1-2025-07-29 - Dodsworth Run at Ninth Street Park.pdf

PDF 9 MB Posted Dec 3, 2025

Attached to: Dodsworth Run at Ninth Street Park Stream Restoration
Solicitation number: Not on record
Issued by: Montgomery County, Northern Cambria Borough, Pennsylvania

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Written by GovTribe AI · Dec 4, 2025

This is a project specifications and design document for the Dodsworth Run at Ninth Street Park Stream Restoration project in North Wales Borough, Montgomery County, Pennsylvania. The project purpose is to meet sediment load reduction goals by eliminating contributing sources of sediment supply from Dodsworth Run to the receiving waters of Wissahickon Creek. The work includes mobilization, selective site demolition, erosion and sediment controls, flow diversion, accumulated sediment removal, floodplain creation with a baseflow channel, installation of log sill and woody debris grade control structures, and native riparian buffer habitat planting. Sealed bids will be received on PennBid only until 12:00 pm on Wednesday, January 14, 2026. The comprehensive design plans include existing conditions surveys, restoration grading, erosion and sediment control details, channel and floodplain construction specifications, landscape and planting plans, and a three-year monitoring program to verify project success through photo documentation, visual inspections, and vegetation monitoring.

Bid security must be submitted in the form of a certified check, cash, bank cashier's check, treasurer's check, or bid bond with corporate surety satisfactory to the Owner in an amount not less than 10% of the Base Bid, naming North Wales Borough as obligee. Bid security will be forfeited as liquidated damages should the bidder default in execution of the contract within 180 days after award. Bids may not be withdrawn within 60 days after bid opening. The construction sequence includes installation of erosion control measures, clearing and grubbing, excavation to proposed grades, installation of rock underlayment and log sills, placement of woody debris, channel construction, seeding and matting, and planting of native trees and herbaceous material. The contractor must coordinate with the engineer for adaptive management strategies and field verification of existing site conditions prior to construction. Long-term maintenance includes annual inspections during the growing season for three years, followed by routine inspections after large storm events, with success criteria focused on vegetation establishment, channel stability, and absence of adverse sediment deposition.

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DODSWORTH RUN AT 9TH ST PARK

STREAM RESTORATION

NORTH WALES BOROUGH, MONTGOMERY COUNTY, PA

SITE MAP

1" = 60'

LOCATION MAP

1" = 2,000'

USGS QUADRANGLE:

AMBLER, PA & LANSDALE, PA

CLIENT ADDRESS:

NORTH WALES BOROUGH - CHRISTINE HART,

NORTH WALES BOROUGH MANAGER

300 SCHOOL STREET

NORTH WALES, PA 19454

PHONE: (215) 699-4424

FAX: (215) 699-3991

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1 COVER

2 GENERAL NOTES

3 EXISTING CONDITIONS AND DEMOLITION PLAN

4 RESTORATION GRADING PLAN

5 E&S PLAN

6 PROFILE & CROSS SECTIONS

7 DESIGN DETAILS

8 E&S DETAILS

9 E&S DETAILS & NOTES

10 LANDSCAPE PLAN

11 LANDSCAPE DETAILS & NOTES

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OPERATIONS AND MAINTENANCE - MONITORING PLAN

INITIAL THREE-YEAR MONITORING

THE PROJECT WILL BE MONITORED FOR THREE YEARS; ONCE ANNUALLY FOR EACH YEAR TO SATISFY CHAPTER 105 PERMIT CONDITIONS. ADDITIONAL INFORMAL MONITORING

INSPECTIONS WILL BE CONDUCTED ROUTINELY IN ACCORDANCE WITH THE BOROUGH'S MS4 PERMIT TO DETERMINE IF THE PROJECT CONTINUES TO FUNCTION AS DESIGNED.

ANNUAL MONITORING WILL OCCUR DURING THE GROWING SEASON AND WILL INCLUDE PHOTO DOCUMENTATION, VISUAL CHANNEL INSPECTION, AND VISUAL RIPARIAN

VEGETATION INSPECTION. MONITORING REPORTS WILL BE PROVIDED TO THE BOROUGH ANNUALLY FOR THE FIRST 3 YEARS.

1. PHOTO DOCUMENTATION/ VISUAL INSPECTION

1.1. PHOTO DOCUMENTATION OF THE FLOODPLAIN, STREAM, AND RIPARIAN WETLAND RESTORATION PROJECT WILL BE OBTAINED AT DOCUMENTED

PHOTO-LOCATION POINTS THROUGHOUT THE PROJECT REACH. THE PHOTO-LOCATION POINTS WILL BE ESTABLISHED IMMEDIATELY FOLLOWING

CONSTRUCTION. PHOTOGRAPHS WILL BE TAKEN AFTER PROJECT COMPLETION AND THEN AT ALL SCHEDULED MONITORING VISITS.

2. STABILITY INSPECTION

2.1. DURING EACH MONITORING VISIT, THE RESTORATION WILL BE VISUALLY INSPECTED FOR SIGNS OF EXCESSIVE UNDERMINING, SCOURING, OR MOVEMENT.

3. SUCCESS CRITERIA:

3.1. PLANTED RIPARIAN AREAS APPEAR TO BE WELL-VEGETATED, FREE OF OBVIOUS AREAS OF POOR GERMINATION.

3.2. RESTORATION APPEARS TO BE STABLE (NO LOSS OF VERTICAL GRADE CONTROL, FREE OF MAJOR EROSION OR SCOUR AREAS) AND WELL-VEGETATED. OUTER

BANKS LACKING STRUCTURAL PROTECTION MAY BE VERTICAL AND UNDER-CUT, BUT SHOULD BE WELL VEGETATED.

3.3. DEPOSITION IS NOT OCCURRING THAT WOULD ADVERSELY AFFECT THE STABILITY OF THE STREAM AND FLOODPLAIN SYSTEM. SOME DEPOSITION IS

ANTICIPATED, ESPECIALLY NEAR THE UPSTREAM LIMITS OF THE RESTORATION AREA AND TRIBUTARIES. THIS DEPOSITION MAY RESULT IN FILLING OF THE

CONSTRUCTED CHANNEL AND THE FORMATION OF A BAR OR ALLUVIAL FAN WITH ADDITIONAL CHANNELS. DEPOSITION OF THIS NATURE IS NOT ANTICIPATED TO

REQUIRE CORRECTIVE ACTION OR BE CONSTRUED AS INSTABILITY.

3.4. NOTE THAT SOME ACTIVE CHANNEL ADJUSTMENTS MAY OCCUR AND ARE PART OF A STABLE, DYNAMIC EQUILIBRIUM. THESE EVENTS SHOULD NOT BE

INTERPRETED AS REQUIRING CORRECTIVE MEASURES. IT IS LIKELY THAT THE CHANNEL WILL ADJUST ACCORDINGLY BASED ON NATURAL CHANGES TO THE

ECOSYSTEM OVER TIME.

4. VISUAL RIPARIAN VEGETATION INSPECTION

4.1. RIPARIAN VEGETATION MONITORING WILL BE CONDUCTED ONE TIME ANNUALLY DURING THE GROWING SEASON FOR A FIVE-YEAR PERIOD. THE PROJECT SITE

WILL BE EVALUATED FOR AERIAL COVER, PLANT SURVIVAL, AND THE PRESENCE OF INVASIVE SPECIES.

5. SUCCESS CRITERIA:

5.1. TOTAL AERIAL COVER >60% OF NATIVE SPECIES AFTER FIRST ANNUAL INSPECTION

5.2. TOTAL AERIAL COVER >85% OF NATIVE SPECIES AFTER TWO YEARS AND THEREAFTER

LONG-TERM MONITORING

FOLLOWING THE INITIAL THREE-YEAR MONITORING PERIOD, THE RESTORATION AREA SHALL BE VISUALLY INSPECTED ANNUALLY AND AFTER LARGE STORM EVENTS. THE

FOLLOWING ITEMS SHALL BE EVALUATED:

1. CONDITION OF VEGETATED COMMUNITY: ANY UNVEGETATED AREAS SHALL BE REVEGETATED, AND SIGNIFICANT INVASIVE SPECIES COMMUNITIES SHALL BE REMOVED

AS DESCRIBED IN THE MAINTENANCE PLAN, BELOW.

2. STABILITY OF THE STREAM BED AND BANKS: IF SIGNIFICANT AGGRADATION (SEDIMENT OR GRAVEL ACCUMULATION) OR DEGRADATION (EROSION) ARE OBSERVED, A

QUALIFIED PROFESSIONAL SHALL BE CONSULTED TO DEVELOP APPROPRIATE CORRECTIVE MEASURES.

VEGETATION MAINTENANCE/MANAGEMENT STRATEGIES

SEE OPERATIONS & MAINTENANCE PLAN WITHIN THE CHAPTER 105 PERMIT DOCUMENTS FOR MORE DETAILED INFORMATION.

1. MANAGE ANY INVASIVE SPECIES THAT MAY TRY TO OUT-COMPETE THE PROPOSED NATIVE RIPARIAN PLANTING COMMUNITY UNTIL VIABLE SUCCESSIONAL PROCESSES

CAN NATURALLY BE SUSTAINED. A DESCRIPTION OF BASIC VEGETATION MANAGEMENT PRACTICES IS DESCRIBED BELOW. INVASIVE SPECIES CONTROL SHOULD BE

IMPLEMENTED AS NECESSARY TO ACCOMPLISH THE SUCCESS CRITERIA USING THE APPROPRIATE METHODS DESCRIBED BELOW BASED ON SITE CONDITIONS.

2. THE FOLLOWING VEGETATION MANAGEMENT ACTIVITIES MAY BE USED TO CONTROL INVASIVE SPECIES AS DICTATED BY SITE CONDITIONS:

2.1. SPOT SPRAYING

2.1.1. THE USE OF ANY HERBICIDE OR PESTICIDE MUST BE EXERCISED WITH EXTREME CARE TO PROTECT THE BENEFICIAL PLANTS (NATIVE VOLUNTEER AND

PLANTED MATERIAL) AND AQUATIC RESOURCE. THE PLANTING PLAN, PREPARED BY LANDSTUDIES INC. SHOULD BE USED AS A REFERENCE FOR THE

PLANTS GROWING WITHIN THE LIMITS OF THE RESTORED FLOODPLAIN. CARE SHOULD BE TAKEN TO PROTECT THESE PLANTS AND TO ENCOURAGE THE

GROWTH OF OTHER VOLUNTEER NATIVE PLANT SPECIES. SPOT SPRAYING SHOULD ONLY BE EMPLOYED AFTER THE SEEDED MATERIAL IS ESTABLISHED.

