United States
Environmental Protection
Agency
Great Lakes National
Programs Office
Room 932, 536 S Clark St
Chicago, Illinois 60605
EPA 905/2-80-004
February, 1980
C-l
&EPA
Muskegon County
Wastewater
Management System
Progress Report
1968 through 1975
Do not WEED. This document
should be retained in the EPA
Region 5 Library Collection.
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EPA 905/2-80-004
February, 1980
MUSKEGON COUNTY
WASTE WATER MANAGEMENT SYSTEM
Pjagre'ss Report ,
1968 through 1975
by
Y.A. Demirjian 1
D.R. fcendrick
M.L. Smith
T.R. Westman
Muskegon County Department of Public Works
Muskegon, Michigan 49442
Project 802457
Project Officer
Clifford Risley, Jr.
Region V
Robert S. Kerr Environmental Research Laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Ada, Oklahoma 74820
and
Great Lakes National Program Office
U.S. Environmental Protection Agency
536 South Clark, Room 932
Chicago, Illinois 60605
U.S. Environmental Protection Agency
Reg.on 5,
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DISCLAIMER
This report has been reviewed by the Robert S. Kerr Environmental Research Laboratory and
Region V, Chicago, U.S. Environmental Protection Agency, and approved for publication.
Approval does not signify that the contents necessarily reflect the views and policies of the U.S.
U.S. Environmental Protection Agency, nor does mention of trade names or commercial
products constititute endorsement or recommendation for use.
'*> /'*r.-;-pr^! Protection
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FOREWORD
The Environmental Protection Agency was established to coordinate administration of the
major Federal programs designed to protect the quality of our environment.
An important part of the agency's effort involves the search for information about
environmental problems, management techniques, and new technologies through which
optimum use of the nation's land and water resources can be assured and the threat pollution
poses to the welfare of the American people can be minimized.
EPA's Office of Research and Development conducts this search through a nationwide network
of research facilities.
As one of these facilities, the Robert S. Kerr Environmental Research Laboratory is responsible
for the management of programs to: (a) investigate the nature, transport, fate, and management
of pollutants in groundwater; (b) develop and demonstrate methods for treating wastewater with
soil and other natural systems; (c) develop and demonstrate pollution control technologies to
prevent, control, or abate pollution from the petroleum refining and petrochemical industries;
and develop and demonstrate technologies to manage pollution resulting from combinations of
industrial wastewaters or industrial/ municipal wastewaters.
The Great Lakes National Program Office (GLNPO) of the U.S. EPA was established in
Region V, Chicago, to provide specific focus on the water quality concerns of the Great Lakes.
Land disposal of wastewater in the Great Lakes area is one alternative for treatment that can
provide tertiary quality effluent when properly managed. Local decision makers must
implement management practices that will best solve their pollution problems.
This report contributes to the knowledge essential if the EPA is to meet the requirements of
environmental laws that it establish and enforce pollution control standards which are
reasonable, cost effective and provide adequate protection for the American public.
William C. Galegar
Director
Robert S. Kerr Environmental Research Laboratory
Madonna F. Me Grath
Director
Great Lakes National Program Office
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ABSTRACT
The Muskegon County Wastewater Management System is a lagoon-impoundment, spray irrigation
treatment facility which serves 13 municipalities and five major industries. The system con-
sists of a 4,455 hectare site (11,000 acre) site which contains three aeration ponds, two storage
lagoons of 344 hectares (850 acres) each and a total storage capacity of 19.3 million cubic
meters (5.1 billion gallons), and 2,200 hectares (5,500 acres) of land irrigated by center-pivot
irrigation rigs. The system is provided with a network of subsurface drains, open interception
ditches and shallow wells to make possible the monitoring and control of the quality of water
throughout the treatment process.
With an average daily flow of 106 thousand cubic meters (28 million gallons) in 1975, the system
provided discharge water of a quality consistently above NPDES specifications. Studies on
water quality and soil-crop-nutrient balance revealed that by balancing the nutrients in waste-
water with crop needs, more effective overall nutrient removal was achieved, simultaneously en-
hancing crop production and wastewater renovation. Revenues from crop sales are returned to
the system to ameliorate treatment costs which in 1975 amounted to less than $28 per thousand
cubic meters ($106 per million gallons).
Studies on various aspects of treatment performance, agricultural productivity, and the inter-
relationships of soil-crop-nutrient chemistry are here reported, including discussions of the
socio-economic impact of the project, its early history, a description of its operation and main-
tenance, and an overview of project economics.
This report was submitted in partial fulfillment of Project Number 802457 and Grant Number
11010GFS by the Muskegon County Wastewater Management System, Muskegon, Michigan, under
the sponsorship of the Environmental Protection Agency.
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CONTENTS
Disclaimer ii
Foreword ' iii
Abstract • iv
List of Figures vi
List of Tables x
Acknowledgements xv
1. Introduction • 1
2. Conclusions • 11
3. Recommendations 13
4. Design 15
5. Irrigation Equipment Optimization Program 49
6. Operations and Maintenance 72
7. Treatment Performance 106
8. Monitoring of Ground and Surface Water Quality 151
9. Water and Materials Balance 174
10. Agricultural Productivity Studies 184
11. Management of Farming Operations '• 212
12. Socio-Economic Study 237
13. Economics 252
14. References 263
15. Glossary 383
16. Appendices: Table of Contents 264
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FIGURES
No. Page
1 Site Location 2
2 Early Conception of Lagoon Treatment System }g
3 Schematic Flow of Muskegon Wastewater System 24
4 Aerial View of Wastewater Site 25
5 Surface Water Drainage from Irrigation Site with Sampling Points 26
6 Project Site North of Apple Avenue, September, 1971 28
7 Stacks of Bulldozed Trees in Early Clearing Operations 28
8 Collection Transmission System 32
9 Biological Treatment Cells in Operation with the West Storage Lagoon 33
10 Aerator in Biological Treatment Cell with Mixers in Background 33
11 Cross Section of Dike 34
12 Pressure Pipe Distribution for Irrigation q,-
OO
13 Lockwood Irrigation Rig in Operation 38
14 Center Point of Rig with Control Panal and Power Supply 38
15 Major Components of the WMS Drainage System 4J
16 Drainage System in Relation to Irrigation Circles 42
17 Irrigation Circles and Treatment Aspects in Relation to Surface Streams 43
18 Soil Map of WMS Irrigation Circles 45
19 Test Location Circles 39 and 40 Cover Crop Layout 50
20 Cup Sampling Pattern Between Towers for Coefficient of Uniformity Test 53
21 Arrangement of Staggered Cups in Circles 39 and 40 for Coefficient of 53
Uniformity Test
22 Comparison of Theoretical and Observed Application Rates for the Enresco and 59
Lockwood Irrigation Machines
23 Soil Moisture in Barren Sand at Three Depths Before, During and After Irrigation 61
vi
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FIGURES (continued)
No. Page
24 Soil Moisture in Cropped Sandy Loam at Three Depths Before, During and After 62
Irrigation
25 Droplet Distribution by Size at 60 Meters at Two Wind Velocities 65
26 Anti-Collision Mechanism for Overlapping Irrigation Machines 69
27 Rut Depth Produced in Sand and Loamy Sand with Rubber Tires 71
28 Sludge Removal from the Drained Biological Treatment Cell 76
29 Odor Control Cover and Entrance Tube on Biological Treatment Cell No. 1 79
30 Storage Lagoon Water Levels, 1973-1975 81
31 Storage Lagoon Interception Ditches and Pump Stations 83
32 Interception Ditch Pumping Volumes at Ensley Station, 1973-1975 85
33 Interception Ditch Pumping Volumes at Sullivan Station, 1973-1975 86
34 Dike Slope Protection Damage on Northeast Wall of East Storage Lagoon 87
35 Irrigation Canals with Spillways and Pump Stations 90
36 North Irrigation Pumping Station with Ten 250 hp Pumps 91
37 Ruptured Irrigation Pressure Pipe 93
38 Repair of Break in Mainline Pipe 94
39 Typical Faulty Electrical Cable 95
40 Rigs with Defective Electrical Cables 96
41 Water Applied by Irrigation, 1974 99
42 Water Applied by Irrigation, 1975 100
43 Rig Tires Bogged Down in Mud 101
44 Irrigation Circles with Uniform Crop Coverage 103
45 Irrigation Circle 22 Showing "Donuts" Resulting from 90% Nozzle Plugging 103
46 Location of Water Sampling Sites 108
47 Biological Oxygen Demand in Influent, 1973-1975 113
vii
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FIGURES (continued)
No. Page
48 Suspended Solids in Influent, 1973-1975 114
49 Ammonia Nitrogen, Total Kjeldahl Nitrogen and Orthophosphate in Influent, 1975 115
50 Five-Day Biochemical Oxygen Demand Removal and KWH Consumption in Hg
Biological Treatment Cells, 1974-1975
51 Five-Day Biochemical Oxygen Demand Removal per KWH in Biological 119
Treatment, 1973-1975
52 Five-Day Biological Oxygen Demand in Effluent from the Biological 120
Treatment Cells, 1973-1975
53 Suspended Solids in Effluent from Biological Treatment Cells, 1973-1975 J21
54 Water Level, Five-Day Biochemical Oxygen Demand Concentration and 123
Suspended Solids in East Storage Lagoon, 1973-1975
55 Water Level, Ammonia Nitrogen, Nitrate-Nitrogen, and Phosphate in 124,
East Lagoon, 1973-1975
56 Nitrate, Chloride and Total Precipitation for Drain Pipe 19 Effluent, 1975 129
57 Nitrate, Chloride and Total Precipitation for Drain Pipe 48 Effluent, 1975 131
58 Nitrate, Chloride and Total Precipitation for Drain Pipe 34 Effluent, 1975 132
59 Nitrate, Chloride and Total Precipitation for Drain Pipe 11 Effluent, 1975 133
60 Average Volume, Suspended Solids and Five-Day Biochemical Oxygen Demand 137
North and South Interception Ditches, 1973-1975
61 Average Volume, Nitrate and Ammonia in North and South Interception ^33
Ditches, 1973-1975
62 Interception Ditch Pumping Volume and Storage Lagoon Elevation, 1974-1975 139
63 Flow, Suspended Solids and Five-Day Biochemical Oxygen Demand in 141
North and South Outfalls, 1973-1975
64 Flow, Nitrate Nitrogen and Ammonia Nitrogen in North and South Outfalls, 1973-1975 142
65 Groundwater Observation Points 152
66 Nitrate Nitrogen and Chloride in Groundwater Near Storage Lagoons, 1973-1975 154
67 Nitrate Nitrogen and Chloride in Groundwater Near Storage Lagoons, 1973-1975 155
viii
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FIGURES (continued)
No. Page
68 Concentrations of Orthophosphate-P and Ammonia Nitrogen-N in Mona 164
Lake, East End, 1972-1975
69 Concentrations of Orthophosphate-P and Ammonia Nitrogen-N in Mona 165
Lake, Middle Region, 1972-1975
70 Concentrations of Orthophophate-P and Ammonia Nitrogen-N in Mona 166
Lake, West End, 1972-1975
71 Concentrations of Orthophosphate-P and Ammonia Nitrogen-N in Muskegon 169
Lake, East End, 1972-1975
72 Concentrations of Orthophosphate-P and Ammonia Nitrogen-N in Muskegon 170
Lake, West End (South), 1972-1975
73 Concentrations of Orthophosphate-P and Ammonia Nitrogen-N in Muskegon 171
Lake, West End (North), 1972-1975
74 Five-Day Biochemical Oxygen Demand, Ammonia Nitrogen and Nitrate-Nitrogen ^73
above and below WMS Discharge Outfall
75 1975 Water Balance at WMS 178
76 Corn Trial Plot Organization, 1973 189
77 Corn Evaluation Test Areas 193
78 Growth Box Lysimeter jgg
79 Com Plant Arrangement within the Growth Box 200
80 Nitrate Nitrogen in Two Soil Layers under Nitrogen Fertigation in Field 21 204
81 Grain Center Schematic 217
82 Eight-Row Combine Harvesting Corn in the Field 223
83 Corn from the Field Being Unloaded at the Grain Center 224
84 Spotty Growth on Circle 40 Which Has a Soil Mixture of Sand and Muck 226
85 Nurse Tank at the Pivot of an Irrigation Rig for Fertilizer Injection 228
86 Swing-Type Disc in Tow by a Four-Wheel Drive Tractor 230
87 Socio-Economic Impact Study Methodology 242
88 Basic Community Impact Model 244
89 Detailed Model Linking Impact Categories with System Characteristics and 245
Community Changes
IX
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TABLES
No. Page
1 Funding of WMS Research and Development Components, 1972-1977 g
2 Domestic-Industrial Projected Wastewater Flows in 1972 and 1990 in 15
The Muskegon Metropolitan Area
3 Estimated Parameters of Wastewater Quality for Muskegon Metropolitan 16
Area Domestic and Industrial Effluents for 1972 and 1990
Estimated 1972 Nitrogen Applications to Land at WMS and Projections for 1990 l7
5 Early Conception of Annual Hyrological Operation of Irrigation System 20
6 Estimated 1972 Effluent Contributor Flow Rates 29
7 Estimated Flow Rates in 1972 and 1992 for Domestic and Industrial Effluents 30
8 Wastewater Characteristics of WMS Influent and Predicted Design Effectiveness 30
9 Specifications of Vertical Turbine Pumps in Irrigation Pumping Stations 36
10 WMS Soil Types, Water Holding Capacities and Permeabilities ^
11 Construction Timetable 47
12 List of Contractors 40
13 Acreage Allocations at WMS 4«
14 Physical and Operational Characteristics for Each Irrigation Machine Tested 51
15 Test Performed on the Enresco and Lockwood Rigs 52
16 Coefficient of Uniformity and Spraybar Pressure in Lockwood and Enresco Rigs 54
17 Lockwood Rig Rotation Rates and Water Application Rates 55
18 Duration and Rate of Application with Corresponding Timer Settings for 56
Irrigation of Three-Meter Strip
19 Average Times When Basic Intake Rate Becomes Constant 56
20 Comparison of Application Constant for Lockwood arid Enresco Rigs gy
21 Revolution Times and Theoretical Application Rates with Corresponding Time 53
Settings for Prototypic Irrigation Rigs
X
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TABLES (continued)
No. Pag,
22 Average Droplet Size at Varying Distances From the Rig and at Two Wind Speeds 66
23 Droplet Spectrum at 240meters and in 15 to 25km/hr Wind 66
24 1975 Lift Station Pumping Quantities and Power Consumption 72
25 User Wastewater Quantities 73
26 Operational Modes of Biological Treatment Cells, 1973-1975 75
27 Equipment Maintenance in Biological Treatment Cells, 1973-1975 77
28 Electric Power Consumption in Biological Treatment Cells, 1973-1975 73
29 Storage Lagoon Discharge History gQ
30 West Lagoon Water Quality Spilled to Mosquito Creek, 1974 82
31 Interception Ditch Pumping Volumes, 1975 84
32 Comparison of Interception Ditch Pumping Volumes, 1974-1975 QA
33 Monthly Lagoon Discharge Volumes and Chlorination Amounts, 1974-1975 88
34 Irrigation Pumping Station Volumes, 1974-1975 ^
35 Electrical Cable Analysis 97
36 Irrigation Rig Water Application, 1974-1975 98
37 Irrigation Rig Performance, 1975 102
38 Drainage System Discharge Volumes, 1973-1975 104
39 1975 WMS Full-time and Part-time Labor Requirements 105
40 Sampling Locations
41 Water Quality Parameters Commonly Measured
;e
42 Comparison of the Analytical Results Obtained at WMS and the Michigan Water 112
Resources Commission Laboratory
43 Influent Nutrients 1973 through 1975 116
44 Influent Heavy Metals 116
xi
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TABLES (continued)
No. Page
45 Comparisons of Concentrations of Metals and Anions in Influent and 126
Storage Lagoons,1973-1975
46 Effect of Impoundment on Fecal Coliform Organisms 125
47 Post-Chlorination Coliform in Unimpounded Irrigation Water, 1975 128
48 Average Nitrate Nitrogen Concentrations in Drain Pipe Leachates 134
49 Profile of Drain Pipe Characteristics for 1975 135
50 Nitrate Nitrogen and Ammonia Nitrogen in the North and South Interception 140
Ditches, 1974 and 1975
51 Daily Averages of N03-N and BOD5 in Outfall Discharge, March and 143
December, 1974-1975
52 Comparisons of WMS 1975 Water Discharge Characteristics with Design 145
Specifications and NPDES Limits
53 Treatment Performance Study, 1975 146-150
54 Depth of Lagoon Seepage Wells 153
55 Comparisons of Selected Water Parameters on All Lagoon Seepage Wells j^g
Before and After Wastewater Operations
56 Comparisons Before and After Wastewater Operations of Selected Water 158
Parameters on Lagoon Seepage Wells Grouped by Location
57 Comparisons Before and After Wastewater Operations of Nitrate in Lagoon 159-162
Seepage Wells Grouped by Distance from Lagoons and by Depth of Wells
58 Depth of Perimeter Wells 163
59 Comparisons Before and After Wastewater Operations of Selected Parameters 167
in Perimeter Wells Grouped by Well Depth
60 Comparisons Before and After Wastewater Operations of Selected Parameters 172
in Major Surface Water Systems Grouped by Watershed
61 Storage Lagoon Water Balance, 1975 174
62 Muskegon County Seasonal Atmospheric Constants 176
xii
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TABLES (continued)
No. Page
63 Discharge Water Volumes, 1975 176
64 Volumes of Drainage .Water to Mosquito Creek from Irrigation Circles with 177
Incomplete Drain Pipe System, 1975
65 Kilograms of Materials in Wastewater Before and After Biological Treatment, 1975 179
66 WMS Materials Balance for Selected Parameters, 1975 180
67 Aldrich Data for Concentrations of Nitrogen, Phosphorus, and Potassium in igl
Corn and Stover
68 Calculated Amounts of Materials Discharged to Mosquito Creek and Big 133
Black Creek from the Lagoon Interception Ditches, 1975
69 1972 Growing Season Monthly Weather Statistics 186
70 1972 Corn Variety Plot Soil Data 186
71 1972 Corn Population Statistics ^gg
72 1972 Harvest Statistics 187
73 "r" Values for 1972 Corn Variety Plot Comparisons 187
74 "t" Values for 1972 Corn Variety Plot Hypothesis 187
75 1973 Corn Trial Statistics 190
76 Correlation Coefficients for 1973 Corn Trials 190
77 "t" Statistics for 1973 Corn Trials 191
78 1974 Corn Crop Evaluation Plot Data 194
79 Analysis of Variance for Crop Test, 1974 ^94
80 Paired "t" Statistics for 1974 Corn Test 195
81 Significant Treatment Comparisons for 1974 Growth Box Study 201
82 Significant Crop Comparisons for 1974 Growth Box Study 201
83 Nitrogen Balance 203
84 1975 Nitrogen Study Statistics 203
xiii
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TABLES (continued)
No^ Page
85 1975 Nitrogen Study "r" and "t" Values 205
86 Sludge Characteristics and Application Rate, 1975 206
87 Nutrient Application by Wastewater in Sludge Study, 1975 206
88 1975 Nitrogen Fertility Data 208
89 Soil Parameter Comparisons Between"Seasons by Horizon and Soil Type
90 Analysis of Variance Test for Significant Differences Between Soil Series 211
91 Agriculture-Irrigation Operations (Master Farm Plan) 218
92 Timing of Agricultural Operations (Master Farm Plan) 218
93 Equipment Performance Expectations (Master Farm Plan)
c\r\ f\
94 Agriculture Equipment for Crop Year 1973 (Master Farm Plan)
C\ Q O
95 Comparisons of Areas Planted, Areas Irrigated, Corn Marketed, and Corn
Yields for Years 1973, 1974 and 1975
OQO
96 1974-1975 Correlated Comparisons
97 1974-1975 Evaluation of Significant Differences, Growing Seasons 233
98 1974-1975 "F" Statistics Comparisons 234
99 Muskegon County Wastewater Management System Costs December 31, 1975 253
100 Muskegon County Wastewater Management System Analysis of Capital 255
Costs in Construction—Muskegon Subsystem
2 5(S ^ ^7
101 Analysis of Operations and Maintenance Costs, 1975
102 Schedule of Operating Costs, 1974-1975 258
103 Electricity Consumption and Costs, 1974-1975 259
104 1975 Labor Expenses 259
105 Costs of Aeration Cells, Lagoons, and Irrigation Circles, 1975 260
106 1975 User Rate Components 261
107 1975 Budgetary Rate 261
108 1975 Operational Rate 262
xiv
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ACKNOWLEDGEMENTS
The WMS management would like to acknowledge the contributions of the following people with-
out whose efforts the project and its success and this progress report might not have happened.
An expression of gratitude is extended.
To the first Board of Commissioners of Muskegon County for their courage in undertaking the
project in the face of large political and economic obstacles, particularly to Chairman Charles
Raap, as well as to each of the other members of that Board.
To the planning Commission of Muskegon County under the guidance of Michael Kobza, Chairman
and of Rod Dittmer, Director, for their pioneering work in the early stages of planning.
To County Administrator Ray Wells and Director of Public Works John Postlewait who steered the
project through rough seas during the design and construction period.
To the present Muskegon County Board of Commissioners, and especially to Commissioner John
Halmond and Chairman Herman Ivory for their depictions of the political and historical aspects of
the vicissitudes of land acquisition.
To Corporate Counsel Harry Knudsen for his review of the planning stages and explanations of
the vicissitudes of land acquisition.
To Jack Schaefer for his foresight and planning of the applicability of land treatment for Muskeeon
County. ft
To William Bauer whose engineering expertise translated idea into design.
To the Muskegon County Board of Public Works, and especially Chairman John Jurkas, for their
cooperation, encouragement and patience in allowing latitude to the project management to seek
new ways of solving a multitude of problems.
To the many departments within Muskegon County government from which geographical and finan-
cial information was obtained.
To the Environmental Protection Agency, administrative and financial sire of the research and
development program, and to Clifford Risley and his staff, Stephen Poloncsik and John Walker,
of EPA Region V, people of extraordinary patience; and to Curtis Harlin, Jr., of the Kerr Environ-
mental Research Lab, Ada, Oklahoma, for his support-both financial andmoral-of the research
operations.
XV
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To U.S. Congressman Guy Vanderjagt whose advocacy of land treatment for wastewater resulted
in federal recognition and support of this project; to his administrative assistant, Bud Nagelvoort.
To the staff of the Department of Natural Resources, State of Michigan, for their many constructive
suggestions in the development of the project design.
To the staff of the wastewater system, whose long hours and "extra" effort helped make this
report feasible.
And to Mr. Armstrong and Mr. Loesell, whose respective editorial and typing labors with this
manuscript have been not less than Sisyphean.
xvi
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SECTION 1
INTRODUCTION
PLANNING AND CONCEPTION
Industrial communities frequently experience economics which vacillate between boom and bust.
Muskegon County has many industrial communities which, during the decade of the 1960's, were
suffering economic doldrums. Unemployment was high, and industries were leaving the area.
Tourism was down. Water pollution was severe.
The natural resources of Muskegon County are ample: the western boundary is the shoreline of
Lake Michigan, and there are several inland lakes and streams of great potential for development
of recreational and tourist-related industries. But industrial effluent was being discharged
directly into streams, and most municipal wastewater was receiving only minimum primary treat-
ment before being dumped into the county's waterways. It was clear that economics and aesth-
etics were intertwined: dirty water was choking the regional economy.
Among the many plans and suggestions before the Muskegon County Planning Commission at this
time was a proposal for a county-wide wastewater treatment facility. The feasibility of the plan
was enhanced by the fact that most of the industries and population densities are located in a
centralized area between Mona and Muskegon Lakes. See Figure 1. It was argued that such a
treatment facility would renovate the county's waters so that one could expect the lakes and
streams to regain their attractiveness, and this attractiveness would be reflected in the com-
munities bordering them. The appeal would be diverse: to tourists and therefore to local busi-
nesses; to industrial investment and therefore to the gainfully employed; even to wildlife and to
all who appreciate wildlife. The scope and purpose of this scheme for clean water were far-
reaching: to blend advantageous socio-economic considerations with an overall improvement in
environmental quality.
The task of putting together and planning a county-wide wastewater treatment plant with the
involvement of five major industries and 13 municipalities was formidable.
During the early period when the proposal was under consideration, the Muskegon County govern-
mental structure was comprised of a board of supervisors of 45 members broken up into some 32
committees. Members of the board were either elected as township supervisors or city com-
missioners, or were appointed by the local municipality. Each member's primary allegiance was
to his specific constituency, and to achieve concord on county-wide programs was difficult in
the extreme. It seemed unavoidable that if progress were to be made, the form of the county
government must first be changed.
In 1968, the United States Supreme Court decided the Avery case, and the effect of the decision
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PLANNED
SERVICE AREA
WASTEWATER
MANAGEMENT
AREAS
Figure 1. Site location
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was to extend the one-man, one-vote concept to local government.^ In that the county commis-
sioners were elected from geographical districts of nearly equal population, the Avery decision
was to assure that each commissioner would represent an equal number of constituents.
In 1968, the first election was held for the re-apportioned County Board of Commissioners —
the name was changed from "supervisors" to "commissioners." The new 15 county commis-
sioners elected a chairman and appointed a corporate counsel and a comptroller and a director
of the Department of Public Works. It was within this structure of county government that the
wastewater management system was to be eventually realized, but not without great difficulty.
The membership of the new board of commissioners had little, if any, prior experience in county
government, and as they assumed their new posts they were facing an existing deficit of over
$250,000.
The county wanted to establish a regional system of wastewater treatment. But at the same
time, the City of Muskegon had on the drawing board plans to expand their plant into secondary-
tertiary treatment system, and the City of Muskegon Heights was already in the process of
expanding its system of secondary treatment and phosphate removal. These cities and others
in the area were in various stages of applying for state and federal funding for their improve-
ment plans. If the county-wide concept were to be accepted, the provincial and hometown-first
priorities would have to be altered.
In 1968, the Muskegon County Planning Commission engaged the services of a planning consul-
tation firm in Chicago, Bauer Engineering, Inc., to perform a feasibility study. The Bauer firm
gave to the board of commissioners a presentation on the benefits and cost-effectiveness of
land treatment of wastewater. Board members learned that a pilot project employing these
principles was being done at Pennsylvania State University. After visiting Penn State and
making further detailed inquiries throughout the year of 1969, the board of commissioners began
to seriously consider land treatment as a plausible alternative for their region. In February,
1969, the commission adopted a policy resolution to the effect that the county would take
measures to clean up the environment and, specifically, while providing higher quality surface
waters, also encourage industrial expansion. But outside of the board itself, there was little
enthusiasm for this bold experiment; skepticism ran high in all segments of the communities,
and local governments continued to compete with the county in the solicitation of priorities for
state and federal financial aid.
The impetus that was needed came in the form of the Lake Michigan Tributaries Conference of
four states which resulted in an agreement among the four states that by 1972 discharge of un-
clean water into Lake Michigan would cease. Two important features were: the 1972 deadline
which forced action and discouraged delay, and the fact that sources of federal monies gave
notification that funding would be done only for projects with regional wastewater objectives.
The Muskegon County Board of Commissioners, being the only organization with a regional plan,
was then in a good position to prevail.
Several municipalities were in trouble because of the conference agreement. The City of Mus-
kegon received notification from the S. D. Warren Paper Mill, the city's largest wastewater con-
tributor at 60.6 thousand cubic meters per day (TCMD) or 16 million gallons per day (MGD), that
the company had decided not to join the city's proposed system. The reasons were essentially
cost related. Later, S. D. Warren representatives were to be influential in persuading city
officials to support the county approach.
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During Thanksgiving week of 1969, Dr. William Bauer and members of his engineering consulting
firm attended a meeting of the Muskegon County Board of Commissioners. The board voted 14-0
(with one member absent) to proceed with the plan of land treatment with wastewater as thus far
outlined. Dr. Bauer was instructed to begin feasibility studies and detailed plans for the treat-
ment system.
The board was next confronted with the task of selling their wastewater treatment idea. Because
of the novelty of the concept, it was necessary to overcome skepticism and to "educate" at
all levels: state, federal, and local. The State of Michigan Health Department insisted that it
was an untested idea and questioned the soundness of the treatment procedure. The Health
Department's reticence and lack of support was reflected in the relatively low funding priority
that had been given the county by the State of Michigan.
The county board believed that there was a possibility of the project getting mired in political
squabbling. The board's members were primarily Democratic, so it was decided to obtain the
philosophical support of the Board of Commissioners of Ottawa County, an adjacent county whose
board was exclusively Republican. The Ottawa Board was intrigued with the overall wastewater
plan and agreed to lend whatever help they could. They did help in lending a flavor of non-
partisanship to the support of the Muskegon plan; it was possible to convince both Republicans
and Democrats of the wisdom of land treatment.
William Milliken, Governor of Michigan, had several advisors who were less than convinced about
the Muskegon project. The Muskegon County Board of Commissioners went to Lansing for several
meetings with the Governor and his assistants, and with the later support of a few state congress-
men and senators, gradual acceptance of the idea was obtained from Lansing.
Promotion of the project in Washington, D.C. was done by Congressman Vanderjagt of the 9th
Congressional District. Mr. Vanderjagt was convinced of the merits of the proposal, and he
publicized it well in Washington, soon obtaining the support of the Federal Water Pollution Con-
trol Administration. There were reports, unofficially, that President Nixon was aware of the land
treatment scheme and that he, too, supported it.
At the local level, there had been almost no public reaction because throughout the planning
stages, the program had maintained a low news profile. With increased publicity, however,
citizen interest increased, and local governmental units began asking questions regarding health
standards, finances, and impact on resources. The early meeting held by the county board in the
Townships of Moorland and Egelston were poorly attended, but after the adoption of the plan and
the decision to locate the site within these townships, there was vigorous opposition by the
residents. One local environmental group also questioned the soundness of the scheme and
threatened to interfere with and delay the project, so the county instituted a declaratory judgment
suit to eliminate delays and interference. The court ruling was in favor of the wastewater manage-
ment system project. The court's ruling, coupled with many meetings with local citizens, led to
an increased understanding of the operation of the project and resulted in diminished opposition
at the grass roots level. Similarly, local industries became convertees to the concept of the
county system and exerted meaningful pressure within their respective political units, and these
pressures assisted in breaking down inter-municipal, intra-county conflicts.
S.D. Warren Company was instrumental in aligning the City of Muskegon with the county system.
The City of North Muskegon was the first to contract to join the county system. Muskegon
Heights finally agreed to join after negotiating arrangements for a system of credits to be allowed
the city for their secondary treatment system. The trend provided sufficient incentive for the
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surrounding, smaller municipalities, and once they had committed themselves, the county me't
qualifying requirements for state and federal funding.
Many of the smaller cities and townships in the county had no collection systems. After exten-
sive negotioations with all units, the staff of the county board, in collaboration with Dr. Bauer,
drafted an access rights agreement by which a municipality might join the county system at a cost
based upon the number of acres serviced. That debt service to pay off a $16 million bond issue
is $25 per acre per year, and the governmental units are guaranteed that such capital costs will
not fluctuate, independent of the time they join the system or the number of acres they originally
commit to be serviced. The access rights agreement was well received. The debt service is
divided as follows: 60 percent is based on proportionate service acreage to be hooked up and
40 percent is based on proportionate flow at $45 per million gallons for those already hooked up.
But only municipalities which have an access rights agreement with the county are obligated
to pay the debt service. Of the 26 governmental units within Muskegon County, thirteen obtained
access rights agreements.
The technical classification of the project was changed in 1971; this was to result in significant
funding advantages. The original proposal as submitted to the Federal Water Quality Adminis-
tration (FWQA) called for funding of 55 percent of the total eligible construction costs by state
and federal agencies. Congressman Vanderjagt, realizing that it was an untried system, worked
with the FWQA and had the project classified as a "demonstration project," which allowed for
funding of 75 percent of some additional costs. In 1973, the state and federal funding level for
eligible construction costs was increased to 80 percent (55 percent federal and 25 percent state).
Because the project was under the auspices of a demonstration grant, it was possible to institute
a research and development program. The demonstration grant number is 1101OGFS.
To finance the county's share of construction and land acquisition expenses, the board of com-
missioners authorized in 1971 the issuance of $16 million worth of public bonds to finance the
local share of the construction costs and to pay for ineligible costs, which were principally land
costs.
During the spring of the previous year, the corporate counsel of the board recommended that the
Board of Public Works define and .prescribe the land acquisition procedures to be used in the pur-
chase of over 4,390 hectares (10,850 acres). Then, as monies became available through bond
sales, the land acquisition officer would be able to immediately buy the parcels. This was done.
The Board of Public Works hired an expert in land acquisition, knowledgeable in title and
classification; they also hired appraisers, experienced condemnation attorneys, and a real estate
brokerage firm as land acquisition officer. A title insurance company was engaged also. Where
appropriate, all selections were done on a basis of submitted bids.
One of the most remarkable data in the history of the Muskegon County Wastewater Management
System (WMS) is that the county was able to procure 85 percent of 425 parcels of real estate in
seven months. This feat would not have been possible were it not for the passing of the Uniform
Relocation and Land Acquisition Policies Act by the United States Congress. This law provided
extensive financial benefits to dislocated persons in the form of additive payments supplementing
the monies paid for their property, thereby enabling them to acquire excellent replacement housing.
This law, which became effective January 1, 1971, provided that the U.S. Government would pay
100 percent of the relocation costs of land owners forced to relocate because of land acquisition,
as long as these procedures were accomplished within 18 months of the law's effective date.
The Board of Public Works selected a company and contracted out the relocation jobs. All land
acquisition procedures were processed in accordance with federal guidelines, and the relocation
-------
company prepared and submitted its relocation plan to the Environmental Protection Agency
(EPA). The acceptance of the plan meant essentially that one million dollars had been added to
the WMS funding.
By the spring of 1972, over 85 percent of some 4,390 hectares (10,850 acres) was acquired.
Appraisal of each parcel was presented before the county board, and the board authorized an
offer through a purchasing agreement. The county board further offered an incentive bonus to
the land acquisition agency of $20,000 if 85 percent of the purchases were accomplished within
a specified time. The acquisition process went smoothly and quickly, resulting in only five fully
contested condemnation cases out of some 200.
The approval of the final design in April of 1971 came after 9 months of intensive design work by
Bauer Engineering, Inc. This period included an aborted attempt in December of 1970 to award a
single large construction contract which included about 90% of the total project. Two very high
bids were received —one of them twice and the other three times Bauer's estimate. In spite of
the discouragement which this experience produced, a concensus was reached after much discussion
that the project could be constructed within an acceptable budget if the work would be broken into
many smaller construction contracts. It was the combination of these many smaller contracts which
was approved in April of 1971.
The declaratory judgment lawsuit was tried in May, the bids were taken in May, the court decision
became final in July, the $16 million in county bonds were sold in August, and construction began
in September of 1971.
Through the stages of conception, planning, development, acceptance, and final approval of the
Muskegon project, many valuable lessons were learned. In outline form, the crucial ingredients
in the development of the project were:
1. Installation of a reorganized Muskegon County Board of Commissioners, (replacing the old
Board of Supervisors), representing the entire county on a one-man, one-vote basis
2. The agreement of the four-state Lake Michigan Tributaries Conference with the FWQA and
the assurance that funding priorities for clean water be on a regional rather than a municipal
basis
3. Securing of bi-partisan support for the concept of land treatment through cooperation with
Republican Ottawa County
4. Exertion of economic, social, and political pressures to achieve for the Muskegon project a
higher priority level within the agencies of state and federal governments
5. Declaratory judgment in favor of the project as a result of the class action suit
6. Authorization of $16 million in bonds by the Muskegon County Board of Commissioners
7. Passage of the Uniform Relocation and Land Acquisition Policies Act which facilitated
completion of land acquisition in a relatively short time
8. Actions of the board of commissioners and Congressman Vanderjagt and other officials,
elected and appointed, that were bold and courageous and supported an unpopular minority
view
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That aspect of the development of the WMS project from conception to construction which was
least effectively handled was local public relations. Generally, public relations may be said to
have suffered because of three problems:
1. The record of the Muskegon County Board of Supervisors in accomplishing county-wide pro-
jects was poor. The board's ineffective performance had produced distrust and profound
lack of'confidence on the part of the citizens.
2. Local newspapers and communication media were not in support of the project.
3. Education of the local population regarding the details of the operation was difficult because
all through the planning stages changes were being made. The concept and design remained
in flux over a long period, and to have tried to sell each and every component would have
destroyed credibility. A more systematic approach toward informing the people of the develop-
mental aspects of the system, as well as trying to convey the macroscopic importance to the
future of the region, might have resulted in less local opposition.
The Muskegon County Wastewater Management System has two similar treatment sites. The major
treatment site is the Muskegon-Mona Lake System which services the metropolitan Muskegon
area (106 TCMD or 28 MGD). The smaller treatment site is the White Lake System which services
the Whitehall-Montague area (3.8 TCMD or 1 MGD). See Figure 1. The main reason for planning
two similar systems was that the White Lake area is located 32 kilometers (20 miles) north of the
Muskegon metropolitan area, and it was not believed to be economical to install a transmission
pipeline for 3.785 TCMD (1 MGD) from the north into the Muskegon-Mona Lake System. The in-
formation and all discussions in this report cover exclusively the Muskegon-Mona Lake System.
RESEARCH AND DEVELOPMENT PROGRAM
Because the Muskegon County Wastewater Management System was classified as a demonstration
project, there has been an active research and development program associated with it financed
primarily by EPA Research Grant No. 11010GFS. Of the $1.935 million allocated for R & D, 75 per-
cent has been federally funded, and 25 percent has been from Muskegon County.
The following listing includes brief descriptions of each R & D activity in which the WMS has
been active.
Monitoring of Surface and Groundwater Quality^
The purpose of the surface and groundwater monitoring program was to establish background baseline
physico-chemical characteristics of the waters before and during WMS operations and to evaluate
possible effects of long-term and future operations.
Irrigation Rig Optimization Studies
The purpose of these studies was to gather information as a basis for the evaluation of different
types of center-pivot spray irrigation machines and to prepare performance specifications for
irrigation equipment with optimum efficiency on Muskegon soils. Also included were evaluations
of aerosol winddrift under various operational and weather conditions.
-------
Wells
The purpose of the construction and monitoring of the various series of wells was to facilitate
monitoring of groundwater before and after WMS operations.
Management of WMS Farm Operations
The farm management program under the direction of the farm manager included all planning for
initial agricultural activities and the subsequent development of a master farm plan to maximize
the effective use of farm acreage.
Socio-Economic Studies
The purpose of these studies, done by Keifer & Associates of Chicago (formerly Bauer Engineering,
Inc.), was to evaluate the impact of the WMS on the local economy. Included was the study of the
WMS as a drawing potential for new industry into an area dependent largely upon the automotive
industry.
Test Performance Studies
The purpose of this component was experimentation with the various operating modes of the
WMS— including the living filter portion— in pursuit of maximum effectiveness with optimum
efficiency. Details of how these various components were handled Eire in the treatment perform-
ance section.
Studies of Wastewater Use and Renovation by Soils and Crops
The purpose of these studies was to determine those crops best suited to local soils and to
wastewater-irrigation-renovation; included were the evaluation of wastewater components on
plant growth, studies of soil dynamics in response to wastewater irrigation, and the evaluation
of crops as market items to reduce overall wastewater treatment costs.
Table 1 below itemizes each research and development component a ad gives the funding
allocation.
Table 1. FUNDING OF WMS RESEARCH AND DEVELOPMENT COMPONENTS, 1972-1977
Project element
Surface and groundwater monitoring
Irrigation equipment optimization
(Pre-construction studies)
Wells
Farm management
Socio-economic studies
Treatment performance studies
Agricultural performance studies
Project administration
Total
Duration
1972-1977
1972-1973
1972-1973
1972-1977
1972-1977
1972-1975
1972-1976
1972-1977
Funding
$ 457,332
199,997
353,330
172,014
127,410
355,530
213,148
56,239
$1,935,000
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MANAGEMENT HISTORY
The Muskegon County Board of Commissioners sought professional business management for the
WMS for several reasons:
1. The county board was strongly political and very partisan, but most important, the board was
inexperienced in the management of an enterprise the magnitude of the WMS.
2. The opinion was held that to hire outsiders would present the opportunity of bringing together
agencies of business and government.
3. Finally, it was believed that corporate ties might prove to be an asset in the improvement of
the municipal bond rating.
Bids were taken. After a review, the county board selected Teledyne Triple R, a corporation
with subsidiaries in the Muskegon area, as the managing firm for WMS, and a contractual arrange-
ment on a fixed-fee basis was agreed upon. Teledyne Triple R (TTR) began to actively participate
in the R & D program in the fall of 1971.
The early pre-construction studies were begun. An engineer was hired to canvass manufacturers
of standard agricultural irrigation equipment and to establish specifications for purchasing proto-
typic irrigation rigs for evaluation within the WMS. A small staff was hired for the laboratory, and
some laboratory equipment was bought in November, 1971. About the same time a cost accounting
system was instituted.
In the spring of 1972, with a farm manager hired, work began on the setup of dry-land-variety corn
test plots and test plots for other crops. As soon as the temporary laboratory was functional,
monitoring was begun of surface and groundwaters, and the various pre-construction, equipment-
optimization studies were begun with the purchase and setup of two prototype irrigation machines.
During 1973, in addition to continuing the ongoing R & D programs, the first major planting was
done: 607 hectares (1500 acres) of dry-land corn. Studies of the irrigation rigs were completed,
specifications were drawn up, and the contract was awarded. The WMS staff was enlarging.
Additional laboratory personnel were hired to handle the increased workload of the treatment
performance studies, and TTR was hiring operators from wastewater treatment plants of sur-
rounding communities as their systems were being phased out. Beginning in May, 1973, the WMS
collection system, biological treatment and wastewater storage were operative.
In 1974, the first year of wastewater irrigation, about 1890 hectares (4700 acres) of corn were
planted, but a combination of high water, relative unavailability of irrigation equipment and a
poor growing season doomed the crop. Yields were poor. Simultaneously, Teledyne was suffering
high turnovers of personnel in middle and high management. After three years of managing the
system, the combination of capital outlay for equipment and poor crop yields had created a serious
cash flow problem for Muskegon County. By late 1974 the operating deficit from the general fund
was almost $1,000,000, notwithstanding the fact that TTR corporate headquarters had financed a
large portion of the expenses of the beginning operations. It was clear that for mutual financial
reasons the agreement between TTR and the county had to be terminated. This was done in
December, 1974. The county assumed management of WMS.
The first year under county management was a success. With a good 1975 corn crop and lowered
manpower requirements and other savings due to changes in operations, the operating deficit was
-------
reduced from almost $1,000,000 to $85,000. The county has retained management of the system to
the present.
The preceding historical sketch has included the early planning and conceptual stages of the
Muskegon County Wastewater Management System. In the sections to follow, these topics are
discussed in detail:
Design
Irrigation Equipment Optimization Program
Operation and Maintenance
Treatment Performance
Monitoring of Ground and Surface Water Quality
%ater and Materials Balance
Agricultural Productivity Studies
Management of Farming Operations
Socio-Economic Study
Economics
10
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SECTION 2
CONCLUSIONS
The time required for the construction of this land treament project was brief: 85 percent of the
parcels of land was acquired in seven months, and construction from groundbreaking to startup
of operations was 20 months.
Within a closed flowing system such as the Muskegon project, it is possible to evaluate the
effectiveness of wastewater renovation by the monitoring of water quality at various points along
the continuum: the biological treatment cells, storage lagoons, chlorination, drainageplpes, out-
falls to surface waters and groundwater wells. In Muskegon County the land treatment of mixed
domestic-industrial effluent by the use of center-pivot irrigation machines produced, with some
exceptions, discharge water of a quality which exceeded both design and NDPES standards for
five-day biological oxygen demand, total phosphorus, suspended solids and fecal coliform.
Corn possesses several physiological attributes which make it a suitable crop for the heavy
irrigation rates inherent to land treatment. Studies of nutrient levels in water, soil and crops
revealed that the nitrogen, potassium and phosphorus applied during the 1975 irrigation season
were retained to a significant degree in that soil layer available to the corn plants. By balancing
the amounts of these nutrients in wastewater with crop needs, more efficient overall nutrient re-
moval is achieved.
Remarkably high corn yields have been achieved on predominantly sandy soils. Healthy crop
production is roughly equivalent to efficient nutrient removal and to reduced renovation costs.
In 1975 farming income offset 39 percent of the operation costs of the system.
Depending on the influent wastewater characteristics, the operational mode of the biological
treatment cells and storage lagoons may be manipulated so as to realize significant reduction in
power consumption at considerable cost savings, without loss in water quality.
After three years of operation, no significant changes have been found in the water quality para-
meters of the groundwater. Those minor changes which have been detected in groundwater are
thought to be due to factors extraneous to the water treatment operations. During this same
period, there appeared to be an improving trend in some indicator parameters in the surface water
qual ity.
Populations of game and other wildlife species have increased sharply in the project area.
There are indications that the presence of the wastewater project has been supportive in retaining
11
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local industries and in attracting new industries, thereby contributing significantly to the
regional economy.
Total system costs in 1975 amounted to less than $28 per thousand cubic meters ($106 per
million gallons), based on a daily flow of 106 thousand cubic meters (28 million gallons). This
cost compares favorably with that of conventional treatment systems that often offer less com-
plete renovation of wastewater.
A precedent has been set for municipalities to challenge private groups-such as environmental
partisans— who seek to stop pollution control projects. The pioneering suit on behalf of the
County against the Environmental Protection Organization of Muskegon County is a landmark.
Breaking of the construction work into a large number of separate contracts instead of letting the
job all as one large construction contract saved very large sums of money.
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SECTION 3
RECOMMENDATIONS
Of paramount importance to the understanding of wastewater renovation in a land treatment system
are the various behavior patterns of the component pollutants after they are introduced onto the
soil and crops by irrigation. Some mobile nutrients such as nitrate - if not adequately removed -
may add significantly to the pollution of groundwater. The fate of nitrate in crop irrigation from
the crop-root complex to leachate is poorly documented. Nitrogen mobility studies should be con-
tinued with different crops under varying conditions of soil permeability and crop planting density.
The roles of other pollutants, particularly organics and viruses, should be examined. The question
should be resolved as to how the removal of these pollutants by land treatment compares with the
efficacy of alternate treatment systems and to what degree the removal of organics and viruses by
land treatment is consistent with requirements for environmental protection.
It is recommended that broad spectrum studies of overall energy input be initiated using a systems-
analysis approach which would include use of manpower, electrical power and personnel for opti-
mum project efficiency. The research should include computer modeling of lagoon kinetics and a
re-evaluation of the monitoring program with the goals of immediate information retrieval for use in
management decision-making. Included also should be studies of the response of soil cation-ex-
change-capacity to heavy irrigation. Knowledge of the time frame in which the cation-exchange-
capacity may be expected to approach equilibrium would provide guidelines by which the future
industrial expansion of the region might be intelligently influenced.
Because of the sparse information available on the application of the sludge within a sprinkler-
irrigation system, studies should be done on the effects of such application on soil, crops and
leachate.
Field equipment problems, such as nozzle-plugging on irrigation rigs, lightning damage to equip-
ment and localized areas of inadequate drainage, should be corrected.
Because high density plantings may be expected to produce denser root matrices which should be
more effective at nutrient recovery, experimentation with many corn varieties and with other crops
should be continued, with customized nutrient fertigation according to the soil permeabilities.
Denser plantings may produce higher crop yields for enhanced cost-efficiency. Included also would
be expansion of the grain center drying and storage facilities to increase profits through more flex-
ible marketing options.
Some industries and communities within the service area of the project remain without collection
13
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systems and continue to pollute surface waters. Those communities should be vigorously en-
couraged to install collection systems.
The construction of greenhouses with controlled temperature, humidity and light would make pos-
sible experiments during the winter months on various aspects of wastewater-soil-plant relation-
ships.
14
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SECTION 4
DESIGN
INTRODUCTION
The earliest design proposals were submitted in 1969 and were oriented toward handling rela-
tively modest wastewater flow rates. But in June, 1969, with the decision of the S. D. Warren
Paper Mill to join the county system, the design had to be altered to accommodate the additional
flow of 60.6 thousand cubic meters per day (TCMD) or 16 million gallons per day (MGD). And
with the subsequent expansion of the system to include surrounding townships and municipalities,
the original construction cost estimates had tripled from $12 million to $36 million, and the esti-
mated wastewater daily flow had increased from about 45.4 TCMD to 106 TCMD (12 to 28 MGD).
Bauer Engineering of Chicago predicted that this early design would service an area of 4,455 ha
(11,000 a) in 1972 and about 12,150 ha (30,000 a) by the year!990.3 The projections are sum-
marized below.
Table 2. BAUER ESTIMATES OF DOMESTIC-INDUSTRIAL PROJECTED
WASTEWATER FLOWS IN 1972 AND 1990 IN THE MUSKEGON
METROPOLITAN AREA
Flow in TCMD Flow In MGD
Wastewater source 1972 1990 1972 1990
Domestic
Paper mill
Total
45.4
60.6
106.0
84.0
30.3
114.3
L2.0
16.0
28.0
22.2
8.0
30.2
in both metric and British units; thereafter metric units only are used.
At this early stage the prime considerations which were influential to design were the current and
predicted characteristics of and volumes of wastewater being treated at existing facilities. A
profile of those important characteristics is tabulated below, showing both the predicted loading
of the treatment system in 1972 and in 1990, including the combined domestic and industrial
effluents from the Muskegon metropolitan area.
15
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Table 3. ESTIMATES OF PARAMETERS OF WASTEWATER QUALITY FOR
MUSKEGON METROPOLITAN AREA DOMESTIC AND INDUSTRIAL EFFLUENTS
FOR 1972 AND 1990
1972
Concen-
tration,
Rate,
kg/day lb/day
Concen-
tration,
mg/1
1990
Rate,
kg/day lb/day
Five-day biological 190
oxygen demand (BOD_)
Suspended solids 181
Suspended volatile 141
solids
20,159 44,500
19,253 42,500
14,949 33,000
System flows
106 TCMD or 28 MGD
240 27,316 60,300
235 26,636 58,800
184 20,838 46,000
Settleable solids
Phosphorus (P)
Nitrogen (N)
Sulfate (S04)
98
4.9
10.4
195
10,419
521
1,110
20,657
23,000
1,150
2,450
45,600
123
8.6
17.8
218
13,907
974
2,016
24,598
30,700
2,150
4,450
54,300
114 TCMD or 30 MGD
Perhaps the most important single factor influencing design is the phenomenon of nitrogen removal
from wastewater by soil and crops, for it is this factor which dictates the overall farmland area
requirements and the selection of the crops for water renovation. Although the basic processes
of crop assimilation, denitrification, nitrogen fixation, and nitrogen leaching to groundwater are
individually fairly well understood, the total nitrogen mass balance within a soil profile has not
been quantified nor well defined. For these 1969 proposals, it was intended that the principal
source of nitrogen for the land being irrigated with wastewater would be from the wastewater it-
self. Thus, with the Bauer predictions of 10.4 mg/1 in 1972 and 17.8 mg/1 in 1990 in the waste-
water entering the lagoon treatment system, it was possible to draw up a tentative mass balance
for nitrogen as in Table 4. 3
Data in Table 4 indicated that at an irrigation rate of 2.54 cm/wk (1 in/wk), the amount of nitro-
gen was insufficient for 1972 crop needs, and 5.08 cm/wk (2 in/wk) was adequate for a corn yield
of 6.3 metric tons per hectare (100 bu/a). The predictions were that by 1990 the nitrogen con-
tent of the wastewater would be sufficient for crop needs with an application rate of just over
2.54 cm/wk (1 in/wk).
The original site selected for the WMS was in the Cedar Creek area, including part of Dalton
Township, northeast of Muskegon, and it included 5,265 ha (13,000 a ) for the initial development
plus 1,620 ha (4,000 a ) to be set aside for future use. The design called for the construction of
lagoons for treatment and storage of wastewater and equipment for the irrigation of both agri-
cultural and forestry crops, the distribution being estimated at 60 percent for agriculture and 40
percent for forestry. Figure 2 is a sketch of the proposed layout. There were to be two treatment
16
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Table 4. ESTIMATED 1972 MUSKEGON NITROGEN APPLICATION TO LAND AT WMS AND PROJECTIONS FOR 1990
1972-Applied
Cone.,
mg/1
N applied to soil 8.3
by irrigation
water
N lost from soil 2.1
to atmosphere
Net effective 6.2
application
N from rainfall
Maximum N
available to
crops
N requirements of
corn for yields
of:
21 5 kg/ha
100 bu/a
Net excess (+) or
at 2.54
cm/wk,
kg/ha/yr
58.9
15.2
43.7
5.3
49.0
89.3
-40.2
atl
in/wk,
lbs./a/yr
66
17
49
6
55
100
-45
to land
at 5.1
cm/wk,
kg/ha/yr
118
29.5
88.5
5.3
93.8
89.3
+ 4.5
1990 -Applied to
at 2
in/wk,
Ibs/a/yr
132
33
99
6
105
100
+ 5
at 2.54
Cone., cm/wk,
mg/1 kg/ha/yr
14.2 100
3.5 25
10.7 75
5.3
80.3 90
89.3
-8.9
at 1
in/wk,
Ibs/a/yr
112
28
84
6
90
100
-10
land
at 5.1
cm/wk,
kg/ha/yr
200
49.1
150
5.3
156
89.3
+ 67
at 2
in/wk,
Ibs/a/yr
224
55
169
6
175
100
+ 75
deficiency (-)
-------
t
RAW WASTE
^H
l^m
AERATED
LAGOONS
^
^
~T
I
i
J
"T
I
1
1
1
L
mi
•••
_
->
HOI DlNfi 1 AROni\IS
->
"1
|
1
\
i
|
.J
mm
•M
•• •
^ ^
— ^
ALGAL
LAGOONS
->
•>
i
— INFLUENT CAPABILITIES
_ TRANSFER CAPABILITIES
EFFLUENT CAPABILITIES
TO I RRIGATION
AREA
i
)N%1/
A •
Figure 2. Early conception of lagoon treatment system
18
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lagoons or aeration cells with treatment capacity of 113.6 TCMD (30 MGD), each with 2-day
detention. They would be operable in either series or parallel. Each treatment lagoon was to be
equipped with four 113.6 TCMD aerators rated at 44.7 kw (60 hp). The efficiency demand of the
system required that at least 50 percent of the biological oxygen demand (BOD) be satisfied and
that wastewater solids be maintained in suspension. The design required that a feed stream be
maintained for the algal ponds.
This design called for two storage lagoons which would provide 120 days of detention at a flow
rate of 74.0 TCMD (30 MGD). The total storage capacity was to be 12.3 million cubic meters
(MCM) (440 million cu ft) at a depth of 6.1 meters (20 ft) and a total surface area requirement of
202.5 ha (500 a). The two photosynthetic ponds would accommodate 170 TCMD (45 MGD) average
flow at 10 days detention; their depth was to be 1.52 m (5 ft) and their area 112 ha (276 a). These
ponds, too, would be operable in either series or parallel. The photosynthetic ponds were to be
equipped with mixers and aerators, and it was predicted that the designed operational flexibility
would provide the desired algal productivity.
Water from this system was to be used for irrigation according to the regime outlined in Table 5.
The site at Cedar Creek-Dalton Township was abandoned early in 1970 in favor of an area over-
lapping the townships of Moorland and Egelston, to the southeast of the original site. Selection
of a second site was based primarily on the more uniformly highly permeable soils and the more
uniformly flat topography, both features of paramount importance to successful irrigation. In
September, 1970, after the selection of the second site, Bauer Engineering did a study for the
FWQA entitled, "Engineering Feasibility Demonstration Study for Muskegon County, Michigan,
Wastewater Treatment Irrigation System."^ The work was initiated by the county board and its
board of public works and the planning commission. The final report contained the important
conclusion that to use lagoon treatment for wastewater and subsequently to use the wastewater
for irrigation of crops was indeed feasible. Much of the information obtained in this study was to
influence the design of the final system.
The report included essential background data from a program of analyses of wastewater samples
from the sewage treatment plants of the Cities of Muskegon and Muskegon Heights, the resulting
quality profile indicating that these wastewaters were typical of communities with mixed domestic-
industrial sewage. But there was also evidence that occasional heavy industrial dumping had
occurred, and this aspect of the report gave support to proposals for regulations dealing with
sewer use throughout the region.
The report included analyses for heavy metals in Muskegon wastewater. The findings indicated
concentrations sufficiently low that concern for the then current levels was deemed unwarranted.
But it was recommended that a trace heavy metal monitoring program be established in order to
detect possible future increases.
Other laboratory tests confirmed the effectiveness of treatment of combined wastewater of the
City of Muskegon and S. D. Warren mill by the use of aerated lagoons. It was found that the five-
day BOD was reduced an average of 70-90 percent within detention periods of two to four days.
Other findings in this lab series were:
1. Chlorine demands of the aerated effluent were low; a chlorine dosage of 10 mg/1 or less was
adequate for disinfection.
2. Algae grew well in aerated effluent.
3. Sand column filtration showed significant reductions in phosphate, ammonia nitrogen and
19
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Table 5. EARLY CONCEPTION OF ANNUAL HYDROLOGICAL OPERATIONS OF IRRIGATION SYSTEM
Irrigation rate
Inflow, Outflow,
Month
Dec
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
MCM MG MCM
3407 900 1768
1768
3940
3940
3940
5390
5390
5390
4667
4667
1768
MG
467
467
1041
1041
1041
1424
1424
1424
1233
1233
467
Storage at
start of month,
MCM
1703
3342
6749
10155
11794
10719
10719
10182
8198
6211
4224
2964
1703
MG
450
883
1783
2683
3116
2832
2832
2690
2166
1641
1116
783
450
Forest
1620 ha
(4000 a),
cm,/wk
2.54
0
0
2.54
2.54
2.54
2.54
2.54
2.54
2.54
2.54
2.54
2.54
in/wk
1.0
0
0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Agricultural
2430 ha
(6000 a),
crn/wk
0
0
0
0
2.29
2.29
2.29
2.29
3.81
3.05
3.05
3.05
0
in/wk
0
0
0
0
0.9
0.9
0.9
0.9
1.5
1.2
1.2
1.2
0
-------
color; phosphate was less than 0.1 Tig/1; ammonia nitrogen was reduced 50-75 percent; and
color was at less than five units.
In order to simulate the operation of the storage lagoons under conditions of varying irrigation
rates, a mathematical model was constructed into which was fed local climatological data from
the years 1948 to 1969 and water quality data from hypothetical storage lagoons. Using, on the
one hand, a range of 3.8 to 6.4 cm/wk (1.5 to 2.5 in/wk) for irrigation and, on the other hand, no
irrigation during freezing and precipitation periods, the requirements of the storage lagoons varied
between 14.53 MCM at 0.121 MCMD for four months (3840 MG at 32 MGD for four months) and
18.17 MCM at 0.121 MCMD for five months (4800 MG at 32 MGD for five months). The hypothetical
irrigation area for the model was 3,848 ha (9,500 a). Such simulation experiments made the model
an excellent tool for the modification and refinement of the final design of the water treatment
system, and, later, the same model was to be of help in sketching out various operational guide-
lines.
The early investigations into soil profiles and groundwater tables at the Moorland-Egelston site
indicated that two techniques would be necessary to monitor and manage groundwater movement:
a system of drainage pipes and a system of drainage wells. It was determined that spacing
between drainage wells should range between 244 and 1,372 meters (800 and 4,500 ft); spacing
between drainage pipes should range between 61 and 457 meters (200 and 1,500 ft). A more de-
tailed description of the groundwater management system appears later in this section.
The agricultural aspects of the engineering feasibility study included the following recommen-
dations for land use:
1. Sod production
2 Perennial grasses; i.e. hay or pasture
3. Christmas tree production in specific areas
4. Beef cattle production
At the conclusion of the report, the following courses of action were suggested to the county
board:
1. Proceed with the design and construction.
2. Develop a research and development program.
3. Expand the agricultural studies, and review the potential of commercial agricultural
opportunities.
Design work began in August of 1970 and was completed in March of 1971 for the majority of the
project for which bids were taken in May of 1971. Later aspects of the design which continued
and for which bids were taken later included the irrigation rigs.
The designs proposed by Bauer Engineering were judiciously and expeditiously reviewed by both
state and federal agencies, with some modifications resulting from the review processes. About
90% of the construction plans and specifications were approved in April of 1971. Later approvals
of the remaining items came in 1972.
21
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ENVIRONMENTAL IMPACT STUDY
On June 21, 1971, the Office of Water Programs, Region V, submitted an environmental impact
statement for the Muskegon County Wastewater Management System No. 1 to the Council on
Environmental Quality. The following is a summary. ^
Short- and Long-range Uses of Environment
This project constitutes an attempt to reach beyond the short-range marginal action common to
many present wastewater management efforts. In fact, support for the project is based on its per-
formance capability to facilitate realization of long-range environmental goals and development
opportunities of the region and at a cost comparable to that being incurred by other areas for
short-range environmental measures. The project will easily protect all impact areas for the
highest water resource use designations now in effect.
More important is the fact that the treatment system can achieve virtual total removal of a more
extensive group of problem constituents in the waste than present regulatory programs require.
As a result, it will also be in a better position to meet the more restrictive and broader-based
performance standards that may be implemented in the future.
Commitment of Resources
Although the project entails the commitment of a large land area for lagoon treatment and land
irrigation, this commitment is not an irretrievable one. The land will not be degraded in the
process of irrigation but will be improved in fertility.
As the technology of waste treatment develops and other alternatives become available, or if it
becomes more desirable to use this land for other agricultural purposes, it can be readily re-
directed into such use.
It seems apparent, however, that the inland area will always be a preferred location for the per-
formance of waste treatment activities. The shoreline land area adjoining the prime water
resource units have a much greater potential beneficial use for a higher level of cultural activity.
Public Objections to the Project
The Muskegon County Wastewater Management Plan was adopted unanimously by the Muskegon
County Board of Commissioners in May, 1969. Resolutions of full support and participation were
passed by each of the 13 governmental contractees in the fall of 1970. The overall community
support was demonstrated by signed contracts between the county and each participating govern-
mental unit and by the public support of the service agencies in the county.
Certain local concerns and objections to the project were raised by citizens who were living in
the project site area and by citizens living in the adjacent areas outside the site boundaries.
These concerns were due in part to apprehension over obtaining a fair price for property sold to
the county but were also due to a lack of understanding by individual citizens of the performance
22
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capability of the system. And there was a general apprehension about a project of this magnitude
being built near individual residences. Specific aspects of local conceptual difficulties include:
1. Difficulty in understanding how an area that presently experiences high groundwater levels for
part of the year can be beneficially irrigated
2. Lack of understanding of how the sub-drainage system prevents out-migration of percolate and
effectively manages groundwater levels
3. Concerns about potential odor and other nuisance problems
4. Concerns about the possibility of aerosol spray from operation of the irrigation system; such
a spray is prevented from migrating out of the project area by using low-pressure, large-droplet
irrigation, by avoiding irrigation during exceptionally windy days, and by the development of
tree buffer zones around the perimeter. Effluent disinfection before irrigation provides an
additional level of protection.
Figure 3 shows a schematic plan of the elements of the Muskegon system after final revisions of
the design were completed and represents the system as it is today. Figure 4 is an overall aerial
view.
DESIGN BASIS
As mentioned earlier, the primary design goal of the WMS planners was to meet or exceed the
requirements of local, state and federal agencies for clean water to be achieved by land treat-
ment, while simultaneously aiming at secondary goals of improving the overall environment in
ways which would boost the regional economy. In the decision to build the project at the Moor-
land-Egelston site, there were many and diverse inputs into the design conspectus. Among those
considerations were:
Geographic Location
Muskegon County is located on the eastern shore of Lake Michigan about 185 km (115 mi) north
of its southern tip. The county is traversed by many streams which flow predominately westward
and converge eventually into one of three inland lakes: Bear Lake, Mona Lake, and the largest,
Muskegon Lake. The WMS site is 24 km (15 miles) east of the Lake Michigan coastline and is
drained by two stream systems, the Black Creek to the south and the Mosquito Creek to the north.
Treated wastewater which is channeled into these creeks flows to Mona and Muskegon Lakes and
finally to Lake Michigan. See Figures 1 and 5.
Climate
The climate of the area is tempered by the position of the county relative to Lake Michigan.
Precipitation, including snow, averages 76.2 cm/yr (30 in/yr) and is considered moderate- of the
218 cm/yr (86 in/yr) of snow, most falls during December and January. The mean average annual
temperature is 8.4°C (47.2°F) with the average maximum in July at 26.8°C (80.3°F) and the
average minimum in January at -8.0°C (17.6°F). The average frost-free period ranges from 160
to 170 days.
23
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COLLECTION
AND
TRANSPORT
SETTLING
LAGOON
BIOLOGICAL
TREATMENT
CELLS
STORAGE LAGOONS
OUTLET
LAGOON
CHLORINATION
IRRIGATION
SOIL
SUBSURFACE
DRAINAGE
TO SURFACE WATER.
Figure 3. Schematic flow of Muskegon Wastewater System
24
-------
to
Cn
..*• »*>
Figure 4. Aerial view of wastewater site showing irrigation
circles beyond the impoundment lagoon
-------
SAMPLING POINTS
Figure 5. Surface water drainage from irrigation site with sampling points
-------
Final Site Selection
The reasons for selection of the Moorland-Egelston site were:
1. It was a large area of relatively unproductive, unpopulated land, and it was available.
2. The distance from the major effluent sources was 16-19 km (10-12 mi), considered moderate.
3. The low population density of the area-about 5 residents per square kilometer (13 per sq mi)-
lowered relocation expenses.
4. The land had low market value.
5. The site was located on a flat outwash plain with slopes ranging from 0-6 percent, thereby
reducing runoff and erosion problems.
6. The soils of the area are sandy and have characteristically high permeabilities.
7. The potential of the site for multiple land use was high.
8. Only about 50 percent of the land required clearing operations, primarily for the removal of
scrub oak.
In an overall view of these site considerations, perhaps the most important single criterion was
soil permeability: it is this feature of soil which largely determines the amount of land required
to treat a given volume of wastewater, and because of the abundance of sandy, highly permeable
soils at the WMS site, a relatively modest land area 4,455 ha (11,000 a) was recommended.
Besides the areas covered with scrub oak, there were patches scattered with scotch pine, [ack
pine, aspen, ash, lowland hardwoods, white pine, oaks, and open grassland. See Figures 6 and?.
Prior to the clearing of the land, there were small populations of whitetail deer, cottontail rabbit,
ruffed grouse and ring-necked pheasant. With the establishment of the lagoons and farm crops,
large numbers of waterfowl and shoreline birds were predicted, and increases in the population of
other wildlife species were also expected. Wildlife management through controlled hunting was
suggested for the site.
