IA-340-3 - Drawing Set - 1-15-24 Rev. Plot.pdf

PDF 7 MB Posted Mar 11, 2024

Attached to: Poc903130C - Nutrient Reduction Wetland Project
Solicitation number: 24-01
Issued by: Pocahontas County, Iowa

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Written by GovTribe AI · Dec 1, 2025

This is a drawing set and specifications document for the POC903130C Nutrient Reduction Wetland Project being constructed in Pocahontas County, Iowa in cooperation with the Iowa Department of Agriculture and Land Stewardship (IDALS). The project involves construction of a nutrient reduction wetland with associated water control structures, tile systems, and stabilization measures. Key project components include approximately 24,285 cubic yards of earthwork encompassing site preparation, grading, and excavation; installation of 2,502 linear feet of various tile systems (10-inch HDPE dual-wall pipe and 5-inch perforated CPP); removal of 3,865 linear feet of existing tile; construction of one Agri-Drain water control structure and one aluminum CMP draw-down structure; placement of 560 tons of riprap toe with 70 tons of clean rock bedding; installation of 2,000 square feet of articulating concrete block; 1,900 linear feet of silt fencing; and 8 acres of seeding (2 acres structure seeding and 6 acres buffer seeding). The project site is located at the intersection of 180th Street and 280th Avenue near Manson, Iowa at latitude 42°34'45.23"N and longitude 91°33'27.54"W. Construction must be completed by November 1, 2024, with buffer seeding completed by December 15, 2024. The design is sealed by Professional Engineer Andrew Schippers (License P26317, renewal date December 31, 2025) and meets applicable NRCS standards.

The estimated construction cost range is $400,000 to $450,000. The project specifications incorporate NRCS construction standards including specifications IA-1 (Site Preparation), IA-5 (Pollution Control), IA-6 (Seeding and Mulching), IA-21 (Excavation), IA-23 (Earthfill), IA-26 (Topsoiling), IA-31 (Concrete), IA-46 (Tile Drains), IA-51 (Corrugated Metal Pipe Conduits), IA-61 (Loose Rock Riprap), and IA-95 (Geotextile). Bidders are required to register with the Iowa Division of Labor and meet specified qualifications. The successful bidder must provide a Performance/Payment Bond equal to 100% of the contract price. The design incorporates geotechnical investigations completed by Certified Testing Services, Inc. on March 28, 2023, and slope stability analysis performed by IDALS dated September 29, 2023. The project includes a 6.3-acre wetland pool at normal water level elevation of 1,208 feet with a maximum pool depth of 2.0 feet, addressing a 1,178-acre watershed. Horizontal control is based on NAD 83 coordinates in Iowa State Plane North Zone 1401, with vertical datum referenced to NAVD 88 using GEOID18.

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File	Type	Posted
PreBid_Meeting_Addendum_Minutes_Attendance_PlanHolders-REVISED 04-05-2024.pdf	PDF	Mar 11, 2024
IDALS-DSCWQ Bid Documents.html	HTML file	Mar 11, 2024
Poc903130C_BidBook.pdf	PDF	Mar 11, 2024
1215389-event.pdf	PDF	Mar 11, 2024
Poc903130C_NoticeToBidders_AA.pdf	PDF	Mar 11, 2024
02 Submittals - REVISED 03-15-2024.pdf	PDF	Mar 10, 2024
04 Plans.pdf	PDF	Mar 10, 2024
Notice to Bidders.pdf	PDF	Mar 10, 2024
Pre-bid meeting rev 04-05-24.pdf	PDF	Mar 10, 2024
01 General Requirements.pdf	PDF	Mar 10, 2024
03 Construction Specification.pdf	PDF	Mar 10, 2024
05 Appendix I-III.pdf	PDF	Mar 10, 2024
Pre-bid Meeting.pdf	PDF	Mar 10, 2024

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PROJECT NO. Poc903130C

POCAHONTAS COUNTY

S30, T90N, R31W

IOWA

IN COOPERATION WITH

IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

PROJECT LOCATION

Know what's below.

Call before you dig.

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BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

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POCOHONTAS - MOLINE C001

COVER & SPECS

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C001

630TH ST

280TH

V E

620TH ST

280TH

V E

290TH

V E

290TH

V E

SHEET INDEX

001 COVER SHEET

002 SPECIFICATIONS, QUANTITIES, & NOTES

051 TOPOGRAPHY & EXISTING CONDITIONS

101 SITE PLAN

201 STRUCTURE, INLET, BERM, & RIPRAP PLAN

202 STRUCTURE, BERM, AND WETLAND PROFILES

203 CLAY CORE & 10-INCH TILE PROFILES & RIPRAP TOE

204 WATER CONTROL STRUCTURE PLAN

205 TILE PLAN

301 WATER CONTROL STRUCTURE DETAILS

302 CMP WCS DETAILS

303 AGRIDRAIN WCS DETAILS

304 ARTICULATING CONCRETE BLOCK DETAILS

401 SEEDING PLAN

MANSON, IA

I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Iowa.

Andrew Schippers, P.E. Date

My license number is P26317 My license renewal date is December 31, 2025 Pages of sheets covered by this seal: 1 - 14 (C001-C401)

PROJECT LOCATION

MAP POINT " " IS LOCATED AT THE INTERSECTION OF

180TH STREET AND 280TH AVENUE IN MANSON, IA. FROM

MAP POINT, PROCEED NORTH ON 280TH AVENUE FOR

APPROXIMATELY 3.3 MILES TO THE PROJECT SITE.

LATITUDE: 42°34'45.23"N

LONGITUDE: 91°33'27.54"W

180TH ST180TH ST

IOWA COUNTY MAP

TO THE BEST OF MY PROFESSIONAL KNOWLEDGE, JUDGEMENT,

AND BELIEF, THESE PLANS MEET APPLICABLE NRCS STANDARDS

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CHEROKEE

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BIOLOGIST:

DRAWN BY:

SURVEYED BY:

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DATE:

CAD FILE:

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POCOHONTAS - MOLINE C001

COVER & SPECS

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C002

ESTIMATED QUANTITIES

BID ITEM NOTE SPEC # DESCRIPTION QUANTITY UNIT

1 1 CS-8 MOBILIZATION/DEMOBILIZATION 1 L.S.

IA-1 SITE PREPARATION

2 2 6" SITE PREPARATION BELOW BERM & GRADE STABILIZATION STR. 800 CY-P

3 3 GRADING/SCRAPING WITHIN WETLAND 7,500 CY-P

IA-21 EXCAVATION

4 4 CORE TRENCH FOR GRADE STABILIZATION STRUCTURE AND BERM 1,965 CY-P

5 5 GRADING INLET CHANNELS (TO WETLAND & TO DRAW-DOWN STR.) 1,100 CY-P

IA-23 EARTHFILL

6 6 CLAY CORE FOR STABILIZATION STRUCTURE & PRIMARY BERM 1,420 CY-P

7 7 COMPACTED FILL FOR STAB. STR., PRIMARY BERM, & SUB. BERM 2,500 CY-P

8 8 FILL/GRADE CREEK "MEANDER" 1,000 CY-P

IA-26 TOPSOILING

9 9 TOPSOIL PLACEMENT OVER DISTURBED AREAS 1,500 CY-P

10 10 REMAINING TOPSOIL PLACEMENT WEST OF WETLAND 6,050 CY-P

IA-46, IA-51 WATER CONTROL STRUCTURE

11 11 IA-51 AGRIDRAIN WCS 1 L.S.

12 12 IA-51 12"Ø CMP OUTLET SHELL 20 L.F.

13 13 IA-51 ALUMINUM CMP WCS 1 L.S.

14 14 IA-51 18"Ø ALUM. CMP 55 L.F.

15 15 IA-51, IA-31 ALUM. CMP INLET RISER STRUCTURE 1 L.S.

16 16 IA-46 STOPLOG STORAGE STRUCTURE 1 L.S.

17 17 IA-61 RIPRAP, REVETMENT & AGGREGATE PLACEMENT (IA DOT CLASS E) 600 TON

18 18 RIPRAP TOE (IA DOT CLASS E RIPRAP) 560 TON

19 19 1" CLEAN ROCK 70 TON

20 20 IA-61, IA-31 ARTICULATING CONCRETE BLOCK 2,000 S.F.