2.1.2. ALL PESTICIDES MUST BE APPLIED BY A PENNSYLVANIA CERTIFIED PESTICIDE APPLICATOR ENDORSED IN CATEGORY 9 AQUATICS. ALL PESTICIDE USE

MUST BE IN COMPLIANCE WITH THE PENNSYLVANIA PESTICIDE CONTROL ACT, PENNSYLVANIA DEPARTMENT OF AGRICULTURE BUREAU OF PLANT

INDUSTRY, ENVIRONMENTAL PROTECTION AGENCY, PENNSYLVANIA DEPARTMENT OF ENVIRONMENTAL PROTECTION, AND OTHER APPLICABLE

REGULATIONS. CONSULT PRODUCT LABELS AND MSDS FOR PROPER USE, SAFETY PRECAUTIONS, APPLICATION RATES, INTENDED USES AND OTHER

INFORMATION. LANDSTUDIES IS NOT LIABLE FOR MISUSE OF PESTICIDES BY OTHERS.

3. MOWING

3.1. SELECTIVE MOWING MAY BE AN OPTION TO CONTROL CERTAIN INVASIVE PLANT SPECIES. SELECTIVE MOWING WOULD INCLUDE STRING TRIMMING AND EDGE

MOWING ONLY AS NECESSARY TO CONTROL INVASIVE PLANTS. MOWING OF THE ENTIRE STREAMBANK IS NOT RECOMMENDED.

4. PRUNING

4.1. THE PRUNING OF DEAD MATERIAL FROM THE PLANTINGS IS RECOMMENDED TO MAINTAIN THE HEALTH OF THE PLANTS.

RESTORATION NOTES

1. FLOODPLAIN RESTORATION REQUIRES DYNAMIC IMPLEMENTATION APPROACHES TO ACHIEVE OPTIMAL RESTORATION CONDITIONS. THE CONTRACTOR PERFORMING THE WORK SHALL HAVE RELATIVE

EXPERIENCE WORKING WITH FLUVIAL SYSTEMS ON STREAM AND FLOODPLAIN RESTORATIONS. THE CONTRACTOR SHALL UNDERSTAND THAT VARIATIONS OF SOILS AND GROUNDWATER ELEVATION MAY

IMPACT SITE AND SOIL CONDITIONS AND SHALL COORDINATE WITH THE ENGINEER TO IMPLEMENT ADAPTIVE MANAGEMENT STRATEGIES TO HANDLE SITE SPECIFIC CONDITIONS ARISING DURING

CONSTRUCTION OR WHICH HAVE CHANGED SINCE THE INITIAL ASSESSMENT AND DATA COLLECTION UPON WHICH THE DESIGN IS BASED. ANY ADAPTIVE MANAGEMENT STRATEGIES THAT MAY BE

IMPLEMENTED SHALL BE CONSIDERED INCIDENTAL TO THE RESTORATION CONSTRUCTION. A DETAILED DESCRIPTION OF THESE STRATEGIES MAY BE FOUND IN THE OPERATIONS AND MAINTENANCE PLAN.

THESE STRATEGIES SHALL ONLY BE IMPLEMENTED AT THE DIRECTION OF THE ENGINEER. ADAPTIVE MANAGEMENT STRATEGIES MAY INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING:

a. WOODY DEBRIS OR ROOT WAD PLACEMENT

b. LOG SILLS

c. STRAW BALES, FASCINES, BRUSH BUNDLES, COIR LOGS, WADDLES, AND MATTING ROLLS

d. SOD MAT PLACEMENT

e. ADDITIONAL ROCK UNDERLAYMENT

f. TARGETED MICROTOPOGRAPHY ADJUSTMENTS

g. RE-SEEDING/RE-MATTING

2. MINIMIZING COMPACTION TO THE PROPOSED FLOODPLAIN FOOTPRINT IS A KEY TENET OF CONSTRUCTION INTENDED TO MAINTAIN THE INTEGRITY OF THE RESTORATION. FOR THIS REASON, ALL EXCAVATION

WITHIN 18” VERTICALLY OF THE PROPOSED FLOODPLAIN FOOTPRINT SHALL BE CONDUCTED WITH A TRACKHOE WORKING BACKWARDS OFF THE FOOTPRINT TO ACHIEVE FINAL GRADE. WOODY DEBRIS AND

OTHER FLOODPLAIN FEATURES SHALL BE CONSTRUCTED IN A SIMILAR MANNER IN CONCURRENCE WITH THE FLOODPLAIN GRADING AND UNDER DIRECT SUPERVISION OF THE ENGINEER. IF CONSTRUCTION

TRAFFIC ON THE FLOODPLAIN FOOTPRINT IS NECESSARY TO ACCOMMODATE PORTIONS OF CONSTRUCTION, TRAFFIC SHALL BE LIMITED TO ONE PASS AND EQUIPMENT SHALL BE APPROVED IN ADVANCE BY, AND SUBJECT TO OVERSIGHT OF, THE ENGINEER.

3. IT IS ANTICIPATED THAT DIVERSE SOIL TYPES & SUBSURFACE MATERIALS WILL BE ENCOUNTERED DURING CONSTRUCTION. AT THE DIRECTION OF THE ENGINEER, THE CONTRACTOR SHALL SEGREGATE

MATERIALS BASED ON OVERALL SCOPE OF WORK AND UTILIZE SOIL TYPES BASED ON MOST SUITABLE APPLICATIONS. (I.E. GRAVEL FOR CHANNEL FEATURES; SUITABLE GROWING MEDIUM AT PROPOSED

GRADE).

4. TO THE EXTENT PRACTICAL, WORK SHALL BE PERFORMED DURING LOW-FLOW CONDITIONS, AVOIDING PERIODS DURING OR IMMEDIATELY FOLLOWING HEAVY PRECIPITATION.

5. TO THE EXTENT PRACTICAL, NATIVE VEGETATION (FORBS, GRASSES, TREES AND SHRUBS) SHALL BE PRESERVED. NATIVE TREES AND SHRUBS SHALL BE WORKED AROUND AND/OR TRANSPLANTED IF SITE

CONDITIONS PERMIT OR GRADING REVISIONS WILL BE WITHIN AN ACCEPTABLE TOLERANCE. THE ENGINEER SHALL FIELD VERIFY.

6. ONCE FINAL GRADE HAS BEEN ACHIEVED, STABILIZATION SHOULD OCCUR WITHIN 48 HOURS IF CONDITIONS WOULD OTHERWISE RESULT IN SEDIMENT-LADEN RUNOFF LEAVING THE SITE. EXCEPTIONS

INCLUDE TIE-INS TO THE EXISTING CHANNEL WHERE FLOW IS BEING MAINTAINED OR WHEN RAIN IS FORECASTED. IN THESE INSTANCES, STABILIZATION MUST OCCUR THE SAME DAY IF CONDITIONS WOULD

OTHERWISE RESULT IN SEDIMENT-LADEN RUNOFF LEAVING THE SITE.

7. THE SIZE, LOCATION AND ORIENTATION OF WOODY DEBRIS AND OTHER FLOODPLAIN FEATURES ARE APPROXIMATE AND FINAL LOCATION AND ORIENTATION WILL BE DETERMINED BY THE ENGINEER BASED

ON SITE CONDITIONS FOUND DURING CONSTRUCTION. ROOT WADS AND WOODY DEBRIS WILL BE LIMITED TO THE AVAILABILITY OF MATERIAL REMOVED FROM THE PROJECT SITE.

PROJECT INSPECTION MILESTONES

THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER AT LEAST ONE WEEK PRIOR TO THE ANTICIPATED START OF EACH ACTIVITY SO THAT NECESSARY SITE INSPECTIONS CAN BE MADE AND

GUIDANCE PROVIDED. THE ENGINEER MAY REQUIRE ADDITIONAL INSPECTION POINTS OR MULTIPLE INSPECTIONS OF A GIVEN FEATURE THROUGH THE COURSE OF CONSTRUCTION.

1. PRIOR TO CLEARING/ TREES MARKED FOR REMOVAL

2. STAKEOUT

3. E&S CONTROLS

4. START OF EXCAVATION

5. START OF CHANNEL CONSTRUCTION

8. LOG SILL & ROCK UNDERLAYMENT INSTALLATION

9. FIRST WOODY DEBRIS INSTALLATION

10. FLOODPLAIN ROCK FEATURE PLACEMENT & INSTALLATION

11. ADDITIONAL REVIEW OF FLOODPLAIN, CHANNEL, AND STRUCTURE INSTALLATION AS REQUESTED BY THE ENGINEER

12. PRIOR TO SEEDING AND MATTING (BY SECTION)

13. SEED, LABEL AND WEIGHT (BY SECTION)

14. AFTER SEEDING AND MATTING (BY SECTION)

15. TREE, SHRUB, PLUG MATERIAL ONSITE PRIOR TO AND FOLLOWING PLANTING

16. PRIOR TO DEMOBILIZATION

SURVEY AND GENERAL PLAN NOTES

1. THE PURPOSE OF THIS PLAN IS TO CONSTRUCT THE DODSWORTH RUN AT 9TH STREET PARK STREAM RESTORATION PROJECT.

2. LANDSTUDIES INC. ASSUMES NO LIABILITY FOR USE OR REUSE OF THESE PLANS BY ANY INDIVIDUAL OR ENTITY OTHER THAN LANDSTUDIES' CLIENT.

3. REVISIONS MADE TO THIS PLAN SHALL NOT BE THE RESPONSIBILITY OF LANDSTUDIES INC. REVISIONS, SUBSTITUTION OF MATERIALS, OR OTHER CHANGES REQUIRES WRITTEN

PERMISSION FROM LANDSTUDIES AND MAY BE SUBJECT TO GOVERNING BODY APPROVAL. SUCH APPROVAL OF REVISIONS OR FIELD CHANGES SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

4. EXISTING CONDITION SITE FEATURES AND BOUNDARY SURVEY WAS PERFORMED BY:

BOWMAN CONSULTING GROUP, LTD.