Multiple Use Opportunities
A solid waste site was constructed on the grounds. The design of the site included features
designed to maximize groundwater control, so leachate from the solid waste area might be col-
lected, pretreated if necessary, and pumped into the storage lagoons. Absolute groundwater
control has not as yet been achieved, however.
Among the multiple-use ideas were suggestions for various recreational activities and for the con-
struction of an industrial park at the site. Such industries might use lagoon water for supple-
mentary cooling purposes, and there would be the advantage of proximity to the facility for treat-
ment of their own wastewater.
27
-------
Figure 6. Project site north of Apple Avenue, September, 1971
Figure 7. Stacks of bulldozed trees in early clearing operation
28
-------
PHYSICAL DESIGN OF THE SYSTEM
Wastewater Flow Projections
Projections of effluent flow rates were estimated based upon population growth and service area
extensions, projected development of industrial and commercial parks, present industrial flows
already connected to the system, and industrial flows proposed to be connected to the system.
According to the Muskegon County Planning Commission and the 1970 Preliminary U.S. Census
Report, the present and projected population growth and service area growth are as follows:
1972 Estimate
Population
140,000
Service area
50,625 ha
(125,000 a)
1992 Design Estimate
Population Service area
182,000 65,205 ha
(161,000 a)
The present major municipal contributors are the Cities of Muskegon, Muskegon Heights, North
Muskegon, and Roosevelt Park, with an average unit flow rate from these domestic sources of
0.341 cubic meters/capita/day (90 gallons/capita/day) and a peak of 0.757 cubic meters/capita/
day (200 GCD). The major industrial contributors are the S.D. Warren Paper Mill and the Story
Chemical Company. Table 6 lists the effluent contributors to the WMS with the average daily flow
of each.3
Table 6. ESTIMATED 1972 EFFLUENT CONTRIBUTOR FLOW RATES
Contributor
Flow in TCMD
Flow in MGD
Domestic sources in Muskegon
metropolitan area
S.D. Warren Paper Mill
Story Chemical Company
Continental Motors
Other industries
Total flow
45.4
30.3-60.6
3.8
1.9
1.9
113.6
12
8-16
1
0.5
0.5
30.0
In Table 7 below, data from the preliminary studies conducted by Bauer Engineering, Inc., pro-
vide a comparison of 1972 average flow rates from the domestic and industrial sources with the
average and peak flow rates projected for the year 1992.^
29
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Table 7. ESTIMATED FLOW RATES IN 1972 AND 1992 FOR
DOMESTIC AND INDUSTRIAL EFFLUENTS
1972
Source
Domestic
Mixed industrial and
commercial
Special industrial
Special development
Totals
Avg
TCMD
28.4
16.7
62.5
0
107.6
Avg
MOD
7.5
4.6
17.2
0
29.3
Avg
TCMD
60.6
17.4
51.1
29.5
158.6
Avg
MGD
16.0
4.6
13.5
7,8
41.9
1992
Peak
TCMD
151
43.5
65,1
74.2
333.8
Peak
MGD
40.0
11.5
17.2
19.6
88.3
Percent
of total
38.0
11.0
32.0
19.0
100.0
Wastewater Characteristics
The composition of the wastewater treated at WMS is by volume about 40 percent domestic and
about 60 percent industrial in origin. The total effluent has a calculated population equivalent
of 300,000. A profile of select characteristics of this wastewater is in Table 8 below.
Nutrient concentrations in effluent have obvious implications for design, including lagoon dimen-
sions, rate of wastewater application to soil and crops, and soil-crop removal rates. It is known,
for example, that phosphorus complexes heavy metals in soil, and, of course, the efficiency of
nitrogen removal from effluent varies significantly with the amount applied to the crop. These
interactions of effluent nutrients with soil and crop are discussed in more detail in the treatment
performance section.
The wastewater profile in Table 8 was done by Bauer Engineering and indicates their predicted
effectiveness of the WMS system.
Table 8. WASTEWATER CHARACTERISTICS OF WMS INFLUENT AND
PREDICTED DESIGN EFFECTIVENESS
Item
Muskegon-MonaLake,
Number./! 00 ml
Influent, Effluent,
mg/1 mg/1
Effective removal,
percent
BOD
Suspended solids
Phosphorus
Nitrogen (Total N)
Ammonia-N
Nitrate-N
Coliform bacteria
Pathogenic viruses
-
-
-
-
-
2-20xl06
(Known to be present in
undefined concentration)
250
250
5
20
4
4
0.5
0.5
5.0
0
0
98-99
98-99
83-90
97-98
75-87
100
100
30
-------
These flow projection data in combination with wastewater chemical profiles and soil character-
istics influenced design specifics such as lagoon loading tolerances and design generalities such
as the overall size and kind of wastewater renovation facility that would be built in Muskegon
County.
Collection, Treatment and Storage of Wastewater
An average of 106 TCMD (28 MGD) of wastewater is conveyed to the WMS by a collection network
of force mains, pumping stations and gravity sewers which arborizes from the site to the various
domestic and industrial sources. See Figure 8. Along the pipeline-sewer network which connects
the many discharge points with the treatment facility are 13 pumping stations (or lift stations)
equipped with vertical, non-clog sewage pumps. Wastewater is impelled from the lift stations to
the site by the central pumping station in downtown Muskegon. This station has a maximum pump-
ing capacity of 212 cubic meters per minute (CMM) (80.6 MGD) and is linked to the treatment site
17.7 km away (12 mi) by reinforced pipe 1.68 m (66 in) in diameter.
As wastewater arrives at the treatment site, it is first biologically treated in one or more of three
aeration lagoons, which are essentially adjacent ponds of 3.24 ha (8 a) surface area each and
which, depending upon seasonal conditions, may be operated in series or in parallel. See Figure
9. The aeration lagoons have sloping walls lined with concrete and bottoms lined with soil-
cement, and with a water depth of 4.9 m (16 ft) and a freeboard of 1.2 m (4 ft), they have a treat-
ment capacity of 159 TCMD (42 MGD). Each treatment lagoon is equipped with 12 mechanical
floating aerators rated at 44.7 kw (60 hp) each, and each has a transfer capacity of 1.78 kg/hn/kw
(2,75 Ib/hr/hp), or 75kg 02/hr each (165 lh/hr), and six fixed turbine mixers rated at 37.24 kw
(50 hp) each. See Figure 10. Once biological treatment in these lagoons is completed waste-
water is discharged into either of two storage lagoons. These large lagoons serve several
functions: they provide a large reservoir of water for the irrigation season; they constitute a hold-
ing area in which suspended solids in wastewater may settle out; and, depending upon the dur-
ation of retention of the water, they facilitate the breakdown of toxic materials and pathogenic
microorganisms.
The combined storage capacity of the two lagoons is 19.3 million cubic meters (5.1 billion gal).
Each covers an area of 344ha (850a), or a combined area of 6.88 square kilometers (2.66 sq mi),
with a solids storage depth of 60-90 cm (2-3 ft) and a water storage depth of 2.7m (9ft) with 90cm
(3ft) of freeboard. At a flow rate of 159 TCMD (42 MGD), the total storage capacity is designed
for about four months. The dikes surrounding the lagoons are 4.6m high and 60m wide (15ft by
200ft) at the base with side slopes of 4:1 interior and 3:1 exterior. With a 20cm (Sin) layer of
soil cement, the dike and clay lining together provide at least 183m (600ft) of horizontal fil-
tration. See Figure 11.
31
-------
entral J
pumping station
PUMPING STATIONS
MICHIGAN
Figure 8. Collection Transmission System
-------
Figure 9. Biological treatment cells in operation with the
west storage lagoon on the right
Figure 10. Aerator in biological treatment
cell with mixers in background
33
-------
4.6m HIGH
183m HORIZONTAL FILTRATION
CLAY LINING
Figure 11. Cross section of dike (not to scale)
Surrounding the storage lagoons are interception ditches which are designed to catch leachate
from the lagoons as well as to create a small hydrologic gradient in the groundwaters toward the
lagoons. This leachate — or seepage water—is monitored for water quality on a daily basis, and
as it meets the standards of the Michigan Department of Natural Resources, it is pumped directly
into the nearby receiving streams. See Figure 12. Otherwise, it is pumped back into the lagoons.
Such pumping in either direction is done by two pumping stations, each equipped with three
55.9 kw (75 hp) pumps rated at 32.7 TCMD (8.64 MGD), and each station pumps between 30 and
57 TCMD (8-15 MGD), depending upon the hydraulic head exerted by the lagoons.
As an adjunct to the three aeration lagoons or cells and the two storage lagoons, there is a
separate settling lagoon which shares essentially the same engineering specifications as the
aerator lagoons. After biological treatment, the wastewater may pass through the settling lagoon
in order to settle out additional solids so that it may be used directly for irrigation during periods
of peak water demand. Wastewater in this lagoon bypasses the storage lagoons. See Figure 3.
34
-------
Water to be used for irrigation may be drawn from either of the storage areas or from the settling
cell into yet another lagoon designated as the outlet lagoon, which has a surface area of 5.67 ha
(14a) and a water depth of 3.66m (12ft). It is as the water exits from this outlet lagoon that it
passes through a chlorinator and is disinfected. The chlorination unit is equipped with two evap-
orators, each with a maximum capacity of 2,730kg/day (6,0001bs/day), or a total of 5,450 kg/day
(12,000Iba/day), which provides 14.4mg/l at a wastewater flowrate of 378TCMD (100MGD).
From the chlorinator the wastewater passes through two open channels to the north and south
irrigation pumping stations. Water monitoring has indicated that almost no residual chlorine re-
mains after it reaches the stations. Water going into the north irrigation channel travels at a
maximum velocity of 75 cm/sec (2.5 fps) with a minimum residence time of 29 minutes in the
1,210m (3,970ft) channel. The channels are lined with 0.05mm (0.02 in) PVC and covered with
10cm sand to protect the liner from UV light. The minimum residence time of water in the south
irrigation channel, which has a length of 2,890m (9,480ft), is 60 minutes, again with a maximum
velocity of 75 cm/sec. In either channel the maximum rate of water movement is 189 TCMD
(50 MGD).
The Irrigation System
The total land area irrigated is 2,200 ha (5,500 a). With an irrigation season of 8 months or 240
days—which includes application of water to the land before, during and after cropping— the
average weekly application rate including rainfall is 9.5 cm (3.8 in), according to design spec-
ifications of Bauer Engineering. This rate takes into account the total annual water balance
based upon a design flowrate of 159 TCMD (42 MGD) for 365 days, or 58,250 TCM (15,300 MG) of
wastewater.
Handling these volumes of wastewater is an irrigation system which is comprised of four sub-
systems:
1. Pumping stations
2. Distribution pipelines
3. Center-pivot irrigation rigs
4. Groundwater and subsurface drainage system
Pumping Stations
Each of the two irrigation channels which receive chlorinated water is equipped with a pumping
station, and each station has two manifolds. See Figure 12. The 21 pumps in these stations are
of the vertical turbine type, and the various ratings and capacities for each are tabulated in
Table 9 below.
Table 9. SPECIFICATIONS ON VERTICAL TURBINE PUMPS
IN IRRIGATION PUMPING STATIONS
Number
Pump Capacity,
TDH= total discharge head.
Total Capacity,
Station
North
South
Manifold
S
N
S
N
of pumps
5
5
7
4
TCMD-TDH" (m)
19.9 at 60
23.3 at 65
23.8 at 63
10.4 at 49
MGD -TDK (ft)
5.27 at 198
6.16 at 212
6. 30 at 208
2.75 at 162
TCMD
99
118
167
42
MGD
26.2
31.2
44.1
11.1
35
-------
IRRIGATION
CHANNELS
ILLUSTRATED
IN FIGURE 35
IRRIGATION PUMP STAT
Figure 12. Pressure pipe distribution for irrigation
36
-------
Distribution Pipelines
The network of pipelines for distribution of irrigation wastewater consists of about 37.5 km (25 mi)
of asbestos-cement pipe, which ranges in size from 90 cm (36 in) diameter at the points of con-
nection to the pumping station manifolds to 20 cm (8 in) diameter at the most remote ends of the
lateral lines. See Figure 12. These pipelines had strength requirements which specified that
transite pipe be used with pressure tolerances of not less than 13.3 kg/cm (190 psi) and that
lines be buried to a depth of 2.4 m (8 ft) in Class C bedding. The actual burial depth, however,
turned out to be 1.2-1.5 m (4-5 ft). The pressure tests performed on the system went up to 8.8
kg/cm2 (125 psi), but in normal operation the pressure of irrigation water does not exceed 5.3
kg/cm2 (75 psi).
Throughout the pipeline network, air relief valves were installed at the points of highest elev-
ation and ball valve drains similarly at the low points.
Center-Pivot Irrigation Rigs
The farm site has a total of 54 irrigation circles covering an area of 2,200 ha (5,500 a), all of
which is irrigated by giant, center-pivot irrigation rigs. Each rig has a spray bar of a
diameter of 7.5 cm (3 in) and of a range in lengtji from 210-420 m (700-1,400 ft), covering a cor-
responding range of area of 14-56.6 ha (35-141 aj) each, depending upon the length of the spray
bar. See Figure 13. Along the lengths of the spray bars are spaced nozzles with orifices of
diameter from 0.31-0.62 cm (1/8-1/4 in). The mobile, spray-bar-armature structures are supported
from central towers by truss-type suspensions, 4nd the armatures are powered by shaft-driven
electric motors housed within the central towersj, or pivot points. See Figure 14. As they move
around the central pivots, the rigs ride on regularly spaced rubber tires; the size of tires speci-
fied were 14.0x24.
The maximum water delivery capacity per rig is 7.6 TCMD (1.94 MGD), and the minimum hydraulic
pressure within the pipeline at the pivot point is estimated at 2.5 kg/cm2 (35 psi).
Groundwater and Subsurface Drainage System
Pre-construction geological and hydrological studies of the WMS site revealed that in extensive
sections of the south and east site area groundwater depths of less than 1.5m (5 ft) were com-
mon. In general it was found that groundwater depths increase to more than 7.6m (25 ft) as one
moves north and west across the site. Groundwater inflow was found to occur primarily along the
eastern boundary and secondarily along the portion of the southern boundary, whereas the main
patterns of outflow were toward Mosquito Creek and Big Black Creek. The results showed a
typical transmissibility of 250 CMD/M (20,000 gpd/ft) of width under a unit hydraulic gradient, in
spite of a variation of sand thickness from a maximum of about 48m (160 ft) to a minimum of about
6m (20 ft). The storage coefficient appeared to be about 10 percent.
The drainage system was thus provided:
1. to intercept the water which would percolate through the soil as the result of the wastewater
and precipitation which would infiltrate into it,
2. to keep the zone of soil moisture thick enough —a minimum of 1,5m (5ft) was desired —so that
there would be good plant growth and thus good uptake or nutrients in the wastewater,
37
-------
-------
3. to produce a slight hydraulic gradient into the site from the surrounding lands outside the
boundaries of the project site, thus preventing migration of groundwater out of the site.
The third objective was facilitated by the naturally high groundwater levels throughout much of
the site prior to construction. High groundwater levels in a proposed wastewater irrigation site
prior to construction are an advantage if one is required to prevent outward migration of ground-
water from a proposed site.
There was constructed a subsurface drainage network which consists of systems of drainage
pipes, wells, and ditches which collect and convey renovated water to nearby surface streams.
The man-made components consist of 35 wells, 105km (70mi) of perforated drain pipe, 29km
(19mi) of solid drain pipe, and 15km (lOmi) of drainage ditches. See Figure 15.
Of the 2,200ha (5,500a) under irrigation, the majority is drained by perforated drain pipe made of
corrugated polyethylene enclosed in fiberglass filter sock. The final design adopted the 15 cm
(6 in) pipe as the standard pipe to be used throughout the project, supplemented with small
quantities of 20 cm (8 in) and 25 cm (10 in) diameter pipe in selected laterals. The pipes were
buried at a minimum depth of l°5m (5ft) and a standard slope of 0.4 percent. With a Manning n
of 0=02, this pipe would then handle up to 0.007 cu.m/sec (0,24cfs) at an average velocity of
0,36m/sec (1.2 ft/sec). With a standard spacing of 152m (500ft) and a typical length of 460m
(1500 ft), such a pipe would drain an area about 6 ha (17 a) at 0.8 cm/day (0.33 in/day), or 5.9 cm/wk
(2.33in/wk). The 0.8 cm/day (0.33 in/day) rate may be compared with the 25.0cm/hr (10in/wk)
permeability listed in Table 10. Ihe larger figure is for uninhibited vertical infiltration into the
soil. The smaller figure only about 3.3 percent as large is the limitation imposed by the hori-
zontal hydraulic capacity of the sand aquifer when drained with drains of the size and spacing
indicated. The drainage capacity could be much larger, if a closer spacing of drains would be
used. However, a larger capacity did not appear to be required, and the increased cost of a larger
capacity was thereby avoided.
The perforated plastic drain pipes discharge into solid concrete drain pipes, and these in turn
into open ditches. The latter discharge into one of two creeks: Mosquito Creek on the north, and
a branch of Black Creek on the south. See Figure 15. The concrete pipes also have small per-
forated plastic pipes laid alongside, these being terminated at close intervals into connections
to a larger concrete pipe, so that the concrete pipe itself would function as a drain following its
installation.
About 65 percent of the irrigation area is serviced by the north drainage ditch which has gravity
flow into Mosquito Creek. In the case of the south drainage ditch which serves 35 percent, the
drain inflow must be lifted to Black Creek by a pumping station; the station is equipped with
322.4kw (30 hp) pumps with a capacity of 35.6 TCMD (9.36 MGL>). The drain inflow rate for this
south ditch is about 11.4 1CMD (3 MGi)) during the winter and about twice that during irrigation
in the summer. See Figure 15.
There are three areas drained only by drainage wells. One such parcel of about 160 ha (400 a) is
located primarily in circles 36, 37, 39 and 40. The reason is that circles 39 and 40 were used as
test areas for prototypic irrigation machines during the pre-construction studies, and groundwater
from these wells provided a test water supply prior to the arrival of wastewater at the site.
The other two locations drained by wells are along the western aspect of the storage lagoons and
39
-------
along the south side of circles 1 and 2. Here wells were necessary because the depth of the water
table, from 7 to 20 m (20-60 ft) made drainage tiles unfeasible. These wells are indicated in
t igures 15 and 16.
Each well is equipped with a 7.5 kw (10 hp) pump and a floatation level-control device. The
wells discharge into plastic (PVC) polyethylene pipes which convey the pumped water to the
drainage ditches.
That area of land not serviced by either drainage tiles or wells is about 200 ha (500 a), and this
is drained naturally. It is located along the northern perimeter of the irrigated farmland, and here
the depth of the groundwater is more than 7.6 m (25 ft) due to the downward gradient of the water
table toward low-lying Mosquito Creek. There are no inhabitants in this area, and the chance of
contaminating a water supply is considered remote. See Figure 17.
These elements comprise a system with an overall drainage capacity of 0,8 cm/day which is
5.9 cm/wk. This may be compared to a design maximum rate of application of irrigation water
plus precipitation of 9=6 cm/wk (3=8in/wk). The difference of 3.7 cm/wk (1.5in/wk) is then the
design minimum evapotranspiration during such a period.
Soil Characteristics
As mentioned earlier, that characteristic of soil which is of primary significance to water renov-
ation by sprinkler irrigation is permeability, and permeability together with rate of crop-nutrient
uptake (during the growing season) determine the rate at which irrigation wastewater is applied.
At the WMS site, the rates of water infiltration into the various soils are: for sandy soils, from
12.5 to 25 cm/hr (5 to 10 in/hr); for loamy soils, from 6.25 to 25 cm/hr (2.5 to 10 in/hr); and for
clay soils, from 0.05 to 6.25 cm/hr (0.02 to 2.5 in/hr).
In Table 10 below are listed the major soil types found at the project along with the hydraulic
loading characteristics of each, as determined by Bauer Engineering.
Table 10. WMS SOIL TYPES, WATER HOLDING CAPACITIES AND PERMEABILITIES
Type
Roscommon
Rubicon
Au Gres
Granby
Nester
Water Holding Capacity,
cm/m of soil depth
Very
Very
Very
Very
High
low
low
low
low
2-4
2-5
2-4
3-10
17
Very
Very
Very
Very
Slow
Permeability,
crn/hr
rapid
rapid
rapid
rapid
25.
12.
25.
6.
0.
0
5-25.0
0
25-25
05- 6
.0
.25
40
-------
DRAINAGE LATERALS
MAINLINE PIPES - J. — —
NORTH
DRAINAGE
DITCH
II I I I I I
DRAJNAGE LATERALS
SOUTH INTERCEPTION DITCH
SOUTH
DRAINAGE
DITCH
tUSGS GAUGING STATION
k PUMPING STATION
">
LAKETON
PUMP
STATION
1
1
1
1
i
1
1
1
I
1
| DF
'-•
i 1
! 1
1 j
1 I
AINAGE
m '—•
1
•
1
i
1
i
1
1 1
LATERALS
1
Figure 15. Major components of the WMS drainage system
41
-------
DRAINAGE CANALS
_— MAINLINE DRAIN PIPES
PUMPING STATIONS
WELLS
Figure 16. Drainage system in relation to irrigation circles
42
-------
BIOLOGICAL
TREATMENT
CELLS
Figure 17. Irrigation circles and treatment aspects in
relation to main roads
43
-------
Rubicon, Roscommon and Au Gres are all poor, sandy soils. Rubicon is the least organic and Au
Gres the most organic. Nester is mostly heavy clay, and Granby is loamy sand. Those varieties
characterized as "sandy" contain sands which differ greatly in mesh; and each type may vary
widely in phosphorus content which is so important to heavy metal complexing in soil. For the
distribution of these soil types under irrigation, see the soil map in Figure 18.
Acting on the advice of Bauer Engineering, Muskegon County readvertised the project through 18
smaller contracts, each with its separate prime contractor. This approach in combination with
contract revisions aimed at cost reduction yielded total construction bids of $28.5 million. With
contract additions, the construction costs were ultimately to rise to $31.5 million before com-
pletion.
Construction of the Collection and Transmission Network
Excluding land acquisition, this component comprised 35 percent of the construction costs.
Installation of the force mains and the pumping stations was done between October, 1971, and
June, 1973. With extremely minor exceptions, the collection system was on line to receive waste-
water in late April, 1973. All pipeline networks were completed between October, 1971, and
November, 1972, without major delays.
Excavation
Cost associated with excavations amounted to about 35 percent of the total. In the formation and
installation of the aeration and storage lagoons, the amount of soil removed was 2.29 MCM
(3 million cubic yards), over an area of 8,645 ha (3,500 a). The digging of the drainage ditches
involved over 16 km (10 mi) of excavations. All excavation work was completed within a period
of 8 to 12 months; aeration lagoons were ready by January, 1973, storage lagoons by June, 1973,
and drainage ditches by February, 1973.
Construction of the Distribution Network
The distribution segment, including irrigation pressure pipelines, electrical lines and irrigation
rigs, represented 11 percent of the total construction costs. Sequencing required that the pipe-
lines and underground cables be installed after the completion of the underground drainage system,
so full-scale construction of these elements did not begin until September, 1973, and most of the
work was not completed until late winter. The pipeline-electrical work lasted from September,
1973, until April, 1974.
Installation of the irrigation rigs spanned the eleven month period of August, 1973, to June, 1974,
and was likewise sequenced after the underdrainage system.
Construction of the Underground Drainage System
Underdrainage costs amounted to 9 percent of the total construction costs. The installation of
109 km (68 mi) of plastic drain laterals was accomplished in five months (June-October, 1973) by
the use of laser devices mounted on excavating equipment; this new technique lowered manpower
requirements, minimized excavation excesses and dramatically lowered costs.
Completion of the concrete mains took one year.
44
-------
BIOLOGICAL
TREATMENT
CELLS
EAST
STORAGE
LAGOON
WEST
STORAGE
LAGOON
SOLID WASTE
—a-
Laketon Ave
RUBICON
AD GRES
1 MILE
^ROSCOMMON
QGRANBY
£!& TON KEY, N ESTER, CROSWELL
Figure 18. Soil Map of WMS Irrigation Circles
45
-------
To assay the importance of the laser technique in lowering construction costs, refer to the original
bids: of the $50 million total original bid, the cost of installation of under drainage by conventional
means was $12.5 million. Actual cost was $758,000.
Construction: Approach and Timing
Judged by any standard, the time frame in which all major construction components of the project
were completed is remarkable: a period of 20 months. That it was completed in so short a time
may be attributed to a spirited collective effort on the parts of the contractors, engineers and
administrative personnel. Start up was May 8, 1973.
The construction process was not without minor setbacks. In an effort to optimize the construction
sequencing, a system was adopted of soliciting bids through one prime contractor, who would in
turn have several sub-contractors install individual system components. This centralized approach
was eventually rejected, however, when bids for the completed system totalled in the neighborhood
of $50 million, in contrast to the engineers' estimate of $26.3 million.
The timetable of start and finish for each major segment of construction is graphically illustrated
in Table 11. Immediately following in Table 12 is the listing of contracts, descriptions and con-
tractors.
Land Allocations for Various Uses
For a breakdown of the acreage allocated to various project functions, see Table 13.
46
-------
Table 11. CONSTRUCTION TIMETABLE
Construction volume
light medium heavy
Construction J FMAMJJASONDJ FMAMJJASONDJ FMAMJJASONDJ FMAMJJASONDJ Construction
activities II I I I I I I I I I I I I I I I I I I I I Penod
Collection:
Force mains
Pumping stations
Treatment:
Aeration cells
Storage basins
Ditches
Distribution:
Irrigation pipe
Electrical
Spray rigs
Underdrainage
Main drains
Laterals
WtH
9/71 to 3/73
4/72 to 6/73
5/72 to 1/73
5/72 to 5/73
3/72 to 2/73
9/72 to 3/74
9/72 to 4/74
8/83 to 6/74
5/72 to 5/73
6/73 to 10/73
-------
Table 12. LIST OF CONTRACTORS
Contract
number
Description
Contractors
1
2
3
4
5
6
7
8
9
10
11
12
13
15
16
17
18
22
Clearing
Plastic Drain Pipes
Concrete Drain Pipes
Culverts
Ditches
Irrigation Pressure Pipe
Administration & Chlorine Buildings
Electrical System
Wells
165 cm Force Main
90 cm Force Main
90 cm Force Main
75-90-105 cm Force Main
Pump Station "C" (Main)
Package Pump Station
Irrigation Pump Station
Lagoons
Irrigation Spray Rigs
Bowen-Milas, Incorporated
A gri-Drainage
Chris Nelson, Incorporated
Brown Brothers, Incorporated
Maclean Construction Company
Eisenhour Construction Company
J.C. Construction Company
M.J. Electric Company
Layne Northern Company
Oberer Construction Company
Bowen-Milas, Incorporated
T.A. Forsberg, Incorporated
G.A. Odien Company
Muskegon Construction Company
Brown Brothers, Incorporated
Muskegon Construction Company
Holloway Sand & Gravel Company
Lockwood Corporation
Table 13. ACREAGE ALLOCATIONS AT WMS
Allocation
Purpose
Acres
Hectares
Percent of
total
Irrigated with wastewater 5350
Wastewater storage lagoons 1700
Solid waste landfill & municipal & 1500
industrial development
Ditches & roads 1000
Dry land farmed borders 1000
Aeration, settling, outlet lagoons, 300
chlorination & other buildings
Total 10850
2167
689
608
405
405
122
4395
49
L6
14
9
9
3
100
48
-------
SECTION 5
IRRIGATION EQUIPMENT OPTIMIZATION PROGRAM
Two types of center-pivot irrigation rigs similar to those used for large-scale farm irrigation in
the western states were tested at the project site for structural and hydraulic performance under
the anticipated operating conditions of wastewater application. All pertinent operating character-
istics and maintenance requirements were recorded during the 1972-1973 testing period, which was
completed in December, 1973.
The two test rigs, one manufactured by Enresco, Colorado Springs, Colorado, and one by Lock-
wood of Gering, Nebraska, were erected in circles 39 and 40 in 1972 while other aspects of the
WMS were under construction. See Figure 19. The rigs were similar: each was originally about
400 meters long and was comprised of 35 meter sections. The Enresco rig was shortened from
400 to 200 m to fit circle 39.
Each 35 meter section was suspended about four meters above the ground by an A-frame tower
mounted on tires with the wheels driven by electric motors. Beneath each rig section about two
to three meters above the ground, a spraybar about six cm in diameter was suspended. Nozzles
on the spraybar were from one to two meters apart.
The spraybar connection to the mainline pipe was either by rigid pipe or flexible hose.
The pivot to which the rig is attached was a steel-framed tetrahedron through which the mainline
rig pipe was coupled to the water source. Near the pivot but mounted on the rig was an electric
control center through which rotation rate was regulated.
Table 14, contrasts the physical and operational characteristics of the two rigs.
Wastewater was not yet available for the testing program, so groundwater was pumped from wells
to the rigs. The water was applied to a variety of crops in the two circles; see Figure 19 for the
cropping map.
The operations timetable for the overall project required that the specifications for irrigation rig
purchases be delineated about halfway through this testing program. Nonetheless, the testing
program was completed because it was felt that much valuable information was obtained from the
completed test program which would be beneficial to future rig operation.
The tests performed on the rigs are listed in Table 15, showing which rigs were involved in the
eleven tests.
49
-------
%/%
;%
-------
Table 14. PHYSICAL AND OPERATIONAL CHARACTERISTICS FOR EACH
IRRIGATION MACHINE TESTED
Rig characteristics
Enresco
Lockwood
PHYSICAL
Length^ meters
entire rig
section
end section
number of sections
Mainline pipe
diameter, cm
material
structural suspension
Spray bar
diameter, cm
material
distance from ground, m
Nozzles
type
orifice diameter, mm
minimum
maximum
400°
9 at 29 & 3 at 44
7
12
16 & 21
Black iron
Truss
Black iron
3
Floodjet
44
115
400
39
10
10
16 & 20
Galvanized steel
Cable
4, 5, & 8
P.V.C.
3
Floodjet
23
71
Tower
wheel type
wheel diameter, cm
motor type
motor horsepower
Area irrigated, hectares
OPERATIONAL:
Mechanical
wheel revolution, rpm
rig rotation at 100 percent, hr/rev
Hydraulic
discharge rate, m3/hr
application at 100 percent, cm/rev
spray bar pressure, g/cm^
Rubber & steel
120
480 volt, 3
1
12.5
1-2
12
50
0.70
210
Rubber & steel
120
480 volt, 3 (f>
I
50
0.8
18.5
50
1
700-1500
Modified to 200 m for circle 39
51
-------
Table 15. TESTS PERFORMED ON THE ENRESCO AND LOCKWOOD RIGS
Test No.
1
2
3
4
5
6
7
8
9
10
11
Description
Coefficient of uniformity determination
Effects of water volume on plants
Soil infiltration
Efficiency of maximum application rate
Soil moisture
Surface runoff
Wind drift
Winter operation
Rig shutdown
Rig stability
Wheel rut
Rig
Enresco
X
X
X
X
X
X
Tested
Lockwood
X
X
X
X
X
X
X
X
X
TEST 1, COEFFICIENT OF UNIFORMITY
The purpose of this test was to evaluate the uniformity of water application by the rigs. A com-
mon approach is to place sampling containers in an organized pattern within the application range
of the rig, and, after a period of operation, the water volumes in the containers are measured. The
data were interpreted statistically using Christiansen's formula6 for coefficient of uniformity (CU)
expressed as percent:
CU=100[l-(x/MN)]
Where: M = average volume, all observations
N= number of observations
x = sum of deviations from M
Thus an application which is absolutely uniform has a CU of 100 percent. A more practical ex-
pectation, however, is a CU of 85 percent; this allows for a level of uniformity which is satis-
factory for most crops, and the technological demands of the equipment remain in a range which
permits manufacture at a reasonable cost.
Figures 20 and 21 illustrate the placement of the sampling containers.
The volume of water in each cup was measured immediately after the pass of the irrigation rig.
In the case of the Lockwood rig which was 400 meters long, over 400 samples were measured, re-
quiring about two hours to record a single pass. To equalize possible losses due to evaporation,
52
-------
3
o
o
5.
o
13
O X
o
o
o
o
o
o
o
o
o
OZ
Figure 20. Cup sampling pattern between towers for
coefficient of uniformity test
ROTATION
IRRIGATION RIG
SPANS OF CUPS AS
DEPICTED IN FIGURE 20
Figure 21, Arrangement of staggered cups in circles 39 and 40
for coefficient of uniformity test
53
-------
the cup patterns were staggered as in Figure 20. So as data from one span were being recorded,
spraying in the adjacent span was in progress.
Two such tests were performed on the Lockwood rig, during the day and at night both with zero
wind velocity. The CU results were 81.3 percent and 81.4 percent, respectively.
In the case of the Enresco rig, the first test was performed at sunrise, at or near zero wind
velocity, and the CU was 67 percent. It was thought that this low value might have been due in
part to the difference in operating pressures between the rigs. The Lockwood sprayed at about
700 g/cm^ and the Enresco at about 210 g/cm^. For the second test of the Enresco rig, operation
pressure was elevated to about 350 g/cm^, and the resulting CU increased to 71.6 percent. This
CU value was still below the 85 percent desired.
Table 16 lists the spraybar pressures and corresponding coefficient of uniformity. Individual test
data may be found in Tables 1 and 2 in Appendix A.
Table 16. COEFFICIENT OF UNIFORMITY AND SPRAYBAR PRESSURE IN
LOCKWOOD AND ENRESCO RIGS
Spraybar pressure,
g/cm2
Prototype
Enresco
test one
test two
Lockwood
test one
test two
Design
700
700
700
700
Observed
210
350
700
700
Coefficient of
uniformity,
percent
67.0
71.6
81.3
81.4
Conclusions
Although neither rig achieved the CU specification of 85 percent, the Lockwood performance was
superior to that of the Enresco.
Within limits, a more uniform spray may be achieved by increasing spraybar pressure.
Recommendations
On a provisional basis, the Lockwood rig should be accepted. Nozzle spacing should be rede-
signed to improve uniformity of spray.
The spraybar of the Enresco rig should be completely redesigned with special attention devoted
to nozzle size and spacing. Spraybar pressures should be re-evaluated with the new design to
achieve a satisfactory CU. It was recommended that on the basis of the CU test the Enresco rig
not be accepted.
54
-------
TEST 2, EFFECTS OF AMOUNTS OF IRRIGATION WATER ON VEGETATIVE COVER
The purpose of this test was to evaluate the extent of damage done to crops by the intensity of
water spray from the rig.
To maximize the impact of water on the plants and at the same time greatly increase the rate of
application, the rate of revolution of the rig was set at five percent. In Table L7, rotation rates
and application rates are contrasted for five and 100 percent rotation rates for the Lockwood rig.
See Appendix A, Table 3.
Table 17. LOCKWOOD RIG ROTATION RATES AND
WATER APPLICATION RATES
Water application rate
Timer
setting,
percent
100
5
Rotation
rate," hours
18.5
370
Average, &
cm/rev
1.1
22,0
Instantaneous,"?
cm/hr
16.0
320
Time required for one complete revolution
Total amount of water sprayed divided by area sprayed in one revolution
Amount of water in a single sample divided by the sample collection time
The plants on which the test was performed were seedling corn about ten cm high, a stage at which
the plants are regarded as very vulnerable to damage.
No damage to the crop was observed.
Conclusions
High intensity spray within the range tested does not damage corn seedlings.
Rig rotation rate may be lowered to five percent.
Recommendations
The speed of rig rotation should be dictated by factors other than intensity of spray.
TEST 3, SOIL INFILTRATION
The purpose of this test was to determine the rate of water infiltration into the soil of circle 40
as related to rate of water application. Surface sealing was to be evaluated, also.
55
-------
Infiltration rates were measured in the northwest, northeast and southeast quadrants of circle 40
before, during and after the irrigation season.^ An intake cylinder 30 cm in diameter was driven
into the ground to a depth of about ten cm and filled with water, the initial level of water and time
were recorded. Subsequent levels and times were recorded as the water seeped into the soil.
That time at which the infiltration rate became minimum was correlated with the delivery rates of
the irrigation rigs. The rig while in operation was irrigating bands or strips of soil three meters
wide, and the time during which the strip was receiving water was determined by the rotation rate
of the rig, which was, in turn, controlled by the percentage timer. Rates of application and times
of application are tabulated with timer settings in Table L8.
Table 18. DURATION AND RATE OF APPLICATION WITH CORRESPONDING
TIMER SETTINGS FOR IRRIGATION OF THREE-METER STRIP
Timer setting, percent
Parameter 100 90 80 70 60 50 40 30 20 10
Duration time, minutes 4.00 4.40 5.00 5.70 6.70 8.0010.0 13.3 20.0 40.0
Application rate, cm/rev 1.00 1.10 1.30 1.40 1.70 2.00 2.50 3.30 5.0010.0
For each quadrant, the times at which the infiltration rates became constant were averaged and
are presented in Table 19. The wide range in infiltration rates reflected soil types within the
circles: Q-l was sandy loam; Q-2 was highly permeable sand; and Q-4 was heavy loam.
Table 19. AVERAGE TIMES WHEN BASIC INTAKE RATE
BECAME CONSTANT
Parameter
Time, minutes
Intake rate, cm/hr
Quadrant number
1° 2^ 4C
22 25 20
17 28 9
, Sandy loam
b c /
hand
Heavy loam
56
-------
Comparison of Tables 18 and 19 allows selection of rig rotation rate by use of soil infiltration
rates. Thus, a timer setting of 20 percent with an application rate of five cm/rev should provide
an optimum amount of water for circle 40, with no ponding and no significant runoff.
Conclusions
The rates of infiltration within the test circle were well within the delivery limits of the irrigation
rigs. Operation of the rigs at rotation rates near 20 percent was indicated for soil types similar
to those in circle 40.
Recommendations
Rotation rates corresponding to timer settings near 20 percent were recommended. If soil type
presents ponding or runoff, timer settings should be increased until the problem is corrected.
The slower rotation rates should provide more economical operation, for power consumption is
directly proportional to rate of rotation. It was expected, also, that maintenance-repair incidence
would be reduced with reduced rotation rates.
TEST 4, EFFICIENCY OF MAXIMUM RATE OF WATER APPLICATION
The purpose of this test was to compare theoretical and actual water application rates by the
irrigation rigs under varied field conditions.
The theoretical application rates8 were calculated with the use of an application constant (cA)
in cm/hr which was determined from the equation:
cA = Q/100A
Where: cA = application constant in cm/hr
Q = flow rate in nr /hr
A = area irrigated in hectares
100= unit constant
Because the rig length is fixed and the flow rate is assumed to be constant, the cA for a given
rig is always constant. For the two rigs tested, the length of rig, flow rate, area irrigated and
application constant are listed in Table 20.
Table 20. COMPARISON OF THEORETICAL APPLICATION
CONSTANT FOR LOCKWOOD AND ENRESCO RIGS
Prototype
Enresco
Lockwood
Flow
rate,
m3/hr
82
306
Rig
radius,
m
205
396
Area
irrigated,
ha
13.2
49.3
Application
constant,
cm/hr
0.062
0.062
57
-------
In continuous operation —at 100 percent time setting —the times required to complete one revolut-
ion for the two test rigs were 6.75 hours for the Enresco and 18.5 hours for the Lockwood. Using
the application constants and times per revolution, the theoretical application rates (in cnx/rev)
were calculated for the various timer settings for each rig. These are tabulated in Table 21. In
Figure 22, the theoretical rates and the observed application rates are plotted. The observed
rates were determined by the same collection cup technique used for the test for coefficient of
uniformity. (Observation data are listed in Tables 3 and 4 in Appendix A.)
Table 21. REVOLUTION TIMES AND THEORETICAL APPLICATION RATES WITH
CORRESPONDING TIMER SETTINGS FOR PROTOTYPIC IRRIGATION RIGS
Timer setting,
percent
100
90
80
70
60
50
40
30
20
10
Time per revolution,
hours
Enresco
6.75
7.50
8.44
9.64
11.3
13.5
16.9
22.5
33.8
67.5
Lockwood
18.5
20.6
23.1
26.4
30.8
37.0
46.3
61.7
92.5
185
Application rate,
cm /rev
Enresco
0.43
0.48
0.53
0.61
0.71
0.84
1.07
1.42
2.11
4.24
Lockwood
1.14
1.27
1.42
1.63
1.91
2.29
2.87
3.81
5.74
11.5
Conclusions
It is possible to deliver with the prototypic irrigation rigs rates of water application which cor-
respond closely with the theoretical application rates. This high level of predictability should
afford maximum control of application of wastewater in accordance with soil infiltration capacities
and crop needs.
Recommendations
Rigs should be operated at that rate of rotation which best satisfies soil-crop tolerances and needs.
58
-------
6.0
5.6
5.2
4.8
4.4
4.0
3.6
I 3.2
-^,
3
- 9 Q
j A0
i2-4
i—
^ 2.0
1.6
1.2
0.8
0.4
0
OBSERVED
THEORETICAL
-------
TEST 5, SOIL MOISTURE TEST
The purpose of this test was to determine the behavior of water in soil when sprayed from rigs.
Two soil types in circle 40 were used, a light brown medium sand about 120 cm deep and a black
sandy loam to a depth of 25 cm with a subsoil of light brown medium sand. The sand was left
barren, and the black sandy loam was planted with field corn. Soil moisture was measured at 30,
60 and 120 cm depths. Measurements were made along the same arc of the Lockwood rig to insure
equal water application.
Soil cells* were buried at the three depths with wires from the cells extending to a terminal box at
the surface. Readings were taken as percent of dry weight of soil with a Soiltest moisture meter
connected to the terminal.
Baseline readings on either soil type were taken before irrigation. The rig then applied water at
a rate of 7.5 cm/rev, the 7.5 cm representing the maximum design rate for WMS. Immediately after
the rig passed over the test sites, readings were taken and repeated at intervals until stable
moisture content was observed. A single pass of the rig was used for each test.
Barren sand showed great permeability with the most moisture retained at a depth of 60 cm. Mois-
ture was detected at the bottom of the normal root zone almost immediately after irrigation. See
Figure 23.
The cropped sandy loam retained moisture in the upper layers so well that added moisture was not
detected at the 120 cm level, as indicated in Figure 24.
Conclusions
High rates of water application on sandy soil caused rapid percolation through the top 30 cm and
moderate retention at 60 and 120cm.
The sandy loam tests were done after harvesting field corn, and it was possible that the plant
roots contributed to the soil water-retaining ability. The sandy loam demonstrated a large cap-
acity for water retention in the top layers of the soil, and applied water was not detected at 120
cm depth after 144 hours.
Recommendations
Irrigation rigs on very sandy soil should be operated at the fastest rates of rotation. With frequent
applications of low rates of application, a more uniform moisture profile may be achieved. More
effective wastewater treatment should be achieved by the enhanced opportunities for soil-nutrient
reaction.
*Soiltest, Inc., Model MC-300A, Evanston, Illinois
60
-------
o
Cd
LU
CO
o
5
CO
36
32
28
24
20
16
7.50 cm WATER
APPLIED
60 cm deep
• 30 cm deep
. 120cm deep
••I*
V
I I I I I I I I I I I I
12 24 36 48
60
72 84
HOURS
96 108 120 132 144 168
Figure 23. Soil moisture in barren sand at three depths before, during,
and after irrigation
-------
ON
C_5
ce
r20
512
7.50cm
WATER
APPLIED
,^^_ 60 cm DEEP
30 cm DEEP
120 cm DEEP
T'"l I |—|"T"T"1 1 1 rT'"1
12 24 36 48 60
72 84 96 108 120 132 144 156 168
HOURS
Figure 24. Soil moisture in cropped sandy loam at three depths
before, during, and after irrigation
-------
Sandy loam irrigation should be done at slower rates of rotation and higher application rates. Such
corn-cropped soil has greater water-retention capacity, and slower rig operation costs less.
TEST 6, SURFACE RUNOFF TEST
The purpose of this test was to determine the slowest rotation rate at which a rig may be operated
without causing surface runoff. The fewer revolutions required per season to apply wastewater,
the less is the operational cost. That optimum rotation rate is the one which satisfactorily irrig-
ates the crop at minimum expense.
The procedure was to try various rotation rates on the Lockwood rig until runoff and sealing were
achieved. The setting at the start was 50 percent, or half of the rig's maximum speed. If runoff
and sealing were not observed at this speed, the rig would be slowed until the conditions were
created. If they did occur at this rotation rate the speed would be increased until the conditions
no longer appeared. Thus, it would be possible to ascertain a rotation rate five percent greater
than the runoff threshold, an optimum rate.
It should be noted that this test was regarded as a pilot experiment with much subjective evaluat-
ion. Rigorous data were not recorded.
The soil during the test was extraordinarily dry, and surface runoff was observed at even the
fastest rotation rates, although there was no evidence of surface sealing. It was found that if the
soil was maintained in a slightly moist state, it was able to receive large quantities of applied
water without runoff.
Conclusions
Based upon the criterion of surface runoff, the optimum rotation rate of the rig is the maximum
speed.
Recommendations
Soil moisture content should be influential in determining rig rotation rate. At minimum, rigs
should be operated at a rate consistent with keeping the soil surface moist.
TEST 7, WIND DRIFT
The purpose of this test was to determine the sizes of water droplets from the spraybars as a
function of wind velocity. Testing was done beyond the irrigation circle at a distance of 60
meters, the minimum width of the buffer zone along the project boundaries. Four tests were per-
formed on each rig.
Wind drift samples were collected on slides coated with magnesium oxide-silicone. Slides were
prepared by dipping in two percent collodion in amyl acetate, followed by suspending them above
burning magnesium ribbon, providing a coating of magnesium oxide.
Slides were placed downwind from the irrigation rig, and droplets coming in contact with the slide
formed stains which were quantified under a microscope. The collodion prevented adhesion of
water on the glass and allowed the stain to more accurately depict the droplet size. Control slides
were placed upwind from the spraying rig but were otherwise identically treated.
63
-------
Immediately after each test, the control slides were examined, and, if free of water droplets, the
test was regarded as acceptable. Tests in which control slides showed water droplets were re-
peated; usually such water was from a source other than the irrigation rig, usually atmospheric
precipitation. Control slides were exposed to the atmosphere for a period of about 90 minutes
prior to and following the test slides.
Weather conditions, including wind speed, wind direction, temperature, relative hunidity and pre-
cipitation, were continuously monitored during testing. Equipment for weather monitoring was in
a field research trailer outside the south section of circle 40. Wind speed and direction were re-
corded from a 12 meter tower. Other parameters were measured between one and two meters above
ground.
The stains were counted and sized under a microscope by making several traverses across the
slide with care to avoid covering the same area twice. Stains were sized by an eyepiece grid and
were recorded according to micron size range. Between 100 and 200 drops were counted per slide.
Slides were exposed for varying times. At two minutes, most were nearly stain-free, and at 64
minutes, the slides were densely stained. A total of 100 to 200 droplets is generally accepted as
a valid sample for determining average droplet size. 9 The arithemetic mean diameter, or average
diameter (Davg), is an expression derived from the number of each group and is represented by the
expression:
Where: 2nd = sum of the products of multiplying number
of droplets in each size by its size
2n= total number of droplets
The droplet spectrum was reported as the percent of the total number of droplets in the various
size ranges and covering the entire size range encountered.
Results
In Figure 25 the results of wind drift tests for two wind velocities are plotted from data in
Table 5, Appendix A. The largest number of droplets was of a diameter of about 77ft and was
detected at wind speeds of about 15 to 25 kilometers per hour. At higher wind speeds of 30
to 45kmph, the dominant aerosol diameter was about 92^. The shift in size as wind velocity
increased was thought to be due to a cohesion of droplets at higher speeds, but even within the
complete range of wind speeds, the total variation of droplet size did not exceed 15ft.
In Table 22 the droplet diameters are listed for the "high" and "low" wind speeds as they were
found at distances from the irrigation rig from 30 to 240 meters. As the distance from the circle
increased, droplet size decreased, regardless of wind speed.
Similar findings have been found by other workers. °
64
-------
ON
cn
20
30 40 50 60 70 80 90 100
DROPLET DIAMETER, MICRONS
300 400
Figure 25. Droplet distribution by size at 60 meters at two wind velocities
-------
Table 22. AVERAGE DROPLET SIZE AT VARYING DISTANCES
FROM THE RIG AND AT TWO WIND SPEEDS
Droplet size, ^ at wind speeds, km/hr
Distance from rig, m 15 to 25 km/hr 30 to 45 km/hr
30 94
60 72 86
90 58 86
240 26 26
Table 23 lists number and size distribution of droplets at the 240 meter distance. Sizes ranged
from one to 54ff on a total number of 22, whereas at 60 meters at the wind speed, the droplet
number was 276 with a size range from one to 216^. Test durations were the same, but at longer
distances, fewer drops were found. See Table 5 in Appendix A.
Table 23. DROPLET SPECTRUM AT 240 METERS AND IN 15 TO 25 km/hr WIND
Range in droplet
diameter, fj.
1-13
13-27
27-40
40-54
54-67
Total
Number of
droplets
4
16
1
1
0
22
Numberx
diameter
52
432
40
54
0
578
Percent
of total
9
75
7
9
0
100
Concl
usions
Generally, there is an inverse correlation between distance from the rig and aerosol size dis-
tribution. At the shorter distances, the number of droplets is greater, and the droplet size is
larger. At the longer distances, the number of droplets is small, and the size is smaller.
Recommendations
Spray irrigation should be operated at wind speeds up to 25 kmph at distance no less than 60
meters from the site boundaries.
It was recommended that spraybars be adjustable for height in order to facilitate spraying very
close to the ground at times such as before planting and after harvest. During the growing season,
the spraybars should be raised to accommodate plant growth.
66
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TEST 8, WINTER OPERATION
It was the purpose of this test to evaluate rig performance under conditions of winter weather. It
was anticipated that winter conditions would exist during the earliest and latest weeks of the
irrigation season. Of particular interest was ice formation in three areas: within- the machines, on
the machines and on the surface of the ground.
Winter operation resulted in the following:
(a) Ice formation on chain links caused chain dislocation which disabled the drive transmission
and resulted in rig shutdown.
(b) Irrigation spray water accumulated in the vertical motor housings on the chain drive systems.
Freezing produced excessive torque on the shaft which lead to motor overheating and rig
shutdown.
(c) Although the rigs are equipped with automatic valves for water drainage, after a period of
spraying there was not complete drainage. Water accumulated in a short section of the
mainline pipe near the end of the rig and also in a few low points along the PVC spraybar.
When freezing of this accumulated water took place, both the galvanized mainline and PVC
pipes cracked due to the ice pressure.
(d) Operation of the rig in heavy wet snow resulted in snow sticking to the steel spoke wheels
and cleats to a thickness of 25 cm.
(e) Operation with frozen ground surface produced runoff in high areas and ponding in depressions.
(f) During April, 1973, rigs were operated in a blizzard at 0°C and with winds to 80 kmph. Water
sprayed and froze on all parts of the rig. Ice on the alignment mechanism caused malfunction
of the primary mechanism and the automatic safety shutdown mechanism. The rigs became
severely misaligned, and only manual shutdown by personnel prevented structural damage.
The rigs were re-aligned when weather permitted.
Conclusions and recommendations
Rig opeation should be discontinued under winter weather conditions.
All mechanical equipment should be properly sealed or drained to obviate damage due to ice
formation.
All piping should be valved for automatic water drainage, thus preventing cracking.
TEST 9, RIG SHUTDOWN TEST
The purpose of this test was to evaluate the effectiveness of the rig anti-collision mechanism.
To reduce the area of unirrigated land implied by placement of circles which "touch" tangentially,
the irrigation circles were designed to overlap.
67
-------
Rigs were equipped with anti-collision devices which function when rigs of adjacent circles rotate
in opposite directions. The device consisted of a feeler and a sensor. In the event of a potential
collision when a leading rig was nearly overtaken by a trailing rig, the feeler of the leading rig
contacted the sensor of the trailing rig. The sensor of the trailing rig signalled the electrical
control center to shut down. The other rig advanced from the contact area. The trailing rig auto-
matically started again at its normal rate. See Figure 26.
Conclusions and Recommendations
The anti-collision device performed well and indicates that overlapping irrigation rigs is sound
design for efficient land use. It was recommended that such design and such devices be employed
at the WMS.
TEST 10, RIG STABILITY
The purpose of this test was to determine for purpose of design the extent of stress limits on the
rigs under conditions of uneven terrain.
Because circle 40 was smooth, it was necessary to create rough terrain. A ravine one meter deep
and a mound 1.5 meters high were constructed in the paths of two adjacent rig towers. Ascending
and descending slopes were graded at 30 percent. In operating the rig over the mound and through
the ravine, the characteristics to be evaluated were: ease of passability, cause of shutdown, mis-
alignment or other damage. If the rig failed to negotiate the obstacles, slopes would be reduced
until passage without failure was reproducible.
Conclusions and Recommendations
The rigs performed well and were structurally adequate for continuous operations over severely
rough terrain.
It was recommended that for future purchases of rigs for the Muskegon project, structural speci-
fications be equal to or greater than those used in this test.
TEST 11, WHEEL RUT
The purpose of this test was to determine the extent to which wheel rut formation would affect rig
operations.
The Enresco and Lockwood rigs were equipped with steel spoke wheels (107 cm diamter x 25 cm
width) and rubber tires (57 cm diameter x 25 cm width) on alternate towers of each rig. Both were
tested on different circles at the Muskegon project over a period of several months to compare
their performance regarding rutting. There was no evidence of deeper ruts caused by either wheel
type. However, the steel spoke wheels did indicate inferior performance in other areas. They
often accumulated soil between the wheel cleats which reduced pulling traction resulting in rig
misalignment. Mud within the outer wheel was carried up and deposited by rotation on the drive
transmission. This contributed to failure of mechanical parts. Branches and roots became easily
lodged between wheel spokes. As pointed out in the section covering operational problems, the
steel spoke wheels were replaced with rubber tires early in the testing program because they
caused frequent mechanical breakdowns. For this reason all data covering rut development were
obtained with the use of rubber tire rigs.
68
-------
PIVOT END
a\
SENSING WIRE
FEELER RODS
ROTATION
Figure 26. Anti-collision mechanism for overlapping irrigation machines
-------
Conclusions
Rut formation data are plotted on Figure 27 for two soil types. The tests indicated that soil type
was of more importance in rutting than the number of revolutions of the rig. Frequency of stop-
ping-starting was not a significant factor.
Recommendations
All rigs should be equipped with rubber tires of a minimum width of 35 cm. Rigs operating over
loamy-sand areas of high organic content should have tire paths filled with a suitable supportive
base material. If done, this will require that these areas be farmed "in the round," for the padded
paths would not be able to tolerate criss-crossing by heavy equipment.
SUMMARY
The optimization study identified the modifications necessary for the use of the rigs for waste-
water irrigation.
Spraybar design is critical to uniform water application. Features which should be emphasized
are: nozzle spacing for optimum coverage; nozzle size increase to permit operation at lower
pressure and to form larger droplets, discouraging wind drift; adjustability of spraybars to mini-
mize wind drift.
The rigs tested were structurally adequate to perform on the rugged terrain of the developing
project site. The chain drives of the test rigs were subject to frequent breakdown and should be
replaced with gear shaft-drive systems. Replacement was also indicated in the case of the steel
wheels of the rigs: rubber tires of adequate flotation should be substituted to combat rut formation.
Anti-collision devices performed well in overlapping rigs and should be installed where necessary.
It was recommended that rigs not be operated during winter weather because of the problems of ice
formation. All water lines should be equipped with proper valves and facilities for automatic
drainage.
The Lockwood rig performance was superior to the Enresco.
At minimum, irrigation machines should be operated at rotation rates consistent with keeping sur-
face soils moist and with achievement of application rates with the water infiltration capacity of
the soil. Faster rates of rotation are preferred to achieve a more uniform soil moisture profile and
longer moisture retention time for enhancement of wastewater nutrient reactions with soil and crop
root systems.
Within limits, consistent with control of aerosol drift, operation of irrigation machines at higher
nozzle pressures should be considered to achieve more uniform spray application of water.
70
-------
1
2
3
4
5
6
UNIFORM SAND
10
11
12
13
14
15
16
LOAMY SAND WITH ORGANIC MATERIAL
I I I L
« 50 60 80
80 ICO
RIG REVOLUTIONS
150
200
300
Figure 27. Rut depth produced in sand and loamy sand with rubber tires by
the Enresco rig in Circle 39
71
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SECTION 6
OPERATIONS AND MAINTENANCE
This section describes the total operations and maintenance experience from May 1973 through
December, 1975, including the reliability of all mechanical-physical components. The discussions
are arranged in the following order: collection, transport, treatment, disinfection, irrigation, and
drainage. System operations and performance data discussed in subsequent Sections are available
for reference and examination in the USEPA Water Quality Control Information System (STORET).
COLLECTION AND TRANSPORT
Ten lift stations throughout the metropolitan Muskegon area were available for pumping wastewater
to the main pumping station, C-station, which pumped the total volume 18 km to the treatment site.
Two stations, A-station in Laketon Township and J-station in Muskegon Township, were not in
service in 1975 because the areas to be serviced by them were without a sanitary sewer system.
In Norton Shores, a newly constructed sewer system was linked up with F-station for the first time
in 1975.
Table 24 lists the stations in the Muskegon subsystem with their 1975 wastewater flow rates and
their electrical power consumptions.
Table 24. 1975 LIFT STATION PUMPING QUANTITIES AND POWER CONSUMPTION
Flow, TCM
Lift station
A°
B
C
D
¥b
G
H
J°
K
L
N
Daily
0
1.18
97.29
61.44
0.34
5.28
5.49
0
1.13
0.31
0.14
Annual
0
430
35,511
22,425
10.5
1,927
2,004
0
414
113
50.7
Electrical power, KWH
11,100
32,700
7,814,400
2,456,800
14,700
169,200
30,403
2,400
75,227
5,978
5,680
a
[Not in service
Began continuous operation in September
72
-------
Detailed discussions of maintenance requirements of the various stations are in Appendix B, but
the major problems occurred at those stations pumping the largest volumes, stations C and D.
The listing of those municipalities and industries connected to the collection system with their
respective discharge volumes for 1975 is in Table 25. A summary table of monthly flow volumes
in TCMD for each month since startup of operations is in Appendix B, Table 1.
Table 25. USER WASTEWATER QUANTITIES
User Start-up date Daily volume, TCMD
City of Muskegon
City of Norton Shores
City of Roosevelt Park
City of Muskegon
Heights
City of North Muskegon
S.D. Warren Company
(pulp mill)
Story Chemical Corp.
5/10/73
5/10/73
5/10/73
5/3Q/73
6/ 9/73
6./ 4/73
4/18/74
Total
27.63
2.65
2.65
4.54
1.14
55.27
3.41
97.29
Annual volume, TCM
10,086
967
967
1,658
415
20,174
1,244
35,511
Odor and Foam Control
The Muskegon project is not odor-free. During the early months of operation when all of the in-
fluent was domestic in origin, there was no significant odor. But as industrial waste constituted
more and more of the influent profile, the severity of the odor problem increased proportionately.
The reactions which produced the most offensive odors were those involving reduction of sulfur
compounds, organic and inorganic.
Efforts were made to identify and isolate the odor-causing streams. Measures were taken at S.D.
Warren Paper Co. to minimize reduced sulfur levels by mixing effluents with bleaching agents.
Odor was substantially reduced, but in 1975 mechanical changes were made to the inlet flume of
the biological treatment cell. Influent was introduced to the cell beneath water level, minimizing
vaporization, and a permanent cover was constructed to encase the inlet flume. See Figure 29.
These modifications in combination with altered modes of operation of the biological treatment
cells were remarkably effective in cutting down odors. The evaluation was simple qualitative
olfaction.
No odor problems have been associated with irrigation operations, and with the exception of the
odoriferous sludge during spring turnover, the storage lagoons have been essentially complaint-
free.
73
-------
Aeration occasionally generated in the biological treatment cells large volumes of foam, caused
by foaming agents that were thought to be lignins. Operation of two treatment cells at half
capacity reduced the agitation and greatly reduced foam production.
TREATMENT
This phase includes biological treatment cells and equipment, storage lagoons, chlorination
facility, irrigation pumping stations, irrigation machines, drainage pumping stations and outfalls.
Operations varied with season. During the winter months from December through March, waste-
water was channeled through the biological treatment cells and into the storage lagoons for long-
term impoundment. During the summer months from April through November, the water from the
storage lagoons plus the aerated daily influent were used for irrigation, thus creating storage
volume for the non-irrigation winter months. From either storage lagoon, water flows by gravity
to the outlet lagoon and from there into a mixing chamber for chlorination. After chlorination, the
effluent flows via open channels to two irrigation pumping stations, from which it is pumped to the
circular irrigation areas.
Each aspect of this sequence is detailed below.
Biological Treatment Cells
The flow patterns and operation modes of the biological treatment cells were altered as more was
learned about treatment efficiency. The patterns are summarized for years 1973 through 1975 in
Table 26.
To reduce power consumption, only number 1 was operated in January, 1975. Aerated effluent
was discharged into the east storage lagoon, and 2 and 3 were bypassed. With this operational
mode, the removal of BOD was inadequate, so the pattern was changed to include cell 2. But
the equipment equivalent of only one cell was used for both cells, six of the 12 aerators and
three of the six mixers in each cell.
When after February, 1975, it was found that the dissolved oxygen level in cell 1 was near zero,
the mode was again altered in March; eight aerators in cell 1 and four in cell 2, with three mixers
in each, as before. This scheme in combination with doubled retention time maintained adequate
levels of dissolved oxygen in each cell and provided satisfactory BOD removal.
Sludge was removed from the drained biological treatment cells in 1975. See Figure 28.
Using a front-end loader and a 12yd dump truck, the sludge was moved to the sandy area north of
the treatment cells for drying. When dry, the sludge was loaded into a manure spreader and uni-
formly applied to the northeast half of circle 34, a very sandy area.
74
-------
Table 26. OPERATIONAL MODES OF BIOLOGICAL TREATMENT CELLS, 1973-1975
Year/month
1973
January
February
March
April
May
June
July
August
September
October
November
December
1974
January
February
March
April
May
June
July
August
September
October
November
December
1975
January
Febraury
March
April
May
June
July
August
September
October
November
December
Cell Number 1
N0a
NO
NO
NO
Series
Series
Series
Series
Series/parallel
Parallel
Series
Series
Series
Series
Series
Series
Series
Series
Series
Series/parallel
Parallel/series
Series
Series
Series
Series
Series
Series
Series
Series
Series/NO
NO
NO
NO
Series
Series
Series
Biological treatment cell
Cell Number 2
NO
NO
NO
NO
Series
Series
Series
Series
Series/parallel
Parallel
Series
Series
Series
Series
Series
Series
Series
Series
Series
Series/parallel
Parallel/series
Series
Series
Series
NO
Series
Series
Series
Series
Series
Series
Series
Series
Series
Series/NO
NO
Cell Number 3
NO
NO
NO
NO
Series
Series
Series
Series
Series/NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO
NO/series
Series
Series
Series
NO
NO
NO
Non operating
75
-------
Figure 28. Sludge removal in biological treatment cell Number 2, 1975
76
-------
Equipment Maintenance —
The incidences of maintenance of the aerators and mixers in the three biological treatment cells
are summarized in Table 27. More detailed descriptions are in Appendix B.
Only four of the 36 aerators, or 11 percent, required repair. Eight of the 18 mixers, or 44 percent,
needed repair, most commonly because of loosening of the platform mounting bolts from vibration.
Installation of additional steel bracing by the installation contractor provided greater rigidity, but,
as indicated by the 1975 failures, the problem was not completely corrected. See Appendix B.
Table 27. EQUIPMENT MAINTENANCE IN BIOLOGICAL
TREATMENT CELLS, 1973-1975
Apparatus/
number
Aerator
1
2
3
4
5
6
7
8
9
10
11
12
Mixer
1
2
3
4
5
6
1
None
None
None
Moved to
Whitehall
None
None
None
None
None
None
None
None
Vibration
Loose bolts
None
Sheared bolts
None
None
Cell number
2
None
Motor leads
None
None
None
None
None
None
Motor leads
None
None
None
Vibration
None
Noisy operation
None
None
Motor failure
3
None
None
None
Returned from
S.D. Warren Co.
Locked rotor
Noisy operation
None
None
None
None
None
None
None
None
Vibration
Vibration
None
None
77
-------
Power Consumption —
From late 1973 through 1974, two of the three biological treatment cells were operated, and
adequate BOD reduction was maintained. In 1975, with the equipment equivalent of one cell in
operation, further BOD reduction was achieved, while simultaneously reducing electric power
consumption. The breakdown by year of power consumption by the biological treatment cells is
in Table 28, and it shows that though the system was operating only eight months in 1973, the
KWH requirements were about 40 percent higher than for the full year of 1975.
Table 28. ELECTRIC POWER CONSUMPTION IN BIOLOGICAL TREATMENT CELLS,
1973-1975
Cell number/Apparatus 1973, KWH ° 1974, KWH 1975, KWH
Cell number 1
Aerators0 3,152,736 3,885,521 2,959,471
Mixers6 1,328,400 2,001,648 899,157
Cell number 2
Aerators
Mixers
Cell number 3
Aerators
Mixers
Total
3,046,464
1,328,400
1,700,352
649,440
11,205,792
3,853,868
1,963,874
443,004
527,723
12,675,638
1,863,983
708,248
731,899
218,606
7,381,364
"44.7 KW
Cells in operation eight months
Inlet Flume Modification —
Raw influent pumped from C-station created odor problems at the point of entry into biological
treatment cell number 1. In October, 1975, the inlet flume was covered for 40 meters at the open-
ing, and an entrance tube, 1.5 meters in diameter and 12 meters long, was installed which directed
the flow well below the water surface, thereby eliminating splash and droplet formation. The
modifications are illustrated in Figure 29.
After installation, the odor was significantly reduced, but additional work is in progress to
evaluate performance and to further minimize odor.
78
-------
BEFORE MODIFICATIONS
AFTER MODIFICATIONS
COVER
Figure 29., Odor control cover and entrance tube on
biological treatment cell No. 1
79
-------
Storage Lagoons
Figure 30 graphically depicts storage lagoon water levels from 1973 through 1975.
Water levels during mid-May, 1974, were at design high water level, 210.3 meters elevation. This
was due to the abnormally high accumulation of water in the 1973 winter and 1974 spring because
of delays in construction of the irrigation rigs and water distribution pipelines. These delays ex-
tended into 1974, but the urgency of the lagoon water levels prompted the completion of some 20
irrigation rigs, and irrigation proceeded for about two weeks with rig endcaps removed to promote
greater volume flow. This procedure was discontinued because of spotty flooding.
As an emergency measure, a temporary spillway was constructed to connect the irrigation channel
to the drainage canal, providing a direct route from the storage lagoons to Mosquito Creek and by-
passing the incomplete irrigation system. The spillway was completed in June, 1974, and was
used to relieve the lagoon high water levels which crested at 210.6 meters.
