPONSIBLE FOR PROVIDING INSPECTIONS OF DISTURBED AREAS AND STRUCTURALCONTROLS EVERY 14 DAYS OR WITHIN 24 HOURS OF A STORM EVENT. A REPORTSUMMARIZING INSPECTION AND ANY MAINTENANCE TAKEN SHALL BE FILLED OUT

AND FORWARDED TO DEVELOPER/OWNER.

11. ALL COMPLETED INSPECTION REPORTS ARE TO BE KEPT WITH THE SWPP PLAN INTHE CONTRACTOR'S & OWNER'S FILES.

12. GENERAL CONTRACTOR TO PROVIDE PERMANENT SOIL STABILIZATION ATCOMPLETION OF CONSTRUCTION.

13. THE CONTRACTOR IN CHARGE OF EROSION CONTROL SHALL BE RESPONSIBLE FORSWEEPING ACCUMULATED SILT, MUD, SOIL, DEBRIS AND LITTER AT END OF EACHCONSTRUCTION DAY.

14. LITTER, CONSTRUCTION DEBRIS, AND CONSTRUCTION CHEMICALS SHALL BEPREVENTED FROM BECOMING A POLLUTANT SOURCE FOR STORM WATERDISCHARGES.

15. THE CONTRACTOR IN CHARGE OF EROSION CONTROL MUST ASSURE THAT ADJACENTROADWAYS AND SHOULDERS ARE OPENED AND MAINTAINED FOR SAFE TRAVEL.IMMEDIATE ACTION SHOULD BE TAKEN TO REMOVE DEBRIS, MUD, EXCESSCONSTRUCTION WATER AND ANY OTHER UNSAFE ITEMS FROM THE ROADWAYS,SHOULDERS AND / OR NEARBY CONSTRUCTION SITES. FAILURE TO COMPLY MAYRESULT IN PORT / OWNER CLEANING UP AND THE COST BEING SUBTRACTED FROMTHE CONTRACT.

16. SITE DATA:TOTAL AREA = 2.4 ACRESAREA DISTURBED BY DEVELOPMENT OF SITE = 2.4 ACRESOVERALL RUNOFF COEFFICIENTS EXISTING = 0.75

DEVELOPED = 0.75RECEIVING BODY = RED RIVER

17. THE CONTRACTOR SHALL USE QUALIFIED PERSONNEL TO INSPECT DISTURBED AREASOF THE CONSTRUCTION SITE THAT HAVE NOT BEEN FINALLY STABILIZED, AREAS

USED FOR STORAGE OF MATERIALS THAT ARE EXPOSED TO PRECIPITATION,STRUCTURAL CONTROL MEASURES, AND LOCATIONS WHERE VEHICLES ENTER OREXIT THE SITE AT LEAST ONCE EVERY 14 CALENDAR DAYS, BEFORE SIGNIFICANTSTORM EVENTS, AND WITHIN 24 HOURS OF THE END OF A STORM EVENT OF 0.5INCHES OR GREATER.

18. GENERAL CONTRACTOR TO PROVIDE DUMPSTERS OR OTHER CITY APPROVED WASTEDISPOSAL PRACTICES DURING CONSTRUCTION.

19. NO CRITICAL HABITATS FOR THREATENED OR ENDANGERED SPECIES ARE FOUND INPROXIMITY BY OTHERS. NO HISTORIC PROPERTIES HAVE BEEN IDENTIFIED IN THECONSTRUCTION ACTIVITY AREA OR STORM WATER DISCHARGE PATH BY OTHERS.

20. A COPY OF THE SWPPP SHALL BE KEPT ON THE JOB UNTIL FINAL VEGETATION,STABILIZATION, AND CONSTRUCTION IS COMPLETE.

21. PERMITTEE SHALL BE RESPONSIBLE FOR COMPLIANCE WITH THE ABOVE ITEMS ANDCOORDINATE WITH ALL CONTRACTORS / SUBCONTRACTORS WORKING ON THISPROJECT WITH REGARDS TO ALL STORM WATER REGULATIONS. PERMITTEE SHALLPROVIDE ALL REQUIRED CONTACT INFORMATION TO THE LOCAL STORM WATERPERMITTING AGENCY HAVING JURISDICTION PRIOR TO BEGINNING CONSTRUCTION.

22. CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARATION OF STORM WATERPOLLUTION AND PREVENTION PLAN PER LDEQ REQUIREMENTS.

23. IF CONTRACTOR IS PLANNING ON STOCKPILING MATERIALS OUTSIDE OF THEIMMEDIATE WORK AREA, HE SHALL PROVIDE TO THE ENGINEER/OWNER AN EROSIONAND SEDIMENTATION CONTROL PLAN FOR APPROVAL PRIOR TO THE STOCKPILINGACTIVITIES.

LEGENDEXIST. SURFACE/GRATE INLET

SF

EXISTING CL DITCH/SWALE

PROPOSED CL DITCH/SWALE

PROPOSED SILT FENCE INLETPROTECTION

Erosion C

ontrol P

lan

C6

TRE

NDV

1" = 20'

REQ'D. 300 L.F. OFSILT FENCINGPAY ITEM 204-06-00100


REQ'D 30 S.Y. OF 30#RIP RAP (14" THICK)PAY ITEM 711-01-03000




PROPOSED HAY BALE DIKEPAY ITEM 204-02-00100

PROPOSED FLOW

PROPOSED HYDROSEEDINGPAY ITEM 739-01-00100

PROPOSED SILT FENCINGPAY ITEM 204-06-00100

LIMITS OF CONSTRUCTION



ADDITIONAL STOCK PILING AREA.AFTER STOCK PILING ACTIVITIESHAVE ENDED, CONTRACTOR SHALLREDRESS & GRADE AREA TO THEEXIST. CONTOURS & HYDROSEEDDISTURBED AREAS. NO DIRECT PAY.

DRAINAGE PIPE


user


Phone 318.752-9023

Fax 318.752-9025


4913 Shed Road


& Consulting

Surveying, Planning

Engineering,

Civil & Structural

OF SHEET

DRAWN:

SHEET:

JOB:

DATE:

SCALE:

BYREVISIONS

CHECKED:

18296_Civil P

lans

.dwg

Caddo P

arish, Louisiana

Slack W

ater C

on

crete H

ard

stan

d

18296

4-1-2020

-

OUTLET

SPACING -

STABILIZATION -

GRADE -

SIDE SLOPES -

HEIGHT -

2 FEET MINIMUM.TOP WIDTH -

DRAINAGE AREA -

EMBEDDING DETAIL

HAY BALE DIKE

FLOW

4" VERTICAL LACE

GENERAL NOTES :

WIRE OR NYLONBOUND BALESPLACED ON THECONTOUR

FLOW

*DRAINAGE AREA LESS THAN ONE-HALF ACRE.

ANCHORING DETAIL

2 RE-BARS, STEEL PICKETS OR 2"x2"STAKES 1.5' TO 2' IN GROUND.ANGLE FIRST STAKE TOWARDPREVIOUSLY LAID BALE.

NOT TO SCALE

NOT TO SCALE

PREFORATED RISER

NOT TO SCALE

1. BALES SHALL BE PLACED IN A ROW WITH END TIGHTLY ABUTTING THE ADJACENT BALES.2. EACH BALE SHALL BE EMBEDDED IN THE SOIL A MINIMUM OF FOUR INCHES, WHERE POSSIBLE.3. BALES SHALL BE SECURELY ANCHORED IN PLACE BY STAKES OR REBARS DRIVEN THROUGH THE BALES. THE FIRST STAKE IN EACH

BALE SHALL BE ANGLED TOWARD PREVIOUSLY LAID BALE TO FORCE BALE TOGETHER.4. INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED BY CONTRACTOR.5. BALES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFULNESS SO AS NOT TO BLOCK OR IMPEDE STORM FLOW OR

DRAINAGE.6. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A DEPTH OF 6 INCHES.

IF ANY OF THE DESIGN CRITERIA PRESENTED HERE CAN NOT BE MET SEE STANDARDS FOR SEDIMENTBASIN.

DRAINAGE AREA - SHALL BE LESS THAN 5 ACRES.

LAYOUT - SHALL BE LOCATED TO MAXIMIZE STORAGE BENEFIT FROM TERRAIN, FOR EASE OF CONSTRUCTION.