835 SPRINGDALE DR, STE 200

EXTON, PA 19341

5. EXISTING CHANNEL FEATURES SURVEY WAS PERFORMED BY:

LANDSTUDIES, INC

315 NORTH STREET

LITITZ, PA 17543

6. ALL ELEVATIONS ARE BASED ON NAVD 88 WITH SURVEY CONTROL ESTABLISHED USING GPS WITH RTK CORRECTIONS FROM REFERENCE NETWORK.

7. THERE ARE NO KNOWN UTILITES WITHIN THE LIMITS OF EXCAVATION. THE FOLLOWING UTILITIES ARE KNOWN TO EXIST WITHIN THE NEARBY VICINITY (THE ROADWAYS ADJACENT):

a. NORTH WALES WATER AUTHORITY

PHONE: (215) 699-4836

b. VERIZON/PIKE TELECOM

PHONE: (412) 688-3523

c. EXELON GAS & ELEC (PECO)

PHONE: 1-800-841-4141

8. APPROXIMATE UTILITY AND EASEMENT INFORMATION HAS BEEN PROVIDED BY THE UTILITY OWNER THROUGH THE PA 1-CALL DESIGN PROTOCOLS. THIS SURVEY/ BASEMAPPING HAS

BEEN PROVIDED WITHOUT THE BENEFIT OF A PROPERTY TITLE SEARCH, AND THEREFORE DOES NOT GUARANTEE OR IMPLY THE PROPERTY IS NOT AFFECTED BY EASEMENTS, RIGHTS-OF-WAY OR OTHER RESTRICTIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO FIELD LOCATE ALL UTILITIES AND COORDINATE APPROPRIATE RELOCATION EFFORTS

WITH THE RESPECTIVE UTILITY COMPANIES.

9. FLUVIAL SYSTEMS ARE DYNAMIC AND CHANGE OVER TIME. THE EXISTING CONDITIONS TYPOGRAPHY REPRESENTS THE CONDITIONS AT THE TIME OF THE FIELD SURVEY. DESIGN

MODIFICATIONS MAY BE NECESSARY TO ACCOMMODATE CHANGES IN THE SITE CONDITIONS AT THE TIME OF CONSTRUCTION. LANDSTUDIES SHALL BE CONSULTED TO VERIFY THE

EXISTING SITE CONDITIONS AND IDENTIFY CONSTRUCTION MODIFICATIONS THAT MAY BE NECESSARY BASED ON THOSE CONDITIONS.

10. EXISTING FLOODPLAIN LINES AS SHOWN ON THESE PLANS WERE OBTAINED FROM FEMA'S NATIONAL FLOOD HAZARD LAYER (NFHL) COUNTY DATA ON 03/02/2016. THE SITE IS IN A

DETAILED STUDY AREA ZONE AE.

11. LANDSTUDIES, INC. COMPLETED A WETLAND DELINEATION ON THE SITE, INCLUDING A FIELD INVESTIGATION ON APRIL 22, 2025. THE RESULTS OF THE INVESTIGATION INDICATE THE

PRESENCE OF TWO WETLANDS. EXISTING WETLAND BOUNDARIES ARE SHOWN ON THE PLANS AND BASED ON A FIELD SURVEY PERFORMED BY LANDSTUDIES, INC. ON APRIL 22, 2025.

12. A COPY OF THE PROJECT SITE'S EROSION AND SEDIMENT POLLUTION CONTROL PLAN AND ITS ACCOMPANYING NARRATIVE MUST BE AVAILABLE ON-SITE DURING CONSTRUCTION UNTIL

THE SITE HAS BEEN PERMANENTLY STABILIZED AND FOLLOWING VERIFICATION FROM THE APPLICABLE REGULATORY AUTHORITY.

13. ONE PREDOMINANT SOIL EXISTS WITHIN THE PROJECT AREA: THE URBAN LAND-READINGTON COMPLEX 0 TO 8 PERCENT SLOPES. SOILS INFORMATION WAS OBTAINED FROM THE USDA

NRCS'S WEB SOIL SURVEY.

CONTRACTOR NOTES

1. THE CONTRACTOR SHALL SCHEDULE ALL NECESSARY INSPECTIONS WITH THE MUNICIPALITY AND COMPLY WITH ALL REQUESTS AND DIRECTIVES INCLUDING CORRECTING DEFECTIVE

WORK AS REQUIRED TO OBTAIN FINAL APPROVAL OF THE WORK AND CLOSING OUT THE PROJECT.

2. CONTRACTOR SHALL ADHERE TO ALL LOCAL, STATE AND FEDERAL REGULATIONS AND SPECIFICATIONS INCLUDING SAFETY STANDARDS AND ANY APPLICABLE GRANT REQUIREMENTS

SHOULD THE PROJECT BE FUNDED BY ANY GRANTS.

3. SITE CONSTRUCTION SHALL CONFORM TO THE PA BUILDING CODE AND AMERICAN WITH DISABILITIES ACT (ADA) AS APPLICABLE.

4. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, SAFETY PRECAUTIONS AND/OR PROGRAMS.

5. UNLESS APPROVED OTHERWISE, ALL STORMWATER FACILITIES SHOWN ON THESE DRAWINGS SHALL BE INSTALLED IN ACCORDANCE WITH PENNDOT PUBLICATION 408 SPECIFICATIONS, LATEST ADDITION. ALL STORMWATER CONVEYANCE PIPING SHALL BE CONSTRUCTED WITH WATERTIGHT JOINTS. WHERE SLCPP PIPE IS NOTED, PIPE SHALL BE ADS (N-12) WITH ADS

PRO-LINK WT (WATERTIGHT) CONNECTIONS. ALL EMBEDMENT MATERIALS USED FOR BEDDING, HAUNCHING, AND INITIAL BACKFILL FOR HDPE PIPE SHALL CONFORM TO AASHTO

SECTION 30 AND ASTM D-2321 AS PER MANUFACTURERS INSTALLATION REQUIREMENTS. UPON COMPLETION OF THE WORK, THE CONTRACTOR SHALL REMOVE ANY DEBRIS AND FLUSH

OUT ALL EXISTING AND NEW STORM DRAINAGE FACILITIES WITHIN THE PROJECT LIMITS.

6. WHERE ANY PART OF A STORM SEWER SYSTEM IS TO BE CONSTRUCTED WITHIN AN AREA OF FILL MATERIAL, THE CONTRACTOR SHALL COMPACT ALL SELECT FILL MATERIAL TO 95% OF

ASTM D-698 (AASHTO T-99) WITH A MOISTURE CONTENT OF +/-3% OF OPTIMUM UP TO THE PIPE BEDDING.

7. WORK WITHIN A DOT RIGHT-OF-WAY SHALL REQUIRE DOT APPROVAL AND SHALL BE CONSTRUCTED TO DOT STANDARDS.

8. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL VERIFY WITH THE MUNICIPALITY IF CONSTRUCTION IMPROVEMENTS SHALL BE SUBJECT TO MUNICIPAL IMPROVEMENT

CONSTRUCTION MANUAL AND ADHERE TO THE CURRENT STANDARDS IN EFFECT.

9. PRODUCTS SPECIFIED ON THESE PLANS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS/SPECIFICATIONS UNLESS INDICATED OTHERWISE.

10. CONSTRUCTION OF ALL IMPROVEMENTS SHALL BE BASED ON ACTUAL FIELD STAKING BY A REGISTERED SURVEYOR, UNLESS APPROVED OTHERWISE. THE CONTRACTOR SHALL NOT

DEVIATE FROM THE GEOMETRY OR DIMENSIONS INDICATED ON THE PLANS WITHOUT PRIOR APPROVAL FROM LANDSTUDIES.

11. CONTRACTOR SHALL INSPECT THE SITE TO VERIFY THE EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY LAYOUT AND

DIMENSIONS ON SITE PRIOR TO CONSTRUCTION. ANY DISCREPANCIES REGARDING EXISTING CONDITIONS OR PROPOSED LAYOUT SHALL BE REPORTED TO LANDSTUDIES, INC. PRIOR

TO CONSTRUCTION.

12. THE CONTRACTOR SHALL NOT CONSIDER DEMOLITION NOTES OR PLAN MARKINGS TO BE ALL-INCLUSIVE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ASSESS THE SITE AND

PERFORM THE DEMOLITION AS REQUIRED TO PERFORM THE WORK/NEW CONSTRUCTION.

13. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO LOCATE AND PROTECT THE EXISTING UTILITIES WITHIN THE PROJECT AREA WHILE MAINTAINING UNINTERRUPTED

SERVICE. CONTRACTOR SHALL FIELD LOCATE ALL UTILITIES AND COORDINATE APPROPRIATE RELOCATION EFFORTS (AS MAY BE NECESSARY) WITH RESPECTIVE UTILITY COMPANIES.

DAMAGE TO ANY UTILITY SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER OF THE UTILITY COMPANY OR AUTHORITY, AT THE CONTRACTOR'S EXPENSE.

14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY PERMITS FROM THE MUNICIPALITY RELATIVE TO THE CONSTRUCTION PROPOSED ON THIS PLAN THAT HAVE NOT

PREVIOUSLY BEEN OBTAINED.

15. CONTRACTOR SHALL ENSURE THAT GRADING PLAN IS IMPLEMENTED CORRECTLY AND THAT PROPER DRAINAGE IS PROVIDED DURING CONSTRUCTION OPERATIONS.

16. THE CONTRACTOR IS RESPONSIBLE TO VERIFY EARTHWORK QUANTITIES INCLUDING APPROPRIATE SOIL MATERIALS AND QUANTITIES TO SATISFY THE CONSTRUCTION REQUIREMENTS

PRIOR TO THE START OF CONSTRUCTION.