IA-9 TILE DRAIN LOCATION AND REMOVAL

21 21 TILE INVESTIGATION 1 L.S.

22 22 TILE REMOVAL 3,865 L.F.

23 23 TILE CAPS 26 EACH

IA-46 TILE MODIFICATION & INSTALLATION

24 24 10" HDPE DUAL-WALL 1,750 L.F.

25 25 5" PERFORATED CPP 677 L.F.

IA-5 SOIL EROSION AND POLLUTION CONTROL

26 26 SILT FENCING 1,900 L.F.

27 27 ROCK CHECK DAM 1 L.S.

28 28 IA-6 STRUCTURE SEEDING 2 AC

29 29 IA-6 BUFFER SEEDING 6 AC

CONSTRUCTION NOTES:

1. BID ITEM FOR MOBILIZATION/DEMOBILIZATION SHALL INCLUDE THE SUPPLY OF ALL LABOR, MATERIAL, AND EQUIPMENT TO TRANSPORT ALL NEEDED LABOR, MATERIAL, AND EQUIPMENT TO AND FROM THE PROJECT SITE, TO SUCCESSFULLY COMPLETE THE PROJECT, AS SHOWN ON THE PLANS. A TEMPORARY CROSSING MAY BE USED TO CROSS THE CREEK DURING CONSTRUCTION ACTIVITIES, BUT MUST BE COORDINATED WITH THE PROPERTY OWNER AND ENGINEER. THE TEMPORARY CROSSING SHALL BE CONSIDERED INCIDENTAL TO THE PROJECT, AND THE LOCATION OF THE TEMPORARY CROSSING SHALL BE

BROUGHT BACK TO ORIGINAL CONDITION UPON PROJECT COMPLETION.

2. THIS PAY ITEM SHALL INCLUDE STRIPPING BENEATH THE BERM AREA AND GRADE STABILIZATION STRUCTURE AREA, AND INCLUDE STOCKPILING TOPSOIL FOR REPLACEMENT. GRUBBING OF BRUSH OR TREES FOR EARTHWORK PREPARATION IS ALSO INCLUDED. THERE IS AN EXISTING CULVERT WITHIN THE DITCH ADJACENT TO THE GRADE STABILIZATION STRUCTURE LOCATION, WHICH SHALL BE REMOVED AND

HAULED OFF-SITE AS PART OF THIS BID ITEM (UNLESS OWNER ELECTS TO KEEP).

3. THIS BID ITEM SHALL ALSO INCLUDE ALL STRIPPING/GRADING/SCRAPING AS NECESSARY TO ACHIEVE DESIGN GRADES WITHIN THE WETLAND AREA, WHICH INCLUDES GRADING OUT FROM THE EXISTING 1209' CONTOUR DOWN TO TO ELEVATION 1207' (REFERENCE SITE PLAN AND TYPICAL PROFILE ACROSS

WETLAND). AUTOCAD C3D SURFACE CAN BE PROVIDED FOR MACHINE CONTROL.

4. THIS BID ITEM SHALL INCLUDE ALL EQUIPMENT, LABOR, AND ALL OTHER COSTS ASSOCIATED WITH EXCAVATING DOWN TO THE BOTTOM OF THE DESIGN CORE TRENCH GRADE, WHICH IS SPECIFIED WITHIN THESE DRAWINGS ON SHEET C203. BID ITEM ALSO INCLUDES EXCAVATION (315 CY) FOR THE RIP RAP TOE

STABILIZATION SHOWN ON SHEET C203, WHICH WILL REQUIRE A LONG REACH EXCAVATOR.

5. THIS BID ITEM SHALL INCLUDE ALL EQUIPMENT, LABOR, AND ALL OTHER COSTS ASSOCIATED WITH EXCAVATION OF THE INLET CHANNEL TO THE WETLAND AND THE CHANNEL FROM THE WETLAND TO THE

DRAW-DOWN STRUCTURE.

6. THIS BID ITEM SHALL INCLUDE ALL WORK REQUIRED TO HAUL, PLACE, AND COMPACT CLAY FILL MATERIAL TO CONSTRUCT THE CLAY CORE FOR THE BERM AND GRADE STABILIZATION STRUCTURE, AS DETAILED IN THESE PLANS. MATERIAL FOR THE CLAY CORE SHALL BE OBTAINED FROM THE DESIGNATED BORROW

AREA. EMBANKMENT QUANTITIES INCLUDE A 15% SHRINKAGE FACTOR APPLIED TO COMPUTER

GENERATED FILL VOLUMES.

7. THIS BID ITEM INCLUDES GENERAL EARTHFILL FILL FOR COMPLETING THE PRIMARY BERM, GRADE STABILIZATION STRUCTURE, AND SUBMERGED BERM. MATERIAL FOR COMPLETING THESE ITEMS ABOVE THE COMPACTED CLAY CORE MAY BE OBTAINED FROM EXCAVATED MATERIALS FROM THE CORE TRENCH AND WETLAND GRADING, AS APPROVED BY THE CONSTRUCTION MANAGER. EMBANKMENT QUANTITIES

INCLUDE A 15% SHRINKAGE FACTOR APPLIED TO COMPUTER GENERATED FILL VOLUMES.

8. THIS ITEM INCLUDES FILLING THE "MEANDER" IN THE CREEK JUST SOUTH OF THE GRADE STABILIZATION STRUCTURE TO PROVIDE THE DESIGN GRADES, IN ACCORDANCE WITH THE PROJECT PLANS. ALL MATERIALS SHALL BE PROPERLY COMPACTED IN 9-INCH MAXIMUM LIFTS USING APPROPRIATE METHODS, AS OUTLINED IN SPECIFICATION IA-23. EMBANKMENT QUANTITIES INCLUDE A 15% SHRINKAGE FACTOR APPLIED TO COMPUTER GENERATED FILL VOLUMES. MATERIAL FOR FILL FOR THIS ITEM SHALL BE "SELECT FILL" OBTAINED FROM THE CORE TRENCH EXCAVATION AND/OR WETLAND GRADING, AS APPROVED BY

THE CONSTRUCTION MANAGER.

9. THIS BID ITEM SHALL INCLUDE SPREADING TOPSOIL OVER ALL DISTURBED CONSTRUCTION AREAS, AND LEVELING SUITABLE ENOUGH FOR SEEDING. TOPSOIL SHALL BE SPREAD A MINIMUM OF 6" OVER FINISHED EMBANKMENTS AND BORROW AREAS, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. FINISHED SURFACE SHALL BE SMOOTH ENOUGH FOR CULTIVATION, AS APPROVED BY CONSTRUCTION MANAGER.

10. THIS BID ITEM SHALL INCLUDE SPREADING REMAINING TOPSOIL 6" DEPTH IN THE AREA WEST OF THE WETLAND, AS DESIGNATED ON THE PLANS. THE LANDOWNER MAY ALSO ELECT TO STOCKPILE A PORTION

OF TOPSOIL MATERIAL ON-SITE, WHICH WILL BE DETERMINED IN THE FIELD.

11. BID ITEM FOR AGRIDRAIN WATER CONTROL STRUCTURE SHALL INCLUDE ALL EQUIPMENT, LABOR, AND MATERIAL REQUIRED TO SUPPLY AND INSTALL ONE (1) AGRIDRAIN STRUCTURE, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. THIS WORK SHALL INCLUDE THE STRUCTURE, STOPLOGS, FITTINGS, CONNECTIONS, AND OTHER OTHER ASSOCIATED MATERIALS REQUIRED TO PROVIDE A COMPLETE WATER CONTROL SYSTEM. QUANTITIES FOR PIPING FOR THE AGRIDRAIN STRUCTURE HAS BEEN INCLUDED AS SEPARATE BID ITEMS. 20 L.F. OF CMP SHALL BE UTILIZED AT THE OUTLET OF AGRIDRAIN STRUCTURE TO THE CREEK/DITCH OUTLET. CONTRACTOR SHALL PROVIDE STAINLESS STEEL RAT GUARDS AT ALL EXPOSED

PIPE INLETS AND OUTLETS.