Apprehension regarding the irrigation construction timetables meeting anticipated lagoon-emptying
needs prompted construction of a second spillway, a permanent connection between the south
irrigation channel and the central drainage ditch. See Figure 35. This spillway was used for one
week in July, 1974, to lower lagoon levels to an elevation of 210.6 meters.
It was during July that the west lagoon was "isolated." The water quality was high enough to
permit direct spill in the event the irrigation system —for whatever reasons— failed to spray the
1974 storage volume. Table 29 summarizes the discharge history of the storage lagoons.
Table 29. STORAGE LAGOON DISCHARGE HISTORY
Year
1973
1974
1975
From storage
0
32,024
34,534
Discharge, TCM
To irrigation
0
28,799
28,152
To spillway"
0
3,225
6,382
from west storage lagoon only
As indicated in Figure 30, the level in the east lagoon was steadily lowered by irrigation, reach-
ing its lowest level in November. Refilling was resumed with aerated effluent for winter impound-
ment.
In the case of the west lagoon, no water was used for irrigation in 1974, yet the level dropped
0.67meters to an elevation of 209.4meters in December. This loss was attributed to seepage
through the unsealed lagoon bottom.
80
-------
LAGOON ELEVATION, METERS
C/i
o
s
7Q
a
ST
35
O
o
3
-J
CO
-------
Direct spilling from the west lagoon was necessary to provide storage volume for the winter of
1974-1975. Water was spilled from December, 1974, to March, 1975, but the sustained impound-
ment had produced relatively good water quality. Some parameters are included in Table 3d.
Table 30, WEST LAGOON WATER QUALITY
SPILLED TO MOSQUITO CREEK, 1974-1975
Parameter Concentration, mg/1
BOD 5.00
Suspended solids 10.0
pH 7.50
Total phosphorus 0. 50
Total nitrogen 2.00
Fecal coliform (200 colonies/100 ml)
Interception Ditch Pumping —
The storage lagoons were designed without a bottom seal and were, therefore, expected to leak.
As a control measure, an interception ditch was constructed along the outside perimeter of the
lagoons which created a groundwater gradient toward the ditch from both the storage lagoon and
the areas immediately adjacent to the ditch. The two pumping stations which return interception
ditch water to the storage lagoons or to a discharge drainage ditch were installed along the north-
east and south dikes, as indicated in Figure 31.
In 1973, it was discovered that the seepage water in the interception ditches was not polluted as
expected but instead met Michigan discharge standards. It was assumed that the reason for this
was a purification of the water as it migrated the 180 meters distance beneath the dikes. It was
also deemed pointless to expend energy pumping clean water through the irrigation system, so one
pump at each station was modified to discharge water away from the lagoons. In the event the
quality of the interception ditch water deteriorated, the two remaining pumps could return the
water to storage.
The quality did not deteriorate, however, and, through 1975, most interception ditch water was
pumped directly to the drainage system.
The history of the levels of water in the interception ditches shows that the ditch volumes were
directly proportional to the lagoon volumes, a relationship illustrated in Figures 32 and 33. In
the case of both pumping stations, volumes pumped paralleled the average lagoon water levels,
particularly during 1973-1974. In 1975, the proportionality seems less direct, but this may be due
in large part to the fact that as the level in the east lagoon was rising, the west was dropping, and
vice versa.
82
-------
CO
w
ENSLEY PUMPING
STATION TO CENTRAL
DRAINAGE CANAL AND TO
MOSQUITO CREEK
INTERCEPTION DITCH
SULLIVAN PUMPING STATION TO A
TRIBUTARY OF BLACK CREEK
1'igure 31. Storage lagoon interception ditches and pump stations
-------
A more thorough analysis of the influence of lagoon level on seepage rates and of overall ground-
water hydraulics is under way by the U.S.G.S., the results of which are expected to reveal a
macroscopic picture of the impact of the total system on the groundwater of the surrounding area.
The volumes of water discharged from the interception ditches to surface waters by the two pump-
ing stations in 1975 are listed in Table 29. From Ensley Station, 99 percent of the water went to
Mosquito Creek. From Sullivan Station, 53 percent went to Black Creek, and the rest was returned
to the lagoon. Less was pumped to Black Creek because of fear of exceeding the hydraulic limit-
ation of the tributary, possibly producing flooding.
Table 31 also indicated that a greater volume was pumped from the Sullivan Station than from
Ensley. This difference was due to difference in size; the Sullivan ditch is longer and deeper.
In Table 32, the interception ditch volumes are compared for years 1974 and 1975. These data
also reflect the influence of the storage lagoon levels, with the higher levels of 1974 paralleling
greater pumping volumes.
Table 31. INTERCEPTION DITCH PUMPING VOLUMES, 1975
Pumping volumes, TCM
Pumping
station
Ensley
Sullivan
Total
Storage
lagoons
100
5,879
5,979
Mosquito
Creek
9,796
0
9,796
Black
Creek
0
6,561
6,561
Total
9,896
12,441
22,337
Power
consumption,
KWH
454,793
477,195
931,988
Table 32. COMPARISON OF INTERCEPTION DITCH
PUMPING VOLUMES, 1974-1975
Pumped to-
East storage lagoon
West storage lagoon
Mosquito Creek
Black Creek
Total
Volume pumped,
1974
2,148
12,603
12,081
5,365
32,197
TCM
1975
100
5,880
9,796
6,562
22,338
84
-------
00
cn
70
60
50
= 40
Q_
30
cc
20
10
AVERAGE DAILY PUMPING RATE
. AVERAGE WATER LEVEL, BOTH LAGOONS
I I I I I I I I I I I I I I I I I I I I I I I
AVERAGE BOTTOM
J A S 0 N D J F
1973 1974
A M J J A S 0
D J F M A
1975
J J
S 0 N
Figure 32. Interception ditch pumping volumes at Ensley station, 1973-1975
-------
CO
o\
AVERAGE DAILY PUMPING RATE
-AVERAGE WATER LEVEL, BOTH LAGOONS
I I I I II II I I I I I I I I I II I I I I
J A S 0 N D J F
1973 1974
J j A S 0 N D J F
1975
J J A S 0
Figure 33. Interception ditch pumping volumes at Sullivan station, 1973-1975
-------
Dike Repairs —
Each winter since 1973, the 20.3 cm thick soil cement designed to protect against wave action
was damaged in some manner. In some cases, the surface cracked and allowed water to under-
mine the protective layer resulting in large cavities into which the soil cement eventually col-
lapsed. In others the cement was spalled by erosion by water and ice, sometimes mildly,
involving only the top few centimeters of cement, and other times severely eroding the cement
completely away and leaving the sandy dike vulnerable to washout.
In no instance did any water escape from the lagoon as a result of the damage to the soil cement
layer. Neither was there any evidence of increased seepage through the dike, even though the
latter was comprised of compacted sand.
Figure 34. Dike slope protection damage on
northeast wall of the east storage lagoon
Severe damage was usually restricted to surface areas ranging from one to ten square meters, but
light spelling often occurred in stretches of a hundred meters along the dike. Most damage was
along the northeast dike of the east storage lagoon, with lesser amounts along the north and center
dikes in the west lagoon. The cause was attributed to the prevailing southwesterly winds,
especially in the spring when ice and waves beat against the dikes.
Initial temporary repairs consisted of dumping riprap in eroded areas to break wave action and to
reduce further erosion. During the high water of 1974, the local Civil Defense unit sandbagged
the damaged areas. In October, 1974, soon as the east lagoon water level permitted, permanent
repairs were begun. All temporary materials and debris were removed, and sand was compacted
in the cavities, followed by concrete to a thickness of 20 cm. Less deep cavities were sealed
with asphalt.
Because of high water in the west lagoon, only partial repairs were done in 1974, and when the
water dropped to a workable level, cold weather and snow interfered. Repairs here were post-
poned until the spring of 1975. Only 110 cubic meters of concrete were poured in 1974.
During the winter of 1974-1975, the dike damage again was concentrated along the northern dike
of the east lagoon and the center dike of the west lagoon, affecting primarily those areas patched
the previous fall. Water undermining with subsequent collapse was common. More spelling and
more erosion was found. It was suspected that the irrigular thicknesses of the soil-cement repairs
was a factor contributing to the redamaged areas.
87
-------
In September, 1975, repairs on the dikes of the wast lagoon, the most severely damaged, were
begun. Again, riprap and debris were cleared away, and special efforts were made to prepare the
holes to secure a better bond with the new parchwork. All sand was watered down to increase
compaction. After adding about 15 cm of gravel for a patch base, the soil-cement perimeter of the
hole was wetted down prior to pouring fresh concrete. In the east lagoon, about 100 cubic meters
of concrete were poured and about 47 cubic meters in the west.
Disinfection by Chlorination
As the wastewater was discharged from the outlet lagoon, a concentrated chlorine solution was
injected into the stream. Chlorine contact time was 30 minutes. After injection, the water flowed
in a 1300 meter open channel at a rate of 2.75 kmAr before reaching the irrigation pumping
stations.
Table 33 shows the amounts of chlorine used during 19*74 and 1975. During 1974, 73 percent of
Table 33. MONTHLY LAGOON DISCHARGE VOLUMES AND CHLORINATION AMOUNTS,
1974-1975
Year/month
1974
April
May
June
July
August
September
October
November
December
[1974 subtotal]
[Percent]
Storage
discharge, TCM
0
276
4,474
6,999
6,833
5,008
4,028
2,222
2,184
[31,024]
[100]
Quantity
disinfected, TCM
0
0
0
5,258
6,833
5,008
4,028
2,222
0
[23,348]
[73]
Chlorine
used, kg
0
0
0
23,637
52,674
41,506
34,997
23,873
0
[176,687]
Average CL,
concentration, mg/1
0
0
0
4.50
7.00
7.30
8.70
10.7
0
[7.60]
1975
January
February
March
April
May
June
July
August
September
October
November
December
[1975 subtotal]
[Percent]
2,725
3,305
352
1,049
2,604
5,235
5,035
4,137
269
4,561
5,273
0
[34,545]
[100]
0
0
0
0
0
216
5,035
4,137
269
76
0
0
[9,733]
[28]
0
0
0
0
0
1,527
28, 967
29,781
1,959
1,212
0
0
[63,446]
0
0
0
0
0
7.10
5.80
7.20
7.30
16.0
0
0
[6.50]
-------
the water discharged from the storage lagoons had an average dosage of 7.6 mg/1; during 1975,
28 percent of the discharge received 6.5 rag/1. The early parts of both years had direct discharge
unchlorinated because the long impoundment had produced high quality water. Chlorination began
July 8, 1974, with irrigation water from the east lagoon and continued until November when the
east lagoon was emptied. The pattern was repeated in 1975 with no chlorination for the long-
impounded west lagoon and chlorination for irrigation water taken from the biological treatment
cells. After shutdown for harvest in September, the procedure was resumed for two days in
October for post-harvest irrigation. For the remainder of the 1975 irrigation season, chlorination
was discontinued because the irrigation mode was changed to permit water discharge from the rigs
very close to the ground.
Irrigation System
The irrigation system consists of the irrigation canals which connect the storage lagoons and the
irrigation pumping stations; the irrigation pumping stations which supply water to the rigs; the
pressure pipe distribution network which connects pumping stations to each irrigation rig; and the
center-pivot irrigation rigs.
Irrigation Canals —
Two trapezoidal canals, 1.5m wide at the base and 1.5m deep, supply water to the two pumping
stations. Designated as the north and south canals, they are 1210m and 2890m long, respect-
ively, and are sealed with a lining of 0.05mm PVC sheeting under about 30cm of sand. The
sand serves to shield the plastic from UV radiations.
Under the threat of the high lagoon levels of May, 1974, the canals were modified by the con-
struction of spillways which facilitated direct discharge to the drainage system. These spillways
are described in the discussion of the storage lagoons and are indicated in Figure 35.
During the 1974 irrigation season, there were three washouts near the north spillway involving
canal overflow into the main drainage ditch. They were due to inexperienced personnel" and/or
electrical problems, but corrective action during the 1974-1975 winter prevented further occur-
rences in 1975. A new overflow spillway was constructed with concrete headwall and adjustable
weir boards across the aperture.
Irrigation Pumping Stations —
The two irrigation pumping stations which supply water to. the irrigation rigs are located at the
ends of the irrigation canals, as indicated in Figure 23. The north station has five 188 KW pumps
on each of two headers, designated as the north and south headers. The north header, with a
delivery capacity of 118 TCMD, supplies water to 16 irrigation machines in circles 1-14, 54 and
55. The south header (of the north station) has a capacity of 99 TCMD and supplies 12 rigs in
circles 15-26. See Figure 36.
The south irrigation pumping station has eleven pumps divided between two headers, also desig-
nated the north and south headers. On the north header are four 75 KW pumps with a delivery
capacity of 42 TCMD which supply rigs, 27, 28, 29, 34 and 35. On the south header are seven
188 KW pumps of a delivery capacity of 167 TCMD which supply the remaining 21 rigs.
The sequence during which the stations and various headers were put into operation from May,
1974, forward was, in large part, determined by the timetables of construction of the pressure
pipe distribution system and the irrigation rigs themselves.
89
-------
1x12 METER
CORRUGATED
METAL
CULVERT
SPILLWAY
NORTH IRRIGATION
PUMP STATION
4.5 METER WIDE
CONCRETE APRON
ILLWAY
SOUTH IRRIGATION
PUMP STATION
' igure 35. Irrigation canals uitli spillways anil pump stations
90
-------
Figure 36. North irrigation pumping station with ten 250hp pumps.
91
-------
Table 34 shows the volumes of water pumped by the irrigation stations during 1974 and 1975.
Despite the late start in 1974, more water was pumped than in 1975. This was due to the high
water in the lagoons, forcing pumping of irrigation water in order to minimize spillage to Mosquito
Creek. The six weeks of harvest-irrigation shutdown in 1975 was not feasible in 1974.
During 1974-1975, about two-thirds of the total irrigation water was pumped by the north station.
This difference was due to the late start-up of the south station in 1974 and, more important, due
to the high permeability of the soils serviced by the north station, permitting almost continuous
irrigation. In the south, irrigation was stopped to allow for field drying.
The maintenance requirements of the irrigation pump stations were minor; specifics are listed in
Appendix B, Table 2.
Table 34. IRRIGATION PUMPING STATION VOLUMES, 1974-1975
Volume pumped, TCMD
Year
1974
[ Percent]
1975
[Percent]
North
North header
11,901
[41]
12,121
[43]
station
South header
7,480
[26]
6,935
[25]
South
North header
5,016
[18]
3,725
[13]
station
South header
4,402
[15]
5,371
[19]
Total pumped
28,799
[100]
28,152
[100]
Pressure Pipes for Irrigation Distribution —
Delays in the completion of construction of this pipe network were in large measure responsible
for the holdup of WMS operations from May, 1973, through May, 1974.
Causes for the delays were many and varied, including abnormally high groundwater, a labor strike,
and about 90 failures of the asbestos-cement pipe.
These pipe failures were of three types: beam fracture due to differential settlement and aggravated
by water hammer stresses during operations; rupture caused by water hammer during filling or
during routine operation; and collar failure at points of small leaks beneath the gasket, gradually
eroding pipe material. About 46 percent of the breaks were simple rupture, 30 percent collar in-
volvement, and 24 percent beam collapse. See Figure 37.
92
-------
Figure 37. Ruptured irrigation pressure
pipe, 30.5cm diameter
Pipe failure drastically interfered with operations. The network was not equipped with valves
which would permit isolation of a given segment in the event of a rupture, so that a single pipe
failure forced the shutdown of up to 16 rigs until the repair was completed.
A major cause seemed to be the pressure surges in the pipe with the closure of the butterfly
valves at the rigs. From a constant operating range of 3 kg/cm, pressures increased to 10 kg/cm.
When timers were installed on the butterfly valves to delay closure, surge pressures were reduced
to 2-3 kg/cm. Despite this measure, however, pipe failure recurred throughout the 1974 irrigation
season.
Isolation valves were installed in 1974 at major junctions throughout the network to.minimize rig
shutdown.
93
-------
Figure 38. Repair in break of mainline
pipe, 1 meter diameter
During the 1975 irrigation season, only nine pipe failures were experienced, suggesting that the
measures taken in 1974 were adequate. All repairs were done by the installation contractors,
and, in 1975, no replacement sections of pipe malfunctioned.
Buried Electrical Cable —
By the end of 1974, eighteen irrigation rigs were inoperable because of faults in the buried cable
supplying power. Over 15,000 meters of cable were examined, both by electrical detection equip-
ment and by excavation, and problems seemed to fall in three categories: (a) insulation burned
away and aluminum conductor severely corroded or melted, (b) aluminum conductors disintegrated,
and (c) no readily visible damage but function impaired.
94
-------
Figure 39. Unearthed faulty cable typical of early
power supply malfunction
Radical repairs of the system were indicated. Bids were taken for the overhauling of the cable
system, and in March, 1975, the bid of $300,000 was accepted. As of April 1, 1975, the number
of rigs without power was 30; these are indicated in Figure 40-.
The evaluation of the total rigs shut down for reasons of defective cables included three general
categories: replacement of major portions of cable with copper conductors; repair of short seg-
ments by splicing; and rigs down because of dependent electrical connections in either of the
above categories. Table 35 itemizes rigs shut down due to these failures.
All cable repairs were finished by June 15, 1975, in time to irrigate the 1975 corn crop.
The causes of the cable faults were only speculated upon: questionable engineering design,
defective supplies from the manufacturers, and major lightning damage were cited. Lightning
arrestors are being installed at critical locations, but other explanations were sought. However,
investigations in 1976 indicated lightning to be the major cause.
95
-------
-------
Table 35. ELECTRICAL CABLE ANALYSIS
Rig Complete cable
No. replacement, m
1
3
4
9
10
11
13
14
15
16
17
25
26
29
30
32
33
34
35
39
41
42
43
44
47
48
49
50
51
53
600
700
600
650
400
700
600
700
700
400
700
Spliced faults,
meters
6
6
3
200
200
6
200
60
12
6
3
20
3
15
Power dependent
on rig No.
13
48
48
48
48
Total 6,750 740
Irrigation Rigs —
The 54 center-pivot rigs vary in size, but each delivers an average of 6.8 TCMD on 40 ha. During
the 20 hours needed to complete one revolution at 100 percent timer setting, about 1.5 cm of
wastewater is applied.
Operating efficiency of the irrigation rig system in 1974 was low. Because of the many delays,
only 29 rigs were available for use in late May, 1974, and not until late July was the total
irrigation system ready for operations. On the best day in 1974, the largest number of rigs
functioning at one time was 42, and the average number was 30.
97
-------
In addition to the pipe and cable problems, the rigs in the eastern and southern areas of the
site regularly bogged down in the heavy soils. The smaller tires -which had been sub-
stituted for the design-specified size -were unsatisfactory. Larger tires were installed by
the 1975 season.
Generally, 1975 was a more efficient year. On the best day, 48 rigs were operable, and on the
average 40 rigs were operable, a direct reflection of fewer power/hydraulic problems.
Water application by rigs—In Table 36, irrigation rig parameters are compared for 1974 and 1975.
Although the amounts of water irrigated appear nearly the same, the modes of operation were dif-
ferent. The 1974 irrigation period was characterized by more continuous irrigation, uninterrupted
by fertigation, rainstorm downtime, or downtime for harvest. In 1975, without the pressures of
high lagoon levels, irrigation was more "controlled" and more consistent with crop needs.
Table 36. IRRIGATION RIG WATER APPLICATION, 1974-1975
Year
1974
[Average for
54 rigs]
1975
[Average for
54 rigs]
Rig hours
100,800
[1,867]
102,252
[1,894]
Rig days
4,200
[78]
4,260
[79]
TCM sprayed
28, 799
[533]
28,152
[521]
Hectares irrigated
2,112
[39]
2,071
[38]
cm appl
7,308
[135]
7,282
[135]
ied
Figures 41 and 42 illustrate the amount of wastewater applied per irrigation circle per year for
1974 and 1975. The volumes applied were regionally similar, more in the north, less in the south,
again reflecting the higher permeability of the northern circles.
Rigs stuck in the mud —The specified tires for the rigs were 6-ply 37x60 cm. Because the size
was unavailable at the time, 27.5x60 cm recapped 12-ply tires were substituted, with a
"guarantee" of equal flotation. They stuck in the mud. The rig contractors replaced again with
32.5x55 cm, and they stuck in the mud. In August, 1975, thirteen rigs received 37x60 cm tires,
and although the downtime was greatly reduced, some rigs continued to bog down in the mud. See
Figure 43.
On rig 46, a faster gear box was installed in 1975 which increased the speed of rig revolution by
a factor of two. The field became less saturated, and this approach is under consideration for
other circles.
98
-------
o
0-6 Ocm
»m 180-250 cm
250-300 cm
N
jgj 60-125 cm
G:::::^ 125-180 Cm
NOTE-IN ADDITION THERE WERE
82.5cm OF PRECIPITATION
LAKETON AVE
Figure 41. Water applied by irrigation, 1974
99
-------
o
N
0-60 cm typ 13Q.250 cm
NOTE-IN
JeO-125cm ill 250-300cm 85CmOF
Figure 42. Water applied b
J irrigation, 1975
100
-------
Figure 43. Rig tires deeply stuck in mud
Irrigation rig maintenance—The average rig operating time for 1974-1975 was less than 80 days
for irrigation seasons of 200-plus days. In 1975, record-keeping was begun on cause of downtime,
and these causes were: mechanical or electrical malfunction, shutdown at farm management re-
quest, and shutdown because of extremely wet fields.
The mechanical-electrical problems most frequently encountered were:
1. Readjustment of the alignment and safety shutdown system
2. Replacement of the electric motors located at each tower
3. Replacement of the motor gear boxes
4. Replacement of the wheel gear boxes
5. Trouble-shooting the electric control box
6. Repair or replacement of the drive shaft universals
7. Repair of structural damage
8. Repair of automatic water valve at pivot
9. Repair or replacement of flat tires
10. Repair of pressure pipe breaks
11. Repair of buried electrical line faults
But as may be seen in Table 37, the overall percentage of downtime attributed to mechanical-
electrical failure was eight percent of total rig downtime. The particularly high downtime due to
farm requests in the triangle was due to ongoing agricultural experiments; and in the case of the
east and south circles, the soil types are mucky. Farm requests included shutdown for a six week
harvest drydown.
101
-------
Table 37. IRRIGATION RIG PERFORMANCE, 1975
Operating (irrigating) or downtime, percent
Status
Operating (irrigating)
Down due to:
Farm request
Wet field
Mechanical/
electrical
Electric lines
Total
Overall
40
35
10
8
7
100
Northwest
circles
1-14,53,54
58
24
5
6
7
100
Northeast
circles
15-26
45
31
3
15a
6
100
Triangle
circles
27-29, 34, 35
45
39
n
6
3
100
East &
south
circles
20
46
20
6
8
100
Water valve failure; no crop planted in circle 26
Nozzle-plugging in rigs -Sand, twigs, straw, fish, frogs and bird nests all contributed to nozzle-
plugging. Ramifications included: reduction of corn production up to 50 percent in some circles;
reduced volume-flow of wastewater; outlay of manpower for cleaning nozzles; and increased stress
on the pressure pipeline distribution system. See Figures 44 and 45. Extra men were hired in
1974 specifically to obviate this problem, and mainline pipes and bars were regularly flushed'with
rig end caps off. But plugging remained a nuisance throughout 1975.
In the fall of 1975, a filter was installed on the supply pipe to rig 22 which effectively prevented
plugging: however, the filter itself encrusted and required frequent flushing. At the pivot, unde-
sirable ponding occurred.
Emphasis shifted onto the source of the plugging debris. Modifications to the irrigation canals
are being considered which would prevent objectionable materials from entering the pumps.
Drainage Systems —
Table 38 shows the estimated discharge volumes through those portals which were monitored.
Measuring drainage volume over most of the project property was difficult. Although the volumes
discharged from the lagoon and Ensley ditch were documented with pumping records and USGS
gauging stations in drainage canals measured those flow columns, there are extensive portions
of the northern boundary which are naturally drained to Mosquito Creek, with no quantitation
possible.
Problems associated with the wells were legion. In most cases, the drainage rates of the pumps
were greater than the recharge rates of the wells. During pumping, the well casings were dewat-
ered in a matter of seconds, even with the discharge valves throttled down, resulting in too freq-
uent pump cycling. This eventually rendered the pumps inoperable and, in some instances, per-
manently damaged the motors. The controls were modified to avoid the frequent cycling, but
102
-------
Figure 44. Irrigation circles with uniform crop coverage,
indicating properly functioning rigs and satisfactory soil
Figure 45. Circle 22 showing "donuts" resulting from
estimated 90 percent nozzle plugging
103
-------
this measure inhibited the intended function of the wells. Consequently, areas were not properly
drained. Circles drained by wells became inundated, especially during spring thaw.
Corrective measures are being tried.
Installation of 1.1 KW pumps which more closely matched the recharge of the wells met with some
success. But further improvements in the drainage system — particularly in the southern and
eastern areas of the site —should include installation of additional drain pipes. The system is
under study for further improvements.
Table 38. DRAINAGE SYSTEM DISCHARGE VOLUMES, 1973-1975
Receiving waters and drainage source
Mosquito Creek
Drain pipes0
Wells b
Ensley pump station
Total
Black Creek
Drain pipes (Laketon Pump Station)
Wells (circles 36, 37, 39, and 40)
Sullivan Pump Station
Total
1973
16,580
0
7,631
24,211
5,186
0
5,697
10,883
Year, TCM
1974
23,027
0
12,079
35,106
7,378
(est.) 378
5,364
13,120
1975
25,207
(est.) 0
9,797
35,193
6,447
(est.) 378
6,560
13,385
Outfall discharge minus wells and Ensley Pump Station
No discharge due to mechanical-electrical problems
MANPOWER REQUIREMENTS
A breakdown of the 1975 manpower requirements for the various WMS operations appears in
Table 39.
104
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Table 39. 1975 WMS FULLTIME AND PART-TIME LABOR REQUIREMENTS
Manpower,
Category Number of persons
Full time
Collection and transmission 9
Aeration and storage 3
Irrigation 4
Drainage ditches (shift operators) 4
Farming
Laboratory and monitoring
Administration
Total
Part time
Janitorial 2
Seasonal up to 8
Total 10
105
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SECTION 7
TREATMENT PERFORMANCE
INTRODUCTION
The treatment performance model at WMS is based upon the concept of the Muskegon project as a
closed flowing system; that is, it has a single inlet and two points of outlet. By monitoring water
quality at various stages along the "flowing system," - such as, biological treatment cells, lagoon
storage, chlorinating, drainagepipes, outfalls to surface waters, and groundwater wells —a broad
picture of the effectiveness of wastewater renovation is obtained. Other considerations are the
relationships between treatment efficacy and energy input, particularly during biological treatment
and lagoon impoundment. Soil dynamics and crop influence are, of course, important to treatment
performance but are discussed in the section on agricultural productivity.
SAMPLING PROCEDURE AND LOCATION
Sampling sites were selected to monitor the water quality through the system from influent to final
discharge at the drainage outfalls. The linear arrangement of the treatment facilities allowed the
tracing of changes between each sampling location. Table 40 shows the frequency of sampling
and number of samples, and Figure 46 shows the sampling locations.
Parameters and Methods of Analysis
The parameters routinely measured in this study were selected on the basis of their significance
for complete water quality characterizations. They are listed in Table 41.
During the selection of parameters, consultations were sought with various groups concerned with
public health, such as the Federal Food and Drug Administration, the United States Department of
Agriculture and the Michigan Department of Public Health. It was deemed important to know what
effect these parameters would have both on agricultural productivity and on the subsequent
receiving water. Beside those listed in Table 41 which were routinely monitored, analyses were
done on some additional screening parameters which are listed in the methods of analysis below.
The methods of analysis were selected from Standard Methods and other accepted chemical
analytical procedures.
106
-------
Table 40. SAMPLING LOCATION
Sample location
Influent at flume
(1) Inlet to treatment cells
Biological treatment
(1) Leaving aerated lagoon 1
(2) Leaving aerated lagoon 2
(3) Leaving aerated lagoon 3
Post treatment
(1) Storage lagoon west
(2) Storage lagoon east
(3) Settling lagoon0
(4) Irrigation pump station 1
(5) Irrigation pump station 2
(6) Drain pump P-3 south
(7) Drain pump P-4 north
(8) Drain pipe samples (irrigated
water, filtrate)
(9) Outlet to Mosquito Creek
(10) Outlet to Big Black Creek
Whenever in use
Five days per week
Samples taken once a week during
"A.. 3'ff i. ..! 1- J
Code
INF
Cell 1
Cell 2
Cell 3
WSL
ESL
SD
ND
DT
SW-05
SW-34
non-irrigation
Frequency
Daily6
Daily
Daily
Daily
Once a week
Once a week
Daily
Daily
Daily
Daily
Daily
Twice a week
Daily
Daily
periods
Number of samples
2d
2
2
2
3
3
1
2
2
1
1
10-13
1
1
Table 41. WATER QUALITY PARAMETERS COMMONLY MEASURED
Physical
(1) Solids (total solids, volatile solids, suspended solids), mg/1
(2) PH
(3) Temperature, °C
(4) Conductance, ^mhos/cm
Chemical
(1) Metals: (Na, K, Ca, Mg, Fe, Mn), mg/1
(2) Nutrients (orthophosphates, total phosphates, nitrate, nitrite, total Kjeldahl nitrogen,
chloride, and sulfate), mg/1
(3) Organics
Non-specific analysis
a. Biochemical oxygen demand (BOD), mg/1
b. Chemical oxygen demand (COD), mg/1
c. Total organic carbon (TOQ, mg/1
Gases: Dissolved oxygen, mg/1
Disinfection
a. Residual oxygen, mg/1
b. Bacteria: Total coliform, fecal coliform, fecal streptococcus, (colonies./lOOml) or
most probable number (MPN)
107
-------
DRAIN LATERALS — -f — — f~- —P~
--J- -I-
- L. -I—
«L_. -— - L. l_
CANAL
'f I , | I l
I I I I I I I
U-LLLiJ
• n
SAMPLE SITES
USGS FLOW GAUGING STATIONS
PUMP STATIONS
Figure 46. Locations of water sampling sites
108
-------
Containers for sample collection were of three types. Samples which could be stored in plastic
without contamination of the material by the container were collected in plastic jugs. Bacterial
samples were collected aseptically in sterile sampling bottles, and other samples were collected in
glass BOD bottles. Samples were returned immediately after collection either to the lab for im-
mediate determination or to a refrigerator at 4 ° C for preservation.
Analytical Procedures at the TOMS Laboratory
1. Physical parameters
a. Solids— according to Standard Methods (13th Edition, Sec. 148 & 224)
Total solids — evaporation
Total volatile solids—combustion at 550°C
Suspended solids—glass fiber filtration
Results reported in milligrams per liter, (mg/1) or (ppm)
b. pH —according to Standard Methods (13th Edition, Sec. 144 & 221); hydrogen ion selective
glass electrode versus a Calomel reference electrode; results reported in standard pH units
c. Temperature — according to Standard Methods (13th Edition, Sec. 162); thermometer (mercury)
of quality grade, readable to the nearest 0.2°C; results reported in degrees Centigrade
e. Color—according to Standard Methods (13th Edition, Sec. 118); visual comparison against
Platinum/Cobalt standards with results reported in APHA units' (American Public Health
Association)
f. Turbidity — according to Standard Methods (13th Edition, Sec. 163A); by direct measurement
on a Hach Model 2100A Tutbidimeter, as recommended in Methods for Chemical Analysis
of Water and Waste, EPA, 1971; results reported in Formazin Turbidity Units (FTU= Jackson
Turbidity Units)
2. Chemical parameters
a. Metals -(mg/1) or (yg/1)
1. Alkali earth metals —Ca, Mg, Na, K; either by flame ionization photometry or atomic
absorption spectroscopy
2. Heavy metals —Fe, Mn, Al, Cr; atomic absorption spectroscopy
3. Trace heavy metals — Cd, Cu, Pb, Zn, Ni; when sensitivity required, anodic stripping
voltametry; if part per billion sensitivity was not required, atomic absorption spect-
roscopy
4. Mercury— cold vapor technique with a Coleman MAS-50 Mercury Analyzer
b. Nutrients —(mg/1)
1. Phosphorus, total — persulfate digestion followed by quantitation of ortho-phosphate using
the automated ammonium molybdate procedure
2. Phosphorus, ortho — automated ammonium molybdate procedure
3. Nitrogen, total Kjeldahl—digestion followed by analysis of ammonia produced using the
Bertholet reaction (see ammonia nitrogen below)
4. Nitrogen, ammonia—Bertholet procedure: NH^ reaction with sodium phenoxide
5. Nitrogen, nitrite —reaction of the nitrite ion with sulfanilamide to form a diazo compound
which is then coupled with N-1-naphthylethylenediamine dihydrochloride
109
-------
6. Nitrogen, nitrate — cadmium reduction followed by quantification as nitrite
c. Anions
1. Sulfates— barium/methythymol blue colorimetric procedure
2. Sulfides—specific ion electrode
3. Chlorides —liberation of thiocyanate ion from mercuric thiocyanate followed by reaction
with ferric ion
4. Alkalinity ^ acid titration using a potentiometric end point as outlined in Standard
Methods, (13th Edition, Sec. 102)
d. Other analysis
1. Arsenic—differential pulse polarography
2. Cyanide— as in Standard Methods, (13th Edition, Sec. 207 B), titration of alkaline
distillate with silver nitrate
3. Boron—as in Standard Methods, (13th Edition, Sec. 107 A), curcumin colorimetric
procedure
e. Organics, non-specific
1. Biochemical oxygen demand (5-day) —as in Standard Methods,, (13th Edition, Sec. 219)
2. Chemical oxygen demand—as in Standard Methods, (13th Edition, Sec. 220)
3. Total organic carbon —determined with a Beckman Model 915 Total Carbon Analyzer
f. Organics, specific
1. Phenols—gas chromatography
2. Pesticides, herbicides—gas chromatographic techniques
g. Gases
7. Dissolved oxygen-as in Standard Methods, (13th Edition, Sec. 218B and 218F); either
the Winkler method or direct reading membrane probe standardized against the Winkler
method; both polarographic and galvanic probes and meters available
h. Disinfection and Bacteriology
7. Residual chlorine - as outlined in Standard Methods, (13th Edition, Sec. 204 A); phenylarsine
oxide titration with an amperometric endpoint
2. Bacteria—analysis for total and fecal coliform, fecal strep and Salmonella as outlined in
Standard Methods, (13th Edition) for both membrane filter (MF) and multiple tube fer-
mentation/most probable number (MPN) technique; sampling and identification of amoeba
(in particular, Naegleria) done according to Standard Methods, (13th Edition, Sec. 606 A)
i. Limnology— Plankton, the plankton net technique
Quality Control
Several in-house policies of quality control were instituted in 1973. Samples encompassing both
low and high levels of pollutants were duplicated and spiked at regular intervals. Blind sample
duplication also was used as a control measure, and reference samples made available from the
EPA were utilized.
110
-------
Some samples were split for analysis at our laboratory and at the Michigan Resources Commission
Laboratory, Lansing, Michigan. Table 42 shows a comparison of results obtained on four such
split samples. The correspondence in results was generally good. The WMS laboratory ishowed
consistently higher values for total phosphorus, but the Water Resources Laboratory has noticed
this discrepancy between their results and those of other labs and is checking its procedure. The
findings for total chromium varied among the sampling sites, but this was probably because of
known iron concentrations at two locations. Iron, if not suppressed, exhibits a positive inter-
ference in the atomic absorption spectrophotometry (AAS) of chromium. Efforts are under way to
establish additional inter-laboratory quality control programs between similarly equipped labs in
western Michigan.
RESULTS
Statistical Presentation
Most of the results are graphed by monthly mean with a range enclosing 90 percent of the values.
The various significant parameters also have seasonal data plotted on normal probability paper so
the distribution of results may be observed. The probability graphs are in Applendix C.
The data in this section are presented in the following sequence:
a. Influent
b. Biological treatment
c. Storage lagoons
d. Chlorination
e. Drain tiles
f. Discharge outfalls
Influent
The average BODr in mg/1 for 1973 was 175, for 1974 was 200 and for 1975 was 220, indicating
that as more uSerS joined the system BOD5 loading increased. The gradual increase in BOD5
since startup of operations is not so clearly evident in Figure 47 as is the seasonal response:
increasing in winter, decreasing in summer. In Appendix C, Figures 1-4 show BOD^ concen-
trations for selected months of high and low load conditions for two consecutive years plotted
on normal probability paper. Also in Appendix C is the plot of influent flow with BODr loading
for three years in Figure 5 and the plot of the BOD/COD ratio for influent in Figure 6.
Suspended solids concentration in influent is depicted in Figure 48 and shows a gradual dec-
rease from 300 mg/1 in 1973 to 259 mg/1 in 1975. This decrease was attributed partially to an
increase in rate of flow. There seems to be no seasonal pattern to the fluctuations in concen-
tration, and the average levels compare favorably with those for most domestic treatment
systems. Figure 7 in Appendix C depicts monthly average suspended solids in kilograms and
ppm.
Figure 49 depicts 1975 monthly average concentrations of ammonia nitrogen, total Kjeldahl
nitrogen (TKN), and ortho-phosphate in the raw wastewater received during 1975. There was a
general decrease in both phosphorus and nitrogen. In early 1975 the TKN levels dropped from
14 ppm to approximately 4 ppm and ammonia nitrogen, correspondingly, dropped from 13 ppm to
3.4 ppm. The drop in phosphorus from 1.7 to 0.7 mg/1 occurred during a period of very high
groundwater, and the overall reductions were probably due to a combination of changed patterns of
industrial activities and to infiltration of groundwater into the collection system. Table 43 shows
the total nutrient average monthly results for the period 1973 to 1975. The influent nitrogen con-
Ill
-------
Table 42. COMPARISON OF THE ANALYTICAL RESULTS OBTAINED AT WMS AND THE
MICHIGAN WATER RESOURCES COMMISSION LABORATORY
Samples taken from August 26 to 27, 1975
Mosquito Creek outfall Laketon Pump station Well discharge point 39 Visll discharge point 37
MIS lab State lab WMS lab State lab WMS lab State lab WMS lab
results results results results results results results
Parameter, mg/1 (pH = 7.2) (pH = 6.85) (pH=7.38) (pH=7.09)
Five-day BOD 1.60 < 5. 00 0.50 < 5.00 < 0. 20 < 5. 00 0.80
Suspended solids 2.50 7.00 39.4 33.0 3.30 4.00 16.4
Total phosphorus 0.09 <0.01 0.07 <0.01 0.17 0.02 0.05
Nitrate nitrogen 3.78 3.30 1.80 1.70 2.59 3.20 0.29
Ammonia nitrogen 0.11 0.07 0.40 0.38 <0.05 0.07 0.21
Nitrite nitrogen 0.12 0.11 0.03 -- 0.01 0.01 0.01
Chlorides 88.5 83.0 50.0 -- 16.0 18.0 10.9
Sulfide -- < 0.50
Total iron 0.32 0.32 17.1 15.0 0.63 0.70 6.92
Total chromium <0.03 <0.01 <0.03 0.10 <0.03 < 0. 01 < 0. 03
State lab
results
< 5.00
13.0
0.02
0.35
0.21
0.01
14.0
--
6.50
0.04
-------
MONTHLY AVERAGE
RANGE ENCLOSING
PERCENT OF DAILY AVERAGES
jjjjjjijiii 1
iliiiiiiiiii II
ilii iiiijiijliij:
,: :: , ,
i r i i
H!I I I I I
100
Figure 47. Biological oxygen demand in influent, 1973-1975
113
-------
1200
a
LjJ
a
200
jjj
ill
I!!!!!!!!
MONTHLY AVERAGE
RANGE ENCLOSING
90 PERCENT OF DAILY AVERAGE
iiiiii
!:::::: ::::;
:::: i
iiilli
iiijjii jjjjjj:
ii ill iiiiii Bb
iniiiiiiiiliiiiii
iliiiii
::::».
•ISIS!! »!S!!!!S!!"~
|!j|{i
""":::::: ••-^^luii
I I I I I I I I I I iiiii
I I I IIIIII
j s
1973
1974
J
1975
Figure 48. Suspended solids in influent, 1973-1975
114
-------
SIT
TKN AND AMMONIA NITROGEN, mg/l
p
f-t
a
01 »•
O
T3
re
g
S-
po
CD
R
CD
ORTHO PHOSPHATE AS PHOSPHORUS, mg'\
-------
centrations were below expected levels for domestic wastewater. In Appendix C, Figures 8
through 15 show the normal distribution levels of the nutrients during similar periods in two con-
secutive years.
During July and August of 1973, a monitoring program was undertaken to determine the concen-
trations of the various heavy metals present in the influent. Table 44 shows the average monthly
concentrations for these metals during this phase. Compared to most domestic/industrial waste-
water, the heavy metals (cadmium, copper, lead, nickel, and chromium) were present in extremely
low concentrations. As indicated by the averages, most metals were at or near the limit of de-
tection of the instrumentation. Since that time, because of the very low concentrations, these
metals have been monitored with less frequency, only to "spot check" for possible increases. No
increases have been found.
Table 43. INFLUENT NUTRIENTS 1973 THROUGH 1975, mg/1
Month
Ammonia Ortho- Total Kjeldahl
nitrogen (N) phosphate (P) nitrogen (N)
1973° 1974 1975 1973° 1974 1975 1973a 1974 1975 1973° 1974 1975
Total
phosphorus (P)
January
February
March
April
May
June
July
August
September
October
November
December
-
—
NA6
NA
3.39
3.33
3.87
3.72
3.03
4.15
3.95
5.96
4.63
7.08
9.06
7.15
10.70
8.30
10.96
9.19
8.61
9.32
9.20
8.56
12.90
7.80
8.40
7.25
5.85
3.27
2.27
1.56
2.94
3.34
-
—
NA
NA
1.02
0.91
2.61
1.15
0.85
1.28
1.12
1.60
1.52
1.88
1.70
1.91
2.16
2.15
2.33
2.13
2.19
1.87
1.86
1.83
1.89
1.41
1.74
1.66
1.50
1.23
1.05
0.96
1.72
1.86
__
_
NA
NA
NA
5.19
6.65
6.83
6.33
6.50
NA
IN A
NA
NA
9.56
11.38
12.00
9.60
NA
NA
NA
NA
10.90
NA
14.10
10.50
10.39
7.75
8.88
4.31
5.78
7.46
5.33
5.37
NA
_
NA
NA
NA
NA
NA
1.87
1.73
2.08
NA
NA
NA
NA
2.32
2.77
2.93
2.58
NA
NA
NA
NA
NA
NA
2.40
2.57
NA
NA
NA
NA
NA
1.68
2.12
2.51
Wastewater first received in May, 1973
NA = not analyzed
Table 44. INFLUENT HEAVY METALS, mg/1
Year/month Cadmium
Copper
Lead
Nickel
Chromium
1973
February
August
0.009
0.030
0.03
0.02
0.05
0.11
0.04
0.06
0.03
0.05
116
-------
Biological Treatment Cells
Under current flow conditions of 98.8 to 106.4 TCMD the average retention time in each cell is
approximately 36 hours. Table 26 shows the mode of operation of the three aeration cells from
1973 through 1975. Each cell in full operation expended approximately 600,000 KWH per month.
In Figures 50 and 51 the 1974-1975 rates of BOD removal are correlated with rates of KWH con-
sumption. During 1974, the average KWH consumption was one million KWH for an average BOD
removal of 0.48 million kg/month. In February, 1975, the mode of operation of the cells was
switched to two cells in series with the number of aerators reduced so that power requirements
were cut in half. Thus, in 1975, the average power requirements were 0.55 million KWH for an
average BOD removal of 0.43 million kg/month, indicating that it was possible to reduce power
requirements by nearly half without sacrificing much BOD removal. Significant cost-saving was
realized.
In Figure 50 the "double" KWH consumption of 1974 resulted in the removal of 45,500 extra kg
of BOD, which when expressed in terms of load on the storage lagoons amounted to 2.5 kg:/ha.
This is negligible. Two-cell operation at 100 percent capacity was clearly a less efficient
mod
le.
Other variables which affected BOD removal were: seasonal variations in removal due to dis-
solution of atmospheric oxygen in lagoon water as a function of ambient temperature; seasonal
variations in influent profiles, as discussed in the previous section.
In Figure 51, BOD removal is expressed per KWH. Comparison of the three-cell mode of operation
of 1973 and the single-cell mode in 1975 revealed a three-fold difference in efficiency: from
0.75 kg/KWH to 0.23 kg/KWH. Similar comparison of one-cell and two-cell modes indicated a
two-fold difference in efficiency: 0.75 kg/KWH to 0.45 kg/KWH.
Figure 52 depicts the overall BODs concentrations leaving the treatment cells with the solid line
as the monthly mean and the shaded area encompassing 90 percent of the daily averages. Fluct-
uations in the discharge concentrations were attributed mainly to operational changes made in the
operation of the treatment cells. The overall BOD^ concentration going to storage was approx-
imately 75 mg/1.
Figure 53 illustrates the suspended solids concentrations leaving the biological treatment cells,
using the same presentation format as for Figure 52 . Suspended solids were reduced from an
average of 300 mg/1 in the influent to 150 mg/1 in the aeration cells, the decrease attributed to
deposition of sludge in the floor of the treatment cells. This is confirmed with a comparison of
the monthly averages for influent and effluent in Figure 53,; the difference represents sludge
deposition.
In October-November, 1974, the disparity between the total suspended solids in influent and in
effluent was due to a change in the mode of operation. Cells one and two were in full operation
while flow was going into cell three without mixers or aerators operative. Therefore, settling in
cell three was pronounced, and measurements from cell three gave lowered suspended solids
readings.
117
-------
BOD5, MILLION kg/Month
CO
CD
CD
c_n
CK3
r- -
S 8
3 C-
<-» °
^ cr
-cr "•
SLS-
O O
a X S
a ^ en
:T at;
CO
O
3>
=!
O
UJO
o !^j
~n J=
o2
if
CD
O
O
en
O
O
MILLION KWH/Month
-------
0.77
0.68
0.59
0.50
.-O
a
o
ca
0.41
0.32
0.23
2 CELLS
EQUIVALENT OF 1 CELL
I l l Ml I I I I
it
J S
1973
J M M J
1974
J M
1975
J
S
Figure 51. Five-day biochemical oxygen demand removal perKV\il in biological treatment, 1973-1975
-------
"ilii*5r
-------
SUSPEND
ro
~
s
o
s
o
-------
Storage Lagoons
in Storage Lagoons—
Figure 54 shows the lagoon levels versus BODr and suspended solids for the east storage lagoon.
The BOD results are monthly averages for the period 1973-1975, and the suspended solids are
monthly averages for 1974-1975. It was assumed that in the case of most — if not all —parameters,
the west storage lagoon parallels the east, so separate analyses were not included.
The general trend for storage lagoon BOD^ was to decrease with duration of impoundment. As the
lagoon was refilled, BOD increased. This may be explained by the excellent oxygen transfer
capacity of the relatively shallow lagoons, achieving waste stabilization and concomitant lower
BOD.
The seasonal variations in BODr concentration in the lagoons ranged from a high of about 27 mg/1
to a low of about 5 mg/1. Although Bauer Engineering design specified that UOD^ loading should
not exceed 22 kg/ha/day, and although the combination of large surface area and shallow depth of
these lagoons is acknowledged to be efficient at BODr removal, the load limit of BOD for this
system is not yet known.
Biological oxygen demand should be explored both for reasons of clarifying future operational con-
ditions of this project and for establishing a functional kinetic model of use to all such treatment
systems.
Suspended Solids in Lagoons —
As the lagoon level decreased, the concentration of suspended solids increased, probably due to
the action of waves disturbing bottom solids as the water grew more shallow. The converse was
also found to be true: as the level of the water in the lagoon rose, the concentration of suspended
solids decreased. The maximum-minimum range over 1974-1975 was from about 50 mg/1 to about
5 mg/1, and the average was 25 mg/1.
Ammonia-N, Nitrate-N, and Ortho-Phosphate in East Lagoon -
The 1973-1975 monthly averages of concentrations of these chemical parameters in the east lagoon
are plotted in Figure 55, along with the corresponding lagoon water level.
Ammonia-nitrogen concentration rose with water level. The effluent from the biological treatment
cells was high in ammonia nitrogen, so as the lagoon was filled, the concentration went up.
During periods of sustained impoundment, the ammonia in the lagoon water was oxidized to nit-
rate. So throughout irrigation, the ammonia nitrogen remained low and began increasing again as
the lagoon was refilled. The same pattern was observed in the west lagoon.
Although the oxidation of ammonia to nitrate was not quantitative, there seemed to be an indirect
correlation between lagoon water level and nitrate concentration. When the east lagoon was filled
in the spring of 1975, the ammonia nitrogen peaked at over 6 mg/1. During the next three months
of impoundment, the ammonia nitrogen decreased to less than 0.5 mg/1. Simultaneously, the in-
crease in nitrate nitrogen went from almost zero to only 4 mg/1. The nitrogen shortfall remains
difficult to explain, for the pH of the lagoons remained stable at about 7.5, obviating any sub-
stantial loss of ammonia to the atmosphere. Possible explanations might include a combination
of denitrification activity and algae uptake, but further work is indicated in nitrogen cycles to
better understand nitrogen dynamics during impoundment.
122
-------
5 231
229
CD
O
227
LAGOON LEVEL
BOD5 CONCENTRATION
o-
OQ
30
20
10
60
SUSPENDED SOLIDS
20
NOT AVAILABLE
I I I I I I
I I I I I
S N
1973
J M
1974
1975
Figure 54. Water level, five-day biochemical oxygen demand concentration,
and suspended solids in east storage lagoon, 1973-1973
123
-------
g 231
> 229
u
_J
z
3)
* 227
_i
8.0
6.0
E
= 4.0
n
= 2.0
0
LAGOON LEVEL
AMMONIA NITROGEN
10
o£
E
^- 2.0
&
^ 1.0
NITRATE NITROGEN
2.0
,- 1.0
CD
Q_
1973
J
1974
PHOSPHATE
I I I I I I I I I I I I
J
S
N
J
1975
J
Figure 55. Water level, ammonia nitrogen, nitrate-nitrogen,
and phosphate in east storage lag"on, 1973-1975
124
-------
In the east lagoon, phosphorus ranged from 0.6 to 1.8 mg/1 from 1973 to 1975. The concentration
of phosphorus roughly paralleled ammonia nitrogen in that concentration increased during lagoon
filling and decreased during impoundment. The decline in concentration during long storage was
attributed to either biological activity involving phosphorus complexation or to mineralization, or
to both. Further research is required for definitive answers.
Table 45 contains the yearly average concentrations of metals and anions with ranges for the
influent and the two storage lagoons. In late 1973, the filling of the east storage lagoon was
begun, and the data obtained from the analyses over thos-e three months are not necessarily typical
of lagoon findings. During 1974 there was pumping of water from the interception ditches back
into the lagoons; thus the levels of alkali earth metals in the lagoons were lower, with the ex-
ception of magnesium which was higher because groundwater magnesium concentration was
higher than in lagoon water. Although in 1975 the volume of pumping from interception ditch-to-
lagoon was reduced, the elevated magnesium in the lagoon persisted to some extent. In the in-
fluent, the heavy metals concentrations were very low. Among the trace heavy metals, zinc
ranged from below detectable limits to 15 mg/1; the three-year average concentration was less
than 0.7 mg/1. Other trace heavy metals, such as copper, cadmium, chromium, nickel, lead and
mercury, were below 50 ppb. In the storage lagoons, heavy metal concentrations were further
reduced to levels considered less than significant.
The chlorides increased in the influent from an average of 154 mg/1 in 1973 to 182 mg/1 in 1975.
Whereas sulfate ion concentration showed no significant change in the influent, averaging approx-
imately 80 mg/1, in the east storage, lagoon it increased to 100 ppm. This increase was due to
conversion of reduced sulfur species to a higher oxidation state. In the west lagoon the sulfate
increase was not observed, probably due to the dilution factor introduced by the water volume in
interception ditches. The same dilution was also apparent in chloride ion concentration in the
west lagoon, whereas chloride remained relatively unchanged in the east storage lagoon.
Appendix C contains figures which show the 90 percent range and monthly means for these sample
points and these parameters. See Figures 16 through 25, Appendix C.
Table 46 lists the bacteriological data during a four-month isolation period in the east storage
lagoon from March through June, 1975.
Table 46. EFFECT OF IMPOUNDMENT ON
FECAL COLIFORM ORGANISMS
East storage fecal coliform,
Date colonies/100 ml
March, 1975 S.OxlO3
April, 1975 l.SxlO2
May, 1975 l.OxlO2
June, 1975 1.1 xlO2
These values were generated from four log=probability plots of daily data obtained during this
four-month period. See Appendix C, Figures 26-29.
125
-------
Table 45. COMPARISONS OF CONCENTRATIONS OF METALS AND ANIONS IN
INFLUENT AND STORAGE LAGOONS, 1973, 1974 AND 1975
Influent
[Biological
treatment cells]0
Parameter/
year
Ca
1973
1974
1975
Mg
1973
1974
1975
Na
1973
1974
1975
K
1973
1974
1975
Fe
1973
1974
1975
Mn
1973
1974
1975
Zn
1973
1974
1975
1973
1974
1975
Cl
1973
1974
1975
Avg,
rag/1
46.3
73.3
73.6
26.9
16.0
14.3
160
157
166
11.6
11.6
10.5
0.90
1.00
0.80
0.30
0.30
0.30
0.60
0.80
0.60
80.0
82. 0
75.0
154
176
182
Range,
mg/1
23,2 -»120
31. 0 -286
48.3 -142
-0 - 92. 2
11.0 - 23.8
10. 5 - 20. 3
55.7 -1253
68. 0 -377
68.9 -1010
4. 20-116
1.00- 88.5
5.90- 33.6
0 - 3. 40
0.40- 10.5
0.30- 5.00
0 -2.90
0.10- 2.30
0.10- 1.00
0 - 6.80
0 -15.1
0 - 3.90
33.0 -312
19. 0 -710
8. 00-300
64.0 -297
77.0 -384
45.0 -366
East storage lagoon
Avg,
mg/1
70.6
61.9
60.3
13.6
15.5
15.8
152
146
164
12.7
11.4
'9.80
1.20
1.00
1.20
0.20
0.20
0.20
0.30
0.20
0.10
101
97.0
101
189
161
169
Range,
mg/1
63.1 - 77.4
43.0 - 84.0
52.9 - 78.0
10.9 - 18.9
14.4 - 18.6
13.5 - 21.3
140 -162
130 -161
144 -187
8.90- 15.7
9. 20- 13. 8
8.90- 11.0
0.80- 2.00
0. 60- 1. 70
0.90- 1.50
0. 10- 0. 30
0 - 0. 30
0. 20- 0. 30
0. 10- 2. 30
0. 10- 0. 30
0.10- 0.20
52.0 -368
43.0 -670
33.0 -1030
143 -367
92.0 -2L8
62.0 -217
West storage lagoon
Avg,
rag/1
52,7
51.7
56.3
26.3
17.4
16.2
124
91.2
125
9.20
5.60
7.50
0.90
0.60
0.90
0. 10
0. 10
0. 10
0.20
0.10
0.10
84.0
74.0
78.0
133
103
138
Range,
mg/1
30.6 -» 68.7
28.0 - 59.0
46.9 - 66.4
12. 4 - 73. 8
14.3 - 19. 1
13.3 - 21.0
87. 1 -166
73.0 -121
81. 2 -177
6.10- 14.0
3-80- 6.70
5.60- 18. 5
0 - 1.90
0.30- 1.40
0.30- 3.10
0 - 0.30
0 - 0. 30
0 - 0.20
0. 10- 0. 50
0 - 0.20
0 - 0.20
53.0 -146
23.0 -270
23.0 -198
49. 0 -230
45.0 -135
51.0 -184
TU „ ] -.-£„-. j.1 M. :_ *.L _ L * 1 :_ _ 1 i. i _ ._ _ _ 11 1 _1 • • f_ . 1
The values for these parameters in the biological treatment cell showed no significant change
from the influent values. For itemized data, see Appendix C, Table 2.
126
-------
After only two months of isolation, the fecal coliform count was stabilized at about 100 colonies
per 100 ml, excelling the standard of 200 colonies./lOO ml. Such die-off on a regular basis could
provide a cost savings through a substantial reduction in chlorine usage, but an opportunity to
repeat this experiment was not afforded because the operational modes of the storage lagoons did
not allow for a period of four months isolation. Again, further investigation is recommended.
Chlorination
Water for irrigation was drawn either from the storage lagoons exclusively, or from the storage
lagoon and from the settling lagoon which contained water from the biological treatment cells. In
the case of the impounded water, chlorination was not required for irrigation because natural die-
off reduced the number of indicator organisms to below State of Michigan discharge specifications.*
But irrigation water from the outlet lagoon did require chlorination.
Table 47 lists residual chlorine levels and degree of disinfection for the north and south
irrigation ditches for 1975. The initial dosage of 9 mg/1 chlorine resulted in excessive residual
chlorine, 2 to 4mg/l. When the dosage was dropped to 7 mg/1, poor disinfection resulted, regard-
less of residual chlorine levels. The failure was attributed to either incomplete mixing in the
ditches or to insufficient residual time while under a maximum irrigation flow rate. Because
the BOD concentration was low at 20 to 30 mg/1, it was believed that the low level of organics
would have little effect on the disinfection process. As to whether coliform decrease was an
indicator of disinfection, the question is currently considered to be unresolved.
Drainage Pipes
Most of the irrigated farmland has a subsurface system of drainpipes. FigureslS and 16 illustrate
the layout of the system and the relationship of the irrigation circles to the drainpipes. The pipe
system is numbered according to the last circle drained into the discharge canal; e.g., drain pipe
19 drains circles 19 through 22.
For the purposes of this discussion, data from "typical" drain pipes were selected. Pipe numbers
11, 19, 34, and 48 were chosen on the basis of the type of soil drained. Number 11, collecting
leachate from circles 9, 10, and 11, drains Rubicon soils. Number 19 drains basically Au Gres
soil. Drain pipe 34 services circles 31A, 32, 33, and 34 and represents a mixture of Au Gres,
Granby, and Roscommon soils. Number 48 drains an area almost exclusively of Roscommon soils.
Drain pipedata for the period of 12/74 through 11/75 are presented in bar graphs which show total
rainfall, average centimeters irrigation, and the two combined, or the total hydraulic loading.
Included in the same figures are the average monthly concentrations of nitrate nitrogen and chloride
and the timespan of fertigation.
Au Gres Series —Drain Pipe 19 —
Figure 56 depicts the results from the drainpipe 19 leachate. From December, 1974, through
March, 1975, a period which included the 1974 post-irrigation season and the 1975 pre-irrigation
season, the nitrate nitrogen in the leachate averaged about 2 mg/1. From April, 1975, when
irrigation resumed, through August, nitrate nitrogen in the leachate sharply increased, going from
2 mg/1 during pre-irrigation to 4.3 mg/1 during irrigation. The concentration peaked in July-August,
the period of maximum hydraulic loading and maximum nitrogen application via fertigation and
irrigation.
; For the permissible levels of BOD5, SS and the total P according to NPDES guidelines, see
Table 52.
127
-------
Table 47. POST-CHLORINATION COLIFORM IN UNIMPOUNDED
IRRIGATION WATER, 1975
North pumping station
Date
6/27
6/30
11 1
11 2
11 3
7/ 8
11 9
7/10
7/11
7/14
7/15
7/16
7/17
7/18
8/ 6
8/ 7
8/ 8
8/11
8/12
8/13
8/14
8/15
8/18
8/21
8/22
8/29
Residual
Clni ppm
1.29
0.17
0.29
1.57
3.01
2.72
4.02
3.88
3.21
NDC
1.77
ND
ND
0.97
ND
ND
ND
1.13
0.91
0.92
0.51
2.43
3.13
2.57
3.61
3.12
Post-chlorinationa
total coliform,
MPN6
4.6xl02
2.4xl04
5.4xlff3
1.6xl04
1.6x10 4
2. 4x10 3
1.6xl04
9. 2x10 3
5 2.4xl04
1.7xl03
5 2.4xl04
5 2.4xl04
5 2.4xl04
5. 4x1 03
5 2.4xl04
3.5xl03
4.9xl02
5 2.4xl04
4.9xl02
l.lxlO3
5. 4x1 03
l.lxlO3
2.4xl03
South pumping station
Residual
Cly, ppm
0.32
NDC
ND
0.15
0.80
0.05
1.84
2.19
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
0.11
ND
0.91
0.73
0.19
ND
0.01
Post-chlorination0
total coliform,
MPN°
1.7xl02
1.6xl04
3.3xl02
l.SxlO3
3. 5x1 03
l.lxlO3
9.2xl03
1.6xl04
5 2.4xl04
1.6xl04
5 2.4xl04
5 2.4xl04
5 2.4xl04
5 2.4xl04
1.6xl04
5 2. 4x1 04
5 2.4xl04
< 2. Oxl O1
3. 3x10 2
9.2xl03
5 2.4xl04
5 2.4xl04
^ 2.4xl04
Coliform count in influent was in excess of 1x10°
, numerous to count-
Most Probable Number
Not detectable (below detection limits)
and was regarded as too
128
-------
6.0
5.0
4.0
O
CC.
== 3.0
NITRATE NITROGEN
CHLORIDE
TOTAL
HYDRAULIC
LOADING
J A
NITROGEN
INJECTION
PERIOD
Figure 56. Nitrate, chloride and total precipitation for drain pipe 19 effluent, 1975
-------
During the period September-November when nitrate dropped to 2.7 mg/1, the decrease was attrib-
uted to two factors: (1) termination of nitrogen fertigation, and (2) the decreased rate of oxidation
of ammonia to nitrate during the cooler weather. But it was also concluded that, for several
reasons, the nitrogen picture was incomplete for the period of 1974-1975. The stover was not
disced under until the spring of 1975 because of the prolongation of harvest into early December,
thus atypically removing organic nitrogen from the equation. And, besides the fact that there was
no significant fertigation in 1974, the overall 1974 irrigation year was not representative of typical
operations. The system lends itself to the successful study of nitrogen plant-soil-leachate dyn-
amics, but dependable data were not obtained due to this whole series of obfuscatory hurdles.
Figures 30 through 34 of Appendix C contain statistical variations for nitrate' nitrogen for this
period.
The data for chloride leachate from Au Gres soils are graphed in Figure 56 and show that the con-
centration was stable at 80mg/l from December, 1974, through March, 1975. From early spring
thaw through June, chloride dropped to 50mg/l, and with the resumption of irrigation it again
sharply increased, reaching in November the maximum of about 130mg/l. The interruption of
irrigation in September to allow corn to mature was not reflected in drain pipe chloride, but the data
in Figure 56 indicate that, for both nitrogen and chloride, the concentrations in Au Gres leachate
were in direct response to hydraulic loading.
Roscommon Series —Drain Pipe 48 —
Roscommon leachate data from drain pipe 48 are graphed in Figure 57. Pre-irrigation concentrations
of nitrate nitrogen at 1 mg/1 and of chloride at 32mg/l were stable, and, with the onset of irrig-
ation, both changed: nitrate peaking at 2.5mg/1 in June, a two-fold increase, and chloride drop-
ping to 24 mg/1. Throughout the remainder of the irrigation period, nitrate gradually fell and
chloride increased. Interruption of irrigation was reflected in some lowering of both parameters.
The circles serviced by drain pipe 48 received less irrigation than those serviced by 19, and
overall concentrations of nitrogen and chloride were lower. This is an indication that in Roscom-
mon soil types there is a direct correlation between hydraulic loading and the concentrations of
such mobile ions as chloride and nitrate. But the similarity of trends suggested that the Ros-
common and Au Gres soil types share similar percolation properties.
Roscommon, Au Gres and Granby Series.— Drain Pipe 34 —
The data from the leachate representing a mixture of Roscommon, Au Gres and Granby soils ser-
viced by drain pipe 34 are presented in Figure 58. Though this area received more irrigation
than the Roscommon area, the strong similarity between Figure 57 and 58 indicates the two areas
behave much alike in drainage characteristics.
Rubicon Series—Drain Pipe 11 —
Leachate from Rubicon series serviced by drainpipe 11 is presented in Figure 59, and again,
there are remarkable parallels in concentrations of nitrate and chloride in response to similar
hydraulic loading. The data for August-September were predicted values: a bottleneck in the
discharge canal created extremely high water and made dependable sampling impossible. Unlike
the leachate from the Au Gres series, this drainage showed an increase in nitrogen during the
final month of irrigation, going from 2.5 to 4.5mg/1. The reason for the increase is not known,
and an effort to identify the cause is being made.
Table 48 summarizes the average nitrate nitrogen data from the four drainpipes for the period of
June, 1974, through November, 1975. The reason data are not included for the months previous
to June, 1974, is that the irrigation rigs were not yet operational.
130
-------
5.0
NITRATE NITROGEN
CHLORIDE
TOTAL
HYDRAULIC
LOADING
0 J F
1974 1975
J A
NITROGEN
INJECTION
PERIOD
Figure 57. Nitrate, chloride and total precipitation for drain pipe 48 effluent, 1975
-------
ao
CD
O
01
uJ 2.0
01
H;
1.0
• NITRATE NITROGEN
- CHLORIDE
60 _
Q
CCL
O
IRRIGATION
RAINFALL
TOTAL
HYDRAULIC
LOADING
40
n n fl n
D
1974
J
1975
I'igure 58. Nitrate, chloride anci total precipitation for drain pipe31 effluent, 1975
-------
Oi
w
5.5
5.0
4.5
4.0
E 2.5
2.0-
1.5 _
1.0 _
0.5 _
0 _
.110
90
40
30
20
10
n
IRRIGATION
RAINFALL
TOTAL
HUDRAULIC
LOADING
.NITRATE NITROGEN
.CHLORIDE
r PREDICTED VALUES
JL
n n
1
1
D
1974
1975
J A
NITROGEN
INJECTION
PERIOD
C£
ce
505=
,40
.305
-------
Table 48. AVERAGE NITRATE NITROGEN CONCENTRATIONS
IN DRAIN PIPE LEACHATE, mg/1
Yean/Months
Rubicon
soil
Drain pipe 11
Au Gres
soil
Drain pipe 19
Roscommon, Au
Gres, and
Granby soil
Drain pipe 34
Roscommon
soil
Drain pipe 48
1974
June-August 2.60
September-November 3.70
December-March, 1975 3.10
1975
2.60
2.30
2.10
1.40
0.80
0.80
1.50
1.30
1.00
April -August
September -November
3.70
3.90
3.30
3.20
1.70
1.50
1.40
0.80
Drain pipes 11 and 19 showed some increase in nitrogen, and numbers 34 and 48 showed no
change or slight decrease. After two years of irrigation, there were no significant increases in
leached nitrogen from these representative soil types.