17. ALL UNSUITABLE MATERIALS WITHIN STRUCTURAL FILL AREAS MUST BE REMOVED AND REPLACED WITH SUITABLE MATERIAL TO A DEPTH AS DIRECTED BY THE GEOTECHNICAL

ENGINEER AND/OR THE MUNICIPALITY.

18. THE CONTRACTOR SHALL VERIFY SUBSURFACE CONDITIONS TO HIS SATISFACTION PRIOR TO PLACEMENT OF ANY PAVEMENT MATERIALS.

19. TOPSOIL MUST BE FREE OF ROCKS, LARGE DEBRIS, WOODY OR VEGETATED MATERIAL, FROZEN PARTICLES OR OTHER FOREIGN OR OBJECTIONABLE MATERIAL THAT WOULD INHIBIT

VEGETATIVE ESTABLISHMENT OR GROWTH. TOPSOIL MUST BE SUITABLE TO SUPPORT A DIVERSE AND HEALTHY VEGETATIVE COVER AND PLANTINGS AS REQUIRED BY THE PROJECT

SCOPE.

20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL, TRENCH BARRICADES/COVERINGS, SHEETING AND SHORING AS NECESSARY TO COMPLETE THE WORK.

21. CONTRACTOR SHALL PROVIDE DUST CONTROL TO AVOID NUISANCE TO SURROUNDING PROPERTY OWNERS, AND AS REQUIRED BY LOCAL AUTHORITIES. MAINTAIN ROADWAYS FREE

OF DUST BUILD-UP BY MECHANICAL MEANS OR OTHER APPROVED METHODS. FURNISH AND APPLY CLEAN WATER OR CALCIUM CHLORIDE FOR THE PURPOSE OF ALLAYING DUST

CONDITIONS AS REQUIRED.

22. SAW CUTTING OF PAVEMENT, IF REQUIRED, JOINTS SHALL BE STRAIGHT, NEAT AND CLEAN.

23. FAILURE TO SPECIFICALLY IDENTIFY ANY WORK WHICH WOULD NORMALLY BE REQUIRED TO COMPLETE THE PROJECT SHALL NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO

PERFORM SUCH WORK.

24. N.I.C. ABBREVIATION STANDS FOR "NOT IN CONTRACT" AND IS WORK NOT REQUIRED BY THE CONTRACTOR(S).

25. CONTRACTOR SHALL PRESERVE AND PROTECT EXISTING PLANT MATERIAL UNLESS INDICATED OTHERWISE.

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

EXISTING ROAD RIGHT-OF-WAY

EXISTING PROPERTY BOUNDARY

EXISTING 100-YEAR FEMA FLOODPLAIN (ZONE AE)

EXISTING FLOODWAY (50' FROM TOB)

EXISTING EDGE OF CHANNEL

EXISTING SANITARY SEWER

EXISTING OVERHEAD ELECTRIC

EXISTING WATER LINE

EXISTING FENCE LINE

DETAILED SURVEY BOUNDARY

EXISTING TREE LINE

EXISTING WETLAND

EXISTING TREE

EXISTING TREE TO BE REMOVED (TBR)

FP100FP100

EX-SS EX-SS EX-SS

OE OE OE OE

LOD LOD LOD

FWFW

W W W W

LIMIT OF DISTURBANCE

X X

LOD

LODLODLODLODLOD

LODLOD

LOD

LOD LOD

LOD

FP100

FP100FP100

FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100 FP100

-S

EX-SS

CHURCH S

S 9TH STREET

S4 5°

'00

44.06'

N44°20'00"W

390.00'

N45 °4

0'0 0"

N45 °4

0'0 0"

S60°40'52"E78.12' N45

°4 0'0

0" E

R/W 9TH ST

50' WIDE

R/W C

HURCH S

' W

IID

N44°20'00"W

281.51'

N53°28'30"W

N45 °4

0'0 0"

N44°20'00"W

170.00'

N45 °4

0'0 0"

S4 5°

'00

S44°20'00"E

68.00'

PLAN OF SUBDIVISION PREPARED FOR

CHRISTIAN A. FISHER, JR.

BY HERBERT H. METZ, INC.

REC 09-21-1976 PB A27 PG 22

NORTH WALES BOROUGH

PARID# 14-00-02124-00-4

DB 6337 PG 2644

ELIZABETH MARIE

CRISCUOLO

PARID# 14-00-03833-09-5

DB 6249 PG 2602

RID

-0 0-

-8

G 9

ROUGH R

/W L

ROUGH

R /W

BOROUGH

R/W LINE

BOROUGH R/W LINE

50'

ELEC METER

ON POST

UTILITY

POLE

W/RISERS

WETLAND A (PEM)

0.13 AC

WETLAND A (PEM)

0.13 AC

WETLAND B (PEM)

0.01 AC WITHIN

PROJECT AREA

DODSWORTH RUN

X X X

X XX

X X

18" DRAINAGE

YARD

DRAIN

X X

EXISTING

PEDESTRIAN

BRIDGE

TO REMAIN

24IN RCP

INV: 407.45

18IN CMP

INV: 409.53

SCALE:

DATE:

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

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S H

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7-la nd st ud ie s.

co m la nd la nd st ud ie s.

co m

�1 oU tK �6 tU ee t /i tit �3 �1 7�

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SIGNATURE BLOCK

D O

D S

W O

R U

N A

T 9T

H S

T P

A R

N O

W A

B O

R O

U G

C H

O O

L S

E T

N O

W A

, P A

0' 20' 40' 60'

SCALE: 1" = 20'

E X

N G

C O

N D

N S

A N

D D

E M

N P

1864.3-25

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1" = 20'

LEGEND

EXISTING DECORATIVE ROCK

TO REMAIN

LIMIT OF DISTURBANCE

LIMIT OF DETAILED SURVEY

AutoCAD SHX Text S

EXISTING ROAD RIGHT-OF-WAY

EXISTING PROPERTY BOUNDARY

EXISTING 100-YEAR FEMA FLOODPLAIN (ZONE AE)

EXISTING FLOODWAY (50' FROM TOB)

EXISTING EDGE OF CHANNEL

EXISTING SANITARY SEWER

EXISTING OVERHEAD ELECTRIC

EXISTING WATER LINE

EXISTING FENCE LINE

DETAILED SURVEY BOUNDARY

EXISTING TREE LINE

EXISTING WETLAND

EXISTING TREE

FP100FP100

EX-SS EX-SS EX-SS

OE OE OE OE

LOD LOD LOD

FWFW

LIMIT OF DISTURBANCE

PROPOSED MAJOR CONTOURS

PROPOSED MINOR CONTOURS

PROPOSED EDGE OF CHANNEL

PROPOSED LOG SILL

PROPOSED ROCK UNDERLAYMENT

PROPOSED WOODY DEBRIS

PROPOSED FLOODPLAIN ROCK FEATURES

W W W W

X X

LS LS LS

LOD

LODLODLODLODLOD

LODLOD

LOD

LOD LOD

LOD

FP100

FP100FP100

FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100 FP100

-S

EX-SS

CHURCH S

S 9TH STREET

S4 5°

'00

44.06'

N44°20'00"W

390.00'

N45 °4

0'0 0"

N45 °4

0'0 0"

S60°40'52"E78.12' N45

°4 0'0

0" E

R/W 9TH ST

50' WIDE

R/W C

HURCH S

' W

IID

N44°20'00"W

281.51'

N53°28'30"W

N45 °4

0'0 0"

N44°20'00"W

170.00'

N45 °4

0'0 0"

S4 5°

'00

S44°20'00"E

68.00'

PLAN OF SUBDIVISION PREPARED FOR

CHRISTIAN A. FISHER, JR.

BY HERBERT H. METZ, INC.

REC 09-21-1976 PB A27 PG 22

NORTH WALES BOROUGH

PARID# 14-00-02124-00-4

DB 6337 PG 2644

ELIZABETH MARIE

CRISCUOLO

PARID# 14-00-03833-09-5

DB 6249 PG 2602

RID

-0 0-

-8

G 9

ROUGH R

/W L

ROUGH

R /W

BOROUGH

R/W LINE

BOROUGH R/W LINE

50'

ELEC METER

ON POST

UTILITY

POLE

W/RISERS

DODSWORTH RUN

18" DRAINAGE

YARD

DRAIN

X X

EXISTING

PEDESTRIAN

BRIDGE

TO REMAIN

24IN RCP

INV: 407.45

18IN CMP

INV: 409.53

0+00

1+00

2+00

3+00

410 411

5 41

412 413 414

0+00

1+00

1+20

5:1

SCALE:

DATE:

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

C T:

S H

E E

7-la nd st ud ie s.

co m la nd la nd st ud ie s.

co m

�1 oU tK �6 tU ee t /i tit �3 �1 7�

4�

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SIGNATURE BLOCK

D O

D S

W O

R U

N A

T 9T

H S

T P

A R

N O

W A

B O

R O

U G

C H

O O

L S

E T

N O

W A

, P A

0' 20' 40' 60'

SCALE: 1" = 20'

R E

R A

N G

R A

G P

1864.3-25

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1" = 20'

LEGEND

FLOODPLAIN CONSTRUCTIOND-1

CHANNEL CONSTRUCTIOND-2

ROCK UNDERLAYMENTD-4

(TYP.)

WOODY DEBRISD-5

STA 0+50V

CROSS SECTIONXS-1

STA 1+20V

CROSS SECTIONXS-2

STA 2+10V

CROSS SECTIONXS-3

EXISTING DECORATIVE ROCK

LIMIT OF

DISTURBANCE

LIMIT OF DETAILED SURVEY

PROPOSED VALLEY ALIGNMENTP-1

STA 2+64V

CROSS SECTIONXS-4

LOG SILLD-3

(TYP.)

