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Project Manual
Pasanen Farms
2024 Waste Storage
October 2024
Compiled by:
Auth Consulting & Associates, Inc. (AC/a)
406 Technology Drive E, Suite A
Menomonie, WI 54751
715-232-8490 ph
715-232-8492 fx
A C/a
Project Manual – Waste Storage
Pasanen Farms October 2024
Distribution List
No of Copies Sent To
1 Scott Pasanen
Pasanen Farms
9421 West Pasanen Road
Exeland, WI 54835
1
(digital)
Wisconsin Department of Natural Resources
101 S Webster Street
PO Box 7921
Madison, WI 53703
1
(digital)
Sawyer County Zoning and Conservation
10610 Main Street, Suite 49
Hayward, WI 54843
715-634-8288
1
(digital)
Cody Overgard
NRCS
Weather Ridge Road
Chippewa Falls, WI 54729
1 AC/a, Inc. File 575-004
Project Manual – Waste Storage
Pasanen Farms October 2024
Table of Contents
Executive Summary
Figures
Figure 1-Site Location Map
Figure 2-USGS Map
Figure 3-Wetland Map
Figure 4-Soils Map
Figure 5-Overall Site Plan
Figure 6-Floodplain Plan
Attachments
Attachment A-Operation and Maintenance Plan
Attachment B-Calculations
Attachment C-Soil Logs
Attachment D-Construction Inspection Plan
Attachment E-NRCS Construction Specifications
002-Excavation
003-Earthfill
004-Concrete
004-WS-Embedded or Expansive Waterstop
010-Fence
204-Earthfill for Waste Storage Facilities
Plan Sheets
Sheet C1.0-Title Sheet/Location Map
Sheet C2.0-Construction Notes
Sheet C3.0-Overall Site Plan
Sheet C3.1-Site Plan
Sheet C4.0-Grading & Erosion Control Plan
Sheet C5.0-C5.1-Plan & Profile
Sheet C6.0-C6.1-Details
Sheet C7.0-Erosion Control Details
These documents are to be utilized in conjunction with the Pasanen Farms-
2024 Waste Storage Plan Set, RELEASED FOR REVIEW. 10/1/2024
Executive Summary
Project Manual – Waste Storage
Pasanen Farms October 2024
Executive Summary
Background
This project manual is intended to describe the proposed waste storage facility (WSF) at
Pasanen Farms. Pasanen Farms is located immediately west of the intersection of
Kenyon Creek Road and West Pasanen Road, in the Town of Meadowbrook, Sawyer
County, Wisconsin as shown on Figure 1,” Site Location Map”. The mailing address of
the site is 9421 West Pasanen Road, Exeland, Wisconsin. The farmstead covers about
20 acres in Section 18 in the Town of Meadow Brook (T37N, R6W) with most of the
existing farmstead located south of Pasanen Road except for the Heifer barn which is
located north of Pasanen Road. The farmstead is bounded by the Brunet River to the
south.
The facility is an operating dairy farm. Currently the operation has about 1200 cows,
700 heifers and 300 calves. The farm intends to expand to 2200 cows with young
animals raised offsite. The expansion will include construction of a new freestall barn,
parlor, and waste storage facility. Pasanen Farms will use vacuum trucks to remove
animal waste from the new barn and transfer to existing waste storage facility (WSF2).
Surface water from the production site drains to the Brunet River as indicated by
contours on the attached site plan. Soils at the production site consist of sandy loam.
Soil borings at the site consistently encountered 1 to 2 feet of silty sand over sand with
some gravel and silty sand layers. The site is considered a sensitive environmental site
because soil below the proposed WSF does not have necessary fines to provide a sub-
liner. The water elevation in the Brunet River was measured at about 1173. The
groundwater elevation at the location of WSF4 is expected to be slightly higher in sandy
soils. Soil investigation encountered saturation at about 1177 which appears to be the
groundwater elevation at the time of soil investigation. Seeps that were encountered at
higher elevations in half of the soil borings are presumed to be perched water based on
inconsistent elevations and presence of unsaturated soil below the seep. The floor
elevation of the waste storage facility has been set to maintain 2 feet above perched
water. Bedrock was not encountered in borings extending to an elevation of about 1175.
This project manual details the design considerations, construction requirements, and
anticipated operating conditions for a new waste storage facility (WSF4) located at the
southwest portion of the farmstead. WSF4 will have a bottom-to-top volume of 8.8
million gallons and will have a concrete liner (ACI 350).
Management & Site Assessment
Farm: Pasanen Farm Owner/Operator: Scott Pasanen
Assessment By: David McDaniel Date: 12/3/2024
Location: NW1/4 of SE 1/4, Section 18 , Township 37N , Range 6W
Township: Meadowbrook County: Sawyer County
1. Sketch the site and add photos and/or maps as needed:
See construction plans
2. Consider the following items and describe or add to sketch:
a. Buildings – locations and elevations – See construction plans
b. Roads, lanes – See construction plans
c. Property lines – See construction plans
d. Setbacks – See construction plans
e. Wells – See construction plans
f. Surface channels – See construction plans
g. Drain tile – none reported by owner
h. Floodplains or flood prone areas – see floodplain map on Figure 6. Sawyer County has
indicated that the dam failure analysis for the Price Dam has a floodplain elevation of
1185.83 at the bridge on Pasanen Road, which is located about ½ mile upstream from
the site. Floodplain elevation at the project site is expected to be lower than 1185.83.
the proposed WSF is located above the 1186 contour elevation. Top of the WSF is 1207
so design protects from inundation. Bottom elevation of the WSF is 1191 with required
separation of 2 ft to water so design protects from unusually high water table following
dam failure from 100 yr storm event.
i. Utilities, overhead or underground – none at construction site
j. Easements – no easements
k. Wetlands – See construction plans & wetland maps
l. Cultural resources – will be completed with stormwater permit application
3. Test pit information:
(See test pit logs – Attachment C in Project Manual)
4. Karst Features – describe any within 1,000 feet:
There are no karst features.
5. Type(s) of storage facility being considered:
ACI350 concrete with waterstop lined waste storage facility.
6. Borrow description:
Fill will come from within the footprint of waste storage facility.
7. Failure Impacts:
Potential for failure of the structure are minimized with berm and concrete liner.
Management Assessment
Farm: Pasanen Farm Owner/Operator: Scott Pasanen
Assessment By: David McDaniel Date: 12/3/2024
Location: NW1/4 of SE 1/4, Section 18 , Township 37N , Range 6W
Township: Meadowbrook County: Sawyer County
1. Animal Units Calculation:
2200 hd x 1.4 AU/hd = 3080 AU
2. Land Base Available for Waste Utilization:
See Nutrient Management Plan
3. Intent/Purpose Statement of Practice Implementation:
Construction of a WSF to provide waste storage for manure and wastewater from 2200 hd of
adult dairy cows plus precipiatation
4. Waste Volume Estimates:
See Waste Storage Calculations (Attached)
5. Storage Method:
☐ Concrete Tank ☒ ACI 350 Concrete Lined Impoundment
☐ Concrete Slab and Walls ☐ Other: ___________________________
☐ In Place Earth Impoundment
6. Liner Options and Preferences:
ACI 350 Concrete with PVC waterstop.
7. Waste Transfer Methods:
A tractor mounted pump will be used to transfer waste from an existing waste storage facility
through temporary hoses.
8. Method to Empty Waste Storage Facility:
From May through November, a tractor mounted pump will be used to transfer waste through
draglines to equipment in the surrounding fields for land application according to their nutrient
management plan.
9. Access Needs to Transfer System and/or Waste Storage Facility (Cleaning, emptying, ramps,
etc.):
The facility has a ramp at the NW corner to allow access for solid removal.
10. Safety Issues (Tanks, ramps, fences, ventilation, etc.):
a. Animal and human safety (entry, equipment contact, ventilation, etc.) The WSF will have
a safety fence and warning signs to reduce potential risks.
b. Structural failure (secondary containment, fencing, gating, etc.) Structure failure unlikely
due to berm construction methods. Berm surface will be protected from erosion by
concrete liner on the inside and vegetation on the outside slope
11. Labor and Equipment Needs Regarding the Transfer and Removal of Manure:
Existing staff, and equipment will be utilized during removal of waste, just as it is done when the
large waste storage facility is emptied.
12. Odor, Aesthetics, Animal Health:
The odor, aesthetics and animal health are typical for a farm of this size.
13. Future Plans, Expansion Considerations:
The new barn can be expanded to the west but there are no currently plans schedule for
expansion beyond the expansion to be completed in 2025.
Figures
Figure 1-Site Location Map
Figure 2-USGS Map
Figure 3-Wetland Map
Figure 4-Soils Map
Figure 5-Overall Site Plan
FIGURE 1-SITE LOCATION MAP
DISCLAIMER: The information shown on these maps has been obtained from various
sources, and are of varying age, reliability and resolution. These maps are not intended to be
used for navigation, nor are these maps an authoritative source of information about legal land
ownership or public access. No warranty, expressed or implied, is made regarding accuracy,
applicability for a particular use, completeness, or legality of the information depicted on this
map. For more information, see the DNR Legal Notices web page: http://dnr.wi.gov/legal/47,520
1.5
1:NAD_1983_HARN_Wisconsin_TM
Miles1.50.75
Notes
Legend
0
Municipality
State Boundaries
County Boundaries
Major Roads
Interstate Highway
State Highway
US Highway
County and Local Roads
County HWY
Local Road
Railroads
Tribal Lands
Rivers and Streams
Intermittent Streams
Lakes and Open water
FIGURE 2-USGS MAP
DISCLAIMER: The information shown on these maps has been obtained from various
sources, and are of varying age, reliability and resolution. These maps are not intended to be
used for navigation, nor are these maps an authoritative source of information about legal land
ownership or public access. No warranty, expressed or implied, is made regarding accuracy,
applicability for a particular use, completeness, or legality of the information depicted on this
map. For more information, see the DNR Legal Notices web page: http://dnr.wi.gov/legal/3,960
0.1
1:NAD_1983_HARN_Wisconsin_TM
Miles0.10.06
Notes
Legend
0
Municipality
State Boundaries
County Boundaries
Major Roads
Interstate Highway
State Highway
US Highway
County and Local Roads
County HWY
Local Road
Railroads
Tribal Lands
Railroads
Rivers and Streams
Intermittent Streams
Lakes and Open water
FIGURE 3-WETLAND INDICATOR MAP
DISCLAIMER: The information shown on these maps has been obtained from various
sources, and are of varying age, reliability and resolution. These maps are not intended to be
used for navigation, nor are these maps an authoritative source of information about legal land
ownership or public access. No warranty, expressed or implied, is made regarding accuracy,
applicability for a particular use, completeness, or legality of the information depicted on this
map. For more information, see the DNR Legal Notices web page: http://dnr.wi.gov/legal/1,980
0.1
1:NAD_1983_HARN_Wisconsin_TM
Miles0.10.03
Notes
Legend
0
Wetland Indicators
Ponds/Open Water
Lake Class Areas
Riverine/ditch Class Areas
Wetland Class Areas
Wetland Class Points
Dammed pond
Excavated pond
Filled/drained wetland
Wetland too small to delineate
Filled excavated pond
Filled Points
Wetland Class Areas
Filled Areas
Wetland Identifications and
Confirmations
NRCS Wetspots
Railroads
FIGURE 4-NRCS SOILS MAP
DISCLAIMER: The information shown on these maps has been obtained from various
sources, and are of varying age, reliability and resolution. These maps are not intended to be
used for navigation, nor are these maps an authoritative source of information about legal land
ownership or public access. No warranty, expressed or implied, is made regarding accuracy,
applicability for a particular use, completeness, or legality of the information depicted on this
map. For more information, see the DNR Legal Notices web page: http://dnr.wi.gov/legal/1,980
0.1
1:NAD_1983_HARN_Wisconsin_TM
Miles0.10.03
Notes
Legend
0
NRCS Wisconsin Soils
Soil Mapping Unit
Water
Railroads
PROPOSED WSF4
(275'x350')
PARLOR
BARN UNDER
CONSTRUCTION
EXISTING
WSF2
EXISTING
WSF3
WSF1
EXISTING
FEED
STORAGE
EXISTING
FEED
STORAGE
EXISTING
BARN (B1)
EXISTING
BARN
(B7)
EXIST
BARN
(B2)
EXISTING
BARN
(B6)
EXISTING
SHED (B3)
W PASANEN ROAD
W PASANEN ROAD
EXISTING WELL
EXISTING WELL
EXISTING WELL
EXISTING WELLS
WETLAND
INDICATOR SOILS
WETLAND
INDICATOR SOILS
EX. RUNOFF
COLLECTION
TANK
SS1
(B4)
(B5)
330
23
0
24
0
170
EX. 6IN
SDR21
PROPOSED
COLLECTION TANK
30 X 100 X 8 DEEP
EXISTING DROP
STRUCTURE (WT1)
275'
35
0
'
FIGURE 6-FLOODPLAIN MAP
DISCLAIMER: The information shown on these maps has been obtained from various
sources, and are of varying age, reliability and resolution. These maps are not intended to be
used for navigation, nor are these maps an authoritative source of information about legal land
ownership or public access. No warranty, expressed or implied, is made regarding accuracy,
applicability for a particular use, completeness, or legality of the information depicted on this
map. For more information, see the DNR Legal Notices web page: http://dnr.wi.gov/legal/7,920
0.3
1:NAD_1983_HARN_Wisconsin_TM
Miles0.30.13
Notes
Legend
0
2D Water Surface Elevation
Grid
High : 937.629
Low : 853.184
Dams
Dam
FERC and FERC Exempt Dam
Cranberry Dam
Removed Dam
Structure not on Waterway
<all other values>
Levees
Geomarks
Floodplain Analysis Lines
Case by Case Analysis for
Development in Floodplain
Dam Failure Analysis
Encroachment Analysis
Flood Insurance Study
Flood Storage Analysis
Floodplain Study (Locally
Funded)
Hydrology/Hydraulics developed
at a Dam
<all other values>
Floodplain Analysis
Catchments
Floodplain Analysis Points
Case by Case Analysis for
Development in Floodplain
Dam Failure Analysis
Encroachment Analysis
Flood Insurance Study
Flood Storage Analysis
Floodplain Study (Locally
Funded)
Hydrology/Hydraulics developed
at a Dam
<all other values>
Record Flood Levels
FERC Project Area
Boundaries
Floodplain Storage
Cross Sections
Attachment A
Operation and Maintenance Plan
Operation and Maintenance Plan Page 1 of 4
Operation and Maintenance Plan
Pasanen Farm
2024 Waste Storage
1.0 Contact Information
Location: NW ¼, SE1/4, Section 18, T37N, R6W
Town of Meadowbrook
Sawyer County, Wisconsin
Contact: Scott Pasanen
Pasanen Farm
9421 Pasanen Road
Exeland, WI 54735
Plan Prepared by: Auth Consulting/associates, Inc. (AC/a, Inc.)
406 Technology Drive East, Suite A
Menomonie, Wisconsin 54751-2768
David McDaniel, P.E.
715-232-8490
2.0 Background
This plan defines the procedures for operations and maintenance of the overall system
as assumed during the design process. The following provides a general description of
the system operation procedures assumed in the design process:
• Construction of a 8.8-million-gallon concrete lined (ACI-350) waste storage
facility.
3.0 Design Conditions
This project has been designed to meet design requirements specified in the
NRCS Standards listed below.
Operation and Maintenance Plan Page 2 of 4
Table 1-Design Standards
Responsible
Number Conservation Practice Standard Agency or
Discipline
313 Waste Storage Facility (October 2017) NRCS-ENG
342 Critical Area Planting (January 2018) NRCS-ENG
382 Fence (January 2014) NRCS-ENG
522 Pond Sealing or Lining, Concrete (June 2021) NRCS-ENG
3.1 Waste Storage
The waste storage facility is designed to meet NRCS standards 313 and
522. The liner will be liquid tight concrete meeting Table 3, Column A of
NRCS 522.
Calculations below show available waste storage volume and estimated
waste volumes with the addition of the proposed waste storage facility.
Calculations indicate the operation will have about 7-months of storage for
2200 head of adult cows. The maximum operating level marker on the
new storage facility shall be placed at elevation 1207.5 (1209-1-.5).
Table 2-Total Annual Liquid Waste Volume
Liquids Collected/Stored Annual Gallons
Manure and Bedding 16,517,710
Parlor Wastewater 4,683,315
Feed Storage Leachate 299,200
Feed Storage Runoff Collected * 3,178,920
Feedlot Runoff* 71,526
Net Precipitation on Storage Surface(s) ** 2,817,216
TOTAL: 26,189,277
Table 3-Liquid Waste Storage Capacity
Waste
Storage
Total Vol.
from Settled
Top to
Bottom
-Solids
Storage
-25-yr, 24-
hr Precip.
on Storage
25-yr, 24-
hr
Collected
Runoff ***
-
Freeboard
Vol.
Max.
Operating
Level
(MOL) Vol.
#1 293,216 0 15,608 9,556 36,652 231,401
#2 2,334,097 170,544 128,249 528,749 289,793 1,216,762
#3 6,433,791 0 243,670 0 554,642 5,635,479
#4 ` 0 305,114 0 702,192 7,755,297
Total MOL Vol: 15,039,609
Days of Storage: 210
Meets Days of Storage Criteria: YES
Operation and Maintenance Plan Page 3 of 4
4.0 System Operation and Maintenance
The following operation and maintenance procedures must be followed to ensure safe
and proper operation of the waste storage facilities over the life of this facility.
4.1 Waste Storage
• Waste will be pumped to WSF4 from the existing waste storage facilities
using temporary hoses.
• Maintain necessary safety features including proper fencing, warning signs,
stop blocks, guardrails, covers and similar items.
• Settled solids or debris on concrete surfaces shall be scraped and removed to
maintain design conditions.
• Waste storage structure shall be completely emptied in November to provide
storage through the end of the April and meet CAFO permit requirements.
• Do not fill above the maximum operating level (MOL) as marked. If liquid level
reaches the MOL the landowner will pump material from the structure to
maintain an operating level below the MOL.
• Eradicate or otherwise remove all rodents or burrowing animals and repair
damage caused by their activity.
• Inspect the concrete ANNUALLY for any signs of spalls or cracking. Repair
cracks, spalls and weathered or eroded areas to restore concrete to original
design conditions.
5.0 Emergency Response Plan
Clean up manure spills promptly and spread manure according to your 590 plan. If the
manure storage facility begins to overflow, clean up the overflow and implement the
contingency plan immediately (see below). Contact the local Land Conservation District
and the local WDNR office Spill Hotline (1-800-943-0003) for any additional technical
assistance that might be needed for implementation of this operation and maintenance
plan for the structure.
5.1 Contingency Plan in the Event of a Spill
5.1.1 Manure spill on farmstead
5.1.1.1 Contain spills by all means possible including blocking
culverts, excavating or berming temporary storage
locations and grading diversions to direct to temporary
containment areas.
5.1.1.2 Prevent manure spill from entering road ditches or
otherwise leaving the site.
5.1.1.3 Pump or load manure into approved structure or land
Operation and Maintenance Plan Page 4 of 4
apply manure and contaminated soils
5.1.2 Manure spill on road
5.1.2.1 Contain spills by blocking culverts or grading berms and
diversions
5.1.2.2 Pump or load manure into approved structure or land
apply manure and contaminated soils
5.1.2.3 Contain the spill in the road ditch before it can enter
surface water.