SIZE - THE VOLUME OF THE TRAP MEASURED BELOW THE CREST OF THE OUTLET SHALL BE AT LEAST 1000 CUBIC FEET PER ACRE OF DRAINAGE AREA.

CLEANOUT - SEDIMENT SHALL BE REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL CAPACITY WHENTHE SEDIMENT HAS ACCUMULATED TO ONE HALF OF THE DESIGN VOLUME OR 1 FOOT, WHICHEVER IS LESS.

EMBANKMENT - THE EMBANKMENT SHALL HAVE A 3 FOOT TOP WIDTH, SIDE SLOPES OF 2:1 OR FLATTER,AND SHALL NOT EXCEED 5 FEET IN HEIGHT AS MEASURED AT THE LOW POINT OF THE ORIGINAL GROUND LINE. FILL MATERIAL SHALL BE FREE OF WOODY VEGETATION, LARGE STONES, AND OTHER OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL BE COMPACTED IN EIGHT-INCH LAYERS BY TRAVERSING WITH CONSTRUCTION EQUIPMENT.

EXCAVATION - ANY EXCAVATED PORTION OF SEDIMENT TRAP SHALL HAVE 2:1 OR FLATTER SLOPES. CARE SHALL BE TAKEN TO MINIMIZE EROSION AND WATER POLLUTION DURING EXCAVATION OPERATIONS.

CONDITIONS WHERE PRACTICE APPLIES

INSTALLED AT POINTS OF DISCHARGE FROM DISTURBED AREA FOR A MAXIMUM PERIOD OF 10 MONTHS.

TO DETAIN SEDIMENT-LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THEMAJORIRY OF THE SEDIMENT TO SETTLE OUT.

A SMALL TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT TOINTERCEPT SEDIMENT-LADEN RUNOFF AND TO TRAP AND RETAIN SEDIMENT.

STANDARDS FOR SEDIMENT TRAP

1. AREA UNDER EMBANKMENT SHALL BE CLEARED. GRUBBED AND STRIPPED OF ANY VEGETATION ANDROOT MAT. THE POOL AREA SHALL BE CLEARED. RISER DIAMETER SHALL BE ONE SIZE LARGERTHEN THE PIPE. THE RISER SHALL BE WRAPPED WITH THREE LAYERS OF 125 MILS THICKNON-WOVEN U-V RESISTANT FILTER CLOTH. THE PORTION OF THE RISER ABOVE THE PIPECONNECTIONS SHALL BE PERFORATED WITH ONE 1/2-INCH DIAMETER HOLE PER 40 SQUARE INCHESOF SURFACE AREA. THE RISER CREST SHALL BE 1-1/2 FEET BELOW THE TOP OF THE EMBANKMENT.

2. UNLESS OTHERWISE SPECIFIED, PIPE SIZES SHALL BE SELECTED FROM THE FOLLOWING TABLE :

PIPE DIAMETER

D. (INCHES)

DESIGN CRITERIA

PURPOSE

DEFINITION

OUTLET

GENERAL NOTES

STANDARD FOR LAND GRADING

PURPOSE

DEFINITION

STANDARDS FOR HAY BALE DIKE

MAXIMUM

DRAINAGE AREA

(ACRES)

DEFINITION

A TEMPORARY BARRIER CONSTRUCTED WITH HAY BALES WITH A LIFE EXPECTANCY OF 3 MONTHS OR LESS, INSTALLED ACROSS OR ATTHE TOE OF A SLOPE.

PURPOSE

A PURPOSE OF A HAY BALE DIKE IS TO INTERCEPT AND DETAIN SMALL AMOUNTS OF SIDEMENT FROM UNPROTECTED AREAS OF LIMITEDEXTENT.


DESIGN CRITERIA:

1. THE CUT FACE OF EARTH EXCAVATION WHICH IS TO BE VEGETATED SLOPES OF MATERIALS NOT TO BE VEGETATED SHALL BE ATTHE SAFE ANGLE OF REPOSE FOR THE MATERIALS ENCOUNTERED. UNVEGETATED CUT SLOPES SHALL BE PROTECTED BYMECHANICAL TREATMENT TO PROTECT THEM FROM EROSION.