FLOODPLAIN ROCK FEATURESD-6

AutoCAD SHX Text S

EXISTING ROAD RIGHT-OF-WAY

EXISTING 100-YEAR FLOODPLAIN (ZONE AE)

EXISTING FLOODWAY

EXISTING EDGE OF CHANNEL

EXISTING SANITARY SEWER

EXISTING OVERHEAD ELECTRIC

EXISTING WATER LINE

EXISTING PROPERTY BOUNDARY

EXISTING WETLAND

EXISTING TREE

FP100FP100

EX-SS EX-SS EX-SS

OE OE OE OE

LOD LOD LOD

FS FS FS FS

OCF OCF OCF OCF

TSC

FWFW

W W W W

LIMIT OF DISTURBANCE

PROPOSED MAJOR CONTOURS

PROPOSED MINOR CONTOURS

PROPOSED EDGE OF CHANNEL

PROPOSED FILTER SOCK

PROPOSED CONSTRUCTION FENCE

PROPOSED EROSION CONTROL BLANKET (BioD-Mat 40/ EC-4Y or C125BN/ECC-2B OR APPROVED EQUAL)

PROPOSED ROCK CONSTRUCTION ENTRANCE

PROPOSED TEMPORARY PUMP-AROUND BYPASS SYSTEM

PROPOSED COFFERDAM

TEMPORARY STREAM CROSSING

LOD

LODLODLODLODLOD

LODLOD

LOD

LOD LOD

LOD

FP100

FP100FP100

FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100

FP100 FP100 FP100 FP100

FP100

FP100 FP100

-S

EX-SS

CHURCH S

S 9TH STREET

S4 5°

'00

44.06'

N44°20'00"W

390.00'

N45 °4

0'0 0"

N45 °4

0'0 0"

S60°40'52"E78.12' N45

°4 0'0

0" E

R/W 9TH ST

50' WIDE

R/W C

HURCH S

' W

IID

N44°20'00"W

281.51'

N53°28'30"W

N45 °4

0'0 0"

N44°20'00"W

170.00'

N45 °4

0'0 0"

S4 5°

'00

S44°20'00"E

68.00'

PLAN OF SUBDIVISION PREPARED FOR

CHRISTIAN A. FISHER, JR.

BY HERBERT H. METZ, INC.

REC 09-21-1976 PB A27 PG 22

NORTH WALES BOROUGH

PARID# 14-00-02124-00-4

DB 6337 PG 2644

ELIZABETH MARIE

CRISCUOLO

PARID# 14-00-03833-09-5

DB 6249 PG 2602

RID

-0 0-

-8

G 9

ROUGH R

/W L

ROUGH

R /W

BOROUGH

R/W LINE

BOROUGH R/W LINE

50'

ELEC METER

ON POST

UTILITY

POLE

W/RISERS

DODSWORTH RUN

18" DRAINAGE

YARD

DRAIN

X X

EXISTING

PEDESTRIAN

BRIDGE

TO REMAIN

24IN RCP

INV: 407.45

18IN CMP

INV: 409.53

410 411

5 41

412 413 414

OCF

OCF OCF

OCF

O C

F O

C F

O C

F O

C F

O C

F O

C F

OCF

TSC

SCALE:

DATE:

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

C T:

S H

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7-la nd st ud ie s.

co m la nd la nd st ud ie s.

co m

�1 oU tK �6 tU ee t /i tit �3 �1 7�

4�

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SIGNATURE BLOCK

D O

D S

W O

R U

N A

T 9T

H S

T P

A R

N O

W A

B O

R O

U G

C H

O O

L S

E T

N O

W A

, P A

0' 20' 40' 60'

SCALE: 1" = 20'

S P

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1" = 20'

LEGEND

EROSION CONTROL BLANKET INSTALLATION - FLOODPLAINE-8

ROCK CONSTRUCTION ENTRANCEE-1

CONSTRUCTION SAFETY FENCEE-2

SANDBAG DIVERSION DAM OR COFFERDAME-6

TEMPORARY PUMP AROUND BYPASS SYSTEME-5

EXISTING DECORATIVE ROCK

LIMIT OF DISTURBANCE

LIMIT OF DETAILED SURVEY

SIDEWALK CLOSURE SIGNAGE

TO BE COORDINATED

BETWEEN BOROUGH AND

CONTRACTOR

TRAIL CLOSURE SIGNAGE

TO BE COORDINATED

BETWEEN BOROUGH AND

CONTRACTOR

FILL PILE

TEMPORARY STREAM CROSSING #1E-3

COMPOST FILTER SOCKE-4

AutoCAD SHX Text S

Station

0+00 0+50 1+00 1+50 2+00 2+50 3+00

1.38%

G R

O U

N D

E X

N G

B R

E V

E Y

C H

O R

D E

P D

E C

K E

E X

N G

B R

E V

E Y

C H

O R

D E

P D

E C

K E

EXISTING

GRADE

EXISTING

WATER

SURFACE

PROFILE VIEW

H: 1" = 20' V: 1" = 2'

PROPOSED VALLEY ALIGNMENTP-1

PROPOSED

FLOODPLAIN

ROCK UNDERLAYMENTD-4

TOP OF LOG ELEV: 413.75

LOG SILLD-3

Station

0+00 0+50 1+00 1+20

Station

0+00 0+50 1+00 1+20

EXISTING

GRADE

EXISTING

GRADE

5:1

SLOPE

5:1

SLOPE

5:1

SLOPE

5:1

SLOPE

EXISTING 100 YEAR FLOODPLAIN (FEMA) EXISTING 100 YEAR FLOODPLAIN (FEMA)

H: 1" = 20' V: 1" = 2'

STATION 1+20V CROSS SECTIONXS-2 H: 1" = 20'

V: 1" = 2'

STATION 2+10V CROSS SECTIONXS-3

Station

0+00 0+50 1+00 1+20

EXISTING

GRADE

G P

N B

G E

: 4

W C

H O

R D

G P

N B

G E

: 4

W C

H O

R D

H: 1" = 20' V: 1" = 2'

STATION 2+64V CROSS SECTIONXS-4

EXISTING 100 YEAR FLOODPLAIN (FEMA)

PROPOSED

GRADE

PROPOSED

GRADE

PROPOSED

GRADE

FILL EXISTING

CHANNEL AND

STREAMBANK

FILL EXISTING

CHANNEL TO

PROPOSED GRADE

LIMIT OF DISTURBANCE LIMIT OF DISTURBANCE LIMIT OF DISTURBANCE

Station

0+00 0+50 1+00 1+20

EXISTING

GRADE

5:1

SLOPE

5:1

SLOPE

P R

O P

E R

O U

N D

A R

EXISTING 100 YEAR FLOODPLAIN (FEMA)

H: 1" = 20' V: 1" = 2'

STATION 0+50V CROSS SECTIONXS-1

PROPOSED

GRADE

LIMIT OF DISTURBANCE

ROCK UNDERLAYMENTD-4

SCALE:

DATE:

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

C T:

S H

E E

7-la nd st ud ie s.

co m la nd la nd st ud ie s.

co m

�1 oU tK �6 tU ee t /i tit �3 �1 7�

4�

3$�042�24

SIGNATURE BLOCK

D O

D S

W O

R U

N A

T 9T

H S

T P

A R

N O

W A

B O

R O

U G

C H

O O

L S

E T

N O

W A

, P A

P R

C R

O S

S S

E C

N S

1864.3-25

CNM

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1" = 20'

0' 2' 4' 6'

VERTICAL SCALE: 1" = 2'

0' 20' 40' 60'

HORIZONTAL SCALE: 1" = 20'

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

C T:

S H

E E

7-la nd st ud ie s.

co m la nd la nd st ud ie s.

co m

�1 oU tK �6 tU ee t /i tit �3 �1 7�

4�

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SIGNATURE BLOCK

D O

D S

W O

R U

N A

T 9T

H S

T P

A R

N O

W A

B O

R O

U G

C H

O O

L S

E T

N O

W A

, P A

D E

N D

1864.3-25

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AS NOTED

NOT TO SCALE

BASEFLOW CHANNELD-2

BASEFLOW CHANNEL CONSTRUCTION NOTES:

1. THE BASEFLOW CHANNEL SHALL BE CONSTRUCTED TO PROPOSED DIMENSIONS ALONG FIELD-MARKED PROPOSED ALIGNMENTS.

2. CONSTRUCT POOLS OR INSERT OBSTRUCTIONS (WOODY DEBRIS OR SOD MATS) AT LEAST EVERY 10' TO 30' OF CHANNEL LENGTH.

3. MULTIPLE SECONDARY CHANNELS ARE ANTICIPATED TO DEVELOP NATURALLY OVER TIME FOLLOWING CONSTRUCTION AND SITE

STABILIZATION.

4. SEE TABLE D-1 FOR BASEFLOW CHANNEL DIMENSIONS. PROPOSED CHANNEL DIMENSIONS MAY VARY AT THE DISCRETION OF THE

ENGINEER.

5. WHERE IT IS NECESSARY TO TRAVERSE ACROSS THE FLOODPLAIN TO ACCESS THE BASEFLOW CHANNEL, ALL RUTS LEFT BY

EQUIPMENT SHALL BE REPAIRED TO FINAL GRADE.

6. THE RIFFLES ARE ANTICIPATED TO BE APPROXIMATELY 40% OF TOTAL PROPOSED CHANNEL FOOTPRINT. IF A NATURAL LAYER OF

STREAMBED GRAVELS IS NOT ENCOUNTERED AT PROPOSED RIFFLES:

1.1. OVER-EXCAVATE AND PLACE 6" OF SALVAGED STREAMBED GRAVEL AT RIFFLE LOCATIONS

TABLE D-1. BASEFLOW RIFFLE DIMENSIONS

NUMBER OF

CHANNELS

TOP WIDTH (W) DEPTH (D)

1 1.5' - 3' 0.25'

*CHANNEL SIDE SLOPES ARE TO BE GRADED 5:1 OR FLATTER

N.T.S.

5:1* 5:1*

RIGHT

TOP OF

BANK

LEFT TOP

OF BANK

C.L.

TIE INTO PROPOSED FLOODPLAIN ELEVATIONS

(SEE GRADING PLANS FOR FLOODPLAIN ELEVATIONS)

BASEFLOW WATER

SURFACE (APPROX.)

RIFFLE CROSS-SECTION (TYP.)

PLACED OR NATURAL LAYERS

OF STREAMBED GRAVELS

NOT TO SCALE

LOG SILLD-3

FLOW

PROFILE VIEW

FLOODPLAIN WIDTH (VARIES)

LIMIT OF FLOODPLAIN

GRADING (VARIES)

LOGS SHALL BE

PLACED AT PROPOSED

BASEFLOW CHANNEL

INVERT

PROPOSED FLOODPLAIN SURFACE

EXTEND LOGS INTO SIDE

SLOPES & KEY IN (5' MIN.)