5.2 Report the Spill
• WDNR has a 24-hour toll free number for reporting spillis:800-943-0003
Signature: Scott Pasanen Date
Attachment B
Calculations
Waste Production Date: 4/5/2024
Milking Cows (1,400 lbs average)
Head 1833 head
Manure (2.5 cu.ft./cow)=33,592 gal./day
Bedding (0.3 cu.ft./cow)=4,113 gal./day
Dry Cows (1,400 lbs average)
Head 367 head
Manure (2.5 cu.ft./cow)=6,726 gal./day
Bedding (0.3 cu.ft./cow)=824 gal./day
Heifer (1,000 lbs average)
Head 0
Manure (1.9 cu.ft./cow)=0 gal./day
Bedding (0.1 cu.ft./cow)=0 gal./day
Heifer (600 lbs average)
Head 13-15mo 0
Manure (1.1 cu.ft./cow)=0 gal./day
Bedding (0.1 cu.ft./cow)=0 gal./day
Heifer (600 lbs average)
Head 9-12mo 0
Manure (1.0 cu.ft./cow)=0 gal./day
Bedding (0.1 cu.ft./cow)=0 gal./day
Heifer (400 lbs average)
Head 5-8mo 0
Manure (.8 cu.ft./cow)=0 gal./day
Bedding (0.1 cu.ft./cow)=0 gal./day
Steers (1,000 lbs average)
Head 200-1500 lb 0
Manure (1.9 cu.ft./cow)=0 gal./day
Bedding (0.2 cu.ft./cow)=0 gal./day
Calf (200 lbs average)
Head 0
Manure (.4 cu.ft./cow)=0 gal./day
Bedding (0.1 cu.ft./cow)=0 gal./day
Waste Water for Operations =12,831 gal./day
Total Daily Waste Production 58,085 gal./day
21,201,025 gal./year
Volume of Waste to Storage
Animal Waste + Bedding 45,254 gal./day
Waste Water 12,831 gal./day
Total Daily Production 58,085 gal./day
Notes:
*Runoff = drainage area x runoff during storage duration
Projected Animal Numbers & Waste Production
*Net Precipitation = surface area of lagoon(s) x net precipitation during storage duration
*Leachate collection is calculated to be 120% of that amount collected during the maximum 30
Project Name:Pasanen Farm County:SAWYER
Computed by :DAM Date:4/5/2024
Checked by:0 Date:
8 feet deep by 70 feet long by 70 feet wide
39,200 cf
Total Bottom to Top Capacity 293,216 gallons
Required Storage for Precipitation
Surface Runoff
Area (SF) Area (SF)
25yr,24hr Precip 5.11 in 4,900 0 15,608 gallons
6 mo Precip 22.43 in 4,900 0 68,509 gallons
Evaporation 11.49 in 4,900 35,094 gallons
Total Storage Precip 49,022 gallons
Required Volume for Freeboard & Solids
ft3
12 inch Freeboard Volume 4,900 36,652 gallons
12 inch Solids 0 0 gallons
Volume of Unusable Freeboard and Solids Accumulation 36,652 gallons
Available Capacity of Storage Structure
Bottom to Top 293,216 gallons
Volume of Freeboard 36,652 gallons
Volume of 25yr,24hr Precip 15,608 gallons
Volume for Precip and Runoff 33,414 gallons
Volume for Accumulated Solids 0 gallons
Available Volume for Dairy Waste 207,542 gallons
Waste Storage Facility 1 - Dimensions and Capacity
Project Name:Pasanen Farm County:SAWYER
Computed by :DAM Date:4/5/2024
Checked by:0 Date:
10 feet deep by 240 feet long by 170 feet wide
312,045 cf
Total Bottom to Top Capacity 2,334,097 gallons
Required Storage for Precipitation
Surface Runoff
Area (SF) Area (SF)
25yr,24hr Precip 5.11 in 40,264 0 128,249 gallons
6 mo Precip 22.43 in 40,264 0 562,939 gallons
Evaporation 11.49 in 40,264 288,371 gallons
Total Storage Precip 402,816 gallons
Required Volume for Freeboard & Solids
ft3
12 inch Freeboard Volume 38,742 289,793 gallons
12 inch Solids 22,800 170,544 gallons
Volume of Unusable Freeboard and Solids Accumulation 460,337 gallons
Available Capacity of Storage Structure
Bottom to Top 2,334,097 gallons
Volume of Freeboard 289,793 gallons
Volume of 25yr,24hr Precip 128,249 gallons
Volume for Precip and Runoff 274,568 gallons
Volume for Accumulated Solids 170,544 gallons
Available Volume for Dairy Waste 1,470,944 gallons
Waste Storage Facility 2 - Dimensions and Capacity
Project Name:Pasanen Farm County:SAWYER
Computed by :DAM Date:4/5/2024
Checked by:0 Date:
16 feet deep by 330 feet long by 230 feet wide
860,133 cf
Total Bottom to Top Capacity 6,433,791 gallons
Required Storage for Precipitation
Surface Runoff
Area (SF) Area (SF)
25yr,24hr Precip 5.11 in 76,500 0 243,670 gallons
6 mo Precip 22.43 in 76,500 0 1,069,575 gallons
Evaporation 11.49 in 76,500 547,901 gallons
Total Storage Precip 765,344 gallons
Required Volume for Freeboard & Solids
ft3
12 inch Freeboard Volume 74,150 554,642 gallons
12 inch Solids 0 0 gallons
Volume of Unusable Freeboard and Solids Accumulation 554,642 gallons
Available Capacity of Storage Structure
Bottom to Top 6,433,791 gallons
Volume of Freeboard 554,642 gallons
Volume of 25yr,24hr Precip 243,670 gallons
Volume for Precip and Runoff 521,674 gallons
Volume for Accumulated Solids 0 gallons
Available Volume for Dairy Waste 5,113,805 gallons
Waste Storage Facility 3 - Dimensions and Capacity
Project Name:Pasanen Farm County:SAWYER
Computed by :DAM Date:4/5/2024
Checked by:0 Date:
18 feet deep by 350 feet long by 275 feet wide
1,171,471 cf
Total Bottom to Top Capacity 8,762,603 gallons
Required Storage for Precipitation
Surface Runoff
Area (SF) Area (SF)
25yr,24hr Precip 5.11 in 95,790 0 305,114 gallons
6 mo Precip 22.43 in 95,790 0 1,339,275 gallons
Evaporation 11.49 in 95,790 686,058 gallons
Total Storage Precip 958,331 gallons
Required Volume for Freeboard & Solids
ft3
12 inch Freeboard Volume 93,876 702,192 gallons
12 inch Solids 0 0 gallons
Volume of Unusable Freeboard and Solids Accumulation 702,192 gallons
Available Capacity of Storage Structure
Bottom to Top 8,762,603 gallons
Volume of Freeboard 702,192 gallons
Volume of 25yr,24hr Precip 305,114 gallons
Volume for Precip and Runoff 653,218 gallons
Volume for Accumulated Solids 0 gallons
Available Volume for Dairy Waste 7,102,080 gallons
Waste Storage Facility 4 - Dimensions and Capacity
Pasanen Farm :Permittee Name # of A.U.'s:3080 Dsn by:DAM Date:6/10/2025
Liquids Collected/Stored Annual Gallons
Waste Storage
Total Vol. from
Settled Top to
Bottom
-Solids
Storage
-25-yr, 24-hr
Precip. on Storage
25-yr, 24-hr
Collected Runoff
*** -Freeboard Vol.
Max. Operating
Level (MOL) Vol.
Manure and Bedding 16,517,710 #1 293,216 0 15,608 0 36,652 240,956
Parlor Wastewater 4,496,800 #2 2,334,097 170,544 128,249 337,635 289,793 1,407,876
Feed Storage Leachate 299,200 #3 6,433,791 0 243,670 0 554,642 5,635,479
Feed Storage Runoff Collected *1,986,825 Future #4 8,762,603 0 305,114 0 702,192 7,755,297
Feedlot Runoff*71,526 #5 0 0 0 0 0
Net Precipitation on Storage Surface(s) **2,817,216 #6 0
Stacking Pad Runoff Collected*0 Total MOL Vol: 15,039,609
Offsite Waste Days of Storage:210
Other Meets Days of Storage Criteria:YES
Other
Other
Other
Other
TOTAL: 26,189,277
Total Annual Liquid Waste from Hauling Logs #DIV/0!
1 Total Annual Volume Source (1=NRCS Table Values; 2=Hauling Log Values)
Jan. 2018
*** 25-yr Collected Runoff Volumes can be calculated in the NRCS "Waste Storage Design" spreadsheet 25-yr Runoff section.
* Collected Runoff Volumes can be calculated in the NRCS "Waste Storage Design" spreadsheet Monthly Runoff Section. Set the Days of Storage to 365.
** Net Precipitation on Storage Surface depth can be calculated in the NRCS "Waste Storage Design" spreadsheet and then multiplied by the storage top area to get the net annual precipitation volume. Set
http://www.nrcs.usda.gov/wps/portal/nrcs/detail/wi/technical/engineering/?cid=nrcs142p2_025422
Est. 2026 Liquid Waste Storage Volume Calculation Worksheet - 2200 adult +complete collection from feedpad
Total Annual Liqud Waste Volume (NRCS Table Values) Total Liquid Waste Storage Capacity (gallons)
NOTE 1: The volumes above can be calculated in the NRCS "Waste Storage Design" spreadsheet downloaded from the Wisconsin NRCS Engineering Resources website below.
NOTE 2: The NRCS "Waste Storage Design" spreadsheet can be used to calculate the days of storage as well, however it is designed to be used with only one waste storage facility. Calculations for net
NOTE 3: Formula for days of storage: (Total Storage Capacity/Annual Liquid Waste Generation)*365 = Days of storage
gal/day Annual Gal. Animal Breakdown:
Manure and Bedding 45,254 16,517,710 1760 Milk Cows 2.5 cf/hd/day Manure 0.3 cf/hd/day bedding
440 Dry Cows 2.5 cf/hd/day Manure 0.3 cf/hd/day bedding
0 Heifers 1.9 cf/hd/day Manure 0.1 cf/hd/day bedding
0 Heifers 1.1 cf/hd/day Manure 0.1 cf/hd/day bedding
0 Heifers 1.0 cf/hd/day Manure 0.1 cf/hd/day bedding
0 Heifers 0.8 cf/hd/day Manure 0.1 cf/hd/day bedding
0 Steers 1.9 cf/hd/day Manure 0.2 cf/hd/day bedding
0 Calves 0.4 cf/hd/day Manure 0.1 cf/hd/day bedding
Parlor Wastewater 12,320 4,496,800 7 Gal/MilkCow/Day
Tons Annual Gal.Calculation:
Feed Storage Leachate 80,000 299,200
Area (SF)
Feed Storage Runoff Collected 100,000 1,986,825
Area (SF) Annual Gal.Calculation:
Feed Lot Runoff Collected 3,600 71,526
Net Precip on Storage Surfaces Area (SF)Misc Area (SF) Misc Area
Description
Precipitation
(gal)
0 0 0
Waste Storage Facility 2 40,264 6,000 943,278
Waste Storage Facility 3 76,500 0 1,559,776
Waste Storage Facility 4 95,790 1,953,085
Total=
Area (SF) Annual Gal.Calculation:
Stacking Pad Runoff Collected 0 0
25yr, 24hr Collected Runoff Area (SF)Area Description 25yr, 24hr Vol
(Gal)Calculation:
0 0
0 0
0 0
0 0
Waste Storage Facility 2 106,000 runoff area 337,635
0 0
0 0
0 0
Note: From Avg Annual Vol of Runoff Spreadsheet (FeedRunoff)
=(000sf x (25yr24hr/12)) x 7.48
2,817,216
Evaporation (gal)
0
738,602
Net (gal)
0
1,214,483
=(000sf x (25yr24hr/12)) x 7.48
=(000sf x (25yr24hr/12)) x 7.48
=(106,000sf x (25yr24hr/12)) x 7.48
Parlor Wastewater:
=80,000 tons x 0.50 ton leachate/ton feed x 7.48
Note: From Avg Annual Vol of Runoff Spreadsheet (FeedlotRunoff)
=(000sf x (25yr24hr/12)) x 7.48
=(000sf x (25yr24hr/12)) x 7.48
632,820
589,863 969,913
310,457
=(000sf x (32.71/12)) x 7.48
=(000sf x (25yr24hr/12)) x 7.48
=(000sf x (25yr24hr/12)) x 7.48
Mean Number of Days per Year that Precip. Exceeds 0.01 inches =125
Annual Precipitation=32.71 inches
Feed Storage Area=160,000 square feet
Runoff You Want to Collect=6.50 inches
Runoff Curve Number (RCN)=98
Annual Volume of Runoff Collected=31.87 inches
Annual Volume of Runoff Collected=424,989 cubic feet
Annual Volume of Runoff Collected=3,178,920 gallons
# of Collected
Rainfall Cumulative Cumulative Events Cumulative Runoff (Collected Runoff per
Event, % Less # of per Precipitation, Runoff, per Event, Event) x (# of Events)
inches Than Events Category inches inches inches inches
0.00 0 0.00 0.0000 0.00 0.00 0.00 0.00
0.02 18.64 23.30 23.3000 6.10 0.00 0.00 0.00
0.04 26.92 33.65 10.3500 8.81 0.00 0.00 0.00
0.06 32.76 40.95 7.3000 10.72 0.00 0.00 0.01
0.08 38.20 47.75 6.8000 12.50 0.01 0.01 0.04
0.10 41.92 52.40 4.6500 13.71 0.01 0.01 0.06
0.12 45.24 56.55 4.1500 14.80 0.02 0.02 0.09
0.14 47.76 59.70 3.1500 15.62 0.03 0.03 0.10
0.16 50.44 63.05 3.3500 16.50 0.04 0.04 0.15
0.18 52.52 65.65 2.6000 17.18 0.06 0.06 0.15
0.20 53.96 67.45 1.8000 17.65 0.07 0.07 0.13
0.22 56.68 70.85 3.4000 18.54 0.08 0.08 0.28
0.24 58.32 72.90 2.0500 19.08 0.10 0.10 0.20
0.26 60.00 75.00 2.1000 19.63 0.11 0.11 0.24
0.28 61.68 77.10 2.1000 20.18 0.13 0.13 0.27
0.30 64.68 80.85 3.7500 21.16 0.15 0.15 0.54
0.32 66.52 83.15 2.3000 21.76 0.16 0.16 0.37
0.34 67.92 84.90 1.7500 22.22 0.18 0.18 0.31
0.36 69.32 86.65 1.7500 22.67 0.19 0.19 0.34
0.38 70.80 88.50 1.8500 23.16 0.21 0.21 0.39
Average Annual Volume of Runoff Collected from Feed Storage Areas
RCN = 98
Slab Thickness Design by PCA in Concrete Floors on Ground (2001)Ver -10/20/09
CLIENT:Pasanen COUNTY: DATE:
DSN BY:DAM CHK BY: __________________ DATE:________
COMMENTS:WSF floor design-based on front end loader
Equipment Weight
Weight of Equipment (Empty) 36900 lbs AASHTO Highway Axel Loads (pounds)
H-10 H-15 H-20 H-25
Maximum Load 9000 lbs
Total Weight 45900 lbs
Load per Axel
Axel 1 27400 lbs
Axel 2 18500 lbs
Axel 3 lbs
Total 45900
The design will be based on a 27,400 lb load
Tires Specifications
Tire Width 20.5 inch Typical range of 13 to 20 inches.
Tire Air Pressure 65 psi
Effective Contact Area per Tire 210.8 in2
Tire Contact Length 10.28 inch
Center to Center Tire Spacing, S 88 inch
Concrete
Concrete Compressive Strength 4000 psi
MOR, Modulus of Rupture 569.2 psi
Factor of Safety 1.5
Allowable Stress 379.5 psi
Stress per 1,000 lb. of Axel Load 13.8 psi
Subgrade
USCS Classification SP Unified Soil Classification System, ASTM D-2487
Modulus of Subgrade Reaction -k 200 psi per inch Based on Fig. 3.3 of ACI 360-R-06
California Bearing Ratio - CBR 10 Based on Fig. 3.3 of ACI 360-R-06
Use the following results in the PCA design chart for axles with single wheels:
Stress per 1,000 lb. of Axel Load 13.8 psi
Effective Contact Area 210.8 in2
Center to Center Tire Spacing 88 inch
Modulus of Subgrade Reaction -k 200 psi per inch (lb/in3)
Common factors of safety are 1.7 to 2.0 for moving wheel loads in
high traffic areas and 1.5 for lesser travelled areas.
Dual Tires have an effective contact area greater than the actual
contact area of the two individual tires. A conservative estimate of
this effective contact area can be made using the contact area of the
two tires and the area between the contact area. If it is not known
whether the vehicle will have dual wheels or what the wheel spacings
are, then a single equivalent wheel load and contact area can be
used conservatively (ACI 360R-06, Section 4.2)
Farm equipment tire pressures vary greatly, typically from 20 to 100
psi. Pneumatic non-steel-cord tire pressures range from 50 to 100
psi. Steel-cord tire pressures range from 90 to 130 psi.
SAWYER
Max. Axle
Load 16,000 24,000 32,000 40,000
Large farm equipment such as front-end loaders and
manure spreaders are often equivalent to an H-15 axel
load.
Slab Thickness 6 inch
Attachment C
Soil Logs
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
8
.
0
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
7
.
0
SM
silty
sand --- --- --- 80 20 NP 7.5YR4/4 m Firm granular
3 2.0 - 13.0 11
8
6
.
0
SP Sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
13 - 16 11
8
3
.
0
SP Sand 5 5 85 5 NP 7.5YR4/4 m fim granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1199.0
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Test Pit #: TP11 Landscape Position:
Depth
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
8
.
1
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 1.5 11
9
7
.
6
SM
silty
sand --- --- --- 80 20 NP 7.5YR4/4 m Firm granular
3 1.5 - 13.0 11
8
6
.
1
SP Sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 13.0 - 16.0 11
8
3
.
1
SP Sand 10 10 75 5 NP 7.5YR4/4 m fim granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP12 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1199.1
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
5
.
3
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
4
.
3
SM
silty
sand --- --- --- 80 20 NP 7.5YR4/4 m Firm granular
3 2.0 - 9.0 11
8
7
.
3
SP Sand --- --- --- 95 5 NP 7.5YR4/4 m fim granular
4 9.0 - 10.0 11
8
6
.
3
SP Sand 5 5 85 5 NP 7.5YR4/4 m firm granular
5 10.0 - 15.0 11
8
1
.
3
SM
silty
sand 5 5 50 40 NP 5YR3/4 m fim granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP13 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 9
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1196.3
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
8
8
.
3
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
8
7
.
3
SM
silty
sand --- --- 30 60 10 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 6.0 11
8
3
.
3
SP Sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 6.0 - 12.0 11
7
7
.
3
SM
silty
sand 5 5 50 40 NP 5YR3/4 m-vm firm granular
5 12.0 - 14.0 11
7
5
.
3
SP sand --- --- 90 10 NP 5YR3/4 sat fim granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP14 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 6, saturation at 12
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1189.3
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
6
.
5
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
5
.
5
SM
silty
sand --- --- 5 65 30 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 7.0 11
9
0
.
5
SP sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 7.0 - 8.0 11
8
9
.
5
GP
gravel
wSand --- --- 50 45 5 NP 5YR3/4 m firm granular
well rounded gravel
with sand
5 8.0 - 14.0 11
8
3
.
5
SM
silty
sand --- 10 20 40 30 NP 5YR3/4 m-vm soft granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP15 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 9.5
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1197.5
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
8
.
9
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
7
.
9
SM
silty
sand --- --- 5 65 30 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 8.0 11
9
1
.
9
SP sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 8.0 - 9.5 11
9
0
.
4
GP
gravel
wSand --- --- 50 45 5 NP 5YR3/4 m firm granular
well rounded gravel
with sand
5 9.5 - 16.0 11
8
3
.
9
SM
silty
sand --- 10 20 40 30 NP 5YR3/4 m-vm soft granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP16 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 11
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1199.9
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
9
.
0
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
8
.
0
SM
silty
sand --- --- --- 80 20 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 6.0 11
9
4
.
0
SP sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 6.0 - 7.0 11
9
3
.
0
SP-GP
gravel
wSand --- --- 35 60 5 NP 5YR3/4 m firm granular
well rounded gravel
with sand
5 7.0 - 15.0 11
8
5
.
0
SP sand --- --- 5 90 5 NP 5YR3/4 m-vm soft granular
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP17 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 11
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1200.0
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 2.0 11
9
4
.
8
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 2.0 - 4.5 11
9
2
.
3
SP-GP
gravelly
sand --- --- 45 50 5 NP 7.5YR4/4 m Firm granular with rounded gravel
3 4.5 - 15.0 11
8
1
.
8
SP sand --- --- 5 90 5 NP 7.5YR3/4 m fim granular
4
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP18 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1196.8
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
8
9
.
6
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 4.0 11
8
6
.
6
SP-GP
gravelly
sand --- --- 45 50 5 NP 7.5YR4/4 m Firm granular with rounded gravel
3 4.0 - 12.0 11
7
8
.
6
SP sand --- --- 5 90 5 NP 7.5YR3/4 m fim granular
4
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP19 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1190.6
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
4
.
4
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
3
.
4
SM
silty
sand --- --- 5 75 20 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 13.0 11
8
2
.
4
SP sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 13.0 - 12.0 11
8
3
.
4
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP20 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1195.4
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
9
4
.
5
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
9
3
.
5
SM
silty
sand --- --- 5 75 20 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 13.0 11
8
2
.
5
SP sand --- --- 5 90 5 NP 7.5YR4/4 m fim granular
4 13.0 - 12.0 11
8
3
.
5
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP21 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1195.5
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.5 11
9
0
.
4
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.5 - 13.0 11
7
8
.
9
SP sand --- 5 30 60 5 NP 7.5YR4/4 m Firm granular with rounded gravel
3 13.0 -11
9
1
.
9
4 0.0 - 12.0 11
7
9
.
9
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP22 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: none
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1191.9
DAM
Hor.El
e
v
a
t
i
o
n
Symbol
(i.e.-ML)
Name
(silt)
% B
>12"
% C
<12"
% G
<3"
% S
<1/4"
Fines
P200 PI
Dominant
Color & %
Redox/Mottles
Color & % Moisture Consistency Structure Comments
Sample
#
1 0 - 1.0 11
8
2
.
9
SM
silty
sand --- --- --- 75 25 NP 7.5YR3/3 m soft granular
2 1.0 - 2.0 11
8
1
.
9
SM
silty
sand --- 5 30 60 5 NP 7.5YR4/4 m Firm granular with rounded gravel
3 2.0 - 7.0 11
7
6
.
9
SP Sand --- 5 20 70 5 NP 7.5YR4/4 m fim granular
4 7.0 - 12.0 11
7
1
.
9
SM
silty
sand 5 15 50 30 NP 5YR4/4 m-vm fim granular very moist at 9
5
ML-silt Non dry Soft Stratified
CL-clay Slightly moist Firm Laminated
SM-Sandy silt Low very moist Hard Fissured
SC-Sandy clay Medium wet Very Hard Blocky
SP-sand poorly graded High Sticky Prismatic
SW-sand well graded Plastic Lensed
GP-gravel poorly graded Massive
GW-gravel well graded
O-organic
Notes:
Test Pit #: TP23 Landscape Position:
Depth
County: Sawyer Depth to Bedrock: none
Logged By: Karst Features w/in 1000': none
Landowner: Pasanen Obs Water Depth: seep at 5
Soil Investigation Log
Date: 6/14/2024 Surface Elevation: 1183.9
Attachment D
Construction Inspection Plan
Construction Inspection Plan Page 1 of 7
Construction Inspection Plan
Pasanen Farm
2024 Waste Storage
1.0 Contact Information
Location: NW ¼, SE1/4, Section 18, T37N, R6W
Town of Meadowbrook
Sawyer County, Wisconsin
Contact: Scott Pasanen
Pasanen Farm
9421 Pasanen Road
Exeland, WI 54735
Plan Prepared by: Auth Consulting/associates, Inc. (AC/a, Inc.)