2. THE PERMANENT EXPOSED FACES OF FILLS SHALL BE NO STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL.

3. PROVISIONS ARE TO BE MADE TO SAFELY CONDUCT SURFACE WATER TO STORM DRAINS OR SUITABLE NATURAL WATER COURSESAND TO PREVENT SURFACE RUNOFF FROM DAMAGING CUT FACES AND FILL SLOPES.

4. SUBSURFACE DRAINAGE IS TO BE PROVIDED IN AREAS HAVING HIGH WATER TABLE OR SEEPAGE CONDITIONS THAT WOULD AFFECTSLOPE STABILITY, BUILDING FOUNDATIONS, CREATE UNDESIRABLE WETNESS.

5. EXCAVATIONS SHALL NOT BE MADE SO CLOSE TO PROPERTY LINES AS TO ENDANGER ADJOINING PROPERTY WITHOUT SUPPORTINGAND PROTECTING SUCH PROPERTY FROM EROSION, SLIDING, SETTLING, OR CRACKING.

6. NO FILL IS TO BE PLACED WHERE IT WILL SLIDE, OR WASH UPON THE PREMISES OF ANOTHER OR SO PLACED ADJACENT TO THEBANK OF A CHANNEL AS TO CREATE BANK FAILURE OR REDUCE THE NATURAL CAPACITY

7. OF THE STREAM.

8. FILLS ARE TO CONSIST OF MATERIAL FROM CUT AREAS, BORROW PITS, OR OTHER APPROVED SOURCES.

THE LAND GRADING PLAN AND INSTALLATION SHALL BE BASED UPON ADEQUATE SURVEYS AND INVESTIGATIONS. THE PROPOSED LANDUSE AND GRADING PLAN SHOULD FIT AND UTILIZE EXISTING TOPOGRAPHY AND NATURAL SURROUNDINGS AND MAKE EXTREME GRADEMODIFICATIONS UNNECESSARY. THE PLAN IS TO SHOW THE LOCATION, SLOPE, CUT, FILL AND FINISH ELEVATION OF THE SURFACES TOBE GRADED AND THE AUXILIARY PRACTICES FOR SAFE DISPOSAL OF RUNOFF WATER, SLOPE STABILIZATION, EROSION CONTROL, ANDDRAINAGE SUCH AS WATERWAYS, LINED CHANNELS, DEVERSIONS, GRADE STABILIZATION STRUCTURES, RETAINING WALLS, ANDSURFACE AND SUBSURFACE DRAINS.

THE GRADING PLAN SHALL BE IN ACCORDANCE WITH THE FOLLOWING

LAND GRADING IS USED FOR ONE OR MORE OF THE FOLLOWING PURPOSES: PROVIDE MORE SUITABLE SITES FOR BUILDING, FACILITIES,AND OTHER LAND USES; IMPROVE SURFACE DRAINAGE AND CONTROL EROSION.

RESHAPING OF THE EXISTING TOPOGRAPHY IN ACCORDANCE WITH A PLAN AS DETERMINED BY ENGINEERING SURVEYS, DESIGN & LAYOUT.

DEFINITION

PURPOSE

DESIGN CRITERIA

DESIGN CRITERIA

DESIGN CRITERIA

A DESIGN IS NOT REQUIRED. ALL BALES SHALL BE PLACED ON THE CONTOUR AND SHALL BE EITHER WIRE BOUND OR NYLON STRINGTIED. SEE STANDARD DRAWING FOR HAY BALE DIKE FOR DETAILS.

GENERAL NOTES

THE HAY BALE DIKE IS USED WHERE:

1. NO OTHER PRACTICE IS FEASIBLE , AND2. THERE IS NO CONCENTRATION OF WATER IN A CHANNEL OR OTHER DRAINAGE WAY ABOVE THE BARRIER AND3. EROSION WOULD OCCUR IN THE FORM OF SHEET AND RILL ER0SION, AND4. CONTRIBUTING DRAINAGE AREA IS LESS THAN ONE-HALF ACRE AND THE LENGTH OF SLOPE ABOVE THE DIKE AND LESS THAN 100

FEET. THE PRACTICE MAY ALSO BE USED FOR ALONE, SINGLE FAMILY LOT IF THE SLOPE IS LESS THAN 15 PERCENT. THECONTRIBUTING DRAINAGE AREA IN THIS INSTANCE SHALL BE LESS THAN 1 ACRE AND THE LENGTH OF SLOPE ABOVE THE DIKESHALL BE LESS THAN 200 FEET.