12. THIS BID ITEM SHALL INCLUDE 20 L.F. OF 12"Ø GALVANIZED CMP TO BE UTILIZED AS A PROTECTIVE SHELL AT THE OUTLET OF THE 10"Ø HDPE DUAL-WALL PIPE (RECESS DUAL-WALL PIPE 3' FROM OUTLET END). THIS BID ITEM SHALL INCLUDE ALL NECESSARY CONNECTIONS/FITTINGS REQUIRED TO PROVIDE A

WATERTIGHT CONNECTION.

13. BID ITEM FOR ALUMINUM CMP WATER CONTROL STRUCTURE SHALL INCLUDE ALL EQUIPMENT, LABOR, AND MATERIAL REQUIRED TO SUPPLY AND INSTALL ONE (1) ALUMINUM CMP STRUCTURE, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. THIS WORK SHALL INCLUDE THE STRUCTURE, STOPLOGS, FITTINGS, CONNECTIONS, AND OTHER OTHER ASSOCIATED MATERIALS REQUIRED TO PROVIDE A COMPLETE WATER CONTROL SYSTEM. QUANTITIES FOR PIPING (ALUM. CMP) FOR THE AGRIDRAIN STRUCTURE HAS BEEN INCLUDED AS SEPARATE BID ITEMS. CONTRACTOR SHALL PROVIDE STAINLESS STEEL RAT GUARDS AT ALL

EXPOSED PIPE INLETS AND OUTLETS.

14. THIS BID ITEM SHALL INCLUDE 18"Ø ALUMINUM CMP PIPING AS WELL AS ALL NECESSARY CONNECTIONS

REQUIRED TO COMPLETE THE ALUMINUM CMP WATER CONTROL STRUCTURE.

15. THIS BID ITEM SHALL INCLUDE THE 36"Ø ALUMINUM CMP INLET RISER STRUCTURE WITH TRASH GUARD, AS DETAILED WITHIN THESE PLANS. RIPRAP AROUND THE RISER INLET STRUCTURE SHALL BE

CONSIDERED INCIDENTAL TO THIS INSTALLATION.

16. THIS BID ITEM SHALL INCLUDE ALL EQUIPMENT, LABOR, AND MATERIALS NECESSARY TO PROVIDE THE STOPLOG STORAGE STRUCTURE, AS DETAILED WITHIN THESE PLANS. EXACT LOCATION OF STOPLOG

STORAGE STRUCTURE SHALL BE DETERMINED IN THE FIELD BY THE CONSTRUCTION MANAGER.

17. BID ITEM FOR RIPRAP (IA DOT CLASS E) SHALL INCLUDE ALL EQUIPMENT, LABOR, RIPRAP, NON-WOVEN

GEOTEXTILE FABRIC, AND ALL OTHER ASSOCIATED MATERIALS AND COSTS WITH THE SUPPLY,

EXCAVATION, AND INSTALLATION OF RIPRAP, AS DETAILED IN THESE PLANS AND SPECIFICATIONS.

EXCAVATION REQUIRED FOR RIPRAP IS CONSIDERED "INCIDENTAL" TO RIPRAP LINE ITEM. EXCAVATION REQUIRED FOR RIPRAP SHALL ALSO BE PAID FOR UNDER THIS LINE ITEM. QUANTITY WILL BE BASED ON ACTUAL DELIVERED TON. CONTRACTOR SHALL PROVIDE SCALE TICKETS WITH WEIGHTS INCLUDING TARE, GROSS, AND NET WEIGHTS OF MATERIAL DELIVERED. IF THERE ARE EXISTING ROCK PILES ON SITE THAT FIT THE SIZE CLASSIFICATION REQUIRED, THEY SHOULD BE USED AND PAID AT THE CONTRACTOR'S UNIT

PRICE. PAYMENT WILL BE BASED ON THE CONTRACTOR'S UNIT PRICE ON TONS USED.

18. THIS BID ITEM INCLUDES ALL THE EQUIPMENT, LABOR, RIPRAP, AND ALL OTHER ASSOCIATED MATERIALS AND COSTS WITH THE SUPPLY, EXCAVATION AND INSTALLATION OF RIPRAP, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. RIPRAP SHALL BE PLACED AT A DEPTH OF 2' BELOW THE TOE OF THE EXISTING DITCH TO BE DETERMINED BY THE ENGINEER IN THE FIELD AND EXTEND 2' OUT FROM THE TOE AND 6' INTO THE SLOPE. AT THE 6' OFFSET, THE CUT WILL BE SLOPED BACK AS NEEDED TO BE STABLE LONG ENOUGH TO PLACE RIPRAP. THE CONTRACTOR WILL BE REQUIRED TO PERFORM THE WORK DURING LOW FLOW CONDITIONS AND SEQUENTIALLY IN SECTIONS NO LONGER THAN 10 FT AT A TIME ALONG THE

LENGTH OF SOUTH LIZARD CREEK. A LONG REACH EXCAVATOR WILL BE REQUIRED. THE FINAL

LOCATION AND LENGTH OF THE RIPRAP TOE WILL BE DETERMINED AND MARKED BY THE ENGINEER IN THE FIELD. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER PRIOR TO NEEDING STAKES TO

PROVIDE ADEQUATE TIME FOR DETERMINATION. THE CONTRACTOR SHALL ORDER RIPRAP AND

ASSOCIATED CLEAN ROCK ACCORDINGLY.

19. THIS BID ITEM INCLUDES THE EQUIPMENT, LABOR, 1" CLEAN ROCK, AND ALL OTHER ASSOCIATED MATERIALS AND COSTS WITH THE SUPPLY, EXCAVATION AND INSTALLATION ROCK BEDDING, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. RIPRAP WILL BE UNDERLAIN WITH A 6" LAYER OF 1" CLEAN ROCK.

THE CONTRACTOR WILL BE REQUIRED TO PERFORM THE WORK DURING LOW FLOW CONDITIONS AND SEQUENTIALLY IN SECTIONS NO LONGER THAN 10 FT AT A TIME ALONG THE LENGTH OF LIZARD CREEK. A LONG REACH EXCAVATOR WILL BE REQUIRED. THE FINAL LOCATION AND LENGTH OF THE RIPRAP TOE

WILL BE DETERMINED AND MARKED BY THE ENGINEER IN THE FIELD. THE CONTRACTOR SHALL

COORDINATE WITH THE ENGINEER PRIOR TO NEEDING STAKES TO PROVIDE ADEQUATE TIME FOR DETERMINATION. THE CONTRACTOR SHALL ORDER RIPRAP AND ASSOCIATED CLEAN ROCK ACCORDINGLY.

20. ARTICULATING CONCRETE BLOCK IS REQUIRED AT THE GRADE STABILIZATION STRUCTURE, AND SHALL BE SECURED TO SLOPES, IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS (SEE NOTES FOR ARTICULATING CONCRETE BLOCK ON THIS SHEET). ARTICULATING CONCRETE BLOCK SHALL CONTINUE DOWN SLOPE OF GRADE STABILIZATION STRUCTURE (BOTH DOWNSTREAM AND UPSTREAM), AND RIPRAP SHALL BE PLACED OVER THE MAT TO THE DESIGN ELEVATION. CONCRETE REQUIRED AT EROSION

CONTROL MAT TERMINATIONS SHALL BE CONSIDERED INCIDENTAL TO EROSION CONTROL MAT

INSTALLATION AND SHALL BE INCLUDED WITHIN THIS BID ITEM. QUANTITY IS BASED ON SQUARE FOOTAGE UTILIZED. DETAILS ARE BASED ON CONTECH "ARMORFLEX" CLASS 45 (CLOSED CELL).

CONTRACTOR MAY SUBSTITUTE ARTICULATING CONCRETE BLOCK MATERIAL, UPON APPROVAL BY

ENGINEER. THIS BID ITEM SHALL ACCOUNT FOR ALL MATERIALS, COMPONENTS, AND EQUIPMENT REQUIRED TO PROVIDE THE COMPLETE ARTICULATING CONCRETE BLOCK SYSTEM, IN ACCORDANCE WITH

THESE DRAWINGS, SPECIFICATIONS, AND NOTES.

21. BID ITEM FOR TILE INVESTIGATION SHALL INCLUDE EQUIPMENT, LABOR AND ALL OTHER ASSOCIATED COSTS WITH LOCATING EXISTING TILE LINES, AS DETAILED IN THESE PLANS AND SPECIFICATIONS.

ESTIMATED LINEAR FOOTAGE OF TILE INVESTIGATION IS INCLUDED IN THE PLANS AND PAYMENT WILL BE

BASED ON A LUMP SUMP FOR TILE INVESTIGATION.