CROSS-SECTION VIEW

SUBGRADE

LOG SILL NOTES:

1. LOGS SHALL BE 12" MIN. DIAMETER.

2. ALL PROPOSED LOG SILL STRUCTURES SHALL BE INSTALLED UNDER THE DIRECT SUPERVISION OF AND/OR

SUBJECT TO THE APPROVAL OF THE ENGINEER. IF STRUCTURE INSTALLATION AND PERFORMANCE ARE NOT IN ACCORDANCE WITH THE DETAILS AND SPECIFICATIONS, THE STRUCTURE SHALL BE RE-SET OR REINSTALLED IN ACCORDANCE WITH THE DESIGN DETAILS AND SPECIFICATIONS. ALL LOGS MUST BE APPROVED FOR DURABILITY BY THE ENGINEER PRIOR TO PLACEMENT. THE TOP SURFACE ELEVATION (INVERT ELEVATION) OF PROPOSED LOG SILL STRUCTURES SHALL NOT DEVIATE VERTICALLY GREATER THAN 0.2' FROM GRADE CONTROL INVERT DESIGN

ELEVATIONS.

3. THE SIZE, LOCATION AND ORIENTATION OF PROPOSED LOG SILL STRUCTURES ARE APPROXIMATE AND FINAL LOCATION/ORIENTATION MAY BE MODIFIED BY THE ENGINEER BASED ON SITE CONDITIONS DURING

CONSTRUCTION.

4. LOG SILLS SHALL BE CONSTRUCTED OF LOGS HARVESTED ON SITE. IF SITE CLEARING DOES NOT RESULT IN AN

ADEQUATE SUPPLY OF LOGS, THEN LOGS WILL BE IMPORTED.

5. THE TOP SURFACE OF THE LOG SILL SHALL BE PLACED AT PROPOSED CHANNEL BED ELEVATIONS. AS A RESULT, THE TOP SURFACE WILL ONLY BE VISIBLE WITHIN THE PROPOSED CHANNEL BOTTOM AT SOME LOCATIONS.

6. ADJOINING LOGS SHALL OVERLAP A MINIMUM OF 2 FT.

7. LOG SILLS SHALL EXTEND ACROSS THE ENTIRE FLOODPLAIN AND SHALL BE KEYED INTO FLOODPLAIN SIDE

SLOPES BY A MINIMUM OF 5 FT OR AS DETERMINED BY THE ENGINEER.

8. BEDROCK IS NOT TO BE DISTURBED TO PLACE LOG SILLS. IN SITU BEDROCK WILL SUFFICE FOR VALLEY GRADE

CONTROL.

9. NO SIGNIFICANT VOIDS SHALL EXIST BETWEEN ADJOINING LOGS OR UNDER THE GEOTEXTILE FABRIC. IN ORDER

TO PREVENT WATER-PIPING BETWEEN OR UNDER THE LOGS, THE CONTRACTOR SHALL CHOKE (BY HAND IF NECESSARY) ALL UNDESIRABLE VOIDS WITH CLAY AND ROCK FRAGMENTS IN COMBINATION WITH GEOTEXTILE

FABRIC. FILL ALL VOIDS GREATER THAN OR EQUAL TO 3 INCHES IN SIZE.

10.NONWOVEN GEOTEXTILE (8 OZ OR HEAVIER) MUST BE LAID ON THE UPSTREAM SIDE OF THE LOG AND EXTEND A DEPTH OF 2' BELOW THE LOG OR TO BEDROCK (WHICHEVER IS SHALLOWER). GEOTEXTILE IS TO BE NAILED 1' ON

CENTER WITH 1 12 INCH (OR LONGER) ROOFING NAILS.

NON-WOVEN

GEOTEXTILE

OVERLAP LOGS 2' MINIMUM

LIMIT OF

FLOODPLAIN

GRADING

(VARIES)

EXTEND LOGS INTO

FLOODPLAIN SIDE

SLOPES & KEY IN (5'

MIN.)

GRADE LOGS (TYP.)

OVERLAP GRADE LOGS

(2' MIN.)

PLAN VIEW

NOTE: SEE LOG SILL NOTES FOR SPECIFIC LOG SIZES

AA AA' UNDISTURBED

EARTH

LOG 12" DIA. MIN.

(OR LARGEST LOGS

HARVESTED ON SITE)

TOP OF LOG 0.5' MAX.

BELOW PROPOSED

FLOODPLAIN GRADE

FILL MATERIAL

(NO VOIDS)

FLOW

WOODY DEBRIS NOTES:

1. WOODY DEBRIS SHALL BE INSTALLED AT THE DIRECTION OF THE

ENGINEER OR CONSTRUCTION MANAGER. THE SIZE, FINAL

LOCATION, AND ORIENTATION OF PROPOSED WOODY DEBRIS MAY

VARY AND WILL BE DETERMINED BY THE ENGINEER OR

CONSTRUCTION MANAGER BASED ON SITE CONDITIONS DURING

CONSTRUCTION AND AVAILABILITY OF MATERIALS.

2. WOODY DEBRIS SHALL CONSIST OF A COMBINATION OF INDIVIDUAL

LOGS, ROOT WADS, AND TREE TOPS HARVESTED FROM

TREES/BRUSH THAT HAS BEEN CLEARED FROM THE SITE. IT IS

ANTICIPATED THAT NO ADDITIONAL WOODY DEBRIS WILL NEED TO

BE IMPORTED.

3. INVASIVE SPECIES (INCLUDING NORWAY MAPLE) AND BLACK

WILLOW SHALL NOT BE USED AS WOODY DEBRIS AND SHALL BE

REMOVED FROM THE SITE.

4. A MINIMUM OF 8 STRUCTURES SHALL BE INSTALLED IN THE

GENERAL LOCATIONS SHOWN ON THE PLAN. TYPES AND SIZES OF

STRUCTURES WILL BE DEPENDENT UPON AVAILABLE MATERIAL

AND SHALL BE DETERMINED BY THE ENGINEER OR CONSTRUCTION

MANAGER. A MINIMUM OF 15 LINEAL FEET TOTAL OF LOG AND/OR

BRANCHES SHALL BE ASSUMED FOR EACH STRUCTURE.

5. ALL WOODY DEBRIS SHALL BE PARTIALLY BURIED AND/ OR PINNED

WITH UPRIGHT SNAGS SO AS NOT BE DISPLACED BY HIGH FLOWS.

TOPSOIL

(6")

EXISTING GRAVEL

LAYER SUBGRADE

TOPSOIL

(6")

UPRIGHT SNAG

BURIED LOG

BURIED TREE

TOP

BRAIDED

CHANNEL

BURIED ROOT WAD

OR TREE TOP

BURIED LOG

UPRIGHT SNAG BRAIDED

CHANNEL

BED INVERT

EXISTING GRAVEL

LAYER SUBGRADE

CROSS SECTION VIEWS

PLAN VIEW

FLOW

WOODY DEBRIS/BURIED LOGD-5

LIMIT OF

FLOODPLAIN

GRADING

(VARIES)

RIPRAP CHOKED IN

WITH GRAVEL, SAND,

AND SILT

PROPOSED

FLOODPLAIN

SURFACE

PROPOSED

FLOODPLAIN

PROFILE VIEW

FLOW

RIPRAP CHOKED IN WITH

GRAVEL, SAND, AND SILT

SEE SCHEDULE FOR RIPRAP

PLACEMENT DEPTH AND SIZE

CROSS SECTION VIEW

NOT TO SCALE

ROCK UNDERLAYMENTD-4

NOTE:

1. RIPRAP SHALL BE CHOKED WITH SAND, SILT, AND GRAVEL TO FILL ALL VOIDS. FINAL MIX SHALL CONSIST OF 65%

RIPRAP AND 35% OTHER MATERIAL (SAND, SILT, AND GRAVEL), BY VOLUME. MIX MATERIALS PRIOR TO PLACEMENT.

2. ALL PROPOSED ROCK UNDERLAYMENT SHALL BE INSTALLED UNDER THE DIRECT SUPERVISION OF AND/OR SUBJECT

TO THE APPROVAL OF THE ENGINEER. IF INSTALLATION AND PERFORMANCE ARE NOT IN ACCORDANCE WITH THE DETAILS AND SPECIFICATIONS, THE STRUCTURE SHALL BE RE-SET OR REINSTALLED IN ACCORDANCE WITH THE

DESIGN DETAILS AND SPECIFICATIONS.

3. ROCK MAY BE SALVAGED FROM EXCAVATION AREAS PER ENGINEER APPROVAL

UNDISTURBED

EARTH

ROCK UNDERLAYMENT SCHEDULE

NO. RIPRAP SIZE PLACEMENT DEPTH

RU-1 R-4 18"

SEE SCHEDULE FOR RIPRAP

PLACEMENT DEPTH AND SIZE

NOT TO SCALE

FLOODPLAIN CONSTRUCTIOND-1

FLOODPLAIN

DESIGN GRADE

MICROTOPOGRAPHY;

DO NOT DEVIATE FROM

DESIGN GRADES MORE

THAN +/- 3"

NOTES:

1. FOR SITES WHERE OVEREXCAVATION IS ANTICIPATED TO BE BROADLY REQUIRED - TOPSOIL SHALL BE SALVAGED WITHIN PROPOSED

FLOODPLAIN AND STOCKPILED FOR USE AS TOP DRESSING TO FINAL GRADE.

2. EXCAVATE PROPOSED FLOODPLAIN TO DESIGN ELEVATIONS AND PROCEED WITH THE NECESSARY APPROACH, DEPENDANT UPON WHAT TYPE OF MATERIAL IS PRESENT AT THE DESIGN ELEVATIONS AS DETERMINED AND APPROVED BY THE ENGINEER:

2.1. OPTION A - IF SUITABLE GROWING MATERIAL IS PRESENT AT FINAL FLOODPLAIN ELEVATIONS, LEAVE THE MATERIAL IN PLACE AND

PROCEED WITH CONSTRUCTION.