18" MIN

.

2' MIN.

FLOW

(NOT TO SCALE)

DIVERSION DIKE

* TO BE REMOVED BY CONTRACTOR WHEN PERMANENT EROSION MEASURES ARE DEEMED TO BEEFFECTIVE.

(NOT TO SCALE)

SILT FENCE

(NOT TO SCALE)

INTERCEPTOR DIKE

2' MIN.

C/L.

FLOW

FLOWUPSLOPE TOE

FLOW

STANDARDS FOR SILT FENCE

PURPOSE

TEMPORARY BARRIER FENCE MADE OF BURLAP OR POLYPROPYLENE MATERIAL WHICH IS WATERPERMEABLE BUT WILL TRAP WATER - BORNE SEDIMENT.

TO INTERCEPT AND DETAIN WATER-BORNE SEDIMENT FROM UNPROTECTED AREA OF LIMITED EXTENT.

DEFINITION


SILT FENCE IS USED DURING THE PERIOD OF CONSTRUCTION NEAR THE PERIMETER OF A DISTURBED AREATO INTERCEPT SEDIMENT WHILE ALLOWING WATER TO PERCOLATE THROUGH. THIS FENCE SHALL REMAININ PLACE UNTIL THE DISTURBED AREA IS PERMANENTLY STABILIZED. SILT FENCE SHOULD NOT BE USEDWHERE THERE IS A CONCENTRATION OF WATER IN A CHANNEL OR OTHER DRAINAGE WAY.

DESIGN CRITERIA

LESS THAN 2 ACRES.

BURLAP WEIGHING APPROXIMATELY 7-1/2 OUNCES PER SQUARE YARD ORAPPROVED JUTE FABRIC OR GEOTEXTILE FABRIC.

36 INCH MINIMUM HEIGHT MEASURED FROM THE EXISTING OR GRADEDGROUND.

STEEL OR WOOD FENCE POSTS SPACED A MAXIMUM OF 8 FEET APART.POST SHALL HAVE A MINIMUM LENGTH OF 5 FEET AND BE SET AT LEAST 18INCH DEEP. WOVEN LIVESTOCK WIRE TO SUPPORT THE MATERIAL SHALL BEAT LEAST 36 INCH HIGH WITH A MAXIMUM MESH OPENING OF 6 INCHESAND FABRICATED FROM 14 GAGE WIRE OR LARGER.

OUTLET

DRAINAGE AREA -

MATERIAL -

HEIGHT -

SUPPORT -

SILT FENCE SHALL BE PLACED AND CONSTRUCTED IN SUCH A MANER THAT RUNOFF FROM A DISTURBEDOR EXPOSED UPLAND AREA SHALL BE INTERCEPTED, SEDIMENT TRAPPED AND THE SURFACE RUNOFFALLOWED TO PERCOLATE THROUGH THE STRUCTURE.

SILT FENCE SHALL BE PLACED IN SUCH A MANER THAT SURFACE RUNOFF WHICH PERCOLATES THROUGHWILL FLOW ONTO AN UNDISTURBED STABILIZED AREA OR STABILIZED OUTLET. IF PLACED IN SERIES, THEFURTHEREST DOWNSTREAM FENCE WILL FLOW ONTO AN UNDISTURBED STABILIZED AREA OR STABILIZEDOUTLET.

GENERAL NOTES

SILT FENCE SHALL NOT BE CONSTRUCTED OUTSIDE THE PROPERTY LINES WITHOUT OBTAININGEASEMENTS FROM THE AFFECTED PROPERTY OWNERS. A DESIGN IS NOT REQUIRED FOR THEINSTALLATION OF SILT FENCE, HOWEVER THE FOLLOWING CRITERIA SHALL BE OBSERVED:

PERIMETER DIKE

(NOT TO SCALE)

7" MIN.

8" MIN

.

1. STEEL POSTS WHICH SUPPORT THE SILT FENCE SHALL BE INSTALLED ON A SLIGHT ANGLE TOWARD THE ANTICIPATED RUNOFF SOURCE.

2. THE TOE OF THE SILT FENCE SHALL BE TRENCHED IN WITH A SPADE OR MECHANICAL TRENCHER, SO THAT THE DOWNSLOPE FACE OF THE TRENCH IS FLAT AND PERPEN-DICULAR TO THE LINE OF FLOW.