406 Technology Drive East, Suite A
Menomonie, Wisconsin 54751-2768
David McDaniel, P.E.
715-232-8490
2.0 Background
This construction inspection plan together with the attached drawings and specifications
sets forth the requirements for the installation of the concrete lined waste storage facility
at Pasanen Farm. The project shall be constructed at the locations and to the lines and
grades as shown on the enclosed drawings. The project includes the following
components
• Construction of a 8.8-million-gallon concrete lined (ACI-350) waste storage
facility.
3.0 Responsibilities
3.1 Owner/Operator
The owner/operator is the official spokesman for this project.
Responsibilities include plan review and acceptance. He is also
responsible to obtain all permits, provide site access and ensure
construction is in accordance with the requirements as set forth in the
plans. The owner/operator is financially responsible and is the sole person
Construction Inspection Plan Page 2 of 7
who can authorize any changes during construction that incur financial
obligations.
3.2 Engineer
The engineer (AC/a) has authority to observe construction and make
necessary tests to document that work is in compliance with the
construction plan. The engineer reviews proposed construction changes
and assists owner/operator in evaluating proposed changes prior to
owner/operator approval. The engineer maintains a job diary and prepares
as-built drawings upon completion for submittal to regulatory personnel
upon completion of construction.
3.3 Contractor
The contractor has a contractual agreement with the owner/operator for
completion of the project. The contractor shall not make changes to the
construction plan without owner/operator approval. The contractor shall
comply with all applicable permits and conduct the work in a safe manner.
The contractor shall notify AC/a personnel of upcoming construction
activities that require inspection.
4.0 Construction Specifications
Construction specifications provide the minimum acceptable quality of work and
materials for the project. The specifications may also reference a commercial standard
such as the American Society of Testing Materials (ASTM) which identifies industry
standard materials. If a conflict arises between the drawings and specifications, the
specification governs the work and/or material.
The following specifications are referenced as part of this plan.
Table 1-NRCS Construction Specifications
Responsible
Number Construction Specification Agency or
Discipline
002 Excavation (May 2018) NRCS-ENG
003 Earth fill (May 2020) NRCS-ENG
004 Concrete (Aug 2023) NRCS-ENG
004-WS Embedded or Expansive Waterstop (Nov 2022) NRCS-ENG
010 Fences (Nov 2022) NRCS-ENG
204 Earthfill for Waste Storage Facilities (Sep 2018) NRCS-ENG
Construction Inspection Plan Page 3 of 7
5.0 Documentation of Construction
The DNR requires that a Construction Documentation Report be submitted by the
project engineer to the department upon completion of construction. The report shall
indicate that the structure(s) have been constructed according to NRCS Technical
Standards and identify field modifications to the approved plans. AC/a will document
activities at the construction site with photographs and field notes. Critical points during
construction and required documentation are identified below.
Significant changes to plans or quantities shall be approved by County, State and
Federal agencies (e.g. NRCS) involved with the project prior to making field
modifications to the plans.
Date and initial all documentation and keep in construction file.
PRECONSTRUCTION MEETING
Establish pre-construction conference and notify all participants. (Owner, AC/a, ,
any county and federal agencies (e.g. NRCS) involved with project.
Review plans, specifications, and inspection plan. Address questions. Discuss
anticipated schedules. Records names of individuals and company present.
Inspection services are to be provided under the direct supervision of the Project
Engineer.
Provide photo documentation throughout the construction process.
EARTHWORK
Inspect final grade of proposed waste storage facility. Sub-grade should be free
of frost and water. Contact engineer if soils differ from soil investigation
information. See plans for finished grade elevations.
EARTH FILL
Document method of fill placement. Lift thickness, number of passes, and
equipment used to compact lift. Document method of compaction.
Construction Inspection Plan Page 4 of 7
Document grades to verify location and elevations.
CONCRETE
Inspect subgrade prior to placement of concrete.
Verify concrete materials/mix meets Spec. 4 and attach material documentation.
Reinforcing Steel. Verify steel grade as shown in plans (Grade 60). Free of
loose rust, oil, grease, paint, or other deleterious matter. Document markings or
save tags.
Curing compound. White pigmented meet ASTM C 309 Type 2. Document
material specs.
Hydrophilic Sealant. Verify meets Wisconsin Construction Specification 004-WS.
Document material specs.
PVC Waterstop. Verify meets Wisconsin Construction Specification 004-WS.
Greenstreak 717 or equivalent.
Concrete shall not be placed until the subgrade, forms, and steel have been
inspected and approved.
Construction Inspection Plan Page 5 of 7
Check delivery ticket to verify correct mix is delivered to the site.
Check concrete delivery tickets. Slump shall be between 2” and 5”. Water may
only be added once and at beginning of pour. Verify that maximum gallons of
water are not exceeded.
The concrete shall be discharged as closely as possible to its final position in the
forms. Concrete shall not be dropped more than 5 feet.
Inspector shall be onsite continuously during placement and consolidation of
concrete around embedded waterstop.
Document method of concrete consolidation. Vibrator, hand tamping, or
screeding.
Forms shall not be removed for 24 hours.
Curing compound shall be applied uniformly. Exposed concrete shall be kept
continuously wet until curing compound is applied.
Put a copy of each batch ticket in file. Note water added, slump, and time of final
discharge on ticket. (No more than 1 ½ hours to discharge concrete).
Construction Inspection Plan Page 6 of 7
If the concrete placement occurs during colder weather (< 35°) follow the
procedures listed below as noted in the concrete specification section of the
NRCS Construction Specification 4 “Concrete”.
o The subgrade must be free of frost.
o Concrete thermometers must be on site prior to pouring concrete.
o The Contractor shall furnish the Engineer daily temperature readings
including the following.
Maximum and minimum outside air temperatures.
Maximum and minimum temperatures of the ambient air
temperatures on the surface of the concrete.
o At no time in the first 7 days after the concrete is poured, shall the surface
of the concrete be allowed to fall below 40°.
o At no time in the first 10 days after the concrete is poured, shall the
surface of the concrete be allowed to fall below 32°.
o The curing period may be reduced from 7 cumulative days to 3
consecutive days when Type III cement or approved accelerating
admixture is used.
If the concrete placement occurs during hotter weather, follow the procedures
listed below as noted in the Concrete Placement in Hot Weather section of the
NRCS Construction Specification 4 “Concrete”.
o Hot weather conditions exist at the time of proposed placement when:
The rate of evaporation greater than 0.10 lb./sq.ft./hr. OR
Two or more of the following factors are exceeded:
• Ambient temperature is greater than 80 degrees Fahrenheit
• Relative humidity is less than 60 percent
• Wind velocity (average) is greater than 10 mph
o The time between the introduction of water to the cement and shall not
exceed 45 minutes unless a set-retarding admixture is used.
o Concrete placement shall be suspended when:
The rate of evaporation is greater than 0.25lb./sq.ft./hr. OR
When all of the following factors, as measured at the time of
concrete placement are exceeded:
• Ambient temperature is greater than 80 degrees Fahrenheit
• Relative humidity is less than 40 percent
• Wind velocity (average) is greater than 15 mph
As-built survey will be performed.
CERTIFICATION
Construction Inspection Plan Page 7 of 7
Construction documents, including as-built plans, all supporting documentation
detailed in this inspection plan, and a job diary providing a chronological record
of work performed, shall be submitted to governing regulatory agencies upon
project completion.
Attachment E
NRCS Construction Specifications
WI NRCS Construction Specifications
002-Excavation
003-Earthfill
004-Concrete
004-WS-Embedded or Expansive Waterstop
010-Fence
204-Earthfill for Waste Storage Facilities
NRCS, WI SPECIFICATION - Page 1 of 3 May 2018
Construction Specification
002 Excavation
SCOPE
The work shall consist of the excavation of all materials necessary for the construction of the work.
USE OF EXCAVATED MATERIALS
To the extent that they are needed, all suitable materials removed from the specified excavations shall be
used in the construction of the required earthfill. The suitability of materials for specific purposes will be
determined by the Technician. The Contractor shall not waste or otherwise dispose of suitable excavated
materials.
DISPOSAL OF WASTE MATERIALS
All surplus or unsuitable excavated materials will be designated as waste and shall be disposed of at the
locations shown on the drawings or as approved by the Technician. Waste materials shall not be placed in
wetlands or regulated floodplains.
Material placed in designated waste disposal areas shall be left in a sightly condition and sloped to
provide positive drainage. Compaction of the waste materials will not be required unless specified by the
construction plans.
Waste material excavated from channels may be deposited in leveled spoilbanks or areas adjacent to the
channel work (if permissible). The shape and slopes of the spoilbanks shall be indicated on the drawings
or as approved by the Technician. Spoil piles shall be located a minimum of 12 feet from the top of the
channel side slope.
Spoil piles or disposal areas shall be protected to minimize site erosion and the production of sediment.
Protective measures may include but are not limited to diversions, seeding, mulching, sediment basins,
and silt fences.
SPECIAL REQUIREMENTS FOR STRUCTURE AND TRENCH EXCAVATION
The required dimensions and side slopes of all structure and trench excavations shall be as shown on the
drawings.
Excavation beyond the limits of the specified lines and grades shall be corrected by filling the resulting
voids with approved compacted materials.
Excavation for the installation of pipes shall follow the practices contained in the Occupational Safety and
Health Administration (OSHA) Subpart P, Excavation, of 29 CFR 1926.650, .651 and
.652.
Side slopes shall be excavated or braced to safeguard the work and workers. When bracing or supporting
is required, the width of the excavation shall be adjusted to allow for the space occupied by the sheeting,
bracing, or other supporting installations. The Contractor shall furnish, place, and subsequently remove
such supporting installations.
REMOVAL OF WATER
The Contractor shall construct and maintain all necessary cofferdams, channels, flumes, pumping
equipment, and/or other temporary diversion and protective work for dewatering the various parts of the
work. Foundations, cutoff trenches, and other parts of the work shall be maintained free from water as
required for constructing each part of the work. After having served their purpose, all cofferdams and
other temporary protective works shall be removed or leveled to give a sightly appearance and so as not
to interfere in any way with the operation, usefulness, or stability of the permanent structure.
BORROW EXCAVATION
Natural Resources Conservation Service
When the quantities of suitable materials obtained from specified excavations are insufficient to construct
the specified fill portions of the permanent works, additional materials shall be obtained from the
designated borrow areas.
When shown on the drawings, sediment basins, terraces, diversions, or other measures shall be
constructed to protect the borrow areas from erosion and retain sediment within the borrow area.
The upper six (6) inches of soil shall be stripped from all borrow areas. This stripping shall be performed
immediately prior to use of the borrow material to reduce the time the area is exposed to erosion. For
large borrow areas, only a portion of the area should be stripped at a time. This material shall be
redistributed over the area from which it came after borrow excavation is completed.
The extent of excavation and the selection of materials from the borrow area shall be as directed by the
Technician. On completion of excavation, all borrow areas shall be left in a sightly condition. All borrow
areas shall be graded to blend with existing topography and sloped to prevent ponding and provide
positive drainage.
NRCS, WI May 2018SPECIFICATION - Page 2 of 3
NRCS, WI May 2018SPECIFICATION - Page 3 of 3
Specific Site Requirements
NRCS, WI SPECIFICATION - Page 1 of 5 May 2020
Construction Specification
003 Earthfill
SCOPE
The work consists of the construction of embankments, other earthfills, and earth backfills required by the
drawings and specifications. This specification does not apply to the earthfill required for waste storage
facilities.
Earthfill is composed of natural earth materials that can be placed and compacted by construction
equipment operated in a conventional manner.
Earth backfill is composed of natural earth material placed and compacted in confined spaces or adjacent
to structures (including pipes) by hand tamping, manually directed power tampers or vibrating plates, or
their equivalent.
MATERIALS
All fill materials shall be obtained from required excavations and designated borrow areas. The selection,
blending, routing, and disposition of materials in the various fills shall be subject to approval by the
Technician.
Fill materials shall contain no sod, brush, roots, frozen soil, or other perishable materials. Stones larger
than two-thirds of the uncompacted layer thickness or as otherwise specified in the gradation
requirements in the plans or specifications shall be removed from the materials prior to compaction of the
fill.
FOUNDATION PREPARATION
The foundation area shall be cleared of trees, stumps, roots, brush, rubbish, and stones having a
maximum dimension greater than six (6) inches. Foundations shall be stripped to remove vegetation and
other unsuitable materials or to the depth shown on the drawings, whichever is greater. Topsoil shall be
stripped from the foundation area and stockpiled for use as a top dressing for vegetation establishment
unless otherwise shown on the drawings.
Earth foundations shall be graded to remove surface irregularities and slopes steeper than 1:1.
The foundation surfaces shall be scarified parallel to the centerline of the fill to a minimum depth of 2
inches. The surface materials of the foundation shall be compacted and bonded with the first layer of
earthfill. The moisture content of the scarified materials shall be maintained as specified for the earthfill.
Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal
to the slope and shall be at such a moisture content that the earthfill can be compacted against them to
produce a good bond between the earthfill and the abutments.
Rock foundation and abutment surfaces shall be cleared of all loose material by hand or other effective
means and shall be free of standing water when earthfill is placed upon them. Occasional rock outcrops
in earth foundations for earthfill, except in dams and other structures designed to restrain the movement
of water, shall not require special treatment if they do not interfere with compaction of the foundation and
initial layers of the earthfill or the bond between the foundation and the fill.
Foundation and abutment surfaces shall be no steeper than one horizontal to one vertical unless
otherwise specified. Test pits or other cavities shall be filled with compacted earthfill conforming to the
specifications for the earthfill to be placed upon the foundation.
PLACEMENT
Earthfill shall not be placed until the required excavation and foundation preparation is completed and
inspected and approved by the Technician. Earthfill shall not be placed upon a frozen surface nor shall
snow, ice, or frozen material be incorporated in the earthfill matrix.
Earthfill shall be placed in approximately horizontal layers beginning at the lowest elevation of the
foundation. The thickness of each layer of fill prior to compaction shall be as indicated on the drawings.
Natural Resources Conservation Service
In the absence of this information on the drawings, follow the guidance in Table 1. Materials placed by
dumping in piles or windrows shall be spread uniformly to not more than the specified layer thickness
prior to compaction.
Adjacent to structures, earthfill shall be placed in 4-inch lifts (prior to compaction) in a manner adequate
to prevent damage to the structure and to allow the structure to gradually and uniformly assume the
backfill loads. The height of the earthfill shall be increased at approximately the same rate on all sides of
the structure.
Placement of earthfill adjacent to concrete structures may begin after the concrete has cured for the
minimum time specified in the Concrete specification.
Earthfill in dams, levees, and other structures designed to restrain the movement of water shall be placed
to meet the following additional requirements:
The distribution of materials throughout each zone shall be essentially uniform, and the earthfill 1.
shall be free from lenses, pockets, streaks, or layers of material differing substantially in texture,
moisture content, or gradation from the surrounding material. Zone earthfills shall be constructed
concurrently unless otherwise specified.
The embankment top shall be maintained approximately level during construction with three 2.
exceptions: 1) A crown or cross-slope of about 2 percent shall be maintained to ensure effective
drainage, 2) or as otherwise specified for drainfill, 3) or as otherwise specified for sectional (or
phase) construction as described in (5) below.
Dam embankments shall be constructed in continuous layers from abutment to abutment, except 3.
where openings to facilitate construction or to allow passage of stream flow during construction are
specified.
If the surface of any layer becomes too hard and smooth to achieve a suitable bond with the 4.
succeeding layer, it shall be scarified parallel to the axis of the earthfill to a depth of not less than 2
inches before the next layer is placed.
When sectional (or phase) construction of embankments is authorized, the work shall be 5.
accomplished in the following manner:
Each section of the embankment that is constructed in the first phase shall be so placed that a •
slope not steeper than 3 feet horizontal to 1 foot vertical is maintained at the end of the
embankment section adjacent to the gap in construction or closure section.
Prior to placement of the closure sections, the surfaces of completed earthfills and excavations •
that will be in contact with the closure shall be stripped of all loose material, scarified,
moistened, and recompacted as necessary when the new earthfill is placed against it. This
ensures a good bond with the new earthfill and obtains the specified moisture content and
density at the contact of the inplace and new earthfills.
CONTROL OF MOISTURE CONTENT
During placement and compaction of earthfill or earth backfill, the moisture content shall be as specified
on the drawings or supplemental specifications. If this information is not included on the drawings or
supplemental specifications, the earthfill or earth backfill shall have a moisture content sufficient to insure
the required compaction. When kneaded in the hand, the soil will form a ball which does not readily
separate and will not extrude out of the hand when squeezed tightly. The adequacy of the moisture
content will be determined by the Technician.
Earthfill material or the top surface of the preceding layer of compacted earthfill that becomes too dry to
permit suitable bond shall either be removed or scarified and wetted by sprinkling to an acceptable
moisture content prior to placement of the next layer of earthfill. Uniform moisture distribution shall be
obtained by disking prior to compaction.
Earthfill material that is too wet when deposited or the top surface of the preceding layer of compacted
earthfill becomes too wet shall be either removed or allowed to dry to an acceptable moisture content
before compaction or placing additional layers of earthfill.
NRCS, WI May 2020SPECIFICATION - Page 2 of 5
COMPACTION
The Contractor shall furnish and operate the types and kinds of equipment necessary to compact the
earthfill materials.
Unless otherwise specified on the plans or supplemental specifications, compaction requirements for
each layer of earthfill material are as shown in Table 1 or by an approved equivalent method. The
Technician shall determine the adequacy of compaction. Equipment passes in addition to those shown in
Table 1 may be required.
Each pass shall consist of at least one complete coverage by the wheel, track, or roller over the entire
surface of the earthfill layer in a direction parallel to the main axis of the earthfill.
Earth backfill—Earth backfill adjacent to structures shall be compacted to a density equivalent to that of
the surrounding inplace earth material or to the adjacent required earthfill or earth backfill requirements.
Compaction shall be accomplished by hand tamping or manually directed power tampers, plate vibrators,
walk-behind, miniature, or self-propelled rollers. Unless otherwise specified heavy equipment including
backhoe mounted power tampers or vibrating compactors and manually directed vibrating rollers shall not
be operated within 3 feet of any structure. Towed or self-propelled vibrating rollers shall not be operated
within 5 feet of any structure. Compaction by means of drop weights operating from a crane or hoist is not
permitted.
The passage of heavy equipment will not be allowed:
Over cast-in-place conduits within 14-days after placement of the concrete. •
Over cradled or bedded precast conduits within 7 days after placement of the concrete cradle or •
bedding.
Over any type of conduit until the backfill has been placed above the top surface of the structure to •
a height equal to one-half the clear span width of the structure or pipe or 3 feet, whichever is
greater, except as may be specified on the drawings.
Compacting of earth backfill adjacent to structures shall not be started until the concrete has attained the
specified strength or has attained the curing period as specified in Wisconsin Construction Specification
4Concrete.
REWORKING OR REMOVAL AND REPLACEMENT OF DEFECTIVE EARTHFILL
Earthfill placed at densities lower than the specified minimum density or at moisture contents outside the
specified acceptable range of moisture content or otherwise not conforming to the requirements of the
specifications shall be reworked to meet the requirements or removed and replaced by acceptable
earthfill. The replacement earthfill and the foundation, abutment, and earthfill surfaces upon which it is
placed shall conform to all requirements of this specification for foundation preparation, approval,
placement, moisture control, and compaction.
Table 1. Equipment Compaction Requirements
Equipment Type
Applicable Soils1
Maximum Fill
Height2 (feet)
Layer
Thickness3
(inches)
Minimum
Passes
Sheepsfoot roller
(10,000 lb. min. operating
weight)
ML, MH, CL, CH
or
SM, SC, GM, GC
with
>20% fines
None
9
1
Vibratory tamping roller
(9,000 lb. min. operating weight)
SM, SC, GM, GC None 9 2
NRCS, WI May 2020SPECIFICATION - Page 3 of 5
Equipment Type
Applicable Soils1
Maximum Fill
Height2 (feet)
Layer
Thickness3
(inches)
Minimum
Passes
Rubber-tired scraper or
articulated haul truck (fully
loaded)
GM, GC, SM, SC,
ML, MH, CL, CH
None 9 1
Rubber-tired front end loader
(fully loaded)
GM, GC, SM, SC,
ML, MH, CL, CH
20 6 1
Track-type
crawler
(standard tracks)
30,000 lb. min.
GM, GC, SM, SC,
ML, CL
10**6 2
SP, SW, GP, GW 6**12 4
CL, ML, SC, SM 15##3 2
less than
30,000 lb.
GM, GC, GP, GW,
SM, SC, SP, SW,
ML, CL
6**6 2
Farm tractor (2,400 lb. min.)GM, GC, SM, SC,
ML, MH, CL, CH
15 6 2
Smooth steel drum vibratory
roller (10,000 lb. min.)
SP, SW, GP, GW None**12 2
1Unified Soil Classification System.
2 Measured from the top of the fill to the lowest point along the centerline of the fill.
3 Prior to Compaction.
** The fill shall not have a permanent body of water stored against it.
## This method may only be used for embankments that will not have the potential for a permanent body
of water stored against it that is greater than 1/4 acre in surface area or more than 6 feet deep.