Through the winter of 1974 and early spring of 1975, the level of nitrate in the drainpipe discharge
was low and steady. In late spring of 1975, the combination of irrigation and deep thaw increased
nitrate leaching, but, by the end of summer, the level had again declined as the crop nutrient up-
take became maximal. When irrigation was stopped for crop dry-down in early fall, the nitrate again
dropped in the drainpipes, and later in the fall, when irrigation was resumed post-harvest, nitrate
levels still declined in the percolate. With the approaching freeze of the 1975 winter, the nitrate
levels were nearing the baseline concentration of the preceding year. The levels remained low from
late fall through early spring because, with irrigation stopped, the sandy soils contained almost
no moisture. With no moisture, there was no leaching. Also during this cold period, there was a
minimum of conversion of ammonia and organic nitrogen to nitrates at the lower soil temperatures.
Nitrogen is at the hub of the process of wastewater renovation: it is received in effluent and re-
cycled into corn. Continued monitoring and research may lead to better understanding of the
effects of application of varying nitrogen concentrations with varying hydraulic loads to produce
a minimal loss to drainage discharge. For statistical treatment of the data for drain pipe 19 in
Table 48, see Figures 30 through 34 in Appendix C.
The yearly averages and ranges for selected parameters for 1975 drain pipe leachates are presented
in Table 49. (For monthly averages of all commonly measured parameters, see Appendix C,
Table 1.). Calcium, magnesium, iron, and manganese were increased in the 1975 measurements,
with the most dramatic increases in drainpipes 34 and 48. Iron and manganese concentrations
increased ten-fold and calcium-magnesium two-fold from the storage lagoons to the drain pipe
discharge. In contrast, the levels of sodium dropped from storage lagoon to drainagepipe: from
144mg/1, an average of east and west lagoon, to 42 mg/1, an average of drainpipes 11, 19, 34
and 48. Average potassium levels also dropped from 8.7 mg/1 in the lagoons to 2.7 mg/1 in the
drainagepipes. These decreases were due to the exchange of sodium-potassium for calcium-
magnesium. The elevated figures for iron and manganese were expected because of the extra-
ordinary levels of these elements in those particular soils. There were substantial drops in
phosphorus and ammonia nitrogen concentrations in the wastewater from storage to drainage dis-
134
-------
Table 49. PROFILE OF DRAIN PIPE CHARACTERISTICS FOR 1975
CO
en
Rubicon soil
Drain pipe 11
Parameter
Ca, ppm
Mg, ppm
Na, ppm
K, ppm
Fe, ppm
Mn, ppm
Zn, ppm
P, ppm
NH4-N, ppm
S04, ppm
Sp cond,
/^mhos/cm
pH, SU
Color, APHA
Turb, FTU
Average
45.8
13.6
55.5
2.20
0.11
0.01
0.03
0.02
0.08
52.0
503.
7.49
15
0.40
38.
11.
39.
1.
0
0
0
0
0
31.
412
6.
2
0
Range
2 -» 58.0
6 - 16. 3
7 -» 84.8
53^ 3. 61
-> 1.01
-» 0.01
-* 0.11
-> 0.06
-> 0.80
0 ^126
-*658
88^ 8.10
-> 40
-> 2.70
Au Gres soil
Drain pipe 19
Average
61.0
17.8
63.5
3.57
0.53
0.09
0.02
0.01
0.23
69.9
613
7.32
33
2.50
45.
10.
45.
2.
0.
0.
0
0
0
28.
502
6.
5
0.
Range
4 ^74.9
3 ^22.9
7 ^122
52^ 5.99
22^ 0. 90
02-> 0.12
-* 0.11
-> 0.04
-> 0.57
0 ->115
-»771
79^ 7.80
-* 60
60^ 5. 20
Roscommon, Au Gres and
Granbv soils
Drain pipe 34
Average
81.4
24.3
26.7
2.24
7.11
0.30
0.03
0.01
0.32
187
584
7.02
93
17.8
51.
15.
0
1.
0.
0.
0
0
0.
77.
475
6.
30
1.
Range
8 ^108
1 ^37.0
-» 67.9
64^ 3. 20
15-> 14.1
27^ 0. 34
-> 0.23
-» 0.05
04^ 0. 59
0 -*325
->706
74^ 7.50
^300
50^ 50.0
Roscommon soil
Drain pipe 48
Average
101
35.2
23.3
2.62
23.1
0.41
0.05
0.01
0.53
258
694
6.80
123
32.0
Range
85.
25.
0
2.
0.
0.
0.
0
0.
44.
568
6.
20
3.
1"! T Q
~*J- J. O
3 ^55.6
-> 41.3
00-> 3.28
08-> 46.1
36-^ 0. 44
01 -> 0.45
^ 0.05
34-» 0.86
0 ^600
^804
43^ 7.30
^750
10-> 85.0
For storage lagoon water quality data, Table 45, page 125
-------
charge, with phosphorus decreasing from 1.5 to 0.01 mg/1 and ammonia nitrogen decreasing from
6.0 to 0.50mg/l. In drainpipes 34 and 48, there was significant increase in sulfate ion concen-
tration from an average of 90mg/1 in the storage lagoons to 190 and 258mg/1 in the respective
drainpipes. These surges were probably due to leaching of iron-rich sulfur compounds. However,
drainpipes 11 and 19 showed a decrease in sufate ion, a trend which suggests that in the near
future, when equilibrium has been established, a reduction in the iron and sulfate concentrations
will probably occur.
The most dramatic decrease was in color from more than 1300 units in the influent to 15 to 30
units in drainpipes 11 and 19. The color of 100 to 120 in drainpipes 34 and 48 was due to
leached iron. There was also a decrease in the conductivity. The pH remained around 7.0.
These preliminary drain pipe results from two irrigation seasons prove that the "living filter"
concept is valid for removing important pollutants from wastewater. As to the effectiveness of the
system on a long-term basis, further work is necessary to define unknowns such as the fate of
nitrogen, potential accumulation of phosphorus and metals, and other physico-chemical character-
istics of soil which may be affected by sustained wastewater irrigation.
Water Leaving the System
The two major routes for water to leave the site are via interception ditch discharges and via the
drainage canal outfalls.
Interception Ditches
The detailed layout of the interception ditches is described in the section dealing with design,
but, in brief, there are two main divisions: one which borders the north and east perimeter of the
storage lagoons, called the north ditch; and one on the south and west perimeter, called the south
ditch. The purpose of the interception ditches is to intercept the flow of groundwater from beneath
the lagoons, thus preventing flow to outlying areas. Water from the north ditch is pumped to the
north outfall which joins Mosquito Creek. The south ditch discharges to a branch of Big Black
Creek.
Results of monitoring for the period of August, 1974, to December, 1975, are plotted in Figures
60 and 61 with discharge volumes, BODg, suspended solids, nitrate and ammonia included for
the north and south ditches.
In Figure 60, the discharge volume peaked in June, 1974, at about 51.3 TCMD and dropped
through December, 1974. From then through December, 1975, the discharge volume remained at a
plateau of about 20.9 TCMD. The south ditch was roughly parallel, with a 1974 peak in April at
66.5 TCMD and gradual decrease to 22.8 TCMD. The south ditch peak discharge volume occurred
during the initial filling of the lagoons at a period of maximum hydraulic head. It was at this time
that both lagoons were filled to the highest storage volumes, about 15 cm above high water level.
In 1975, the lagoon levels peaked at about 35cm below high water level. As indicated in Figure
62 the average irrigation ditch pumping volume corresponded fairly closely to lagoon storage
elevation, so it would still be premature to draw conclusions on the amount of lagoon sealing.
Further observations will be necessary to clarify the relationship between lagoon level and inter-
ception ditch volumes.
Interception ditch suspended solids and BOD5 data from June, 1974, to December, 1975, showed
no clear trends. Average suspended solids in each ditch was 13 mg/1, most of which was leached
iron and algae. The BOD5 averaged about 8 mg/1 in the north and about 4 mg/1 in the south.
13o
-------
o
o
57 _
".38
U
19
0
30
• NORTH DITCH SOUTH DITCH
GO
o
LU
O
Q_
OO
i-20
10
NOT AVAILABLE
12
10
NOT AVAILABLE
I I I I I I I I I I I I I 1 I I I I I I I I I I I I I
AS 0 N D J F
1973 1974
J J A S 0
D J F M A
1975
J J A S 0
Figure 60. Average volume, suspended solids and five-day biochemical oxygen
demand for north and south interception ditches, 1973-1975
137
-------
OS
CO
>
<
(t
<
2.
re c
T3 3
". n>
o -
= 3
£ g.
3- ft
3
O
NH4-N, mg/l
NO,-N, mg/l
DISCHARGE VOLUME, TCMD
r°
CD
Cn o->
t^p
--J
CO
t>D
1
cn
T7
£E
—I
O
-------
681
PUMPING VOLUME, TCMD
CD
ON
o
3 T3
3
CL-
CO
~-j
en
a
m
CO
LAGOON ELEVATION, meters
-------
The trend of increasing nitrate-ammonia was due to a combination of lagoon hydraulic head and
interception ditch water volume. As the lagoons were being filled in 1973-1974, all interception
ditch discharge was being pumped back into the lagoons. With long detention and high water
level, there was dilution and denitrification both contributing to lowered nitrogen values. Into
1975, lagoon water levels were lower, and interception ditch water was discharged into the drain-
age canals. The result was a smaller water volume with less dilution, giving ammonia nitrogen
concentrations ranging from about 0.5mg/l to 2.5mg/l in the north and l.Omg/1 in the south
ditch. Similarly, there was a very slight increase in the nitrate concentrations in both ditches.
Table 50 below shows the monthly averages taken quarterly with standard deviations for nitrate
nitrogen and ammonia nitrogen in the north and south interception ditches for 1974-1975.
Table 50. NITRATE NITROGEN AND AMMONIA NITROGEN IN THE NORTH AND SOUTH
INTERCEPTION DITCHES, 1974, 1975, mg/1
Nitrate nitrogen
Year/month
1974
March
June
September
December
1975
March
June
September
December
North
Avg
0.14
0.17
0.12
0.08
0.18
0.32
0.36
0.43
ditch
SD°
0.04
0.12
0.05
0.02
0.10
0.44
0.29
0.13
South
Avg
0.19
0.16
0.16
0.14
0.21
0.33
0.40
0.20
ditch
SDa
0.04
0.07
0.07
0.01
0.08
0.30
0.08
0.05
North
Avg
1.08
1.38
1.67
1.86
2.96
2.79
2.18
2.80
Ammonia nitrogen
ditch
SDa
0.33
0.23
0.08
0.16
0.63
0.65
0.31
0.67
South
Avg
0.36
0.71
0.96
1.35
1.52
1.35
0.62
1.30
ditch
SDa
0.11
0.14
0.18
0.11
0.13
0.16
0.18
0.19
aSD = Standard Deviation
Outfalls
From the drainage canals, the leachate is discharged to surface waters via either of two outfalls,
one in the north which empties into Mosquito Creek and one in the south which empties into Big
Black Creek. See Figure 5.
The presentation of the outfall water quality is the same as for the interception ditches and drain-
age canals. Monthly averages for suspended solids, BOD5, ammonia nitrogen and nitrate nitrogen
are plotted below the flowrates in TCMD. In Figures 63 and 64 the fluctuations in the flowrate
from the south outfall were direct responses to irrigation schedules. The abbreviated plot for the
north outfall was caused by the delay in the installations of the USGA flow gauges. Until the
gauge was installed, there were no records of the gravity flow, but the pattern of discharge was
assumed to be similar to that of the south. The ranges in discharge volumes were from 9.5 to
19 TCMD in the south and from 53.2 to 175 in the north.
Suspended solids concentrations were stable in the north outfall, ranging from 5 to 12mg/l, but
in the south, the range was from 21 to 36mg/l, the higher concentrations corresponding well with
periods of irrigation. These higher values at the south outfall were predicted because of the high
iron content in these irrigation circles.
140
-------
•SOUTH OUTFALL
NORTH OUTFALL
57
38
19
0
60
50
30
20
10
0
6.0
5.0
- 4.0
o
DO
2.0
1.0
0
S N
1973
II I I I I I I I I I I I I
J
1974
1975
Figure 63. Flow, suspended solids, and five-day
biochemical oxygen demand in north and south outfalls, 1973-1975
141
-------
SOUTH OUTFALL
NORTH OUTFALL
57
>- 38
i
_
19
0
3.0
A
2.0
CO
O
1.0
1.0
0.8
0.6
0.4
0.2
S
1973
1974
1975
Figure 64. Flow, nitrate nitrogen, and ammonia nitrogen
in north and south outfalls, 1973-1975
142
-------
Outfall BOD5 concentrations were generally low, but the .fluctuations which were measured were
in indirect'Correlation with irrigation schedules. During periods of irrigation, the lower BOD^
ranges were about 1 to 2mg/l, but as irrigation was shut down, BOD^ increased to about 3i5mg/l
in the south and to 5mg/l in the north.
Outfall nitrate nitrogen concentrations are graphed in Figure 64 and are directly correlated with
the irrigation schedule. The levels ranged in the north from about 0.2 to 3.4mg/l and in the
south from about 0.1 to 1.5mg/l, concentrations which are far below those attained by conven-
tional or other advanced wastewater treatment systems.
Ammonia nitrogen, like BOD5, decreased with irrigation and increased during periods of shutdown.
The widest range in concentrations was found in the north outfall— about 0.1 to 1.2mg/l —and it
was thought to be due to changes in redox potentials and hydrogen ion concentrations in the soil
profile. In the case of the south outfall, the range was 0.3 to 0.6mg/l. Part of the difference
between the concentrations at the two outfalls was attributed to the fact that the south fields con-
sistently received less irrigation; this fact simultaneously contrasted north and south while lend-
ing apparent stability to the discharge concentrations in the south.
The concentrations of ammonia nitrogen were also well below levels achieved by conventional or
other advanced wastewater treatment systems.
Although the influent levels of ammonia nitrogen and total nitrogen are very low compared to
wastewater at most other locations, the addition of supplemental nitrogen to the wastewater during
the irrigation season brings the levels equal to, or higher than, those in most wastewater influent.
Because the nitrogen supplementation alters levels so drastically, it was decided to present the
outfall data in Table 51 for months just before supplemental nitrogen application and just after
the irrigation season, the months of March and December. For a plot of the monthly averages of
nitrogen and ammonia nitrogen 1973-1975, refer to Figure 64.
Table 51. DAILY AVERAGE OF N03-N AND BOD5 IN
OUTFALL DISCHARGE, MARCH AND DECEMBER, 1974 AND 1975
BOD5, mg/1 N03, mg/1
Outfall/date Avg SD° Avg SD°
North outfall
1974 March NA NA 0.50 0.10
December 5.10 1,70 0.80 0.30
1975 March 5.10 0.90 0.90 0.20
December 3.20 1.30 1.20 0,20
South outfall
1974 March
December
1975 March
December
NA
2,90
2.70
2.80
NA
1.30
L70
0.50
0.70
0.80
0.80
0.60
0.30
0.20
0,30
0.30
aSD = Standard Deviation
143
-------
Again, as in the case of ammonia nitrogen, the BOD,, was sometimes slightly higher in the drain-
age ditches than at the point of egress from the drainagepipes, probably due to the same factors —
contributions of plants and wildlife at or in the ditches. But at 98 and 99 percent removal, the
BOD 5 levels at the outfalls were considered extraordinarily low.
Summary Tables
Comparison of WMS 1975 discharge water quality with the standards established by the National
Pollution Discharge Elimination System (NPDES) indicates that during 1975 system performance
exceeded the quality demands of both the NPDES and the system's original design specifications
for BOD5, total phosphate, and total nitrogen. See Table 52. Although the suspended solids
were below the NPDES limits in the north outfall, the level in the south outfall was exceptionally
high due to the remarkably high iron concentrations leached from the southern fields—not due to
factors intrinsic to the wastewater treatment protocol.
Elevation of fecal coliform counts above recommended limits was attributed to two factors: the
ununiform emptying of the discharge canal due to a bottleneck effect caused by sand and weeds;
and the canals often hosted flocks of waterfowl which, it was suspected, did not always leave
the canals before defecating. The low coliform counts in the drainage pipesprecluded other con-
clusions.
The summary of 1975 treatment performance data for 29 parameters in Table 53 is essentially a
flow diagram which presents yearly averages and ranges on wastewater measurements from the
time it arrives at the project, through biological treatment and storage, through the drain pipes of
representative soils, and up to the point of discharge into surface waters. It is included as a
convenient reference to allow gross assessments of chan^'-w water quality through the steps in
treatment and to allow comparisons among years. Summary tables for 1973 and 1974 are in
Appendix C, Table 2.
Treatment Performance Summary and Recommendations
The Muskegon system as operated in 1975 effectively and satisfactorily removed all wastewater
parameters measures. Although the levels of nitrogen in the drainagepipes and at the outfalls
were low, it is to the study of nitrogen dynamics that more research should be devoted. Studies
on high density crop planting with supplemental nitrogen may prove even more effective in total
nitrogen removal through the denser root network and, incidentally, may contribute to cost-
effectiveness by higher crop yields. Other areas of investigation should include long-term views
of the cation-exchange capacity of the soils, with an eye toward prediction of the timing of the
achievement of equilibrium conditions for pollutant removal and how this timetable may impact on
the potential industrial expansion of the region. And studies are recommended on the increased
efficiency of operating the facility to achieve the most cost-effective manpower and overall energy
use in the relationship between the three major phases of operations: biological treatment, impound-
ment and soil-crop-management.
144
-------
Table 52. COMPARISONS OF IMS 1975 WATER DISCHARGE CHARACTERISTICS WTH
DESIGN SPECIFICATIONS AND NPDES LIMITS
1975 discharge
Parameter
BOD5
Suspended solids
Total phosphorus
Ammonia nitrogen
Nitrate nitrogen
Fecal coliform
System design
4.00 mg/1
4.00 mg/1
0.50 mg/1
0.50 mg/1
5.00 mg/1
0
NPDES limit
4.00 mg/1
10.0 mg/1
0.50 mg/1
Not specified
Not specified
200/100 ml
North outfall
3.30 mg/1
7.00 mg/1
0.03 mg/1
0.61 mg/1
1.89 mg/1
1.0x10°^
5.0x103*
South outfall
2.30 mg/1
31.0 mg/1 a
0.0 3 mg/1
0.54 mg/1
0.99 mg/1
1.0x10°^
5.6x10 3*
Elevated value due to leaching of iron
Higher value of range due to fecal deposits of waterfowl
145
-------
Table 53. TREATMENT PERFORMANCE STUDY, 1975
Influent
Parameter
BOD5
DO
Temperature
PH
Sp cond
Color
Turbi di ty
TS
TVS
ss
COD
TOG
NH4-N
N03-N
P04-P
S°4
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
su
ffmhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Colonies/1 00ml
Colonies/100 ml
Colonies/100 ml
ppm
ppm
Average
205
23.
7.
1049
Range
102
No data
5 12.
31 6.
580
0
20
-» 448
-* 31.0
-» 11.2
-» 3300
Effluent from
biological treatment
Average
81.
0.
19.
7.
1010
4
79
5
45
No data
No data
1093
460
249
545
107
6.
1.
75.
182
166
73.
14.
10.
0.
0.
0.
518
158
0
92.
50.
0
0
12 0.20
No data
56 0.
0 8.
45.
68.
6 48.
3 10.
5 5.
79 0.
57 0
28 0.
10
00
0
9
3
5
90
30
10
-» 2418
-> 1634
-> 1220
-> 1948
-> 318
-» 24.0
4.40
-» 300
-> 366
-> 1010
-> 142
-> 20.3
33.6
5.00
3.90
1.00
914
339
144
375
73.
4.
0.
1.
91.
177
165
69.
15.
11.
0.
0.
0.
0
12
11
79
0
0
1
1
74
41
25
No data
No data
No data
8.
2.
24 1.
38 0.
00
50
-> 25.7
4.50
8.
2.
87
65
10.
0
9.
7.
697
Range
0
00
00
-> 245
6.
-> 28.
8.
-> 1260
45
5
18
No data
No data
441
122
4
85.
29.
0
0
0.
22.
67.
118
50.
8.
3.
0.
0.
0.
0
0
87
0
0
6
61
92
39
05
16
-> 1260
-» 660
-> 366
-> 737
-» 191
-> 12.
7.
3.
-» 241
-> 244
-» 239
-> 118
-» 19.
-> 18.
1.
3.
0.
9
20
26
3
9
42
65
50
No data
No data
No data
1.
1.
20
40
-> 17.
5.
0
20
146
-------
Table 53 (continued). TREATMENT PERFORMANCE STUDY, 1975
East storage lagoon
Parameter
BOD5
DO
Temperature
PH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4-N
NC^-N
P04-P
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
su
/^mhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Colonies/100 ml
Colonies/100 ml
Colonies/100 ml
ppm
ppm
Average
12.4
6.00
11
.5
7.86
872
728
228
23
131
43
2
1
1
101
169
164
60
15
No
No
.0
.5
.51
.35
.34
.3
.8
9.82
1.
0.
0.
17
12
22
0
0
0.
7.
505
data
data
408
50.
0
36.
14.
0.
0.
0.
33.
62.
144
52.
13.
8.
0.
0.
0.
Range
->
-»
50 ->
30 ->
->
-»
0 ->
->
0 -»
9 -»
02 ->
01 -»
03 ->
0 ->
0 ->
->
9 ->
5 -»
90 ->
90 -»
10 -*
20 -»
l.OxlO2 -»
4.0x10° -»
2.0x10° ->
4.
57
1.46
0.
0.
60 ->
40 ->
42.
11.
27.
8.
1155
1074
646
306
254
97.
7.
4.
2.
1030
217
187
78.
21.
11.
1.
0.
0.
0
2
5
60
0
88
85
28
0
3
0
50
20
30
West storage lagoon
Average
13.
5.
11.
7.
777
654
222
18
104
32.
2.
0.
1.
78.
138
125
56.
16.
7.
0.
0.
0.
3
40
8
72
4
29
84
01
0
3
2
53
86
09
09
2.1xl07
1.4x105
2.4xl04
15.
2.
8
70
4.
1.
52
41
Range
2.00
0
0.50
7.20
361
No data
No data
178
92.0
1.00
8.00
12.0
0
0
0
23.0
51.0
81.1
46.0
13.3
5.60
0.30
0
0
l.SxlO2
4.0x10°
2.0x10°
0.60
0
-> 38.0
-> 14.2
-* 27.0
8.30
- 1077
-» 952
-> 704
-» 92.0
-» 210
-> 104
8.96
4.79
5.07
-* 198
-» 184
-> 177
-» 66.4
-> 21.0
^ 18.5
3.10
0.10
0.20
^ 1.2xl08
-* 1.2x1 06
-* 3.8xl04
9.60
3.51
147
-------
Table 53 (continued). TREATMENT PERFORMANCE STUDY, 1975
Mosquito Creek
Parameter
BOD5
DO
Temperature
PH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4-N
NO^-N
P04-P
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
su
/zmhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Colonies/100 ml
Colonies/100 ml
Colonies/100 ml
ppm
ppm
Average
3.
6.
9.
7.
574
466
172
7.
33.
15.
0.
1.
0.
81.
78.
66.
61.
18.
4.
1.
0.
0.
30
18
90
51
No
No
00
0
1
61
89
03
0
0
2
4
2
05
03
07
11
< 1
< 1
Range
0
2.40 -*
1.00 -»
6.50 -»
430
data
data
102
72
0
0
5.70 ^
0.05 -»
0.42 -»
0
35.0 -»
12.0 -»
51.2 ->
52.3 ^
15.0 -»
2.59 ^
0.03 -*
0.01 ^
0
.0x10° ->
.0x10° -*
No data
No data
No data
8.
11.
19.
8.
708
724
328
49.
146
43.
1.
4.
0.
273
115
130
75.
23.
5.
3.
0.
0.
30
2
0
10
0
5
56
70
64
0
1
64
84
35
16
Big
Average
2.
3.
9.
7.
670
691
205
31.
23.
11.
0.
0.
0.
284
32.
21.
107
38.
2.
17.
0.
0.
30
41
70
00
No
No
0
0
5
54
99
02
0
0
3
76
4
11
38
Black Creek
Range
0
0.20
3.00
6.50
480
data
data
317
108
6.00
0
4.60
0.30
0.13
0
66.0
13.0
10.9
61.8
13.8
2.10
5.98
0.02
0.34
9. 6x10 4 1.0xlOC
4.8xl03 1.0xlO(
H. 9.
-» 7.
-> 16.
-» 7.
-> 795
-» 954
-» 484
-» 140
-> 116
-> 49.
-> 1.
-> 2.
-> 0.
-* 685
-» 59.
-» 52.
-> 174
-* 51.
-> 3.
-» 28.
-> 0.
-> 0.
00
40
0
80
5
79
37
11
0
8
5
70
1
93
49
U 2.6xl04
}-> 5. 6x10 2
No data
No data
No data
148
-------
Table 53 (continued). TREATMENT PERFORMANCE STUDY, 1975
Drain pipell
Parameter
BOD5
DO
Temperature
pH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOG
NH4-N
N03-N
P04-P
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
su
/imhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
PPm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Colonies/100 ml
Colonies/100 ml
Colonies/100 ml
ppm
ppm
Average
0.
7.
503
15.
0.
4.
0.
3.
0.
52.
72.
55.
45.
13.
2.
0.
0.
0.
80
49
0
40
20
08
44
02
0
0
5
8
6
24
11
03
01
<
<
<
Range
0.10 ->
No data
No data
6.88 ->
412
2.00 ->
0
No data
No data
No data
No data
1.80 -*
0
1.30 -»
0
31.0 -*
27.0 •-»
39.7 ->
38.2 ->
11.6 -»
1.53 ->
0
0
0
1.0x10° ->
1.0x10° -*
1.0x10° ->
No data
No data
1.
8.
658
40.
2.
17.
0.
4.
0.
126
123
84.
58.
16.
3.
1.
0.
0.
60
10
0
70
3
80
82
06
8
0
3
61
01
11
01
Drain pipe 19
Average
1.
7.
613
33.
2.
14.
0.
2.
0.
70.
87.
63.
61.
17.
3.
0.
0.
0.
7.4X101
l.lxlO1
4. 7x1 01
10
32
0
50
9
23
88
01
0
0
5
0
8
57
53
02
09
Range
0
No data
No data
6.79 ->
502
5.00 -*
0.60 -*
No data
No data
No data
No data
4.50 ->
0
1.12 -»
0
28.0 -*
35.0 -*
45.7 ->
45.4 -»
10.3 ->
2.52 -*
0.22 ->
0
0.02 -*
< 1.0x10° ->
< 1.0x10° ->
< 1.0x10° ->
No data
No data
3.
7.
771
60.
5.
46.
0.
4.
0.
115
143
122
74.
24.
5.
0.
0.
0.
70
80
0
20
2
57
73
04
9
4
99
90
11
12
1.5x10 2
l.TxlO1
l.SxlO1
149
-------
Table 53 (continued). TREATMENT PERFORMANCE STUDY, 1975
Drain pipe 34
Parameter
BOD5
DO
Temperature
PH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4-N
N03-N
P04-P
so4
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
SU
/imhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Colonies/100 ml
Colonies/100 ml
Colonies/100 ml
ppm
ppm
Average
1.
7.
584
93.
17.
15.
0.
1.
0.
187
41.
26.
81.
24.
2.
7.
0.
0.
10
02
0
8
0
32
46
01
9
7
4
4
24
11
03
30
<
<
<
Range
0.30 ->
No data
No data
6.74 -»
475
30.0 -*
1.50 -»
No data
No data
No data
No data
4.20 ->
0.04 ->
0.21 ->
0
77.0 -»
9.80 ->
0
51.8 ->
15.1 -
1.64 ->
0.15 ->
0
0.27 ->
1.0x10° ->
1.0x10° ->
1.0x10° -»
No data
No data
3.00
7.
706
480
50.
42.
0.
8.
0.
325
95.
67.
108
37.
3.
14.
0.
0.
50
0
2
59
87
05
0
9
0
20
1
23
34
Drain pipe 48
Average
1.70
6.80
694
123
32.0
12.4
0.53
1.17
0.01
258
41.0
23.3
102
35.3
2.62
23.1
0.05
0.41
1.6xl02 <
3. 2x10 l <
2.8X101 <
Range
4.00 ->
No data
No data
6.43 -»
568
20.0 ->
3.10 ->
No data
No data
No data
No data
4.40 -»
0.34 ->
0.41 -»
0
44.0 -»
13.0 ->
0
85.1 ->
25.3 -»
2.00 -*
0.08 ->
0.01 -*
0.36 ->
1.0x10° -
1.0x10° ->
1.0x10° ^
No data
No data
4.
7.
804
750
85.
50.
0.
2.
0.
600
68.
41.
118
55.
00
30
0
0
86
53
05
0
3
6
3.28
46.
1
0.45
0.
44
1.7xl02
l.lxlO1
2.7xl02
150
-------
SECTION 8
MONITORING OF GROUND AND SURFACE WATER QUALITY
GROUNDWATER
The purpose of groundwater monitoring was to evaluate the effects of the storage lagoons and
irrigation on the quality of the surrounding groundwater. Access to the groundwater was provided
by two series of "observation wells," one group of lagoon seepage wells and one group of peri-
meter wells. The exact layout of these wells is illustrated in Figure 65.
The lagoon seepage wells surround the storage lagoons on the west, southwest and southern
aspects, in accordance with the known directions of groundwater flow determined before con-
struction of the lagoons. The sampling of these 233 wells was done two or three times per year,
with the water sample withdrawn after the well was pumped for ten minutes. Laboratory analyses
included chloride, nitrate, phosphate, total coliform and conductivity.
The perimeter wells surround the area under irrigation and are scattered along the site boundaries.
1'hese 56 wells were sampled in the same way as the lagoon seepage wells, but the frequency of
sampling was monthly.
In the case of each group of wells, the number installed was not the number functioning by the
end of 1975. In Appendix D, Tables 1 and 2 list along with individual well number the depth
and current status of all of the perimeter wells and the lagoon seepage wells; the reasons for well
loss or well failure are indicated. Losses were due to:
(a) finishing construction procedures such as land clearing, installation of fencing, etc.
(b) construction of solid waste facility, damaging or destroying some lagoon seepage wells
(c) brush fires damaging lagoon seepage wells
(d) vandalism, including automobile and snowmobile damage, gunfire and other malicious des-
truction
(e) permanent dry conditions since installation
(f) erratic dry conditions, often without pattern
151
-------
^
A
A J
DETAIL A -
A. WEST -
GROUP
WELL
GROUP 13
r
t
A
-M
-
X
,'•'
\
;
A~
,--
/
/
|
1 1
'STOP
*»
SOUTH-
WEST
GROUP
TfcU.
:
~
\
I
1 A
BIOLOGICAL TREATMENT CELLS
!
IRRIGATION
|
AGE
•fc^
*.!**
.AGOO
SITE
NS ^x-
«iiii«iii
SOUTH
^ GROUP
_ -
\
A.
rj
A
; .
A
A A A
ii
V
\
• DIKE
i. 157m . 169m .1. 65.5m .. / A Annnw
A; 1 GROUNDWATE.i | ^^n««w,.
C\LEVEL \\ A / 1 1
f II \ 1 / L
^j
t
1 .
K
*v/
~ "^
"" ^ r ~
II V i"1>5m 1 ^
1 f
ZONE 1
L BOTTOM ,-2
OFZONE1 ZONI.U
^_ ZO¥E 3
DETAIL A
_ LEGEND
A THREE WELL CLUSTER AROUND SITE AREA
A THREE WELL CLUSTER AROUND STORAGE LAGOON
• SINGLE WELL AROUND STORAGE LAGOON
CITF RnilNHARY
Figure 65. Groundwater observation points
-------
Lagoon Seepage
The purpose of these wells is to allow the evaluation of the performance of the interception ditch
around the storage lagoon area.
There are approximately 33 groups of wells with seven wells in each group, arranged as in
Figure 65. The wells nearest the storage lagoons are the Group A wells, single wells drilled to
the bottom of "Zone I." The Group B wells are in clusters of three. The B-l wells are 1.7 m
into the groundwater table, the B-3 wells are drilled to the bottom of "Zone I," and the B-2
wells are drilled to a depth of half the distance between B-l and B-3. The Group C wells follow
the same pattern as the "B" wells. Table 54 summarizes the ranges and average depths of each
group of wells.
Table 54. DEPTH OF LAGOON SEEPAGE WELLS
Well group
A
B-l
B-2
B-3
C-l
C-2
C-3
Average depth, m
17
5
10
15
5
11
17
Range, m
13-24
4- 7
7-14
6-26
4- 7
7-14
10-24
Data typical of water quality in the lagoon seepage wells are graphed in Figures 66 and 67. The
figures represent Well Group 13 which is located at the southwest corner of the storage lagoon
and so was chosen because natural groundwater flow pre-construction was southwesterly.
The results include pre-operations 1973 data and operational 1974-1975 data, showing chloride
and nitrate concentrations, two ions which are extremely mobile in most soil horizons. The 1973
samples were taken in March, April, October, and December; in 1974, May and October; and in
1975, in April and August. Throughout the three years, the concentrations remained extremely
low: less than 0.5mg/l for nitrate and less than 10mg/l for chloride.
In well 13-A, the vacillation of chloride, with increases in the spring and decreases for the rest
of the year, was attributed to lagoon hydraulic loading. Nitrate nitrogen remained low throughout
this period.
In wells 13-B-l and 13-B-2, there was again a suggestion of direct response to lagoon hydraulic
loading but with a general trend toward reduction in chloride. Nitrate showed erratic response.
Well 13-B-3 water closely paralleled that of 13-A.
The outermost group of lagoon seepage wells is profiled in Figure 67 and includes 13-C-l, C-2
153
-------
CHLORIDE
NITRATE NITROGEN
0.30
a 20
0.10
13-B-3
6.00
4.00
2.00
1972 I
1973
1
1974
T
1975
Figure 66. Nitrate nitrogen and chloride in
groundwater near storage lagoons, 1972-1975
154
-------
0..50
Q.«
0.30
a 20
0.10
no
E
0
0.30
0.20
0.10
.CHLORIDE
.NITRATE NITROGEN
13-C-l
10.0
8.00
&.00
4.00
2.00
0
13-C-3
6.C
4.1
2.1
0
I 1973
1974 I 1975I
I1 igure 67. Nitrate nitrogen and chloride in
groundwaler near storage lagoons, 1973-1975
155
-------
and C-3. These wells were not yet installed in early 1973, but all other sampling dates were the
same as in Figure 66. Except for a matter of degree with regard to chloride, these three wells
responded similarly with concentration going up with lagoon hydraulic loading. The nitrate nitro-
gen levels showed little —if any —response to lagoon operations, and, most often, nitrate levels
were nearly undetectable.
It may be concluded that in the case of well group 13, the concentrations of chloride and nitrate
from 1973 through 1975 either remained unchanged or tended to steadily decrease. The limited
amount of data precluded statistical treatment of these findings, but in order to evaluate possible
general trends in the groundwater, a broad grouping of well data was done.
Water quality results on the lagoon seepage wells are presented in three arrangements. The first
— a "non-specific" arrangement —tabulates for all wells the means of the parameters measured
for the pre-operational period of 1972 and 1973 and for the operational period of 1974-1975.
These data in Table 55 should reveal whether significant changes occurred in groundwater after
start-up of wastewater operations. Included in Table 55 are the means of nitrate, chloride, phos-
phate and conductivity, including the range of high and low values, standard deviations and
variances.
Pre-operation nitrate nitrogen averaged 0.18mg/l and doubled to 0.39mg/I after start-up; in the
same time frame, chloride went from 4.8 to 13mg/l, and conductivity was slightly raised from
2.0 to 2.7 fzmhos./cm [xlOO]. Phosphate was stable. With the exception of chloride, the order
of magnitude of these changes was not considered significant.
Table 55- COMPARISONS OF SELECTED WATER PARAMETERS ON ALL LAGOON
SEEPAGE WELLS BEFORE AND AFTER WASTEWATER OPERATIONS
Parameter
N03-N, mg/1
N02-N, mg/1
Chloride, mg/1
P04-P, mg/1
Conductivity,
fimhos./cm[xlOO]
Year
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-L973
1974-1975
Average
0.18
0.39
0
4.80
13.0
0.03
0.02
2.00
2.70
High
16.4
24.3
0.20
240.
686
1.00
1.80
11.0
22.4
Love
Oa
0
0
0
0
0
0
0.20
0.30
Standard
deviation
0.91
1.39
0.01
16.8
38.9
0.05
0.06
1.00
2.00
Variance
0.83
1.93
0
282
1510
0.003
0.003
1.10
4.10
A value of zero indicates not detectable with instrumentation in use.
156
-------
The "second" data arrangement is by geographical well grouping: west, southwest and south,
independent of the distances from the lagoons and the depth of the wells. These data in Table 56
should indicate whether changes occurred in particular locales in the lagoon area.
Nitrate increased in all well locations after starting wastewater operations, with the greatest inc-
rease—about threefold —in the south. Chloride also about tripled in concentration after operat-
ions in two well groups, the southwest and south, but remained the same in the west. This appar-
ent surge.in chloride could be attributed to the history of oil drilling in the area; brackish water
in large amounts was associated with the drilling and is expected to be still shifting about in the
water table. It should be noted that the increases in chloride levels were most pronounced in the
group C wells which are those wells most remote from the lagoons; this was believed to be an ind-
ication that the chloride increases could not be attributed to the lagoon impoundment per se. Fur-
thermore, the USGS preliminary findings indicated that the movement of groundwater is toward the
lagoons, suggesting that if there was intrusion of brackish water toward the lagoon seepage well
system, it would first be detected in the C-group. The chloride data in Table 56 are consistent
with these expectations. Phosphate remained stable. (Because phosphate was always found to
be at the margin of detectability, it was regarded as insignificant and was from this point onward
excluded from discussion.) Conductivity findings roughly parallel chloride, with the most inc-
rease in the south and southwest well groups. These increases do indicate groundwater move-
ment at the treatment site, but the concentrations were still so low as to be of questionable sig-
nificance.
The third data arrangement is according to geographic location, distance from lagoon and depth of
well. These data in Table 57 should illustrate changes in groundwater quality as a function of
groundwater movement from the area of the lagoons.
Nitrate levels showed a tendency toward increasing in concentration after start-up of wastewater
operations in all but the deepest batteries of wells, with the highest levels in the shallow wells
of the B-l and C-l groups, which are subject to fluctuations by changes in groundwater table,
rainfall, leaching, etc. Although the intermediate-depth wells showed slight increases, they were
considered insignificant, None of the increases were regarded as remarkable.
Chloride increases, as mentioned, were greatest in the wells farthest from the lagoons, the C-
group, with the largest concentrations found in the south group, including all depths. Much smaller
increases were found at almost all well depths and at almost all distances from the lagoons. A
few well groupings in the west and south failed to conform to the general pattern of increases.
Conductivity data roughly paralleled the findings with chloride, with the largest increases being
found in the C-group of wells, from 2,5 to 4tl /zmhos/cm [xlOO]. The western group with two
exceptions showed no increases, and the southwest group showed trace or no increases. There
seemed to be no trends correlating conductivity and well depth.
Phosphate concentrations were stable and very low. Only averages of phosphate concentrations
were included in Table 57 because the numbers were consistantly near zero.
The data in Table 57 indicate that the water quality in the lagoon seepage wells has gradually
deteriorated since the beginning of wastewater operations. Nitrate, chloride and conductivity
values have increased, particularly in the shallow well groups of the south and southwest that are
farthest away from the lagoons. This tendency could be the result of groundwater shifting towards
the lagoons, for it is still suspected that some of these alterations in parameters are due to past
oil drilling activities in the vicinity of the treatment site.
157
-------
Table 56. COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS OF
SELECTED WATER PARAMETERS ON LAGOON SEEPAGE WELLS
GROUPED BY LOCATION
Parameter and
well locations
Nitrate, mg/1
West
Southwest
South
Chloride, mg/1
West
Southwest
South
Ortho phosphate, mg/1
West
Southwest
South
Conductivity, /umhoa/cmtxlOO]
West
Southwest
South
Year
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
L972-1973
1974-1975
L972-1973
1974-1975
1972-L973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
Average
0.20
0.40
0.25
0.34
0.15
0.43
4.4
4.0
3.6
9.0
6.8
24.1
0.03
0.02
0.04
0.02
0.04
0.02
1.70
1.90
2.20
2.60
2.30
3.30
High
16.4
11.0
8.30
12.40
6.00
24.3
L93
168
24.0
124
240
686
0.36
1.77
0.23
0.13
0.98
0.10
5.70
9.70
4.40
6.70
10.9
22.4
Low
Qa
0
0
0
0
0
0
0
0.75
0
0.40
0
0
0
0
0
0
0
0.44
0.48
0.48
0.50
0.22
0.32
Standard
deviation
L.0.0
1.14
L.03
1.30
0.76
1.71
16.5
12.1
3.88
17.8
24.3
61.1
0.04
0.09
0.04
0.02
0.08
0.02
0.61
1.03
0.94
1.31
1.42
2.80
Variance
1.00
1.30
1.06
1.69
0.58
2.94
270
145
1-5.0
318
592
3735
0.001
0.001
0.001
0.001
0.006
0
0.374
1.06
0.884
1.71
2.01
7.86
A value of zero indicates not detectable with instrumentation in use.
158
-------
Table 57. COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS OF NITRATE IN LAGOON SEEPAGE
WELLS GROUPED BY DISTANCES FROM LAGOON AND BY DEPTH OF WELL
Well group and year
of readings
A wells
B-l wells
B-2 wells
B-3 wells
C-l wells
C- 2 wells
C-3 wells
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
West
0.03
0.12
0.70
1.25
0.01
0.14
0.04
0.11
0.35
0.66
0.02
0.36
0.01
0.05
Average
mg/1
High
South- South-
west South West west
0 0 1.34
0.03 0.14 3.39
0.90 0.03 16.4
0.73 0.45 10.9
0.24 0 0.30
0.26 0.05 1.19
0.04 0 0.58
0.03 0.03 1.43
0.68 1.02 3.52
1.27 1.92 7.36
0 0.01 0.23
0.09 0.12 5.00
0 0 0.12
0.01 0.05 0.80
0.02
0.18
6.40
4.40
6.00
5.40
0.99
0.43
8.30
12.4
0.06
1.64
0.01
0.06
South West
0.02 0
3.36 0
0.27 0
4.75 0
0.09 0
0.60 0
0.02 0
0.61 0
5.92 0
24.3 0
0.09 0
2.90 0
0.02 0
1.02 0
Low
South-
west South
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Standard deviation
West
0.20
0.45
2.47
2.09
0.04
0.25
0.11
0.25
0.75
1.54
0.04
1.04
0.02
0.12
South-
west
0
0.05
1.56
1.28
1.15
1.00
0.19
0.07
1.95
2.85
0.01
0.26
0
0.02
South
0.01
0.54
0.06
0.89
0.02
0.13
0
0.09
1.81
3.74
0.02
0.42
0
0.16
-------
Table 57 (continued). COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS OF CHLORIDE IN LAGOON
SEEPAGE WELLS GROUPED BY DISTANCES FROM LAGOON AND BY DEPTH OF WELL
O\
O
Average
Well group and year
of readings
A wells
B-l wells
B-2 wells
B-3 wells
C-l wells
C-2 wells
C-3 wells
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
West
2.31
6.49
1.60
3.18
2.85
4.18
2.39
2.16
9.06
1.96
10.6
4.0
2.07
5.80
South-
west
1.49
3.32
2.78
8.85
5.23
14.2
2.77
5.40
5.55
12.1
5.59
11.0
2.63
7.32
South
1.29
1.77
2.50
2.39
2.49
3.96
1.41
2.54
18.3
58.5
17.6
53.4
2.39
24.0
West
22.1
96.0
10.0
59.0
43.0
33.0
20.2
18.0
185
16.0
193
24.0
9.50
168
mg/1
High
South-
west
2.50
43.5
10.2
57.6
18.9
90.0
24.0
51.0
14.7
124
17.9
78.0
21.5
100
South
2.09
10.0
10.8
,3LO
11.7
83.0
3.38
L6.0
192
225
240
686
22.4
248
West
0.00
0
0.07
0
0.63
0
0.38
0
0.55
0
0.10
0
0
0
Low
South-
west
1.05
0
1.10
0
0.75
1.00
0.83
0.60
0.93
1.00
1.21
0.90
0.89
0.70
South
0.80
0
0.65
0
0.70
0
0.80
0
2.74
0.80
0.80
L40
0.40
0
Standard deviation
West
4.24
18.0
1.57
8.51
6.23
6.17
3.50
2.94
28.5
2.78
31.2
5.97
2.15
24.1
South-
west
0.38
8.06
2.39
16.7
4.23
23.2
4.34
10.7
4.10
21.8
4.18
17.7
4.01
19.6
South
0.39
1.69
2.63
4.93
2.77
13.0
0.57
3.07
35.2
67.4
48.5
114
4.38
44.0
-------
Table 57 (continued). COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS OF CONDUCTIVITY
IN LAGOON SEEPAGE WELLS GROUPED BY DISTANCES FROM LAGOON AND BY DEPTH OF WELL
^mhos/cm [xlOO]
Average High
Well group and year
of readings
A wells
B-l wells
B-2 wells
B-3 wells
C-l wells
C-2 wells
C-3 wells
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
West
1.76
2.15
1.29
2.00
1.81
1.97
1.89
1.91
1.58
1.53
1.89
1.79
1.82
1.88
South-
west
2.87
3.37
L28
1.54
2.35
3.01
2.64
3.10
0.91
1.63
2,10
2.42
3.26
3.38
South
2.75
3.71
L87
2.35
2.02
2.54
2.20
2.90
2.23
3.77
2.54
4.08
2.77
3.38
West
2.54
8.04
2.98
7.19
2.78
3.22
2.68
3.41
4.84
9.70
5.74
3.38
2.74
3.37
South-
west
4.11
6.25
2.95
5.03
3.84
6.65
4.01
6.70
1.81
5.90
2.88
4.13
4.43
5.92
South
4.52
6.13
10.9
19.1
3.66
14.4
4.07
16.7
.8.70
13.6
9.45
22.4
4.99
8.17
West
1.10
1.27
0.62
0.48
1.11
1.04
1.07
1.18
0.44
0.48
0.94
0.83
1.02
1.13
Low
South-
west
2.34
1.86
0.70
0.50
1.37
1.34
1.90
1.68
0.48
0.51
1.46
1.20
1.85
1.63
Standard deviation
South
1.75
1.81
0.44
0.32
0.93
1.24
0.23
1.45
0.61
0.55
1.07
1.18
0.22
1.61
West
0.33
1.32
0.50
1.70
0.35
0.48
0.38
0.43
0.91
1.28
0.93
0.51
0.40
0.50
South-
west
0.45
0.82
0.58
1.33
0.60
1.51
0.44
0.97
0.37
1.14
0.34
0.61
0.92
1.15
South
0.81
1.19
2.17
3.96
0.77
2.80
0.60
2.70
2.01
3.28
1.59
3.12
0.93
1.38
-------
Table 57 (continued) COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS
OF PHOSPHATES IN LAGOON SEEPAGE WELLS GROUPED BY DISTANCES FROM
LAGOON AND BY DEPTH OF WELL
o\
to
Well group
A wells
B- 1 wells
B- 2 wells
B- 3 wells
C- 1 wells
C-l wells
C- 3 wells
and year
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1073
1974-1975
1972-1973
1974-1975
1972-1973
1074-1975
1972-1973
1974-1975
West
0.02
0.02
0.03
0.02
0.02
0.02
0.03
0.02
0.03
0.02
0.02
0.02
0.02
0.06
Average, mg/1
Southwest
0.03
0.01
0.04
0.02
0.03
0.01
0.03
0.01
0.04
0.01
0.04
0.02
0.04
0.02
South
0.08
0.02
0.01
0.01
0.03
0.02
0.03
0.02
0.02
0.01
0.05
0.01
0.04
0.02
-------
Perimeter Wells —
The most common arrangement of the perimeter wells is a cluster of three wells less than a meter
apart with depth patterns similar to the lagoon seepage wells. See Figure 65. The perimeter well
water was tested for BOD , TOC, color, conductivity, chloride, nitrate and phosphate.
O
Table 58. DEPTH OF PERIMETER WELLS
Well No.
1
2
3
Average
depth, m
5
10
15
Range, m
4- 7
6-13
9-16
The data presentation in Table 59 is by depth groupings which allows comparison of groundwater
quality before and after operations as well as possible assessment of groundwater movements
near the site boundaries. All averages represent groupings of wells of the same depth.
No significant changes occurred in color, conductivity, phosphate and BODg at any of the well
depths. TOC and chloride concentrations decreased at all well depths. Nitrate decreased in
shallow wells and increased slightly with depth.
Interpretation of the perimeter well results is very difficult. The standard deviations for almost
all parameters are extraordinarily high. Some of the parameters may have been caused by the
intrusion of extraneous factors outside of WMS control. For instance, some wells were originally
drilled in roadside ditches where winter salt runoff could infiltrate. Other wells were put in areas
with a history of oil drilling and therefore with possible pockets of concentrated saline. On the
northern site boundry, many of the wells went dry, but those still functional showed either no
change or slight decreases for most parameters.
Surface Water
The two major surface water systems receiving effluent from the project are the Mosquito Creek-
Muskegon Lake system and the Big Black Creek-Mona Lake system; these are illustrated in
Figure 17.
To establish background water quality (or "pre-operations" quality), sampling of surface waters
was begun in 1972 with monthly samples through 1973. During 1974-1975 sampling was quarterly.
Samples from the lakes were taken from boats; from shallow streams, samples were taken from
bridges or from midstream by wading in.
Surface Water Monitoring Results —
Phosphate phosphorus and ammonia nitrogen in Mona Lake are plotted in Figures 68, 69 and
70 from 1972-1975. Phosphorus levels over that period of time dropped from about 0.46 ppm to
about 0.06 ppm. In the case of ammonia nitrogen, analyses were not begun until June, 1974, and
from that date through 1975 there was no apparent trend to the data. It is believed that the
dramatic increase in nitrogen in the fall of 1975 was the result of lake-bottom mixing which
163
-------
o\
0.4
Q_
00
O
3:
Q_
O
CC.
O
0.2'
0.1
0.
w
\8
lo
ORTHOPHOSPHATE-P -Q
AMMONIA NITROGEN-N
i
i
i
i
i
i
i
i
i
i
i
0.9
0.8
0.7 ^
E
0.6 1
UJ
0.5 |
iE
0.4 <
o
0.3 I
0.2
0.1
0.
_____
72 72 72 72 73 73 73 74 74 74 74 74 74 75 75 75 75 75 75
TIME, MONTH/YEAR
Figure 68. Concentrations of Orthophosphate-P and Ammonia
Nitrogen-N in Mona Lake, East End, 1972-1975
-------
ON
Ol
0.4
J,
a." 0.3
Q-
oo
o
3:
Q-
O
a:
o
0.2
0.1
9
A
ORTHOPHOSPHATE-P __
AMMONIA NITROGEN-N
-~O
_ i
i
i
i
6
u
O
O
t
t
t
t
0.9
0.8
0.5 g
0.4 z
0.3 I
•=c
0.2
0.1
0
________________
72 72 72 72 73 73 73 74 74 74 74 74 74 75 75 75 75 75 75
TIME, MONTH/YEAR
Figure 69. Concentrations of Orthophosphate-P and Ammonia
Nitrogen-N in Mona Lake, Middle Region, 1972-1975
-------
0.4
1=
aT 0.3
CO
O
0.2
o\
o\
cc.
O
0.1
O
II
II
11
I I
I I
ORTHOPHOSPHATE-P
AMMONIA NITROGEN-N
O
0.9
0.8
0.7
0.6
as
0.4
0.3
0.2
0.1
0
±XJL!L_L_LIL-L-LJL-LJL-LL_L_LJL_LJL!i
72 72 72 72 73 73 73 74 74 74 74 74 74 75 75 75 75 75 75
TIME, MONTH/YEAR
Figure 70. Concentrations of Orthophosphate-P and Ammonia
Nitrogen-N in Mona Lake, West End, 1972-1975
O
ce
-------
Table 59 COMPARISONS BEFORE AN!) AFTER WASTEWATER OPERATIONS OF SELECTED PARAMETERS IN
PERIMETER WELLS GROUPED BY WELL DEPTH
ON
Average
Parameter and year
Color, APHA
Conductivity,
^mhos/cm [xlOO]
TOC, mg/1
Chloride, mg/1
P04-P,mg/l
N03-Nmg/l
BOD5,mg/l
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
5m
45.5
46.3
4.9
4.7
24.7
7.3
87.1
54.6
0.12
0.10
1.2
0.7
0.6
0.7
10m
59.3
59.5
5.6
4.5
21.9
7.8
101
58.6
0.02
0.02
0.1
0.6
0.7
0.7
15m
53.5
69.2
3.6
3.7
17.6
9.0
30.2
24.8
0.04
.0.04
0.1
0.3
0.9
1.1
High
5m
120
250
12.6
5.9
62.5
40.7
340
395
1.2
12.3
12.8
13.6
1.6
0.2
10m
175
350
15.7
19.8
57.5
37.0
361
444
0.08
0.77
3.8
9.9
3.0
9.8
15m
210
325
7.7
12.1
55.0
75.0
166
310
1.8
1.5
5.9
10.9
4.7
6.0
Low
5m
5.0
5.0
1.0
1.1
3.1
1.0
0.6
0
0
0
0
0
0.1
0
10m
5.0
5.0
1.1
1.1
2.4
1.0
0.1
0
0
0
0
0
0
0
15m
5.0
5.0
1.1
1.2
2.5
0.3
0.6
0
0
0
0
0
0
0
Standard deviation
5m
27.2
40.9
2.6
2.8
20.9
4.8
90.0
69.3
0.28
0.86
2.7
1.6
0.4
0.9
10m
35.8
52.0
4.1
3.6
19.0
5.5
127
110
0.01
0.05
0.5
1.8
0.6
1.0
15m
31.9
62.9
1.7
1.9
16.3
8.3
42.7
51.6
0.12
0.16
0.7
1.2
1.0
1.3
-------
occurs when the lake undergoes inversion. Phosphate increases during this period — though small
— were probably also related to inversion.
Muskegon Lake results for PO.-P and NH.-N over the same time period are depicted in Figures
71, 72 and 73. Phosphorus concentrations decreased only slightly from 1972-1975. This
difference in phosphorus behavior between Mona and Muskegon Lakes was attributed to a corres-
ponding difference in the mean hydraulic retention times of the two lakes: for Muskegon Lake,
23 days, and for Mona Lake, 76 days'/The relatively short retention time of Muskegon Lake in
combination with the relatively infrequency of sampling —either once per month or quarterly —
create a strong likelihood that the increased levels of phosphorus which are known to occur during
spring and fall inversions were simply not detected. But it should be emphasized that the 1972
phosphorus levels in Muskegon Lake were less than 0.1 ppm; this concentration is already low,
and any trend toward further decrease would be less spectacular than in Mona Lake.
Ammonia nitrogen in Muskegon Lake followed no apparent trend. Those increases which did occur
were significantly less than in Mona Lake, for reasons already cited.
Ammonia nitrogen, phosphate phosphorus, dissolved oxygen, BODg, color, conductivity and
chloride data from 1972-1975 are presented in Table 60. for the major component waterways of the
two watersheds.
The Lakes —In both lakes the dissolved oxygen concentration increased about 20j percent from
1972 to 1975, and BOD decreased significantly. Nitrate nitrogen increased in both lakes —from
0.34 to 0.64 ppm in Mona and from 0.1 to 0.2 ppm in Muskegon —but these levels are regarded as
very low. In the cases of chloride, conductivity and color, the changes were so small as to be
considered insignificant. Generally, the WMS analyses over the reporting period show some im-
provement in water quality of Mona and Muskegon Lakes.
These lakes have been under study by investigators from the University of Michigan. Their find-
ings were reported in the Applicability of Land Treatment of Wastewater in the Great Lakes
Basin by Paul Freedman, et. al., Muskegon County Wastewater Treatment Study Project, EPA
Grant No. G 005104; August, 1976.
The period during which these lakes were evaluated— about two years — is brief in terms of ex-
pecting to detect major changes in bodies of water of this size. However, the monitoring of the
lakes was ongoing after 1975, and findings are expected to be reported by 1978.
The Creeks— Except for nitrate nitrogen which doubled from 0.3 to 0.6 ppm, there were no
significant changes in the parameters measured in Mosquito Creek.
In Big Black Creek, chloride levels decreased. There were no other significant changes in the
parameters measured.
In Figure 74, results for Mosquito Creek and nitrate nitrogen are plotted for 1972-1975, with the
two lines representing samples taken upstream from the project outfall and downstream from the
outfall. In the cases of BOD^and ammonia nitrogen, no significant differences were found in
samples above and below the outfall. With nitrate nitrogen, levels show some seasonal response,
and in mid 1975 the concentration dramatically increased below the outfall. It was suspected that
this high nitrate may have been due to nitrogen leaching following the spring thaw and the first
irrigation season. Overall, the data on stream water quality indicated that, over the reporting period,
the discharge of treated effluent from the WMS site had no significant effect on the receiving streams.
168
-------
ON
0.4
o." 0.3
Q_
CO
O
0.2
oc
o
0.1
ORTHOPHOSPHATE-P
AMMONIA NITROGEN-N
0.9
0.8
0.7 <-
0.5
0.4
0.3
0.2
0.1
0
__._____
72 72 72 72 73 73 73 74 74 74 74 74 74 75 75 75 75 75 75
TIME, MONTH/YEAR
Figure 71. Concentrations of Orthophosphate-P and Ammonia
Nitrogen-N in Muskegon Lake, East End, 1972-1975
-------
0.4
—
00
E_ 0.3
Q_
LLJ
h-
cC
Q_
CO
° 0.2
Q_
O
h-
ct
0
ai
0
ORTHOPHOSPHATE-P -Q
AMMONIA NITROGEN-N _»
^
~
^ ,
^^
1^
/ \
^^ /
J^J 1 . • \
^ V \ t
crPooP^ x^p )^3i— ^T • ?&Tr*tt*
5 7 9 11 7 9 11 1 3 5 7 9 11 1 3 5 7 9 11
0.9
0.8
0.7 s
E
0.6 z
py
LU
0.5 |
i—
0.4 =
—
^
as |
-------
0.4
E. 0.3
LLJ
I-
«=C
Q_
CO
O
Q_
a
ce
o
0.2
0.1
ORTHOPHOSPHATE-P Q
AMMONIA NITROGEN-N
0.9
0.8
0,7
0.6
0.5 o
o
o:
I—
0.4 ^
5 7
72 72 72 72 73 73 73 74 74 74 74 74 74 75 75 75 75 75 75
TIME, MONTH/YEAR
Figure 73. Concentrations of Orthophosphate-P and Ammonia
Nitrogen-N in Muskegon Lake, West End (North), 1972-1975
-------
Table 60. COMPARISONS BEFORE AND AFTER WASTEWATER OPERATIONS OF SELECTED PARAMETERS
IN MAJOR SURFACE WATERS SYSTEMS GROUPED BY WATERSHED
Mosquito
Parameter
Dissolved
Oxygen, mg/1
BOD5, mg/1
Color, APHA
Conductivity,
!~J /imhos/cm [xlOO]
Chloride, mg/1
N03-N, m-g/1
P04-P, mg/1
Year
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
1972-1973
1974-1975
Ave
9.9
10.4
1.7
1.9
68.0
87.0
2.6
3.3
9.6
16.1
0.3
0.6
0
0
High
13.0
13.2
4.0
4.0
120.0
400.0
5.6
7.1
170.0
70.2
0.5
3.8
0.1
0.1
Creek
Low
6.6
5.9
0.1
0.7
15.0
20.0
1.7
1.8
2.2
0.4
0.1
0.1
0
0
SD
1.4
2.3
LO
0.9
24.7
66.1
0.9
1.5
26.0
21.4
0.1
0.7
0
0
Muskegon Lake
Ave
9.6
11.6
3.4
2.8
42.0
40.0
3.0
3.2
23.7
22.0
0.1
0.2
0
0
High
14.4
14.4
13.0
5.9
100.0
120.0
3.8
5.0
68.0
80.5
0.4
0.5
0.1
0.2
Low
6.0
6.8
1.4
1.2
20.0
10.0
2.0
2.0
16.6
12.3
0
0
0
0
SD
1.8
1.9
2.1
0.9
17.7
19.3
0.4
0.7
10.8
10.3
0.1
0.2
0
0
Big Black Creek
Ave
8.9
8.7
2.3
2.0
78.0
89.0
3.9
4.0
26.6
13.2
0.6
0.6
0
0
High
12.6
12.9
6.2
3.9
125.0
250.0
6.4
9.0
63.4
49.0
1.2
2.8
0.1
0.2
Low
5.6
1.9
0.1
0.7
40.0
30.0
2.5
1.2
9.7
0.1
0
0
0
SD
1.7
2.5
1.7
0.8
25.6
39.3
1.0
1.3
16.4
10.6
0.3
0.5
0
0
Ave
10.9
12.3
4.9
3.8
54,0
56.0
4,1
4.2
53.4
43.2
0.3
0.6
0.2
0.1
Mona Lake
High
17.8
18.1
9.5
7.5
120.0
100.0
5.4
7.6
213.0
93.0
1.2
1.2
0.5
0.2
Low
6.9
4.3
2.0
1.2
10.0
20.0
2.2
2.0
7.5
11.5
0
0
0
0
SD
3.0
2.8
1.7
1.3
22.3
35.2
0.8
1.2
39.9
18.8
0.4
0.4
0.1
0.1
-------
O
O
GO
ABOVE OUTFALL
BELOW OUTFALL
- f
« a 20
X-o.io
1972
I'iguile74. I'ive-dav liioi'hemicai o\>p;en demand,
aninK)iiia nitiopcn and nitrate nitrogen a(x>ve and
below WMS disi (large outlall
173
-------
SECTION 9
WATER AND MATERIALS BALANCE
An important consideration in the evaluation of a wastewater treatment system is an accounting
of incoming and outgoing materials.
WATER BALANCE
Water balance calculations were based on the following measurements: continuous recordings of
influent volume and rainfall, pump-hour readings recorded by meters, and an estimate of lagoon
evaporation derived from the lagoon design model. (See Appendix E for the detail on the lagoon
model). Drainage well volumes were estimated based on hours of service, when appropriate.
Table 61 lists those factors which have a role in the water balance of the storage lagoons.
According to these 1975 data, the total volume of water received into storage — including rain-
fall—.was 50,081 TCM, and the total volume discharged, including through evaporation, was
60,514 TCM, a difference of 10,433 TCM. It was believed this amount might be attributable to
either intrusion of groundwater or to small errors in estimations or both.
Table 61'. STORAGE LAGOON WATER BALANCE, 1975
Total lagoon water
from:
[Level adjustment]
Influent
Precipitation
Ensley pumping
Sullivan pumping
Total
In,
TCM
2,884
35,511
5,705
102
5,,879
50,081
Total lagoon water
to:
Irrigation
Direct spill
Evaporation
Ensley pumping
Sullivan pumping
Total
Less water in
Net difference from groundwater
Out,
TCM
28,152
6,382
3,642
9,899
12,439
60,514
50,081
10,433
174
-------
Methods of Measurement for Table 61 Parameters
Level adjustment" refers to a method of compensating for differences in lagoon elevation on
January 1 of each year. For instance, from 1/1/75 to 1/1/76, the elevation of the east lagoon
was the same, and no adjustment was necessary. But in the case of the west lagoon, about
3,000 TCM "extra" was discharged during the year of 1975.
Date West lagoon level
January 1, 1975 208.7 meters
January 1, 1976 207.8 meters
0.9 x 3,204TCM/ft = 2,884 TCM
This volume represents carry-over from 1974.
"Influent" in Table 61 represents all raw wastewater received from the collection system.
Volumes were measured by a sharp-crested rectangular weir and were recorded continuously.
"Precipitation',' the total rain and snow for the year, was measured with a weekly recording rain
gauge on the site. It was assumed that gauge readings were representative for the entire treat-
ment area.
"Ensley pumping" is a station along the interception ditch on the lagoon north perimeter which
can pump either into the lagoon or into the north outfall. Pumping volumes were determined by
pump running times as recorded on meters, and rates were derived from curves provided by the
manufacturers.
"Sullivan pumping" is a station along the interception ditch on the lagoon south perimeter which
can pump either into the lagoon or into surface waters. Pumping volumes and rates were deter-
mined as at Ensley.
"Irrigation," the total water irrigated in 1975, was determined by metered pump running times
and specific pump curves for each irrigation pumping station.
"Direct spill" is the amount of water, which during January-February, 1975, was discharged
directly to Mosquito Creek via the drainage canals, an action necessary to provide adequate
storage volume for influent. The volume of direct spill was determined by relating discharge
volume to the water depth in the outlet lagoon and to the size of the gate opening from the out-
let lagoon.
Evaporation," the amount of water converted to vapor during the year, was calculated from data
on average daily temperatures and-seasonal atmospheric constants, using the equation:
E = 0.013 F(Tavg-32)
where
E = evaporation (inches)
F = seasonal atmospheric constant
Tavg= average daily temperatures. (°F)
This equation, the temperature data and the constants, Table 62 below, are from the engineering
feasibility study by Bauer Engineering, Inc.
175
-------
According to the Bauer simulation model, for months during which the average daily temperature
was less than 32°F, evaporation may be assumed to be zero.
Table 62. MUSKEGON COUNTY SEASONAL
ATMOSPHERIC CONSTANTS (F)
Month
January-February
March-April
May-June
July-August
September-October
November-December
Constant (F)
0.101
0.200
0.298
0.294
0.194
0.124
Total discharge water volume from the site for 1975 is listed in Table 63.
Table 63. SITE DISCHARGE WATER VOLIMES, 1975
Location Volume TCM Location Volume TCM
Mosquito Creek Black Creek
Drainpipes 18,825 Drain pipes of Laketon 6,447
Wells in circles 1 & 2 (est) 189 pump station
Ensley pump station 9,797 Wells of circles 36, 37, 378
Direct spill 6,382 39, 40 (est)
North undrained area 4,735 Sullivan pump station 6,560
Sub-total 39,928 Sub-total 13,385
Total (all locations) 53,313
By comparing Tables 61 and 63 it can be shown that the difference between the net discharge
volume from storage minus evaporation [60,514- (102 +5,879)-3,642 = 50,891 TCM] and the total
discharge at the creek outfalls (53,313 TCM) was 2,422 TCM. The additional water that was dis-
charged was attributed to groundwater infiltration into the system.
Methods of Measurement for Table 63 Parameters
Mosquito Creek volumes were recorded from the USGS gauging station on the main drainage canal
northeast of circles 1 and 2.
Ensley pump station volumes pumped to the main drainage canal were determined from recorded
pump running times.