2.2. OPTION B - IF UNSUITABLE GROWING MATERIAL IS PRESENT AT FINAL FLOODPLAIN ELEVATIONS, OVER-EXCAVATE BY 6" AND

REPLACE WITH SALVAGED TOPSOIL TO FINAL FLOODPLAIN GRADE.

3. CHANNELS AND FLOODPLAIN FEATURES SHALL BE CONSTRUCTED AND INSTALLED WITH MINIMAL TRAFFIC ON THE FLOODPLAIN FOOTPRINT BY WORKING BACKWARDS OFF THE EXISTING GRADE. THE USE OF EQUIPMENT ON THE FINISHED FLOODPLAIN GRADE MUST

BE APPROVED BY THE ENGINEER.

4. IRREGULARITIES IN FINAL GRADE ARE DESIRABLE TO CREATE MICRO-TOPOGRAPHY (NOT TO EXCEED +/- 3" FROM DESIGN ELEVATIONS), WHICH IS NOT DEPICTED BY PROPOSED CONTOURS. THIS MICRO-TOPOGRAPHY IS NOT TO BE CONSIDERED AN OVERALL TOLERANCE WHEN GRADING THE FLOODPLAIN. PROPOSED GRADES SHOULD BE MET FIRST AND THEN ROUGHENED ACROSS THE FULL WIDTH OF

THE FLOODPLAIN.

5. WHERE IT IS NECESSARY TO TRAVERSE ACROSS THE FLOODPLAIN, ALL RUTS LEFT BY EQUIPMENT SHALL BE FILLED IF DEEMED

NECESSARY BY THE PROJECT DESIGNER. DO NOT COMPACT THE FLOODPLAIN.

CROSS SECTION VIEW SALVAGED SOIL PLACED AT THE

DIRECTION OF THE ENGINEER

UNDISTURBED SUBGRADE UNDISTURBED SUBGRADE

EXTEND ROCK TO

ELEVATION 416.00

EXTEND ROCK

TO LOD/ TOP

OF SLOPE BASEFLOW

CHANNEL

PROPOSED

LOG SILL

SEE DETAIL D-3

APPROX. FINISHED

GRADE ELEVATION

9"-12" THICK 36" X 24" ± 6" NATURAL PA FIELDSTONE SLAB

COLOR OF STONE TO BE COORDINATED WITH BOROUGH (TYP.)

4"-6" ABOVE FINISHED

GRADE ELEVATION

24" TYP.

4" COMPACTED

2A MODIFIED SUBBASE (TYP)

NOTE:

1. EXACT LOCATION OF THE STONES TO BE FIELD LOCATED ACCORDING TO EXISTING SITE CONDITIONS AND APPROVED BY OWNERS REPRESENTATIVE PRIOR TO CONSTRUCTION.

PROPOSED CHANNEL

SEE DETAIL FOR DIMENSIONS

12" - 18" TYP.

FLOODPLAIN ROCK FEATURED-6

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

C T:

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SIGNATURE BLOCK

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1864.3-25

CNM

IKM

7/29/2025

OF 11

N/A

2 BAG MIN. HEIGHT ABOVE NORMAL BASE FLOW

NORMAL STREAM FLOW

STACKED SANDBAGS OPTION

JERSEY BARRIER OPTION

WORK AREA

SANDBAG TO

HOLD IMPERVIOUS

LINER IN PLACE

IMPERVIOUS LINER

EXTENDED TO

STREAM BOTTOM

AND SECURED

WITH SANDBAGS

JERSEY

BARRIER

SANDBAG (TYP.)

OPTIONAL SANDBAG PLATFORM

IMPERVIOUS

MEMBRANE SANDBAGS

NOT TO SCALE

SANDBAG DIVERSION DAM

OR COFFERDAM (STD DTL #3-15)

E-6

FILTER BAG

WELL VEGETATED, GRASSY AREA

FILTER BAG

PLAN VIEW ELEVATION VIEW

NOTES:

LOW VOLUME FILTER BAGS SHALL BE MADE FROM NON-WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE STITCHED "J" TYPE SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS. HIGH VOLUME FILTER BAGS SHALL BE

MADE FROM WOVEN GEOTEXTILES THAT MEET THE FOLLOWING STANDARDS:

1. A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES SHALL BE PROVIDED. FILTER BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL OF SEDIMENT. SPARE BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE FILLED. BAGS SHALL BE PLACED ON STRAPS TO FACILITATE REMOVAL UNLESS BAGS COME WITH

LIFTING STRAPS ALREADY ATTACHED.

2. BAGS SHALL BE LOCATED IN WELL-VEGETATED (GRASSY) AREA, AND DISCHARGE ONTO STABLE, EROSION RESISTANT AREAS. WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE UNDERLAYMENT AND FLOW PATH SHALL BE PROVIDED. BAGS MAY BE PLACED ON FILTER STONE TO INCREASE DISCHARGE CAPACITY. BAGS SHALL NOT BE PLACED ON SLOPES GREATER THAN 5%. FOR SLOPES EXCEEDING 5%, CLEAN ROCK OR OTHER NON-ERODIBLE AND NON-POLLUTING MATERIAL MAY BE PLACED UNDER THE BAG TO REDUCE SLOPE

STEEPNESS.

3. NO DOWNSLOPE SEDIMENT BARRIER IS REQUIRED FOR MOST INSTALLATIONS. COMPOST BERM OR COMPOST FILTER SOCK SHALL BE INSTALLED BELOW BAGS LOCATED IN HQ OR EV WATERSHEDS, WITHIN 50 FEET OF ANY RECEIVING SURFACE WATER OR WHERE

GRASSY AREA IS NOT AVAILABLE.

4. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER AND SECURELY

CLAMPED. A PIECE OF PVC PIPE IS RECOMMENDED FOR THIS PURPOSE.

5. THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER, WHICHEVER IS

LESS. PUMP INTAKES SHALL BE FLOATING AND SCREENED.

6. FILTER BAGS SHALL BE INSPECTED DAILY. IF ANY PROBLEM IS DETECTED, PUMPING SHALL CEASE IMMEDIATELY AND NOT RESUME

UNTIL THE PROBLEM IS CORRECTED.

PROPERTY

AVG.WIDE WIDTH STRENGTH

GRAB TENSILE

PUNCTURE

MULLEN BURST

UV RESISTANCE

AOS % RETAINED

TEST METHOD

ASTM D-4884

ASTM D-4632

ASTM D-4833

ASTM D-3786

ASTM D-4355

ASTM D-4751

MINIMUM STANDARD

60 LB/IN

205 LB

110 LB

350 PSI

70%

80 SIEVE

INTAKE HOSE

PUMP

CLAMPS

HEAVY DUTY

LIFTING STRAPS

(RECOMMENDED)

DISCHARGE

HOSE

DISCHARGE

HOSE

CLAMPS

INTAKE

HOSE

PUMP

NOT TO SCALE

PUMPED WATER FILTER BAG (STD DTL #3-16)

E-7

OW FLO

DISTURBED AREA

UNDISTURBED AREA

SECTION

DISTURBED AREA

UNDISTURBED AREA

NOTES:

1. SOCK FABRIC SHALL MEET STANDARDS OF TABLE 4.1 OF THE PA DEP EROSION CONTROL MANUAL.

COMPOST SHALL MEET THE STANDARDS OF TABLE 4.2 OF THE PA DEP EROSION CONTROL MANUAL.

2. COMPOST FILTER SOCK SHALL BE PLACED AT EXISTING LEVEL GRADE. BOTH ENDS OF THE

BARRIER SHALL BE EXTENDED AT LEAST 8 FEET UP SLOPE AT 45 DEGREES TO THE MAIN BARRIER ALIGNMENT. MAXIMUM SLOPE LENGTH ABOVE ANY BARRIER SHALL NOT EXCEED THAT SPECIFIED

FOR THE SIZE OF THE SOCK AND THE SLOPE OF ITS TRIBUTARY AREA.

3. TRAFFIC SHALL NOT BE PERMITTED TO CROSS COMPOST FILTER SOCKS.

4. ACCUMULATED SEDIMENT SHALL BE REMOVED WHEN IT REACHES 1/2 THE ABOVE GROUND HEIGHT

OF THE BARRIER AND DISPOSED IN THE MANNER DESCRIBED ELSEWHERE IN THE PLAN.

5. COMPOST FILTER SOCKS SHALL BE INSPECTED WEEKLY AND AFTER EACH RUNOFF EVENT.

DAMAGED SOCKS SHALL BE REPAIRED ACCORDING TO MANUFACTURER’S SPECIFICATIONS OR

REPLACED WITHIN 24 HOURS OF INSPECTION.

6. BIODEGRADABLE COMPOST FILTER SOCKS SHALL BE REPLACED AFTER 6 MONTHS;

PHOTODEGRADABLE SOCKS AFTER 1 YEAR. POLYPROPYLENE SOCKS SHALL BE REPLACED

ACCORDING TO MANUFACTURER’S RECOMMENDATIONS.

7. UPON STABILIZATION OF THE AREA TRIBUTARY TO THE SOCK, STAKES SHALL BE REMOVED. THE

SOCK MAY BE LEFT IN PLACE AND VEGETATED OR REMOVED. IN THE LATTER CASE, THE MESH

SHALL BE CUT OPEN AND THE MULCH SPREAD AS A SOIL SUPPLEMENT.

2" x 2" WOODEN STAKES

PLACED 10' ON CENTER

COMPOST FILTER SOCK

BLOWN/PLACED

FILTER MEDIA

EXISTING

CONTOURS

2" x 2" WOODEN

STAKES PLACED

10' ON CENTER

COMPOST

FILTER SOCK

PLAN

NOT TO SCALE

COMPOST FILTER SOCK (STD DTL 4-1)

E-4

SOCK

NO.

DIA. (in.) LOCATION SLOPE

PERCENT

SLOPE LENGTH

ABOVE BARRIER

(FT)

FS-1 12 FILL PILE N/A N/A

NOTES

1. FENCING SHALL BE FASTENED SECURELY TO THE T-POSTS.

2. FENCING MUST REMAIN IN PLACE DURING ALL PHASES OF CONSTRUCTION; ANY CHANGE

TO THE LOCATION OF THE FENCING MUST BE APPROVED.