NRCS, WI May 2020SPECIFICATION - Page 4 of 5
NRCS, WI May 2020SPECIFICATION - Page 5 of 5
Specific Site Requirements
NRCS, WI SPECIFICATION - Page 1 of 16 June 2023
Natural Resources Conservation Service
Construction Specification
004 Concrete
A. Scope
The work shall consist of furnishing, forming, placing, consolidating, finishing, and curing concrete with
Portland and Portland-Limestone cement, and the furnishing and placing of reinforcement or other
appurtenances as required on the construction drawings. All materials, test procedures, and admixtures
shall meet the requirements of the latest edition of the applicable ASTM designation.
Failure to meet any requirements contained in this specification may be cause for rejection of the
concrete or delay of placement.
B. Definitions
The following definitions are provided for the purpose of this specification.
1. Batch delivery ticket refers to the form showing the total weights of all the ingredients used to mix
the contents of the rotating drum mixer (total weights of all ingredients on the load) and other job
pertinent information.
2. Consolidating refers to the process of reducing the volume of entrapped air in a fresh cementitious
mixture, usually accomplished by inputting mechanical energy.
3. Construction joints are those joints where two successive placements of concrete meet, through
which reinforcement is continuous and bond is required between the two pours.
4. Control joints often called Contraction joints are joints used in unreinforced and lightly reinforced
slabs-on-ground to minimize random cracking and create straight-line weakened-planes in
concrete. Control joints “control” the cracking location by inducing cracks at predetermined
locations. The locations can be formed or saw cut.
5. Finishing refers to the process of treating surfaces of fresh or recently placed concrete or mortar to
produce desired appearance and service.
6. Firm refers to the condition of the subgrade where it is not significantly displaced or deformed by
foot traffic during construction and is able to properly support reinforcement chairs.
7. Flatwork refers to concrete slabs poured on slopes flatter than 5:1 (Horizontal:Vertical).
8. Form release agent refers to commercially manufactured formwork release agents that prevent
formwork absorption of moisture, prevent bond with concrete, and do not stain the concrete
surfaces.
9. Formed surfaces are those that require a temporary structure or mold for the support of concrete
while it is setting and gaining sufficient strength to be self-supporting, such as walls or poured-in-
place tank lids.
10. Hand tamping refers to the operation of consolidating freshly placed concrete by hand-held
implements.
11. Honeycomb refers to voids left in concrete due to failure of the mortar to effectively fill the spaces
among coarse aggregate particles.
12. Jitterbug refers to a grate tamper for pushing coarse aggregate slightly below the surface of a slab
to facilitate finishing.
13. Liquid-containment concrete refers to concrete applications using specific placement and finishing
techniques, and design features to minimize the loss of liquids.
14. Manufacturer refers to the producer/supplier of the ready-mixed concrete.
NRCS, WI SPECIFICATION - Page 2 of 16 June 2023
15. Mesh roller refers to a finishing tool consisting of a rolling drum attached to a handle, of which the
surface of the drum is made of mesh, sometimes used for rolling over the surface of fresh concrete
to embed coarse aggregate.
16. Rock pocket refers to a porous, mortar-deficient portion of hardened concrete consisting primarily
of coarse aggregate and open voids; caused by leakage of mortar from the form, separation
(segregation) during placement, or insufficient consolidation.
17. Sloped slabs refers to concrete slabs poured on slopes of 5:1 (Horizontal:Vertical) or steeper.
18. Technician refers to an individual trained in specific technical processes, and may include an
engineer, government agency representative, private sector technical service provider, qualified
independent third-party quality assurance inspector, or a similar person that is primarily responsible
for the project quality assurance.
19. Ternary mix is a mixture using three cementitious materials, such as Portland cement, fly ash, and
ground granulated blast-furnace slag (slag).
20. Top bars are horizontal reinforcements placed such that more than 12 inches of fresh concrete is
cast below the reinforcing bar (such as horizontal wall bars).
21. Vibration refers to mechanical energetic agitation of freshly mixed concrete during placement by
mechanical devices, either pneumatic or electric, that create vibratory impulses of moderately high
frequency to assist in consolidating the concrete.
a. Internal vibration employs one or more vibrating elements that can be inserted into the fresh
concrete at selected locations.
b. Surface vibration employs a portable horizontal platform on which a vibrating element is
mounted.
22. Water-cement ratio (w/c) is the ratio of the weight of free water (excluding that absorbed by the
aggregates) to the weight of Portland cement in a concrete mix expressed as a decimal.
23. Water-cementitious material ratio (w/cm) is the ratio of the weight of free water (excluding that
absorbed by the aggregates) to the weight of cementitious material (fly ash, Portland cement, and
slag) in a concrete mix expressed as a decimal.
C. Materials
The Contractor shall provide test data, independent laboratory reports, or other evidence from the
concrete manufacturer showing that all materials meet the requirements of this specification. All materials
proposed for use shall be approved by the Technician.
1. Type I, II, or III Portland cement shall conform to ASTM C 150.
2. Type IS Portland blast-furnace slag cement, Type IP Portland-pozzolan cement, or Type IL
Portland-limestone cement shall conform with ASTM C595. Portland-limestone cement shall have
a limestone content more than 5% but less than or equal to 15% by mass of blended cement as
designated by Type IL(5) to Type IL(10). Moderate sulfate resistance when desired shall be
specified by the suffix Type IL (MS). High sulfate resistance when desired shall be specified by the
suffix Type IL(HS).
3. Fine aggregate shall conform to ASTM C 33 and be composed of clean, uncoated grains of
material. Refer to the fine aggregate gradation table in Section D of this specification.
4. Coarse aggregates shall be gravel or crushed stone conforming to ASTM C 33 and be clean, hard,
durable, and free from clay or coating of any character. Refer to the coarse aggregate gradation
table in Section D of this specification.
5. Water shall be clean and free from injurious amounts of oil, salt, acid, alkali, organic matter, or
other deleterious substances.
6. Air entraining agent shall conform to ASTM C 260.
7. Pozzolan (fly ash) shall conform to ASTM C 618, Class C or F. The loss of ignition shall not exceed
2 percent for Class C and F.
NRCS, WI SPECIFICATION - Page 3 of 16 June 2023
8. Natural pozzolan shall conform to the requirements of ASTM C618, Class N including the optional
requirements of uniformity and effectiveness in controlling ASR. Class N pozzolan for the use in
mitigating Alkali-Silica Reactivity shall have a Calcium Oxide (CaO) content of less than 13 percent
and total equivalent alkali content less than 3 percent.
9. Ground granulated blast furnace (GGBF) slag shall conform to ASTM C 989.
10. Chemical admixtures shall be used in strict compliance with the manufacturer’s recommendations,
conform to ASTM C 494, and may be the following types:
a. Type A - Water-reducing admixtures.
b. Type B - Retarding admixtures.
c. Type C - Accelerating admixtures.
d. Type D - Water-reducing and retarding admixtures.
e. Type E - Water-reducing and accelerating admixtures.
f. Type F - Water-reducing, high range admixtures (superplasticizers).
g. Type G - Water-reducing, high range, and retarding admixtures (superplasticizers).
h. Type S - Specific performance admixtures
• If Type C or E is used, the manufacturer shall provide the Technician a product data sheet
verifying that the product is a non-chloride accelerator.
• If Type S is used the manufacturer shall provide the Technician a report stating the specific
performance characteristic(s) of the admixture and data to substantiate the performance
characteristic(s).
• Calcium chloride or admixtures containing chloride ions other than from impurities in
admixture ingredients shall not be used.
11. Deformed reinforcing bars shall be free from loose rust, oil, grease, paint, or other deleterious
matter. Steel bars for concrete reinforcement shall meet the requirements of ASTM A 615. The
steel shall be deformed Grade 40 or Grade 60 billet-steel bars as noted on the plans.
12. Deformed welded wire reinforcement (WWR) shall conform to the requirements of ASTM A 1064
and shall be furnished in flat sheets and shall be size D4 or larger as indicated on the plans. This
material may only be used for non-structural elements such as slabs on grade. Spacing of welded
intersections shall not exceed 16 inches.
13. Curing compound shall be a liquid membrane-forming compound suitable for spraying on the
concrete surface. The curing compound shall meet the requirements of ASTM C 309, Type 2 (white
pigmented).
14. Glass Fiber Reinforced Polymer (GFRP) bars shall be free from soil, grease, paint, or other
deleterious matter. GFRP bars for concrete reinforcement shall conform to ASTM D7957.
D. Design of the Concrete Mix
No less than seven (7) days prior to the start of concrete placement the Contractor is responsible for
submitting documentation of the proposed design mix to the Technician. The Contractor is responsible for
providing a mix with the minimum required 28-day compressive strength in the construction plan and
meet the following:
1. The water-cement (w/c) or the water-cementitious material (w/cm) ratio shall not exceed 0.45 for all
concrete construction.
2. The water cement (w/c) or the water-cementitious material (w/cm) ratio shall not exceed 0.42 for all
concrete being designed using ACI 350 - Code Requirements for Environmental Engineering Concrete
Structures. This concrete shall also have 28-day compressive strength of 4,500 psi.
3. The cementitious material required shall be a minimum of 564 pounds per cubic yard of concrete.
a. The cementitious material may include a maximum of 25 percent (by weight) of fly ash or a
maximum of 30 percent (by weight) of ground granulated blast-furnace (GGBF) slag. The
remaining cementitious materials shall be Portland cement.
NRCS, WI SPECIFICATION - Page 4 of 16 June 2023
b. Mixes containing both fly ash and GGBF slag shall not exceed 30 percent in combination
(ternary mix) and no more than 25 percent shall be fly ash. The remaining cementitious
materials shall be Portland cement.
4. The air content (by volume) shall be 6 percent of the volume of the concrete.
5. The maximum (not to exceed) slump, with the use of water reducers, shall be 5 inches ± 0.25
inches.
6. The maximum (not to exceed) slump, with the use of superplasticizers, shall be 8 inches ± 0.25
inches.
7. The fine aggregate saturated surface dry weight shall be 30-45 percent of the total saturated
surface dry weight of the combined coarse and fine aggregates. The well-graded fine aggregate
shall conform to the following ASTM C 33 or Wisconsin DOT gradation requirements shown below:
Fine Aggregate Gradation
8. The well graded coarse aggregate shall conform to the following ASTM C 33 gradation
requirements for size number 67 aggregate shown below:
Coarse Aggregate Gradation
NRCS, WI SPECIFICATION - Page 5 of 16 June 2023
E. Mixing
1. Ready-mixed concrete shall be in accordance with ASTM C 94 for ordering (OPTION C, Minimum
Cement Content), batching, mixing, and transporting.
2. Batching Tolerances (maximum w/c or w/cm ratio shall not exceed 0.45):
a. Cementitious Material: The weight of the cementitious material shall be within plus or minus 1
percent (± 1%) of the required weight of the cementitious material.
b. Admixtures: The admixtures shall be within plus or minus 3 percent (± 3%) of the required
weight or volume for each specific admixture.
c. Mixing Water: The water added to the batch, including free water on the aggregates, shall be
measured by weight or volume to an accuracy of 1 percent of the required total mixing water.
Added ice shall be measured by weight.
d. Aggregate: The weight of the fine and coarse aggregate shall be within plus or minus 2 percent
(± 2%) of the required weight.
e. Air: The air content (by volume) shall be 6 ± 1.5 percent of the volume of the concrete at the
location and time of placement.
3. Concrete shall be uniform and thoroughly mixed when delivered to the forms.
4. The water-cement (w/c) ratio or water-cementitious material (w/cm) shall not exceed 0.45 at any
time, including the addition of water at the site.
5. The concrete shall be batched and mixed such that the temperature of the concrete at time of
placement shall not be less than 55 degrees Fahrenheit or, at no time during its production or
transportation more than 90 degrees Fahrenheit.
F. Batch Delivery Ticket Information
1. The Contractor shall obtain from the manufacturer a batch delivery ticket for each load of concrete
before unloading at the site. Any concrete load delivered without a batch delivery ticket containing
all the following information shall not be allowed to be discharged in any part of the construction
project covered under this specification.
2. The following minimum information shall be included on the batch delivery ticket.
a. Job-pertinent information
i. Name of concrete manufacturer and batch plant
ii. Name of purchaser and job location
iii. Date of delivery
iv. Truck number
v. Amount of concrete delivered
vi. Time loaded or time of first mixing of cement and aggregates
b. Ingredients used to mix the batch
i. Mixing water added as free water
ii. Percent moisture, or weight of water contained on the aggregates
iii. Percent absorption, or weight of water absorbed by the aggregates
iv. Type and amount of cementitious materials
v. Type and amount of admixtures
vi. Weights of fine and coarse aggregates
c. The Contractor is responsible for adding the following information:
i. Volume of water added by the receiver of the concrete
ii. Time the concrete arrived at the site
iii. Time the concrete was completely unloaded
3. Upon completion of the concrete placement, copies of all batch delivery tickets shall be provided to
NRCS, WI SPECIFICATION - Page 6 of 16 June 2023
the Technician.
G. Placement of Subgrade, Forms, and Reinforcing Steel
1. Subgrade
a. The site shall be graded to the dimensions and elevations as specified in the construction
plans.
• All surfaces shall be firm and damp prior to placing concrete.
• Concrete shall not be placed on mud, dried earth, uncompacted fill, frozen subgrade, or in
standing water.
• The use of plastic sheeting beneath the concrete is not permitted except for a designed
vapor barrier in an enclosed building.
2. Forms
a. The forms, associated bracing, and stakes shall be substantial, unyielding, and constructed so
that the finished concrete will conform to the specified dimensions and contours.
• Forms shall be mortar tight.
• Forms shall be coated with a form release agent before being set into place.
• Form release agent shall not come in contact with the steel reinforcement, waterstop, or
with hardened concrete against which fresh concrete is to be placed.
• For structures which are to be store liquids, form ties shall be used that permit their
removal to a depth of at least ½ inch.
• Concrete joints shall be placed at locations and be of the type shown on the construction
drawings.
3. Reinforcing Steel and GFRP Bars
Reinforcement shall be accurately placed as shown on the drawings and secured in position in a
manner that will prevent its displacement during the placement of concrete.
a. Tolerances - The following tolerances will be allowed in the placement of reinforcement:
• Where 1½ inches clear distance is shown between reinforcing steel and forms, or
embedded objects, allowable clear distance is 1⅛ to 1½ inches.
• Where 2 inches clear distance is shown between reinforcing steel and forms, allowable
clear distance is 1⅝ to 2 inches.
• Where 3 inches clear distance is shown between reinforcing steel and earth or forms,
allowable clear distance is 2½ to 3 inches. Over-excavation backfilled with concrete shall
not be considered as clear distance.
• The maximum variation from the reinforcing steel spacing shown, shall be 1/12 of the
spacing, without a reduction in the amount of reinforcing steel specified.
• The ends of all reinforcing steel shall be covered with at least 1½ inches of concrete, with
an allowable minimum distance of 1⅛ inches.
b. Reinforcement Support - Holding steel reinforcement in position with temporary supports is not
permitted. Tack welding of bars is not permitted.
• Steel chairs, hangers, spacers; coated steel chairs, hangers, spacers; or plastic chairs,
hangers, spacers may be used as supports. Short sections of GFRP bars inserted into
the ground may be used as supports if they demonstrate an ability to stay rigid and
upright, and hold the grid in a fixed position, under foot traffic and concrete placement.
• Precast concrete chairs may be used as supports providing the chairs are manufactured
from concrete equal in compressive strength to the concrete being placed.
• Reinforcement shall be supported at a minimum as follows:
• Deformed reinforcing bars for flatwork and sloped slabs shall be supported by a
minimum of 1 support chair every 4 feet in each direction. Reinforcement shall not
NRCS, WI SPECIFICATION - Page 7 of 16 June 2023
deflect or sag between supports. Deformed reinforcing bars shall be tied at every other
rebar intersection or as approved by the Technician.
• Deformed welded wire reinforcement (WWR) shall be supported no further than as
indicated in the table below.
• When two layers of deformed reinforcing bars or deformed welded wire reinforcement
are used for wall footings, flatwork and sloped slabs, the bottom layer may be
supported by precast concrete chairs. The upper layer must be supported by metal
chairs, metal spacers, plastic spacers, or rebar with legs tied to the lower mat and
supporting the upper layer of reinforcing bars.
WWR Support
c. When GFRP bars are used, they require adequate stiffness (diameter) or chair support to
prevent deflection into the base material under the weight of poured concrete. Bars need to
maintain a specified vertical location within + ½ inch.
d. Flatwork reinforcement may be driven on prior to placement of supports if both of the following
conditions are met:
• The subgrade is firm so that minimal displacement is made by equipment. If significant
displacement occurs, the steel shall be removed, the subgrade regraded and compacted
before steel and concrete placement.
• The reinforcing steel is not deformed by the equipment. If the steel is deformed, it shall be
replaced before concrete placement.
e. Steel tying to protruding steel from a previous pour or form construction for new concrete that
will be in contact with previously poured concrete shall not be started until the previously
poured concrete has cured a minimum of 12 hours.
f. Reinforcement Splice Lengths and Bend diameters:
• Deformed reinforcing bars
• Bend diameter: 6 bar diameters for #3 through #8 bar sizes and 8 bar diameters for
larger bars. Reinforcing bars shall not be heated to facilitate bending.
• Splice Length for Steel Bars: The minimum splice lengths in the table below are for
concrete designed with a 28-day compressive strength of 3,500 psi. (NRCS standard
wall designs) Other higher concrete design strengths and reinforcement grades require
different splice lengths (typically shorter) in accordance with ACI 318.
• Splice Lengths for GFRP Bars: The minimum splice length shall be specified by
manufacturer.
• Deformed reinforcing bars shall not be spliced by welding. All lap splices shall be
adequately tied together to firmly hold the reinforcement in position to maintain the
proper splice length.
NRCS, WI SPECIFICATION - Page 8 of 16 June 2023
Minimum Splice Lengths Note 1
• Deformed welded wire reinforcement (WWR) - Splice length shall be in accordance with
the requirements of ACI 318-08 or ACI 318-11 Part 12.18. Deformed welded wire
reinforcement shall not be spliced by welding. All lap splices shall be tied to firmly hold the
reinforcement in position to maintain the proper splice length.
H. Delivering, Placing, Consolidating, and Finishing Concrete
1. The Contractor shall notify the Technician of the proposed method of placement, consolidation, and
finishing of the concrete at least seven (7) days prior to the start of concrete placement. The
Contractor shall furnish the Technician a record of daily data including:
a. Ambient temperature
b. Relative humidity
c. Wind velocity
2. General
a. Prior to placement of concrete, the forms and subgrade shall be free of chips, sawdust, debris,
water, ice, snow, extraneous oil, mortar, or other harmful substances or coatings. Any oil on the
reinforcing steel or other surfaces required to be bonded to the concrete shall be removed.
Concrete shall not be placed until the subgrade, forms, waterstop, and steel reinforcement
have been inspected and accepted by the Technician. Any deficiencies shall be corrected
before the concrete is delivered for placement. Forms, reinforcing steel, and subgrade shall be
moistened prior to placing concrete. All reinforcement bars stored at the worksite shall be
stored according to manufacturer recommendations. The bars shall also be stored above the
ground surface on skids or other supports, kept clean and dry. GFRB shall be stored out of
direct sunlight and away from temperatures high enough to soften the polymer.
3. Delivery
a. Concrete shall be delivered to the site and discharged into the forms within 1½ hours after the
introduction of the mixing water to the cement and aggregates, or when a superplasticizer is
used, the manufacturer’s recommended time limit for discharge after addition shall apply. The
1½ hour time may be extended if the concrete is of a slump that it can be placed, consolidated,
and finished without the addition of water to the batch. Upon arrival at the job site, addition of
water will be allowed to adjust the slump, provided such addition does not exceed the water-
cement (w/c) ratio or water-cementitious material ratio (w/cm). Final placement of the batch
shall begin immediately after mixing of the added water is completed.
b. Additional superplasticizer shall not be added to the concrete mix after discharge of the
concrete at the job site has commenced.
4. Placement
a. The slump of the placed concrete shall not exceed the maximum slump of 5 inches ± 0.25
inches with the use of water reducers.
b. The slump of the placed concrete shall not exceed the maximum slump of 8 inches ± 0.25
NRCS, WI SPECIFICATION - Page 9 of 16 June 2023
inches with the use of superplacticizers.
c. Concrete shall be deposited as closely as possible to its final position. Concrete shall be
worked into the corners and angles of the forms and around all reinforcement and embedded
items in a manner to prevent segregation of aggregates. All placement shall be done in a
manner that prevents incorporation of subgrade material into the concrete.
d. Methods for placing concrete on sloped slabs shall only include chutes, pumps, conveyors,
wheelbarrows, or similar means of directly depositing concrete as near as possible to its final
position. Placement of concrete by other methods where concrete is deposited upslope and
flows to its final position downslope (commonly called “lava flow”, “glacial pours”, etc.) shall not
be permitted.
e. Concrete shall not be dropped more than 6 feet vertically unless suitable equipment is used to
prevent segregation. Concrete containing superplasticizer shall not be dropped more than 12
feet vertically and shall not be placed in lifts exceeding 6 feet in depth. Non-superplasticized
concrete shall be placed in forms in horizontal layers not more than 24 inches deep. Each layer
shall be thoroughly consolidated before the next is placed, at a rate such that previously placed
concrete has not yet set when the next layer of concrete is placed upon it.
5. Consolidation
a. All concrete required to be consolidated with internal type mechanical vibrator shall be capable
of transmitting vibration to the concrete at frequencies not less than 8,000 impulses per minute,
unless otherwise specified or approved before placement.