3. THE TRENCH SHOULD BE A MINIMUM OF 6 INCHES DEEP AND 3 - 4 INCHES WIDE TO ALLOW FOR THE SILT FENCE TO BE LAID IN THE GROUND AND BACKFILLED.

4. SILT FENCE SHOULD BE SECURELY FASTENED TO EACH STEEL SUPPORT POST OR TO WOVEN WIRE, WHICH IS IN TURN ATTACHED TO THE STEEL FENCE POSTS.

5. INSPECTION SHALL BE FREQENT AND REPAIR OR REPLACEMENT SHALL BE MADE PROMPTLY AS NEEDED.

6. SILT FENCE SHALL BE REMOVED WHEN IT HAS SERVED ITS USEFULNESS, SO AS NOT TO BLOCK OR IMPEDE STORM FLOW OR DRAINAGE. *

7. SEDIMENT TRAPPED BY THIS PRACTICE SHALL BE DISPOSED OF IN AN APPROVED SITE IN A MANNER THAT WILL NOT CONTRIBUTE TP ADDITIONAL SILTATION.

8. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A DEPTH OF 6 INCHES AND DISPOSED OF IN AN APPROVED SPOIL SITE OR AS IN NO.7 ABOVE.

EXCAVATE IF NECESSARYFOR STORAGE

FLOW

EARTHEMBANKMENT

OUTLETPROTECTION

5'-0

"MIN

.

4'-0" 1'-6" MIN.ALL SLOPES 2:1OR FLATTER

WELDED ALL AROUNDEMBANKMENT SECTION

THRU RISER

GENERAL NOTES

OUTLET ONTO STABILIZEDAREA OR INTO SIDEMENTTRAPPING DEVICE, AS REQ'D.

2:1 SLOPEMAX.

EXISTING OR GRADEDRIGHT OF WAY

CUT OR FILL SLOPE

CUT OR FILL SLOPE

18" MIN

.

2' MIN.

2:1 SLOPEMAX.

3" RIP RAP(IF REQ'D.)

FLOW

UPSLOPE TOE

18" MIN

.

2' MIN.

FLOW2:1 SLOPEMAX.

EXISTING OR GRADEDRIGHT OF WAY

STANDARDS FOR DIKES

A DIVERSION DIKE INTERCEPTS STORM RUNOFF FROM SMALL UPLAND AREAS ANDDIRECTS IT FROM THE EXPOSED SLOPES TO AN ACCEPTABLE OUTLET. ANINTERCEPTOR DIKE SHORTENS THE LENGTH OF EXPOSED SLOPES BY INTERCEPTINGSTORM RUNOFF AND DIVERTING IT TO AN ACCEPTABLE OUTLET. A PERIMETER DIKEPREVENTS OFFSITE STORM RUNOFF FROM ENTERING THE DISTURBED AREA ORPREVENTS SEDIMENT-LADEN WATER FROM LEAVING THE DISTURBED AREA.

A DIKE IS A TEMPORARY RIDGE OF COMPACTED SOIL. A DIVERSION DIKE IS PLACEDIMMEDIATELY ABOVE CUT OR FILL SLOPES. AN INTERCEPTOR DIKE IS LOCATEDACROSS RIGHT-OF-WAY OR DISTURBED AREAS. A PERIMETER DIKE IS PLACED ALONGTHE PERIMETER OF THE DISTURBED AREA OR SITE.

1. TIMBER, LOGS, BRUSH, RUBBISH, AND VEGETATIVE MATTER THAT WILL INTERFERE WITH THE GRADING OPERATION OR AFFECT THEPLANNED STABILITY OF FILL AREAS SHALL BE REMOVED AND DISPOSED OF ACCORDING TO THE PLAN. AVOID UNNECESSARYREMOVAL OF TREES AND VEGETATION THAT COULD BE LEFT TO ENHANCE THE ATTRACTIVENESS OF THE DEVELOPMENT.