22. BID ITEM FOR TILE REMOVAL SHALL INCLUDE EQUIPMENT, LABOR, DISPOSAL FEES, AND ALL OTHER ASSOCIATED COSTS WITH EXCAVATING, REMOVING, AND OFF-SITE DISPOSAL OF EXISTING TILE, AS DETAILED IN THESE PLANS AND SPECIFICATIONS. MACHINE COMPACTION OF TRENCH SHALL BE PERFORMED TO ENSURE BLOCKAGE, AS APPROVED BY THE CONSTRUCTION MANAGER. CONSTRUCTION

MANAGER WILL MEASURE LENGTH AFTER FINAL COMPLETION. PAYMENT WILL BE BASED ON THE

CONTRACTOR'S UNIT PRICE ON ACTUAL LINEAR FOOTAGE (L.F.) OF TILE BROKEN AND REMOVED. THIS BID ITEM SHALL ALSO INCLUDE REMOVAL AND DISPOSAL OF THE EXISTING AGRIDRAIN WATER CONTROL

STRUCTURE.

23. BID ITEM FOR TILE CAPS SHALL INCLUDE EQUIPMENT, LABOR, AND ALL OTHER ASSOCIATED COSTS WITH SUPPLYING, AND INSTALLING TILE CAPS. CAPS CAN EITHER BE COMMERCIALLY MADE OR CONCRETE PLUG.

PAYMENT WILL BE BASED ON THE CONTRACTOR'S UNIT PRICE ON EACH (EA.) TILE PLUG USED.

24. THIS BID ITEM SHALL INCLUDE ALL EQUIPMENT, LABOR, AND MATERIAL REQUIRED TO COMPLETE THE 10"Ø HDPE DUAL-WALL PIPE TILE INSTALLATION AND MODIFICATION, AS DETAILED IN THESE PLANS AND

SPECIFICATIONS.

25. THIS BID ITEM SHALL INCLUDE ALL EQUIPMENT, LABOR, AND MATERIAL REQUIRED TO TIE-IN THE EXISTING 5"Ø CPP LATERAL TILE LINES INTO THE NEW 10"Ø HDPE DUAL-WALL PIPE, AS WELL AS THE 5"Ø CPP TILE MODIFICATION SOUTH OF THE DITCH. THIS WORK SHALL INCLUDE USING MANUFACTURED WATERTIGHT CONNECTIONS (INSERTA TEE OR ELSE TEE CONNECTIONS AT THE 10" DUAL-WALL PIPE INTERFACE), AS WELL AS ALL OTHER NECESSARY FITTINGS/CONNECTIONS TO PROVIDE A COMPLETE TILE

DRAINAGE SYSTEM. ALL TILE CONNECTIONS SHALL BE CONSIDERED INCIDENTAL TO THE TILE

INSTALLATION.

26. THIS BID ITEM SHALL INCLUDE THE SUPPLY, INSTALLATION, AND MAINTENANCE OF SILT FENCING THROUGHOUT THE PROJECT, AS SPECIFIED WITHIN THESE PLANS AND IN COMPLIANCE WITH IOWA REGULATIONS. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO THE START OF WORK, AND WILL BE MAINTAINED UNTIL FINAL STABILIZATION OF THE SITE. CONTRACTOR SHALL MAINTAIN, INSPECT, AND PROVIDE ALL PROPER RECORDING AND REPORTING ACCORDING TO THE PERMIT

REGULATIONS.

27. THIS BID ITEM SHALL INCLUDE PROVIDING A TEMPORARY ROCK CHECK DAM WITHIN THE CREEK JUST DOWNSTREAM OF THE GRADE STABILIZATION STRUCTURE LOCATION TO PREVENT SILT MIGRATION DOWNSTREAM. THE ROCK CHECK DAM SHALL BE INSTALLED PRIOR TO PERFORMING EXCAVATION WORK WITHIN THE CREEK AND SHOULD BE MAINTAINED THROUGHOUT THE PROJECT. CONTRACTOR SHALL

REMOVE THE ROCK CHECK DAM UPON PROJECT COMPLETION.

28. BID ITEM FOR STRUCTURE SEEDING SHALL CONSIST OF SEEDING, MULCHING, AND FERTILIZING ALL STRUCTURES, EMBANKMENTS, AND ALL OTHER DISTURBED AREAS (OUTSIDE OF POOL AREA), AS

INDICATED ON THE DRAWINGS OR OTHERWISE DESIGNATED.

29. BID ITEM FOR BUFFER SEEDING SHALL CONSIST OF SEEDING THE AREAS DESIGNATED ON THE PLANS AS BUFFER SEEDING AND INCLUDE BORROW AREAS, DISTURBED AREAS NOT SEEDED AS PART OF STRUCTURE

SEEDING, AND OTHER AREAS WITHIN THE WORK AREA.

30. DE-WATERING AND WATER MAINTENANCE ALONG EXISTING CREEK DURING CONSTRUCTION OF PROPOSED GRADE STABILIZATION STRUCTURE AND BERM IS THE CONTRACTOR'S RESPONSIBILITY, AND IS CONSIDERED INCIDENTAL TO THE PROJECT. A COFFERDAM ACROSS THE CREEK UPSTREAM OF THE PROPOSED GRADE STABILIZATION STRUCTURE, ALONG WITH RE-ROUTING AND/OR PUMPING, MAY BE REQUIRED IN ORDER TO PROPERLY COMPLETE THE WORK. CONSTRUCTION OF CORE TRENCHES, GRADE

STABILIZATION STRUCTURE, AND BERM SHALL NOT BE CONDUCTED IN WET/MUCKY MATERIALS.

NRCS SPECIFICATIONS

IA-1 SITE PREPARATION

IA-5 POLLUTION CONTROL

IA-6 SEEDING AND MULCHING FOR PROTECTIVE COVER

CS-8 MOBILIZATION

IA-9 SUBSURFACE DRAIN INVESTIGATION, REMOVAL, AND REPAIR

IA-21 EXCAVATION

IA-23 EARTHFILL

IA-26 TOPSOILING

IA-31 CONCRETE

IA-46 TILE DRAINS FOR LAND DRAINAGE

IA-51 CORRUGATED METAL PIPE CONDUITS

IA-61 LOOSE ROCK RIPRAP

IA-95 GEOTEXTILE

ADDITIONAL NOTES:

1. THIS SPECIFICATION AS PREAPRED BY IOWA DEPARTMENT OF AGRICULTURE AND LAND

STEWARDSHIP AND DUCKS UNLIMITED, INC. SHALL BE CONSIDERED AS PART OF THIS DOCUMENT, NATURAL RESOURCES CONSERVATION SERVICE CONSTRUCTION SPECIFICATIONS SHALL APPLY.

2. ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS AND ORDINANCES WILL BE COMPLIED WITH IN

THE CONSTRUCTION OF THIS PROJECT.

ARTICULATING CONCRETE BLOCK NOTES:

1. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FROM THE MANUFACTURER FOR THE ARTICULATING

CONCRETE BLOCK SYSTEM SHOWING ALL NECESSARY PRODUCT DETAILS TO COMPLETE INSTALLATION.

ARTICULATING CONCRETE BLOCK SYSTEM DETAILS ARE BASED ON CONTECH "ARMORFLEX" CLASS 45

CLOSED CELL BLOCK.

2. THE SUBGRADE SHALL BE GRADED TO A SMOOTH PLANE SURFACE TO ENSURE INTIMATE CONTACT IS ACHIEVED BETWEEN BETWEEN THE SUBGRADE AND ARTICULATING CONCRETE BLOCK SYSTEM (AND GEOTEXTILE MATERIAL. NO GROOVES OR DEPRESSIONS GREATER THAN 0.5 INCHES IN DEPTH NORMAL TO THE LOCAL SLOPE FACE WITH A DIMENSION EXCEEDING 1.0 FOOT IN ANY DIRECTION SHALL BE

PERMITTED.

3. THE SUBGRADE SHALL BE INSPECTED BY THE ENGINEER IMMEDIATELY PRIOR PRIOR TO PLACEMENT OF

THE GEOTEXTILE MATERIAL.