• Vibration shall compact the concrete and bring it into intimate contact with the forms,
reinforcing steel, and other embedded items while removing voids and pockets of
entrapped air. The location, insertion, duration, and removal of the vibrators shall be such
that maximum consolidation of the concrete is achieved without causing segregation of the
mortar and coarse aggregate or causing water or cement paste to flush to the surface.
• Vibration shall be supplemented by spading, rodding, and hand tamping as necessary to
ensure smooth and dense concrete along the form surface, in corners, and around
embedded items. The contractor shall provide a sufficient number of vibrators to properly
consolidate the concrete immediately after it is placed. Placement rate will be restricted if
an inadequate number of vibrators are available.
• The use of vibrators to transport concrete in the forms, slabs or conveying equipment will
not be permitted.
b. Formed Surfaces
• All concrete walls shall be vibrated.
• Immediately after the concrete is placed in the forms, it shall be consolidated by internal
vibration or hand tamping as necessary to insure dense concrete. Vibration shall be
applied to the freshly deposited concrete by rapidly inserting the vibrator and slowly, in an
up and down motion, removing the vibrator at points uniformly spaced at not more than 1.5
times the radius of the area visibly effected by vibration. Generally, this is at 5 to 10
seconds per foot on 14-inch spacings or less. The area visibly effected by the vibrator shall
overlap the adjacent, just vibrated area. The vibrator shall extend vertically into the
previously placed layer of fresh concrete by at least 6 inches at all points. Concrete
supplied with superplasticizer shall be placed with a minimum amount of vibrating and
finishing effort. Vibration shall not be applied directly to the reinforcement steel or the
forms, nor to concrete which has hardened to the degree that it does not become plastic
when vibrated. Each pour shall be consolidated to insure a monolithic bond with the
preceding pour.
c. Slabs and footings
• Immediately after the concrete is placed, it shall be consolidated by hand or mechanical
methods as necessary to insure dense concrete.
NRCS, WI SPECIFICATION - Page 10 of 16 June 2023
• Surface vibrators may be used to consolidate slabs 8 inches and less in thickness. In
thin slabs the internal vibrator(s) should be sloped toward the horizontal to allow
operations in a fully embedded position, but shall not contact the subgrade.
• Slabs and footings more than 8 inches thick shall be consolidated with internal
vibration and may be augmented through use of a surface vibrator.
• Surface vibrators include vibrating screeds, plate or grid vibratory tampers, or vibratory
roller screeds. (Mesh rollers, jitterbugs, and grate tampers are finishing tools and not
consolidation tools.) When the concrete slab is to be consolidated using surface vibration
methods, the contractor shall detail how this work is to be performed in writing to the
technician for review and approval. This report must be submitted no less than 7 calendar
days before placing concrete by this method. It includes equipment selection and
specifications.
6. Finishing
a. All screed support devices shall be removed from the concrete or driven down flush with the
subgrade prior to finishing.
b. All formed concrete surfaces shall be true and even, and shall be free of depressions, holes,
projections, bulges, or other defects in the specified surface finish or alignment. All surface
defects shall be repaired as stated in the “Form Removal” section of this specification.
c. All flatwork and sloped slabs shall be worked to a uniform grade, maintaining the specified
thickness. Concrete shall be worked to minimize segregation and in a manner that does not
adversely affect the structural integrity, durability, or function of the structure. Surfaces shall be
free from rock pockets, or honeycomb areas or other harmful irregularities or defects.
d. Water shall not be sprinkled or added to the surface of the concrete to facilitate finishing. An
additional finish shall be applied if specified in the construction plans.
e. The proposed finished texture (broom, float, mesh roller, trowel, non-slip, etc.) of the concrete
surface shall be approved by the Technician.
f. Evaporation reducer may be used during the finishing operation if approved by the Technician.
Curing of the concrete is still required as per Section K, Curing.
g. If a protective concrete coating is specified on the drawings, the coating manufacturer’s
recommendations for curing and surface preparation shall be followed.
7. Contraction (Control) Joints
a. Control joints shall be the type and locations shown on the drawings.
b. Saw-cutting should be performed before concrete starts to cool, as soon as the concrete
surface is firm enough not to be torn or damaged by the blade, and before random drying-
shrinkage cracks can form in the concrete slab.
c. A 5 ft long cut should be attempted and evaluated for spalling or raveling before the contractor
cuts the entire section of the slab. The saw-cutting can be done shortly after final set, but
timing of the sawing is critical so not to pull up coarse aggregate. If aggregate is pulled up,
delay the saw-cutting.
d. Saw-cut joints shall be one-third the slab thickness and spacing specified on the drawings.
e. New, clean saws fitted with an abrasive or diamond blades are recommended, using one of the
following three types of saws: conventional wet-cut, conventional dry-cut, or early-entry dry-cut.
f. Care should be taken to make sure the early-entry saw does not ride up over hard or large
coarse aggregate and the joints shall be free of mortar and concrete.
I. Construction Joints
1. If the concrete sets during placement to the degree that it will not flow and merge with the
succeeding pour when tamped or vibrated, the Contractor shall discontinue placing concrete and
install a formed construction joint. The Contractor shall be prepared to install unplanned
construction joints in the event that there is an interruption of the pour, equipment breakdown, or
NRCS, WI SPECIFICATION - Page 11 of 16 June 2023
other problem which makes it necessary to stop placement of concrete at locations other than
those previously planned. The reinforcement shall pass through the joint, unless otherwise
indicated on the construction plan. Prior to the succeeding pour, the joint surface shall be cleaned
to remove all unsatisfactory concrete, laitance, coatings, stains, or debris by one of the following
methods:
a. The joint surface shall be cleaned to expose the fine aggregate and sound surface mortar, but
not so deep as to undercut the edges of coarse aggregate. Cleaning shall be by wire brush,
sandblasting, or high pressure air-water cutting after the concrete has gained sufficient
strength to prevent displacement of the coarse aggregate. The joint surface shall be washed to
remove all loose material after cutting.
b. According to methods specified by the person approving the construction plans.
2. The surfaces of all construction joints shall be wetted and standing water removed immediately
prior to placement of the new concrete. The new concrete shall be placed directly on the cleaned
and washed surface. New concrete shall not be placed until the hardened concrete has cured at
least 12 hours. The newly placed concrete shall be consolidated to achieve a good bond with the
previously hardened concrete.
J. Form Removal and Concrete Repair
1. Form Removal
a. Forms shall be removed without damage to the concrete. Supports shall be removed in a
manner that permits the concrete to take the stresses due to its own weight uniformly and
gradually. The minimum period from completion of the concrete placement to the removal of
the forms shall be based on either strength tests or cumulative times.
• The strength of the in-place concrete is determined by testing concrete cylinders
specifically cast for this purpose and cured adjacent to the member in accordance with the
ASTM C 31 methods for determining removal time.
• Unless otherwise specified, forms supporting the weight of the concrete member may be
removed after the concrete strength is 70 percent of that specified for the 28-day
compressive strength.
• Form removal for concrete tank walls between 10 and 20 feet high is allowed after a
curing period of at least 16 hours if approved by the design engineer. Form removal time
must be supported by a site-specific, compression cylinder that is cast, field cured, and
tested to verify strength attainment of at least 600 psi.
• The total accumulated time, not necessarily continuous, that the air adjacent to the
concrete is above 50 degrees Fahrenheit will be determined by the Contractor and
accepted by the Technician. The forms may be removed after the total accumulated time
shown in the following table:
Form Removal
Forms Time
Sides of slabs or beams without waterstop 12 hours
Sides of slabs or beams with waterstop 16 hours
Underside of slabs or beams
Clear Span < 10 feet 4 days
10-20 feet 7 days
> 20 feet 14 days
Sides of Walls or columns
Height of forms < 10 feet 12 hours
10- 20 feet 24 hours
>20 feet 72 hours
b. For structures which are not required to store liquid, form ties shall be removed flush with or
below the concrete surface. For structures which are to be store liquid, form ties shall be
NRCS, WI SPECIFICATION - Page 12 of 16 June 2023
removed to a minimum depth of ½ inch. All cavities or depressions resulting from form tie
removal shall be patched in accordance with J.(2)(d).
c. Forms shall be removed and the concrete inspected by the Technician before walls are
backfilled. Concrete loading shall be in accordance with Section N, Loading New Reinforced
Concrete Structures.
2. Repair of Surface Defects (other than tie holes)
a. Immediately after removal of the forms, concrete which is honeycombed, damaged or
otherwise defective as identified by the Technician shall be repaired or replaced by the
Contractor. All repairs of surface defects shall be completed prior to the application of curing
compound. Repair of surface defects such as honeycombed or otherwise defective concrete
shall be made using bonding grout and site mixed Portland cement mortar or other products
specifically intended to repair surface defects that are applied in accordance with the
manufacturer’s recommendations.
b. Bonding grout and site mixed Portland cement mortar:
• Outline the honeycombed or otherwise defective concrete with a ½ to ¾ inch deep saw cut
and remove such concrete down to sound concrete. When chipping is necessary, leave
chipped edges perpendicular to the surface or slightly undercut. Do not feather edges.
• Dampen the area to be patched plus another 6 inches around the patch area perimeter.
• Prepare bonding grout by mixing approximately one part Portland cement and one part fine
sand with water to the consistency of thick cream.
• Thoroughly brush the bonding grout into the surface. When the bond coat begins to lose
water sheen, apply repair mortar. Repair mortar is made by mixing 1 part Portland cement
to 2½ parts fine sand (approximately finer than the No. 16 sieve size) by damp loose
volume. The mortar shall be at a stiff consistency with no more mixing water than is
necessary for handling and placing. Mix the repair mortar and manipulate the mortar
frequently with a trowel without adding water.
• Thoroughly consolidate the mortar into place and strike off, leaving the patch slightly higher
than the surrounding surface to compensate for shrinkage. Leave the patch undisturbed for
1 hour before finishing. The repair shall be cured as specified Section K, Curing.
c. Repair materials other than site mixed Portland cement:
• Portland cement mortar modified with a latex bonding agent conforming to ASTM C 1059,
Type II.
• Epoxy mortars and epoxy compounds that are moisture-insensitive during application and
after curing and that embody an epoxy binder conforming to ASTM C 881. The type, grade,
and class shall be appropriate for the application as specified in ASTM C 881.
• Nonshrink Portland cement grout conforming to ASTM C 1107.
• Packaged dry concrete repair materials conforming to ASTM C 928.
• Other products specifically intended to repair surface defects that are applied and cured in
accordance with the manufacturer’s recommendations.
NRCS, WI SPECIFICATION - Page 13 of 16 June 2023
d. Repair of Form Tie Holes
• Liquid Containment Concrete Structures – Repair tie holes immediately after formwork
removal and prior to the application of curing compound. All cavities or depressions
resulting from form tie removal shall be patched with commercially available patching
products or site mixed Portland cement repair mortar.
• Site-mixed Portland cement repair mortar
• Repair mortar is made by mixing 1-part cement to 2.5-parts fine sand
(approximately finer than the No. 16 sieve size) by damp loose volume. Mortar
shall be at a stiff consistency with no more mixing water than is necessary for
handling and placing. Mix the repair mortar and manipulate the mortar frequently
with a trowel without adding water. Clean and dampen tie holes before applying
the mortar. Cure in accordance with Section K, Curing.
• Repair materials other than site mixed Portland cement:
• All those materials listed in J.2.(c).
• Other products specifically intended to fill form tie holes for liquid containment
applications that are applied and cured in accordance with the manufacturer’s
recommendations.
K. Curing
1. Concrete shall be cured for a period of at least 7 consecutive days (curing period) after it is placed,
except as stated in Section M. Exposed concrete surfaces shall be kept continually wet during the
entire curing period or until curing compound is applied.
2. Curing compound shall be applied at the rate and with the proper equipment recommended by the
manufacturer. It shall form a uniform, continuous, adherent film that shall not check, crack, or peel
and shall be free from pinholes or other imperfections.
3. Curing compound shall not be used at construction joints or other areas that are to be bonded to
additional concrete. Surfaces subjected to heavy rainfall or running water within 3 hours after the
application of curing compound, or surfaces damaged by subsequent construction operations
during the curing period, shall be recoated in the same manner as the original application.
4. Concrete in feed storage areas shall be allowed to cure or be protected from contact with stored
feed for a minimum of 28 days.
L. Concrete Placement in Hot Weather
1. Hot weather conditions exist at the time of proposed placement when:
a. The rate of evaporation greater than 0.10 lb. /sq. ft. /hr. OR
b. Two or more of the following factors are exceeded:
• Ambient temperature is greater than 80 degrees Fahrenheit
• Relative humidity is less than 60 percent
• Wind velocity (average) is greater than 10 mph
2. Concrete surfaces shall not be allowed to dry after placement and during the curing period.
3. Measures to reduce surface moisture loss and rate of cement hydration must be taken to
immediately protect and cure the concrete due to rapid drying conditions.
a. Plan placement to early morning, late afternoon or evening.
b. Use a set-retarding admixture meeting the requirements in Section C when the time between
the introduction of the mixing water to the cement and aggregates and discharge exceeds 45
minutes. The 45 minute time may be extended if the concrete is of a slump that it can be
placed, consolidated, and finished without the addition of water to the batch.
c. Use a fog spray to raise the relative humidity of the ambient air.
d. Moist cure the concrete surface as soon as the surfaces are finished and continue for at least
24 hours.
NRCS, WI SPECIFICATION - Page 14 of 16 June 2023
e. Use a monomolecular film, or evaporation retarder in accordance with the manufacturers
printed instructions.
4. Concrete placement shall be suspended when:
a. The rate of evaporation is greater than 0.25 lb./sq. ft./hr. OR
b. When all of the following factors, as measured at the time of concrete placement are
exceeded:
• The ambient temperature is greater than 80 degrees Fahrenheit,
• Relative humidity is less than 40 percent, and
• Wind velocity (average) is greater than 15 mph
E = (Tc2.5 - R * Ta2.5) (1+0.4V) x 10-6
where: E = evaporation rate, lb. /sq. ft. /hr.
Tc = concrete temperature, °F
Ta = air temperature, °F
R = percent relative humidity /100 (decimal form 20% = 0.20)
V = wind velocity, mph
5. Wind speeds at reporting station are taken above the ground surface, so V = average reported
wind speeds x 0.66).
M. Concreting in Cold Weather
1. The following provisions shall apply when the minimum air temperature at the local job site is less
than 35 degrees Fahrenheit (the forecasted temperature, which shall be verified with a
maximum/minimum thermometer at the start of the morning job shift).
a. No concrete shall be placed without the required thermometers at the job site.
b. The Contractor shall furnish the Technician a record of daily temperature data including:
• Outside air maximum and minimum temperatures at the local job site, and
• Temperatures, of the air adjacent to the surface of the concrete, at several points along the
concrete surface for all concrete curing periods.
c. When the cement is initially added to the mix, the temperature of the mixing water shall not
exceed 100 degrees Fahrenheit nor shall the temperature of the aggregate exceed 100
degrees Fahrenheit.
d. The temperature of the concrete at the time of placement shall be not less than 55 degrees
Fahrenheit or at no time during its production or transport more than 90 degrees Fahrenheit.
e. Placed concrete may be protected by covering, housing, insulating or heating concrete
structures.
f. The minimum air temperature adjacent to the surface of the concrete shall be maintained
above 40 degrees Fahrenheit for a period of at least 7 accumulated days. These 7 days must
occur during the first 10 days after the concrete is placed. At no time, during the first 10 days
after concrete is placed, shall the minimum air temperature adjacent to the surface of the
concrete be less than 32 degrees Fahrenheit unless Type III cement or an approved
accelerating admixture is used (see Item (g) below).
g. The curing period may be reduced from 7 cumulative days to 3 consecutive days when Type III
cement or an approved accelerating admixture is used. The accelerating admixture shall be
used at the proportions recommended by the manufacturer. The minimum air temperature
adjacent to the surface of the concrete shall be maintained above 40 degrees Fahrenheit for
the 3 day curing period.
h. Combustion heaters shall have exhaust flue gases vented out of the concrete protection
enclosure. The heat from heaters and ducts shall be directed in such a manner as to not
overheat or dry the concrete in localized areas or to dry the exposed concrete surface.
NRCS, WI SPECIFICATION - Page 15 of 16 June 2023
i. At the end of the curing period, the concrete shall be allowed to cool gradually. The maximum
temperature decrease at the concrete surface in a 24-hour period shall not exceed 40 degrees.
N. Loading New Reinforced Concrete Structures
1. Backfill material shall be the type indicated on the drawings and shall be free of large stones or
debris.
2. Compaction within 3 feet of the new structure wall will be by means of small manually directed
tamping or vibrating equipment.
3. Days before backfilling:
a. The age of concrete shall be at least 14 days prior to backfilling for vertical or near-vertical
walls with earth loading on one side only and prior to backfilling for conduits and spillway risers
with inside forms removed.
b. The age of concrete shall be at least 7 days before any load (including backfill) is applied for
walls backfilled on both sides simultaneously and prior to backfilling conduits and spillway
risers with inside forms and bracing in-place.
c. Loads may be applied to new concrete less than the specified days (7 or 14) after placement
when the design strength has been attained and verified through compressive strength testing
on cylinders that have been cured on-site under field conditions.
O. Inspection and Testing
1. The inspection and testing details of this section shall apply when specific concrete tests are
required in the construction drawings or quality assurance plan. This testing does not relieve the
Contractor of the responsibility to perform the work according to this specification. The Technician
shall have free access to the work site and batching to obtain samples.
2. When testing is conducted, the following methods shall be used:
Testing
3. The contractor is responsible for determining who is responsible for testing, and providing results to
all parties.
4. Compressive strength of the concrete shall be considered satisfactory if test results equal or
exceed the 28-day design strength. For each ASTM C 39 strength test, three test specimens shall
be made and cured onsite for 24 hours. The test result shall be the average of the compressive
strength tests of any two of the three test specimens. If one test specimen shows evidence of
improper sampling, molding, or testing, it shall be discarded and the remaining specimens tested.
The strengths of the remaining two specimens shall be averaged, and the result shall then be
considered the compressive strength of the concrete. If more than one specimen shows such
defects, the test is not valid and the remaining specimen shall be discarded.
5. If test results are invalid due to specimen defects, or the in-place concrete that is in question was
not sampled, the in-place concrete may be sampled by coring in accordance with ASTM C 42. For
NRCS, WI SPECIFICATION - Page 16 of 16 June 2023
core tests, at least three representative cores shall be taken from each area of the concrete in
question. If one or more of the cores shows signs of being damaged before testing, it shall be
replaced by a new one.
Specific Site Requirements
NRCS, WI SPECIFICATION - Page 1 of 16 November 2022
Construction Specification
010 Fences
PART I. STANDARD BARBED WIRE FENCE (SBWF)
SCOPE
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part I of this specification applies to standard barbed wire fence (SBWF). The
minimum fence height, number of wires, and wire spacing is shown on the drawings.
MATERIALS
Wire. 1.
Wire shall conform to the requirements of ASTM A 121, Standard Specification for Metallic- Coated
Carbon Steel Barbed Wire with galvanizing meeting ASTM 641, Standard Specificationfor Zinc-
Coated (Galvanized) Carbon Steel Wire.
The wire will be new and consist of 2 twisted strands of 15.5-gauge minimum high tensile wire with
galvanizing. The wire supplied must carry a 20 year supplier’s warranty or documentation from the
supplier that the wire will remain durable for the practice lifespan. The barbs shall be minimum 2
point on 5 inch centers.
Fasteners. 1.
Staples shall be 9-gauge, galvanized steel or heavier. They shall securely attach the wire to a.
wood posts.
Manufacturer’s clips or 14-gauge wire may be used to fasten wires to steel posts. b.
Posts. c.
Wood. i.
All wooden posts and brace members (except red and white cedar, tamarack, osage
orange, black locust, and white oak) shall be treated by a method listed in Table 1, and
ensure that complete penetration of the sapwood is obtained. All bark shall be removed
from the cedar, tamarack, osage orange, black locust, and white oak. At least one-half the
diameter of cedar shall be heartwood. The quality of treated wood shall provide sufficient
strength and last for the expected life of the fence
Unless otherwise specified, minimum preservation retention values shall be as listed in
Table 1.
All corner, end, pull, and gate assembly posts shall be wooden with a minimum top
diameter of 5 inches.
Wooden line posts shall have a minimum 4-inch diameter.
Treatment Method Retention (lbs./ft.3)
Creosote Solution 8.00
Copper Naphthenate 0.055
Pentachlorophenol 0.40
Ammoniacal Copper Arsenate (ACA)0.40
Chromated Copper Arsenate (CCA),
Type A, B, or C
0.40
Micronized Copper Azole (MCA)0.15
Micronized Copper Quaternary
(MCQ)
0.34
Alkaline Copper Quaternary (ACQ or
AC2)
0.40
Natural Resources Conservation Service
NRCS, WI SPECIFICATION - Page 1 of 3 November 2022
Construction Specification
004 Embedded or Expansive Waterstop
SCOPE
The work shall consist of furnishing, welding, placing and installation of embedded waterstop base seal
waterstop, or expansive waterstop as required on the construction drawings. All material shall meet the
requirements of the latest edition of the applicable ASTM designation.
QUALITY CONTROL AND QUALITY ASSURANCE DURING CONCRETE PLACEMENT
The contractor shall provide the technician a construction quality control plan at the pre- construction
conference.
The plan shall detail the requirements for waterstop installation, including as a minimum:
Waterstop placement and welding methods that will be utilized during construction, •
Name, contact information and responsibilities of a quality control (QC) individual providing •
continuous quality control during concrete placement around the embedded waterstop to ensure
proper placement and consolidation.
The quality control person may be an employee of the contractor or the owner of the project, •
without other duties during concrete placement.