3. TEMPORARY GATES MAY BE UTILIZED TO ALLOW ACCESS TO CONSTRUCTION EQUIPMENT,

BUT MUST BE CLOSED WHEN NOT IN USE

48" HIGH DENSITY ORANGE

POLYETHYLENE SAFETY

STAKES: 72" T-POST DRIVEN

20" MIN. BELOW GRADE

WIRE OR ZIP TIES TO SECURE

SAFETY FENCE TO POST

FINISHED GRADE

STAKE SPACING

12' ON CENTER

NOT TO SCALE

CONSTRUCTION SAFETY FENCEE-2

NOTES:

PUMP INTAKE SHALL BE MAINTAINED A SUFFICIENT DISTANCE FROM BOTTOM TO PREVENT

SEDIMENT FROM ENTERING THE SYSTEM. DO NOT EXCAVATE A SUMP AREA WITHIN THE

STREAM CHANNEL FOR THE PUMP INTAKE.

PUMPED WATER MUST BE DISCHARGED ONTO AN ENERGY DISSIPATING DEVICE SUCH AS

PLYWOOD, PLASTIC, ROCK, STANDING WATER POOL, FOUNTAIN OR OTHER DEVICE TO

MINIMIZE THE OPPORTUNITY FOR EROSION OR INCREASING TURBIDITY.

PUMP AROUND BYPASS SHOULD ONLY BE IMPLEMENTED IF THE PUMP CAPACITY CAN

EFFECTIVELY MANAGE THE EXISTING BASEFLOW DISCHARGE.

LOCALIZED PUMPS SHALL BE USED TO DEWATER THE IMMEDIATE WORK AREA.

SEDIMENT-LADEN WATER SHALL BE DISCHARGED THROUGH A PUMPED WATER FILTER

BAG IN ACCORDANCE WITH DETAIL.

FOR SPLASH PROTECTION, DISCHARGE OUTLET MAY BE SET UPON PLASTIC SHEETING

AND ORIENTED UPWARD TO CREATE FOUNTAIN-EFFECT, WHICH FALLS ON PLASTIC

SHEETING BEFORE ENTERING STREAM DOWNSTREAM OF PROJECT SITE. ALTERNATIVE

SPLASH PROTECTION SHALL BE APPROVED BY DESIGN ENGINEER.

CONSTRUCTION

AREA

UPSTREAM TEMPORARY

DIVERSION DAM

INTAKE PIPE

WITH SCREEN

ESTIMATED 3-IN BYPASS PUMP OR

MULTIPLE PUMPS IN UNISON TO

ACHIEVE MINIMUM 225 GPM

CAPACITY OR SUFFICIENTLY CONVEY

LOW FLOW CONDITION BASEFLOW

DISCHARGE

PIPE

SPLASH PROTECTION AT

DISCHARGE (SEE NOTES)

DOWNSTREAM TEMPORARY

DIVERSION DAM

(IF NECESSARY)

LOCALIZED

DEWATERING

PUMP-AROUND

(SEE NOTES)

DISCHARGE

DEWATERING PUMP TO

FILTER BAG PER DETAIL

NOT TO SCALE

TEMPORARY PUMP AROUND BYPASS SYSTEME-5

50' MIN.

EXISTING ROADWAY

E X

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PROFILE

PLAN VIEW

NOTES:

1. REMOVE TOPSOIL PRIOR TO INSTALLATION OF ROCK CONSTRUCTION ENTRANCE. EXTEND ROCK OVER FULL WIDTH OF

ENTRANCE.

2. RUNOFF SHALL BE DIVERTED FROM ROADWAY TO A SUITABLE SEDIMENT REMOVAL BMP PRIOR TO ENTERING ROCK

CONSTRUCTION ENTRANCE.

3. MOUNTABLE BERM SHALL BE INSTALLED WHEREVER OPTIONAL CULVERT PIPE IS USED AND PROPER PIPE COVER AS SPECIFIED BY MANUFACTURER IS NOT OTHERWISE PROVIDED. PIPE SHALL BE SIZED APPROPRIATELY FOR SIZE OF DITCH

BEING CROSSED.

4. MAINTENANCE: ROCK CONSTRUCTION ENTRANCE THICKNESS SHALL BE CONSTANTLY MAINTAINED TO THE SPECIFIED DIMENSIONS BY ADDING ROCK. A STOCKPILE SHALL BE MAINTAINED ON SITE FOR THIS PURPOSE. ALL SEDIMENT DEPOSITED ON PAVED ROADWAYS SHALL BE REMOVED AND RETURNED TO THE CONSTRUCTION SITE IMMEDIATELY. IF EXCESSIVE AMOUNTS OF SEDIMENT ARE BEING DEPOSITED ON ROADWAY, EXTEND LENGTH OF ROCK CONSTRUCTION ENTRANCE BY 50 FOOT INCREMENTS UNTIL CONDITION IS ALLEVIATED OR INSTALL WASH RACK. WASHING THE ROADWAY OR SWEEPING THE DEPOSITS INTO ROADWAY DITCHES, SEWERS, CULVERTS, OR OTHER DRAINAGE COURSES IS NOT ACCEPTABLE.

* MOUNTABLE BERM USED TO PROVIDE PROPER COVER FOR PIPE

MOUNTABLE

BERM (6 IN. MIN.)*

EARTH FILL

PIPE AS NECESSARY

GEOTEXTILE

EXISTING

GROUND

MIN 8" AASHTO #1

NOT TO SCALE

ROCK CONSTRUCTION ENTRANCEE-1

CROSS-SECTION VIEW

NOTES:

1. IF RAINFALL IS FORECASTED, REMOVE TIMBER MATS AT THE END OF THE WORK DAY.

2. IF SITE CONDITIONS WARRANT, RUNOFF FROM THE ROADWAY SHALL BE DIVERTED INTO A SEDIMENT

REMOVAL BMP USING A WATERBAR OR BROAD-BASED DIP BEFORE IT REACHES THE CROSSING.

3. IF NECESSARY FOR STABLE VEHICLE CROSSING, THE CONTRACTOR MAY PLACE TIMBER, CONCRETE, OR

ROCK ABUTMENTS ACROSS THE EXTENTS OF THE MAT. JERSEY BARRIERS ALONG THE CHANNEL TOE OF

SLOPE MAY BE USED AS AN ACCEPTABLE ABUTMENT.

4. CROSSING LOCATION SHOWN ON PLANS IS REPRESENTATIVE. CONTRACTOR MAY RELOCATE OR INSTALL MULTIPLE CROSSINGS AS NECESSARY TO ACCOMODATE CONSTRUCTION AND TO MINIMIZE DISTURBANCE.

5. CONTRACTOR IS SOLELY RESPONSIBLE FOR EVALUATING THE STABILITY AND STRUCTURAL INTEGRITY OF THE CROSSING AT ALL TIMES. IF A STRUCTURE IS UNSAFE FOR USE, IT SHALL BE DECOMMISSIONED AND

REMOVED IMMEDIATELY

MAINTENANCE

1. TEMPORARY STREAM CROSSINGS SHALL BE INSPECTED ON A DAILY BASIS.

2. DAMAGED CROSSINGS SHALL BE REPAIRED WITHIN 24 HOURS OF THE INSPECTION AND BEFORE ANY

SUBSEQUENT USE.

3. SEDIMENT DEPOSITS ON THE CROSSING OR ITS APPROACHES SHALL BE REMOVED WITHIN 24 HOURS OF

THE INSPECTION.

AS SOON AS THE TEMPORARY CROSSING IS NO LONGER NEEDED, IT SHALL BE REMOVED. ALL MATERIALS

SHALL BE DISPOSED OF PROPERLY AND DISTURBED AREAS STABILIZED.

TIMBER MATS

NOT TO SCALE

TEMPORARY STREAM CROSSINGE-3

EXISTING STREAMBED

BASEFLOW

WATER SURFACE

EXISTING GROUND

ABUTMENTS

(SEE NOTES)

ABUTMENTS

(SEE NOTES)

CHECKED BY:

DRAWN BY:

PROJECT NUMBER:

SHEET NUMBER:

REVISIONS

NO. DATE DESCRIPTION

P R

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7-la nd st ud ie s.

co m la nd la nd st ud ie s.

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�1 oU tK �6 tU ee t /i tit �3 �1 7�

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3$�042�24

SIGNATURE BLOCK

D O

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1864.3-25

CNM

IKM

7/29/2025

OF 11

N/A

NOT TO SCALE

EROSION CONTROL BLANKET INSTALLATION - FLOODPLAINE-8

BLANKET EDGES

OVERLAPPED 6" (MIN.)

AND STAKED.

SHINGLE SO THAT

UPSTREAM ROLL IS ON

TOP OF DOWNSTREAM

ROLL

INSTALL BEGINNING OF ROLL IN

6 IN. x 6 IN. ANCHOR TRENCH, STAPLE, BACKFILL AND

COMPACT SOIL

FLO

FLOW

INSTALL 8" STAPLES OR

6" ECOSTAKES AT ST DIMENSION AS

SHOWN IN THE STAPLE GUIDE

1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECPS), INCLUDING ANY NECESSARY APPLICATION OF SEED AS MAY BE DETAILED OR SPECIFIED IN THESE PLANS. GROUND SURFACE MUST BE SUFFICIENT TO ALLOW INTIMATE CONTACT OF THE RECP WITH THE SOIL OVER THE

ENTIRETY OF THE INSTALLATION.

2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECPS IN A 6" DEEP X 6" WIDE TRENCH. ANCHOR THE RECPS WITH A ROW OF STAPLES/STAKES SPACED AT ST APART IN THE BOTTOM OF THE TRENCH.

BACKFILL AND COMPACT THE TRENCH AFTER STAPLING AND FOLD THE ROLL OVER DOWNSLOPE.

SECURE RECPS OVER SOIL WITH A ROW OF STAPLES/STAKES/PINS SPACED AT ST APART ACROSS THE

WIDTH OF THE RECPS.

3. ROLL THE RECPS DOWN UNLESS APPROVED OTHERWISE BY THE PROJECT DESIGNER.

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