4. CONTRACTOR SHALL PROVIDE SUBMITTAL FOR GEOTEXTILE MATERIAL THAT WILL BE UTILIZED UNDERNEATH ARTICULATING CONCRETE BLOCK, WHICH SHALL MEET MANUFACTURER'S REQUIREMENTS.

5. THE ARTICULATING CONCRETE BLOCK SYSTEM SHALL HAVE A MINIMUM 2 BLOCK "TOE-IN" AT

TERMINATING EDGES.

6. VOIDS/SPACING GREATER THAN 2" SHALL BE BACKFILLED WITH 4,000 PSI NON-SHRINK GROUT.

7. FIELD ANCHORS IN ARTICULATING CONCRETE BLOCK SYSTEM MAY BE REQUIRED AT DISCRETION OF

ENGINEER.

8. ARTICULATING CONCRETE BLOCK SYSTEM SHALL BE FINISHED WITH CRUSHED STONE TO FILL ALL FINAL

VOIDS AND SPACING BETWEEN BLOCKS.

9. ALL OTHER MANUFACTURER REQUIREMENTS SHALL APPLY.

10. CONTRACTOR SHALL PROVIDE TWO PERMANENT SIGNS (ONE AT EACH END OF WEIR) DISPLAYING "NO

VEHICULAR TRAFFIC"

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LEGEND

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BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

CAD FILE:

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POCOHONTAS - MOLINE C051 TOPO

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-CO51

CAUTION SHOULD BE USED WHEN STAKING EXPORTED COORDINATES FROM THE SITE PLAN.

A SITE CALIBRATION IN THE FIELD ON BM2 (PT. 1000) AND CENTERLINE OF EXISTING

AGRI-DRAIN (CENTER OF TOP STOP LOG) WILL BE REQUIRED TO MATCH "SHIFTED"

COORDINATES FROM THE TILE INVESTIGATION POINTS. THESE POINTS INCLUDE POINTS

10000-10037.

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AutoCAD SHX Text

7019 5' CULVERT INV: 1212.77

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BM2 (PT. 1000) 5' CULVERT TOP: 1217.90

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1171 AGRIDRAIN TOP OF STOPLOG ELEV. 1206.89 (8' RISER)

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1172 TILE TOP:1199.33

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8002 6" CMP TOP: 1198.84

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8007 8" CMP TOP:1203.04

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1124 CULVERT TOP 1207.90

AutoCAD SHX Text

1120 CULVERT TOP 1204.12

AutoCAD SHX Text

1016 TILE PLASTIC TOP: 1212.28

AutoCAD SHX Text

280TH AVE

AutoCAD SHX Text

10027 5" TILE INVERT 1206.15

AutoCAD SHX Text

10028 5" TILE INVERT1210.61

AutoCAD SHX Text

EXISTING PATTERN TILE APPROXIMATE LOCATIONS; SPACING IS APPROXIMATELY 100' APART

AutoCAD SHX Text

10021 5" TILE INVERT 1205.33

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10007 5" TILE INVERT 1202.29

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10032 5" TILE INVERT 1211.09

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10025 8" TILE INVERT 1206.34

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10023 5" TILE INVERT 1208.54

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10034 5" TILE INVERT 1208.85

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10019 5" TILE INVERT 1207.90

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10030 10" TILE INVERT 1201.32

AutoCAD SHX Text

10015 5" TILE INVERT 1201.42

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10017 10" TILE INVERT 1200.56

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10036 5" TILE INVERT 1203.40

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10009 10" TILE INVERT 1199.06

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10013 5" TILE INVERT 1200.57

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10011 10" TILE INVERT 1200.10

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10004 8" CONCRETE TILE (PLUGGED) INVERT 1205.45

AutoCAD SHX Text

10002 15" CMP INVERT 1211.82

AutoCAD SHX Text

APPROXIMATE CREEK "MEANDER"

AutoCAD SHX Text

SB #2

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SB #6

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SB #3

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SB #5

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SB #1

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SB #4

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CHANNEL

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SPOT ELEVATION

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HORIZONTAL & VERTICAL CONTROL

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SOIL BORING

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MAJOR CONTOUR

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MINOR CONTOUR

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EDGE OF PAVEMENT

AutoCAD SHX Text June 26, 2020: Topographic Survey conducted by IDALS. Survey was conducted using two GPS controllers with one survey conducted in Iowa State Plane North Coordinates, and one survey conducted in UTM Coordinates. A conversion was made by IDALS for all survey coordinates into State Plane Coordinates. DU observed a tile investigation on April 10, 2021. DU surveyed tile tops (points 10000-10037) in UTM and calibrated to IDALS BM2 in UTM. Coordinates were transferred into Iowa State Plane Coordinates North, and a post-site calibration was made to match survey data (see statement below). CP 10000, IDALS BM1 (wooden hub at utility pole), should not be utilized for vertical control. DU observed this wood hub displaced upward from its original position. HORIZONTAL CONTROL Coordinates are NAD 83 (CORS 2011), Iowa State Plane North Zone 1401, and units of measurement are in U.S. Survey Feet. Point 1000 (BM2) should be utilized as the Control Point for this project. VERTICAL CONTROL Elevations established from Iowa VRS for BM2. Vertical Datum was observed in NAVD 88, using GEOID18. ONSITE CONTROL, HORIZONTAL AND VERTICAL BM2 (PT. 1000) - Top of 5' Culvert at End N: 3674622.78 E: 4635761.91 Z: 1217.90 NAVD88 March 28, 2023: Certified Testing Services, Inc. (CTS) performed six (6) soil borings at the subject property, as shown on this drawing. CTS produced a "Geotechnical Engineering Report", dated April 7, 2023, which is included in the Design Report for this project. The primary purpose of the soil boring investigation was to gain further knowledge of the existing soils and to perform a slope stability analysis of the adjacent South Lizard Creek. The slope stability analysis was completed by IDALS, and is documented in their report, dated September 29, 2023. The conclusions of the slope stability analysis, which includes a proposed riprap toe detail, has been implemented into these plans.

AutoCAD SHX Text

CONTROL POINT DATA

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POINT #

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BM2 (1000)

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CP 10001

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ELEVATION

AutoCAD SHX Text 1217.90

AutoCAD SHX Text

NORTH

AutoCAD SHX Text 3674622.78

AutoCAD SHX Text

EAST

AutoCAD SHX Text 4635761.91

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

TOP 5' CULVERT END

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1+00

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GRAPHIC SCALE

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LEGEND

APPROXIMATE PROPERTY LINE

PROPOSED BERM

PROPOSED CHANNEL/DITCH

PROPOSED MAJOR CONTOUR

PROPOSED MINOR CONTOUR

PROPOSED AGRIDRAIN STRUCTURE

PROPOSED PIPE

(000)

PROPOSED FULL SERVICE LEVEL (FSL)

PROPOSED RIPRAP

0.00 PROPOSED SPOT ELEVATION

ALUMINUM CMP WCS (DRAW-DOWN

STRUCTURE) W/ ALUMINUM

SLOTTED INTAKE RISER (SEE

DETAILS). INLET/OUTLET PIPE AT

1205'; TOP OF STOPLOGS AT 1208';

PROVIDE 10'X10' SUMP AT INLET

RESTORE GRADE OF CREEK HEAD CUT

PROPOSED BERM; TOP OF

COMPACTED BERM ELEVATION

1210'; 1210.5' TO TOP OF TOPSOIL

EDGE OF NWL ELEV.

(APPROX. 6.3 ACRES

@ 1208' FSL)

PROPOSED

CHANNEL INLET;

BOTTOM OF

CHANNEL AT

ELEVATION 1206'

PROPOSED CHANNEL

OUTLET; BOTTOM OF

CHANNEL AT ELEVATION 1206'

GRADE STABILIZATION

STRUCTURE; TOP OF

STRUCTURE ELEVATION 1208'

NOTE:

WETLAND TO BE GRADED TO 1207'

STARTING AT EXISTING 1209'

CONTOUR

AGRIDRAIN; STOPLOGS TO BE

PROVIDED TO OWNER FOR

WATER CONTROL ON MODIFIED

PATTERN TILE SYSTEM

TRANSITION GRADE STABILIZATION STRUCTURE

INTO PROPOSED BERM; TOTAL SPILLWAY

LENGTH OF STABILIZATION STRUCTURE AND

SPILLWAY IS 45' AT ELEVATION 1208'

PROPOSED RE-ROUTED TILE

MAIN); SEE ADDITIONAL

DETAILS ON SHEET C205

REMOVE

ABANDONED

CMP OFF-SITE

WETLAND POOL CHARACTERISTICS

WETLAND

POOL

DEPTH

ELEV.