Name, contact information and responsibilities of an individual performing continuous quality •
assurance (QA) during concrete placement around the embedded waterstop to ensure proper
placement and consolidation.
The quality assurance individual shall be a person under the direction and control of the •
individual responsible for approving the as-built construction plan.
OR
A qualified consultant hired by the owner to assure and document the installation complies with •
the manufacturer’s recommendations and procedures and this specification. The third party
consultant shall provide documentation to the owner and the Technician.
MATERIALS
The Contractor shall provide evidence from the manufacturer showing that the waterstop materials meet
the requirements of this specification. All materials proposed for use shall be approved by the Technician.
Preformed expansion joint filler shall be commercially available products made of sponge rubber, closed
cell foam, or boards containing bituminous materials. The joint filler shall have a minimum thickness of ½
inch and a width equal to the full cross sectional width of the concrete at the joint.
Embedded waterstops shall be made of polyvinyl chloride (PVC), thermoplastic elastomeric rubber (TPE-
R), or polyethylene (PE or VLDPE). The minimum width of waterstop shall be 6 inches, or the width and
material shown on an NRCS approved Wisconsin Standard Drawing. The waterstop web thickness shall
be a minimum of 3/8 inches throughout the entire cross section of the waterstop. The maximum bulb size
shall not exceed 1 inch. Waterstops shall be the type intended for placement entirely within the concrete
cross section, or as shown on an NRCS approved Wisconsin Standard Drawing or other drawings as
approved by the NRCS State Conservation Engineer. Waterstops shall have ribbed or “dumb-bell” type
anchor flanges and a hollow tubular center bulb. Split flange waterstops are prohibited.
Base seal waterstops shall be made of polyvinyl chloride (PVC), thermoplastic elastomeric rubber (TPE-
R), or polyethylene (PE or VLDPE). The minimum width of waterstop shall be 9 inches. This waterstop
shape is limited to NRCS approved Wisconsin Standard drawings for feed storage facilities and pre-
engineered waste storage structures approved by the Wisconsin State Conservation Engineer (SCE).
Expansive waterstops shall consist of preformed strips or mastic (caulk) made of hydrophilic materials
that expand when subjected to moisture and shall not contain bentonite. Use shall be limited to non-
movement joints (fixed joints).
Natural Resources Conservation Service
WELDING OF WATERSTOP
Manufacturer’s fabricated waterstop intersections shall be provided.
Only straight butt joint splices are allowed for field fabrication. Splices in waterstops shall be welded as
recommended by the manufacturer. The specific splicing iron and the temperature of the iron shall be in
accordance with the manufacturer’s instructions for the type of waterstop being spliced.
Manufacturer-certified contractors may fabricate waterstop intersections in a controlled environment with
the proper manufacturer’s equipment. Prior to the time of delivery of the fabricated intersections,
documentation of certification must be presented to the Technician.
PLACEMENT AND INSTALLATION OF WATERSTOP
Embedded Waterstop
Joints with embedded waterstops shall not be placed horizontally across sloped slabs.
Embedded waterstops shall be located as shown on the drawings and secured in position so that
displacement does not occur during concrete placement.
Vertical applications (footing to wall joints and wall to wall joints) shall be secured to reinforcement using
wire or “hog ring” type fasteners or factory installed grommets at the outermost rib at the spacing as
recommended by the waterstop manufacturer (usually 12 inches on center). Hog rings shall be factory
installed, if the manufacturer has that option available. Each waterstop shall be placed and secured with
the hollow bulb aligned in the center of the planned joint.
Split forms should firmly hold the waterstop in place to prevent misalignment of the waterstop during
concrete placement. A tight fit between the waterstop and the form is also necessary to prevent excessive
leakage of concrete paste, which could lead to honeycombing of the concrete.
Waterstop clearance shall be a minimum of 1½ inches from reinforcement and one half the waterstop’s
width to the face of the concrete (3 inches for 6 inch wide waterstop).
Internal vibration is required along the entire length of all joints that contain embedded waterstops for both
formed surfaces and slabs and shall be performed in the presence of the QC and QA individuals.
Continuous placement of concrete through a waterstop joint is not allowed, except for control joints in
formed walls where preformed joint control formers are used in conjunction with the waterstops, or in
control joints as shown on an NRCS approved Wisconsin Standard Drawings or other drawings as
approved by the NRCS SCE.
Expansive Waterstop
Expansive waterstop shall be placed at the locations shown on the drawings in accordance with the
manufacturer’s instructions.
Preformed strips may require adhesive or other forms of mechanical fastening to existing concrete based
on the manufacturer’s instructions. The adhesive for preformed expansive waterstop and the mastic for
caulk type expansive waterstop shall be allowed to cure for the duration as indicated by the manufacturer
prior to placing concrete over the waterstop.
Mastic (caulk) type expansive waterstops shall be placed to the bead size as recommended by the
manufacturer based on the amount of concrete cover provided.
Colder temperatures will require longer curing periods prior to concrete placement. Do not allow the
expansive waterstop to become wet prior to placing concrete over the waterstop.
REPAIR PROTOCOL
Waterstop which does not comply with this specification, damaged or otherwise defective shall be
repaired or replaced by the Contractor in accordance with the manufacturer’s recommendations or a
repair plan developed by the contractor and approved by the Technician. All repairs shall be completed
prior to additional work on the waterstop joint.
NRCS, WI November 2022SPECIFICATION - Page 2 of 3
NRCS, WI November 2022SPECIFICATION - Page 3 of 3
Specific Site Requirements
Steel. ii.
Steel line posts shall have the standard “T” section, and nominal dimensions of 1⅜ inches
by 1⅜ inches by ⅛ inch with anchor plate. The posts shall be rolled from high carbon steel,
weigh at least 1.25 pounds per foot of length, and shall be painted with a weather resistant
paint for steel, enameled and baked, or hot dip galvanized. The posts shall be studded to
aid in wire attachment.
Other. iii.
Other materials may be used for corner, end, gate assembly, line posts, and brace
members if they are of equal or greater strength and quality of above. They must be
preapproved by the technician.
INSTALLATION
Post Installation and Spacings. 1.
Post spacing for line posts shall not exceed 16 feet for standard barbed wire fence and 25 feet for high
tensile barbed wire fence.
Corner, End, Pull, and Gate Assemblies. One of the following braces will be used: 1.
H-bracing is required at all pull assemblies and must be installed every 660 feet maximum. a.
A floating diagonal brace or H-brace is required on corners or ends. b.
Wood horizontal or diagonal brace member shall be a minimum of 4 inches in diameter and a
minimum of 7 feet in length, and 8 feet for diagonal braces. A tension wire composed of two
complete loops of 9-gauge smooth wire, 12-gauge double strand wire, or a single loop of 12.5-
gauge high tensile smooth wire shall be used for H-braces. One end of the tension member
shall be at the height of the horizontal brace member and the other end shall be 4 inches
above the ground line on the other post.
If the posts are to be set or driven to a 3-foot depth or more below the ground line, a single H-
brace assembly may be used. Otherwise, a double H-brace assembly shall be used.
A corner assembly shall be used wherever the horizontal alignment changes more than 15
degrees and/or where vertical alignment changes more than 15 degrees.
Line Post. c.
Wooden line posts shall be set or driven a minimum of 24 inches below the ground line. Steel
line posts shall be set or driven a minimum of 18 inches below the ground line. If posts are not
driven, the backfill around the post shall be well compacted.
Fastening. d.
The top wire shall be at least 2 inches below the top of a wooden post, and 1 inch below the
top of a steel post. Tension will be applied with an in-line stretcher on each strand. The wire
shall be visibly taut with no sag. All wires shall be attached to each line post.
Staples should be driven diagonally to the wood’s grain and at a slight downward angle,
(upward if pull is up) to avoid splitting the post and loosening of the staples. Space should be
left between the inside crown of the staple and post to permit free movement of high tensile
barbed wire. Barbed staples shall be used for wooden posts.
Wires shall be attached to steel posts using manufacturer’s clips or by two turns of 14-gauge
galvanized wire.
Wire shall be spliced by means of a Western Union splice or by suitable splice sleeves applied
with a tool designed for the purpose. The Western Union splice shall have not less than 8
wraps at each end about the other. All wraps shall be tightly wound and closely spaced.
PART II. HIGH TENSILE PERMANENT ELECTRIC WIRE FENCE (HTPEWF) AND HIGH
NRCS, WI November 2022SPECIFICATION - Page 2 of 16
TENSILE NON-ELECTRIC WIRE FENCE (HTNEWF)
SCOPE
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part II of this specification applies to high tensile permanent electric wire fence
(HTPEWF) and high tensile non-electric wire fence (HTNEWF). The minimum fence height, number of
wires, and wire spacing is shown on the drawings.
Barbed wire shall not be used on electric fences because of the safety hazard created by the high
capacity energizers needed to charge the heavy gauge wire.
MATERIALS
Wire. 1.
The galvanized wire will be new, smooth, and meet or exceed the following:
Gauge – 12.5 •
Carry a 20 year supplier’s warranty or documentation from the supplier that the wire will remain •
durable for the practice lifespan.
ASTM A 854, Metallic-Coated Steel Smooth High-Tensile Wire Core with UV-Resistant, White, •
Electrically Conducive Polymer Coating.
ASTM A 854, Metallic-Coated Steel Smooth High-Tensile Fence and Trellis Wire •
Breaking Strength – 900 lbs. (minimum) •
Tensile Strength – 140,000 psi (minimum) •
Fasteners. 2.
Staples shall be of 9-gauge galvanized steel or heavier. They shall securely attach the wire to a.
wood posts.
Manufacturer’s clips or 14-gauge galvanized wire meeting the appropriate ASTM for the b.
fencing material specified may be used to fasten wires to steel, plastic/composite, or fiberglass
posts.
Posts. 3.
Wood. a.
All wooden posts and brace members (except red or white cedar, tamarack, osage orange,
black locust, and white oak) shall be treated by a method listed in the table below to ensure
that complete penetration of the sapwood is obtained. All bark shall be removed from the
cedar, osage orange, black locust, and white oak. At least half the diameter of cedar shall be
heartwood. The quality of treated wood shall provide sufficient strength and last for the
expected life of the fence.
Unless otherwise specified, minimum preservative retention values shall be as listed in Table 2.
Table 2. Preservative Treatment Method and Minimum Retention
Treatment Method Retention (lbs./ft.3)
Creosote Solution 8.00
Copper Naphthenate 0.055
Pentachlorophenol 0.40
Ammoniacal Copper Arsenate (ACA)0.40
Chromated Copper Arsenate (CCA), Type A,
B, or C
0.40
Micronized Copper Azole (MCA)0.15
Micronized Copper Quaternary (MCQ)0.34
Alkaline Copper Quaternary (ACQ or AC2)0.40
NRCS, WI November 2022SPECIFICATION - Page 3 of 16
All corner, end, and gate assembly posts shall be wooden with a minimum top diameter of 5
inches. Assembly posts shall be a minimum of 8 feet long for single H-brace assemblies.
Wooden line posts shall have a minimum 4-inch diameter (2 ½-inch for osage orange).
Plastic/Composite. b.
Plastic/composite line posts shall be at least 1 inch in diameter and be durable for the life of
the fence. All plastic/composite posts shall be UV protected for the life of the fence. Fence
posts that are damaged or failing shall be replaced according to the Operation and
Maintenance plan developed with the fence design.
Steel. c.
Steel line posts shall have the standard “T” section, nominal dimensions of 1⅜ inches by 1⅜
inches by ⅛ inch with anchor plate. The posts shall be rolled from high carbon steel, weigh at
least 1.25 pounds per foot of length and shall be painted with a weather resistant paint for
steel, enameled and baked, or hot dip galvanized. The posts shall be studded to aid in wire
attachment.
Fiberglass. d.
Fiberglass reinforced posts must be at least ⅞-inch diameter, or fiberglass reinforced
T-post at least 1-inch diameter and be durable for the life of the fence. Fence posts that are
damaged or failing shall be replaced according to the Operation and Maintenance plan
developed with the fence design.
Other. e.
Other materials may be used for corner, end, gate assembly, line posts, and brace members if
they are of equal or greater strength and quality of above. They must be preapproved by the
technician.
INSTALLATION
Post Installation and Spacings. 1.
Live trees are not acceptable to use as posts.
For high tensile non-electric fence, the maximum post spacing shall be 12 feet if the fence is used
to restrain animals.
Corner, End, and Gate Assemblies. 2.
Brace assemblies are required at all corners, gates, pull, and end assemblies.
One of the following assemblies shall be used for all corners, ends, and gates:
A floating diagonal brace. a.
An H-brace. b.
A substantial corner post. Corner posts are to be set or driven to a minimum of 4 feet below the c.
ground line.
All brace members shall be wood and the horizontal member centerline shall be 4 to 9 inches
below the top of the post. Other brace material of equal strength may be used with the preapproval
Line Posts Maximum Spacing
Interior Electric Fence 50 feet
Interior Lane Fence 70 feet
Perimeter Electric Fence 30 feet 50 feet (if land slope <
5%)
Perimeter Electric Fence with stays every
33.3 feet
100 feet
NRCS, WI November 2022SPECIFICATION - Page 4 of 16
of the technician. Floating diagonal braces shall be placed at ½ - ⅔ the height of the fence,
measured from the ground up.
Wood horizontal brace members shall be a minimum of 3 inches in diameter and a minimum of 7
feet in length, 8 feet for floating diagonal braces. A tension wire composed of two complete loops of
9-gauge smooth wire, 12-gauge double strand wire, or a single loop of 12.5-gauge high tensile
strength smooth wire shall be used. One end of the tension member shall be at the height of the
horizontal brace member and the other end shall be 4 inches above the ground line on the other
post.
If the posts are set or driven to 3 feet or more below the ground line, a single H-brace assembly or
floating diagonal brace may be used. Otherwise a double H-brace assembly shall be used.
A corner assembly shall be used when the horizontal alignment changes more than 30 degrees.
Line Post. 3.
Wood, fiberglass, steel, and plastic/composite posts for HTNEWF shall be set or driven a minimum
of 24 inches below the ground line for single or multiple wire fences. Wood posts for HTPEWF shall
be driven a minimum of 24 inches below the ground line for single or multiple wire fences.
Fiberglass, steel, and plastic/composite posts for HTPEWF shall be set or driven to a minimum of
12 inches below the ground line for a single wire fence and a minimum of 18 inches below the
ground line for a multiple wire fence.
If posts are not driven, the backfill around the post shall be well compacted.
In areas where soil depth restricts the post embedment depth, additional anchors or deadman
applied against the direction of pull shall be used.
Fastening. 4.
The top wire shall be at least 2 inches below the top of the wooden post and 1 inch below the top
of all other posts. Tension will be applied with an in-line stretcher or other tightener on each strand
to achieve no visible sag. All wires shall be fastened to each line post.
Staples should be driven diagonally to the wood’s grain and at a slight downward angle (upward if
pull is up) to avoid splitting the post and loosening of the staples. Barbed staples shall be used for
wood posts.
Wire shall be attached to steel, fiberglass, and plastic/composite posts using manufacturer’s clips
or two turns of 14-gauge galvanized wire.
The staples, wires, and clips should allow free movement of the high tensile fence wire.
Wire shall be spliced by means of a manufacturer’s recommended splice or knot, or by suitable
splice sleeves applied with a tool designed for the purpose.
Interior Fences. 5.
For 1-wire electric or other temporary interior fences a brace is not required at corners, gates, pull,
and end assemblies.
Offset Brackets. 6.
Offset brackets made of galvanized high tensile spring wire with insulator of high density
polyethylene with ultra-violet stabilizer or porcelain can be attached to standard barbed wire fence
or woven wire fence to provide a transmission line and/or to protect a standard fence. Place the
offset brackets no further than 60 feet apart and attach to the wires of the standard fence next to
the post. Place offset brackets at chest height of the animals to be controlled. Ensure that no wires
of any existing fence comes in contact with the electric fence wire, as an electrical short will occur.
LIGHTENING PROTECTION
Lightening protection is required for all electrified fences. Follow the fence energizer manufacturer’s
recommendations.
NRCS, WI November 2022SPECIFICATION - Page 5 of 16
ADDITIONAL SPECIFICATIONS FOR HTPEWF
Energizers. 1.
Power Source. a.
Electronic energizers or power fence controllers shall be installed according to the
manufacturer’s recommendations and will meet the following minimum specifications:
High power, low impedance system with solid state circuitry capable of at least 5,000 volt •
peak output and a short pulse that is less than 300 mAmps in intensity, finished within
.0003 of a second and a rate of 35-65 pulses per minute.
High impact weather resistant cases. •
110 volt, 220 volt conventional powered electric fence energizers. •
12-volt battery powered capable of operating three weeks without recharging. If the length •
of fence requires an energizer of more than 4 joules, a solar charger will be needed on the
battery systems.
Minimum voltage output by livestock species: •
hogs and horses: 2000v •
sheep and goats: 4000v •
cattle: 3000v •
Utilize a safety pace fuse to prevent over pulsing. •
Size. b.
Under normal operating conditions, the energizer should be capable, at a minimum, of
producing 1 joule of energy for each mile of wire used. (Joules are units of electrical energy.
One joule does about 0.74 ft-lb. of work. Watts x seconds = joules.) If a significant portion of
the fence will be exposed to dense vegetation, additional energy requirements may be needed.
Grounding. 2.
All electric fences must be properly grounded. The energizer ground wire shall be connected to a
galvanized pipe or rod 0.5 inch or larger in diameter. A minimum of 3 feet of ground rod for each
joule of energy output shall be installed to properly ground the fence.
Ground rods shall be placed where soil remains moist for best results. Drive a sufficient number of
6- to 8-foot long rods into the soil 10 feet apart to provide the required length of ground rod
exposure to the soil. Connect a continuous ground wire from the energizer to each rod. The
energizer terminals, ground wire, and ground rods shall be made of the same material (steel to
steel, copper to copper) to prevent accelerated corrosion which could cause a loss of electric
continuity.
Additional ground rods may be needed for the system to function properly. Follow the
manufacturer’s recommendations where they exceed the requirements of this standard.
The ground wire(s) of the fence may be connected to the same grounding system as the energizer
or a separate grounding system. Where a combined grounding system is used, the design shall
meet or exceed the minimum design criteria specified for both the energizer and lightening
protector.
Do not use the grounding system for other existing applications, such as power poles, breaker
boxes, and milk barns. At least 65 feet shall separate the fence grounding system from any other
electrical grounding system.
Spike Protector. 3.
A voltage spike protector is recommended for use with 120 and 140-volt energizers. Also, a ground
rod shall be installed at the electric company’s transformer pole (primary ground) and another
ground rod installed at the electrical circuit breaker box (secondary ground), if they do not exist at
NRCS, WI November 2022SPECIFICATION - Page 6 of 16
the time of electric fence construction. Additionally, a surge protector shall be installed between the
energizer and power supply.
Insulation and Insulated Cable. 4.
Insulation used for positively charged wire(s) must be high-density polyethylene with ultra- violet
stabilizer.
All underground wire(s) installations must be double insulated; molded; high tensile strength steel,
12.5-gauge or larger wire. The insulation must be high density polyethylene or polypropylene with
ultra-violet stabilizer.
Insulators for steel and other conductive material posts shall be capable of withstanding at least
10,000 volts of current leakage and shall be made of high-density polyethylene with ultra- violet
stabilizer or porcelain.
Insulators for end, corner, and angle braces shall be capable of withstanding at least 10,000 volts
of current leakage and shall be made of high-density polyethylene with ultra-violet stabilizer, high-
density polypropylene with ultra-violet stabilizer, or porcelain. Red insulators should not be used as
they might attract hummingbirds.
Use insulated galvanized wire to cross gates and areas where electrical shocks to humans and
livestock should be prevented (e.g., working facilities). For underground burial, use wire
designed for burial. Placing buried cable inside plastic pipe helps to decrease the incidence of
short-circuiting. Do not use insulated copper wire due to the potential for corrosion at the splice and
a lack of tensile strength.
Gates. 5.
Electrified Gates. a.
Electrified gates may be constructed of a single straight wire, galvanized cable, polytape or
electrified rope with a spring loaded insulated handle, or an expandable, coiled, high tensile,
12.5-gauge wire attached to an insulated handle. The number of wires shall be determined by
the fence objective. The gate shall be constructed so that it is non- electrified when the gate is
open. Overhead or underground transmission lines will be used to carry electricity past the
gate to the remainder of the fence.
Flood Gates. b.
An electrified floodgate may be used in lieu of a non-electrified gate if desired. The electrified
floodgate is constructed by stretching an electrified wire across the drainage above high water
flow level. Attach droppers of 12.5-gauge high tensile fence wire, galvanized cable, or
galvanized chains to the electrified wire at a spacing of 6 inches above average normal water
level. Connect gate to electric fence with double insulated cable through a cut-off switch and
floodgate controller. If flooding is expected for extended periods of time, switch the floodgate
off.
ADDITIONAL SPECIFICATIONS FOR HTNEWF
Grounding for Lightening Protection. 1.
Non-electrical wire fences using wood posts shall be grounded at least every quarter mile. Ground
rods should be driven not less than 4 feet into the ground. The rods shall be galvanized steel and a
minimum of 0.5 inch in diameter. All line wires of the fence must be grounded.
PART III. TEMPORARY ELECTRIC FENCE (TEF)
SCOPE
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part III of this specification applies to Interior Temporary Electric Fence (TEF). The
minimum fence height, number of wires, and wire spacing is shown on the drawings.