Wells located south of circles 1 and 2 discharged into the main drainage canal volumes which
were estimates based on 100 days pumping at one well at a rate of 1.89TCMD.
176
-------
Drain pipevolume was determined by calculating the difference between the measured total volume
at the USGS gauging station and the Ensley volume plus the wells and the direct discharge
volumes. It was assumed that this difference was contributed solely by the drainage pipes. It was
also assumed that the origin of drain pipe water was irrigation alone, that is, evaporation was
presumed to equal precipitation.
Because of the steep gradient to Mosquito Creek along sections of the northern boundary, several
of the irrigation circles were not provided with drainage pipes. It was assumed, therefore, that
some of the irrigation water applied to these circles percolates directly to the creek. The water
volume was determined by estimating the percentage of the irrigation circle that was not drained,
and this percentage was applied to the total volume irrigated on the circle. The estimates of
these volumes are listed in Table 64.
Table 64. VOLUMES OF DRAINAGE WATER TO MOSQUITO CREEK
FROM IRRIGATION CIRCLES WITH INCOMPLETE
DRAIN PIPE SYSTEM, 1975
Circle
number
Percent Area
not drained
Estimate volume
directly drained, TCM
1
2
4
5
8
9
14
15
100
75
100
67
75
75
50
33
Total
1128
791
602
337
867
367
526
117
4735 TCM
Black Creek drain pipe volumes included the volume drained from circles 41 to 52 south of
Apple Avenue which empty into the Laketon drainage ditch. The Laketon station pumps this
water into Black Creek, and volumes were taken from recorded pumping operations and from
manufacturers specifications.
Black Creek wells in Table 63 represent the drainage volume from circles 36, 37, 39 and 40.
Because these circles were equipped with wells, no drainage pipes were installed; the wells are
equipped with pumps and are linked to Black Creek by a pipeline. The volume was estimated
based on 50 days pumping of four wells at a rate of 1.89TCMD.
Sullivan pump station on the south interception ditch discharges to Black Creek. Volumes were
determined by pump running time and manufacturer's delivery specifications.
A depiction of the overall water balance at %MS is presented in the form of a flow diagram in
Figure 75 which displays many of the interrelationships of the data in Tables 61, 63 and 64.
177
-------
LEVEL ADJUSTMENT
(1-1-75) to (1-1-76)
2,884
RAH INFLUENT 35,511 |
BIOLOGICAL TREATMENT |
PRECIPITATION
5,705
SULLIVAN
INTERCEPTION
DITCH 12,439
V
UU
OT
O
O
OQ
CO
o
EVAPORATION
3,642
BACK TO STORAGE
102
A
BACK TO
STORAGE 5,879
ENSLEY
INTERCEPTION
DITCH 9,899
IRRIGATION 28,152
EVAPORATION EOUAL TO
PRECIPITATION
NORTH PUMPING STA. 19,049
SOUTH PUMPING STA. 9,103
V
DRAIN PIPES TO
BIG BLACK CREEK
6,447
WELLS TO
BIG BLACK CREEK
378
V
TO BIG BLACK CREEK
13,385
DIRECT SPILL TO
HOSQUITO CREEK
6,382
v
DRAIN PIPES TO
MOSQUITO C^EEK
18,825
V
UNDERGROUND
SEEPAGE TO
MOSQUITO
CREEK
4,735
WELLS TO
MOSQUITO
CREEK
189
V
\/
TO MOSQUITO CREEK
39,928
Figure 75. 1975 Water Balance at WMS (All Volumes in TCM)
crs
r^
r>
cr>
UJ
UJ
cr
o
o
178
-------
MATERIAL BALANCE
Biological Treatment Cells and Lagoons
The amounts of materials were calculated from yearly averages of measured waste-water flow rates
in Appendix B, Table 1 and the yearly average concentrations in Table 53.
Table 65 contains a listing of the calculated amounts of six important parameters going into and
out of the biological treatment cells.
Table 65. KILOGRAMS OF MATERIALS IN WASTEWATER BEFORE AND AFTER
BIOLOGICAL TREATMENT, 1975
Parameter
Influent
Effluent from bio-
logical treatment
BOD 5
7. 28x1 O6
2.89xl06
SS
8. 84x1 06
5.12xl06
N
2.93xl05
3.15xl05
P
8.45xl04
9.41x104
K
3.73xl05
8. 67x1 05
Cl
6.46xl06
6. 28x10 6
Whereas BOD5 and suspended solids showed significant decreases after biological treatment,
there were apparent increases in the amounts of nutrients. These increases were probably arti-
factual. The data were obtained by analysis of grab samples taken only during the day because
24-hour composite samples were not available. More recent analyses of samples taken in 24-hour
studies indicated that the highest nutrient loading occurred during the evening hours, probably
due to the 10 to 12 hour detention period in the collection network. The biological treatment
cells, however, had a 1.5 day detention period with effective mixing, and these data probably
more accurately indicated the actual nutrient levels.
After biological treatment 60 percent of the wastewater BOD was satisfied. In the storage
lagoons, 91 percent of the biological oxygen demand was met, and suspended solids were by
that stage reduced 89 percent. Changes in nutrient concentrations were minor through these two
steps of treatment.
Irrigation and Discharge
The amounts of materials applied through irrigation and the corresponding amounts discharged into
surface streams are in Table 66. •
179
-------
Table 66. WMS MATERIALS BALANCE FOR SELECTED PARAMETERS, 1975
CO
o
Materials in, kg
Applied to field
From storage to field
Fertilizer added
Total applied to field
Materials out, kg
Out through drain pipes
To Mosquito Creek
To Big Black Creek
Out through wells
To Mosquito Creek
To Big Black Creek
Out through seepage (undrained
area North)
To Mosquito Creek
Total materials out
Kilograms removed, kg
Percent removed by land treatment0
Crop uptake, kg
Total uptake by grain, kg
Total back into soil with stover"
Total, kg
Balance not accounted for, kg
BOD5
3.62x105
0
3.62x10 5
2,21x104
1,48x1 04
2.22x10 2
8.69x10 2
5.56x103
4.36xl04
3.18x105
Nitrogen
1.59x105
1.00x105
2.59xl05
4.76x104
9.86xl03
4.78x10 2
5.78x102
1.20x104
7.05x10 4
1.89x105
73.0%
l.lOxlO5
8,21x104
1.92xl05
-3.00x103
Phosphorus
4,04x104
0
4.04x1 04
2.35x102
1.29xl02
2.36x10°
7.56x10°
5.92x101
4.33x102
4.00x104
99.0%
1,96x104
1.35x104
3.3lxl04
+ 6.90x103
Potassium
2.44x105
0
2.44x10 5
5.02x1.04
1.78xl04
5.04x10 2
1.04x103
1.26x104
8.21x104
1.62x10 5
66.4%
2.69x104
9.80x104
1.25xl05
+ 3.70xl04
Chloride
4,32x106
0
4.32xl06
1.14x106
2.06x10 5
1.14xl04
1.21x104
2.86x105
1.66x106
2.66x106
61.1%
—
—
—
—
Apparent removal by soil and crop
-------
Derivation of Data in Table 66 —
For the category "storage lagoons to field," data were used from Tables 53 and 61. "Nitrogen
applied" represents the sum of the total Kjeldahl nitrogen and nitrate nitrogen. For the category
"out through drainpipes to Mosquito Creek," values represent averages of all of the drain pipe.
results in Table 53 and the flow rates from Table 63. It was assumed that the drain pipe results
thus averaged were typical because they represent drainage from all of the major soil types.
"Nitrogen" here represents the sum of nitrate and ammonia nitrogen. Similarly, these values
were used for both the "out through wells" and "out through seepage" categories.
For the category "out through drain pipes to Big Black Creek," data were taken from Big Black
Creek findings in Table 53 and flow rates from Table 63. "Nitrogen" again represents the sum
of nitrate nitrogen and ammonia nitrogen.
For the categories "uptake by grain" and "returned to the soil as stover," the calculations
were based on the work of Aldrich, et al,12 using the 1975 \VMS corn yield of 6,860metric tons.
A summary of Aldrich findings for N, P and K is presented in Table 67.
Table 67. ALDRICH DATA FOR CONCENTRATIONS OF NITROGEN,
PHOSPHORUS, AND POTASSIUM IN CORN AND STOVER
In corn, In stover,
Nutrient kg/haAg yield kg/ha/kg yield
Nitrogen 0.016 0.012
Phosphorus 0,003 0.002
Potassium 0.004 0.014
Discussion of Table 67 _
It should be understood that with a land treatment irrigation system of the dimensions of WMS
some compromises with absolute accuracy must be allowed in attempts to account for all
materials in and all materials out. In the case of BODg, the relationship is perhaps simplest:
essentially what was applied to the field, minus small amounts (or none) out through the
drainage pipes equals the amount "functionally" or "apparently" removed by the field. How-
ever, in the cases of nitrogen, phosphorus and potassium, consideration must be given to the
amounts taken up by grain and returned to the soil in the stover. Even with these factors, the
amounts of nutrients that are not accounted for are small.
The percentages of kilograms "apparently" removed by land treatment of nitrogen, phosphorus,
potassium and chloride from Table 66 are 73.0, 99.0, 66.4 and 61.6 percent, respectively.
These percentages reflect neither the amounts assimilated by the corn grain nor the amounts
returned to the field as stover; however, such amounts are significant in all cases except
chloride, which is essentially unaffected by plant uptake. By subtracting the amounts of each
nutrient assimilated by the grain from the total kilograms removed, and by subtracting the
amounts returned to the soil, one obtains the number of kilograms of each nutrient unaccounted
for, the column at the bottom of Table 66. The assignment of these quantities of nutrients —
a shortfall or "negative" amount in the case of nitrogen and excesses for phosphorus and
potassium—may be done only with speculation. Possibilities include:
181
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(1) The nutrients were retained in the "normal" groundwater-soil matrix and may
be detected the following year as they are discharged into the drainpipes as
a result of the spring thaw.
(2) Slight errors due to estimation of flows and/or other estimations, i.e., evapo-
transpiration rates.
For example, it was expected that some nutrients, particularly phosphorus, were retained within
the soil profile. Such increases were found in soil analyses during the agricultural product-
ivity studies. And, in the case of nitrogen, Aldrich estimates that of the 9,935kg of nitrogen
required per kilogram of corn yield, 0.028kg are accounted for by the grain and stover. If the
balance were retained by the root system, an additional 48 metric tons of nitrogen would be
assigned to the plant-soil complex. One implication of this supposition would be that more
nitrogen was used by the crop than was applied. This, too, would not be unreasonable, for soil
analyses showed over time a decrease in nitrogen in the top 30cm of soil.
During 1975 there was applied 100 metric tons of nitrogen as supplemental fertilizer during a
period of maximum crop uptake. With the vast majority of that tonnage "committed" to the
plant-soil complex, it was not believed likely that much of that supplemental (fertilizer) nitro-
gen was lost in discharge. The nitrogen which was "lost" from the system was probably leached
out during periods of lowest plant activity. Some leaching is unavoidable at such times re-
gardless of the cropping system.
Overall parameter removals for 1975, based on influent loading in Table 53 and the total
amount lost through land treatment in Table 66 , plus those losses from the interception ditches
in Table 68, were as follows:
BOD 97.9%
Nitrogen 63.5%
Phosphorus 99.2%
Potassium 66.2%
The Lagoon Interception Ditches
Some volumes of lagoon wastewater are intercepted by ditches surrounding the lagoons, and such
water may occasionally be pumped directly into the receiving Mosquito and Big Black Creeks.
For the purposes of materials balance as a result of land treatment, the amounts of nutrients in
this water are superfluous, for they are, in a manner of speaking, shunted through the system.
All of the same chemical parameters are measured in the interception ditch water, and these data
are presented in Table 68. They are the results of computations based on concentration data in
Table 53 and flow volumes in Table 31.
182
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Table 68. CALCULATED AMOUNTS OF MATERIALS DISCHARGED TO MOSQUITO
CREEK AND BIG BLACK CREEK FROM THE LAGOON INTERCEPTION
DITCHES, 1975, kg
Out through lagoon interception
ditches to - BOD SS
N
K
Mosquito Creek via Ensley
pump station
Big Black Creek via Sullivan
Total
8.34x104 8.21xl04 2.70xl04 1.47xl02 2.62xl04
2.36xl04 6.49xl04 9.47x103 9.84xlQl 1.75x104
1.07x105 1.57xl05 3.65xl04 2.45x10 2 4.37xl04
The relationship between the impoundment lagoons and the interception ditches is worthy of
further study. Continued regular monitoring of chemical parameters — especially phosphate— in
the ditches should shed light on the relative effectiveness of the aquifer in removing wastewater
nutrients and perhaps forecast the time at which the aquifer will reach nutrient saturation. Also,
the continued monitoring of the discharge volumes from the interception ditches may reveal the
rate at which the lagoon floors are sealing.
It is instructive to note that the mass of soil involved in this removal of phosphorus is in length
about 150 to 180m in the direction of flow and is about 18m on the average in vertical thickness.
Very little if any of the water movement is through the dikes themselves. The water moving
through this aquifer is largely anaerobic, and the ability of the soil with its iron and aluminum to
remove the phosphorus under these conditions is the most interesting aspect of the study which
could be made. Furthermore, the removal is probably now about the same as that which takes
place in the irrigation site itself, inasmuch as the phosphorus content of the water in the inter-
ception ditch is about the same as that in the drainage ditches which receive the flow from the
plastic perforated drain pipes. The measured amount of P in the water in the drain pipe is very
much lower than it is in the open ditch, the gain being contributed by the P which comes from
the atmosphere and from the various life forms which get into the ditch. Similarly, it is likely
that the P content of the water percolating through the saturated soils of the aquifer carrying the
lagoon seepage water would be a great deal less than that of the water in the interception ditch.
183
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SECTION 10
AGRICULTURAL PRODUCTIVITY STUDIES
OVERVIEW
Impressed on WMS farming operations was a set of priorities which relegates the profitability
of crops to a position secondary to a new goal. That goal was to discover that group of plants
which in interaction with local soils most effectively renovates Muskegon wastewater. Natur-
ally, it was hoped that the crops would have market value, and the monies from crop sales
would be recycled to contribute to the overall cost-effectiveness of wastewater treatment. But
in setting high agricultural productivity as one of the goals of the WMS, it was with the under-
standing that farming operations were to achieve maximum recycling of wastewater nutrients
while assenting to the harvest-market process to ameliorate costs.
These studies were begun in 1972 and have continued to the present. The early work focused
upon evaluation of the performances of various crops under different environmental conditions and
the collection of extensive baseline data; for instance, soil sampling begun in 1972 (and con-
tinued to the present) before and after cropping, and experimental crops grown both as dry-land
and irrigated operations. Many of these early findings on the import of wastewater use on soil
dynamics and plant physiology significantly affected decisions in management in subsequent
years.
Corn emerged as the most likely crop target in 1972. The following years involved various corn
trials, including evaluation of corn under varying nitrogen loads, and also shifts of research
interest toward nutrient movement in soil, a subject pursued in 1975. In that same year, studies
were done with application of nitrogen, sludge and lime to corn crops.
All of these subjects are discussed in detail in following sections, more or less chronologically,
beginning with the 1972 corn variety tests and the 1973 corn trials, followed by the 1974 corn-
wastewater irrigation studies and greenhouse lysimeter studies, and finally the 1975 research on
nitrogen mobility and sludge application. The last section is a review of the soil testing program
from 1972 through 1975.
1972 CORN VARIETY TEST PLOTS
The objective of this study was the selection of those corn hybrids best adapted to growth under
184
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the special soil-water conditions at WMS; among the criteria being evaluated were grain quality,
moisture content of grain, and grain yield.
For each test plot it was assumed that field conditions —such as the distribution of wastewater,
rate of fertilizer application, the measures for weed control, seed planting rate—were identical.
The accuracy of regulation of these factors was dependent upon various mechanical or hydraulic
devices, the delivery of which was assumed to be constant.
Materials and Methods
An unirrigated four hectare area south of the east lagoon was selected for the trial. In order to
minimize bias toward any particular seed or variety, plots for planting were selected on a random
basis. The selection of the corn seed was based upon: the availability at the time, the judgment
and experience of the farm manager, and Bulletin 431 of the Michigan Corn Production Extension
series by E. Rossman, B. Darling and K. Dysinger, Michigan State University, East Lansing,
Michigan, 1972. All test plots were planted May 30 through June 1, 1972. Corn maturities ranged
from 82 to 109 days and included 43 varieties selected from nine companies. See Appendix F,
Table 1 for specific variety-maturity data.
For each seed variety, two population densities were planted, each on a plot 0.02 ha in area and
each with a row spacing of 97cm. The higher population of 49,400 plants/ha was designated
"A," and the lower, 38,500 plants/ha, was designated "B."
Herbicide application consisted of Lasso applied with Aatrex at rates of 3.5 liters/ha and 1.4
kg/ha, respectively.
Measurements —
Background soil samples were taken and analyzed for 11 parameters which are later discussed in
detail. The recording of weather data included daily rainfall and temperature extremes, plus
growing-degree days (GDD) for the season. Plant stand measurements were taken at emergence,
mid-season and harvest. And at harvest, total grain yield and grain moisture content were
measured and calculated for each plot.
Results
Weather -
The growing-degree days (GDD) for the season totalled 2,004, which is considered inadequate for
good corn production. The daily weather data taken at the site appear in Appendix F. Table 2,
and are inclusive for the period between May 31 and November 21, 1972. Between day of planting
and the first killing frost in the fall, there were 130 days. A summary of the weather data is in
Table 69.
185
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Table 69. 1972 GROWING SEASON MONTHLY WEATHER STATISTICS
Daily high
Month
June
July
August
September
October
November
Temp
Range
17-31
16-31
17-31
12-29
3-23
2-15
op
., L.
Avg.
23
25
25
22
13
7
SD
4
4
4
3
5
4
Daily low
Temp.
Range
-1-16
7-24
3-19
0-17
- 9-15
- 6-10
°r
, ^
Avg.
10
15
13
10
2
2
SD
4
4
4
5
6
4
Rainfall,
cm
10.4
8.30
18.7
8.20
9.40
2.40
GDD
395
561
546
364
114
9
Background Soil Samples —
The results of analyses on soil samples taken prior to the beginning of the agricultural product-
ivity studies are in Table 70.
Table 70. 1972 CORN VARIETY PLOT SOIL DATA
Parameter
Average values
Buffer pH
Percent organic matter
Nitrate nitrogen
Available phosphate
Exchangeable potassium
Exchangeable calcium
Exchangeable magnesium
Exchangeable manganese
Available zinc
Available sulfate
4.5
6.5
1.5
5.6 kgAa
224 kgAa
56 kgAa
5,604 kgAa
448 kgAa
9.0 kgAa
0.7 kgAa
12.3 kgAa
Plant stands —
Because of dry weather and rough field conditions at the time for planting, plant populations were
less than predicted. The population data in Table 71 are a summary; specific information appears
in Appendix F, Table 3.
Table 71. 1972 CORN POPULATION STATISTICS, PLANTSAa
Emergence
Plot A
Plot B
Mid-season
Plot A
Plot B
Harvest
Plot A
Plot B
Range
28,700-54,800
25,900-51,900
30,400-41,700
21,200-45,200
27,700-41,700
24,900-40,500
Average
38,300
33,800
37,800
33,100
34,100
30,600
SD
5,500
5,600
4,600
4,100
3,400
5,300
186
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Harvest —
A summary of the data for grain moisture content and grain yield for the two population plots is
in Table 72 below. Specific data are in Appendix F, Table 4.
Table 72. 1972 HARVEST STATISTICS
Plots
A
B
Grain yield, metric tons/ha
Range Avg SD
2.96-4.80 3.86 0.46
2.89-5.20 3.86 0.51
Percent moisture content
Range Avg SD
28.0-40+ 34.8 3.9
26.0-40+ 34.3 4.0
Statistical Comparisons and Correlations —
Five correlation coefficients were calculated for each of the "A" and "B" populations and are
presented in Table 73.
Table 73. "r" VALUES FOR 1972 CORN VARIETY
PLOT COMPARISONS
Comparisons
Yield - population
Yield - maturity
Yield - moisture content
Moisture content - population
Moisture content - maturity
"A" r value
0.27
-0.11
-0.40
-0.32
0.43
"B" rvalue
-0.28
-0.37
-0.55
0.05
0.68
Hypothesis Test of Equal Means —
A "t" test was calculated for three different hypotheses. The results are listed in Table 74.
and are compared to the 95 percent t value.
Table 74. "t" VALUES FOR 1972 CORN VARIETY PLOT HYPOTHESES
Hypothesis
A yield = B yield
A population =
B population
A moisture content =
B moisture content
Degrees of
freedom
40
40
40
t calculated
-0.32
3.99
1.31
t at 95 percent
confidence level
1.68
1.68
1.68
187
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Analysis of Variance—
An "F" value of 3.97 was calculated testing the hypothesis of equal means between the corn
varieties. The 95 percent "F" value was 1.69.
Conclusions
Little linear correlation was found between grain yield and plant population in either of the A or
B corn trials. In the case of the later maturing varieties, the B populations showed a slight ten-
dency toward less yield. With the higher population A plots, there was a suggestion of a tendency
toward lower grain moisture content, and, in general, lower moisture content seemed to run parallel
with higher yields. Also, moisture content had positive correlation with maturity in both popul-
ation densities. At 95 percent confidence, there were no differences in yield and moisture con-
tent between A and B, although the A plots turned out to be significantly higher in plant population.
Based upon these initial hybrid performances, selection of the corn varieties for 1973 were made
and included the following highest-yield corns:
Funks 5150, 4252
Pioneer 3956A
Teweles TXT 53, TXT 61 A
Trojan TXS94, TXlOO, TXS102
The selection trials for hybrids were conducted prior to the application of wastewater for a test
period of one year only and under those prevailing weather conditions. However, the hybrids
selected were representative varieties and were adaptable to the Muskegon soils and climate at
the time of the tests.
Recommendations
It was recommended that a continued program of testing should be done each year to evaluate
hybrid adaptability to the special conditions at a wastewater-renovation farm.
Other Crops Planted in 1972
Alfalfa, turf grass and other grasses were seeded in circle 40, but lack of supplemental irrigation
water caused total failure of the crops. Soybeans and popcorn were tried in test plots but, due to
late planting and a short growing season, failed to mature. In the border areas around the project,
sweet corn and some vegetables grew well. It was recommended that all of the above crops be
studied under fresh water irrigation and further research be done to determine the feasibility of and
yield expectations from such crops.
1973 CORN TRIALS
The objectives this year were essentially the same as in 1972: evaluate corn varieties under
current field conditions, which included evaluation of crop productivity as affected by the fanning
practices of the previous year. Again, the emphasis was on hybrid selection.
Except for size of plot, all field conditions within the three test areas were assumed to be ident-
ical. The known variable between the three fields was that each had during the previous year
been subjected to a different cropping program.
188
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Materials and Methods
As is illustrated in Figure 76'below, the west side of circle 40 was divided into three fields,
designated A, B, and C, which were subdivided into 49 test plots. Field A, consisting of plots
1 through 21, had during the previous year a crop of uncut sorghum-sudangrass which was plowed
back into the soil. Field B, made up of plots 22 through 29, had the previous year contained a
crop of wheat which had been plowed down. And field C, plots 30 through 49, had contained corn
which, after harvest of the grain, had been plowed under.
Figure 76. Corn trial plot organization, 1973
Corn varieties with maturation times ranging from 93 to 108 days were planted between May 29 and
May 31, 1973- A comprehensive listing of the varieties and maturation times appears in Appendix
F, Table 5. All plots were fertilized with wastewater containing enough nutrients to produce under
ideal conditions at least six metric tons of grain per hectare.
Results
Summarized data for plant population, grain yield and .grain moisture content are in Table 75
below. For the specific data, refer to Appendix F, Table 6.
189
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Table 75. 1973 CORN TRIAL STATISTICS
Parameter
Population, plants/ha
Range
Average
Standard deviation
Percent moisture content
Range
Average
Standard deviation
Yield, metric tons/ha
Range
Average
Standard deviation
1-21
42,000-66,700
57,600
4,900
20.6-38.0
25.0
4.3
6.3-8.4
7.3
0.6
Plots
22-29
55,100-63,500
59,000
2,500
19.8-24.0
21..5
1.8
5.8-7.5
6.8
0.6
30-49
53,600-66,700
60,600
3,400
17.5-29.0
20.4
2.4
4.5-7.2
5.6
0.7
Total
42,000-66,700
59,000
4,200
17.5-38.0
22.6
3.9
4.5-8.4
6.5
1.0
Statistical Comparisons and Correlations —
The same five pairs of data were compared in the 1973 study as in the 1972 variety trials. The
"r" values are summarized in Table 76.
Table 76. CORRELATION COEFFICIENTS FOR 1973 CORN TRIALS
Comparisons
Yield - population
Yield - maturity
Yield - moisture content
"Moisture content - population
Moisture content - maturity
Total r value
-0.23
0.67
tt.45
-0.47
0.71
A
0.23
-0.02
-0.23
-0.45
0.67
Field
B
0.51
0.31
0.68
0.42
0.64
C
-0.29
0.15
0.49
-0.24
0.40
Hypothesis Test of Equal Means —
Again, the "t" test was used, and the data are summarized in Table 77. including calculated
and 95 percent values.
190
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Table 77. "t" STATISTICS FOR 1973 CORN TRIALS
Degrees of t at 95 percent
Hypothesis freedom t calculated confidence level
A yield = B yield 27 1.90 1.70
B yield - C yield 26 4.06 1.70
A yield = C yield 39 8.13 1.68
A moisture content = B moisture 27 2.18 1.70
content
B moisture content = C moisture 26 1.16 1.70
content
A moisture content = C moisture 39 4.14 1.68
content
A population - B population
B population = C population
A population = C population
27
26
39
-1.04
-0.88
-2.32
1.70
1.70
1.68
Conclusions
The positive linear correlation between yield and population in field A to some extent suggests
a trend toward larger yield with higher population. The overall yield-maturity relationship was
biased because of plantings having been done on plots of different cropping histories, but in spite
of the fact that individual plots indicate no correlation, the macroscopic view suggests correl-
ation. Field B showed some positive linear correlation between grain yield and moisture content,
which suggests that in going for higher yields, a higher moisture content in the grain must be
tolerated. There is a hint of a trend in the relationship between declining moisture content with
increasing population, with relatively negative r values for this comparison. It is likely that a
large population of corn, in using water from the soil at a higher rate, would dry down faster than
a less dense population. As in the 1972 study, the best correlation is the positive relationship
between moisture content and grain maturity. It is established that longer maturing varieties
take longer to dry down.
The "t" values in Table 77 show a significant difference between all fields, ranking them A,
B, and C in decreasing yields. The sorghum-sudangrass plowdown produced the best yields,
followed by the wheat stubble and corn stalks. It would appear, in this case, that the more organic
material returned to the soil, the greater the yield the following year. Because of the maturity
bias, the moisture content of field A was significantly higher than either of the other two plots.
A significantly higher population was seen in field C over field A and was the only measurable
difference between fields.
191
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Recommendations
As in 1972, the results of these plantings affected crop management for 1974, with the best of the
hybrids comprising the major part of the 1974 planted acreage. It was recommended that future
corn trials be planted on a larger scale—perhaps half or entire fields—in order to achieve better'
crop representation. Since 1973 was such a poor year for crop growth and because field conditions
were so poor, a continuing program to choose hybrids that would1 do well under the gradually im-
proved field conditions should be followed.
1974 CORN EVALUATION TEST PLOTS WITH WASTEWATER AND FERTILIZER
The objectives of this study were to find the optimum rates of wastewater application and to test
those rates with and without supplemental potassium fertilizer. Throughout these tests, as pre-
viously, it was assumed that the hydraulic and mechanical devices delivering water, fertilizer
and herbicide were doing so equally. The soil in the test area was presumed to be uniformly of
the same type.
Materials and Methods
Test plots measuring 7.6 by 39.6 meters were laid out in circle 55, an area of sandy Rubicon
soil. See illustration in Figure 77. The concentric circles diagrammatically show the wheel
tracks of the corresponding towers on the irrigation rig. Thus individual segments of the spray
bars could be manipulated to provide the three application rates of 2.5, 6.4, and 8.9 cm/week of
effluent, being irrigated 2, 5 and 7 days per week, respectively.
Corn was planted and "treated" by three different rates of effluent application, both with and
without supplemental potassium fertilizer. No fertilizer was added to subplots 1 and 3. Prior
to planting, 168 kg/ha of potassium fertilizer was applied to subplots 2 and 4. All plots were
planted May 21, 1974, with Funks 4343 corn, and the weekly irrigation rates were maintained
from June 5 to October 5, 1974. In mid-June herbicides were applied equally to all plots: Aatrex
and crop oil went on at rates of 2.2 kg/ha and 9.4 I/ha, respectively.
At harvest the corn from each plot was measured for moisture content, grain yield, stalk height
and ear height.
Results
A summary of the data appears in Table 78.
192
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WASTEWATER APPLIED:
2.50 cm
6.40 cm
10.2 cm
Figure 77. Corn evaluation test areas
Subplots 1 & 3 without fertilizer
Subplots 2 & 4 with fertilizer
193
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Table 78. 1974 CORN CROP EVALUATION PLOT DATA
Plot
Number
1A
2A
3A
4A
IB
2B
3B
4B
1C
2C
3C
4C
Percent
moisture
27.3
29.2
26.9
23.7
30.4
31.0
25.8
24.4
32.5
27.3
26.7
26.0
Yield,
metric
tons/ha
4.65
2.95
4.65
2.57
3.96
4.65
4.21
6.47
3.96
4.81
6.59
6.61
K20
fertilizer
No
Yes
No
Yes
No
Yes
No
Yes
No
Yes
No
Yes
Weekly
effluent
application, cm
2.5
2.5
2.5
2.5
6.4
6.4
6.4
6.4
10.2
10.2
10.2
10.2
Stalk
height, cm
203
203
203
203
244
244
244
236
244
239
264
248
Ear
height, cm
66
69
64
74
86
89
86
76
89
84
124
91
Table 79. ANALYSIS OF VARIANCE FOR CROP TEST, 1974
Hypothesis
Yield in A, B, C the same
Yield in all fertilized plots the same
Yield in all unfertilized plots the same
Stalk height in A, B, C the same
Stalk height in fertilized plots the same
Stalk height in unfertilized plots the same
Ear height in A, B, C the same
Ear height in fertilized plots the same
Ear height in unfertilized plots the same
Cal culated
F value
2.24
4.66
0.58
51.74
33.73
21.00
6.57
3.50
4.15
95 percent
F value
4.26
9.55
9.55
4.26
9.55
9.55
4.26
9.55
9.55
Moisture content in A, B, C the same
0.25
4.26
194
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Statistical Comparisons —
The paired "t" test was used to compare 17 sets of data, and these results are tabulated in
Table 80.
Analysis of Variance —
The "F" test was used to test hypothesis of equal
hypotheses and F values are listed in Table 79, on
means between
page 194.
Table 80. PAIRED "t" STATISTICS FOR 1974
Hypothesis
Strip I yield = strip II yield
Fertilized plot yield = unfertilized plot yield
Fertilized stalk height = unfertilized stalk height
Fertilized ear height - unfertilized ear height
A yield = B yield
B yield - C yield
A yield - C yield
Strip I moisture content = strip II moisture content
Moisture content fertilized = moisture content
unfertilized
A stalk height = B stalk height
B stalk height - C stalk height
A stalk height = C stalk height
A ear height = B ear height
B ear height = C ear height
A ear height = C ear height
Strip I stalk height = strip II stalk height
Strip I ear height - strip II ear height
Degrees of
freedom
5
5
5
5
3
3
3
5
5
3
3
3
3
3
3
5
5
more than two-
CROP TEST
calculated
2.07
0
1.07
0.83
1.05
1.14
1.81
3.85
1.27
15.0
1.2
8.16
3.52
1.34
2.73
1.87
0.89
groups. The
t at 95 percent
confidence level
2.02
2.02
2.02
2.02
2.. 35
2.35
2.35
2.02
2.02
2.35
2.35
2.35
2.35
2.35
2.35
2.02
2.02
195
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Conclusions
Significant differences were found between three parameters in this experiment. The test strip
containing replicate plots 3 and 4 showed a grain yield which was significantly greater than in the
strip containing replicate plots 1 and 2- Similarly, the moisture content of the grain from 3 and 4
was significantly less than that from 1 and 2. Those plots designated as "C" contained corn
with stalk and ear height significantly higher than those from "A" and "B." No other factors
tested were different at the 95 percent confidence level.
From Table 78 it is evident that the highest yields were in those fields receiving the most ir-
rigation, but the correlation does not hold up statistically. Whereas this piece of work does
indicate that heavy irrigation is not harmful to corn grown in this soil type, it also indicates that
supplemental potassium fertilizer is not terribly helpful. Indeed, at the lowest application rate,
potassium fertilizer was detrimental to crop yield, a phenomenon wh ich may occur because, as a
salt, potassium can interfere with germination if water is not sufficiently abundant to disperse it.
It was recommended that in the future more replicates be included in the experimental design to
increase the probability of statistical validity.
GROWTH BOX LYSIMETER STUDY, 1974
The objective of this experiment was to miniaturize a segment of the irrigated site farmland in a
controlled environment in order to study the rates of nutrient uptake of corn and alfalfa from waste-
water under varying hydraulic and nutrient loadings and to simultaneously monitor nutrient leaching
under these conditions.
It was assumed that soil, water and nutrients were identical. Rate of seed planting was constant.
The light distribution over the boxes was assumed to be the same, and the temperature inside the
greenhouse was controlled.
Materials and Methods
Because it is the most common soil type at WMS, Roscommon sand was selected for this study.
In preparation for soil excavation, the site was closely mowed and then raked to remove grass and
debris before repeated discings. As the soil from the three soil layers was removed, it was seg-
regated into three piles. The topsoil, or horizon A, extended to a depth of 15 cm. The upper
C horizon extended from a depth of 15 cm to 79 cm, and the lower C horizon from 79 cm to 114 cm,
the limit of excavation.
Plywood cubes, 1.2 m on a side, were constructed and lined with polyethylene sheeting. In the
corner of the bottom of each cube, an 8 cm diameter hole was cut to accommodate a plastic funnel
which was sealed with wax and was capped with a perforated plastic disc; through this drainage
hole leachate was collected for analysis.
The contents of the boxes were as follows: on the bottom to a depth of a few centimeters, washed
pea gravel was layered with a sheet of filtering fabric (similar to that used in drain tiles); next the
soils were layered carefully in the same sequence as they were excavated.
A horizon 15 cm
C upper 64 cm
C lower 35 cm
196
-------
Between each layering, the soil was leveled and raked to break up the surface. A total of 38
boxes were so constructed and then arranged in a greenhouse in such a manner that each tilted
slightly toward the funnel-corner.
Figure 78 is a sketch of a lysimeter box.
Experimental Design
In order to establish the treatment regimes to be used for the lysimeter boxes, it was first deter-
mined what the "reasonable" yield goals should be for corn and for alfalfa. Goals of 5.0 to 6.3
metric tons/ha for corn and 6.7 to 9.0 metric tons/ha for alfalfa were decided upon.
Average analyses of treated lagoon effluent were made and extrapolated to determine the total
effluent nutrient loading per year under each of two irrigation regimens, 6.4 and 10.2 cm/wk, for
a total of 30 weeks per year. These data in combination with data from soil analyses provided a
complete nutrient profile which, when compared to .the calculated requirements of nitrogen, phos-
phorus and potassium, gave clear indication as to whether supplemental fertilizer would be
necessary to achieve the anticipated crop yields. See Appendix F, Table 7.
For reasonable yields of corn and alfalfa, the following nutrient needs were calculated:
Corn
Alfalfa
The treatment program was divided into six different nutrient loadings, each in triplicate for two
different crops, thereby using 36 lysimeters. Before beginning the experiment, a randomized block
design was drawn up to determine allocation of treatments to the various boxes. The six treat-
ments were:
A- 6.4 cm of effluent plus rainfall per week
B- 10.4 cm of effluent plus rainfall per week
C- 6.4 cm of effluent plus rainfall with supplemental fertilizer
D- 10.2 cm of effluent plus rainfall with supplemental fertilizer
E- 6.4 cm of effluent plus rainfall per week with limed soil (Lime applied
at 7 metric tons/ha)
F-Irrigation 2.5 cm analyzed well water per week with complete fertilizer
Nitrogen
Phosphorus
Potassium
Nitrogen
Phosphorus
Potassium
kg/ha
174
123
239
28
95
239
197
-------
-------
Rainfall was simulated by the application of fresh water at the rate of 1.3 cm/wk. Treatments
A through E tested the effects of two application rates of effluent with each of three soil vari-
ations; these variations consisted of no-fertilizer-no-lime, plus lime only, and plus fertilizer only.
Treatment F was designed as a control to simulate conventional agriculture by the use of irrig-
ation and complete fertilizer. It should be noted that in the case of alfalfa with an application
rate of 10.2cm effluent, no supplemental fertilizer would be required to meet yield goals. So
three boxes were dropped from the total, leaving 33.
Soon after the applications of lime and fertilizer, the corn boxes were seeded by placement of
three kernels in each of eight positions, as is illustrated in Figure 79. After emergence of the
seedling and some growth, all corn plants but the healthiest were removed from each planting
site, leaving a plant-per-box population equivalent of 53,800 plants/ha.
In the case of alfalfa, the boxes were seeded by hand in hopes of achieving a more even stand.
The seeds were lightly raked into the soil at a depth of 0.6 cm and at a population equivalent of
16.8 kg/ha.
The effluent for irrigation of the lysimeters was aerated wastewater which was chlorinated and
stored for two days to allow settling of solids before use. Irrigation continued between December
11, 1973, and March 11, 1974- Weekly samples of the irrigation water and of the leachate were
analyzed for nutrients. Appendix F, Table 8, contains the data from the effluent analyses (14
parameters); Appendix F, Table 9, shows the amounts of nutrients weekly and for the total period
of the experiment; Appendix F, Table 10 contains those data for the control lysimeters, showing
amounts applied in fresh water only.
Results
The greenhouse did not provide good growing conditions. Because it was winter and light was
inadequate, the corn crop failed to grow above 10 to 15 cm high. This alone introduced a dev-
astating bias into the experiment, which was further complicated by the fact that the alfalfa
experienced normal growth. Comparison of the two crops was therefore impossible.
However, comparisons were made of the loadings and teachings of each lysimeter. Leachate
nutrients were measured and expressed as concentrations based upon the assumption that as much
water drained from the system as was applied. The results extrapolated to kg/ha are in Appendix
F, Table 11. The absence of chromium and lead data in the leachate results is because their
levels were below the detection limits of the instrumentation.
Statistical Comparisons —
Although statistical comparisons were made between all parameters, the conclusions that might
be drawn from them are hazardous because of the extraordinary bias. However, those significant
differences found to be at the 95 percent confidence level are listed in Tables 81 and 82.
199
-------
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Table 81. SIGNIFICANT TREATMENT COMPARISONS FOR 1974 GROWTH BOX STUDIES
Treatment
leached significantly
more (parameter)
than treatment
under crop
B
B
D
D
C
D
E
C
C
D
D
F
Ca, Mg, Na, S04, Cl
K, Zn
Na, S04, Cl
K, Zn
N03
Ca, Mg
NH3, Mg, S04
NOg, Ca
Cl
P04, K, Ca, Mg, Na, Zn, S04, Cl
NH3
N03
A
A
C
C
D
C
A
A
A
F
F
D
corn, alfalfa
corn
corn, alfalfa
corn
corn
alfalfa
alfalfa
corn
alfalfa
corn, alfalfa
alfalfa
corn
Table 82. SIGNIFICANT CROP COMPARISONS FOR 1974 GROWTH BOX STUDIES
Crop
leached significantly
more (parameter)
than
crop
under treatment
Alfalfa
Corn
Corn
Alfalfa
Corn
Alfalfa
Alfalfa
Corn
Alfalfa
Corn
Corn
Alfalfa
K, NH4, P04, Na, Cl
N03, Ca, Mg
N03
Na
N03, Ca, Mg
Na, Cl
P04, Na
N03
K, NH4, P04, Na, Cl
N03
N03, Mg
so.
corn
alfalfa
alfalfa
corn
alfalfa
corn
corn
alfalfa
corn
alfalfa
alfalfa
corn
A
A
B
B
C
C
D
D
E
E
F
F
201
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Conclusions
It should be recalled that the validity of the above comparisons extends only through the first
10 to 15 cm of corn growth.
Nitrate ion does seem to leach more readily under corn than under alfalfa under all treatment
conditions.
The research data suggest many interesting tendencies which could be elaborated upon in an
expanded experimental model which would be similarly monitored and would be undertaken with
the benefit of a full growing season.
1975 PRELIMINARY NITROGEN STUDY
Objectives and Assumptions
It has long been assumed that nitrates applied in solution pass readily through sandy soils and
that nitrates produced by micro-organism activity in sandy soils are readily leached by heavy rain
and/or irrigation. The extent to which such movement occurs is-of critical importance to manage-
ment of wastewater irrigation and nitrogen application. During 1974, the entire WMS corn crop
showed extensive injury from nitrogen starvation. Because the "'living filter" concept depends
upon good crop production, it was decided that nitrogen would be applied in 1975.
Accordingly, arrangements were made to introduce 28 percent liquid nitrogen into the irrigation
lines at the pivots. To avoid leaching of nitrates from the profile, the nutrient was applied in
small amounts (11.2 kg/ha per application) and did not start until tissue tests indicated nitrogen
deficiency. In an effort to discover how fast and how deep nitrogen moves into the soil when
applied through the irrigation rigs, samples of the two soil layers were taken several times during
the season. This study was also to serve as a pilot program to determine the direction of further
research.
It was assumed that the fields in this study were equal with respect to soil, water and nutrient
factors.
Materials and Methods
Sandy soil of the Roscommon and Rubicon types were selected for this study because of their
high permeability and local abundance. Representative plots were chosen in four circles: two in
circle 16 and one each in circles 20, 21, and 54.
In each plot, stakes were driven into the soil 30 m apart. Sets of soil core samples going down
to 20 cm were taken between each pair of stakes. Each set of samples numbered 20, and those
samples taken at depths from 0 to 10 cm were compared to those at depths of 10 to 20 cm. Back-
ground samples were taken before application of nitrogen. All sets were analyzed for nitrite and
nitrate.
On each sampling date, between five and ten plant samples were also taken for semi-quantitative
analysis of tissue nitrogen.
202
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Results
Specific data pertaining to nitrogen application and soil test results for the four fields appear in
Appendix F, Table 12. Representative data for plant tissue determination, fertigation schedule
and soil nitrogen are in Figure 80, Approximations of nitrogen balance are in Table 83.
Table 83. NITROGEN BALANCE, kg/ha
Field
16
20
21
54
Wastewater
!• 1 AT"
applied JN
55
65
78
127
N fertilizer
applied
100
73
92
62
Total Nc
applied
155
138
170
188
N assimilated
in plants0
159
179
170
130
N un-
accounted for
- 4
-41
0
58
QN applied prior to and during crop growing season from Appendix F, Table 12
From Appendix F, Table 13, as 28 percent liquid nitrogen
From harvest data in Appendix G, Table 17, and assuming 1 kgN/28kg of Number 2 corn
Statistical Comparisons —
Table 84 contains averages and standard deviations of the nitrogen levels in the soil samples.
Table 85 shows "r" and "t" values calculated for comparisons between the two soil layers
sampled.
Table 84. 1975 NITROGEN STUDY STATISTICS
Field
16A
16 B
20
21
54
0-10
Average
8.4
7.1
18.5
8.2
16.6
Soil nitrate levels
cm
SD
4.2
4,4
13.2
4.6
9.5
in kg/ha
10-20 cm
Average
3.5
4.2
8.5
3.7
11.2
SD
1.7
3.1
4.8
1.2
7.4
203
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QUALITATIVE TISSUE TEST FOR PLANT N03
10cm LAYER SOIL N03 IN ppm
10 TO 20 cm LAYER SOIL N03 IN ppm
NURSE TANK
APPLICATION
I = IJJTil!= = ilJ: ;|=. I I I I
1 '09 7'14 7'19 7'24 7 29 8'03 8 08 8'13 8'
26
24
20
6'24
6'29
7 04
8'18
Figure 80. Nitrate nitrogen in two soil layers under nitrogen
fertigation in field 21.
-------
Table 85. 1975 NITROGEN STUDY "r" AND
0 to 10 cm vs 10 to 20 cm
VALUES FOR
Paired t test at 95 percent level
Field
16A
16B
20
21
54
r value
0.92
0.96
0.84
0.87
0.82
Critical t
1.9-
2.1
1.9
1.9
1.9
Calculated t
5.3
3.9
3.5
2.8
2.6
Degrees of
freedom
7
4
7
6
6
Conclusions
As is illustrated in Figure 80 and by the data in Appendix F, Table 14, an appreciable portion of
the applied nitrogen was temporarily retained near the soil surface. In all comparisons, the top
10 cm of soil contained significantly more nitrate than did the second 10 cm. This retention was
probably attributable to the amount of organic matter in the soil, however small. Although the re-
sults may not prove that nitrogen did not move out of the profile, they certainly suggest that much
of the amount of applied nitrogen remained near the surface, where a majority of the root uptake
occurs.
It is presumed in the concept of nitrogen balance that the amount of nitrogen in the soil at harvest
is the same as the amount prior to irrigation. Credence is lent to this equation by the results of
the analyses of the soil samples taken in spring and fall, for the corn seems to account for the
majority of the nitrogen applied. Good linear correlation between the two horizons with respect to
nitrate content would —if present — indicate a constancy of nitrogen movement through the soil
profile. These research results were titillating, hinting at larger truths which, with larger-scale
continued research, would be revealed with statistical dependability.
APPLICATION OF SLUDGE IN 1975
Objectives and Assumptions
The primary objective of this research was to observe the effects on crops of the application of
domestic sludge on sandy soil under heavy irrigation. It was speculated that the organic matter
in sludge would make such a contribution to the soil that nutrient-holding capacity would be en-
hanced, thereby making nutrients more available for crop assimilation. This aspect was evaluated.
It was assumed that the rates of water and fertilizer application were equal. Corn variety and
planting rates were constant. Except for the sludge application on the experimental section, all
field conditions were assumed to be equal.
205
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Materials and Methods
Between March 25 and April 23, 1975, 10,000 cubic meters of domestic sludge (7% solids lime
stabilized at pH 9-10) were applied to the northeast half of circle 34 at a rate of 4.6 metric tons
of liquid per hectare. To this half and to the adjacent half circle as a control, Trojan TXS94
corn was planted at a rate of 52,000 plants per hectare. During the growing season the corn crop
was irrigated with 124cm of wastewater and recieved 48 cm of rainfall.
The analysis of the sludge appears below in Table 86. It is readily evident that the sludge was
high in organics but low in plant nutrients. The nutrient contributions of the wastewater plus
supplemental nitrogen are summarized in Table 87.
Table 86. SLUDGE CHARACTERISTICS AND APPLICATION RATE, 1975
Parameter
NH4-N
N02-N
N03-N
TKN
S04
P04-P
TP
Cl
ppm
single sample
290
0.1
0.1
305
ND
14.8
19.0
89.0
kgAa
1.4
0
0
1.4
0
0.1
0.1
0.4
Table 87. NUTRIENT APPLICATION BY
WASTEWATER IN SLUDGE STUDY, 1975
kg/ha
Wastewater
Supplemental
Total
N
P
K
N
N
79
19
114
27
106
206
-------
Results
The corn crop was harvested November 25, 1975, with careful separation between the sludge and
no-sludge plants.
Yield, Moisture content,
Treatment metric tons/ha percent water
Sludge 4.4 21.4
No sludge 3.0 20.5
Conclusions and Recommendations
Yield was dramatically increased by sludge application, and since the increase could not be
attributed to the nutrients of sludge, it must have been that the increase -was due to the environ-
ment created by the sludge, one of enhancement of nutrient assimilation. However, these data
are only suggestive due to the fact that a replicate test was not performed. It was recommended
that further work be done with varying amounts of sludge with parallel monitoring of multiple
soil parameters.
NITROGEN FERTILITY RESEARCH 1975
Objectives and Assumptions
In that the 1974 season had shown nitrogen to be an important limiting factor in many of the fields,
the purpose of this study was to quantify any increase in yield due to the addition of nitrogen.
Other factors to be compared with controls were grain moisture content and general appearance.
It was assumed that the application of wastewater in all plots was even and that the application
of supplemental nitrogen to the experimental crop was the only difference between fields.
Materials and Methods
Trojan TXS 95 com was planted to the sandy Roscommon soil of circles 28 and 29 at a planting
rate to give 52,200 plants/ha. Circle 28 was control, and circle 29 received seven doses of
nitrogen (9 to 10 kg/ha) during periods of peak crop need, providing a total nitrogen supplement
of 75 kg/ha. Periodic tissue analyses of the corn tissue provided a guide for applications. The
nitrogen was injected into the irrigation rig at circle 29.
Results
In Table 88 below is a listing of the major nutrients applied to the control and experimental fields
during the growing season.
207
-------
Table 88. 1975 NITROGEN FERTILITY DATA
Nutrient
Wastewater
Supplemental
Total
N
P
K
N
N
Applied to
field 28,
kg/ha
100
22
137
12
112
Applied to
field 29,
kg/ha
75
18
102
84
159
The two circles were harvested between October 23 and 27, 1975.
The moisture content of the grain was essentially the same, 20.5 percent for the supplement,
22.1 percent for the control. But the yields differed significantly, with 3.9 metric tons/ha for the
control and 4.7 for the supplement. The analyses of phosphorus and potassium in the soil samples
and plant tissue samples indicated that they were not limiting factors in this experiment.
Conclusions and Recommendations
Supplemental nitrogen significantly increased corn yield in this experiment. It was recommended
that these experiments be continued to discover the optimum rate of nitrogen application for maxi-
mum crop assimilation and minimum leaching.
INSECTICIDE LEVELS IN HARVESTED GRAIN
Samples of grain were sent to the Wisconsin Alumni Research Foundation, Madison, Wisconsin,
for detection of insecticide residues in corn tissue, and the results indicated either insignificant
traces or none at all. These data appear in Appendix F, Table 15.
SOILS TESTING PROGRAM, 1972 THROUGH 1975
Objectives and Assumptions
The main objective of these tests was to monitor the concentrations and movements of those
chemicals regarded as important to crop growth, grain yield, grain quality and wastewater
renovation.
It was assumed that all samples taken within each soil type were representative of that series.
The number of replications comprising each sample was believed to portray an unbiased composite
of the particular field from which the sample was taken.
208
-------
Materials and Methods
The methods used in soil testing at the WMS farm laboratory are summarized below.
Procedures from the Ohio State University Testing Laboratory
a. Soil pH - water extraction
b. Buffer pH - buffer addition
c. Organic matter - combustion at 500°C
Procedures from Monograph No. 9 of the American Society of Agronomy
a. Available phosphorus - Bray's test for monophosphate
b. Nitrate nitrogen - calcium sulfate extraction
c. Ammonium nitrogen - potassium chloride extraction
d. Potassium, sodium, calcium, magnesium - ammonium
acetate extraction
e. Cation exchange capacity - sodium saturation
f. Zinc - diethylenetriaminepentaacetic acid extraction
The soil types at the WMS site were determined by field observation and by reference to previous
work.^4 The actual points from which samples were taken depended upon both soil type and
circle location, but all soil types were sampled for the baseline study in 1972-1973. At each
sampling point, a pipe three meters long was driven one meter into the soil and painted so as to
be outstanding even in mature corn.
Each of the predominant soil types was sampled at least ten-times and each of the minor soil types
at least three times. A bucket auger was used to drill to a_1.5 m depth, and sets of 20 core com-
posites were obtained for each of six depths: 0 to 15 cm, 15 to 31 cm, 31 to 61 cm, 61 to 91 cm,
91 to 122 cm, and 122 to 152 cm. For each major soil type, six replicate fields were chosen as a
good representation. The samples were air dried and run through an 18 mesh sieve to break up
cemented clods of soil. Large undecomposed organic materials such as roots, grass and wood
were removed and discarded, but all stones and fine gravel were returned to the soil sample and
thoroughly mixed. The samples were then stored in one liter glass mason jars for subsequent
analysis.
Sampling was done in the fall of 1972, 1973, 1974 and in the spring of 1975.
A generalized sketch of these major soil types appears in the section on Design Criteria.
209
-------
Results
Detailed results from these determinations appear in Appendix F, Table 14.
The statistical comparisons listed below in Tables 89 and 90 represent composites of the six
replicate fields in each soil series. For the ten parameters, the "t" values are in Table 89 and
the "F" values for analysis of variance are in Table 84.
Table 89 indicates a significant difference between the four soil series for the different para-
meters. Additional statistical analysis should be done to show significantly low or high para-
meters with the soil types.
Table 89. SOIL PARAMETER COMPARISONS BETWEEN SEASONS
BY HORIZON AND SOIL TYPE - PAIRED "t" TEST
Parameter
PH
Percent OM
Na
N03
NH.
4
K
Ca
Mg
P
CEC
Fall
1972
0-31
cm0
0
0
-R
N
N
0
0
-R
0
N
Fall
1973 Fall 1973
0-31
cm
+ RS
0
+ RSA
-A
+ R
+ RS
+ R
+ R
0
0
31-61
cm
0
+ R
+ RSA
0
-A
-G
D
-G
0
-G
Fall 1974&
61-91
cm
0
+ RA
+ RSA
0
-A
-G
-G
0
0
-RS
Fall 1974
0-31
cm
0
0
-RSA
0
0
+ G
0
+ A
0
0
Spring
31-61
cm
0
0
0
0
+ SA
+ G
+ G
+ AG
0
+ G
1975
61-91
cm
0
0
-RA
0
+ SA
0
+ G
0
-G
+ G
+ - significant increase
— = significant decrease
R = Rubicon
S = Roscommon
A - Au Gres
G - Granby
0 = no significant changes in any soil type
N = not tested
"Rubicon compared only
bIrrigation began during the summer, 1974, as rigs became available
210
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Table 90. ANALYSIS OF VARIANCE TEST FOR
SIGNIFICANT DIFFERENCES BETWEEN SOIL SERIES
Parameter
PH
Percent OM
Na
N03
NH4
K
Ca
Mg
P
CECb
a73=Fall 1973; ri
0-31 cm
73a
-
-
-
-
73
75
73,74,75
73,74,75
73
'4 = Fall 1974;
31-61 cm
73,74
-
-
75
75
-
75
-
73,74,75
-
75=Springl975
61-91 cm
73,74,75
-
-
-
74
73
-
73,74,75
73,74,75
-
Cation exchange capacity
Conclusions and Recommendations
From the fall of 1972 to the fall of 1973, little irrigation had been done, so it is not surprising
to find few significant changes in soil parameters. As to the decrease in sodium and magnesium
in the Rubicon series, it is probable that the heavy rains experienced immediately after clearing
operations made a contribution to this leaching.
From the fall of 1973 to the fall of 1974, the majority of the irrigation rigs had become operative,
resulting in dramatic changes in the soil profiles. Rubicon topsoil increased in pH, sodium,
ammonium-nitrogen, potassium, calcium, and magnesium during this period. Similarly, Roscommon
showed increases in pH, sodium, and potassium in the topsoil. Au Gres also increased in sodium
in topsoil. These various increases may be attributed to wastewater irrigation, as the data in-
dicates the soils most affected were those receiving the most irrigation. As to the decrease in
nitrate-nitrogen in the upper meter of Au Gres, it is likely that the combination of heavy irrigation
and poor corn growth may have resulted in the leaching of nitrates to a horizon deeper than one
meter. Ammonium-nitrogen decreased in the lower two levels of the Au Gres from 1973 to 1974.
While the Rubicon and Roscommon soils showed a loss of cation exchange capacity only in the
lowest measured layer, the Granby series exhibited lower levels of potassium, calcium, magnesium,
and cation exchange capacity in one or both of the lower levels. Many of these phenomena require
further study to understand the complex behavior patterns of the soils under varying nutrient
loadings.
From the fall of 1974 to the spring of 1975 there occurred changes in soil parameters within a given
soil series which were opposite to the trends of the previous year. See Appendix F, Table 14.
Sodium, ammonium-nitrogen, calcium, magnesium, and cation exchange capacity all showed rever-
sals of the 1973/1974 trends. It was speculated that "wintering effect" played a role in these
changes, but more data over a period of more years are needed before dependable patterns may be
experienced. It was recommended that this program be ongoing and expanded in order that such
findings may more directly influence farm management and, ultimately, wastewater renovation at
WMS.
211
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SECTION 11
MANAGEMENT OF FARMING OPERATIONS
HISTORY
Because the first major task of the first farm manager was the development of detailed plans for
all agricultural activities, the following programs were prescribed:
1. The study of cover crops with respect to their nutrient needs, water requirements and
adaptability to soil conditions at the time
2. The study of various crops for maximum utilization of effluent nutrients under heavy irrigation
3. In border areas outside the irrigated fields, the study of how test crops influence soil stab-
ility and overall land productivity
4. The delineation annually of a master farm plan which outlined cropping intentions, all test
plot research, and overview of farm needs; also included detailed records of all test plot
data and farm expenditures
5. Exchange of information with the project laboratory for effective use of crop, soil and water
data
6. The performance of day-to-day farming operations
After assuming his post of May 3, 1972, the first farm manager familiarized himself with the
dealers in farm equipment and researched local marketing facilities. The pieces of equipment
purchased in May of 1972 were used in the fanning operations associated with the agricultural
productivity studies, and equipment operators were hired as needed throughout the remainder of
that year.
Crop selections included com as the main crop under wastewater irrigation and wheat or perhaps
alfalfa in the border areas. Evergreens and hardwoods were to be grown in border and irrigation
areas.
In the fall of 1972 and spring of 1973, specifications were written for farm equipment to be
required for the expanding farm operation.
212
-------
Farm Advisory Board
In accordance with a directive by the EPA, a farm advisory board was formed which consisted of
faculty from Michigan State University with expertise in many areas of agronomy. The board was
chaired by Dr. Ray Cook, Department of Soil and Crop Sciences, Michigan State University.
Members of the farm advisory board visited the site several times in 1973 and made several recom-
mendations which ranged in scope from overall agricultural guidelines to specific herbicide-
nutrient-soil precepts. This liaison was maintained with the WMS and farm management throughout
the year.
Into 1974, Dr. Cook became the principal advisor to farming operations and was the member of the
board who most frequently visited the site. His observations and recommendations were coordin-
ated with project farming practices.
When Muskegon County assumed management of the project in December, 1974, the Farm Advisory
Board was invited to WMS for a conference the purpose of which was to establish realistic crop
yield expectations for the 1975 budget. That meeting was held. In 1975, the members did not
reconvene because of the increasing experience of farm management and the relative absence of
management problem areas. However, Dr. Cook has returned periodically and provided insights
and advice on various aspects of the crop-soil picture.
THE FIRST MASTER FARM PLAN
Four goals were established.
1. Remove a maximum amount of nutrients from the irrigation wastewater by taking advantage of
crop-soil interaction.
2. Follow soil husbandry practices to achieve maximum improvement of the soil annually.
3. Take advantage of research findings to enhance efficiency and productivity in farming
operations.
4. Market the farm products for a profit.
It was the intention of the master farm plan to anticipate as fully as possible all aspects of crop
management from initial crop selection to the final marketing. These categories of the plan are
listed below and are briefly described, more or less chronologically, in the following pages. The
categories are:
213
-------
Master Farni Plan
Crop selection
Tillage operations
Lime and fertilizer
Insect control
Weed control
Planting
Harvest
Crop handling
Marketing
Other farm jobs
Agriculture - irrigation scheduling
Operations timetable and equipment needs
Crop Selection (Master Farm Plan)
Of the many factors influencing the selection of the primary crop for the wastewater management
system, the most important were that the crop be compatible both with the goals of the system and
with the soil-water-weather conditions at the site. Corn seemed to fit the picture well, and its
advantages outweighed its disadvantages.
Advantages:
1. A tall foliar crop with good leaf area index, corn transpires much water.
2. Corn removes nutrients from the soil complex, particularly many of those in the WMS waste-
water.
3. It requires relatively low machinery cost per unit area.
4. It is relatively easily established on recently cleared ground, moreso than would be small
grains or a forage crop.
5. Corn has relatively low labor requirements.
6. It is adaptable to the cool, short growing season of Muskegon.
7. The grain is readily marketable for livestock,
8. Corn has good resistance to both soil and airborne insects.
9. It tolerates low pH soils.
10. It withstands early planting on loose sandy soils and becomes better established on such
soils than many other crops.
11. In the event of delayed harvest, the nutrient composition of the seed does not change.
12. The unharvested crop residue adds large amounts of organic matter to the soil, thereby
contributing to humus.
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13. The expense of corn storage compares favorably to other crops.
14. An efficient user of available nitrogen, com decreases the amount of nitrate leached during
the growing season.
Disadvantages:
1. More hardy crops such as timothy and rye may grow better in fields of very coarse sand.
2. Corn has low toleration to soil saturated with moisture for extended periods of time.
3. The amounts of nutrients and water required by com vary greatly with the age of the plant.
4 The height of the crop could create problems with irrigation equipment and its maintenance.
5. More soil erooion can occur with com than with crops such as small grains or grass cover.
6. Corn requires yearly soil preparation, unlike many cover crops.
Tillage Operations (Master Farm Plan)
The purpose of heavy tillage is to pulverize roots and soil debris and to level the field surface.
It was proposed that once an area had been cleared, the first tilling operation would employ heavy-
duty agricultural discs of offset design with large diameter blades (either 61 or 66 cm) weighing
in the range of 750 kg/m width. A disc of this size would require a tractor in the range of
112 to 168 power take-off kilowatts (150 to 225 hp). It was expected that much of the cleared
land would be disced three or four times, and the last discing would incorporate lime and fertilizer,
if needed.
Lime and Fertilizer (Master Farm Plan)
The early agricultural productivity studies would include determinations of pH and buffer pH on
the soils of the site, and these data would be used for the assessment of lime needs.
The use of supplemental nitrogen would depend upon the levels in wastewater and the crop needs.
Insect Control (Master Farm Plan)
In initial operations, it was planned that Diazinon 14G would be applied for the control of wire-
worms, cutworns, rootworms, and other soil insects that attach to the emerging plant and to the
kernel. It was to be applied during planting in 15 to 20 cm wide bands in the rows at the rate of
14 kg/ha. Isotox Seed Treater F or a similar product was to be used with the seed at an applic-
ation rate of 5 g/kg seed. If a second insecticide was needed during the growing season for
control of the com borer, either Diazinon 14 G at 8 kg/ha or EPN 2 percent at 12 kg/ha would be
aerially applied. Control of other possible insect problems, such as billbugs and grasshoppers,
was not spelled out.
Weed Control (Master Farm Plan)
Before planting, in areas where annual broadleaf weeds and grasses proliferated, Paraquat would
be applied at a rate of 2.9 1/ha along with a spray mixture of Ortho-X-77 Spreader at 5 g/kg.
After planting, it was suggested that the same areas receive Lasso at 3.5 1/ha and Aatrex at
0.6 kg/ha, or Aatrex alone at 2.2 kg/ha. Another post-planting alternative was to use the com-
215
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bination of Paraquat and Aatrex; 2.3 1 Paraquat, 2.8 kg Aatrex and 0.6 kg X-77 Spreader would
be combined with about 190 1 water per hectare. Each chemical or chemical cocktail would be
broadcast in a separate operation.
Corn Planting (Master Farm Plan)
The varieties of corn selected would be population tolerant, would have good standability and
would be resistant to some of the common blights. The varieties would have a maturity range of
80 to 100 days.
The staggered planting schedule called for planting early and mid-season hybrids both early and
late and the later hybrids to be planted early. It was thought that such timing would improve field
dry-down, add time to the early combining season and allow for irrigation on those areas harvested
first. If necessary, higher planting rates would be used to increase yields and offset poor germin-
ation which might be caused by too-early planting or inadequate seed bed preparation.
Row spacing was to be 76 cm. Besides being more efficient for light use, such narrow row spac-
ing would shade the soil surface to inhibit weed growth.
Eight-row planters, 6.1m wide, with both cyclo-air-injection and no-till equipment, were specified.
Harvest (Master Farm Plan)
Harvesting would be with combines equipped with eight-row corn heads, with an estimated need
of one combine per 610 hectares. Custom combining, if available locally, might be arranged if the
equipment were adequate and approved by the farm manager.
Crop Handling (Master Farm Plan)
A survey of the grain dealers in the Muskegon area revealed that to meet the drying and storage
requirements of the WMS farm, such a facility would have to be built on the site. Among the ad-
vantages would be cheaper drying costs, generally better service, minimal field time, increased
effluent spray time, and more flexible marketability of the grain.
Figure 81 shows the recommended grain center schematic as it was later constructed.
The plan called for a dryer with a capacity of 15 to 25 metric tons of wet corn per hour. To
achieve this large drying capacity without the expense of large commercial dryers, it was pro-
posed that the hot corn be removed from the dryer and placed in bins through which cooling air
would be circulated at a rate of 0.4 to 0.6 m3/min/m3 corn. From the aeration bins the cooled
and dried corn would be transferred to overhead bulk bins for truck loadout.
Marketing (Master Farm Plan)
The crop was to be marketed through elevators in the Newaygo aid Holland areas and potentially
to other communities, depending upon market conditions. It was recognized that each year the
market would fluctuate and would require decisions customized to current conditions.
Agriculture-Irrigation Scheduling (Master Farm Plan)
The best estimates for the agriculture-irrigation program are summarized in Table 91. It was
216
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GRAIN ENTERING CENTER
FROM FIELD
GRAIN LEAVING
CENTER TO
ELEVATOR
LEGEND
A- GRAIN ELEVATOR
B, C, & D- STORAGE BINS,
810 CUBIC METERS EACH
E- STORAGE BIN OVER DRYER,
106 CUBIC METERS
F- GRAIN DRYER
G- PIT
H, I- LOADOUTBINS
• GRAVITY DROP
• AUGER DROP
Figure 81. Grain center schematic
211;
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believed that with this timetable - allowing for the heavy irrigation rates during the summer—a
total of 165 cm of wastewater could be applied on farmland for the year. The schedule allowed for
field operations in the spring and fall, during which some part-time irrigation might be done. And
it allowed about two days per week as non-operating time which might be required because of rain-
fall or maintenance problems.
Table 91. AGRICULTURE-IRRIGATION OPERATIONS
(Master Farm Plan)
Irrigation dates, 1973
April 1 to April 15
April 15 to May 19
May 19 to Sept. 21
Sept. 21 to Oct. 17
Oct. 17 to Nov. 15
Operations Timetable and Equipment Needs
Percent
o'f time
100
50
100
30
100
(Master Farm
Agriculture
operation time
None
Tilling, lime, fert-
ilizer, planting,
herbicide
None
Drydown for harvest
None
Plan)
The best estimates of time requirements for the various farm operations are in Table 92.