INCREMENTAL

AREA (ACRE)

CUMULATIVE

VOLUME

(ACRE-FT)

0.0 1206.0 0.558 -

1.0 1207.0 5.850 3.49

2.0 1208.0 6.304 9.57

3.0 1209.0 6.712 16.72

4.0 1210.0 8.599 23.61

4.5 1210.5 10.273 28.33

GRADE INLET CHANNEL TO

AGRIDRAIN #2 AT ELEV. 1206'

DESIGN CRITERIA

DESIGN CRITERIA VALUE UNIT REQUIREMENT

WATERSHED AREA 1178.0 ACRES 500 MIN.

POOL NORMAL WATER LEVEL (NWL) ELEVATION 1208.0 FT.

DESIGNED WETLAND POOL AREA (@ NWL) 6.3 ACRES

PERCENT POOL AREA TO WATERSHED AREA 0.5 % >=0.50%

MAX. POOL DEPTH 2.0 FT.

AVG. POOL DEPTH 1.5 FT.

DEEP WATER AREA (DEPTH >3 FT) 0.00 FT. <25%

PERCENT DEEP WATER TO POOL AREA 0 %

POOL STORAGE VOLUME AT NWL 9.6 ACRE-FT

BERM ELEVATION 1210.5 FT.

POOL STORAGE VOLUME AT TOP OF BERM 28.3 ACRE-FT

MAX BERM HEIGHT 5.5 FT.

AVG. BERM HEIGHT 1.8 FT.

BERM LENGTH 1728.0 FT.

PRIMARY WEIR ELEVATION 1208.0 FT.

PRIMARY WEIR WIDTH 45.0 FT.

25-YEAR STORM HWL IN POOL 1209.2 FT.

25-YEAR PEAK INFLOW 280.76 CFS

25-YEAR PEAK OUTFLOW 279.9 CFS

100-YEAR STORM HWL IN POOL 1209.6 FT.

100-YEAR PEAK INFLOW 487.2 CFS

100-YEAR PEAK OUTFLOW 486.7 CFS

REMOVE & DISPOSE OF EXISTING

AGRIDRAIN & COMPONENTS

GRADE CHANNEL TO CMP WCS @ ELEV.

1206'; PROVIDE SUMP AT ELEV. 1205' AT

INTAKE RISER STRUCTURE

SILT FENCE TO BE PROVIDED

BEFORE CONSTRUCTION BEGINS

SILT FENCE TO BE PROVIDED

BEFORE CONSTRUCTION BEGINS

TEMPORARY ROCK CHECK DAM

FOR EROSION CONTROL

PROPOSED EROSION CONTROL MAT

RE-ROUTE 5"Ø CPP TILE

DOWNSTREAM OF STRUCTURE

R ev is io ns B y

D at e

BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

CAD FILE:

U se rs \w aj oh ns on

\D uc ks U nl im ite d

In co rp or at ed

\I ow a

D oc um en ts \I ow a\

3D P ro je ct s\

-3

-2

C R

P R O

\P O

C A H

O N

S M

N E\

C 3D

_D R A W

\P O

C O

H O

M O

E C

A N

.d w g, /1 3/

W ill ia m A

Jo hn so n, S ite P la n, N on e

R ev is io n S he et

G R

A N

C R

N A L

M A N

B O

V A R D

B U

A N

3-w w w .d uc ks

.o rg

A N

C A H

O N

S C

O U

POCOHONTAS - MOLINE C101 SITE

PLAN

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C101

SUBMERGED BERM W/ 4' WIDE TOP & 3:1 SIDE

SLOPES; TOP OF BERM ELEVATION 1207.5'

100-YEAR STORM

HWL @ 1209.6'

APPROXIMATE LOCATION

OF CREEK "MEANDER"

(TO BE FILLED)

EXCESS SPOIL MATERIAL SHALL BE PLACED

AT THIS LOCATION AT 6" DEPTH; MATERIALS

SHALL BE GRADED TO DRAIN TOWARD THE

WETLAND (TO EAST), AS WELL AS BLEND

INTO EXISTING GRADE AT ALL SIDES.

CLAY BORROW LOCATION #2 (WEST SIDE OF EXISTING

POND); BORROW APPROXIMATELY 1,420 C.Y.;

ESTIMATED DEPTH OF 5' TO EXPAND POND AREA

CLAY BORROW LOCATION #1 (EXISTING STOCKPILE;

VERIFY SUITABILITY); APPROX. 400 C.Y.

NOTE:

CONTRACTOR SHALL PROVIDE ADDITIONAL GRADING,

AS NECESSARY, TO PREVENT PONDING WATER

AGAINST BACKSIDE OF BERM. THIS SHALL BE

CONSIDERED INCIDENTAL TO BERM CONSTRUCTION.

N O

T F

O R

C O

N S

T R

U C

PROPOSED RIP RAP TOE

-2

A .S

S U

O R P

A .S

R A P

-1 -2

N O

C E:

C O

N S

U C

O N

E S A

S T

H E

S O

N S

Y O

E C O

A C

D U

C K S U

S H

N O

T A S S U

M E

A N

Y R

R T

H E

S A

E W

O R K P

R M

R S O

N S E

N G

A G

N T

H E

W O

R K

R B Y

U C

R O

F O

S O

N S O

N -S

M A

L, D

A N

D I

R M

O N

I S T

H E

O F

D U

C K S U

I T

M A Y

N O

T B E

U S

O R R

R O

D U

F O

R A

N Y

S E

H O

U T

R W

C O

N S

T O

F A N

A U

T O

F D

U C K S U

D U

C K S U

M A K

N O

R W

A R R A N

F A N

Y K

D R

A R D

T H

L, D

A N

D I

R M

O N

B U

T N

O T

T O

E A C C U

R A C Y

O F

M A

L, D

A N

D I

R M

O N

O R I

A B

R A

N Y

U S E

O F

M A

L, D

A N

D I

R M

O N

I S

A T

U S

S S

B Y

U S

G A

N Y

O F

M A

L, D

A N

D I

R M

O N

A G

S T

H A T

D U

C K S U

O T

O R T

R U

S E

O F

M A

L, D

A N

D I

R M

O N

O R T

H E

S T

S A

O N

O F

F O

R A

N Y

R S O

U N

S S T

A R E

A C

N G

U N

T H

E D

N O

F A L

P R O

S S

N A L

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R

A N

M I

N A

N Y

W A Y.

I F

A N

M B

G T

H E

M P

O F

P R O

S S

N A L

E A

G E

N G

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R S

H A

M P

D O

C U

T A N

D I

N C

D E

N O

O N

B Y"

F O

B Y

R S

R E, T H

E D

O F

S U

C H

O N

A N

D A

C R

N O

E A

O N

-2

A .S

C O

M M

EASEMENT

BOUNDARY

280TH AVE

0+00

1+00

2+00

0+00

1+00

(1209)

3:1

4:1

3:1

10:1

4:1

3:1

GRAPHIC SCALE

1 inch = feet

0 4010 205

INLET CHANNEL TYPICAL

N.T.S.

STA. 0+00-5+21 (INLET CHANNEL) &

STA. 0+00 - 4+51 (CHANNEL TO DRAW DOWN)

3:1 3:1

EXISTING GRADE

CHANNEL BOTTOM

NEW BERM TYPICAL

N.T.S.

STA. 2+25'-6+50'

RE-SPREAD TOPSOIL

4"-6" THICK

6" SITE PREP.

TOP OF COMPACTED BERM

ELEVATION 1210'; 1210.5' TO

TOP OF TOPSOIL

4:1 3:1

WETLAND

SIDE

RECONSTRUCTED BERM TYPICAL

N.T.S.

STA. 6+50'-16+74.93'

RE-SPREAD TOPSOIL

4"-6" THICK

6" SITE PREP.