NRCS, WI November 2022SPECIFICATION - Page 7 of 16
MATERIALS
All materials provided shall be durable for the intended use and life of the fence. Materials that fail prior to
the end of the practice lifespan established by the design shall be replaced with equal or higher quality
fencing materials.
Wire 1.
Poly-wire, poly-tape, or poly-rope shall have a minimum of 6 strands of stainless steel wire filament
and be made with UV stabilized polyethylene. Aluminum wire shall not be used.A minimum of two
reels of poly-wire are needed for sub-dividing pastures. In strip-grazing systems with a “back
fence”, 3 reels are more convenient. Poly-wire is typically sold on reels containing 660 or 1320 feet
of fence.Energized netting may be used for livestock that will not be controlled by a single strand
interior electric temporary fence. Energized netting shall be constructed of UV stabilized
polyethylene.
Fasteners 2.
Manufacturer’s clips may be used to fasten wires to plastic/composite, or fiberglass posts.Insulated
gate handles, clips or jumpers may be used to attach the poly-wire fence to the adjoining
permanent electric fence.
Line Posts 3.
Plastic Step-in Posts a.
All plastic or plastic coated posts shall be UV protected for the life of the fence. Step-in posts
shall be made of durable plastic, plastic covered steel or fiberglass. Plastic posts shall have a
steel pin at least 3 inches long. Smaller pins are easier to get into the ground during dry and
frozen periods. Step-in posts shall be durable for the life of the fence.Fence posts that are
damaged or failing shall be replaced according to the Operation and Maintenance plan
developed with the fence design.
Fiberglass Posts b.
Fiberglass posts shall be at least 3/8 inch in diameter. All fiberglass post shall be UV protected
for the life of the fence. Fence posts that are damaged or failing shall be replaced according to
the Operation and Maintenance plan developed with the fence design.
Steel Pig-tail Insulated Posts c.
Steel Pig-tail posts shall be at least 3/8 inch in diameter with a UV protected plastic insulator
coating over the entire surface or the post that may be contacted by the poly-tape. Fence posts
that are damaged or failing shall be replaced according to the Operation and Maintenance plan
developed with the fence design.
INSTALLATION
Post Installation and Spacing 1.
Post shall be spaced a maximum of 50 feet. Add more posts for uneven terrain.
Fastening 2.
Poly-wire shall be attached to fiberglass posts using manufacturer’s clips.
Poly-wire shall be attached to Step-in posts by inserting the poly-wire into the clip or loop molded
onto the body of the post.
Poly-wire shall be attached to Pig-tail posts by inserting the poly-wire through the open loop on the
top of the post.
Electric gate handles should be used to attach temporary poly-wire to electric sources such as an
exterior high-tensile electric fence wire. These are typically attached to the end of the poly- wire on
the reel. Most reels can be hung on the opposite reach on a high tensile fence wire.
Insulated clips or jumpers may also be used to attach the poly-wire to the adjoining electric fence.
NRCS, WI November 2022SPECIFICATION - Page 8 of 16
Fence Height and Number of Wires 3.
Poly-wire fences will typically be installed at a 30 inch height measured from the ground surface
Multiple wires or a different top wire height may be necessary based on the fence design
requirements found in Table 1of the Wisconsin NRCS Field Office Technical Guide, Section IV,
Standard 382, Fence.
PART IV. WOVEN WIRE FENCE (WWF)
SCOPE
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part IV of this specification applies to woven wire fence (WWF). The minimum fence
height, number of wires, and wire spacing is shown on the drawings.
MATERIALS
Wire. 1.
SWWF shall be made from low-carbon steel wire, and conform to the requirements of ASTM A 116,
Metallic-Coated, Steel Woven Wire Fence Fabric. The woven wire shall have the top and bottom
strands 10-gauge or heavier. The intermediate and stay wires shall be 14.5-gauge or heavier. The
stay wires shall be spaced a maximum of 12 inches apart.
HTWWF and SHTWWF will be made from high tensile steel wire with Class 3 galvanizing meeting
ASTM A 641, Standard Specification for Zinc-Coated (Galvanized) Carbon SteelWire, and conform
to the requirements of ASTM A 116, Metallic-Coated, Steel Woven Wire Fence Fabric. The top and
bottom strands of the woven wire shall be 12.5-gauge or heavier. The intermediate and stay wires
shall be 14.5-gauge or heavier. The stay wires shall be spaced a maximum of 12 inches apart for
non-electric woven wire, and 24 inches when the wire is electrified.
Barbed wire used with SWWF and HTWWF shall meet the requirements of Part I of this
specification, Standard Barbed Wire Fence (SBWF).
Galvanized high tensile wire used with SWWF, HTWWF, or SHWWF will be smooth and meet or
exceed the following:
Tensile Strength – 140,000 psi (minimum) •
Gauge – 12.5 •
Fasteners. 2.
Staples shall be 9-gauge, galvanized steel or heavier. The staple shall securely attach the wire a.
to wood posts.
Manufacturer’s clips or 14-gauge, galvanized wire may be used to fasten wires to steel posts. b.
Posts. 3.
Wood. a.
All wooden posts and brace members (except red or white cedar, tamarack, osage orange,
black locust, and white oak) shall be treated by a method listed in the table below, and ensure
that complete penetration of the sapwood is obtained. All bark shall be removed from the
cedar, tamarack, osage orange, black locust, and white oak. At least one-half the diameter of
cedar shall be heartwood. Quality of treated wood shall provide sufficient strength and last for
the expected life of the fence.
Unless otherwise specified in the construction plan, minimum preservative retention values
shall be as listed in Table 3.
Table 3. Preservative Treatment Method and Minimum Retention
Treatment Method Retention (lbs./ft.3)
Creosote Solution 8.00
NRCS, WI November 2022SPECIFICATION - Page 9 of 16
Corner, end, pull and gate assembly posts for HTWWF and SWWF shall be wooden with a
minimum top diameter of 5 inches. Assembly posts shall be a minimum 7 feet long for single H-
brace assemblies and for double H-brace assemblies. For SHTWWF, the length will depend
upon the height of the fence and shall be as specified in the construction plan.
Bend assembly posts shall have a minimum top diameter of 4 inches and will be a minimum 7
feet long.
Wooden line posts shall have a minimum top diameter of 4 inches and shall be a minimum
length of 7 feet. Fence posts for SHTWWF must be a minimum 5 inches in diameter.
Plastic/Composite. b.
Plastic/composite line posts shall be durable for the life of the fence. All plastic/ composite line
posts shall be UV protected for the life of the fence. Fence posts that are damaged or failing
shall be replaced according to the Operation and Maintenance plan developed with the fence
design.
Plastic/composite line posts for SHTWWF and HTWWF shall be at least 1⅛ inches in
diameter. Plastic/composite line posts cannot be used with SWWF.
Steel. c.
Steel line posts shall have the standard “T” section, and nominal dimensions of 1⅜ inches by
1⅜ inches by ⅛ inch with anchor plate. The posts shall be rolled from high carbon steel, weigh
at least 1.25 pounds per foot of length, and shall be painted with a weather resistant paint for
steel, enameled and baked, or hot dip galvanized. The posts shall be studded to aid in wire
attachment. Steel line posts shall be a minimum length of 5 feet.
Other. d.
Other materials may be used for corner, end, gate assembly, line posts, and brace members if
they are of equal or greater strength and quality than above. They must be preapproved by the
technician.
INSTALLATION
Post Installation and Spacings. 1.
Post spacing for line posts shall not exceed 16 feet for SWWF and SHTWWF and 25 feet for
HTWWF. Corner posts shall be set or driven 3 feet below the ground line unless a restrictive layer
prevents installation to the required depth.
Corner, End, Pull, and Gate Brace Assemblies. 2.
Brace assemblies are required at all corners, gates, pulls and ends.
One of the following assemblies for all corners, ends, pulls and gates shall be used:
A floating diagonal brace. a.
Treatment Method Retention (lbs./ft.3)
Copper Naphthenate 0.055
Pentachlorophenol 0.40
Ammoniacal Copper Arsenate (ACA)0.40
Chromated Copper Arsenate (CCA), Type A,
B, or C
0.40
Micronized Copper Azole (MCA)0.15
Micronized Copper Quaternary (MCQ)0.34
Alkaline Copper Quaternary (ACQ or AC2)0.40
NRCS, WI November 2022SPECIFICATION - Page 10 of 16
If the posts are to be set or driven to 3 feet below the ground line, a single H-brace assembly b.
may be used.
If the posts are to be set or driven to less than 3 feet below the ground line, a double H-brace c.
assembly shall be used.
All brace members shall be wood and the horizontal member centerline shall be 4 to 9 inches
below the top of the post. Other brace material of equal strength may be used with the preapproval
of the technician.
The horizontal brace member shall be a minimum 4 inches in diameter and a minimum 7 feet in
length. A tension wire composed of 2 complete loops of 9gauge smooth wire, or a single loop of
12.5-gauge high tensile smooth wire shall be used. One end of the tension wire shall be at the
height of the horizontal cross brace member and the other end of the tension wire shall be 4 inches
above the ground line on the other post.
A corner assembly or bend assembly shall be used when the horizontal alignment changes more
than 15 degrees and a pull assembly shall be used when vertical alignment changes more than 15
degrees. A bend assembly will be used only when it will not affect the integrity of the fence. Post
spacing for a bend assembly can be determined by placing 3 stakes, each spaced 14 feet apart,
along the fence line. A string then is stretched between the first and third stake. A measurement
then is taken from the second stake and the string. The spacing of the posts is determined in Table
4.
Table 4. Post Spacing
These bend assembly posts will be wood and set with a 6-inch lean from vertical to the outside of
the curve, and set or driven 36 inches below ground line.
Pull assemblies for SWWF shall be installed at intervals not to exceed 660 feet. The continuity of
the wire shall be interrupted at the pull assembly.
HTWWF and SHTWWF will not require the installation of pull assemblies.
Line Post. 3.
Wooden and plastic/composite line posts shall be set or driven a minimum of 24 inches below the
ground line. If soil depth is less than 24 inches, use standard “T” steel posts.
Steel line posts shall be set or driven a minimum of 18 inches below ground line. If posts are not
driven, the backfill around the post shall be well compacted.
In areas where soil depth restricts the embedment depth, additional anchors or deadman applied
against the direction of the pull shall be used.
Fastening. 4.
The top wire shall be at least 2 inches below the top of a wooden post and 1 inch below the top of
all other types of post. Tension of the fence should be set such that the sag between posts is no
more than 1 inch. The tension crimp should be half the size of an untensioned crimp when
stretched. All horizontal wires shall be fastened to each line post.
Wire shall be attached to steel, fiberglass, and plastic/composite posts using manufacturer’s clips
or two turns of 14-gauge galvanized wire.
Distance Between String and Stake Post Spacing
0 to 4 inches 14 feet
5 to 7 inches 12 feet
8 to 10 inches 10 feet
11 to 15 inches 8 feet
16 or more inches 6 feet
NRCS, WI November 2022SPECIFICATION - Page 11 of 16
Staples should be driven diagonally to the wood’s grain and at a slight downward angle (upward if
the pull is up) to avoid splitting the post and loosening of the staples. Space should be left between
the inside crown of the staple and post to permit free movement of high tensile wire. Barbed
staples shall be used for wood posts.
The staples, wires, and clips should allow free movement of the high tensile fence wire.
All wire shall be spliced by means of a crimp or suitable knot, or by suitable splice sleeves applied
with a tool designed for the purpose. The splice shall have not less than 8 wraps at each end about
the other. All wraps shall be tightly wound and closely spaced.
PART V. CHAIN LINK FENCE (CLF)
SCOPE
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part V of this specification applies to chain link fence (CLF). The minimum fence
height, number of wires, and wire spacing is shown on the drawings.
MATERIALS
Chain Link Fence Fabric. 1.
Chain link fence fabric shall be 9-gauge wire with a minimum tensile strength of 1,290 pounds.
Chain link fence fabric shall conform to the requirements of ASTM A 392, “Standard Specification
for Zinc-Coated Steel Chain-Link Fence Fabric,” 2-inch woven mesh, and
9-gauge galvanized steel wire. Zinc coating shall be Class 2. Polymer coated chain link fence
fabric shall conform to the requirements of ASTM F 668, Standard Specification for Polyvinyl
Chloride (PVC) and Other Organic Polymer-Coated Steel Chain-Link Fence Fabric. Any damage to
the coating shall be repaired in accordance with manufacturer’s recommendations, or the damaged
fencing material shall be replaced.
Posts and Fence Framework. 2.
Posts and fence framework shall conform to the requirements of ASTM F 1043 “Standard
Specification for Strength and Protective Coatings on Steel Industrial Chain Link Fence
Framework,” Group 1A, for Heavy Industrial Fence. Coatings shall be Type A galvanized for both
internal and external surfaces. Any damage to the coating shall be repaired in accordance with
manufacturer’s recommendations, or the damaged fencing material shall be replaced.
Gates, Gateposts, and Gate Accessories. 3.
Gates, gateposts, and gate accessories shall conform to the requirements of ASTM F 900,
Standard Specification for Industrial and Commercial Swing Gates. Coating shall be the same as
selected for adjoining fence and framework.
Top Rail and Gate Frames. 4.
Top rail and gate frames shall be a minimum 1.66 inch outside diameter standard (Schedule 40)
steel pipe or Grade B high strength steel.
Line Posts. 5.
Line posts shall be a minimum of 1.9 inches outside diameter standard (Schedule 40) steel pipe or
Grade B high strength steel and be of sufficient length to support the height of the fence.
Corner and End Posts. 6.
Corner and end posts shall be a minimum of 2.375 inches outside diameter standard (Schedule
40) steel pipe or Grade B high strength steel, be of sufficient length to support the height of the
fence, and be set in concrete.
Gate Posts 7.
Gate posts shall be standard (Schedule 40) steel pipe or Grade B high strength steel, be set in
concrete, and have the minimum O.D. listed below.
NRCS, WI November 2022SPECIFICATION - Page 12 of 16
Minimum Post Size
Fence Fittings. 8.
Fence fittings shall conform to the requirements of ASTM F 626, “Standard Specification for Fence
Fittings.” Fittings shall be galvanized steel. Wire ties and clips shall be 9-gauge galvanized steel.
INSTALLATION
Installation shall be in accordance with the construction plans.
Post Installation. 1.
All posts shall be capped immediately after installation. Where posts are installed in highly
corrosive soils, the posts shall be vinyl coated in addition to the above requirements and set in
concrete poured inside a clay tile or plastic tubing.
Braces and Top Rails. 2.
Braces and top rails shall be installed horizontally at the height shown on the drawings or
recommended by the manufacturer. Braces and top rails shall be attached to the posts by suitable
fittings, as recommended by the manufacturer. A 7-gauge galvanized steel tension wire, meeting
the appropriate ASTM for the fencing material specified, tightened by mechanical means, shall be
placed approximately 4 inches from the ground level. A similar tension wire shall be placed at the
top of the fence if a top rail is not used.
Chain Link Fabric. 3.
Chain link fabric is generally installed on the outside of the fence post unless otherwise shown on
the drawings. Fencing fabric shall not be stretched until at least 4 days after the posts are grouted
into walls or 7 days after the posts are set in the concrete backfill or grouted into concrete walls.
The fabric shall be stretched taut and securely fastened, using 9-gauge tie clips, to posts at
intervals not exceeding 15 inches and to top rails or tension wires at intervals not exceeding 2 feet.
Care shall be taken to equalize the tension on each side of each post.
A stretcher bar shall be used at terminal post locations.
Barbed Wire. 4.
Barbed wire shall be installed as shown on the drawings and shall be pulled taut and fastened to
each post or arm with the tie wires or metal tie clips.
Gate Frames. 5.
Gate frames shall be fabricated and hung so they sag no more than 1 percent of the gate width.
PART VI. BOARD FENCE (BF)
SCOPE
Fence Height Gate Leaf Width Post Size O.D. (ft.) (ft.)
(in.)
≤ 6 ≤ 4 2.375
≤ 6 > 4 and ≤ 10 2.875
≤ 6 > 10 and ≤ 18 4.0
> 6 ≤ 6 2.875
> 6 > 6 and ≤ 12 4.0
> 6 > 12 and ≤ 18 6.625
> 6 > 18 and ≤ 24 8.625
Reference: ASTM F567-Table 2, ASTM F900-Table 2
Consult manufacturer on minimum post size needed if using privacy slats
NRCS, WI November 2022SPECIFICATION - Page 13 of 16
The work shall consist of furnishing all materials required and installation of the fence at the locations
shown on the plans. Part VI of this specification applies to board fence (BF). The minimum fence height,
number of boards, and board spacing is shown on the drawings.
MATERIALS
All materials provided shall be durable for the intended use and life of the fence.
Wood 1.
All wood posts, boards (horizontal boards) and brace members (except red or white cedar,
tamarack, osage orange, black locust, and white oak) shall be treated by a method listed in the
table below to ensure that complete penetration of the sapwood is obtained. Boards may be
painted with an exterior paint durable for the life of the fence in lieu of preservative treatment. All
bark shall be removed from cedar, osage orange, black locust, and white oak. At least half the
diameter of cedar shall be heartwood. The quality of treated wood shall provide sufficient strength
and last for the expected life of the fence.
Unless otherwise specified, minimum preservative retention values shall be as listed in Table 5.
Table 5. Preservative Treatment Method and Minimum Retention
Wood boards shall be well seasoned or kiln-dried to minimize warping.
Composite Wood 2.
All composite wood products shall be durable for the intended use and life of the fence. Checking,
splitting, splintering, rotting, structural damage from termites, and fungal decay of composite wood
should be evaluated.
INSTALLATION
Posts 1.
Posts shall be spaced to accommodate board lengths. Post spacing for wood fence shall not
exceed 8 feet on center. Post spacing, size, and installation for composite wood fences shall meet
manufacturer’s recommendations for the intended use, and size and number of boards.
Wood posts will have a minimum top diameter of 6 inches for large livestock applications and 4
inches for small livestock. Rectangular wood posts shall have a minimum top, nominal dimension
of 6 inches by 6 inches for large livestock applications and 4 inches by 4 inches for small livestock.
Wood line posts will be set or driven a minimum of 36 inches. Gate and corner wood posts will be
firmly set or driven in the ground a minimum of 48 inches. Wood posts will be of sufficient length to
support the height of the fence and be firmly set or driven in the ground.
Boards 2.
Treatment Method Retention BOARDS (lbs./ft.3)
Retention (lbs./ft.3)
Creosote Solution 8.00 8.0
Copper Naphthenate 0.055 0.055
Pentachlorophenol 0.40 0.40
Ammoniacal Copper Arsenate
(ACA)
0.40 0.25
Chromated Copper Arsenate
(CCA), Type A, B, or C
0.40 0.25
Micronized Copper Azole (MCA)0.15 0.06
Micronized Copper Quaternary
(MCQ)
0.34 0.15
Alkaline Copper Quaternary
(ACQ or AC2)
0.40 0.20
NRCS, WI November 2022SPECIFICATION - Page 14 of 16
Boards for wood fence used for small animals and low pressure areas for large animals shall be a
minimum size of 1 inch by 6 inches (nominal). Wood boards used for large animal confinement
shall be a minimum size of 2 inches by 6 inches (nominal). Boards for wood fence shall be a
minimum of 8 feet in length.
Board size for composite wood fence shall be in accordance with manufacturer’s recommendations
for the intended use of the fence.
Board length should be twice the post spacing with staggered seams on the posts. The boards
shall be placed on the livestock side in corrals and other high pressure areas.
Each wood board shall be attached to each post with a minimum of two 16d hot dipped galvanized
steel, stainless steel, copper, silicon bronze, or equivalent proprietary coated nails. For better
holding power, use ring-shank, spiral, or screw-shank instead of common nails. Two 3-inch decking
screws with like treatments may be used instead of nails. Increase the number of nails or screws
by one additional nail or screw per 2 linear inches of board nominal width for board nominal widths
exceeding 6 inches.
Each composite wood board shall be attached to each post in accordance with manufacturer’s
recommendations.
NRCS, WI November 2022SPECIFICATION - Page 15 of 16
NRCS, WI November 2022SPECIFICATION - Page 16 of 16
Specific Site Requirements
NRCS, WI SPECIFICATION - Page 1 of 5 September 2018
Construction Specification
204 Earthfill for Waste Storage Facilities
SCOPE
The work shall consist of all operations necessary to place the earthfill or soil liner required by the
drawings or directed by the Technician.
MATERIALS
All fill materials shall be obtained from required excavations and designated borrow areas. The selection,
blending, routing, and disposition of materials shall be subject to approval by the Technician.
Fill materials shall contain no sod, brush, roots, frozen soil, or other perishable materials. Stones larger
than two-thirds of the uncompacted layer thickness shall be removed from the materials prior to
compaction. Additional soil properties are shown on the drawings.
Sand and gravel fill required below concrete footings and floor slabs as indicated on any Wisconsin
Standard Drawings shall consist of either in place or imported granular soils. These granular soils shall
contain no rocks greater than 4” in maximum dimension and be reasonably well graded such that the
surface is firm once wetted and compacted. The material shall have no more than 15%, by weight,
passing the Number 200 sieve size.
Foundry sand shall be ferrous foundry sand with minimal concentrations of hazardous constituents, cores
and other over-sized materials crushed or removed, and contain at least 5% bentonite.
GENERAL
Construction operations shall be carried out in such a manner and sequence that erosion and air and
water pollution will be minimized. The completed job shall present a professional appearance and shall
conform to the lines, grades, and elevations as shown on the drawings or as staked in the field. All
operations shall be carried out in a safe and skillful manner. Safety and health regulations shall be
observed and appropriate safety measures used by the contractor.
measures used by the contractor.