2. TOP SOIL IS TO BE STRIPPED AND STOCKPILED IN AMOUNTS NECESSARY TO COMPLETE FINISH GRADING OF ALL EXPOSED AREASREQUIRING TOPSOIL FOR THE ESTABLISHMENT OF VEGETATION.

3. FILL MATERIAL IS TO BE FREE OF BRUSH, RUBBISH, ROCKS, LOGS, AND STUMPS IN AMOUNTS THAT WILL BE DETRIMENTAL TOCONSTRUCTING STABLE FILLS.

4. CUT SLOPES WHICH ARE TO BE TOPSOILED WILL BE SCARIFIED TO A MINIMUM DEPTH OF 3 INCHES PRIOR TO PLACEMENT OFTOPSOIL.

5. ALL FILLS INTENDED TO SUPPORT BUILDINGS, STRUCTURES, SEWERS AND CONDUITS SHOULD BE TESTED FOR STRENGTH AND THEFOUNDATIONS DESIGNED ACCORDINGLY. COMPACTION OF OTHER FILLS WILL BE AS REQUIRED TO REDUCE SLIPPING, EROSION, OREXCESS SATURATION.

6. MAXIMUM THICKNESS OF LAYERS OF FILLS ARE NOT TO EXCEED 8 INCHES.

7. ALL AREAS ARE TO BE ROUGH GRADED TO WITHIN 0.2 FOOT OF THE PLANNED ELEVATION AFTER ALLOWANCE HAS BEEN MADEFOR THICKNESS OF TOPSOIL, PAVING, OR OTHER INSTALLATIONS.

8. ALL DISTURBED AREAS SHALL BE LEFT IN A WELL DRAINED, NEAT, AND FINISHED APPEARANCE.

DIKES ARE CONSTRUCTED ADJACENT TO OR ACROSS DISTURBED AREAS TO PREVENTEXCESSIVE EROSION OR TO TRANSPORT SEDIMENT-LADEN WATER TO A SEDIMENTTRAPPING DEVICE. THE DIKES SHALL REMAIN IN PLACE UNTILL THE DISTURBED AREASARE PERMANENTLY STABILIZED.

INTERCEPTOR DIKES SHALL BE PLACED SUCH THAT THEMAXIMUM VERTICAL DISTANCE BETWEEN DIKES IS 10 FEET.

WHERE SLOPE OF CHANNEL (FLOW AREA) IS: 1% - 5% -STABILIZATION MAY BE REQUIRED DEPENDING ON THE SITECONDITIONS. OVER 5% - SEE STANDARDS FOR DIVERSION.

DEPENDENT UPON TOPOGRAPHY, BUT MUST HAVE POSITIVEDRAINAGE. INTERCEPTOR DIKE SHOULD BE BETWEEN 0.4PERCENT AND 1.0 PERCENT.

2:1 OR FLATTER (FLAT ENOUGH TO ALLOW CONSTRUCTIONTRAFFIC TO CROSS IF DESIRED).

COMPACTED FILL SHALL BE 18 INCHES MINIMUM HEIGHTMEASURED FROM GROUND AT UPSLOPE TOE TO TOP OF THEDIKE.

LESS THAN 5 ACRES (FOR LARGE AREAS, SEE STANDARDSFOR DIVERSION).

DIKES SHALL NOT BE CONSTRUCTED OR DISCHARGED OUTSIDE THE PROPERTY LINESWITHOUT OBTAINING EASEMENTS FROM THE AFFECTED PROPERTY OWNERS. ADETAILED DESIGN IS NOT REQUIRED FOR DIKES; HOWEVER, THE FOLLOWING CRITERIASHALL BE USED IN SELECTING SITES FOR PLACEMENT:


1. ALL DIKES SHALL BE MACHINE COMPACTED.

2. FIELD LOCATION MAY BE ADJUSTED AS NEEDED TO UTILIZE A STABILIZED SAFEOUTLET.

3. PERIODIC INSPECTION AND REQUIRED MAINTENANCE SHALL BE PROVIDED BY THECONTRACTOR.

1. RUNOFF FROM A PROTECTED OR STABILIZED AREA SHALL OUTLET DIRECTLY ONTOAND UNDISTURBED STABILIZED AREA OR INTO A LEVEL SPREADER (SEE STANDARDSFOR LEVEL SPREADER) OR GRADE STABILIZATION STRUCTURE (SEE STANDARDS FORGRADE STABILIZATION STRUCTURE).