TOP OF COMPACTED BERM

ELEVATION 1210'; 1210.5' TO

TOP OF TOPSOILWETLAND

SIDE

10'

1:1

CLAY CORE TRENCH

10'

1:1

CLAY CORE TRENCH; EXISTING

SPOIL MATERIAL FROM ADJACENT

DRAINAGE DITCH SHALL BE

REMOVED TO ORIGINAL GRADE,

THEN EXCAVATE DOWN FOR CORE

TRENCH PER DESIGN

3:1 4:1

LEGEND

APPROXIMATE PROPERTY LINE

PROPOSED BERM

PROPOSED CHANNEL/DITCH

PROPOSED MAJOR CONTOUR

PROPOSED MINOR CONTOUR

PROPOSED AGRIDRAIN STRUCTURE

PROPOSED PIPE

(000)

PROPOSED FULL SERVICE LEVEL (FSL)

PROPOSED RIPRAP (1.5' DEPTH)

0.00 PROPOSED SPOT ELEVATION

RIPRAP BOUNDARY

PROPOSED EROSION CONTROL MAT

PROPOSED TOP OF BERM

BERM & INLET CHANNEL

N.T.S.

STA. 0+81'-2+25'

RE-SPREAD TOPSOIL

4"-6" THICK

TOP OF COMPACTED BERM

ELEVATION 1210'; 1210.5' TO

TOP OF TOPSOIL

4:1 3:1

4:1

INLET CHANNEL BOTTOM

ELEVATION 1206'

EXISTING

GRADE

3:1

10'

IOWA DOT CLASS E

RIPRAP @ 2' THICK

(DARKER SHADE) OVER

GEOTEXTILE FABRIC

INLET CHANNEL

FLOW

' T

L W

ARTICULATING CONCRETE BLOCK;

INSTALL ACROSS TOP OF GRADE

STABILIZATION STRUCTURE W/ 0.1%

SLOPE AND CONTINUE DOWN SLOPES

UPSTREAM & DOWNSTREAM (SEE

DETAILS ON SHEET C304)

R ev is io ns B y

D at e

BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

CAD FILE:

U se rs \w aj oh ns on

\D uc ks U nl im ite d

In co rp or at ed

\I ow a

D oc um en ts \I ow a\

3D P ro je ct s\

-3

-2

C R

P R O

\P O

C A H

O N

S M

N E\

C 3D

_D R A W

\P O

C O

H O

M O

E C

A N

.d w g, /1 3/

W ill ia m A

Jo hn so n, S

I N

A N

N on e

R ev is io n S he et

G R

A N

C R

N A L

M A N

B O

V A R D

B U

A N

3-w w w .d uc ks

.o rg

U C

R E, I N

T, B

A N

R A P

A N

C A H

O N

S C

O U

POCOHONTAS - MOLINE C101 SITE

PLAN

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C201

IOWA DOT CLASS E

RIPRAP @ 2' THICK

(DARKER SHADE)

OVER GEOTEXTILE

FABRIC.

IOWA DOT CLASS E

RIPRAP @ 1.5' THICK

IOWA DOT CLASS E

RIPRAP @ 1.5' THICK

OVER GEOTEXTILE

FABRIC

IA DOT CLASS E

RIPRAP @ 1.5' THICK OVER

GEOTEXTILE FABRIC

1210.0

1208.0

PROPOSED GRADE BREAK

TRANSITION SIDE

SLOPE OF CHANNEL

FROM 4:1 TO 3:1

APPROXIMATE LOCATION OF CREEK

"MEANDER"; CREEK "MEANDER" SHALL

BE FILLED/GRADED TO PROVIDE

DESIGN GRADES OF STRUCTURE AND

ADJACENT GRADING AS SHOWN.

NOTE:

ALL RIPRAP SHALL BE PLACED OVER

NON-WOVEN GEOTEXTILE FABRIC.

EXISTING SPOIL TO

BE REMOVED

N O

T F

O R

C O

N S

T R

U C

-2

A .S

S U

O R P

A .S

R A P

-1 -2

N O

C E:

C O

N S

U C

O N

E S A

S T

H E

S O

N S

Y O

E C O

A C

D U

C K S U

S H

N O

T A S S U

M E

A N

Y R

R T

H E

S A

E W

O R K P

R M

R S O

N S E

N G

A G

N T

H E

W O

R K

R B Y

U C

R O

F O

S O

N S O

N -S

M A

L, D

A N

D I

R M

O N

I S T

H E

O F

D U

C K S U

I T

M A Y

N O

T B E

U S

O R R

R O

D U

F O

R A

N Y

S E

H O

U T

R W

C O

N S

T O

F A N

A U

T O

F D

U C K S U

D U

C K S U

M A K

N O

R W

A R R A N

F A N

Y K

D R

A R D

T H

L, D

A N

D I

R M

O N

B U

T N

O T

T O

E A C C U

R A C Y

O F

M A

L, D

A N

D I

R M

O N

O R I

A B

R A

N Y

U S E

O F

M A

L, D

A N

D I

R M

O N

I S

A T

U S

S S

B Y

U S

G A

N Y

O F

M A

L, D

A N

D I

R M

O N

A G

S T

H A T

D U

C K S U

O T

O R T

R U

S E

O F

M A

L, D

A N

D I

R M

O N

O R T

H E

S T

S A

O N

O F

F O

R A

N Y

R S O

U N

S S T

A R E

A C

N G

U N

T H

E D

N O

F A L

P R O

S S

N A L

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R

A N

M I

N A

N Y

W A Y.

I F

A N

M B

G T

H E

M P

O F

P R O

S S

N A L

E A

G E

N G

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R S

H A

M P

D O

C U

T A N

D I

N C

D E

N O

O N

B Y"

F O

B Y

R S

R E, T H

E D

O F

S U

C H

O N

A N

D A

C R

N O

E A

O N

O W

FLO

FLOW

FLO

FLOW

-2

A .S

C O

M M

12+50

13+00

13+50

14+00

14+50

0+00

0+50

1+00

1+50

2+00

2+50

3+00

3+50

2+50

3+00

3+50

4+00

4+50

5+00

5+50

6+00

6+50

TOP OF COMPACTED BERM

ELEVATION 1210'; 1210.5' TO

TOP OF TOPSOIL

NORMAL POOL

ELEVATION 1208'EXISTING GRADEGRADE DOWN TO 1207'

ELEVATION

1209.09'

ELEVATION 1207'

6:1

TOP OF COMPACTED BERM

ELEVATION 1210'; 1210.5'

TO TOP OF TOPSOIL

EXISTING GRADE

45' TOTAL WEIR LENGTH

5% SLOPE

PROFILE - GRADE STABILIZATION STRUCTURE AND BERM

PROFILE - GRADE STABILIZATION STRUCTURE ALONG CREEK CENTERLINE

IOWA DOT CLASS E RIPRAP @ 1.5' THICK WITH

NON-WOVEN GEOTEXTILE FABRIC UNDERNEATH

ARTICULATING CONCRETE BLOCK (ACB) ("ARMORFLEX"

CLASS 45 (CLOSED CELL) OR APPROVED EQUAL)

ALONG TOP OF GRADE STABILIZATION STRUCTURE W/

0.1% SLOPE; TOP ELEVATION 1208'

GEOTEXTILE FABRIC

APPROVED BY

MANUFACTURER

IADOT CLASS E RIPRAP

@ 1.5' THICK OVER ACB

EXISTING

CHANNEL

BOTTOM

CLAY CORE TRENCH;

CONTINUE 10' PAST CREEK

COMPACTED CLAY FILL

EXISTING CHANNEL SUBGRADE

10:1

1:1

4:1

TERMINATE ACB

(SEE DETAIL SHEET)

TERMINATE ACB

(SEE DETAIL SHEET)

R ev is io ns B y

D at e

BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

CAD FILE:

U se rs \w aj oh ns on

\D uc ks U nl im ite d

In co rp or at ed

\I ow a

D oc um en ts \I ow a\

3D P ro je ct s\

-3

-2

C R

P R O

\P O

C A H

O N

S M

N E\

C 3D

_D R A W

\P O

C O

H O

M O

E C

A N

.d w g, /1 3/

W ill ia m A

Jo hn so n, S

D P

R O

N on e

R ev is io n S he et

G R

A N

C R

N A L

M A N

B O

V A R D

B U

A N

3-w w w .d uc ks

.o rg

U C

R E, B

N D

P R O

C A H

O N

S C

O U

POCOHONTAS - MOLINE C101 SITE

PLAN

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C202

EXISTING CHANNEL BOTTOM

GRADE STABILIZATION STRUCTURE IN

CREEK; CORE TRENCH OF ENTIRE

SPILLWAY NOT SHOWN FOR CLARITY (SEE

CLAY CORE PROFILE ON SHEET C203)

UPSTREAM TERMINATION OF ARTICULATING CONCRETE BLOCK

DOWNSTREAM TERMINATION OF ARTICULATING CONCRETE BLOCK

IOWA DOT CLASS E

RIPRAP @ 1.5' THICK

4,000 PSI

CONCRETE

ACB MAT @ ELEV.