FOUNDATION PREPARATION
The foundation area shall be cleared of trees, stumps, roots, brush, rubbish, frozen soil, and stones
having a maximum dimension greater than 6 inches. Foundations shall be stripped to remove vegetation
and other unsuitable materials to a minimum depth of 6 inches or to a greater depth if so shown on the
drawings. Topsoil shall be stripped from the foundation area and stockpiled for use as a top dressing for
vegetation establishment unless otherwise shown on the drawings.
The moisture content of the scarified foundation materials shall be maintained as specified for the earthfill
in Section 7. The surface materials of the foundation shall be compacted and bonded with the first layer of
earthfill as specified for subsequent layers of earthfill.
EXCAVATION
The required excavations shall conform to the lines, grades, and elevations as shown on the drawings.
Excavation beyond specified limits shall be corrected by filling with approved compacted materials.
The required dimensions and side slopes of all structure and trench excavations shall be as shown on the
drawings. Trenches deeper than 4 feet shall have side slopes above the 4-foot depth excavated at 0.5:1
or flatter depending on the materials being excavated or the trench shall be braced to safeguard the work
and workers. When backfilling pipe trenches in the waste storage facility embankment, the trench slopes
shall be cut back to 1:1 from 12 inches above the top of the pipe. The backfill material and compaction
shall be equivalent to the surrounding embankment.
Natural Resources Conservation Service
To the extent that they are needed, all suitable materials removed from the specified excavations shall be
used in the construction of the required earthfill or soil liner. The suitability of materials for specific
purposes will be determined by the Technician.
All surplus or unsuitable excavated materials shall be disposed of at the locations shown on the drawings
or as approved by the Technician. Surplus materials shall not be placed in wetlands.
BORROW AREAS
When the quantities of suitable materials obtained from specified excavations are insufficient to construct
the specified fill portions of the permanent works, additional materials shall be obtained from the
designated borrow areas. The borrow area shall be stripped to remove vegetation or other unsuitable
materials to a minimum depth of 6 inches or to the depth shown on the drawings. This stripping shall be
performed immediately prior to use of the borrow material to reduce the time the area is exposed to
erosion. For large borrow areas, only a portion of the area should be stripped at a time.
FILL MOISTURE CONTENT
Fill materials shall have a moisture content sufficient to insure the required compaction. When kneaded in
the hand, the soil will form a ball which does not readily separate and will not extrude out of the hand
when squeezed tightly. The adequacy of the moisture content will be determined by the Technician.
If the top surface of compacted fill is too dry to permit suitable bond, it shall either be removed or scarified
and wetted by sprinkling to an acceptable moisture content prior to placement of the next layer of fill. The
applied water must be allowed time to be absorbed by the fill or disked into the dry layer.
Fill material that is too wet shall be allowed to dry to an acceptable moisture content before placement. If
the top surface of compacted fill is too wet, it shall be either removed or allowed to dry to an acceptable
moisture content before compaction or placing additional layers of fill.
FILL PLACEMENT
Fill shall not be placed until the required excavation and preparation of the underlying foundation is
completed and approved by the Technician. Fill shall be placed beginning at the lowest elevation of the
foundation. No fill shall be placed on a frozen surface.
If the surface of any layer becomes too hard and smooth for proper bond with the succeeding layer, it
shall be scarified parallel to the axis of the fill to a depth of not less than 2 inches before the next layer is
placed.
Available topsoil shall be placed on the top and the exposed outside slopes of the waste storage facility
embankment, the borrow areas, and any other area where the topsoil was removed during construction
and where vegetation will be established.
The pre-compacted thickness of each layer of fill and compaction requirements shall be as stated below
unless otherwise specified in the construction plans. Materials placed by dumping in piles or windrows
shall be spread uniformly to not more than the specified layer thickness prior to compaction. The
Technician shall determine if adequate compaction is being achieved and may require more than the
minimum specified passes of the compaction equipment.
Embankments. The fill shall be placed in horizontal layers extending the entire length and width of 1.
the embankment. Unless otherwise specified in the construction plans, compaction requirements
shall be as shown in Table 1. Each layer shall be compacted by a minimum of one pass over the
entire surface of the fill by the compaction equipment.
Adjacent to Structures and Pipes. Adjacent to structures or pipes, earthfill shall be placed in 4-inch 2.
lifts (prior to compaction) in a manner adequate to prevent damage to the structure and to allow the
structure or pipe to gradually and uniformly assume the backfill loads. Compaction shall be
accomplished by means of manually directed power tampers or plate vibrators or hand tamping
unless otherwise specified. Heavy equipment shall not be operated within 2 feet of any structure or
pipe. Compaction by means of drop weights operating from a crane or hoist of any type will not be
permitted.
NRCS, WI September 2018SPECIFICATION - Page 2 of 5
All intrusions into or penetrations of a clay or other soil liner will be backfilled with equivalent
material and compacted to maintain its integrity. Pipe trenches into a storage facility will be
backfilled with the same soils and compaction required for the storage facility for the distance
shown on the drawings.
Soil Liners. A soil liner shall be installed as designated on the drawings. This work shall consist of 3.
constructing a low permeability earthliner for the inside slopes and the bottom of the earthen basin
to the thickness shown on the drawings. It also includes the soil liner material placed
in conjunction with other liner materials to form a composite liner as shown on the drawings. Only
soils approved by the Technician will be used.
The soil liner fill shall be placed in layers with a maximum thickness of 6 inches prior to
compaction. The liner material shall be disked or worked in such a manner as to obtain a maximum
clod size of 4 inches prior to compaction. Each layer of liners that do not require a specified density
shall be compacted by a minimum of one pass over the entire surface of the fill by a:
Rubber-tired front end loader (fully-loaded); or •
Scraper (fully-loaded); or •
Articulated haul truck (fully-loaded); or •
Sheepsfoot; or Tamping roller •
Smooth drum rollers are not suitable for compaction of fine-grained liners.
Operation of the compaction equipment will be continuous over the entire area during fill
operations. Any liner area disturbed by subsequent construction operations will be scarified and
recompacted as specified.
Small Areas of Unsuitable Materials. Lenses or pockets of soil not meeting the criteria 4.
requirements in the applicable NRCS Standard or shown on the drawings, shall be removed and
replaced with specified materials. The extent of removal and the quality of replacement materials
will be as shown on the drawings or approved by the Technician. Excavated slopes shall be 1:1 or
flatter. Replacement soil material placement, layer thickness, and compaction will be as stated for
soil liners. Manually directed power tampers may be used for compaction and the soil shall be
placed in 4-inch lifts prior to compaction.
Table 1 - Embankment Compaction Requirements
Equipment Type Applicable Soils1 Maximum Fill Layer
Thickness3
Height2 (feet) (inches)
Sheepsfoot or tamping roller
10,000 lb. min. operating
weight
ML, MH, CL, CH,
SM, SC, GM, GC
None
9
Vibratory tamping roller
9,000 lb. min. operating
weight
SM, SC, GM, GC
None
6
Smooth steel drum vibratory
roller 10,000 lb. min.
SP, SW, GP GW
20
6
Rubber-tired scraper or
articulated haul truck (fully
loaded)
ML, MH, CL, CH
SM, SC, GM, GC
None
9
Rubber-tired front end
loader (fully loaded)
ML, MH, CL, CH
SM, SC, GM, GC
20
6
NRCS, WI September 2018SPECIFICATION - Page 3 of 5
Equipment Type Applicable Soils1 Maximum Fill Layer
Thickness3
Height2 (feet) (inches)
Track-type crawler standard
tracks 30,000 lb. min.
SM, SC, GM, GC,
ML, CL, SP, SW,
GP, GW
10 6
Farm tractor 2,400 lb. min.
ML, MH, CL, CH,
SM, SC, GM, GC
15
6
1 Unified Soil Classification System.
2 Measured from the top of the fill to the lowest point along the centerline of the fill.
3 Prior to compaction.
NRCS, WI September 2018SPECIFICATION - Page 4 of 5
NRCS, WI September 2018SPECIFICATION - Page 5 of 5
Specific Site Requirements
Plan Sheets
C1.0-Title Sheet/Location Map
C2.0-Constuction Notes
C3.0-Overall Site Plan
C3.1-Site Plan
C4.0-Grading and Erosion Control Plan
C5.0-Plan and Profile
C6.0-C6.1-Sections and Profiles
C7.0-Erosion Control Details
·
·
·
·
·
•
•
” ”
PROPOSED WSF4
(275'x350')
PARLOR
BARN UNDER
CONSTRUCTION
EXISTING
WSF2
EXISTING
WSF3
WSF1
EXISTING
FEED
STORAGE
EXISTING
FEED
STORAGE
EXISTING
BARN (B1)
EXISTING
BARN
(B7)
EXIST
BARN
(B2)
EXISTING
BARN
(B6)
EXISTING
SHED (B3)
W PASANEN ROAD
W PASANEN ROAD
EXISTING WELL
EXISTING WELL
EXISTING WELL
EXISTING WELLS
WETLAND
INDICATOR SOILS
WETLAND
INDICATOR SOILS
EX. RUNOFF
COLLECTION
TANK
SS1
(B4)
(B5)
330
23
0
24
0
170
EX. 6IN
SDR21
PROPOSED
COLLECTION TANK
30 X 100 X 8 DEEP
EXISTING DROP
STRUCTURE (WT1)
275'
35
0
'
CONTROL JOINT
(SEE DETAIL)
6" THICK CONCRETE FLOOR
w/ #4 REBAR @ 6" O.C.
6"
T
H
I
C
K
C
O
N
C
R
E
T
E
R
A
M
P
w/
#
4
R
E
B
A
R
@
6
"
O
.
C
.
2FT TALL CONCRETE
SAFETY WALL w/ MOL
MARKER (SEE DETAIL)
5" THICK CONCRETE SIDE
SLOPES w/ #4 REBAR @ 8" O.C.
5"
T
H
I
C
K
C
O
N
C
R
E
T
E
S
I
D
E
SL
O
P
E
S
w
/
#
4
R
E
B
A
R
@
8
"
O
.
C
.
5"
T
H
I
C
K
C
O
N
C
R
E
T
E
S
I
D
E
SL
O
P
E
S
w
/
#
4
R
E
B
A
R
@
8
"
O
.
C
.
54.0'167.0'54.0'
275.0'
35
0
.
0
'
20.0'
TOP OF BERM
TOP OF BERM
TO
P
O
F
B
E
R
M
TO
P
O
F
B
E
R
M
PERIMETER SAFETY
FENCE w/ SIGNAGE
(SEE DETAILS)
PERIMETER SAFETY
FENCE w/ SIGNAGE
(SEE DETAILS)
PERIMETER SAFETY
FENCE w/ SIGNAGE
(SEE DETAILS)
PERIMETER SAFETY
FENCE w/ SIGNAGE
(SEE DETAILS)
EX. WSF
5" THICK CONCRETE SIDE
SLOPES w/ #4 REBAR @ 8" O.C.
FACTORY
FABRICATED
INTERSECTION
54
.
0
'
24
2
.
0
'
54
.
0
'
18
8
.
5
'
16
1
.
5
'
137.5'137.5'
18
0
.
0
'
16.0'16.0'
16
.
0
'
16
.
0
'
TP13 TP20
TP12
TP11
TP18TP17TP16
TP15
TP14
TP23
TP21
TP20
TOP OF BERM EL 1209.0
TOP OF BERM EL 1209.0
TO
P
O
F
B
E
R
M
E
L
1
2
0
9
.
0
TO
P
O
F
B
E
R
M
E
L
1
2
0
9
.
0
BOTTOM EL 1191.0
3:1
3:
1
3:1
3:
1
3:1
3:
1
3:
1
3:1
3:1
3:1
CORE TRENCH
(SEE DETAIL)
CORE TRENCH
(SEE DETAIL)
CORE TRENCH
(SEE DETAIL)
SILT FENCE
SILT FENCE SILT FENCE
SILT FENCE
TP22
WETLAND INDICATOR SOILS
WETLAND INDICATOR SOILS
ADDITIONAL 5% FILL HEIGHT ABOVE DESIGN
ELEVATION FOR SETTLEMENT MEASURED
FROM EXISTING GROUND TO TOP OF DESIGN
ELEVATION FILL HEIGHT COMPACTED PER WI
NRCS SPEC 204 (EXAMPLE: 10' FILL HEIGHT x
5% = 6" ADDITIONAL FILL FOR SETTLEMENT)
3:13:1 RA
M
P
@
1
0
.
0
%
3:1
275.0'
35
0
.
0
'
24
2
.
0
'
167.0'
12
0
0
12
0
0
12
0
0
12
0
0
11
9
2
11
9
2
11
9
4
11
9
4
11
9
6
11
9
6
11
9
6
11
9
8
11
9
8
11
9
8
11
9
8
12
0
2
12
0
2
12
0
2
12
0
2
12
0
4
12
0
4
12
0
4
12
0
4
12
0
6
12
0
6
12
0
6
12
0
6
12
0
8
12
0
8
12
0
8
12
0
8
1190
1200
1200
1200
1200
1192
1192
1192
1194
1194
1194
1196
1196
1196
1198
1198
1198
1202
1202
1202
1202
1204
1204
1204
1204
1206
1206
1206
1206
1208
1208
1208
1208
1191.00 1191.00
1191.00
1191.001191.00
1209.00
1208.00
1209.00
1208.00
1209.00
1208.00 1208.00
1209.00
1200
1200
1192
1194
1196
1198
1202
1202
1204
1204
1206
1206
1208
1208
1191.00 1191.00
1191.00
1209.00
1208.00
1209.00
1208.00
2F
T
S
E
P
A
R
A
T
I
O
N
T
O
B
E
D
R
O
C
K
1.
5
F
T
S
E
P
A
R
A
T
I
O
N
T
O
G
R
O
U
N
D
W
A
T
E
R
ADDITIONAL 5% FILL HEIGHT ABOVE DESIGN
ELEVATION FOR SETTLEMENT MEASURED
FROM EXISTING GROUND TO TOP OF DESIGN
ELEVATION FILL HEIGHT COMPACTED PER WI
NRCS SPEC 204 (EXAMPLE: 10' FILL HEIGHT x
5% = 6" ADDITIONAL FILL FOR SETTLEMENT)
TEST PIT 14
TEST PIT 15
TEST PIT 16 TEST PIT 17 TEST PIT 18
TEST PIT 14
TEST PIT 15 TEST PIT 16
TEST PIT 17
TEST PIT 18
SM
SM
SP
SM
SP
SEEP @ 1183.3
SATURATION @ 1177.3
SM
SM
SP
GP
SM
SEEP @ 1188.0
SEEP @ 1188.9
SM
SM
SP
GP
SM
SEEP @ 1187.8
SM
SM
SP
SP-GP
SP
SM
SP-GP
SP
EXISTING GRADE
EXISTING GRADE
EXISTING GRADE
BOTTOM EL = 1191.0
TOP EL = 1209.0TOP EL = 1209.0
RAMP
PROPOSED WASTE
STORAGE FACILITY
BOTTOM EL = 1191.0
BE
R
M
T
O
P
E
L
=
1
2
0
9
.
0
BE
R
M
T
O
P
E
L
=
1
2
0
9
.
0
BERM TOP EL = 1209.0
RA
M
P
PERIMETER SAFETY FENCE PERIMETER SAFETY FENCE
RA
M
P
1200
1192
1192
1194
1194
1196
1198
1202
1204
1204
1206
1206
1208
1208
11
9
0
12
0
0
12
0
0
12
0
0
12
0
0
11
9
2
11
9
2
11
9
2
11
9
4
11
9
4
11
9
4
11
9
6
11
9
6
11
9
6
11
9
8
11
9
8
11
9
8
12
0
2
12
0
2
12
0
2
12
0
2
12
0
4
12
0
4
12
0
4
12
0
4
12
0
6
12
0
6
12
0
6
12
0
6
12
0
8
12
0
8
12
0
8
12
0
8
11
9
1
.
0
0
11
9
1
.
0
0
11
9
1
.
0
0
11
9
1
.
0
0
11
9
1
.
0
0
12
0
9
.
0
0
12
0
8
.
0
0
12
0
8
.
0
0
12
0
9
.
0
0
2F
T
S
E
P
A
R
A
T
I
O
N
T
O
B
E
D
R
O
C
K
1.
5
F
T
S
E
P
A
R
A
T
I
O
N
T
O
G
R
O
U
N
D
W
A
T
E
R
ADDITIONAL 5% FILL HEIGHT ABOVE DESIGN
ELEVATION FOR SETTLEMENT MEASURED
FROM EXISTING GROUND TO TOP OF DESIGN
ELEVATION FILL HEIGHT COMPACTED PER WI
NRCS SPEC 204 (EXAMPLE: 10' FILL HEIGHT x
0.5% = 6" ADDITIONAL FILL FOR SETTLEMENT)
TEST PIT 18
TEST PIT 20
TEST PIT 21
TEST PIT 11
TEST PIT 20
TEST PIT 22
TEST PIT 16
SEEP @ 1188.9
SM
SM
SP
GP
SM
SM
SM
SP SM
SP
EXISTING GRADEEXISTING GRADE
BOTTOM EL = 1191.0
TOP EL = 1209.0TOP EL = 1209.0
PROPOSED WASTE
STORAGE FACILITY
BOTTOM EL = 1191.0
BE
R
M
T
O
P
E
L
=
1
2
0
9
.
0
BE
R
M
T
O
P
E
L
=
1
2
0
9
.
0
PERIMETER SAFETY FENCEPERIMETER SAFETY FENCE
CORE TRENCH
SEE DETAIL 5/C6.1
CONFINED
SPACE
ESPACIO LIMATADO
DANGER/PELIGRO
LIQUID
MANURE
STORAGE
ALMACENAJE
DE ESTIERCOL
LIQUIDO
DANGER
PELIGRO
16' MAX
6"
M
A
X
*1
.
5
'
M
I
N
48
"
M
I
N
48
"
M
I
N
24
"
M
I
N
12' MAX
6"
M
A
X
6"
M
I
N
CONTRACTOR TO PLACE NOTCHES IN
2' SAFETY WALL EVERY 2.O'
(MEASURED VERTICALLY) TO INDICATED
USEABLE PIT VOLUME REMAINING. NOTCHES
SHALL BE 4" WIDE BY 4" DEEP.
CONTRACTOR TO PLACE NOTCHES IN
2' SAFETY WALL TO INDICATED
MOL AND MOS. NOTCHES
SHALL BE 4" WIDE BY 4" DEEP.
NOTCH SHALL BE PLACED 1.0' AND 1.5' BELOW
THE TOP (MEASURED VERTICALLY)
AT ELEVATION 1208 AND 1207.5
2.0' CONCRETE SAFETY WALL
(ALONG WSF RAMP)
TOP OF WSF
EL 1209.0
6" THICK CONCRETE LINER
1.
5
2.
0
2" LEDGE TYPICAL RAMP STEEL
TYPICAL SIDE
SLOPE STEEL
#4 @ 12" O.C.
3-#4 BARS (HORIZONTAL)1.
0
1:1 OR FLATTER
SIDE SLOPES
8.0 MIN
2.
0
M
I
N
10
.
0
'
+
PERIMETER SAFETY FENCE
BERM CENTERLINE
TYPICAL WSF LINER
EXISTING GROUND
TYPICAL STRIPPED SITE
TYPICAL TOP OF POND
DESIGN ELEVATION
TYPICAL WSF BACK SLOPE
ADDITIONAL 5% FILL HEIGHT FOR SETTLEMENT MEASURED
FROM EXISTING GROUND TO TOP OF DESIGN ELEVATION FILL HEIGHT
COMPACTED PER WI NRCS SPEC 204
(EXAMPLE: 10' FILL HEIGHT x 0.5% = 6" ADDITIONAL FILL FOR SETTLEMENT)
EXISTING GROUND
TYPICAL STRIPPED SITE
REINFORCING STEEL
SLIP DOWEL
SLEEVE
#4 BAR, 18" LONG
12" O.C. (GRADE 60)
6" WATERSTOP
REINFORCING STEEL
6" WATERSTOP
ANCHOR STAKE
BINDING WIRE OR TWINE
STAKED AND ENTRENCHED
STRAW BALE
COMPACTED SOIL ADJACENT TO
BALES TO PREVENT UNDERMINING
LOOSE STRAW WEDGED BETWEEN BALES
2"x2" (NOMINAL WOODEN STAKES)
OR STANDARD STEEL POSTS OR
EQUIVALENT. (MIN 2 PER BALE)
EXCAVATED TRENCH
MIN 4" DEEP BY
WIDTH OF BALE
EXISTING GROUND
GEOTEXTILE FABRIC
EXCAVATED AND
BACKFILLED TRENCH
SUPPORT POSTS
SEE NOTE 2 FOR LENGTH
EXISTING GROUNDEXCAVATED AND
BACKFILLED TRENCH
GEOTEXTILE FABRIC
SEE NOTE 4
GEOTEXTILE FABRIC
WOOD POST
WOOD POST
GEOTEXTILE FABRIC
GEOTEXTILE FABRIC
WOOD POST
STAKE TO BE PLACED AT
TOE OF SLOPE, BOTH SIDES
WOOD STAKE
(SEE DETAIL)
SEDIMENT LOGS
SEDIMENT LOGS
WOOD STAKE
WOOD STAKE TO ONLY
PENETRATE NETTING
CHANNEL BOTTOM
FABRIC WRAPPED &
STAPLED TO POST
FABRIC WRAPPED &
STAPLED TO POST
EXISTING GROUND
2.4 MIN
2.
4
M
I
N
EROSION CONTAINMENT BERM
TO BE SEEDED AND MULCHED
AND VEGETATION MAINTAINED
THROUGHOUT CONSTRUCTION