Table 92. TIMING OF AGRICULTURAL OPERATIONS"
(Master Farm Plan)
Operation
Heavy discing
Heavy discing
Lime and fertilizer
application
Chisel plowing
Discing
Planting
Harvesting
Harvesting
Spraying (custom
applied)
8
14.
10
7
7.
13.
5.
17
14
Time period
days in April
5 days in May
days in April
days in April
5 days in May
2 days in May
3 days in September
days in October
days in May
ha/ day
71
71
105
81
16
77
45
45
72
a .111 -i i •!• e • i, •
-------
Of the 1,000 hectares expected to be cropped in 1973, about 450 ha were to be newly cleared land,
and it was predicted that this 450ha would require three discings — two before application of lime
and fertilizer, one after. The other 565 ha were to be chisel-plowed_once and disced. Based upon
the assumption that the above treatment would be adequate for the 1,000 hectares, the performance
expectations for the growing season were estimated and are tabulated in Table 93.
Table 93. EQUIPMENT PERFORMANCE EXPECTATIONS
(Master Farm Plan)
Implement
Number width,
Field operation of units meters
Assumed Field Hectares
efficiency, speed, to Operation
percent km/hr cover days
Chisel plowing (2)
Heavy discing (2)
(1)
7.30
6. 10
3.70
85 8.00 565
85 7.20 1800
23
Light discing
Planting
Combining
(1)
(3)
(2)
4.00
6.10
6.10
85
70
70
6.40
7.20
6.40
120
1000
1000
8
13
22
The number of days available for field work — or operation days —is influential in determining
specific equipment requirements. It was felt that in the case of 22 days for harvest, for instance,
the number might be reduced by leasing or custom-hiring one additional combine. Similar adjust-
ments might be necessary for other operations. The complete listing of major farm equipment as
envisioned in the master farm plan is in Table 94.
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Table 94. AGRICULTURE EQUIPMENT FOR CROP YEAR 1973
(Master Farm Plan)
Description
Number to be needed
Tractor, 168 kilowatt (225 hp)°
Tractor, 119 kilowatt (160 hp)
Tractor, 93 kilowatt (125 hp)
Tractor, 60 kilowatt (80 hp)
Tractor, Industrial Loader, 20 kilowatt (27 hp)
Lime and fertilizer spreader
Chisel plows, two 7.3 m, one 4.3 m
Offset discs, three 6.4 m, one 3.7 m
Corn planter, 8-row (76 cm)
Regular disc, one 4.0 m
Combine, 8-row
Grain wagon
Pickups
Trucks
Grain handling center
Grain drill (for seed border and grass area)
2
2
3
1
1
2
3
4
3
1
1 (or 2)
8
3
2
1 complete
2
All power ratings for tractors are based upon drawbar performance.
Other Farm Jobs (Master Farm Plan)
Farm personnel and equipment were to be used for site beautification, including weed control
around the perimeters of the lagoons and other designated areas of the site. The approach to
weed control would be mechanical where feasible and chemical in areas inaccessible to cutting
devices.
At times of slowdown in farming operations, periods would be devoted to alleviation of insect
problems and to enhancement of overall aesthetics.
Additional site clearing and light dozer work would be done by blades mounted on agricultural
tractors.
A full maintenance program would be instituted which would focus upon problem identification and
maintenance of equipment and agricultural land. A shop with a full-time employee in this area
was specified.
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1973 FARM ACTIVITIES
The still disrupted condition of the WMS farmland in 1973 in large measure prevented implement-
ation of the master farm plan. Because clearing operations were behind schedule, only 610 ha
were put under crop production, and, of these, only 53 ha were irrigated. The resulting corn har-
vest, which was mostly from the irrigated fields, amounted to 736 metric tons, or an average yield
of 1.2 metric tons/ha. The corn was sold to a grain elevator in Newaygo, Michigan.
The first opportunity to farm most of the WMS farmland came in 1974.
1974 FARM ACTIVITIES
Overview
The total acreage put into crop production in 1974 amounted to 1200 ha of newly cleared land plus
690 ha of land previously cropped. Of the new acreage, a third was not cleared until after the
normal planting period, so these fields were quickly planted with a minimum of field preparation.
The condition of the fields after clearing was terrible. Debris ranging from concrete chunks and
bedsprings to limbs, stumps and roots plagued operations from tilling to harvest and caused break-
down or lowered efficiency in virtually all pieces of equipment. Multiple discings, when time per-
mitted, eventually achieved a fairly even planting surface and an adequate seedbed.
Equipment efficiencies were reduced about 50 percent in most cases. Though ground speeds of
5 km/hr were seldom exceeded, many breakdowns occurred, particularly in the case of the more
delicate pieces such as planters and combines. Efficiency further suffered because circular fields
are more time-consuming than rectangular fields due to irregular lengths of rows, overlapping of
operations and increased turning times.
The difficulties did not end with field trash. Because of unfavorable weather and field conditions,
many of the fields were planted very late, resulting in a failure of the corn to reach maturity before
the first killing frost in the fall. This killing frost in 1974 was one of the earliest on record in the
Midwest. Corn yields were severely depressed, and that com which was harvested had a high
moisture content. Even before the frost, the climatic conditions were less than ideal; the corn
crop received 300 to 400 growing degree days (GDD) less than normal. On that third of the planted
acreage where irrigation was not possible, a dry early summer critically hampered corn growth. In
the areas under irrigation, problems with plugging of the nozzles in the irrigation spray bars
created localized dry areas of poor growth. And with the mode of application of fertilizer being
via the irrigation water, a third of the acreage received no irrigation —and therefore no fertilizer —
until the crop was nearly mature and severely deficient in nutrients.
In 1974 the wastewater in the storage lagoons was very high because of heavy rains in the early
spring and because of delays in the assembly of the irrigation rigs. Consequently, those fields
with functional rigs received extraordinary volumes of irrigation water, frequently without regard
to crop needs. The resultant saturation in low areas and in locations of heavier soils caused
severe crop damage. Only the very sandy areas tolerated the heavy applications.
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Wheat 1974
Wheat was planted as a cover crop on llOha of marginal land outside of the irrigation circles.
These areas were disced in August and September to prepare an adequate seedbed, and fertilizer
was applied to a portion of the acreage. See Appendix G, Figure 1.
After the fly-free date, September 15, and before the corn harvest at the end of the month, the
wheat was planted in rows 18 cm apart with a small grain drill pulled by a utility tractor.
The wheat seed was treated Ionia seed and was planted at a rate of 94 kg/ha.
At maturity, the crop was considered to be satisfactory.
However, it was recommended that in the future more fertilizer be applied both as a starter in the
fall and as additional nitrogen in the spring. Greater population density was suggested in order to
discourage weed competition. More land should lie cleared for wheat in 1975 and methods of
effective weed control investigated.
Corn 1974
Tillage and Planting-
Spring tillage began with snow on the ground in early March, and before planting in the first two
weeks in June, many fields were disced as many as five times. Tillage was done by six
four-wheel-drive tractors pulling two large chisel plows and four heavy duty offset discs from 6 to8
meters wide. Some finish discing was done with two lighter discs and utility tractors.
Time of planting ranged from April 23 to June 15, 1974, proceeding as land clearing and weather
permitted.
Planting was done on about 1900 ha by eight cyclo-eight-row, 76 cm corn planters pulled by utility
tractors. One of the planters was equipped with a fertilizer attachment. Seed placement was ex-
cellent considering the adverse field conditions. Granular insecticide was applied.
The seed corn included varieties from Trojan, Funks, Pioneer, Cowbell, A ceo, Jacques, Northrup
King, and Teweles. Specific variety information, dates of planting and field locations may be
found in Appendix G, Table 2- The quality of the seed corn was generally good and the germi-
nation acceptable.
Herbicide Program 1974 —
Pre-emergent herbicide was aerially applied between April 3 and June 3 while field preparations
were in progress. Post-emergent herbicide was ground applied between May 30 and July 3, 1974,
with two utility tractors and two tanks, one trailer-type of 380 liter capacity and one saddle-
mounted of 760 liter capacity. Ground application was done only on areas where aerial coverage
was inadequate. See Appendix G Table 3-
Lasso and Aatrex were aerially applied. Aatrex plus a crop oil surfactant was ground applied as
a post-emergent herbicide. In addition, some Sutan was ground applied.
Weed control was considered generally good in light of the volume of irrigation water and the weed
seed accumulation on idle ground. A few dense patches of nutsedge and quackgrass persisted. It
was noted that ground applied herbicide was particularly effective in post-emergent problem areas
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when, after its application, irrigation was discontinued for a few days. Herbicide aerially applied
prior to corn emergence failed to control weeds in several areas, especially after heavy irrigation.
Fertilizer Application 1974 —
Applications of commercial granular fertilizer were made between April and August, 1974, with the
greatest amounts applied in July during peak corn need. Two fertilizer and lime spreaders were
pulled by utility tractors to cover most fields, and, in some cases, the fertilizer was metered into
the irrigation water at the pump. The latter procedure was resorted to during the growing season
after starter applications proved inadequate. Because granular fertilizer is not easily solubilized
and not easily metered uniformly, a grossly uneven application of fertilizer resulted.
The amounts of N-P-K applied to each field in kg/ha may be found in Appendix G, Tables 4-9.
It is known that almost all of the sandy soils contained negligible amounts of nutrients. Waste-
water irrigation was not applied to most acreage until the crop was nearly mature, so the corn crop
that was harvested — and it was small —may easily be attributed to fertilizer. See Appendix G,
Table 8 for irrigation by circles. Corn was harvested only from areas of adequate irrigation and
fertilizer.
Corn Harvest 1974_
Harvest began October 1 and extended through December 4 because unsatisfactory weather and
high grain moisture impaired field efficiency. Equipment for the harvest included two WWS self-
propelled combines with eight-row corn headers and two other combines by a custom operator, one
identical to the WMS model and one smaller self-propelled model with a four-row head. For grain
transport to the grain center, two trucks of 2.3 metric ton capacity, four utility tractors and eight
grain wagons were used. See Figures 82 and 83 below.
Figure 82. Eight-row combine harvesting corn in the field
223
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Figure 83. On the right, corn from the field being unloaded
at the grain center, and on the left, dried corn being
loaded for shipment
Wet corn yield varied from 0 to 5.3 metric tons per hectare or 0 to 3.5 metric tons per hectare dry
corn. Moisture content ranged from 22 percent to 50+ percent and averaged 31 percent. Total wet
corn harvest for the year of 1974 was 5330 metric tons, or an average yield of 2.8 metric tons per
hectare. Converted to No. 2 marketable corn (15.5 percent moisture content and 721 kg/m^ test
weight), this yield reduces to 3380 metric tons or 1.8 metric tons per hectare.
The problems associated with the 1974 harvest were many. For details of buried electrical cable
faults, delays in rig construction and irrigation rig mechanical breakdowns, see the section on
operations and maintenance. Low ear placement on the stalks, trashy field conditions and ex-
tremely wet grain slowed down the combines. Drying time was so long that loads of grain bottle-
necked at the grain center, sometimes being delayed to spoilage. And those loads that did dry
shrunk and cracked, further diminishing grain quality.
The crop was sold to the Newaygo Elevator, Newaygo, Michigan.
For details of planting dates per field, see Appendix G, Table 2, and for data on corn yield and
moisture content, See Appendix G, Table 9.
Recommendations —
After the experiences of 1974, the following procedures were recommended:
— Plant corn so that fields in the same general vicinity mature at the same time, thereby saving
combine travel and increasing handling efficiency.
224
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-Field preparation should be improved with multiple discings and, if necessary, by hand-removing
gross debris.
— Corn planting equipment should be mechanically as simple as possible because of incidence of
breakdown.
— Planting should be begun as early in May as weather permits to guard against early frost kill.
— Weed control should be improved by better coordination of aerial applications of herbicide with
irrigation; when possible rigs should be shut down for two days after herbicide application.
— Soluble fertilizer should be added to irrigation water for uniform application.
— Operation of combines much after dark should be discontinued because of lowered efficiency.
Grain Center 1974-
As recommended in the master farm plan, the grain center was constructed in time to receive and
dry most of the 1974 corn crop. The dryer was operated 24 hours per day. Although storage facil-
ities were available at the center, all of the grain was shipped after drying.
Fall Tillage 1974-
Fall discing continued through foul weather from harvest until the ground froze. Because these
tillage operations were not completed, there was a great abundance of volunteer corn in 1975.
1975 FARM ACTIVITIES
Overview
One of the most significant reasons for the success of the 1975 corn crop was the favorable
weather for the duration of the growing season: a fairly dry spring, warm summer and dry fall. The
first-frost-date was average, and the number of growing-degree-days was slightly above average.
Another important factor was that lagoon water levels were lower in 1975 than in 1974, so there
was more discreet use of irrigation water with focus upon plant requirements. The only spots of
flooding were in low areas of low permeability or plots serviced by defective rigs —such as those
with persistent nozzle plugging —or areas where dramatic differences in soil type exist. In
general, crop water distribution was uniform and consistent with crop needs.
Field conditions had improved markedly from 1974 with the exception of the remaining stumps and
large wood fragments which again damaged equipment and hampered operations. But general
leveling and rotting of smaller debris made for more satisfactory farming conditions, and field
equipment speeds rose from five or less to six or eight km/hr.
In some circles, especially circle 40, much of the soil is devoid of organic matter. These sandy,
droughty areas are in large part unproductive; the illustration in Figure 84 shows circle 40 in
July, 1975, when the corn was at the tasseling stage. It is on such areas that sludge removed
from the aeration should be spread.
225
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Figure 84. Spotty growth on circle 40 which has a soil
mixture of sand and muck
Wheat 1975
Harvest —
Wheat harvest was completed in the last week in July and first week of August, 1975. The crop
was harvested with a self-propelled combine equipped with a four-meter grain head and cutter bar.
The grain was transported to a local elevator by two grain trucks, each of 2,3 metric ton capacity.
The wheat yield was small and of poor quality. Because there was insufficient fertilizer and little
rain, the wheat was dominated in many areas by weeds. Every e_ffort was made to harvest all the
crop irrespective of the poor condition of the stand. The grain marketed contained little fine
material and had sufficiently low moisture that dockage was avoided in most cases.
A total of 68.6 metric tons was harvested from 110 ha, for a yield of 0.63 metric tons per hectare.
The average moisture content was 14.1 percent and ranged from 12.7 to 16.9 percent. The average
test weight was 715 kg/nP and ranged from 682 to 734 kg/m^. The average fine material content
was 2.0 percent and ranged from 1.0 to 5.0 percent.
The wheat crop was sold to the Kent City Farm Bureau, Kent City, Michigan.
It was recommended that for 1976 seeding rate be increased by a third and that both a starter and
a spring fertilizer program be implemented.
Tillage and Wheat Planting 1975-
In preparation for wheat planting, discing with utility tractors was done on 178ha and, of these,
20ha were plowed before discing with a six-bottom plow and utility tractor. A generally good
seed bed was prepared. See Appendix G, Figure 2 and Table 10.
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To all wheat acreage, about 139 kg//ha of 5-10-30 fertilizer was applied and disced in prior to
planting. In one field where the evidence indicated the soils could hold the nutrients, 270 kg/ha
were applied.
Treated certified Ionia seed was planted with two grain drills (17 and 18 hole) pulled by utility
tractors at a rate of 126 kg/ha between the 15th and 29th of September, 1975.
Corn 1975
Tillage and Planting —
Tillage operations extended from early April to the end of May, with 90 percent of the fields com-
pleted by mid-May, 1975. Discing was done from once to three times with four four-wheel-drive
tractors pulling matching heavy-duty offset discs, six to eight meters wide. Field conditions were
vastly improved, and the finished smooth seedbed contributed greatly to the improved efficiency of
all field operations. Time and manpower requirements were reduced from 1974. Downtime of
tillage and planting equipment was also significantly reduced by the newly created maintenance
department. The few breakdowns of tillage equipment were attributed to wood chunks and to
attrition.
Time of planting was from May 1 to May 30, 1975, with 96 percent finished the first three weeks.
A total of 1820 hectares were planted with up to five cyclo eight-row, 76-cm planters pulled by
utility tractors. The seed corn was purchased from Trojan, Pioneer, Jacques, Funks, and other
Michigan dealers and was, in general, of poor quality because early frost the preceding year hin-
dered germination. Some varieties were so small as to create mechanical problems with the
planters.
Planting was early for good expected crop maturity and seed placement was uniform.
Specific information can be found in Appendix G, Table 11.
Herbicide Program 1975—
Lasso and Aatrex, pre-emergent herbicides, were aerially applied from April 26 to May 24, 1975, as
field preparation was in progress, and Aatrex with crop oil surfactant was ground applied bptween
June 2 and July 8, 1975- Sutan was herbigated in one field. See Appendix G, Table 12.
For ground application, two pairs of saddle-mounted 760 liter spray tanks on utility tractors were
used.
Except for a few -areas' of quackgrass and broadleaf weeds, weed control was generally good. As
in 1974, the post-emergent application was most effective when followed by two days of shutdown
of irrigation. Because the post-emergent herbicide must be ground applied.with low spray bars and
cannot be continued after corn achieves knee-height, the time allowed to cover the entire acreage
was restrictive.
The aerially applied pre-emergent herbicide was followed by heavy irrigation and, as in 1974, was
less than adequate.
Herbigation did not produce any noticeable effect on the weed population.
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Fertilizer Application 1975 —
Liquid fertilizer was injected into irrigation wastewater from July 3 to August 18, 1975, with most
being applied during peak need in July. A tractor-mounted PTO drive pump was used to meter
liquid fertilizer through a PVC header at one of the irrigation pumping stations. Four tanks of
1890 liter capacity each were towed to the pivots of the irrigation rigs for additional application.
Figure 85. Nurse tank at the pivot of an irrigation rig
for fertilizer injection
The only commercial fertilizer applied to 54 fields of corn was 28 percent urea-ammonium nitrate*
in rates ranging from 0 to 100 kg/ha depending on the volume of wastewater that could be irrigated
and on plant needs. Rates per field in kg/ha are listed in Appendix G, Table 13. This approach
worked well. The liquid was easily mixed with the wastewater and provided a gradual but very
uniform application. The response of the corn crop was remarkable when the amount of injected
nitrogen balanced the rest of the nutrients in the irrigation water,. Only those fields with a muck
layer received little wastewater and therefore little nitrogen. Amounts of N, P, K applied in
wastewater per circle are in Appendix G, Tables 14, 15, and 16.
Cultivation 1975-
For control of volunteer corn and weeds two eight-row-rear-mounted cultivators with two utility
tractors were tried on five fields between June 10 and July 3i 1975.
Although most of the unwanted plants were killed, cultivation did not provide the desired control
unless weeds were very small. There was a tendency, also, for the cultivator to catch pieces of
trash, and before the pieces could be removed, damage was done to plants.
359 kg ammonium nitrate, 277 kg urea dissolved in 273 liter water
228
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Cultivation required more time and manpower and achieved less than the herbicidal approach.
Specific field locations and dates of cultivation are in Appendix G, Figure 3.
Corn Harvest 1975-
Time required for harvesting corn was 37 days between September 29 and November 5, 1975, and
the equipment employed was identical to that used in 1974-
Wet corn yield ranged from 1.9 to 6.5 metric tons per hectare with a moisture content from 18.5
to 27.8 percent. Dry yield equivalent ranged from 1.8 to 5.6 metric tons per hectare. Total
weight harvested in 1975 was 7,490 metric tons, giving an average yield of 4.1 metric tons per
hectare and average moisture content of 23 percent. Converted to Number 2 marketable corn—at
15.5 percent moisture and 721 kg/rr,3 test weight —the harvest totaled 6,860 metric tons with an
average yield of 3.8 metric tons per hectare. See Appendix G, Table 17.
The 1975 corn harvest operations proceeded smoothly, largely due to ideal weather and relatively
dry corn. Combine work shifts of 18 hours per .day were later cut to 12 hours to increase manpower
efficiency. Two combines together harvested 1270 metric tons of corn per day. Very little corn
was left in the field because of the improved field conditions and the higher placement of the ears
on the stalks, facilitating more efficient combining.
The problems associated with the harvest were primarily logistical. When corn yield was abundant
and the fields were remote from the grain center, the grain hauling and drying facilities became
critically overloaded. As many as 3,000 metric tons of wet corn backed up behind the dryer at one
time. It is often not possible for two trucks to keep pace with the two combines plus the custom
operator, so eight wagons were used to supplement hauling loads to the grain center. Ground con-
ditions were still not good enough for protracted periods of night work.
The 1975 crop was sold to grain dealers in Chicago, Illinois, Newaygo, Michigan, Zeeland, Mich-
igan, and to a turkey farmer in Zeeland, Michigan.
Tillage 1975-
To inhibit growth of volunteer corn, all 1800 ha were disced as soon as possible after harvest with
a new swing-type disc and a new articulated, 168 kilowatt (225 hp) four-wheel-drive tractor. This
style of disc has two independent sections which, when opened, cover nine meters, tilling about
six ha/hr. Fall discing was finished by November 24, 1975. See Figure 86.
229
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Figure 86. Swing-type disc in tow by a four-wheel
drive tractor
jDther Crops 1975
Rye-
The crop of Balboa rye which was seeded in two of the sandiest fields in the fall of 1974 to utilize
wastewater nutrients and to build up humus was heavily irrigated and allowed to mature. The crop
was disced under in mid-September, 1975, and allowed to reseed itself. The mature crop was re-
disced in the spring of 1976-
Soybeans 1975-
At the end of May, SRF 100 soybeans were planted on 13 ha at a rate of 63 kg/ha. In spite of the
use of herbicide and cultivation, broadleaf weeds dominated the field. Weed cover and the effects
of irrigation combined to delay crop maturity, and frost severely damaged the plants. The soybeans
were low to the ground on fairly rough terrain and were therefore difficult to combine. The yield
was 690 kg/ha, and the moisture content was 16 percent.
The crop was sold to a farmer in Ravenna, Michigan.
Alfalfa 1975-
Vernal alfalfa was planted on June 1 on seven hectares of very sandy field. High wind and water
erosion caused crop failure. A cover crop will have to be planted with alfalfa plots and the soil
pH raised significantly before a good crop can be realized.
230
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Ue commendations
Based upon the farming experiences of 1975, the following recommendations were made:
— Before ordering seed corn, a count per unit volume should be obtained to prevent errors in
ordering due to exceptionally small seed.
_ With improved field conditions, the use of a conventional disc for tillage - rather than the gross
heavy-duty models —would produce a smoother seedbed and contribute to field efficiency.
— Cultivation should be discontinued except in trash-free fields for the control of volunteer corn
only.
_ The nurse tanks of liquid fertilizer should be placed at the pivots of the fields receiving the
least amount of irrigation and all other fields should receive their nitrogen injection at each of
the two pumping stations. Also a PVC header fed by an accurate metering pump should be
placed across the channel ahead of the pumps.
-The grain center should be expanded, and methods of expediting grain transfer from the field
should be investigated.
— Operating combines at excessive speed should be discouraged because of increased crop damage
and grain loss.
- Work shifts should not exceed 12 hours per day because of noticeable decrease in field effic-
iency due to equipment malfunction and operator fatigue.
Grain Center 1975
By operating 24 hours per day, the grain center performed well in processing 7490 metric tons of
corn. Even with the depressed grain moisture content, the capacity of the dryer to receive the
volume-flow of grain from the fields was sometimes exceeded. It was clear that dryer capacity
should be increased.
For marketing purposes, about 1800 metric tons of corn was held in the grain center storage
facilities for sale the following spring.
ANALYSES OF FARM DATA
Corn yield has approximately doubled each year. This was due to increased acreage under irrig-
ation and in solution of a multitude of mechanical rig problems in combination with gradually
improved field conditions. Uniform fertilizer distribution was not achieved until 1975, arid sig-
nificant increases in the efficiency of all field operations from tillage to drying were first realized
in that year. Also in 1975, lagoon wastewater levels permitted the dispensing of irrigation in
accordance with crop needs.
231
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Table 95. COMPARISONS OF AREAS PLANTED, AREAS IRRIGATED CORN
MARKETED, AND CORN YIELDS FOR YEARS 1973, 1974 AND 1975
Area planted to corn (hectares)
Area irrigated (hectares)
Corn marketed (metric tons)
Corn yield (metric tons/hectare)
1973
607
53
737
1.2
Year
1974
1900
1270
3380
1.8
1975
1900
1900
6860
3.8
Correlated Comparisons
Many factors contributing to the corn crop in 1974 and 1975 were correlated, and the results are
tabulated below in Table 96. All comparisons were made between individual fields.
Table 96. 1974- 1975 CORRELATED COMPARISONS
Factors correlated
1974 corn yield- variety maturity
1975 corn yield- variety maturity
1974 corn yield -water irrigated
1975 corn yield -water irrigated
1974 corn yield -available nitrogen
1975 corn yield -available nitrogen
1974 corn yield -available phosphorus
1975 corn yield -available phosphorus
1974 corn yield ravailable potassium
1975 corn yield -available potassium
1974 corn yield -planting date
1975 corn yield -planting date
1974 corn yield -harvest date
1975 corn yield-harvest date
1974 corn yield -GDD
1975 corn yield -GDD
1974 corn yield -percent moisture content
1975 corn yield -percent moisture content
1975 corn yield-nozzle plugging on Rubicon soil
1974 moisture content -corn maturity
1975 moisture content -corn maturity
Appendix G,
Table number
9,2
19, 11
9,8
17, 18
9,5
17, 14
9,6
17, 15
9,7
17, 16
9,2
17, H
9
17
9, 19
17, 19
9
17
17, 20
9,2
17, 11
"r" value
0.10
0.10
0.29
0.48
0.20
0.61
0.27
0.50
0.17
0.47
-0.45
-0.61
-0.42
-0.54
0.41
0.15
-0.14
0.26
-0.44
0.24
0.97
232
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No linear correlation between corn yield and maturity was found for the corn crops of 1974 or 1975.
Amount of yield and amount of irrigation were better correlated in 1975 than in 1974, as was yield
and amounts of nutrients. The severity of the weather in 1974 probably ruled out several such
correlations. But for both years there was a fairly negative linear correlation between yield and
planting date, supporting the idea of earliest possible spring planting. This is reinforced by a
similar relationship between harvest date and yield.
The negative correlation between nozzle plugging on the sandy Rubicon soil and crop yield was
expected.
Moisture content would predictably correlate well with corn maturity, as it did in 1975, but the
problematic weather of 1974 is again the reason for this low "r" value.
"t" Statistic Comparison Results
A paired "t" test was used to find significant differences between the 1974 and 1975 seasons.
Table 97. 1974 AND 1975 EVALUATION OF SIGNIFICANT DIFFERENCES,
GROwING SEASONS
Factor
Corn yield
Monthly GDD
Grain moisture content
Rainfall
Lime deficit
Planting dates
Harvest dates
Irrigation
Crop available nitrogen
Crop available phosphorus
Crop available potassium
Data found in
Appendix G,
Table number
9& 17
20 &21
9 & 17
21
2
2& 11
9 & 17
18 & 5
14 & 6
15 & 7
16 & 19
Significant
changes -from
1974 to 1975
Increase
Increase
Decrease
None
Decrease
Decrease
Decrease
None
Increase
Increase
None
"t" values
lcal
-14.5
-23.6
11.3
1.20
5.00
1.90
7.40
1.50
- 5.20
- 5.80
- 0.60
1 95
1.70
1.80
1.70
1.90
1.70
1.70
1.70
1.70
l/flO
1.70
1.70
A comparison between 1974 and 1975 crop factors revealed no significant changes in monthly rain-
fall, irrigation rates, or potassium addition. Increases were seen in corn yields, growing degree
days, nitrogen supplemented, and phosphorus received by the crop. The dates of planting and
harvest were significantly earlier in 1975. The amount of lime needed by the soil in 1975 dec-
reased and grain moisture content showed a measurable decline also.
233
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"F" Statistic Comparison Results
Overall differences were tested using analysis of variance.
Table 98. 1974-1975 "F" STATISTIC COMPARISONS
Factor
1974 corn yield
1975 corn yield
1974 corn yield
1975 corn yield
1975 nozzle plug
Significant
Group
Soil series
Soil series
Corn varieties
Corn varieties
Soil series
difference
Yes or No
No
Yes
No
Yes
Yes
"P"
calc
0.8
3.0
1.8
4.1
5.9
values
F95
2.8
2.8
2.6
2.2
2.8
In Table. 98. whereas analysis of variance showed no significant difference in yield in 1974 when
compared with either soil series or corn varieties, in 1975 a significant difference was found in
both cases. Again in 1974 weather introduced such a cumbersome variable that few significant
differences emerged. Nozzle plugging, as expected, showed a significant difference between soil
types.
Means and standard deviations for all farm data can be found in Appendix G, Table 22.
FARM MANAGEMENT OVERVIEW AND RECOMMENDATIONS
Changing Trends
For the early farming operations, equipment selection was based upon ability to perform under the
crudest field conditions. As ground surface conditions have gradually improved, small rugged tillage
units have been replaced by larger, more efficient models, so that two discs now outperform the
original six.
Harvest equipment originally purchased was well suited to site demands and has been replaced
with identical models. The fact that more com is being handled by this equipment each year may
be attributed to the improvements in field conditions.
Although the grain center has been generally adequate to the production levels thus far, approp-
riate modifications in its storage and drying capacities will be needed if the increasing trend in
grain yield continues.
Cropping of Border Areas
Over 400 ha of unforested land outside of irrigation are not used at WMS. Plots were tested for the
suitability of wheat to investigate the crop potential as a marketable grain crop while simul-
taneously serving to control weeds and improving site appearance. Although the 1974 yield was
not great for 110 ha, the planting did accomplish the secondary goals and, in addition, improved the
234
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soil. In 1975, the 178 ha devoted to wheat was better attended and gave some indication that this
crop may be developed into a more significant WMS resource. A larger wheat acreage has been
planned for 1976-1977-
Herbicide Program
A gradual but dramatic change has taken place in the methods of weed control at the project. The
hazardous field conditions and large acreage forced aerial application of herbicide almost entirely
during the initial farm operations. In 1975 emphasis shifted to ground application of herbicide,
particularly in areas inadequately covered by the aerial treatment. The 1976 herbicide plans are
to exclusively ground apply the chemicals, for this approach is more effective on sandy soils.
The increasingly smoother field conditions allow for more efficient ground application, and more
spray equipment has been purchased.
Fertilizer Programs
Potassium and Phosphorus —
Because sandy and mucky soils are very low in available potassium and phosphorus, these two
nutrients were initially spread on the fields to grow corn. The wastewater, however, contains large
amounts of these elements, and the soil has started to accumulate residues of K-P. These nut-
rients are no longer added to heavily irrigated fields, but those fields receiving very little irrigat-
ion and the wheat areas outside of irrigation do need potassium and phosphorus. They are being
managed accordingly.
Nitrogen for Corn —
As soon as wastewater became available for irrigation, it was evident that the nitrogen content of
the irrigation water was inadequate to supply the needs of corn. The early approach of spreading
granular N along with P-K gave way to metering granular nitrogen into irrigation ditches. Because
of mixing problems and non-uniform application, liquid nitrogen injection into the ditches was
tried. Mixing was good and a steady feed of low concentration nitrogen could be applied to a large
acreage with minimum leaching.
For 1976, nitrogen management is to include ditch injection for sandy fields. For fields of low
tolerance to heavy irrigation, injection of more concentrated doses at the irrigation rig pivot will
provide an adequate supply. Either method can supply 1.1 kg/ha/day nitrogen, a level which was
demonstrated in the agricultural productivity studies to not leach significantly from the soil
profile.
Nitrogen for Wheat —
Prior to 1975, nitrogen was not consistently applied to wheat. For the 1975-1976 crop, starter
fertilizer was applied in the fall with additional nitrogen added in the spring, resulting in a doub-
ling of the 1974-1975 yield. Nitrogen management in sandy soils and its optimum application for
wheat at WMS is under continued study.
Water Management
In 1975, the results of good water management and cooperative irrigation were reflected in
dramatic increases in crop yields. It is not expected with present flow rates that high lagoon water
levels should occur again. Experiences over three years allow for far-sighted advanced planning
235
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for both crop needs and wastewater renovation.
Those mechanical irrigation problems which resulted in areas of drought are being solved. Uniform
and timely water application is already a reality over the vast majority of the irrigated land.
Drainage systems are being studied and redesigned in an effort to optimize more of the available
land for wastewater renovation.
Seed Selection
The early agricultural productivity studies included more than 100 corn varieties in a survey to
find these hybrids most productive in this environment. Although those trials were complicated
by irrigation irregularities, it was possible to screen out some desirable hybrids. In 1975 with the
old mechanical defects corrected and field conditions vastly improved, it was possible to plant
large acreage to each of several varieties. And with staggered maturities, not only does the
selection process continue for corn productivity and suitability, but the probability of crop failure
is also reduced. It is the intention of management to continue this selection process in hopes of
learning about —and profiting more from— corn.
Crop Maximization
The major recommendation of the WMS farm management is that every reasonable effort should be
made to maximize corn crop production. A healthy crop translates into maximum uptake of nutrients
applied to the soil in the wastewater renovation process, and by stressing uniformity of irrigation,
sound crop practices and excellence of plant stand, high quality water is achievable.
Research
With research facilities and crop land in juxtaposition at WMS, the relationship between research
findings and farm management has been especially intimate. The early agricultural productivity
studies provided essential guidelines for almost all start-up farming operations, and those findings
still influence current farm management decisions. The importance of agricultural research can-
not be overemphasized for the discovery of best alternatives when juggling the complex individual
demands of crop, soil, and wastewater, while always seeking the primary objective of nutrient
recovery.
A case in point is the role of nitrogen. Easily leached, it is the most critical element in both corn
growth and water pollution. Nitrogen research at this project has educed from soil of almost pure
sand, corn yields of unexpected magnitude; this has been done without returning significant amounts
of nitrogen to surface waters, and it has been done within the framework of cost-effective water
renovation.
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SECTION 12
SOCIO-ECONOMIC STUDY*
SCOPE AND INTENT
The evaluation of the socio-economic impacts of the Wuskegon Wastewater Management System
(WMS) was made within the context of the planning and policy program that initiated and im-
plemented the project. The WMS was seen by the local planners and policy-makers as a primary
investment in the general development and improvement of Muskegon County. It was to serve as
a first step in the overall community program, aiding in improving environmental conditions in the
region and acting as a direct catalyst to water-oriented development by providing tertiary treat-
ment for wastewater. The expected economic efficiency, high level of treatment performance and
flexibility in the handling of special industrial wastes were features which were viewed as major
attractions for expansion and diversification of the industrial base. Indirectly, the success of the
WMS would prove the value of cooperative action in an area noted for its factionalism, providing
the basis for further cooperative action in regional development programs. Because the project
was conceived and designed as part of an overall development program, it must be judged on the
basis of its effect upon the improvement of general community well-being, as well as the immed-
iate impacts.
Study Purpose
The general purpose of the socio-economic component of the study was to measure the impacts of
the WMS, both quantified and perceived, in terms of water quality and the water-related environ-
ment, economic development and social well-being; to evaluate these impacts in terms of com-
munity goals; and to assess national implications and significance of the Muskegon County
experience.
As originally conceived, the Muskegon project was expected to produce several major direct im-
pacts: elimination of direct discharges of wastes to waterways, resulting in improvements to
water quality and appearance; conversion of fallow land to a valuable agricultural resource;
economic growth resulting from increased agricultural production, the initiation of recycling-
reclamation and special wastes handling at the wastewater site; increased opportunities for in-
dustrial growth based on the unique capabilities of handling industrial wastes; enhancement of
recreation tourism opportunities; and the expansion of service commercial facilities brought about
by the improvements in water quality and the above-described economic growth.
'Done by Keifer & Associates, consulting engineers, Chicago, 111., formerly Bauer Engineering,
Inc.
237
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In addition the project was expected to indirectly influence general areas of community change
such as the evolution of community goals, community services, general economic conditions, com-
munity image, demographic structure, and land use patterns.
Negative impacts were also considered: concerns about public health issues; potential effects
of aerosol dispersal of spray irrigation and the capability of the system to adequately control
pathogens. Nearby residents expressed concern over odor problems and the possibility of reduced
property values. The question of overall cost-effectiveness of such a large-scale land irrigation
system was raised.
Many of these impacts are not generally associated with the conventional, single-purpose waste-
water treatment systems and it is important to document these impacts in order that this new role
for wastewater management can be more fully understood. The importance of doing so is parti-
cularly relevant in light of strong indications that the total environmental management of waste-
water (and other waste products) is an important factor in restoring and maintaining the nation's
environmental quality.
Scope of Study
The time span of the Socio-Economic Study is five years and covers the period from initial con-
struction (1972) through system completion (1972-1973), and several years of system operation
(to late 1977). Consequently, change and impact will be measured during the later stages of the
system. The geographical scope of the study of impact is Muskegon County which is coterminous
•with the Muskegon-Muskegon Heights Standard Metropolitan Statistical Area.
The study was originally based on five general components:
Analysis of Socio-Economic Changes and Impact as Shown by Quantitative Indicators —
Using quantitative statistical indicators in such areas as employment, economic development,
income and housing, changes in overall socio-economic conditions will be evaluated with em-
phasis given to the identification of those components of change which are direct or indirect im-
pacts of the Wastewater Management System. The direct or indirect impacts of the wastewater
system will be identified and described through a predictive model developed at the outset of the
study. Supplemental assessments will be made by monitoring major development decisions and
ascertaining (through interviewing those responsible for the decisions) the degree to which these
decisions were influenced by the WWS.
Assessment of Water Quality and Related Environmental Changes and Impact —
The environmental changes and impacts (land value, growth and development of the land-water
interface and other high-impact areas) will also be analyzed and will complement data concerning
economic growth and social well being.
Analysis of Perceived Socio-Economic and Environmental Changes and Impact —
Using perception measuring techniques and other qualitative analysis techniques, socio-economic
and environmental impacts will be measured as perceived by a representative sample or sub-
samples of the study area population. These perceived impacts will be compared to those ident-
ified above to determine the degree of consistency, or discrepancy between impacts which are
perceived and those which have been determined quantitatively.
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Determination of Community Goal Structure and Evaluation of Impacts in Terms of this Goal
Structure —
To give change and impact a meaning other than mere magnitude, it is necessary to relate change
and impact to an achievement framework; namely, community goals. Impacts as determined in the
above will be evaluated in terms of the degree to which they achieve community goals.
Assessment of National Significance —
Study results will be evaluated in terms of the applicability of a similar multi-purpose environ-
mental management system elsewhere in the nation. Emphasis will be placed on the comparative
costs with alternative treatment systems; the significance of the income-earning potential and
resource recovery and reuse possibilities; and the value of such comprehensive environmental
improvement projects as a catalyst for community development.
Study Objectives
A set of study objectives was formulated based on specific interest areas. Each interest area
ties together a set of related questions and problems which need to be resolved in order to
evaluate the Muskegon experience. The six study objectives are:
1. Changes in water quality
2. The effectiveness of the project as a development
catalyst
3. Effects of the WMS site
4. The economics of land treatment
5. Problems of implementation
6. The national significance of the project and the
Muskegon planning experience
Changes in Water Quality —
Water quality improvement is the basis for evaluating the ultimate success or failure of the pro-
ject, making the monitoring of change in water quality a primary study objective. Specifically,
the quality of the WMS effluent must be determined together with the changes in quality of the
surface waters which were former recipients of sewage effluent; Mona Lake, Muskegon Lake and
the Muskegon River. This information is being accumulated and gathered primarily in other por-
tions of the overall study but must be summarized and evaluated in terms of the other objectives.
The final treated effluent must also be compared, in terms of pollutant removal efficiency, with
conventional secondary treatment and with other advanced waste treatment techniques.
Effectiveness as a Development Catalyst-
Three problems are of particular interest. First, what is the extent of development directly re-
lated to the project, e.g. those developments which utilize the WMS's capability to treat wastes.
Second, what is the extent of development indirectly related to the WMS, e.g. recreational develop-
ment based on improved water quality in local water bodies. Third, what types of synergistic
uses of the WMS will develop, e.g. agricultural programs, agricultural industries related to crops
produced, and an industrial park at the site for special industries.
Effects of the Wastewater Site —
One of the major initial objections to the WMS was the fear of social disruption in the area of the
project. A major effort will be devoted to an investigation of hardships caused by individuals
forced to relocate. Other'issues associated with the site include: the impact of odor problems
239
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on surrounding areas, potential public health problems caused by aerosol dispersion, the general
effect of the site on values of adjacent properties, ecological changes in the vicinity of the site
(particularly impact on wildlife), and the effect on groundwater and surface water resources.
Economics of Land Treatment —
An important issue in the development of a land treatment system are the changes in the costs of
treatment for the local community. In addition to evaluating such features as capital costs, oper-
ation and maintenance costs, and the return on increased agricultural productivity, the overall
cost-effectiveness of the systems needs to be evaluated. Both absolute costs and cost-effect-
iveness need to be compared to conventional treatment systems and to other technology systems
for advanced waste treatment, from both local and national economic perspectives. A final con-
sideration is the perceived benefit of improved water quality versus increased costs; i.e., does the
local community perceive the investment for the system as justifiable in light of its perceived
achievements?
Problems of Implementation —
The implementation problems include: ramifications of relocation of residents and of site acqui-
sition, financial problems associated with the funding of a very large-scale innovative technology
system, and the difficulties of a public service operation based on multi-community cooperation
and participation.
National Significance Aspects —
A number of performance aspects of the Muskegon project receive national attention and have
national implications with respect to policies and programs for weiter quality and resource manage-
ment. These include the following:
1 — Cost of wastewater treatment using Muskegon-type land treatment system compared to al-
ternative AWT technology systems equal in treatment performance
2— Cost of land treatment compared to cost of current level of conventional waste treatment
technology employed to meet 1977 Great Lakes water quality standards
3 — Significance of income earning potential of the agricultural productivity component of land
treatment systems
4— Significance of resources usage, recovery, and reuse as a land treatment system output
encompassing:
a) energy usage compared to requirements of other treatment technologies
b) wastewater fertilizer recovery by agricultural components
c) crop productivity value of water reuse for irrigation purposes
5- Impact of land treatment on soil productivity, site land values for alternative future uses,
and land uses and values in areas adjacent to the site
6— Impact of wastewater treatment costs on the local economy as reflected by the annual waste-
water treatment and collection costs as a percentage of total annual local'investments in
community services
7_ Local citizen reaction to cost-benefit of improved water quality in comparison to other com-
munity investment priorities
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8— Role of Muskegon planning and political decision-making process as a model for national
application
9— The applicability nationally of the Muskegon-type wastewater management system addressing
factors such as:
a) site land cost effects
b) site availability
c) distance of transmission
d) site characteristics
e) climatological factors
f) agricultural program choices
g) scale of operations
h) community goals and political considerations
10— The opportunity for using environmental management as a catalyst for community economic
development and improvement in its social well-being
A WORKING METHODOLOGY
The purpose of the working methodology is to provide a means of identifying the relevant inform-
ation needed to most efficiently realize the study objectives. Schematically, the working method-
ology can be visualized as a process composed of five interrelated components, including a model
of the socio-economic environmental system, a set of predicted impacts, data collection, a pro-
cedure for determining impact from change associated with influences other than the WMS, and a
collection of analytic tools to be used in structuring the collection of data and the determination
of impact. See Figure 87.
The model represents the primary theoretical framework for the methodology, hypothesizing a
series of relationships between an environmental improvement and the appropriate sub-sections of
the urban system. In this case, these relationships were adapted to fit the specific situation in
Muskegon. These hypothetical relationships were derived largely from the original planning pro-
gram for the project. The model provides the direction for the development of predicted impacts.
For each area of potential impact outlined in the model, a group of detailed impacts are predicted.
These impacts provide the framework and scope required for the data gathering systems. In ad-
dition, the predicted impacts provide a basis against wh ich observed socio-economic changes can
be compared. The gathering, processing and analysis of data are aided by the use of several
analytic tools: community indicators, control and baseline studies, a decision-monitoring system,
a perception study, and a relocatee study.
The final step is impact determination. Impact determination draws upon all of the other four com-
ponents. The predicted impacts provide direction and a hypothesis to test; the analytic tools
provide convenient methods for collecting and organizing the data; collected data define the
various measured and observed socio-economic changes; and the model outlines relationships be-
tween the various segments of the Muskegon socio-economic environmental system and aids in
the determination of the degree of impact attributable to the wastewater system. Changes un-
related to the WMS also can be identified.
To aid in defining the scope of the working methodology, two of the components, the model and
the analytical tools, are described below in greater detail.
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MODEL
PREDICTED
IMPACTS
DATA
IMPACT
DETERMINATION
CONTROL AND
BASELINE STUDIES
COMMUNITY
INDICATORS
DECISION
MONITORING
SYSTEM
PERCEPTION
STUDY
RELOCATEE
STUDY
A
N
A
L
Y
T
I
C
T
0
0
L
S
Figure 87. Socio-economic impact study methodology
242
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The Model
An empirical model is the first component of the working methodology of the study. The scheme
of the model is diagrammed in Figure 88. Beginning with the WMS in Muskegon, it describes a set
of characteristics which identify the system. Each of these characteristics had the potential to
cause change in a variety of categories of urban activity; these are identified and collectively
called impact categories. Twenty-one have been identified. Finally, the model identifies six
categories of community change which measure the total project impact as an investment to
achieve improvement of overall community well-being. Collectively, system characteristics, im-
pact categories, and community change categories are linked by a complex set of relationships
which represent potential impacts. These linkages between the various categories and character-
istics are illustrated in Figure 89.
Analytic Tools for Establishing Community Change
Five techniques were developed for measuring or describing community change within the study
area: community indicators, control and baseline studies, a decision monitoring system, a re-
locatee study and a perception study.
Community Indicators _
These are a list of statistical indicators that characterize the various categories of impact and
community change. These relevant statistics, collected for regular time periods, provide a quanti-
fiable means of describing change in the study area. Most of the community indicators selected
are published data, applicable to other communities and to the nation. Statistics collected from
Muskegon can, therefore, be compared with similar statistics collected for other areas.
Control and Baseline Studies —
Control data are community indicators collected from other areas in addition to Muskegon County.
They provide the basis for comparison and the means for distinguishing changes unique to
Muskegon County from local, regional, or national changes and trends. Several different types of
control areas are used. All of the community indicators gathered for Muskegon that it is feasible
to collect in other areas are also obtained for neighboring Oceana and Ottawa Counties. These
distinguish regional trends. Statistics from the State of Michigan are used to identify changes
occuring throughout the State. In certain areas, comparison with national statistics will isolate
changes attributable to national patterns and trends. For certain indicators, statistics from special
control areas are also collected. The Grand Rapids and other industrial SMSAs (Standard Metro-
politan Statistical Area) in Michigan are used to identify changes as a result of industrial trends
on the SMSA level. Two Lake Michigan Shoreline counties that are economically oriented toward
the recreation industry are used for distinguishing regional recreation trends.
Baseline data are used to forecast various community indicators in Muskegon on the basis of his-
torical data and projections for conditions preceding the conceptualization and implementation of
the wastewater project. Community indicators for Muskegon between 1968 and 1977 can then be
compared against forecasts developed from baseline data. Wherever possible, forecasts made prior
to the inception of the project are used. Baseline data enables the monitoring nor only rate of
change but also of the changes in anticipated rate of change.
Decision Monitoring System —
The monitoring of specified community decisions in the Muskegon study area provides an import-
ant information source necessary for the determination of impact. This accumulation of inform-
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WASTWATER
MANAGEMENT
SYSTEM
I
SYSTEM
CHARACTERISTICS
I
IMPACT CATEGORIES
1
COMMUNITY CHANGE
CATEGORIES
Figure 88. Basic community impact model
244
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SYSTEM CHARACTERISTICS
IMPACT CATEGORIES
COMMUNITY CHANGE CATEGORIES
REGIONAL
PLANNING
CONCEPT
DEVELOPMENT
CATALYST
ELIMINATION
OF WASTE
DISCHARGES
UTILIZATION
OF
WASTEWATER
COORDINATED COMMUNITY
DECISION-MAKING
PUBLIC REACTION
CHANGE IN
DECISION-MAKERS
CHAiiGE IN DECISION-MAKING
MECHANISMS
OPERATIONAL ECONOMICS
PROPERTY VALUES
ENVIRONMENTAL IMPROVEMENTS
HOUSING DEVELOPMENT
COMMERCIAL DEVELOPMENT
MANPOWER PROGRAMS
PARKWAY DEVELOPMENT
TRANSPORTATION
INDUSTRIAL DEVELOPMENT
SITE-INDUCED DISPLACEMENTS
NUISANCE FACTORS
AESTHETIC SETTING
RECREATION AND TOURISM
FISH AND WILDLIFE HABITATS
PUBLIC HEALTH
AGRICULTURAL PRODUCTS
AGRICULTURE BASED
INDUSTRIES AND SERVICES
Figure 89. Detailed model linking impact categories with
system characteristics and community changes
EVOLUTION OF
COMMUNITY
GOALS
245
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ation provides a monitor of the progress of planned programs and projects, as well as of major pub-
lic and private decisions which effect economic, social and developmental policies and pro-
grams in the community. The monitoring system consists of two parts: on-going decision monit-
oring and detailed decision investigations.
Perception Study —
This subtask involves an evaluation of the community perception of project impacts and an exam-
ination of changes in community attitudes relevant to WMS-related issues. Special emphasis is
placed on community perception of the value and role of the project, the changes in the physical
environment, and the changes in overall resident community image. In addition, changes in at-
titudes toward the importance of environmental quality and community development are examined.
Changes in attitudes over the course of the study period are also to be examined. A survey in-
strument is used in two ways: as a general perception and attitude survey of the region, and as
a user's survey, stressing perception of environmental quality and use of environmental amenities.
Relocation Study-
Because of the magnitude of the project, a significant number of former residents was forced to
relocate. The relocation study evaluates the relative success or failure of the relocation process
in terms of the problems of the relocatees. Also, the effect of relocation programs on the im-
plementation of projects such as the WMS is investigated.
Three main lines of inquiry are pursued in the study. Initially, an information profile emphasizing
demographic and economic data is developed for each respondent. These profiles are gathered
for both existing situations and pre-WMS conditions. Second, personal reactions to the entire pro-
cess of relocation are investigated and include the respondent's satisfaction with relocation,
values regarding the need and fairness of relocation and subjective opinions regarding their re-
location experiences.
SPECIAL STUDIES
A factor of interest in this study is the evaluation of the national applicability of the Muskegon-
type land treatment system as a technologic choice for waste treatment for other communities of
the country. The principal factors of national significance that relate to this system were dis-
cussed previously in the section "Study Objectives."
Technologic aspects of the Muskegon project that are given special attention in terms of national
and regional waste management implications include:
1 _ The capital and operating cost per unit of volume treated
2— Operating and maintenance experiences
3— Agricultural income and productivity potentials
4— Treatment performance
5— Environmental and political impacts
6— Cost-benefit relationships of waste treatment investment as perceived by residents
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To adequately assess the level of technical performance of the Muskegon system with respect to
the above factors of interest, a comparison is made with alternative relevant waste treatment tech-
nology choices. Two types of technology comparisons are made:
1 - A comparison of the cost-effectiveness of the Muskegon system with other AWT systems pre-
sently employed to achieve equivalent treatment performance
2 — A comparison of the cost-effectiveness of the Muskegon system with conventional technology
presently being employed to meet current Great Lakes water quality standards
Capital, operating, and performance data are available for a number of operational AWT tech-
nology systems and other conventional technology systems which were designed and completed to
meet Lake Michigan discharge standards at approximately the same point in time as the construc-
tion of the Muskegon system.
As an extension of the components of the study dealing with normative evaluation of Muskegon
changes, a parallel evaluation is made of water quality improvements and socio-economic changes
in a selected comparable community in which a conventional wastewater treatment facility was
installed to meet current Lake Michigan discharge standards. This community is selected on a
basis of characteristics similar to those of the Muskegon area.
INITIAL FINDINGS
The socio-economic analysis was organized so that the bulk of the analytic work would be ad-
dressed in the last year of the study. However, on a broad scale, certain generalizations can be
tentatively made regarding initial results of the Muskegon project.
The start of the study (January 1973) corresponds to a midpoint in the construction of the system.
Initial findings are discussed in the context of the three principal investigative objectives of the
study — Environmental, Social, and Economic Impacts.
Environmental Impacts
To date, four general environmental impacts have emerged; a general improvement in water quality
in Muskegon County, the development and resolution of odor problems at the site, increased wild-
life populations at the site, and increased aquatic life in Muskegon Lake.
Improvement in Water Quality —
A marked improvement in water quality became evident in Muskegon Lake, a result of the cessation
of direct discharge of municipal and industrial wastes into the lake. The most evident changes
in quality were visual (clarity, color, and aesthetic appearance). Substantial improvements in
basic aquatic productivity in Muskegon Lake have not been observed to date.
Treatment Site Problems —
During the early periods of operation, periodic odor problems existed at the site due to problem
wastes from industrial users. Public reaction to the odor was both negative and vigorous, in-
cluding petitions of protest signed by 600 local residents. A lawsuit was filed by a mobile home
park adjacent to the site based on a complaint that the odors had induced many residents to move
elsewhere. An odor evaluation study was undertaken in conjunction with a cooperative action pro-
gram with the problem industries. Corrective action programs by local industries, together with
247
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operating adjustments in the aerated treatment cells by the county, greatly reduced the incidence
and intensity of odor. The public issue aspects were largely eliminated.
Increased Wildlife _
The treatment site is an ad hoc wildlife preserve for both waterfowl and terrestrial wildlife.
Recent studies indicate that the lagoons and cornfields combined make the lagoons one of the
major bird sanctuaries for geese and duck in the nation. This conclusion was based upon the very
broad range of species observed during waterfowl counts. On lands adjacent to the site, hunting
rights were leased. Other wildlife increased on the site as well, due in large part to the abundant
food supply and habitat provided by the farmed areas and the adjacent wooded areas. In partic-
ular, the local deer herd benefitted from the farmlands as winter feeding grounds. The rabbit
population also increased, and the county recently allowed limited winter rabbit hunting on the
site.
Increased Aquatic Life in Muskegon Lake -
Improvement of water quality in Muskegon Lake made possible more extensive fish stocking pro-
grams. According to Michigan Department of Natural Resources statistics, the annual number of
fish stocked in Muskegon Lake grew during the period, 1971 to 1973, from 217.300 to 566,744.
Improved water quality also made it possible for the planting of more sensitive species, such as
walleyes. The DNR is opening a walleye fishery in the Muskegon Game Area as a step in restor-
ing the walleye runs in the Muskegon River.
Improved aquatic life also affected the amount of fishing activity. Annual non-resident licenses
increased 60 percent between 1967 and 1973, and three-day non-resident licenses increased 49
percent between 1972 and 1973-
Social Impacts
Social impacts due to the wastewater project which have become apparent include an increased
public consciousness of the lakefront, a public awareness of the value of the WMS and land treat-
ment, and a well defined public reaction to various stages in the development and operation of the
system.
Lakefront Consciousness —
The general improvement of water quality in Muskegon Lake resulted in an increased awareness
on the part of the community of the value of Muskegon Lake as a community amenity and of the
importance of water quality in preserving that amenity. Several examples typify this increased
consciousness of the Muskegon lakefront.
In conjunction with the undertaking of the wastewater project, the City of Muskegon and private
interests began to redevelop portions of the Muskegon Lake waterfront as a focal point for down-
town redevelopment and for general community revitalization. Acquisition of the lakefront site of
a former large foundry by the city facilitated the linking of the downtown renewal project to
Muskegon Lake, thereby creating opportunities for the enhancement of the attractiveness of the
development. The future development of this site is currently under study.
The Muskegon Sportfishing Association was established to encourage tourism through advertising,
fishing competitions and other promotions, and cooperative programs with the Michigan DNR.
These activities helped to create a demand for increased recreational facilities that will
248
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eventually provide greater access to the lake and its shoreline. This demand has resulted in
plans for expanding boat launching facilities and the possible developments of beach and camping
areas. Several plans for developing and expanding private marinas also emerged.
Public consciousness of the future role of Muskegon Lake as an environmental and economic re-
source was revealed in the response to the proposed location of a mini-steel mill on the lakefront.
Opposition to the steel mill rapidly formed, spearheaded by an environmental action group con-
cerned about the lake and future patterns of shoreline use. Much of the political, industrial and
labor interests in the community favored the development of the mill. This was due to the at-
tractiveness of the large number of jobs that would have been created to offset the depressed
employment of the county.
The mill controversy led to the requirement that an environmental impact statement be prepared as
a condition of obtaining a fill permit from the Corps of Engineers. This delay, together with
changes in marketing and product manufacturing plans by the mill along with cost shifts in scrap
and power, led to a decision to locate the mill elsewhere.
Community Consciousness of the WMS and Land Treatment —
Among community decision-makers, the wastewater project is recognized as an important resource
in the improvement of Muskegon County. Both public and private programs for attracting industrial
development stress the capabilities of the treatment system. Public debates regarding the direct-
ion and scope of community development almost always make some reference to the role or
potential role of the project.
On the other hand, a survey conducted by Muskegon Community College during the spring of 1975
revealed that over 90 percent of the Muskegon County population knew nothing or very little about
the WMS. The survey indicated that 48 percent of the sample were completely unaware of it, and
an additional 47 percent were familiar with the system but did not understand why it was built.
The results of this survey subsequently served as an impetus for a public awareness campaign to
make the general populace more familiar with the system and its purposes.
Public Reaction -
The project has been the center of much controversy during its history. Because of its large
scope and the size of the public investment and its innovative nature, conflict with vested in-
terest groups was to some extent inevitable.
During the project planning stages, considerable debate arose because of the radical departure of
system technology from conventional approaches to wastewater management. The transfer of in-
stitutional responsibility to the county from the individual local units of government also became
a public issue. The concept of a regional agency was a sensitive issue in the Muskegon area
which has a long history of inter-community conflict and factionalism.
During the construction and initial operating, period, public reaction to the project shifted to other
areas. Increases in construction costs and difficulties with local short-term financing became
political issues. Technical difficulties with start-up along with the financing demands necessary
for start-up incurred additional political reaction, especially in light of existing county financial
difficulties. Conflicts developed between Muskegon County and the private contractor initially
hired to operate the system. Conflicts also developed with municipalities over user rate in-
creases which were necessary to recover funding advances to the project by the county.
249
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However, following takeover of the project mcnagement by Muskegon County, negative public re-
action largely subsided. Reductions in operating costs, the resolution of start-up difficulties,
and the realization of substantial revenues from agricultural activities moved the project into a
new phase of operational credibility and fiscal solvency.
Economic Impacts
A discussion of the economic impacts of the wastewater system ranges over a number of subjects
including: agricultural success of the project, fiscal impacts of project finances on county and
local budgets, industrial development, manpower development an d unemployment conditions, and
synergistic use of the treatment site.
Agricultural Success of the WMS —
During 1975 most operating problems were solved, and the agricultural program performed as ex-
pected. Crop yields were favorable. A net profit from the sale of grain helped eliminate financial
deficits incurred during the early years of operation.
The total revenue from farming operations grew from $367,566 in 1974, the first year of farming
operations, to $715,000 in 1975- In 1975, farming income offset 39 percent of the $1,822,000 of
system operating costs.
Fiscal Impacts —
The annual debt service on the project is approximately $1,300,000 per year for $16,000,000 in
local bonding. Of the total debt service, 60 percent will be prorated among the local units on a
proportional basis which relates service area acreage to total acreage; and 40 percent will be pro-
rated among the local units on the basis of wastewater contributed. The total annual net operating
and maintenance costs for 1975 are approximately $900,000, compared to a net operating cost of
$1,466,526 in 1974. Net operating cost totals include revenue credits for agricultural crops,
H & D refunds, and special services provided to local industries and communities.
The total 1975 capital and 0 & M cost of $2,200,000 is equivalent to $15.71 for each of the
140,000 county residents served by the system. However, since approximately 65 percent of the
present flow is contributed by industrial sources, the actual annual cost burden on local residents
averages about $5.50 per capita, or $22.00 for a typical family of four. Actual cost distribution
factors may vary from this in individual communities depending upon the methods used to recover
the costs paid by the user-municipalities. On a unit volume basis, the total annual cost of treat-
ment by the WMS is approximately $223.00 per million gallons. The operation and maintenance
portion amounts to $92.00 per million gallons. These unit volume costs and 0 & M costs are sub-
stantially less than the typical cost of conventional wastewater treatment facilities installed in
western Michigan to meet current discharge standards.
For those communities which were largely served by the sewage treatment plants that existed
prior to the WMS, the increased cost of waste treatment has been modest. However, for those com-
munities and industries receiving waste treatment services for the first time with the WMS, the
cost impact has been significant. Virtually all of the industrial sources were under orders by the
Michigan DNR to provide adequate wastewater treatment prior to the conception of the Muskegon
project. All of the municipal systems were also under orders to upgrade waste treatment facilities.
Recovery of access rights payment costs in those communities where the construction of sewage
collection systems were delayed by the lack of federal and state funding has been a special pol-
itical and economic burden.
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Industrial Development —
Several important industrial developments have occurred in Muskegon County for which the WMS
had been an important decision factor. A large paper mill underwent a major expansion of its oper-
ations after the WMS proved to have the capacity for treating paper mill wastes. Without a treat-
ment system of this capability, the paper mill would have been forced to either invest heavily in
its own waste facilities or abandon its operation in Muskegon. It is also likely that the waste-
water project prevented other industries with serious waste treatment problems, including a chem-
ical plant and a tannery, from closing down.
After completion of the project, a number of chemical companies announced plans for the location
of new plants or the expansion of existing facilities. In all cases, the WMS was cited as an im-
portant reason for locating in Muskegon County.
The promotion of industrial development was undertaken by a new organization the Muskegon Area
Industrial Expansion Commission (INDEX). One of the focal points of its program is the waste-
water treatment system and its potential for accommodating industries with waste treatment prob-
lems.
Industrial development was also encouraged by the creation of six industrial parks throughout the
county. Four of these parks are presently connected —or will be connected-to the wastewater
system.
Manpower and Employment -
The effects of the project on regional employment levels is currently difficult to assess. Some
industries would have closed; the fact that they remain viable represents jobs directly attributable
to the project. Otherwise, the general national economic recession has so affected Muskegon
County as to effectively mask small economic gains.
Manpower programs associated with the project are progressing slowly. The Muskegon Community
College only recently applied for federal funds to train students for work at wastewater treatment
facilities.
Synergistic Use of the WMS Site —
Planned synergistic uses of the site developed slowly. With the increased population of migra-
tory waterfowl and small mammals, there is the possibility of controlled public hunting. ^
The development of the proposed on-site industrial park for industries requiring proximity to the
treatment facility or for those utilizing the storage lagoons for cooling purposes did not progress
beyond the planning stage. Further planning implementation of the industrial park depends upon
the commitment of specific industries to the site.
In conjunction with the development of the WMS, an unused portion of the site was set aside to be
developed as a regional sanitary landfill site. Although this area was developed during 1973 and
operated as_a sanitary landfill, the operation became unfeasible financially and ended during the
summer of 1975- The landfill closed primarily because of a lack of volume of refuse. As the
landfill was being planned, many communities provided letters of intent to use the regional land-
fill. In addition, new health department regulations were expected to close most local extant
landfills. But the other landfills remained in business, and the majority of communities declined
use of the regional landfill site. The two communities which did use the site could not provide
enough refuse to justify continued operation.
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SECTION 13
ECONOMICS
The goal of all wastewater treatment methods is to improve water quality. It is generally true that
both construction costs and operational costs of a treatment facility go up in direct proportion to
the improved quality of discharge water. So if a conventional treatment plant is expensive, a land
treatment facility may be even more expensive.
The Muskegon system was designed to serve many municipalities, but in order to reduce costs of
transmission from the northern cities of Whitehall and Montague, a satellite facility was constructed
to serve that area. Construction on both sites proceeded simultaneously with single contracts
issued for component jobs at either site.
Through December 31, 1975, the total construction costs, audited by Alexander Grant and Com-
pany, for both treatment systems was found to be $42,651,949.20. Other costs, not capitalized,
included such period items as administration expenses, losses on sale of properties, interest on
notes issued to contractors, and payment to other municipalities. See Table 99.
This breakdown of total costs for the Muskegon subsystem is here presented in accordance with
the format for capital costs as specified in the EPA Technical Report 430/9-75-003, "Costs
of Wastewater Treatment by Land Application," June, 1975.
Certain costs should be segregated when making comparisons between the EPA publication esti-
mated costs and WMS costs. These special costs, not included in the EPA guidelines, are item-
ized below and are here included for the benefit of engineering firms or planners who might be
interested in these cost categories.
Clay lining of storage lagoons $ 804,098
Concrete pipe extending into storage lagoons 100,000
Mixers in aeration cells 270,000
Cement in aeration cells in lieu of riprap 621,450
Asphalt roadway around aeration cells 314,810
Utility relocation 295,468
Relocation of residents 1,165,710
Other miscellaneous 64,611
Total special costs $ 3,636,147
252
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Table 99. MUSKEGON COUNTY WASTEWATER MANAGEMENT
SYSTEM COSTS DECEMBER 31, 1975°
Line item Cost
Land $ 6,648,327.97
Land improvement 1,325,262.11
Buildings 1,026,005.52
Lagoons (storage and aeration cells) 9,461,611.39
Fence 130,556.08
Road improvements 129,474.47
Pipes, structures, force mains, sewers, 9,950,893.80
ditches, and miscellaneous
Mechanical and electrical systems 3,841,683.61
Machinery and equipment
Farm machinery and equipment 452,543.34
Treatment equipment 151,637.01
Laboratory equipment 109,210.40
Maintenance equipment 110,609.71
Vehicles 59,459.59
Office equipment and furniture 13,304.78
Irrigation equipment (center pivot rigs) 1,359,012.30
Irrigation distribution 4,480,293.50
Capitalized engineering 2,303,601.43
Capitalized interest 880,947.67
Deferred loan issue costs 217,514.52
Subtotal $ 42,651,949.20
Other costs (not capitalized) 834,644.96
Total $ 43,486,594.16
Assets added by purchase after construction
was complete (net)6 203,179.63
Total construction and equipment $ 43,486,414.53
Cost includes Muskegon and Whitehall systems
Earth moving, heavy equipment, corn storage facilities and related
items
253
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Of these excepted special costs, two require further clarification. In the EPA guidelines, pro-
visions have been made for service roads; however, the asphalt paving material has been removed
for this comparison since it is not a necessary component of a service road. The clay lining has
also been removed since the guidelines only make provision for lining of the entire inside area
of the reservoir. The storage lagoons of the Muskegon system are only partially lined and there-
fore, for the purpose of this comparison, the linings have been removed.
CONSTRUCTION COSTS
The derivations of the cost items in Table 100 were in compliance with the specifications of the
EPA cost estimation guidelines and do not include those special costs listed on Page 252.
Specific references to EPA Technical Report 430/9-75-003 are provided per each item below.