1208'; ACB TO BE

FINISHED WITH

CRUSHED STONE

4,000 PSI CONCRETE

2 ROWS OF MAT MATERIAL BELOW

GRADELINE (SLOPE IN @ 1:1)

EXISTING GRADE

6" SITE PREP

N.T.S.

2 ROWS OF MAT MATERIAL BELOW

GRADELINE (SLOPE IN @ 1:1)

ARTICULATING CONCRETE BLOCK

(OVER GEOTEXTILE MATERIAL BY

MANUF.) @ ELEV. 1208'; ACB TO BE

BACKFILLED WITH CRUSHED STONE

IOWA DOT CLASS E

RIPRAP @ 1.5'

THICK; RIPRAP TO

EXTEND OVER ACB

EXISTING GRADE

6" SITE PREP.

NON-WOVEN

GEOTEXTILE

FABRIC

GEOTEXTILE

FABRIC BY MANUF.

6" SITE PREPARATION

1200'

1205'

1210'

1215'

1195'

1205'

1210'

PROFILE - TYPICAL WETLAND GRADING

CONTRACTOR SHALL PROVIDE GRADING, AS

NECESSARY, TO PREVENT PONDING WATER

ON BACKSIDE OF BERM

N O

T F

O R

C O

N S

T R

U C

-2

A .S

S U

O R P

A .S

R A P

-1 -2

N O

C E:

C O

N S

U C

O N

E S A

S T

H E

S O

N S

Y O

E C O

A C

D U

C K S U

S H

N O

T A S S U

M E

A N

Y R

R T

H E

S A

E W

O R K P

R M

R S O

N S E

N G

A G

N T

H E

W O

R K

R B Y

U C

R O

F O

S O

N S O

N -S

M A

L, D

A N

D I

R M

O N

I S T

H E

O F

D U

C K S U

I T

M A Y

N O

T B E

U S

O R R

R O

D U

F O

R A

N Y

S E

H O

U T

R W

C O

N S

T O

F A N

A U

T O

F D

U C K S U

D U

C K S U

M A K

N O

R W

A R R A N

F A N

Y K

D R

A R D

T H

L, D

A N

D I

R M

O N

B U

T N

O T

T O

E A C C U

R A C Y

O F

M A

L, D

A N

D I

R M

O N

O R I

A B

R A

N Y

U S E

O F

M A

L, D

A N

D I

R M

O N

I S

A T

U S

S S

B Y

U S

G A

N Y

O F

M A

L, D

A N

D I

R M

O N

A G

S T

H A T

D U

C K S U

O T

O R T

R U

S E

O F

M A

L, D

A N

D I

R M

O N

O R T

H E

S T

S A

O N

O F

F O

R A

N Y

R S O

U N

S S T

A R E

A C

N G

U N

T H

E D

N O

F A L

P R O

S S

N A L

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R

A N

M I

N A

N Y

W A Y.

I F

A N

M B

G T

H E

M P

O F

P R O

S S

N A L

E A

G E

N G

A R C H

T, L

A N

D S C A

A R C H

T O

R L

A N

D S

U R V

O R S

H A

M P

D O

C U

T A N

D I

N C

D E

N O

O N

B Y"

F O

B Y

R S

R E, T H

E D

O F

S U

C H

O N

A N

D A

C R

N O

E A

O N

-2

A .S

C O

M M

0+00

0+50

1+00

1+50

2+00

2+50

3+00

3+50

4+00

4+50

5+00

5+50

6+00

6+50

7+00

7+50

8+00

8+50

9+00

9+50

10+00

10+50

11+00

11+50

12+00

12+50

13+00

13+50

14+00

14+50

15+00

15+50

16+00

16+50

17+00

17+50

17+63

0.30%

2.38% 0.71% 0.30%0.30%

0+00

0+50

1+00

1+50

2+00

.5 2+50

3+00

3+50

4+00

4+50

5+00

5+50

6+00

6+50

7+00

7+50

8+00

8+50

9+00

9+50

10+00

10+50

11+00

11+50

12+00

12+50

13+00

13+50

14+00

14+50

15+00

15+50

16+00

16+50

17+00

17+50 18+0018+15

1170.00

1180.00

1190.00

1200.00

1210.00

1220.00

1230.00

1170.00

1180.00

1190.00

1200.00

1210.00

1220.00

1230.00

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.000.00-10.00-20.00-30.00-40.00-50.00-60.00-70.00

2.50'

6.00'

R ev is io ns B y

D at e

BIOLOGIST:

DRAWN BY:

SURVEYED BY:

PROJECT NUMBER:

DATE:

CAD FILE:

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POCOHONTAS - MOLINE C101 SITE

PLAN

A.S.

IDALS

M.S.

1-15-24

US-IA-340-3

GLARO-340-3-C203

PROFILE - BERM AND CORE TRENCH

5:1 VERTICAL EXAGGERATION

PROFILE - 10"Ø DUAL-WALL PIPE

5:1 VERTICAL EXAGGERATION

GRAPHIC SCALE

1 inch = feet

0 24060 12030

EXISTING GRADE EXISTING GRADE EXISTING GRADECLAY CORE CLAY CORE; TOP ELEV. 1208.0'

CLAY CORE; TOP ELEV. 1208.0'; (CLAY CORE REDUCES TO

APPROXIMATELY 1' DEPTH FROM STA. 13+50 TO 17+00)

TOP OF SPILLWAY 1208.0'

TOP OF COMPACTED BERM 1210.0';

1210.5' TO TOP OF TOPSOIL

TOP OF COMPACTED BERM 1210.0';

1210.5' TO TOP OF TOPSOIL

TOP OF COMPACTED BERM 1210.0'

NOTE:

THE BOTTOM OF THE CLAY CORE TRENCH WAS DESIGNED 2'

BELOW THE PRE-EXISTING GRADE THAT IS APPARENT PRIOR

TO SPOIL PLACEMENT FROM THE NEARBY DRAINAGE DITCH.

CONTRACTOR SHALL REMOVE TOPSOIL, SPOIL MATERIAL,

AND EXCAVATE DOWN TO BOTTOM OF CORE TRENCH

ELEVATION AS SHOWN PRIOR TO BUILDING BACK CLAY

CORE.

EXISTING GRADE

10"Ø DUAL-WALL PIPE

BEGIN (CAP END); INV.

ELEV. 1210.16'

EXTEND CLAY CORE 10' PAST CREEK BOTTOM

N O

T F

O R

C O

N S

T R

U C

PROFILE - RIPRAP TOE TYPICAL

1:1 VERTICAL EXAGGERATION

PROFILE - RIPRAP TOE ENLARGED

1:1 VERTICAL EXAGGERATION

RIPRAP TOE - SEE DETAIL

EXISTING GRADE CLASS E RIPRAP

TOE; SLOPE 2H:1V

1" CLEAN ROCK BASE

SLOPE AS NEEDED TO

BE STABLE ENOUGH

FOR ROCK PLACEMENT

-2

A .S

S U

O R P

A .S

R A P

SOUTH LIZARD CREEK BOTTOM

NOTE:

SEE SITE PLAN FOR LOCATION OF RIPRAP TOE DETAIL. RIPRAP TOE DETAIL

SHALL BE IMPLEMENTED FOR APPROXIMATELY 200 FEET IN LENGTH, AS

SHOWN ON THE SITE PLAN AND AS STAKED IN THE FIELD BY THE ENGINEER.

STAKES MAY BE ADJUSTED IN THE FIELD BY THE ENGINEER FROM PLANS TO

ACCOMMODATE ANY DISCREPANCIES IN CHANNEL SLOPE.

-1

-2

N O

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U C

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A C

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N S E

N G

A G

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N -S

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This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Dec 1, 2025.