2. STRUCTURE THAT WILL CONTROL THE RUNOFF FROM DIKES SHALL BE INSTALLEDAND STABILIZED BEFORE DIKES ARE INSTALLED.

1. AREA UNDER EMBANKMENT SHALL BE CLEARED. GRUBBED AND STRIPPED OF ANY VEGETATION ANDROOT MAT. THE POOL AREA SHALL BE CLEARED.

2. THE FILL MATERIAL FOR EMBANKMENT SHALL BE FREE OF ROOTS OF OTHER WOODY VEGETATION,AS WELL AS STONES, ROCKS, ORGANIC MATERIAL, OR OTHER OBJECTIONABLE MATERIAL. THEEMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE IT IS BEINGCONSTRUCTED.

3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THESEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP OR 1 FOOT,WHICHEVER IS LESS. REMOVED SEDIMENT SHALL BE DEPOSITED IN AN APPROVED AREA AND IN SUCHA MANNER THAT IT WILL NOT ERODE.

4. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED BY THECONTRACTOR.

5. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND WATERPOLLUTION IS MINIMIZED.

6. THE STRUCTURE SHALL BE REMOVED AND AREA STABILIZED WHEN THE DRAINAGE AREA HAS BEENPROPERLY STABILIZED.

7. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER.

8. ALL PIPE CONNECTIONS SHALL BE WATERTIGHT.

SEDIMENT TRAP

WOVEN WIRESUPPORT

TRENCH(BACKFILLED)

STEEL FENCE POSTS(MAX. 8' SPACING)

RECOMMENDEDTOE-IN METHOD

SILT FENCE

PAY AS "S - ITEM", TEMPORARY STONE CONSTRUCTION ENTRANCE. NOTES:TEMPORARY STONE CONSTRUCTION ENTRANCE AND/OR WASH RACK ASTONE STABILIZED PAD LOCATED AT POINTS OF VEHICULAR INGRESS AND EGRESS ON THE CONSTRUCTION SITE TO REDUCE THE AMOUNT OF MUDTRANSPORTED ONTO PUBLIC ROADS. IF THE ACTION OF THE VEHICLE TRAVELING OVER THE GRAVEL PAD IS NOT SUFFICIENT TO REMOVE THEMAJORITY OF THE MUD, THEN THE TIRES MUST BE WASHED BEFORE THEVEHICLE ENTERS A PUBLIC ROAD. A FEW BASIC DESIGN GUIDELINES FOR THE USE OF A STONE CONSTRUCTION ENTRANCE AND/OR WASH RACKSARE:

1. THE STONE LAYER MUST BE AT LEAST 6 INCHES THICK.

2. THE STONE SHALL CONFORM TO SECTION 711(02)(CLASS 2LB) OF THE LA DOTD STANDARD SPECIFICATIONS.

3. THE LENGTH OF THE PAD MUST BE AT LEAST 75 FEET AND IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS.

4. A GEOTEXTILE FABRIC UNDERLINER IS REQUIRED. THE GEOTEXTILE FABRIC SHALL BE IN ACCORDANCE WITH SECTION 1019 (TYPE D) OF THELA DOTD STANDARD SPECIFICATIONS.

5. IF A WASH RACK IS NECESSARY, PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT ISCARRIED OFF-SITE.

75' (MIN.) EXISTING ROADWAYCONSTRUCTION PROJECT

D

D

PLAN

SECTION D-D

6" MIN

.

STONE

GEOTEXTILE FABRIC

TEMPORARY STONE CONSTRUCTION ENTRANCE

POSITIVE DRAINAGE(SUFFICIENT GRADE TO DRAIN)

POSITIVE DRAINAGE(SUFFICIENT GRADE TO DRAIN)

CROSS SECTION

PLAN VIEW

CROSS SECTION

PLAN VIEW

PLAN VIEW

CROSS SECTION

PROPERTY LINELIMITS OF ROW

OR LIMITSOF WORK

Erosion C

ontrol D

etails

C7

MK

NDV

1" = 20'

AutoCAD SHX Text

12 15 18 21 24

AutoCAD SHX Text

0.75 1.25 2.0 3.0 5.0

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