Preapplication Treatment
Figures 16, 17; pp 69, 71; on the basis of 160 TCMD. Capital cost: included excavation,
embankment, and seeding of lagoons, service roads (less asphalt material), fencing, riprap
embankment protection, hydraulic controls, aerating and electrical equipment, chlorination with
flash-mixing and contact basin, chlorine storage, flow meters.
Transmission Pipe Line
Figures 20, 21; pp 77, 70; on the basis of 1.9m pipe and 75 meter/head. Capital costs: include
pipe and fittings, excavation, bedding, backfill, testing, cleanup, enclosed wetwalls, pumping
equipment plus standby, pipe, valves, controls, electrical work.
Figure 23, p 83; on the basis of 19.3 million cubic meters. Capital costs: include dikes and
embankment protection but does not include the cost of any lining.
Field Preparation
Figure 24, p 85; on the basis of 2,860 hectares brush and trees. Capital costs: bulldozer clear-
ing.
Distribution
Figures 28, 33; pp 93, 103; on the basis of 2,860 hectares, 160 TCMD. Capital costs include:
center-pivot rigs, electric drive, water screens, pumping equipment plus standby, pipe, valves,
controls, electrical work.
Recovery
Figures 34, 38; pp 105, 113; on the basis of 2,860 hectares, 160 1CMD. Capital costs include:
buried drain pipes, interception ditch, discharge controls, wells, vertical turbine pumps, well
sheeters, controls, electrical work.
Additional Costs
Facilities —
Figure 39, p 115; on the basis of 160 TCMD. Capital costs include: administration and laboratory
building, laboratory equipment, shop, garage.
254
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Table 100. MUSKEGON COUNTY WASTEWATER MANAGEMENT SYSTEM
ANALYSIS OF CAPITAL COSTS IN CONSTRUCTION-MUSKEGON SUBSYSTEM
V'v'MS actual cost Average EPA estimated costs for 1974-1975
Line item
Preapplication treatment
Transmission
Storage
Field preparation
o» Distribution
Ol
Recovery
Additional costs
Subtotal
Service and interest factor
Subtotal
Land at
Total
Annual
Total cost amortization0
$ 631,714.25
6,822,335.29
4,404,072.38
1,915,027.14
4,092,670.26
3,732,071.25
1,355,869.51
$ 22,953,760.08
3,839,036.00
$ 26,792,796.08 $ 2,529,239.95
5,449,921.96 514,472.63
$ 32,242,718.04 1 3,043,712.58
Annual
Total cost amortization0
$ 1,140,000.00
7,324,800.00
5,000,000.00
2, 500, 000. 00
5, 600, 000. 00
1,900,000.00
1,665,000.00
$ 25,129,800.00
6,282,450.00
S 31,412,250.00 $ 2,965,316.00
10,800,000.00 1,019,520.00
$ 42,212,250.00 $ 3,984,836.00
"Amortization: 1 = 7 percent, M = 20 years, CRF = 0.0944, PWF = 0.2584
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Table 101. ANALYSIS OF OPERATIONS AND MAINTENANCE COSTS, 1975°
WMS actual costs
Line items
Preapplication treatment
Aerated lagoon number 1
Aerated lagoon number 2
Aerated lagoon number 3
Chlorination
Transmission
Force main
Effluent pumping
Labor
$ 1,663.81
556. 53
1,212.21
2,172.63
$ 97,395.07
Electric
power
$ 91,163.97
39,574.96
18,765.33
$ 161,960.98
Materials and
services
$ 1,010.54 $
1,183.43
582.62
11,035.28
$
$ 48,947.47 $
Total
93,838.32
41,314.92
20,560.16
13, 207. 91
168,921.31
308, 303. 52
EPA guidelines
Operations and
maintenance costs
$ 94, 252. 00
94, 252. 00
94, 252. 00
67,431.00
$ 350,187.00
$ 9, 488. 00
329,490.00
Storage
Settling, outlets and storage lagoons
$ 5,020.27
$ 308,303. 52
8,187.64 $ 13,207.91
$ 13,207.91
$ 338,978.00
$ 161,923.00
$ 161,923.00
Distribution
North irrigation pumping station
South irrigation pumping station
Irrigation rigs
Recovery
Drainage system
North drainage station
Sullivan drainage station
Laketon drainage station
Drainage wells
$ 17,372.72 3
9,610.29
94,356.30
$ 1,402.65 j
3,133.07
3,604.35
3, 567. 28
1,903.23
f 71,823.48
31,326.17
9,546.31
£
6, 754. 78
9,579.09
2,208.08
S 10,231.47 $
8,326.69
147,028.15
$
$ 731-. 25 $
1,341.11
L, 732. 96
1,727.18
2,141.92
$
99, 427. 67
49,263.15
250,930.76
399,621.58
2,133.90
11,228.96
14,916.40
7, 502. 54
4,045.15
39,826.95
$ 184. 266. 00
184,266.00
549,298.00
$ 917,830.00
$ 73, 507. 00
33,343.00
33,343.00
33,344.00
$ 173,537.00
Muskegon and Whitehall systems
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Table 101 (continued). ANALYSIS OF OPERATION AND MAINTENANCE COSTS, 1975°
to
Cn
•o
Line items
Additional costs
Administration
Farm
Laboratory
Water quality studies
Treatment performance studies
Farm management
Agricultural productivity studies
Socio-economic studies
Project administration studies
Outside laboratory services
Operation equipment maintenance
Administration building
Fences and roadways
Solid waste
Monitoring wells
Benefits
Sale of crop —Corn
-Wheat
— Soybeans
Laboratory services
Miscellaneous income
Federal grants
Total operations expense
Amortization (0. 0944 x capital
Total
WMS
Electric
Labor power
$ 59,401.32 $
99,839.66 4,716.
7, 460. 47
35,830.02
69,601.3-7
22,764.15
23,279.32
4, 346. 37
8,614.51
14,437.96 21,348.
4,583.76 1,299.
2, 295. 36 9.
$ 595,424.68 $ 470,077.
cost) b
actual costs
Materials and
services
$ 84,053.63 :
83 281,678.57
14,348.81
7,237.49
9,149.17
2,462.80
4,075.34
10,000.00
7,432.01
865. 36
26,336.95
55 9,423.47
41 5,975.78
11 1,455.09
$-699,486.90
- 7,402.88
908. 04
- 7,687.50
- 5, 784. 03
-182,669.45
05 $-195,236.82
Kate at 102.6 TCMD current flow (&/TCM)
Rate at 1601CMD design
flow (S/TCM)
Total
S 143,454.95
386, 235. 06
21,809.28
43,067.51
78,750.54
25,226.95
27,354.66
10,000.00
7,432.01
5,211.73
34,951.46
45, 209. 98
11,858.95
3,759.56
$ 844, 322. 64
$ -699,486.90
- 7,402.88
908.04
- 7,687.50
- 5,784.03
-182,669.45
$ -903,938.80
$ 870, 264. 91
$ 3,043,712.58
$ 3,913,977.49
$ 104.51
EPA guidelines
Operations and
maintenance costs
$
425,000.00
66, 343. 00
56,900.00
43,306.00
$ 592,749.00
$ -575,000.00
$ -575,000.00
$ 1,960,204.00
$ 3,984,863.00
$ 5,945,067.00
$ 101.80
Muskegon and Whitehall systems
Amortization: I=7percent, M=20years, CRF = 0.0944, PWF = 0.2584
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Wells -
Figure 40, page 117; on the basis of 13 meter well depth. Capital costs include; drilled wells,
vertical turbine pump, controls, electrical work.
Service Roads and Fencing —
Figure 41, page 119; on the basis of 2,860hectares. Capital costs include: gravel service roads,
Ii3 meter fen ce.
Service and Interest Factor —
Calculated as 25percent of direct cost; including engineering, legal, fiscal, interest during con-
struction, contingencies.
Land —
Computed at $2,500/hectare.
In those cases of EPA charts cited above which do not include flow capacities as high as 160
TCIV'D, extrapolations were made.
COSTS OF OPERATIONS-MAINTENANCE
Operational costs in 1975 were similar to the EPA published estimates, in spite of the class-
ification as a demonstration project with the special cost-featured outline above. As indicated
in Table 101', project costs (total expenses and 20year amortization) were $104.51/TCM versus
the EPA projection of $101.8Q/TCM.
Average daily flow was 27MGD (102.6 TCM), well below the design flow of 42MGD (160TCMD),
but as flow increases, it is expected that the cost per TCM will decline, even though the over-
all cost will increase slightly.
The Muskegon operations and maintenance costs and EPA publication estimates in Table 95
were developed from the same figure/page as was used to outline the capital cost comparison
in Table 94.
Details of costs for 1974 and before were not available when the county assumed management of
the system in December, 1974. However, 1974 costs are presented in summary form in Table 102
and compared with 1975.
Table 102. SCHEDULE OF OPERATING COSTS? 1974 AND 1975
Line item
Direct materials & services depreciation
Direct labor
Overhead and fringe
Administration
Total
1974 cost
$ 975,408.00
398,397.00
116,614.00
543,412.00
$, 2,033,831.00
1975 cost
$ 1,205,949.50
462,875.93
111,146.01
154,277.51
$ 1,934,248.95
Including collection and transmission, Whitehall and Muskegon subsystem operating expenses
258
-------
Table 103 presents a comparison of 1974 and 1975 electrical consumption, OH, and dollars.
Significant reductions in KWH consumption were achieved by improved management. Though
costs increased $32,523.35 and electrical KWH consumption declined 22,629,479KWH, the in-
crease in cost was due to higher fuel adjustment charges.
Table 103. ELECTRICITY CONSUMPTION AND COSTS, 1974 AND 1975°
1974
Purpose
Lift stations
Treatment operations
Irrigation system
Total
KWH
11,095,475
22,421,492
9,483,005
42,999,972
Cost, $
162,178.82
224,214.92
94,830.05
481,223.79
1975
KWH
10,780,900
9,009,300
5,702,700
25,492,900
Cost, $
218,472.54
182,578.64
112,695.96
513,747.14
Muskegon and Whitehall systems
KWH consumption and dollars were taken from Consumers Power billings, and distribution was
calculated for each bill based on meters.
Table 104'presents 1975 labor expenses. 1974 labor expanses were not available because of the
change in management.
Table 104. 1975 LABOR EXPENSES0
Purpose
Manpower "
Operation and maintenance c 15
Spray rig maintenance
Farm operations
Equipment maintenance
Laboratory
Administration
Total
[Annual gallonage flow
(817.16/TCM)]
4
6
3
10
3
41
9,778.15MG (2MCM).
Direct labor
and fringe, $
$ 234,119.15
59,623.45
65,523.70
51,473.94
163,281.70
63,882.69
$ 637,904.63
Labor rate = 865.24/MG
Muskegon and Whitehall systems
Eight part-time, temporary, or seasonal employees with durations of
employment from one to four months are not included in the manpower
listing. Their wages are included in direct labor and fringe, amount-
ing to approximately 3,800 man hours.
Includes personnel from Whitehall system and collection personnel.
For Whitehall approximately 1,400 man hours.
259
-------
The breakdown of 1975 costs of operation and maintenance of the aeration cells, storage lagoons
and irrigation circles is in Table 105. It should be noted that whereas the total maintenance costs
for the storage lagoons was only $48,000, or about 25percent of the cost of the aeration cells,
original design did not allow for wastewater treatment by lagoon impoundment per se. Treatment
effectiveness was expected from the aeration cells. But through the treatment performance studies
it was discovered that lagoon impoundment provides considerably more effective wastewater treat-
ment than aeration, and at considerable savings. (See Figures 52 and 54.) The electrical costs
of the aeration cells in 1975 were three times the total maintenance costs of the lagoons and would
have been even higher had the policy of aeration cell use not been modified.
In the case of the irrigation circles, 1975 costs of materials and services were remarkably low,
less than $17,000 for 57 irrigation machines. The irrigation portion of the system represents the
"advanced" (or tertiary) treatment and has a cost rate of about $3Q/MG (3.8TCM), which is
significantly less than the costs of conventional advanced wastewater treatment systems.
Table 105. COSTS OF OPERATION AND MAINTENANCE OF
AERATION CELLS, LAGOONS AND IRRIGATION CIRCLES, 1975°
Purpose
Salaries and fringes
Public utilities
Direct materials and services
Subtotal
Laboratory
Administration
Total
Aeration
cells
$ 2,685.34
149,504.26
1,347.22
$ 153,536.82
$ 31,987.90
7,660.26
$ 193,184.98
Storage
lagoons
$ 5,627.11
21,927.99
$ 27,555.10
$ 15,993.96
4,673.77
$ 48,222.83
Irrigation
circles
$ 94,886.44
112,695.96
16,909.15
$ 224,491.55
$ 31,987.90
30,313.76
$ 286,793.21
"vluskegon and Whitehall systems
Total User Charge, 1975
To arrive at the 1975 operating rate of $143/MG or S37.78/TCM, all expenses incurred by the
system were totaled, and from that sum was subtracted anticipated revenues. This net figure
divided by the expected annual gallonage was the cost that users of the system were charged for
that component of the user rate. The other items in Table 106 bring the total operational cost to
users per million gallons to $170, but this does not include a debt retirement fee of $45/MG or
$11.89/TCM.
260
-------
Table 106. 1975 USER RATE COMPONENTS
Purpose
1975 operating budget
Operating deficit of prior years
1975 depreciation (machinery and equipment only)
Working capital requirements
Interest on deficit
Total operational cost to user"
Not including debt retirement fee of $45/MG or
Fee,
per MG
$ 143.00
8.00
11.50
5.00
2.50
$ 170.00
S11.89/TCM
$
per TCM
$ 37.78
2.11
3.04
1.32
0.66
$ 44.91
The above operating rate of $143/MG is elaborated upon in rlable 107, giving figures for the
budgeted expenses of labor and fringe, electricity, maintenance and materials, fertilizers and
required services.
Table 107. 1975 BUDGETARY RATE
Item Credits Debits
Budgeted expense0 S 2,151,318.00
Forecasted income
Crop revenue b $ 555,000.00
Contractual services c 35,000.00
EPA grantd 155,000.00
Total $ 745,000.00 (-745,000.00)
Cost to be recovered $ 1,406,318.00
[At flow rate of 27MGD (102.6TCiVID = $143.00./MG (S37.78/TCMD)]
Includes labor, fringe, materials, electricity and services but does
not include capital outlay
^Includes corn, $540,000 and wheat, $15,000
Laboratory analyses fees to industry
75 percent federal reimbursement for treatment performance water
quality, agricultural productivity studies as well as other reim-
bursable studies
261
-------
The many startup difficulties of 1973 and 1974, including low yields, installation delays cable
faults, etc., resulted in a deficit. Users agreed to spread payment of this deficit over a 10year
period, allowing that during that period any surplus should be used to reduce the deficit. (At the
beginning of 1975, the deficit amounted to $934,463.97, and at the end of the year the deficit was
$212,145.50.) In addition, the users agreed to generate funds for working capital to cover dep-
reciation of machinery and equipment and to pay to Muskegon County six percent interest for ad-
vancing to WMS capital sufficient to cover the deficit. That equipment and machinery funded by
users was projected to last ten years or less.
It should be noted that working capital was accidentally omitted from all design data.
As indicated in Table 108, the "actual operational rate" per million gallons was considerably
less than the "budgetary rate:" $106/MG versus $170/MG. This reduction was achieved by
revenue from crop yields, saving in electrical expenses and lower material expenses.
Table 108. 1975 ACTUAL OPERATIONAL RATE
Iten
Credits
Debits
Actual expense
Actual income
Crop revenue12
Contractual services
EPA grant
Miscellaneous
Total
Cost to be recovered
[At flow rate of 27MGD (102.6TCMD) =
$ 1,934,212.61
$ 707,797.82 b
7,687.50
182,669.45
5,784.03
$ 903,938.80
(-903,938.80)
$ 1,030,273.81
$104.54/MGC (S27.51/TCM)]
Crop revenues include: Corn
Wheat
Soybeans
Includes 1975 corn crop sales
Component costs:
Operations expense $92.44
Depreciation 9.14
Interest on deficit 2.96
$699,486.90 (267,269 bu at $2.617/bu)
7,402.88 (2,553 bu at $2.90/bu)
908.04 (303 bu at$3.0Q/bu)
262
-------
SECTION 14
REFERENCES
1. Avery vs Midland County, Texas, (1968)390 U.S. 474. 88-S Ct. 1114; 20L 2nd. Ed. 45.
2. County of Muskegon by and through its Board of Public Works, Plaintiff, — vs — Ralph E.
Schultz, Robert Uphoff, Marvin Erb, Richard Schultz, Walter Dietrich, and Environmental
Protection Organization of Muskegon County, Inc., individually and as representatives of all
persons having an interest in the establishment and acquisition of the Muskegon County
Wastewater Management System No. 1. File C-5585 14th Judicial Circuit Court Muskegon
County
3. Basis of Design, Muskegon County Wastewater System Number One. Bauer Engineering Inc.
Chicago, 111. March, 1971.
4. Engineering Feasibility Demonstration Study for Muskegon County, Michigan, Wastewater
Treatment Irrigation System. Bauer Engineering, Inc. Chicago, 111. Program Number
11010 FMY. September, 1970
5. Environmental Impact Statement Concerning the Muskegon County Wastewater Management
System Number One. Federal Sewage Treatment Work Construction Grant WPC-Mich.-1503.
May, 1972.
6. Christiansen, J.E. Irrigation by Sprinkling. Bulletin 670. University of California. Berkeley,
California 1942.
7. Cylinder Infiltrometer. Soil Conservation Service and Agricultural Research Administration,
USDA. ARS 41-7. May, 1956.
8. Ames Irrigation Handbook. Milpitas, W.R. Ames Co., 1958.
9. Rathburn, C.B. Methods of Assessing Droplet Size of Insecticidal Sprays and Fogs. Mosquito
News. 30:4, December, 1970.
10. Inoue, H. Experimental Studies on Losses Due to Wind Drift in Sprinkler Irrigation. Tech-
nical Bulletin of the Faculty of Agriculture, Kagawa University (Kagawa). Vol. 15, No. 1.
December, 1963.
11. Report on Muskegon and Mona Lakes, Muskegon, Michigan, EPA Region V. U.S. Environ-
mental Protection Agency National Eutrophication Survey Working Paper Series. Pacific
Northwest Environmental Research Laboratory and National Environmental Research Center.
Las Vegas, Nevada.
12. Aldrich, S., et al. Modern Corn Production. Champaign, A&L Publications, 1975.
13. Hanson, C.H. Alfalfa Science and Technology Agronomy Monograph No. 15 American Society
of Agronomy. Madison, Wisconsin 1972.
14. Soil Survey for Muskegon County, Michigan. Soil Conservation Service, USDA, and Michigan
State Agricultural Experiment Station. U.S. Government Printing Office. Washington, D.C.
1968.
15. Bird Observations at the Muskegon County Oxidation Ponds. Grand Rapids Audubon Bird
Record Committee. Grand Rapids, MI. 1975.
263
-------
Appendix A Table 1. INDIVIDUAL SAMPLE VOLUMES FOR THE ENRESCO IRRIGATION RIG ON CIRCLE 39
COEFFICIENT OF UNIFORMITY TEST AT SPRAYBAR PRESSURE OF 210gra/cm2
Sample#a
SV/n6' d
Sample volume, cm^
Cup number
ICU/nc> d Row
Span I
lV/n = l7.5
2CU/n = 49.7
Span II
IV /n = 16.5
ICU/n = 71.5
Span III
2V/n = l6.2
2CU/n = 58.1
Span IV
!V/n = 13.6
ICU/n = 69.9
X
Y
Z
X
Y
Z
X
Y
Z
X
Y
Z
1 2
22 .8
17 18
6 8
12 LQ
1.5 11
11 12
0 12
19 0
35 10
8 14
10 14
5 18
345
L2 2 59
17 14 14
16 10 46
13 14 15
.2 30 17
17 19 27
5 18 5
11 19 10
10 20 9
12 _8 12
5 14 21
20 10 18
678
15 0 0
000
14 0 0
22 15 13
L4 L7 0
10 15 20
27 15 LI
20 15 LO
13 9 15
8 13 20
14 15 LO
8 13 12
9 10
0 0
0 0
0 0
17 21
22 0
30 22
15 32
20 0
9 44
20 25
12 0
12 23
11
0
0
0
0
0
0
0
0
0
0
0
0
12
0
0
0
0
0
0
0
0
0
0
0
0
13
0
0
0
0
0
0
0
0
0
0
0
0
Sample #a
iV/n6' d
Sample volume, cm^
Cup number
2CU/nc> d Row l 23456789 10
Span V
2V/n = 15.2
ICU/n = 65.4
Span VI
W /« 1 £i O
ji v / n — ID. o
ICU/n = 73.4
Span VII
IV/n = 18.3
ICU/n = 78.3
X 35 11 L2 1.3 10 13 26 L2 20 9
Y 16 L4 la 12 31 13 11 12 12 0
Z 27 13 11 12 25 10 12 8 18 10
X 16 L6 26 15 L5 43 L9 LI 15 13
Y 14 15 15 27 L4 LI L5 L3 10 0
Z 13 12 24 15 13 19 13 13 0 10
X 16 L6 21 13 18 27 15 L8 L7 26
Y 12 14 19 25 16 15 15 17 15 0
Z 14 15 25 11 25 28 22 22 15 19
11
0
0
0
0
0
0
0
0
0
12 13
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
°Each sample consists of 13 cups in each of three rows (X, Y & Z) for a total of n= 39
Average volume in cubic centimeters for each cup sample collected
Average coefficient of uniformity for each sample
For the entire Enresco rig (n = 273): 2V/n = 16.2, 2CU/n = 67.0
-------
Appendix A, Table 2. INDIVIDUAL SAMPLE VOLUMES FOR THE LOCKWOOD IRRIGATION RIG ON CIRCLE 40
COEFFICIENT OF UNIFORMITY TEST AT SPRAYBAR PRESSURE OF 700 gm/cm2
Sample #a
L J
2CU/nc> d
Sample volume, cm3 Sample #a Sample volume, cm3
Cup number ]
Row 01 02 03 04 05 06 07 08 09 10 11 12 13 I
EV/n°' d Cup number
lCV/if'd Row 01 02 03 04 05 06 07 08 09 10 11
12 13
X 0 14 37 67 64 35 36 40 29 38 37 47 0 Span VII
Y 0 21 48 55 39 53 36 45 28 36 39 30 0 2V/n = 39.7
Z 0 27 30 88 67 47 38 41 28 49 39 48 0 2CU/n = 81.1
X" 54 34 48 35 50 49 39 38 47 50 63 34 36 Span VIII
Y 67 65 67 54 46 48 53 46 44 41 48 5a 43 2V/n = 44.4
9 Z 56 41 52 45 55 58 45 40 44 59 50 41 47 ICU/n = 87.0
Span m X 29 42 43 44 48 31 38 40 55 70 38 54 36 Span JX
2V/n = 44.1 Y 45 48 0 50 47 36 55 32 44 45 57 53 25 2V/n = 44.8
2CU/n = 81.4 Z 45 30 47 49 62 36 34 36 58 62 38 37 38 2CU/n = 87.6
X 31 38 4L 47 46 33 32 50 38 50 29 38 28
Y 33 32 31 33 33 29 28 39 39 39 34 40 26
Z 31 57 62 63 47 42 50 47 44 37 48 47 35
X 32 33 46 48 47 43 43 36 57 55 42 41 50
Y 29 43 43 42 44 54 50 48 34 41 47 54 42
Z 29 37 49 51 39 50 45 39 58 46 47 43 53
X 36 40 44 46 40 49 42 50 36 37 60 52 49
Y 33 42 36 57 57 38 40 51 44 42 45 44 47
Z 47 40 48 47 43 0 48 48 39 29 54 54 47
Span IV
2CU/n = 75.7
Span V
2V/n = 35.9
2CU/n=86.3
Span VI
X 24 0 36 57 30 58 40 48 34 78 44 39 34
Y 0 40 0 52 34 32 33 64 40 32 32 32 43
Z 22 58 30 47 28 51 30 32 30 44 52 29 33
X 32 0 39 32 25 37 38 44 35 39 35 31 29
Y 38 42 42 41 43 46 32 37 33 36 43 34 28
Z 24 27 43 32 24 34 39 41 33 43 37 44 33
X 29 23 32 34 41 33 34 31 30 27 32 48 0
Y 30 38 0 53 42 44 32 36 44 48 47 56 42
2CU/n = 81.8 Z 23 32 39 47 47 38 34 35 45 32 36 48 0
2CU/n =
Span XI
X 41 31 37 49 47 44 51 50 0 47 47 44 45
Y 40 40 40 41 40 58 40 47 59 47 47 43 60
Z 43 33 40 38 50 45 51 45 49 40 48 39 39
X 23 40 47 66 0 0 0 0 0 0 0 0 0
Y 30 63 33 60 0 0 0 0 0 0 0 0 0
2CU/n = 72.0 Z 64 44 41 28 0 0 0 0 0 0 0 0 0
.Each sample consists of 13 cups in each of three rows (X, Y & Z) for a total of n = 39
Average volume in cubic centimeters for each cup sample collected
.Average coefficient of uniformity for each sample
For the entire Lockwood rig-(n= 129): 2V/n = 42.39; SCU/n = 81.4
-------
Appendix A, Table 3. MAXIMUM AVERAGE WATER APPLICATION RATE EFFICIENCY
TEST FOR THE LOCKWOOD IRRIGATION RIG
Timer
setting,
percent
100
90
80
70
60
50
40
30
20
10
Weather
Con-
dition
Cloudy
Cloudy
Cloudy
Cloudy
Cloudy
Cloudy
Clear
Clear
Clear
ND
Temper-
aiure,°C
27
26
26
26
25
25
20
19
19
ND
Relative
humidity,
percent
40
42
44
48
50
50
46
50
50
ND
Precip-
itation,
cm
0
0
0
0
0
0
0
0
0
ND
Wind
Speed,
kmph
16
16
16
16
24
24
23
24
24
ND
Direction
S
fl
SW
sw
w
w
w
w
w
ND
Solar
radiation,
g-cal/hr
1.00
0.90
0.80
0.70
0.60
0.50
1.40
1.20
1.00
ND
Rig parameters
Flow
rate,
m3/hr
290
290
269
269
267
267
272
274
260
ND
Pres-
sure.
kg/cm2
1.76
1.76
1.69
1.69
1.69
1.69
1.69
1.69
1.69
ND
Application rate,
cm /rev
Theo-
reticala
1.09
1.19
1.24
1.42
1.68
2.01
2.54
3.40
4.90
ND
Observed
1.22
1.40
1.35
1.55
1.78
2.24
2.79
3.63
4.90
ND
percent
84.0
83.8
82.9
79.3
87.2
80.7
87.8
88.4
85.5
ND
, Corrected for flow varying flow rate
Coefficient of uniformity
-------
Appendix A, Table 4. MAXIMUM AVERAGE WATER APPLICATION RATE EFFICIENCY
TEST FOR THE ENRESCO IRRIGATION RIG
Rig parameters
Timer
setting,
percent
100
90
80
70
60
50
40
30
20
10
Weath
er
Relative
Con- Temper- humidity,
dition ature,°C percent
Cloudy
Cloudy
Cloudy
Clear
Clear
Clear
Clear
Cloudy
Cloudy
ND
27
27
28
27
28
27
26
19
18
ND
48
41
41
43
40
44
43
64
80
ND
Precip-
itation,
cm
0
0
0
0
0
0
0
0
0
ND
Wind
Speed,
kmph Direction
13
13
16
16
19
19
24
16
13
ND
SW
SW
sw
w
w
w
sw
sw
sw
ND
Solar
radiation,
g-cal/hr
1.10
1.10
1.10
1.00
1.20
0.60
0.50
0.40
0.20
ND
Flow
rat^,
m3/hr
364
364
364
364
364
364
364
364
364
ND
Pres-
sure,
kg/cm2
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
0.21
ND
Application rate,
cm/rev
Theo-
retical
0.43
0.48
0.53
0.61
0.71
0.84
1.07
1.42
2.11
ND
Observed
0.38
0.43
0.48
0.58
0.71
0.73
0.89
1.30
1.65
ND
percent
74.0
74.5
69.2
79.8
79.9
72.5
78.0
80.3
79.0
ND
.Corrected for flow varying flow rate
Coefficient of uniformity
-------
Appendix A, Table 5. WIND DRIFT AT 60 METERS
(d)
Droplet diameter
range, ^
1-* 13
13 -» 27
27-+ 40
40^ 54
54^ 67
67 -> 81
81 -> 94
94^108
108->121
121->135
135^148
148^162
162->175
175^189
1 89-+ 202
202^216
216^229
229^243
243^256
256^270
270^283
283^297
297^310
310^324
324 -> 337
337-+ 351
351^364
364^378
378^391
391^405
Total
2dn
In 15
(n)
Number of
droplets
2
15
32
49
44
60
23
13
12
8
8
4
3
2
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2n=276 2di
to 25 kmph
(dn)
Number x
diameter
26
405
1280
2646
2948
4860
2162
1404
1452
1080
1184
648
525
378
0
216
0
0
0
0
0
0
0
0
0
0
0
0
0
0
i = 21214
wind
Percent
of total
0
2
6
12
14
23
10
7
7
5
6
3
2
2
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
100
/Sn = Average mean diameter = 77
In 30
(n)
Number of
droplets
35
71
52
61
62
62
43
35
29
18
12
8
3
4
1
2
4
0
2
2
1
1
3
0
0
0
1
0
2
2n = 514 2dn
to 45 kmph
(dn)
Numbei x
diameter
945
2840
2808
4087
5022
5828
4644
4235
3915
2664
1944
1400
567
808
216
458
972
0
540
566
297
310
972
0
0
0
378
0
810
= 47226
wind
Percent
of total
2
6
6
9
11
12
10
9
8
6
4
3
1
2
0
1
2
0
1
1
0
1
2
(0
0
0
1
0
2
100
2dn/2n = Average mean diameter = 92
268
-------
Appendix B. Operations and Maintenance
This Appendix details the maintenance procedures for three aspects of the WMS operations:
the collection system with itemizations for each lift station, the aeration equipment and the
irrigation pump stations.
A. Collection System
The system was maintained by eight men who, with a four-man swingshift schedule, manned
C — station 24 hours per day, seven days per week, and observed the conditions at six other
stations (A, B, D, F, G and J) by means of a remote monitoring system. The remote monitor
provides information on the number of pumps in operation, power supply and status of wet wells
at each location.
Monday through Friday, the eleven stations were routinely inspected by one operator-mechanic,
and two repairmen were dispatched to handle major malfunctions. The Muskegon personnel also
spent some time servicing the Whitehall collection subsystem.
Individual maintenance operations for eash lift station were:
Lift Station A-(0 TCMD). Because there is no sanitary sewer in this area, this station was not
in service in 1975 and required little maintenance.
Lift Station B (1.18 TCMD).
— replacement of wiring on a sequence switch
— replacement of burned out motor on ventilating fan
Lift Station C (97.29 TCMD).
— repainting of bar screen room
— installation of a new driveway
— installation of additional radio components to expand radio communication throughout the C-
station complex and with the treatment site
— replacement of the steel cables on the bar screen rakes with stainless steel models
— removal from service of the Badger flowmeter which measured flow in the City of Muskegon
122cm line; meter not repairable; flow calculated by deducting all other flows from total flow at
the treatment site
-installation of additional cooling pipe on each pump to improve cooling
Lift Station D (61.44 TCMD).
— repair of broken shafts on pumps 2 and 4
— balance of impeller on pump 4
-installation of a new coupling between the motor and the pump to reduce vibration in pump 4
-installation of an auxiliary generator to prevent spillage in the event of power failure
— installation of larger capacity spillway to Ruddiman Drain
— installation of concrete pads for generator
-installation of "lock out" locks on the main power breaker and in the main power box to D-
station to prevent crossfeed from one power source to the other
-replacement of check valves with side-plug assemblies to correct chronic leaking onto the pump
room floor
-repair temporarily the air-vacuum relief valve to the 91 cm sewer line until it can be replaced
during favorable weather
269
-------
Lift Station F (0.34 TCMD).
— installation of water filters on tubing going to mechanical seals
— correction of leak around the housing of pump number 3 by shimming of impeller to provide
clearance
— installation of hinged access cover in the drop chamber on the incoming gravity sewer
— installation of stainless steel basket to screen debris from pump portal
— construction of a copper dam around the overflow pipe from the wet well to prevent debris
accumulation and to allow the cover to properly open and seal
— repair a leak in the force main along Airline Road by the installation contractor under warranty;
cause was a rolled gasket at a pipe joint
Lift Station H (5.49 TCMD).
— correction of plugged pumps due to small patches and lumps of cloth
— correction of plugged airline bubble on level control mechanism
Lift Station J (0 TCMD) No sewer system. Routine inspection only.
Lift Station K (1.13 TCMD)
— installation of mechanical seal in variable speed pump
— replacement of automatic greaser by manual procedure
— replacement of air compressor relay
— replacement of time-delay relay on variable speed pump
Lift Station L (0.31 TCMD).
— clean (twice) electric probes on level controls
-removal of sand from ventilation pipe, probably caused by vandals
-restoration of power by the power company when one of the primary leads to the transformer
became detached
B. Aeration Equipment
The types of maintenance and repair problems in the biological treatment cells in 1975 are listed
by cell.
Cell Number 1:
-no repairs on the twelve aerators (Aerator number 4 was transferred to the Whitehall subsystem
in July, 1975.) ,
-repair of three mixers: No. 1 lost propeller blade and stabilizer fins; No. 2 loose platlorm
mounting bolts; No. 4 sheared platform mounting bolts
Cell Number 2:
-replacement of burned motor leads on two aerators
-malfunction of two mixers because of vibration and no'.sej-not repaired in 1975
-malfunction of one mixer because of burned out motor in 1974; not repaired
Cell Number 3:
— repair locked rotor on aerator
- shutdown of one aerator due to excessive noise
- shutdown of two aerators due to excessive vibration
270
-------
C. Irrigation Pump Maintenance
— repair of a bus bar short at the south station, May, 1974
— repair of separated overhead transmission line to the north station, November, 1974
— inspection and repair of all irrigation pumps after the 1974 irrigation season
Appendix B, Table 1. WMS MONTHLY INFLUENT FLOW, 1973-1975, TCM
Year
Month 1973 1974 1975
January -- 3156 3022
February -- 2809 2775
March -- 3278 2652
April -- 3198 2801
May -- 3301 3009
June -- 3412 3007
July 3279 3116 2830
August 3354 3454 3144
September 3133 3014 3088
October 3177 3145 3241
November 2965 3088 3038
December 2893 2792 2904
271
-------
Appendix B, Table 2. IRRIGATION PUMP STATION MAINTENANCE
Station and
pump number
North station0
1
2
3
4
5
6
7
8
9
10
South station
1
2
3
4
5
6
7
8
9
10
11
1975 maintenance and repair
Stuffing box
Headshaft Cleaned & New
metalized repacked bushings Other
xxx Lower motor bearing
xxx Lower motor bearing
X
X
xxx Lower motor bearing
X
X
X
xxx
xxx Lower motor bearing
X
X
X
X
X
X
X
X
X
X
X
replaced
replaced
replaced
replaced
Operational pumping was twice the volume of the south station.
272
-------
350
300
N>
LO
O
§ 200
10P
I I I I I I
II
10 20 30 40 50 60
PROBABILITY, percent
70
80
90
95
Appendix C, Figure 1. L50D- in influent, February, 1974
-------
325
300
200
NJ
LO
a
o
ca
75
I I I I I 1 I
I I
10 20 30 « 50 60
PROBABILITY, percent
70
90
95
\ppendix C, I'igure 2- 130D- in influent, July, 1971
-------
350
300
NJ
^J
Ln
200
I ii I I I I i I I
1 2
I I
10 20 30 40 50 60 70
PROBABILITY, percent
80
90
95
98
\ppendix C, l;igure 3. 150Dr in influent, February, 1975
-------
300
200
o
CD
100
50
I II I I 1 I I I I
I I
20 30 40 50 60 70
PROBABILITY, percent
5 10
Appendix C, Kigure 1. \]QD - in influent, July, 1975
90
95
-------
N5
Q
O
in
240
200
160
120
cc
UJ
>
<
_ ,1000
800
O
-------
620
580
540
NJ
•vj
oo
a
o
-o
500
460
420
1
I 1
BOD5/COD RATIO
I I
0.46
0.44
0.42
a 38
a 36
0.34
0.32
0.30
0.28
a
o
LO
a
I I I I I I I I
J S
1973
J
1974
S
J M
1975
S
Appendix C, Figure 6. Average daily chemical oxygen demand (COD)_and
ratio of five-day biochemical oxygen demand (BOD^)/(COD) in influent, 1973-1975
-------
500
"5s
CO
O
O
1=1
300
K>
~^l
VO
Q_
co
CO
>-
CD
-------
9.C
N3
00
O
3.00
2.40
1 I I
I f » » » 1 I
1 2
10
20 30 40 50 60
PROBABILITY, percent
70
90
95
\ppendlx C, Figure 8. Ammonium nitrogen in influent, 1' ebruary, 1974
-------
00
17.0
16.0
14.0
12.0
I 10.0
8.0
6.0
I'll 'I'''—I 1 L
12 5 10
20 30 40 50 60 70
PROBABILITY, percent
95 98
\ppendix C, Figure 9. Xmmonium nitrogen in influent, Jul), 1974
-------
00
15.0
14.0
12.0
10,0
4.0
II
12
I ! I I I I I
10 20 30 40 50 60
PROBABILITY, percent
70
II
80
90
95
\ppendix C, Hgure-10. \mmonium nitrogen in influent, February, 1975
-------
00
U)
13.0
12.0
10.0
8.0
6.0
4.0
2.0
ill I I I I I I I I I
1 2
10 20 30 40 50 60 70
PROBABILITY, percent
80
95
Appendix C, Figure 11. \inmonium nitrogen in influent, July, 1975
-------
2.50
N>
oo
Q_
Q_
o
Q_
o
I I I
I 1 I I I I I
I I
10 20 30 40 50 60 70
PROBABILITY, percent
80
95
Appendix C, Figure 12- Phosphorus (ortho-phosphate) in influent, February, 1971-
-------
3.25
3.00
cc
O
Q_
1.00
0.75
II I I I I I I I
10 20 30 40 50 60 70 80
PROBABILITY, percent
I I I
90
95
98 99
Appendix C, 1-irgure 13. Phosphorus (ortho-phosphate) in influent, ,]ui\, 1974
-------
3.50
3.00
K3
00
O
CL
I I I 1 I I
I » »
10 20 30 40 50 60 70
PROBABILITY, percent
80
90
99
Appendix C, Figure 14. Phosphorus (ortho.phosphate) in influent, February, 197.r
-------
3,50
3.00
o
D_
oo
0.50
I I I I I I I 111 II i
10 20 30 40 50 60 70
PROBABILITY, percent
90
95
\ppendix C, Figure !">. Phosphorus (ortho-phosphate1) in influent, July,
-------
hJ
00
no
F I I I I I
J S N J
1973 1974
1975
Appendix C, Figure 16. 1'ive-day biochemical oxygen demand in west storage lagoon,
1973-1975
RANGE ENCLOSING
90% OF DAILY AVERAGE
•MONTHLY AVERAGE
-------
N5
00
MONTHLY AVERAGE
-------
1974
1975
RANGE ENCLOSING
;;::;;:!•••::::::::»• 90% OF DAILY AVERAGE
.MONTHLY AVERAGE
\ppendix C, Figure 18- Suspended solids in west storage lagoon, 1974-19'
-------
o
CX5
ho
20
iiiiHnB!«»!» RANGE ENCLOSING
90% OF DAILY AVERAGE
.MONTHLY AVERAGE
N J
1973 1974
1975
Appendix C, 1'igure ]y. Suspended solids in east storage lagoon, 1971, 1973
-------
-------
-------
J S N J M M J S N J
RANGE ENCLOSING
:: ::::::::::: 90% OF DAILY AVERAGE
MONTHLY AVERAGE
\ppendix C, Hgure 22. Nitrate nitrogen in west storage lagoon, 1973-1975
-------
NJ
VO
Ol
n j M
1973 1974
RANGE ENCLOSING
90% OF DAILY AVERAGE
MONTHLY AVERAGE
1975
J S N
Appendix C, Figure 23- Nitrate nitrogen in east storage lagoon, 1973-197S
-------
3.0
2.0
O
Q_
1.0
1.0
iiiii
ii
I
J S
1973
•iil?*
llili RANGE EN CLOSING
3% OF DAILY AVERAGE
•MONTHLY AVERAGE
1974
1975
\ppenclix C. I'igure 21. Phosphate in v\est slora^e lagoon, 1973-1975
-------
-------
NJ
VD
00
1 2
20
30 40 50 60 70
PROBABILITY, percent
90
95
Appendix C, Figure 26- Fecal Lolil'orm in east storage lagoon, March, 1975
-------
5.0
4.0
3.0
VO
O
o
1.0
0.9
0.8
0.7
0.6
0.5
0.4
0,3
0.25
1
I I I I I I I
II
10 20 30 40 50 60 70
PROBABILITY, percent
80
90
95
\ppendix C, Figure 27- Fecal coliform in east storage lagoon, April, 1973
-------
o
o
2.00
1.00
"E 0.90
2 0.80
^ 0.70
a o.6o
o
O
0.50
0.40
0.30
0.15
1 2
I I I L L
I I
10 20 30 40 50 60
PROBABILITY, percent
70
95
\ppeiulix (1, Figure 28. I'ecal colii'orrn in east storage lagoon, May, 1975
-------
4.0
3.0
2.0
o
o
1.0
0.9
as
0.7
0.6
0.5
0.4
I I I I I I
10 20 30 40 50 60
PROBABILITY, percent
70
I I
90
95
Appendix C, Hgure 29. Fecal colilorrn in east storage lagoon, June, 1975
-------
6.0
5.00
U)
o
S3
CD
O
cc
I L
I I I I I I
I
10 20 30 40 50 60
PROBABILITY, percent
70 80
90
95
\ppendix C, 1' igure 30- Nitrogen in drain tile ]9, June-August, 1974
-------
6.0
o
OJ
CvJ
o
CO
O
5 3J
O
O
ce
I
I I I I I
10 20 30 40 50 60
PROBABILITY, percent
70
90
95
Appendix C, Figure 31- Nitrogen in drain tile 19, September-November, 1974
-------
CNJ
O
CO
O
to
O
3.00
I !
i i i i i i i
10 20 30 40 50 60 70
PROBABILITY, percent
90
J_
95
Appendix C, Figure 32- Nitrogen in drain tile 19, December, 1974-March, 1975
-------
7.00
6.00
5.00
4.00
UJ
o
Ln
ro
O
o 3.00
2.00
1.00
0.50
I I
I L L I I I I
I I
1 2
10 20 30 40 50 60
PROBABILITY, percent
70
90
95
\ppcndix (,, I'igure 33- Nitrogen in drain tile 19, \pril-\ugust, 191
-------
6.50
6.00
5.00
E
Q_
CXI
o
S 4.1
o 3.0
I
i i r i i
10 20 30 40 50 60 70
PROBABILITY, percent
95
Appendix C, Figure 3-1. Nitrogen in drain lile 19, September-November, 1975
-------
Appendix C, Table 1. TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILE NUMBER 11
Year;/ BOD^ pH, Sp cond,
Month ppm SU /^mhos/cm
1974
Jun 1.00
Jul 1.00
Aug 0. 80
Sep 0. 20
Oct 0. 60
Nov 0. 60
Dec 1.40
1975
Jan 1.23
Feb 0.85
Mar 0. 70
Apr 0.80
May 0. 52
Jun 0. 76
Jul 0.25
Aug
Sep
Oct ND
Nov 1.26
Dec 0.78
7.40
7.20
7.30
7.10
7.10
7.30
7.50
7.70
7.70
7.70
7.60
7.90
7.30
7.30
6.90
7.40
7.40
289
378
506
601
630
505
527
484
448
445
448
460
494
504
624
606
516
Color,
APHA
13
11
11
11
17
25
11
18
13
15
7
11
10
27
20
20
12
Turb,
FTU
0.80
0.80
0.50
0.90
0.50
1.30
0.30
0.20
0.10
0.20
0.30
0.30
0.70
1.30
0.40
0.50
0.20
TOC,-
ppm N
5.30
4.40
2.70
4.00
3.80
4.80
3.00
2.90
3.80
8.40
3.50
2.50
4.20
ND
(No
(No
ND
Parameters in ppm
H4
0.02
0.06
0.02
0.02
0.06
0.05
0.02
0.04
0.04
0.37
0.05
0.04
0.06
0.05
data
data
0.10
ND <0. 01
ND
0.03
N03/N02-N o-P04 -P
1.75
2.67
3.50
3.66
3.65
3.88
3.52
3.04
3.16
2.55
2.62
3.16
4.34
4.41
for any parameter)
for any parameter)
2.67
4.60
3.89
0.01
0.05
0.04
0.01
0.12
0.02
0.03
0.01
0.02
0.03
0.01
0.01
0.01
0.01
0.01
0.03
0.03
S04
21.0
25.0
37.0
53.0
43.0
47.0
39.0
44.0
44.0
39.0
41.0
35.0
61.0
ND
92.0
66.0
50.0
Cl
8.00
23.0
45.0
57.0
82.0
81.0
68.0
68.0
66.0
63.0
62.0
51.0
44.0
55.0
101
113
97.0
Na
11.0
32.0
31.0
44.0
51.0
50.0
53.0
48.0
46.0
49.0
49.0
44.0
52.0
55.0
81.0
75.0
ND
Ca
32.0
37.0
39.0
41.0
41.0
44.0
43.0
43.0
41.0
47.0
42.0
47.0
49.0
46.0
49.0
48.0
ND
Mg
9.60
10.6
12.2
11.5
13.2
12.7
12.3
12.6
12.9
12.7
13.0
13.9
15.0
13.1
13.8
15.2
ND
K
9.70
1.20
2.20
2.30
2.50
2.50
2.40
1.80
1.80
1.70
1.60
1.90
2.30
2.60
3.60
2.90
ND
-------
Appendix C, Table 1 (continued). TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILE NUMBER 19
o
oo
Parameters in ppm
Year/
Month
1974
Jun
Jul
Aug
Sep
Oct
Nov
Dec
1975
Jam
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
BOD5
ppm
0.80
0.80
0.60
0.70
0.40
1.30
1.60
1.13
0.93
1.15
1.03
0.60
0.96
1.89
1.27
1.50
1.38
0.75
0.90
, pH, Sp cond,
SU //mhos/cm
7.20
7.20
7.20
7.10
7.20
7.30
7.50
7.50
7.50
7.50
7.50
7=60
7.20
7.20
7.00
7.20
7.20
7.30
7.30
389
472
589
729
728
633
569
576
585
556
577
587
531
616
692
655
715
682
580
Color,
APHA
25
25
28
26
32
57
24
33
31
27
26
26
24
34
41
44
46
36
33
Turb,
FTU
4.10
3.40
3.70
3.4
3.50
4.20
2.60
2.10
1.70
1,90
2.00
2.60
3.10
2.80
3.60
3.00
3.10
2.20
2.30
TOT
Ppm'NH4 N03:/N02-N
5.20
4.70
4.70
4.50
6.00
11.5
4.10
12.4
5.60
11.8
5.00
6.90
ND
9.80
ND
ND
ND
ND
ND
0.12
0.15
0.03
0.28
0.18
0.28
0.06
0.13
0.12
0.15
0.09
0.13
0.16
0.32
1.02
0.20
0.22
0.09
0.14
2.05
2.67
3.00
2.92
2.46
1.85
2.24
2.11
2.19
1.82
1.77
2.73
3.35
4.33
4.25
3.89
3.12
2.73
2.21
o-P04 -P S04
0.02
0.02
0.02
0.01
0.01
0.01
0.03
0.01
0.01
0.02
0.01
<0. 01
<0. 01
0.01
0.01
0.01
0.01
0.02
0.02
66.0
60.0
67.0
64.0
64.0
86.0
61.0
73.0
71.0
53.0
65.0
60.0
81.0
ND
74.0
77.0
71.0
77.0
65.0
Cl
9.00
26.0
51.0
68.0
84.0
84.0
76.0
77.0
81.0
79.0
78.0
66.0
51.0
76.0
94.0
94.0
107
128
108
Na
10.0
27.0
32.0
46.0
50.0
48.0
46.0
51.0
52.0
56.0
52.0
51.0
56.0
60.0
74.0
71.0
82.0
92.0
ND
Ca
49.0
51.0
51.0
58.0
62.0
69.0
63.0
61.0
59.0
64.0
58.0
61.0
58.0
58.0
67.0
66.0
63.0
61.0
55.0
Mg
15.6
15.3
17.5
17.0
18.4
18.8
16.3
16.3
18.1
18.7
17.9
18.4
17.5
17.50
18.7
16.6
17.3
18.1
17.7
K
1.40
1.70
3.60
3.20
3.20
3.50
2.90
2.90
2.70
2.70
2.60
3.10
3.30
3.70
4.40
4.30
4.20
5.00
4.00
-------
Appendix C, Table 1 (continued), TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILES NUMBER 34
Year/
Month
1974
Jun
Jul
Aug
8ep
Oct
Nov
Dec
u>
§ 1975
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
BOD5,pH, Sp cond,
ppm SU ^mhos/cm
0.40
0.80
1.20
0.50
0.20
0.80
0.70
0.87
0.70
0.90
0.67
1.03
1.33
1.75
1.42
1.11
0.80
1.18
1.05
7.00
6.90
7.00
6.90
6.90
7.10
7.20
7.20
7.20
7.00
7.10
7.20
7.10
7.00
6.90
6.90
6.90
7.00
6.90
604
627
615
760
763
642
666
615
573
615
599
583
530
552
568
578
634
568
577
Color,
APHA
33
81
74
134
136
171
80
137
67
70
141
55
53
59
86
90
188
87
77
Turb,
FTU
29.0
14.0
17.0
14.7
18.8
24.7
11.9
26.7
25.5
21.7
23.1
19.3
12.6
11.2
15.6
16.0
17.3
12.8
12.2
TOC.j
ppm
6.30
8.10
5.10
4.60
10.7
5.10
5.00
8.80
18.2
12.2
9.1
11.2
ND
11.2
ND
ND
ND
ND
ND
Parameters in ppm
MH4 N03/N02-N
0.30
0.24
0.19
0.23
0.27
0.38
0.31
0.38
0.34
0.35
0.33
0.35
0.36
0.24
0.24
0.32
0.41
0.18
0.29
1.11
1.28
1.71
1.08
0.94
0.53
0.64
0.84
0.85
0.81
0.85
1.21
3.55
2.21
2.04
1.95
1.36
1.32
0.58
0-po4 -P so4
0.01
0.01
0.02
<0. 01
<0. 01
0.01
0.01
0.01
0.01
0.02
0.01
<0.01
<0. 01
<0. 01
0.01
0.01
0.01
0.02
0.02
168
158
146
143
149
236
213
258
260
216
206
162
194
ND
175
157
188
109
136
Cl
7.00
14.0
30.0
45.0
51.0
23.0
22.0
25.0
24.0
26.0
25.0
25.0
25.0
45.0
59.0
54.0
46.0
89.0
59.0
Na
10.0
18.0
16.0
26.0
29.0
19.0
15.0
17.0
15.0
16.0
17.0
17.0
28.0
41.0
44.0
36.0
19.0
49.0
ND
Ca
77.0
76.0
67.0
74.0
77.0
94.0
106
99.0
91.0
98.0
89.0
90.0
76.0
64.0
69.0
79.0
87.0
60.0
74.0
Mg
26.1
24.4
22.2
23.6
24.1
31.7
30.5-
29.0
30.7
33.4
28.4
27.6
21.9
19.0
16.7
19.4
24.5
18.0
20.7
K
1.80
1.80
2.70
2.50
2.50
1.9
1.80
1.90
1.80
1.80
1.70
2.20
2.3
2.60
2.8
2.70
2.30
3.10
1.80
-------
Appendix C, Table 1 (continued). TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILE NUMBER 48
YeW
Month
1974
Jun
Jul
Aug
Sep
Oct
Nov
w Dec
0 1975
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
BOD-
ppm"
0.20
0.70
0.40
<0. 10
ND
ND
0.10
0.40
0.30
0.10
0.90
2.58
3.09
2.92
3.15
1.92
0.51
3.00
2.01
, pH, Sp cond,
SU jLtmhoa/cm
6.50
6.70
6.60
6.50
6.80
6.80
6,80
6.70
6.80
6.80
6=90
6.90
6.70
6.70
6.70
6.70
6.80
6.80
6.80
943
933
929
1018
1027
763
786
691
682
662
646
697
685
736
748
694
751
726
615
Color,
APHA
13
104
114
253
246
237
112
85
117
43
130
50
71
81
190
149
333
99
126
Turb,
FTU
56.7
53.6
43.8
55.8
42.8
35.7
34.3
18.0
39.5
40.3
32.2
26.7
20.4
27.2
40.0
23.0
36.2
50.0
30.1
Parameters in ppm
ppm
8.20
7.30
6.40
7.10
8.40
6.20
5.00
11.9
10.8
14.9
5=60
18.0
17.0
8.40
12.8
ND
ND
ND
ND
MH4 N03:/N02-N
0.76
0.70
0.59
0.57
0.60
0.61
0.54
0.60
0.66
0.50
0.47
0.54
0.60
0.43
0.47
0.56
0.62
0.53
0.44
1.68
1.21
1.93
1.30
1.05
1.61
0.99
1.11
1.11
0.96
0.95
1.32
2.53
1.50
1.42
1.30
0.60
0.59
0.60
o-P04 -P S04
0.01
0.01
0.01
0.01
<0. 01
<0.01
0.01
0.01
0.01
0.01
<0. 01
<0. 01
<0.01
-------
Appendix C, Table 1 (continued). TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILES NUMBER 11 AND 19
Bacterial count range, colonies./lOOml (low-high)
Year/
Month
1974
Jun
Jul
Aug
Sep
Oct
Nov
Dec
1975
Jan
Keb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Total coli
<1.0-2. 4x1 02
<1. 0-1. 4x10 2
^.O^.TxlO1
<1.0-1.2xl02
4.0xlO°-8.6xl01
<1.0-8. 5x1 02
<1.0-6. 2x1 01
2.0xlO°-8. OxlO1
2iOxl00-4.0xlO°
<1. 0-2. 0x10°
-a.O-l.SxlO1
^.O-l^xlO1
^.(M-TxlO1
1. Oxl 0°-1. 0x10°
l.exlO^T.lxlO1
7.0xlO°-3. OxlO1
Drain tile number 11
Fecal coli
<1.0-2.4xl02
<1.0-<1.0
<1. 0-1. 0x10°
<1.0-<1.0
<1. 0-1. 0x10°
<1.0-<1.0
<1. 0-6. 0x10°
<1.0-<1.0
<1.0-<1.0
<1.0-<1.0
<1.0-<1.0
<1.0-<1.0
^.O-l.lxlO1
1.0x10°-!. 0x10°
No data
No data
No data
<1. 0-3. 0x10°
<1. 0-1.0
Drain tile number 19
Fecal strep Total coli Fecal coli
<1 . 0-2 . 5x1 01 5. Oxl 0°-1 . 5x1 02 <1 . 0-<1 . 0
<1. 0-2. 0x10° ^.O-S.lxlO1 <1.0-<1.0
^.O-l.lxlO1 2.0xlO°-1.8xl01 <1. 0-6. 0x10°
^.O-l.lxlO1 <1. 0-1. SxlO1 <1. 0-1. 0x10°
<1. 0-1. 0x10° 1.2xl01-4.6xl02 <1. 0-2. SxlO1
<1. 0-1. 0x10° 1.0x10°-!. 8x1 03 ^.O-T.TxlO1
<1.0-<1.0 <1. 0-3. SxlO1 <1. 0-2. 0x10°
<1.0-<1.0 8.0xlO°^7-4xl° <1.0-<1.0
<1.0-<1.0 l^xlO^l.SxlO2 <1.0-Kl.O
<1.0-<1.0 2.0xlO°-3.6xl01 <1.0-<1.0
<1 . 0-<1 .0 <1 . 0-?. 7x1 01 <1 . 0-3 . Oxl 0°
9 0
<1.0-<1.0 <1. 0-1. 3x10 <1. 0-1. OxlO
1 1 0
<1. 0-4. 7x10 <1. 0-5. 2x10 <1. 0-4. OxlO
1. Oxl 0°-1. 0x10° 2.0xlO°-1.2xl02 1. OxlO^l.TxlO1
2. OxlO1 -6. 7x1 01
-------
Appendix C, Table 1 (continued). TREATMENT PERFORMANCE SUMMARY MONTHLY
AVERAGES FOR 1974 AND 1975 DRAIN TILES NUMBER 34 AND 48
OJ
Year/
Month
1974
Jun
Jul
Aug
Sep
Oct
Nov
Dec
1975
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Total coli
<1.0-4. 7x1 01
<1.0-4.4xl02
<1. 0-6. 0x10°
1. 0x10° -4. 1x1 01
<1.0-4.7xl02
<1. 0-4. 0x10°
5.0xlO°
<1.0-»2.1xl02
<1.0->2.0xlO°
^.(M.lxlO1
4. 5x1 01 -4.6x1 02
1.0x10°-^ IxlO1
Bacterial
Drain tile number 34
Fecal coli
<1. 0^1.6x10°
<1. 0-4. 8x10°
<1.0-<1.0
<1.0-»5.0xlO°
<1. 0-^.0x10°
<1. 0-4. 0x10°
<1. 0-4. 0x10°
1.0xlO°
<1. 04. 0x10°
<1. 0-4. 0x10°
2.0xlO°^3.2xl01 1.
<1. 0*1. 0x10°
count range, colonies./l 00 ml (low->
Fecal strep Total coli
<1.0-<1.0 <1.0-><1.0
<1. 0^6. 4x10° <1. 0-»1. 7x1 01
^.(M-SxlO1 ^.O-S.SxlO1
<1.0->5.0xlO° <1. 0^8. 0x10°
<1.0->8.0xlOu 1.0xlO°-*6.0xl03
<1.0^5. 2x1 01 6.0xlO°-*6.Qxl02
<1.0-<1.0 <1. 0^3. 4x10^
3. 2x1 01
<1. 0^1. 0x10° 1.0xlO°^1.7xl02
<1. 0->3. 0x10° <1 . 0^1 . 6x1 0-*-
OxlO^.SxlO1 ^.O-l.SxlO1
<1. 0-»1. 8x1 01 ^.O-^l.SxlO1
high)
Drain tile number 48
Fecal coli
<1.0-<1.0
<1.0-<1.0
<1.0-»3.2xlO^
<1.0->2.0xlO°
<1.0->3.1xl02
<1.0-»1.0xlO°
<1.0*<1.0
<1.0-Xl.O
<1. 0^1.0
<1.0-<1.0
<1 . 0^<1 . 0
<1.0*<1.0
^.O+l.lxlO1
1. Oxl 0°-*4. 0x10°
^.O-l.lxlO1
^.O-^l.lxlO1
<1. 0-^8. 0x10°
<1.0->3.0xlO°
<1.0->3.0xlO°
Fecal strep
<1.0-*:l.O
<1. 0^1. 0x10°
<1. 0-*2. 8x1 01
<1.0*<1.0
<1.0->2.4xl02
1. 0x10 °^8. 0x10°
<1. 0^1. 0x10°
<1.0-»1.0xlO°
<1.0->1.0xlO°
<1.0-<1.0
<1. 0*1. 0x10°
^.O^.OxlO1
<1.0-1.5xl02
3. OxlO^S.OxlO1
^.O-tf.SxlO1
<1. 0-6. 3x10 l
<1.0-*7. 0x10°
<1.0-»2.7xl02
<1.0^2.7xl02
-------
Appendix C, Table 2. TREATMENT PEEFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1973 AND 1974
Influent
Parameter
BOD5
DO
Temperature
PH
Specific
conductivity
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4
N03/N02 - N
P04 -P
Units
ppm
ppm
°C
Standard units
^mhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Year
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
Average
174
220
No
No
25.1
22.8
7.5
7.4
1027
1185
No
No
No
No
937
1084
384
495
331
288
535
552
141
139
3.58
7.91
0.03
0.07
1.28
1.83
45.00
80.0
data
data
11.0
12.5
6.3
6.6
610
719
data
data
data
data
755
118
268
54
20
40.0
108
150
32.0
36.5
0
Range
-* 440
-» 425
-> 33.0
-» 29.5
-» 12.2
-* 10.7
-»2100
^2120
-*1894
-»2724
-> 966
->1772
^1500
^2000
-»2561
-»1991
-> 440
-> 440
-> 11.7
0.30^ 37.4
0
0
0
-» 0.10
-> 1.09
-» .5.10
0. 10-* 10.0
Effluent from
biological treatment
Average
50.
63.
4.
2.
2_0.
18.
7.
7.
1087
1180
880
972
319
400
138
186
245
340
74.
78.
2.
4.
0.
0.
1.
1.
8
2
54
60
7
3
8
6
No
No
No
No
9
4
06
58
63
14
14
77
12.
10.
0
0
10.
7.
7.
6.
688
825
data
data
data
data
"6C
524
132
66
5.
6.
115
125
28.
26.
0.
0
0
0
0.
0.
Range
0 -> 144
0 -> 168
-> 7.
-> 8.
0 -» 28.
0 -» 30.
2 -» 8.
5 -> 8.
-»1270
^1670
-»1078
-4670
-* 534
-4034
00^ 870
00^ 430
-» 960
-> 736
3 ^ 171
0 •* 490
3 -> -5.
-» 11.
-> Q.
-» 1.
05^ 3.
42^ 2.
90
30
0
0
2
3
10
8
02
70
04
77
313
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY
YEARLY AVERAGES FOR 1973 AND 1974
OF
Parameter
BOPg
DO
Temperature
pH
Specific
conductivity
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4
NO 3/N02 - N
P04 -P
Units
ppm
ppm
ppm
°C
standard units
li mhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Year
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
L973
197*
1973
1974
1973
1974
East
storage lagoon
Average
14.
15.
3.
3.
4.
10.
7.
7.
928
1026
733
264
25
157
T49
42.
40.
1,
2.
0.
1.
0.
1.
2
3
60
10
00
9
7
7
No
No
No
No
No
No
No
3
0
68
44
76
05
75
42
3.
2.
0.
0
0
0
7.
7.
801
563
data
data
data
data
data
367
data
13.
data
1.
107
84.
25.
16.
0.
0
0.
0.
0.
0.
Range
00^ 33.
00^ 35.
10-> .7.
-» 11.
-> 11.
-» 27.
5 -> 8.
4 -> 8.
^1147
-4560
-4032
0 - 608
00-*! 276
-» 204
0 -> 520
0 -» 109
0 -> 99.
30^ 3.
-» 7.
07^ 2.
02-* 3.
10-» 1.
19^ 2.
0
0
20
7
0
0
00
60
0
70
00
22
84
20
39
West storage
Average
10.
5.
6.
9.
15.
10.
7.
8.
900
763
532
213
20.
91.
63.
25.
18.
1.
0.
0.
0.
0.
0.
6
70
20
60
3
8
90
20
No
No
No
No
No
No
No
0
0
0
8
8
22
17
68
54
19
13
1.
1.
0
0
0
0
7.
7.
520
390
data
data
data
data
data
253
data
50.
data
0
42.
24.
13.
9.
0
0
0.
0.
0
0
lagoon
Range
00-* 54. 0
00^ 41.0
-» 15.5
-* 14.1
-» 28.0
-> 27.0
2 -> 8.4
20^ 9. 80
^1270
^1330
-»1048
0 -> 696
-* 640
0 -* 176
0 -> 417
0 -» 62.0
00-* 134
- 4. 52
2.30
02-* 3. 22
07^ 3. 95
-* 0.39
-* 0.58
314
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1973 AND 1974
Mosquito Creek
Parameter
BOD5
DO
Temperature
PH
Specific
conductivity
Color
Turbidity
TS
TVS
ss
COD
TOG
NH4
N03,/N02-N
P04 -P
Units
ppm
ppm
°C
Standard units
H mhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
Year
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
Average
2.
7.
6.
12.
8.
7.
7.
493
623
414
173
12
19.
36.
7.
10.
0.
0.
0.
1.
0.
0.
60
38
00
1
90
50
40
No
No
No
No
No
No
No
0
0
70
9
34
49
18
20
04
03
Range
0.50
0.80
0.30
3.50
1.00
7.20
7.00
313
382
data
data
data
data
data
68.0
data.
22.0
data
0
2.00
2.00
6.30
0.50
0
0
0.01
0.12
0
0
-* 9.
-> 10.
-> 10.
- 20.
-> 15.
-> 8.
-> 7.
-> 661
^1250
-> 670
-» 390
-* 230
-> 52.
-» 189
-> 10.
^ 40.
-> 0.
-> 1.
-* 2.
-> 9.
-» 0.
-> 0.
20
1
9
0
0
40
90
0
0
2
69
92
82
85
13
47
Big Black'Creek
Average
2.
3.
1.
12.
9.
6.
6.
587
738
717
170
36
26.
26.
8.
8.
0.
0.
0.
0.
0.
0.
10
89
80
3
50
90
90
No
No
No
No
No
No
No
0
0
80
00
35
48
30
97
02
01
Range
0
0.90
0.40
4.50
2.00
6.60
6.40
506
460
data
data
data
data
data
346
data
71.0
data
4.00
12.0
8.00
7.40
4.40
0.07
0.10
0.01
0.01
0
0
-> 6.00
-> 7.30
-> 7.00
-> 20.0
-> 15.0
-> 7.60
-* 7.50
-* 691
^1080
-4015
-> 426
-» 200
-» 49.0
- 76.0
-> 12.9
-* 38.1
-* 0.85
-» 1.02
-> 2.88
-* 3.50
-» 0.40
-. 0.20
315
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1973 AND 1974
Influent
Parameter
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
colonies/lOOml
colonies/EOOml
colonies/1 00ml
ppm
ppm
Year
L973
1974
1973
1974
1973
1974
L973
1974
L973
1974
L973
1974
1-973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
Average
80.
82.
154
176
160
157
46.
73.
26.
16.
LL.
11.
0.
1.
0.
0.
0.
0.
6.
W.
1.
2.
0
0
2
2
9
0
6
6
94
02
64
82
30
32
No
No
No
No
No
No
30
6
79
70
33.0
19.0
64.0
77.0
55.7
68.0
23.2
31.0
0
11.0
4.20
1.00
0
0.40
0
0
0
0.10
data
data
data
data
data
data
1.20
3.90
0
1.01
Range
- 312
- 710
- 297
- 384
-1253
- 377
- 120
- 286
- 92.2
- 23.8
- 116
- 88.5
- 3.36
- 10.5
- 6.83
- 15.1
-> 2.88
- 2.30
Effluent from
biological treatment
Average
9ft.
101
155
177
158
164
72.
71.
19.
16.
L3.
12.
0.
0.
0.
0.
0.
0.
0
6
1
2
2
0
2
68
92
35
48
29
30
41.
32.
26.
113
L32
121
65.
48.
11.
12.
9.
7.
0.
0.
0.
0.
0.
0.
Range
0 -
0 -
0 -
-
->
->
2 ->
0 -
0 -
4 ->
QO-
10-»
42-
04^
12-*
08^
20-*
02^
2.5xl05-7
No
data
2.0xl03-3
No
data
7.0X101-!
- 16.8
- 23.3
- 3.91
- 4.50
4.
7.
1.
2.
No
56
88
65
27
data
1.
4.
0.
1.
00-
00-
50-
40-
201
445
249
237
202
212
84.3
92.0
35.9
21.8
18.9
17.9
1.06
2.44
0.91
1.67
0.43
1.99
. 3xl07
.6xlOb
. 2x10^
9.80
10.2
2.70
3.10
316
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1973 AND 1974
Parameter
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
colonies/1 00 ml
colonies/1 00 ml
colonies./100ml
ppm
ppm
Year
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
Kast
Average
101
97.0
189
161
151
146
70.6
61.9
13.6
15.5
12.7
11.4
1.21
1.04
0.26
0.24
0.20
0.17
4.58
3.93
0.85
1.88
storage lagoon
Range
52.0 - 368
43.0 - 670
143 - 367
92.0 - 218
140 - 162
130 - 161
61.1 - 77.4
43.0 - 84.0
10.9 - 18.9
14.4 - 18.6
8. 90-* 15.7
9.20- 13.8
0. 80- 2. 00
0.60- 1.70
0.10- 2.30
0.10- 0.30
0.10- 0.30
0 - 0. 30
6.7xl04-5.3xl06
8.7xl01-2.7xl06
1.3xl03-2.8xl05
2.0xl01-2.0xl05
3. 4xl05-1.3xl04
3.0xlO°-3.2xl04
2.30- 7.80
1 . 00- 8. 00
0.30- 1.30
0. 40- 2. 50
West 'Storage lagoon
Average
84.0
74.0
133
103
124
91.2
52.7
51.7
26.3
17.4
9.20
5.60
0.82
0.61
0.18
0.08
0.06
0.05
2.87
1.12
0.28
0.47
Range
53.0 - 146
23.0 - 270
49.0 - 230
45.0 - 135
87.1 - 166
93.0 - 121
30.6 - 68.7
28.0 - 59.0
12.4 - 73.8
14.3 - 19.1
6.10- 14.0
3.80- 6.70
0 - 1.90
0.30- 1.40
0.10- 0.50
0 - 0. 20
0 - 0. 30
0 - 0.30
2.0xl01-3.7xl05
2. OxlO°-1.4xl05
7.0xlO°-9.3xl04
<1.0xlO°-3.3xl04
3.0xlO°-4. 5x1 03
<1.0xlO°-1.3xl03
0.80- 7.40
1.00- 3.20
0 - 1.47
0 - 0.91
317
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1973 AND 1974
Mosquito Creek
Parameter
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
colonies/lOOml
colonies/100 ml
colonies /100 ml
ppm
ppm
Year
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
1973
1974
Average
78.
83.
57.
60.
45.
46.
64.
60.
19.
19.
2.
3.
2.
1.
0.
0.
0.
0.
0
0
0
0
7
6
4
9
9
7
46
18
13
68
11
12
17
14
48
40
0
6
3
5
59
48
10
11
1
1
0
0
0
0
0
0
1.8x
<1.0x
Range
.0 -»
.0 -»
-»
.00^
.50-
.70-»
.7 -
.0 -»
.6 ->
.0 -»
.10-.
.20-
.84-
.04-*
->
.09-
.15-*
->
10l-2
10°-6
1.0x10°-*!
<1.0x
5. 6x
<1.0x
10°-2
10°-£
1 O -ȣ
100
238
247
166
60.0
94. 0
67.3
80.0
24.9
23.7
3.30
7.70
3.89
1.36
0.23
6.21
0.19
0.95
.IxlO4
. OxlO4
. 5x1 O3
l.OxlO3
i. 5x1 03
l.OxlO2
Big Black Creek
Average
214
327
21.
16.
9.
9.
92.
Ill
25.
41.
2.
2.
14.
22.
0.
0.
0.
0.
0
0
21
82
1
5
4
21
24
6
0
18
22
30
40
Range
118 -
148
0 -
2.00-
7.00-
2.00-
41.0 ^
22.0 ->
7.00^
8. 00-*
1.00^
1.00-.
1.20-*
2.90-^
0.04^
0.07^
0.26^
0.12-*
1.0x10°^
1.0x10°-
<1.0xlO°-»
295
708
173
126
15.5
20.0
111
155
39.2
56.8
2.70
5.70
46.6
37.3
0.43
1.14
0.37
0.54
l.SxlO4
2.6xl04
3.5xl03
1.0xlO°-2.2xl03
1.0xlO°-3.5xl02
No data
No data
No data
No data
1.0xlOu-
No data
No data
No data
No data
i.exio-3
318
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1974
Drainpipe 11
Parameter
BOD,.
O
DO
Temperature
PH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOG
^4
N03/N02
P04
S°4
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
Units
ppm
ppm
°C
Standard unit
Mmhos,/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
colonies/100 ml
colonies /1 00 ml
colonies/1 00 ml
ppm
ppm
Average
0.
7.
491
14.
0.
4.
0.
3.
0.
38.
52.
27.
35.
11.
1.
0.
0.
0.
80
No
No
30
0
70
No
No
No
No
00
04
23
01
0
0
6
6
7
79
03
05
01
No
No
Range
0.10,
data
data
6.70,
255
5. 00-*
0 ,
data
data
data
data
1.40,
0
1.10,
0 ,
17.0 -
6.00,
3. 10-*
30.0 ,
8.10 ,
0.60^
0
0 ,
0 ,
<1.0xlO
<1.0x!0'
<1.0xlO
data
data
4.
Drain pipe!9
Average
00
0.
90
Range
0.20,
1.
,80
No data
7.
792
80.
1.
13.
0.
4.
0.
68.
97.
59.
47.
70
0
60
0
20
54
11
0
0
9
0
13.7
3.
0.
0.
0.
°,1.
->2
°,2.
70
26
11
05
2xl03
4x1 02
SxlO1
7.
587
31.
3.
5.
0.
2.
0.
67.
57.
32.
57.
17.
2.
0.
0.
0.
No
20
0
60
No
No
No
No
80
16
46
02
0
0
5
0
1
82
58
03
10
data
7.00,
306
10.0 ,
1.80,
data
data
data
data
3.60,
0 ,
1.60,
o ,
39.0 ,
7.00,
2.70,
34.0 ,
13.1 ,
1.10,
0.14,
0
0.04,
7.
838
75.
7.
44.
0.
3.
0.
92.
106.
56.
73.
21.
6.
1.
0.
0.
70
0
60
6
96
21
05
0
0
0
7
10
19
05
18
<1.0xlO°,1.8xl03
<1.0xlO°,7
<1.0xlO°,2
No
No
data
data
. IxlO1
. SxlO2
319
-------
Appendix C, Table 2 (continued). TREATMENT PERFORMANCE SUMMARY OF
YEARLY AVERAGES FOR 1974
Parameter
Units
Drainpipe 34
Drain pipe 48
Average
liange
Average
Range
BOD5
DO
Temperature
PH
Sp cond
Color
Turbidity
TS
TVS
ss
COD
TOC
NH4
N03/N02
P04 ~P
S04
Cl
Na
Ca
Mg
K
Fe
Zn
Mn
Total coli
Fecal coli
Fecal strep
TKN
TP
ppm
ppm
°C
Standard unit
H mhos/cm
APHA
FTU
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
colonies/1 00ml
colonies,/! 00 ml
colonies./lOOml
ppm
ppm
0.70 0 - 1.30
No data
No data
7.00 6.10- 7.50
668 426 - 830
101 15 - 250
18.6 3.80- 43.0
No data
No data
No data
No data
6.40 3.30- 35.6
0.27 0.10- 0.49
1.04 0.38- 2.19
0.01 0 - 0.09
173 113 - 270
27.3 5.90- 63.1
17.7 4.20- 46.0
75.9 61.0 - 103
25.2 20.2 - 36.1
2.24 1.10- 4.70
5.20 1.40- 10.6
0.04 0.01- 0.10
0.20 0.12- 0.33
<1.0xlO°-3.0xl02
<1.Oxl0°-4. 8x10°
<1.0xlO°-5. 2x101
No data
No data
0.30 0. - 2.60
No data
No data
6.70 6.40- 7.00
914 697 -1073
154 10.0 - 480
46.1 14.0 - 84.0
No data
No data
No data
No data
6.90 4.00- 14.5
0.62 0.39- 0.95
1.40 0.80- 2.06
0.01 0 - 0.02
337 190 -2445
28.0 4.00- 45.0
11.1 2.90- 34.0
112 91.0 - 133
44.7 24.6 - 53.9
2.27 1.10- 6.00
27.9 14.7 - 38.8
0.10 0.06- 0.15
0.41 0.31- 0.48
<1.0xlO°-6.0xl02
<1.0xlO°-2.4xl02
<1.0xlO°-6. 3X101
No data
No data
320
-------
Appendix D, Table 1. WMS INDIVIDUAL PERIMETER WELLS, DEPTH AND STATUS
U)
ho
Weil
number
A-l
A-2
A-3
B-3
C-3
D-3
E-3
F-l
F-2
G-l
H-3
1-2
1-3
J-l
J-2
K-l
L-l
L-3
M-l
M-2
M-3
N-l
N-2
N-3
0-1
0-2
0-3
P
Depth,
feet
28
38
53
52
40
63
60
43
53
55
43
33
50
23
40
20
13
23
13
33
59
13
23
38
13
20
28
--
meters
8.53
11.6
16.2
15.8
12.2
19.2
18.3
13.1
16.2
16.8
13.1
10.1
15.2
7.01
12.2
6.10
3.96
7.01
3.96
10.1
18.0
3.96
7.01
11.6
3.96
6.10
8.53
...
Status
remarks
Always dry
Always dry
Always dry
Always dry
Always dry
Always dry
Always dry
Test hole only
Date Well
discovered number
Q-l
Q-2
0-3
R-l
R-2
R-3
S-l
S-2
S-3
T-l
T-2
T-3
U-l
U-2
U-3
V-l
V-3
W-l
W-2
W-3
X-l
X-2
X-3
Y-l
Y-2
Y-3
Z-l
Z-2
Z-3
Depthr Status
feet
13
24
—
18
28
38
13
40
60
13
38
59
13
38
68
23
31
13
18
28
13
38
58
13
23
36
13
23
36
meters remarks
3.96 Lost during construction
7.32 Lost during construction
Lost during construction
5.49
8.53
11.6
3.96 Usually dry
12.2
18.3
3.96
11.6
18.0
3.96
11.6 Well broke
20.7
7.01
9.45
3.96
5.49
8.53
3.96
11.6
17.7
3.96
7.01
11.0
3.96 Well pulled up
7.01
11.0
Date
discovered
4/17/75
1/24/74
-------
Appendix D, Table 2. WMS INDIVIDUAL LAGOON SEEPAGE WELLS, DEPTH AND STATUS
Well
number
1-A
1-B-l
l-B-2
l-B-3
1-C-l
l-C-2
l-C-3
2-A
2-B-l
2-B-2
2-B-3
2-C-l
M 2-C-2
2-C-3
3-A
3-B-l
3-B-2
3-B-3
3-C-i
3-C-2
3-C-3
4-A
4-B-l
4-B-2
4-B-3
4-C-l
4-C-2
4-C-3
5-A
DePth. Stflf,,s
feet
48
23
33
48
23
33
48
53
23
33
53
23
33
53
53
23
33
53
23
33
53
58
18
33
58
18
33
58
53
meters remarks
14.6
7.01
10.1
14.6
7.01
10.1
14.6
16.2
7.01
10.1
16.2
7.01
10.1
16.2
16.2
7.01
10.1
16.2
7.01
10.1
16.2
17.7
5.49
10.1
17.7
5.49
10.1 Missing
17.7
16.2
Date Well
discovered number
5-B-l
5-B-2
5-B-3
5-C-l
5-C-2
5-C-3
6-A
6-B-l
6-B-2
6-B-3
6-C-l
6-C-2
6-C-3
7-A
7-B-l
7-B-2
7-B-3
7-C-l
7-C-2
7-C-3
8-A
8-B-l
8-B-2
8-B-3
8-C-l
8-C-2
3/10/75 8-C-3
9-A
9-B-l
Depth, statna nato
feet
18
33
53
18
38
63
60
18
28
41
13
23
31
55
13
28
43
13
24
-
43
13
33
48
13
28
43
53
13
meters remarks discovered
5.49
10.1
16.2
5.49
11.6
19.2
18.3
5.49
8.53
12.5
3.96
7.01
9.45
16.8
3.96
8.53
13.1
3.96
7.32
Missing 5/20/74
13.1
3.96
10.1
14.6
3.96
8.53
13.1
16.2
3.96
-------
Appendix D, Table 2 (continued). WMS INDIVIDUAL LAGOON SEEPAGE WELLS, DEPTH AND STATUS
u>
N3
Well
number
9-B-2
9-B-3
9-C-l
9-C-2
9-C-3
10-A
10-B-l
10-B-2
10-B-3
10-C-l
10-C-2
10-C-3
11-A
11-B-l
ll-B-2
ll-B-3
11-C-l
ll-C-2
ll-C-3
12-A
12-B-l
12-B-2
12-B-3
12-C-l
}2-C-2
12-C-3
12A-C-1
12A-C-2
12A-C-3
Depth, Stat,,= r\ato
feet
28
48
13
43
63
50
13
28
43
13
33
63
48
13
23
33
13
38
68
50
13
33
48
13
38
68
13
38
68
meters remarks discovered
8.53
14.6
3.96
13.1
19.2 Destroyed in brush fire 7/7/75
15.2
3.96
8.53
13.1
3.96 Destroyed in brush fire 7/14/75
10.1 Destroyed in brush fire 7-./14/75
19.2 Destroyed in brush fire 7/14/75
14.6
3.96
7.01
10.1
3.96
11.6
20.7
15.2
3.96
10.1
14.6
3.96
11.6
20.7 Well broke 8/14/75
3.96
11.6
20.7
Well
number
13-A
13-B-l
13-B-2
13-B-3
13-C-l
13-C-2
13-C-3
13A-C-1
13A-C-2
13A-C-3
14-A
14-B-l
14-B-2
14-B-3
14-C-l
14-C-2
14-C-3
15-A
15-B-l
15-B-2
15-B-3
15-C-l
15-C-2
15-C-3
16-A
16-B-l
16-B-2
16-B-3
16-C-l
r\ _ I.'L
Ucptll, Stafnc Met tP
feet
53
13
33
51
13
38
63
13
38
68
43
13
28
43
18
38
63
41
13
28
40
15
33
53
48
13
23
33
13
meters remarks discovered
16.2
3.96
10.1
15.5
3.96
11.6
19.2
3.96
11.6
20.7
13.1
3.96
8.53
13.1
5.49
11.6
19.2
12.5
3.96
8.53
12.2
4.57
10.1
16.2
14.6
3.96
7.01
10.1
3.96
-------
Appendix D, Table 2 (continued). WMS INDIVIDUAL LAGOON SEEPAGE WELLS, DEPTH AND STATUS
Well
number
16-C-2
16-C-3
17-A
17-B-l
17-B-2
17-B-3
17-C-l
17-C-2
17-C-3
18-A
18-B-l
18-B-2
18-B-3
18-C-l
18-C-2
18-C-3
19-A
19-B-l
19-B-2
19-B-3
19-C-l
19-C-2
19-C-3
20-A
20-B-l
20-B-2
20-B-3
20-C-l
20-C-2
Depth, Stahia
feet
33
48
40
13
28
43
13
33
48
38
13
28
43
13
33
63
41
13
28
43
13
33
48
43
13
23
38
13
28
meters remarks
10.1
14.6
12.2
3.96
8.53
13.1
3.96
10.1
14.6
11.6
3.96
8.53
13.1
3.96
10.1
19.2
12.5
3.96
8.53
13.1
3.96 Well broke
10.1
14.6
13.1
3.96
7.01
11.6
3.96
8.53
Date Well
discovered number
20-C-3
21-A
21-B-l
21-B-2
21-B-3
21-C-l
21-C-2
21-C-3
22-A
22-B-l
22-B-2
22-B-3
22-C-l
22-C-2
22-C-3
23-A
23-B-l
23-B-2
23-B-3
23-C-l
4/9/74 23-C-2
23-C-3
24-A
24-B-l
24-B-3
24-C-l
24-C-2
24-C-3
25-A
Depth, Stat,,=
feet
43
48
13
28
43
13
23
48
43
13
28
43
13
43
73
46
13
28
38
13
28
43
38
13
18
13
28
43
58
meters remarks
13.1
14.6
3.96
8.53
13.1
3.96
7.01
14.6
13.1
3.96
8.53
13.1
3.96
13.1 Well broke
22.3
14.0 Well broke
3.96
8.53
11.6
3.96
8.53
13.1
11.6
3.96
5.49
3.96
8.53
13.1
17.7
Date
discovered
1/22/74
H/18/74
-------
Appendix D, Table 2 (continued). WMS INDIVIDUAL LAGOON SEEPAGE WELLS, DEPTH AND STATUS
Well
number
25-B-l
25-B-2
25-B-3
25-C-l
25-C-2
25-C-3
26-A
26-B-l
26-B-2
26-B-3
26-C-l
26-C-2
M 26-C-3
27-A
27-B-l
27-B-2
27-B-3
27-C-l
27-C-2
27-C-3
28-A
28-B-l
28-B-2
28-B-3
28-C-l
28-C-2
28-C-3
29-A
29-B-l
29-B-2
Depth,
feet
13
28
43
13
33
55
83
13
23
35
13
38
63
65
13
43
78
13
43
65
73
13
43
68
13
43
73
68
13
38
meters
3.96
8.53
13.1
3.96
10.1
16.8
25.3
3.96
7.01
10.7
3.96
11.6
19.2
19.8
3.96
13.1
23.8
3.96
13.1
19.8
22.3
3.96
13.1
20.7
3.96
13.1
22.3
20.7
3.96
11.6
Status Date
remarks discovered
Well broke 7/21/75
See footnote
See footnote
See footnote
See footnote
Usually dry
Usually dry
See footnote
See footnote
See footnote
See footnote
See footnote
See footnote
See footnote
Well
number
29-B-3
29-C-l
29-C-2
29-C-3
30-A
30-B-l
30-B-2
30-B-3
30-C-l
30-C-2
30-C-3
31-A
31-B-l
31-B-2
31-B-3
31-C-l
31-C-2
31-C-3
32-A
33-A
33-B-l
33-B-2
33-B-3
33-C-l
33-C-2
33-C-3
34-C-l
34-C-2
34-C-3
Footnote:
Depth, Stnfiio no^
feet
68
13
38
63
63
13
21
30
13
32
53
43
23
33
43
23
33
48
43
43
23
33
48
23
33
48
13
38
68
Lost d\
meters remarks discovered
20.7 See footnote
3.96
11.6
19.2
19.2
3.96
6.40
9.14
3.96
9.75
16.2
13.1
7.01 Well broke 12/12/75
10.1
13.1
7.01
10.1
14.6
13.1
13.1
7.01
10.1
14.6
7.01
10.1
14.6
3.96
11.6
20.7
urine construction of solid waste facilitv
-------
APPENDIX E
MODEL FOR CALCULATION OF STORAGE LAGOON EVAPORATION6
Equation: E = 0.013 F (Tavg- 32) where:
E = evaporation in inches (daily)
F = seasonal atmospheric constant
Tgv = average daily temperature (°F)
Appendix E, Table 1. TABLE OF ATMOSPHERIC CONSTANTS, AVERAGE DAILY
TEMPERATURES AND MONTHLY LAGOON EVAPORATION
Month
January
February
March
April
May
June
July
August
September
October
November
December
Atmospheric
constant, (F)
0.101
0.101
0.200
0.200
0.298
0.298
0.294
0.294
0.194
0.194
0.124
0.124
Average daily
Temperature °F,
(T )
v avg'
24.1
25.1
32.5
45.3
55.7
65.6
70.2
68.9
61.5
51.5
39.3
28.8
Total annual
Number
of days
31
28
31
30
31
30
31
31
30
31
30
31
evaporation,
Total
evaporation,
inches
0.040
1.037
2.846
3.905
4.526
4.372
2.232
1.525
0.353
-
inches = 20.836
Typical calculation (June):
E, inches = (0.013) (0.298) [ (65.6-32) ] (30)
= 3.905
Volume calculation:
20.836 inches x (feet/12 inches) x 1700 acres x (1.233 TCM/acre-feet) = 3642 TCM
326
-------
Appendix F, Table 1. 1972 CORN TRIAL DATA
Plot number
1 A&B
2 A&B
3 A&B
4 A&B
5 A&B
6 A&B
7 A&B
8 A&B
9 A&B
10 A&B
11 A&B
12 A&B
13 A&B
14 A&B
15 A&B
16 A&B
17 A&B
18 A&B
19 A&B
20 A&B
21 A&B
22 A&B
23 A&B
24 A&B
25 A & B
26 A&B
27 A&B
28 A&B
29 A&B
30 A&B
31 A&B
32 A&B
33 A&B
34 A&B
35 A&B
36 A&B
37 A&B
38 A&B
39 A&B
40 A&B
41 A&B
42 A&B
43 A&B
Variety
200
202 LR
TXT 53
C5150
280
275 2X
3937
G 4180
3909
3911
3956 A
PX 20
PX 446
XL 12
TXS94
263
396 3X
410 2X
G 4252
G 4263
XL 306
XL 325
CB 55
SX 102
CB 145 B
TX99
SXT 16
G 4343
3853
TX 100
TXT 61
TXT 61 A
G 4444
TXS 102
TX 102
TXS 103
TXS 104
500 -2X
3773
SX 33
TXT 80
SXT 21
SXT 24
Company
GLH
Teweles
Teweles
Funks
GLH
GLH
Pioneer
Funks
Pioneer
Pioneer
Pioneer
NK
NK
DeKalb
Trojan
Teweles
GLH
GLH
Funks
Funks
DeKalb
DeKalb
Cowbell
Cowbell
Cowbell
Trojan
Teweles
Funks
Pioneer
Trojan
Teweles
Teweles
Funks
Troj an
Tro j an
Trojan
Trojan
GLH
Pioneer
PAG
Teweles
Teweles
Teweles
Maturity, days
82
82
83
87
87
87
88
92
97
92
89
92
92
92
94
93
97
97
97
92
97
107
98
100
98
99
102
100
90
100
103
103
107
102
102
103
104
107
107
105
108
107
109
Date planted
5/30/72
5/30/72
5/30/72
5/30/72
5/3Q/72
5/30/72
5/30/72
5/30/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/74
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01 /72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
6/01/72
327
-------
Appendix F, Table 2. 1972 CLIMATE DATA DURING CORN CROP YEAR
00
Month/day
May
June
31°
1
2
3
4
5
6
7
8
9
10 1
II6
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Rainfall,
cm
0.03
0
0.74
0.03
0
Trace
Trace
0
0
0
0
0
1.4
0.03
4.0
0.58
0
0
0
0
0.56
0
0.10
0.23
Trace
0
0
0
0.10
2.6
0
Temperature, °C
High
14
19
24
25
28
26
28
24
24
23
17
20
19
27
28
22
17
20
26
31
22
18
20
17
17
23
24
25
29
24
24
Low
4
4
9
15
13
9
14
8
11
8
4
- 1
11
15
14
12
10
7
8
13
8
8
9
8
8
8
9
9
12
17
16
GDD
4.0
8.0
13.0
18.0
19.0
14.5
19.5
13.0
14.0
11.5
6.0
9.0
9.0
20.0
20.5
12.5
6.5
9.0
14.0
20.5
10.5
7.0
9.0
6-5
6.0
12.0
13.0
13.5
19.5
19.0
18.0
Month/day
July 1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Rainfall,
cm
0.81
0
0
0
0
0
0.66
0
0
Trace
0
0.18
0
3.5
0
0
1.9
Trace
0
0
0
0
0
0
0
1.2
0
0
0
0
0
Temperature, °C
High
26
24
19
18
22
22
23
20
24
27
30
28
21
28
24
27
29
23
29
31
31
31
28
28
24
16
24
24
26
26
26
Low
11
16
11
9
8
7
13
11
14
14
19
20
17
16
16
14
16
18
17
21
21
24
21
17
15
11
1-3
1-2
12
12
13
GDD
15.5
17.5
8.5
7.5
10.5
11.0
15.0
10.0
16.5
18.5
26.5
25.5
16.5
21.5
17.5
18.5
22.5
19.5
23.5
28.0
28.0
30.5
26.0
23.0
17.0
6.0
15.5
15.0
16.5
16.0
17.5
°Planting date
with freezing temperature
-------
Appendix F, Table 2 (continued). 1972 CLIMATE DATA DURING CORN CROP YEAR
N>
Month/day
August 1
2
3
4
5
6
7
8
9
10
11
12
1-3
1-4
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Rainfall,
cm
1.7
0.53
0
0
0.03
0.86
0.13
0.13
0
0.28
0.51
0
0
0
0
4.80
0.41
1.60
0
0
0.03
0
1.10
0
6.60
0.05
0
0
0
0
0
Temperature, °C
High
26
24
27
23
23
19
17
18
21
22
19
27
29
29
26
22
29
29
29
30
31
30
27
23
29
23
27
27
27
31
29
Low
17
16
3
4
12
14
8
10
4
11
1-4
15
12
1-2
1-1
1-7
1-9
19
14
18
20
1-7
17
12
18
17
10
11
1-3
16
16
GDD
20,0
18.0
15.0
12.0
14.0
12.5
6.0
7.0
10.0
12.0
12.0
20.0
1-9.0
19.0
15.0
17.0
25.0
25.5
20.5
25.0
27.0
24.5
21.5
13.5
24.0
17.5
15.0
16.0
18.0
23.0
22.0
Month/day
September 1
2
3
4
5
6
7
8
9
1-0
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
RainfaJJ,
cm
0
0.03
0
0
0
0
0.76
0
0
0
Trace
3.3
0
0
0
0
2.3
0
0
Trace
0.07
0
0
0.05
0.10
0
1.50
0
0
Temperature, °C
High
26
27
20
22
22
27
21
23
22
23
19
21
23
23
22
24
29
27
21
26
20
20
16
22
22
22
18
22
L7
12
Low
16
4
8
4
13
17
17
12
7
3
16
1-6
13
4
8
11
11
13
13
14
0
1
5
7
16
4
1-3
10
8
6
GDD
19.0
15.0
9.0
11.0
14.0
21.0
16.0
13.0
10.5
12.0
13.0
15.0
15.0
12.0
11.0
1-4.0
15.0
18.0
13.0
18.0
9.0
9.0
5.5
11.0
16.0
11.0
10.0
11.0
6.5
1.5
-------
Appendix F, Table 2 (continued). 1972 CLIMATE DATA DURING CORN CROP YEAR
U)
U)
o
Month/day
October 1
2
3
4
5
6
7
8C
9
1-0
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
Rainfall,
cm
0.13
0
0
0
0.38
0
0
0
0
0
0.10
0.10
0
0
0.51
Trace
Trace
0.53
0
0
2.2
4.2
0.23
0.07
0
0
0.30
0.20
0
0
0.38
Temperature, °C
High
17
23
22
23
18
16
14
16
14
15
17
ro
14
16
16
16
6
3
7
10
10
10
12
4
9
13
13
12
9
13
6
Low
1
7
15
12
10
7
2
- 4
- 2
1
8
- 2
5
6
- 4
- 1
- 6
- 9
- 4
0
4
0
1
- 1
1
8
3
6
1
- 2
2
GDD
6.0
12.0
15.5
14.0
7.0
5.5
3.5
5.0
4.0
5.5
6.0
0
4.0
5.0
5.0
5.0
0
0
0
0
0
0
2.0
0
0
2.5
2.5
2.0
0
3.0
0
Month/day
November
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21 ^
Rainfall,
cm
0.18
0.71
0.10
0.03
0
0.03
0.86
0.05
0
Trace
0
0
0.10
0.13
0
0
Trace
Trace
0
Trace
0.21
Temperature, ° C
High
9
13
9
7
9
15
12
10
6
7
9
8
4
3
3
2
3
3
4
6
3
Low
5
7
5
4
4
2
9
4
4
4
4
1
- 1
- 3
- 2
- 4
- 6
1
1
- 1
0
GDD
0
3.0
0
0
0
4.5
1.5
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Killing freeze
Harvest
-------
Appendix F, Table 3. FIELD CORN PLANT POPULATION
Plot number
1A
2A
3A
4A
5A
6A
7A
8A
9A
10A
11 A
12A
ISA
14A
ISA
16A
17A
ISA
19A
20 A
21 A
22 A
23 A
24A
25A
26 A
27 A
28 A
29 A
30 A
31 A
32 A
33 A
34A
35A
36 A
37 A
38 A
39 A
40 A
41 A
42 A
43 A
Emergence,
plants/ha
31,400
34,400
38,100
39,300
39,500
35,800
37,300
37,100
49,700
39,800
57,800
43,500
41,500
44,200
54,800
42,000
40,000
37,600
43,200
38,800
40,000
40,000
37,800
37,100
39,000
35,100
35,300
38,300
38,800
37,600
35,600
39,500
38,300
35,800
34,800
34,800
39,500
36,900
35,800
28,700
29,400
31,900
33,100
Mid Growing Season,
plants/ha
32,400
31,400
34,600
40,800
36,100
34,600
37,300
36,300
49,200
36,100
52,100
42,700
43,000
41,800
49,200
42,300
34,600
38,500
43,700
38,800
35,300
39,500
37,300
36,800
37,100
35,300
35,100
38,300
36,100
36,100
34,600
39,500
38,500
34,300
33,100
36,000
37,100
34,100
34,100
33,100
33,100
35,300
44,200
Harvest,
plants/ha
32,100
32,900
31,600
30,900
34,100
32,900
35,600
34,300
39,500
29,400
41,800
35,300
34,600
34,300
37,300
31,900
30,600
27,700
35,600
38,300
31 ,600
37,100
36,900
35,600
36,800
34,600
34,800
38,300
34,100
36,800
34,300
39,000
38,300
33,400
31,900
31,600
36,500
32,100
31,600
30,400
30,400
-
-
331
-------
Appendix F, Table 3 (continued). FIELD CORN PLANT POPULATION
Plot number
IB
2B
3B
4B
5B
6B
7B
8B
9B
10 B
11 B
12B
13 B
14 B
15B
16B
17 B
18 B
19 B
20 B
21 B
22 B
23 B
24 B
25 B
26 B
27 B
28 B
29 B
SOB
31 B
32B
33 B
34 B
35 B
36 B
37 B
38 B
39 B
40 B
41 B
42 B
43 B
Emergence,
plants/ha
29,900
26,400
34,800
39,000
38,300
36,600
34,100
30,900
46,500
34,600
51,100
39,000
37,300
36,000
51,900
36,600
30,400
30,400
32,900
36,300
33,900
37,800
32,900
30,600
31,100
29,900
34,100
32,100
31,400
31,400
30,600
33,100
36,500
27,200
28,400
33,400
38,300
31,100
31,600
27,200
28,200
25,900
32,600
Mid Growing Season,
plants/ha
33,400
27,200
33,400
37, LOO
37,100
34,600
33,600
30,900
40,800
31,600
45,200
37,800
31,600
36,100
44,700
33,600
30,400
29,700
28,900
36,600
29,700
37,600
33,100
28,700
28,700
29,700
27,800
27,800
33,100
35,300
30,600
30,600
34,600
30,600
29,900
32,400
35,800
29,700
31,400
29,700
31,600
32,100
35,200
Harvest,
plants/ha
32,600
28,400
31,600
33,800
37,300
32,900
33,600
30,100
40,500
30,600
39,600
34,300
31 ,600
29,400
36,600
32,900
32,300
31,400
30,600
33,400
29,700
30,100
27,700
28,700
26,200
25,000
27,700
30,400
28,900
29,200
30,100
30,600
33,600
30,600
31,100
33,600
35,100
28,900
30,900
29,700
28,200
-
-
332
-------
Appendix F, Table 4. 1972 CORN YIELD CHECK REPORT
Plot
number
1A
2A
3A
4A
5A
6A
7A
8A
9A
10A
11 A
12A
ISA
14A
ISA
16 A
17 A
ISA
19A
20 A
21 A
22 A
23 A
24 A
25 A
26 A
27 A
28 A
29 A
30 A
31 A
32 A
33 A
34A
35 A
36 A
37 A
38 A
39 A
40 A
41 A
Population,
plants/ha
32,100
32,900
31,600
30,900
34,100
32,900
35,600
34,300
39,500
29,400
41,800
35,300
34,600
34,300
37,300
31,900
30,600
28,700
35,600
38,300
31,600
37,100
36,800
35,600
36,800
34,600
34,800
38,300
34,100
36,800
34,300
39,000
38.300
33,400
31,900
31,600
36,600
32,100
31,600
30,400
30,400
Moisture
content,
percent
37.0
33.0
31.0
32.5
34.0
39.0
38.0
33.4
28.5
35.0
31.0
32.6
30.0
32.0
34.0
30.5
40.+
40.+
32.5
29.5
31.5
35.5
39.0
31.2
30.2
30.0
32.5
37.0
28.0
33.8
35.4
34.8
40.+
40.+
40.+
33.2
40.+
40.+
40.+
40.+
40.+
Metric
tons/ha
3.21
4.25
4.81
4.11
4.15
3.21
3.53
4.13
4.87
3.98
4.31
4.03
3.00
3.86
4.58
4.33
3.24
3.74
4.84
4.37
3.87
3.58
3.56
3.96
3.61
3.47
3.75
4.10
3.44
4.18
4.11
4.19
4.11
3.86
4.00
4.53
3.30
3.96
3.27
3.48
3.69
Plot
number
IB
2B
3B
4B
5B
6B
7B
8B
9B
10 B
11 B
12 B
13B
14B
15B
16 B
17 B
18B
19B
20 B
21 B
22 B
23 B
24 B
25 B
26 B
27 B
28 B
29 B
SOB
31 B
32 B
33 B
34 B
35 B
36 B
37 B
38 B
39 B
40 B
41 B
Population,
plants./ha
32,600
28,400
31,600
33,900
37,100
32,900
33,600
30,100
40,500
30,600
33,600
34,300
31,600
29,400
36,600
32,900
32,400
31,400
30,600
33,400
29,700
30,100
27,700
28,700
26,200
25,000
27,700
30,400
28,900
29,200
30,100
30,600
33,600
30,100
31,100
33,600
35,100
28,900
30,900
38,300
34,800
Moisture
content,
percent
31.2
27.0
26.0
29.6
33.0
34.2
33.0
31.0
28.4
35.5
32.0
31.8
32.0
31.0
34.8
32.5
40.0
40.0
34.0
31.6
31.5
33.0
38.0
32.0
33.2
31.5
32.8
40.+
30.5
34.2
35.0
35.2
40.+
40.+
40.+
31.0
40.+
40.+
40.+
40.+
40.+
Metric
tons/ha
3.18
4.16
4.63
4.67
4.12
3.41
3.99
4.49
4.72
3.99
4.31
4.58
3.45
3.93
5.27
4.41
3.58
3.94
3.72
4.34
4.08
3.84
3.79
4.35
4.11
3.51
3.60
3.75
4.33
4.14
3.93
3.71
4.08
3.50
3.09
3.78
3.97
3.20
2.93
3.45
3.42
333
-------
Appendix F, Table 5. 1973 FIELD CORN TEST PLOTS
Plot number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
Variety
7300
47
556
545
3773
G4444
W240
W255
G4343
61 A
3786
102
1901
2901
2301
30
519
G4366
SX53
G4252
3956 A
3956 A
476
3797
122A
162 A
100
3909
3853
3956 A
448
446
90
94
92
Company
Cowbell
NK
NK
NK
Pioneer
Funks
National
National
Funks
Teweles
Pioneer
Trojan
A ceo
A ceo
A ceo
NK
NK
Funks
PAG
Funks
Pioneer
Pioneer
NK
Pioneer
Jacques
Jacques
Trojan
Pioneer
Pioneer
Pioneer
NK
NK
Trojan
Trojan
Trojan
Maturity, days
108
108
108
108
108
108
108
108
103
103
103
103
98
103
103
103
103
103
98
98
93
93
98
98
98
98
98
93
93
93
93
93
93
93
93
Date planted
5/29/73
5/29/73
5/29/73
5/29/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/30/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/3L/73
5/31/73
5/31/73
5/31/73
5/31/73
334
-------
Appendix F, TableS (continued). 1973 FIELD CORN TEST PLOTS
Plot number
36
37
38
39
40
41
42
43
44
45
46
47
48
49
Variety
62
962
52
67
002
G5150
JX902
G4082
G4195
8359
521
3959
85
53
Company
Jacques
Jacques
Jacques
PAG
Cowbell
Funks
Jacques
Funks
Funks
Pioneer
NK
Pioneer
Trojan
Teweles
Maturity, days
93
93
93
93
88
88
88
88
88
88
88
88
88
83
Date planted
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
5/31/73
335
-------
Appendix F, Table 6. 1973 HARVEST SUMMARY OF CORN PLOTS
Plot
number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
L6
17
L8
19
20
21
22
23
24
25
Population,
plants/ha
42,000
53,600
55,100
58,600
61,800
58,600
55,100
53,000
58,600
60,000
58,600
58,600
61,000
56,800
64,200
59.,300
53,600
57,600
56,800
66,700
59,300
59,300
55,100
60,000
57,600
Moisture
content,
percent
26.5
27.2
28.0
26.5
26,0
26.5
32.5
38.0
23.0
22.0
21.5
24.5
21.0
23.0
21.8
22.0
21.5
24.4
26.5
20.6
21.0
20.7
20.0
21.0
24.0
M etri c
tons/ha
6.77
6.84
7.51
7.19
7.17
6.87
7.33
6.32
7.27
6.52
7.54
8.29
6.42
7.36
8.37
7.68
7.32
7.56
8.13
7.16
6.76
6.70
5.84
7.27
7.54
Plot
number
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
Population,
plants/ha
63,500
61,000
60,000
59,300
60,000
59,300
63,500
61,800
66,000
61,000
62,500
60,000
61,800
60,000
55,100
66,000
57,600
66,700
56,100
60,000
53,600
61 ,000
60,000
61,000
Moisture
content,
percent
23.8
23.0
20.0
19.8
20.2
19.5
18.0
20.0
20.0
21.2
21.0
22.9
22.0
29.0
20.5
19.5
19.7
17.5
20.0
19.6
22.0
19.0
19.0
18.2
Metric
tons/ha
7.37
6.71
7.05
5.96
5.46
5.02
4.66
4.82
6.20
6.03
6.22
5.73
6.15
6.47
5.89
4.53
5.04
4.53
5.48
7.23
6.01
6.14
5.69
5.09
336
-------
Appendix F, Table 7. EFFLUENT AND SOIL ANALYSIS FOR 1974
GROWTH BOX STUDY
Parameter
NOg-N
P04
K
SO 4
Na
Ca
Mg
Effluent
ppm
1.75
4.6
8
85
140
35
40
analysis
kg/ha/yra
at 6.4 cm/wk
34
87
152
1620
2667
667
761
kg/ha/yr3
at 10.2 cm/wk
54
140
244
2590
4267
1062
1219
Comparable fertilizer nutrients
N
P2°5
K20
34
131
183
54
211
294
One year - 30 weeks of effluent irrigation
Soil analysis '
N = 6 kg/ha N = 6 kg/ha
P = 29 kg/ha P205 = 67 kg/ha
K = 120 kg/ha K20 = 143 kg/ha
Soil analysis performed on 'A' horizon soil only, 0 to 15 cm depth
337
-------
Appendix F, Table 8. WEEKLY EFFLUENT ANALYSIS
Week
12/10-12/13
12/14- 1/03
1/04- 1/10
1/11- 1/17
1/18- 1/24
1/25- 1/31
2/01- 2/07
2/08- 2/14
2/15- 2/21
2/22- 2/28
3/01- 3/07
w Average
Ca
73.8
70.5
65.2
67.7
68.7
68.2
71.8
73.4
74.8
68.8
67.3
70.0
Mg
11.6
12.6
14.8
16.7
16.9
16.9
16.3
16.0
16.5
16.2
14.9
15.4
Na
148
153
L38
133
155
166
173
159
161
152
144
153
K
28.5
13.8
10.4
11.4
13.0
13.7
15.3
13.0
13.1
12.3
13.5
14.4
Zn
0.59
1.50
1.21
0.98
1.14
1.28
0.94
0.89
0.45
1.68
0.86
1.05
Cr
OJ07
<0.05
<0.07
<0.06
<0.06
0.11
<0.08
0.10
<0.07
<0.08
<0.06
<0.07
ppm
Pb
<0.25
<0.25
<0.25
<0.25
<0.25
<0.26
<0.28
<0.27
<0.27
<0.26
<0.25
<0.26
NH -N
4
0.87
1.03
0.54
0.42
0.39
0.35
0.66
0.46
0.28
0.34
0.55
0.54
N03-N
3.64
0*48
0.03
0.05
0.05
0.04
0.04
0.03
0.03
0.25
0.04
0.43
P04
4.02
3.47
3.14
3.52
3.55
3.27
3.96
3-22
3.28
2.54
3.28
3.39
so4
.
106
79
73
-
110
98
102
88
85
55
88
Cl
179
191
207
206
237
229
256
259
246
259
223
227
PH
7.4
7.1
7.0
6.9
6.5
6.8
6.9
6.6
6.6
6.3
6.7
6.8
Conductivity,
Mmhos/cm2
966
1031
1001
990
1121
1128
1213
1135
1148
1129
1098
1087
-------
Appendix F, Table 9. SELECTED PARAMETERS APPLIED IN EFFLUENT
[Upper values at 6.4 cm application. Lower values (italics) at 10.2 cm application]
(kilograms/hectare)
Days applied
1973-1974
12/10-12/13
12/14- 1/03
1/04- 1/10
1/11- 1/17
w 1/18- 1/24
u>
VO
1/25- 1/31
2/01- 2/07
2/08- 2/14
2/15- 2/21
2/22- 2/28
3/01- 3/07
Total
Ca
37.4
59.0
71.6
114.6
41.4
66.7
42.9
68.7
43.3
69.7
43.3
69.3
45.6
73.0
46.6
74.5
47.5
76.0
43.7
69.9
34.2
54.7
497.8
796.4
Mg
5.8
9.3
12.8
20.4
9.4
75.0
10.6
17.0
10.8
17.3
10.8
17.1
10.4
76.6
10.2
76.3
10.4
76.7
10.3
76.5
7.6
72.7
109.1
774.3
Na
74.9
119.8
155.6
248.9
87.3
739.7
84.2
734.7
98.4
757.5
105.1
768.2
109.6
775.4
101.1
767.7
102.0
763.2
96.6
754.7
72.9
776.7
1087.7
7740.5
K
14.5
23.7
14.0
22.4
6.6
10.5
7.2
11.4
8.3
13.2
8.7
13.9
9.8
75.6
8.2
73.7
8.3
73.2
7.8
72.6
6.8
77.0
100.2
760.0
Zn
0.30
0.48
1.52
2.44
0.77
1.23
0.62
0.99
0.73
7.77
O.iw
7.30
0.59
0.95
0.65
1.04
0.35
0.55
1.06
1.70
0.44
0.69
7.85
72.54
Cr
0.03
0.06
0.03
0.06
0.03
0.06
0.03
0.06
0.03
0.06
0.07
0.77
0.06
0.08
0.07
0.70
0.04
0.08
0.06
0.09
0.03
0.06
0.48
0.80
Pb
0.02
0.03
0.18
0.29
0.03
0.06
O.Q8
0.72
0.07
0.77
0.17
0.27
0.18
0.28
0.17
0.27
0.18
0.28
0.16
0.27
0.12
0.20
1.36
2.79
NH4-N
0.44
0.69
1.05
7.68
0.34
0.54
0.27
0.43
0.25
0.40
0.22
0.35
0.31
0.67
0.29
0.47
0.18
0.28
0.21
0.35
0.28
0.45
3.95
6.37
N03-N
1.85
2.96
0.48
0.77
0.02
0.03
0.03
0.06
0.03
0.06
0.02
0.03
0.02
0.03
0.02
0.03
0.01
0.02
0.16
0.26
0.02
0.03
2.68
4.30
S04
44.7
77.5
108.1
772.9
50.0
80.0
55.7
89.2
55.9
89.4
69.7
99.2
62.0
99.2
64.6
703.2
56.2
89.8
53.8
86.2
28.0
44.9
648.6
1038.0
po4
2.04
3.26
3.52
5.63
2.00
3.7«9
2.24
3.59
2.25
3.67
2.07
4.02
2.51
4.02
2.04
3.27
2.08
3.33
1.61
2.58
1.66
2.67
24.03
38.47
Cl
91.0
745.6
194.5
377.3
131.8
270.9
130.7
209.2
150.6
247.0
145.4
260.5
162.9
260.5
164.5
263.4
156.4
250.2
164.5
263.4
113.3
787.2
1605.6
2569.3
-------
Appendix F, Table 10. MEAN CONCENTRATIONS IN IRRIGATION WATER APPLIED TO CONTROL LYSIMETERS,
(kilograms/hectare)
Dates
1973-1974
12/10-12/13
12/14- 1/03
1/04- 1/10
1/11- 1/17
1/18- 1/24
1/25- 1/31
2/01- 2/07
2/08- 2/14
2/15- 2/21
2/22- 2/28
3/01- 3/07
Total
Ca
11.8
35.4
11.8
23.6
23.6
23.6
23.6
23.6
23.6
23.6
23.6
247.8
MR
3.4
10.1
3.4
6.7
6.7
6.7
6.7
6.7
6.7
6.7
6.7
70.5
Na
0.8
2.5
0.8
1.7
1.7
1.7
1.7
1.7
1.7
1.7
1.7
17.7
K
0.1
0.4
0.1
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
3.0
Zn
0.03
0.10
0.03
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.72
Cr
0.01
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.12
Pb
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
NH4-N
0.02
0.07
0.02
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.41
N03-N
0
0.01
0
0
0
0
0
0
0
0
0
0.01
so4
12.4
37.3
12.4
24.9
24.9
24-9
24.9
24.9
24.9
24.9
24.9
261.3
P°4
0.02
0.06
0,02
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.34
Cl
1.6
4.7
1.6
3.1
3.1
3.1
3.1
3.1
3.1
3.1
3.1
32.7
-------
Appendix F, Table 11. LEACHATE PARAMETERS IN TOTAL kg/ha LOST
IN TREATMENT 'A'
(6.4 cm of effluent per week plus rainfall)
Parameter
K
NH4
N03
P04
Ca
Mg
Na
Zn
80 4
Cl
Box
No. 06
31.6
0.2
64.0
0.2
919
293
809
0.2
1227
1746
Corn
Box
No. 11
25.4
0.6
27.6
0.2
873
263
860
0.1
1147
1518
Box
No. 18
36.8
0.6
59.0
0.9
769
240
939
0.1
1196
1641
Box
No. 20
49.4
1.0
12.0
2.4
731
207
1070
0.2
1092
1731
Alfalfa
Box
No. 24
55.6
1.0
31.6
1.8
710
228
1111
0.2
1139
1897
Box
No. 29
37.5
0.7
10.8
1.6
671
225
1028
0.2
1181
1808
Appendix F Table 11 (continued). LEACHATE PARAMETERS IN TOTAL
kg/ha LOST IN TREATMENT 'B'
(10.2 cm of effluent per week plus rainfall)
Parameter
K
NH4
N03
P°4
Ca
Mg
Na
Zn
S04
Cl
Box
No. 01
51.6
0.3
88.3
0.6
1198.
384
1485
0.3
1696
3241
Corn
Box
No. 12
72.0
1.1
35.6
5.3
1140.
359
1610
0.3
1704
2789
Box
No. 13
56.4
1.3
67.2
3.0
1039
351
1554
0.3
1697
2654
Box
No. 22
80.6
2.5
38.4
4.8
1166
339
1733
0.2
1697
2916
Alfalfa
Box
No. 27
36.8
0.9
27.2
1.7
1260
407
1663
0.3
1801
2854
Box
No. 32
80.8
3.7
15.1
5.2
1162
353
1778
0.4
1729
2855
341
-------
Appendix F, Table 11 (continued). LEACHATE PARAMETERS IN TOTAL
kg/ha LOST IN TREATMENT 'C'
(6.4 cm of effluent per week plus rainfall plus fertilizer)
Parameter
K
NH4
N03
P°4
Ca
Ms
Na
Zn
S04
Cl
Box
No. 02
54.5
0.3
383
1.3
1030
314
951
0.1
1126
1707
Corn
Box
No. 10
37.4
0.3
271
2.1
1067
358
897
0.2
1208
1640
Box
No. 15
40.5
1.7
224
0.4
965
285
957
0.1
1107
1815
Box
No. 23
55.0
1.1
49.8
1.6
756
218
1094
0.1
1134
1890
Alfalfa
Box
No. 25
30.3
0.7
16.6
1.9
818
241
1132
0.2
1209
1961
Box
No. 31
55.1
3.3
14.5
2.0
718
222
1148
0.2
1181
1938
Appendix F Table 11 (continued). LEACHATE PARAMETERS IN TOTAL
kg/ha LOST IN TREATMENT 'D'
(10.2 cm of effluent per week plus rainfall plus fertilizer)
Parameter
K
NH4
P°4
Ca
Mg
Na
Zn
S°4
Cl
Box
No. 05
67.0
0.9
81.4
0.6
1017
360
1653
0.3
1731
2940
Corn
Box
No. 08
62.4
2.6
76.4
0.7
1229
370
1527
0.2
1775
2516
Box
No. 14
76.4
24.9
57.2
1.6
1084
341
1568
0.3
1675
2789
Box
No. 22
80.6
2.5
38.4
4.8
1166
339
1733
0.2
1697
2917
Alfalfa
Box
No. 27
36.8
0.9
27.2
1.7
1260
407
1663
0.3
1801
2854
Box
No. 32
80.8
3.7
15.1
5.2
1162
353
1779
0.4
1730
2855
342
-------
Appendix F, Table 11 (continued). LEACHATE PARAMETERS IN TOTAL
kg/ha LOST IN TREATMENT '£'
(6.4 cm of effluent per week plus rainfall plus lime)
Parameter
K
NH4
N03
P°4
Ca
Mg
Na
Zn
S°4
CI
Box
No. 03
37.5
0.4
43.2
1.1
833
276
863
0.1
1348
1760
Corn
Box
No. 09
30.7
0.3
29.4
0.2
828
249
850
0.2
1204
1626
Box
No. 17
34.5
0.6
37.3
1.0
869
283
956
0.2
1459
1761
Box
No. 21
42.5
1.2
17.4
2.5
960
266
1082
0.2
1225
2013
Alfalfa
Box
No. 28
47.6
2.0
9.0
3.3
698
231
1078
0.2
1186
1827
Box
No. 33
44.0
1.5
8-0
2.0
870
242
1100
0.2
1204
1901
Appendix F, Table 11 (continued). LEACHATE PARAMETERS IN TOTAL
kg/ha LOST IN TREATMENT 'F'
(2.5 cm well water irrigation with fertilizer)
Parameter
K
NH,
4
N03
PO.
4
Ca
Mg
Na
Zn
S°4
Cl
Box
No. 04
14.6
0.1
127.8
0.1
440
125
25.6
0
441
362
Corn
Box
No. 07
6.1
0
101.0
0.1
352
116
21.7
0
520
172
Box
No. 16
14.6
0.1
90.3
0.1
300
94.8
20.2
0.1
515
103
Box
No. 19
6.3
0
3.5
0.8
301
86.5
17.1
0.1
568
81
Alfalfa
Box
No. 26
7.5
0.2
1.2
0.2
256
73.2
21.9
0
591
81
Box
No. 30
5.4
0.1
1.0
0.1
306
86.1
54.5
0.1
564
101
343
-------
Appendix F, Table 12. THE EFFECT OF NITROGEN APPLIED AS 28 PERCENT LIQUID ON THE
NITRATE CONTENT OF THE SOIL AND CORN STALKS
Date
June 23
(before application)
June 23
(after application)
June 30
July 3
July 5
July 8
July 11 to 17
July 17
July 18 to 31
August 1
August 1 and 2
August 18
Nitrogen
applied,
kg/ha
13.5
24.2
16.0
37.2
8.60
Circle 16
(heavy
Soil nitrate test
Surface to 10
10 cm, kg/ha cm,
3.40
6.30
6.70
8.40
8.20
6.50
17.2
to 20
kg/ha
1.10
4.10
2.20
3.40
2.80
2.80
6.70
soil)
Stalk
nitrate
test
Low
Low
Blank
Blank
Low to medium
Medium to high
Low to medium
50 percent blank
Circle 16
(sandy
Soil nitrate test
Surface to 10
10 cm, kg/ha cm,
2.00
7.20
4.00
13.3
8.50
to 20
kg/ha
1.70
3.40
2.00
9.30
4.60
soil)
Stalk
nitrate
test
Very low
Trace
High
High
50 percent high
-------
Appendix F Table 13. THE EFFECT OF NITROGEN APPLIED AS 28 PERCENT
LIQUID ON THE NITRATE CONTENT OF THE SOIL AND CORN STALKS
Nitrn
-------
Appendix F, Table 14. SOIL ANALYSIS REPORT
Upper values are means. Lower values (italics) are standard deviations
bJ
Fall 1973
Pre-irrigation,
depth in cm
Parameter
pH
Buffer pH
Exchange Na,
kg/ha
Soil type
Rubicon
Roscommon
Au Gres
Gran by
Rubicon
Roscommon
Au Gres
Gran by
Rubicon
Roscommon
Au Gres
Gran by
0-31
5.1
0.3
5.8
0.5
5.5
1.0
6.8
1.0
6.8
0.1
7.0
0.3
6.7
0.4
6.0
0.5
3.8
0.9
8.3
5.3
6.3
2.7
86.3
113
31-61
5.4
0.3
6.2
0.9
5.7
0.6
7.2
1.2
7.0
0.1
7.1
0.2
7.1
0.3
6.1
1.0
3.4
0.6
3.8
1.7
4.3
1.8
50.9
73.1
61-91
5.7
0.3
6.5
0.9
5.9
0.7
7.8
0.4
7.3
0.1
73
0.3
7.3
0.2
2.4
0.9
3.4
1.7
5.3
5.9
14.0
15.0
Fall 1974
Post-irrigation,
depth in cm
0-31
6.3
0.6
6.3
0.4
6.0
0.8
6.4
0.6
6.8
0.1
6.8
0.1
6.5
(9.6
6.3
0.6
65.0
27.0
98.0
52.0
69.6
29.1
104
99.9
31-61
5.8
0.6
6.5
0.3
5.6
0.6
6.7
0.9
7.0
0.1
7.2
0.2
6.6
0.6
6,6
1.1
32.7
73.0
38.7
22.2
26.6
9.8
31.4
37.2
61-91
6.1
0.6
6.6
0.4
5.6
0.8
7.0
1.2
7.1
0.1
7.2
OJ
6.8
0.2
7.3
0
17.4
6.8
33.5
23.0
26.3
10.8
10.5
17.8
Spring 1975
Pre-irrigation,
depth in cm
0-31
6.1
0.4
6.4
0.6
5.9
0.6
6.7
0.5
6.8
0.1
6.9
0
6.3
0.5
6.2
0.4
40.2
19.4
51.9
70.7
36.5
24.5
90.0
131
31-61
5.7
0.6
6.4
1.1
5.7
0.8
6.9
0.9
6.9
0
6.4
0.5
5.6
0
22.6
12.4
26.3
17.9
20.8
23.5
56.3
52.4
61-91
5.5
0.4
6.3
1.1
5.9
0.8
7.4
0.7
6.5
0
6.5
0.2
9.0
3.7
17.8
11.8
14.9
15.9
35.9
37.5
-------
Appendix F, Table 14 (continued). SOIL ANALYSIS REPORT
Upper values are means. Lower values (italics) are standard deviations
Fall 1973
Pre-irrigation,
depth in cm
Parameter
Exchange Ca,
kg/ha
Exchange Mg,
kg/ha
Exchange K,
kg/ha
Soil type
Rubicon
Ros common
Au Gres
Gran by
Rubicon
Roscommon
Au Gres
Gran by
Rubicon
Roscommon
Au Gres
Gran by
0-31
74.6
92.9
587
375
396
283
6900
10300
8.1
5.8
75.0
81.4
26.8
14.8
664
836
40.1
25.4
25.1
9.3
36.3
15.4
78.0
53 .1
31-61
39.7
31.7
224
767
152
192
3020
4620
5.0
3.7
33.5
44.3
11.8
12.6
298
503
19.5
15.1
10.4
4.6
14.8
11.7
32.6
24. 8
61-91
22.2
18.3
172
130
85.0
80.4
1230
1650
2.5
7.5
23.8
30.8
9.1
8.7
137
735
10.1
6.5
8.4
3.8
12.9
5.8
21.7
77.4
Fall 1974
Post-irrigation,
depth in cm
0-31
418
357
781
575
352
272
4250
5780
42.9
24.4
77.2
74.2
26.0
4.8
305
229
75.1
22.7
65.5
24.4
55.9
36.0
63.7
38.2
31-61
40.0
52.9
108
58.5
57.8
43.0
1370
2980
8.9
9.0
16.7
79.7
6.6
3.6
221
933
35.9
78.7
22.2
79.2
17.3
10.4
16.7
73.7
61-91
22.4
22.7
99.3
69.8
28.9
25.0
565
958
3.9
3.5
10.2
7.3
4.5
4.3
83.8
74.9
15.0
6.2
18.0
78.3
10.4
4.4
13.2
4.7
Spring 1975
Pre-irrigation,
depth in cm
0-31
317
786
725
469
447
336
4350
3900
42.4
76.7
84.7
64.9
52.8
30.6
464
487
67.0
26.0
48.6
30.3
53.2
34.7
106
68.7
31-61
48.3
36.2
168
732
98.6
728
2640
3220
7.5
5.0
28.1
25.2
12.8
72.7
343
479
27.1
76.7
15.0
6.8
17.8
7.2
34.9
27.0
61-91
12.8
3.0
115
96.6
52.2
57.2
1560
2630
2.1
7.7
19.6
27.4
7.1
7.7
205
795
10.5
3.2
12.6
7.6
12.8
6.3
21.4
77.8
-------
Appendix F, Table 14 (continued). SOIL ANALYSIS REPORT
Upper values are means. Lower values (italics) are standard deviations
Fall 1973
Pre-irrigation,
depth in cm
Parameter Soil type
Available Rubicon
N03-N,
Koscommon
Au Gres
Granby
to Available Rubicon
cS NH4-N,
Ros common
Au Gres
Granby
Available P, Rubicon
kg/ha
Roscommon
Au Gres
Granby
0-31
7.1
4.3
12.7
23.1
10.9
5.5
87.2
115
21.3
9.3
12.1
3.1
12.9
4.5
20.7
20.8
87.4
47.9
18.5
13.0
25.2
20.5
23.4
25.8
31-61
2.5
1.7
5.3
11.8
12.6
25.8
35.0
57.6
12.0
6.3
7.3
3.0
6.9
2.7
17.3
22.8
102
37.9
12.9
9.0
39.5
53.7
12.3
10.9
61-91
1.5
1.7
2.7
5.6
0.8
0.6
1.9
1.1
9.8
5.7
7.2
2.6
6.2
1.7
8.5
3.0
73.0
20.7
35.3
54.6
29.8
76.7
18.3
72.6
Fall 1974
Post-irrigation,
depth in cm
0-31
5.2
2.8
8.6
10.1
5.4
3.8
27.1
35.4
14.2
2.4
11.5
2.2
21.6
23.8
16.6
11.7
64.9
17.4
28.9
30.8
24.0
24.3
22.6
23.1
31-61
1.6
1.0
2.8
4.3
1.9
1.7
3.6
3.0
11.4
2.7
6.9
0.8
12.3
2.2
12.7
11.0
94.8
51.8
18.5
12.2
21.9
19.4
11.5
7.4
61-91
0.8
0.6
2.2
2.1
1.3
1.1
2.3
2.8
9.4
2.7
6.6
0.9
12.2
1.8
8.7
1.5
74.2
35.2
19.1
10.3
31.5
73.0
16.8
9.2
Spring 1975
Pre-irrigation,
depth in cm
0-31
6.1
3.5
5.8
3.2
6.9
3.0
28.6
32.4
15.5
2.7
14.9
4.5
15.8
9.1
23.0
20.3
99.1
54.6
19.7
14.7
27.0
27.6
15.6
11.0
31-61
1.3
0.9
1.0
0.4
1.3
0.6
7.5
8.1
12.8
2.8
12.4
1.5
11.1
2.6
24.7
13.6
105
56.3
21.6
14.9
29.5
2P.2
8.5
8.0
61-91
0.8
0.6
0.7
0.3
1.6
1.9
1.8
1.1
12.3
2.7
12.6
3.7
11.4
2.1
14.9
4.5
96.5
42.2
45.3
67.7
29.2
72.3
10.8
6.6
-------
Appendix F, Table 14 (continued). SOIL ANALYSIS REPORT
Upper values are means. Lower values (italics) are standard deviations
f-
VD
Fall 1973
Pre-irrigation,
depth in cm
Parameter
Organic
matter,
percent
Cation
exchange
capacity,
MEQ/lOOg
Soil type
Rubicon
Roscommon
Au Gres
Granby
Rubicon
Roscommon
Au Gres
Granby
0-31
1.9
0.3
2.5
0.7
3.3
1.4
17.8
21.9
9.5
1.2
12.1
3.4
15.0
7.2
51.6
53.9
31-61
0.9
0.1
0.9
0.6
1.1
0.7
13.1
22.5
6.2
0.8
5.9
3.3
6.8
4.8
27.9
47.7
61-91
0.4
0.1
0.6
0.4
0.6
0.2
2.5
3.6
6.8
0.6
6.1
3.4
3.8
1.4
5.2
6.0
Fall 1974
Post-irrigation,
depth in cm
0-31
2.3
0.4
3.1
0.9
3.7
1.9
15.7
22.7
11.3
2.7
13.4
3.3
15.2
9.0
46.3
55.6
31-61
1.1
0.1
0.9
0.4
2.2
7.8
5.5
11. 7
6.9
0.8
4.8
2.9
11.9
8.9
15.8
30.4
61-91
0.6
0.1
0.5
0.1
1.1
0.5
1.4
1.4
3.4
0.9
2.5
1.1
5.8
4.1
3.0
1.8
Spring 1975
Pre-irrigation,
depth in cm
0-31
2.8
0.8
3.1
1.5
4.4
2.2
17.7
27.0
10.4
2.1
11.8
4.7
16.3
9.1
47.3
56.7
31-61
1.3
0.2
1.1
0.4
1.7
1.5
10.5
18.7
6.4
1.2
5.2
2.5
10.6
7.4
31.2
46.6
61-91
0.6
0.2
0.9
0.8
1.0
0.9
4.2
7.5
3.2
0.5
4.8
3.5
6.4
5.2
9.6
13.7
-------
Appendix F, Table 15. ANALYTICAL RESULTS OF REFRACTORY ORGANICS IN THE CORN0
in parts per million
Corn
Oorn
Corn
Corn
Corn
Corn
A
B
C
D
E
F
END6
< 0,005
< 0.005
< 0.005
< 0.005
<0.005
<0.005
HEC
< 0.005
< 0.005
< 0.005
< 0.005
< 0.005
< 0.005
DDE'7
< 0.005
< 0.005
< 0.005
<0.005
< 0.005
< 0.005
DDDe
<0.005
<0.005
< 0.005
< 0.005
<0.005
< 0.005
DDT^
<0.005
< 0.005
< 0.005
<0.005
< 0.005
< 0.005
EST. PCB«
<0.01
<0.01
<0.01
<0.01
<0.01
<0.01
Dieldrin^
< 0.005
< 0.005
< 0.005
< 0.005
<0.005
< 0.005
BHCJ
< 0.005
< 0.005
< 0.005
<0.005
< 0.005
<0.005
Lindane-'
<0.005
< 0.005
< 0.005
< 0.005
<0.005
< 0.005
HCB^
< 0.005
< 0.005
<0.005
<0.005
< 0.005
< 0.005
^Tested at WARF Institute, Inc., Madison, Wisconsin. WARF Number 5102795-2800
END (Endrin) Insecticide. Toxicity, acute oral LD^ for rats ranges from 5 mg/kg (female) to 45 mg/kg (male)
u. HE (Heptachlor) Insecticide. Toxicity, acute oral LD _ (male rat), 40 to 188 mg/kg
°I)DE (Degradation product of DDT
DDD or TDE Insecticide. Structurally and chemically related to DDT. Toxicity, acute oral LD (rat), 3,400 mg/kg
'DDT Insecticide. Toxicity. acute oral toxicity for man has been established at 250 mg/kg. Acute oral LD (rat) for technical
DDT, 113 mg/kg 50
gEST. PCB (Polychlorinated biphenyls). Toxicity, acute oral LD range from 4,000 to 19,000 mg/kg (rat)
Dieldrin Insecticide. Toxicity, acute oral LD_n (rat), 60 mg/kg
Dv)
BHC Insecticide. Toxicity, see Lindane below.
'Lindane (Gamma BHC) Insecticide. Toxicity, acute oral LD (male rat), 88 to 125 mg/kg
ou
k
HCB (Hexachlorobenzene) Seed protectant
-------
Appendix G, Table 1. LOCATIONS OF KHEAT PLANTINGS, 1974-1975
Location Number of hectares
Southeast corner of circle 25 1.10
Southwest corner of circle 24 1.90
Northeast comer of circle 20 2.40
East of circles 21 and 22 4.10
East of lagoon and south of circle 36 4.30
Between lagoon and Apple Avenue 41.3
Southeast corner of circle 53 2.70
Southeast corner of circle 11 0.90
East of Administration Building 3.60
West of lagoon 11.9
South of Apple Avenue 1.30
Northeast corner of circle 44 3.40
South of circle 51 21.2
South of circle 50 11.2
Total 1H.3
351
-------
Appendix G, Table 2. 1974 CORN PLANTING DATA
Circle Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
Variety
Trojan TX70
TrojanTXS85
Trojan TX70
Trojan TXS85
Pioneer 3965
Funks 4195
Pioneer 3965
Trojan TXS94
Cowbell 292/145
Acco 1301
Funks 4195
Cowbell 292/145
Funks 4195
Trojan TXS94
Pioneer 3958
Funks 4195
Trojan TX92
Trojan TX92
Funks 4343
Pioneer 3958
Trojan TX70
Funks 4195
Pioneer 3956 A
Pioneer 3958
Funks 5150
Teweles 53
Jacques JX62
Trojan TX90
NK PX13
Pioneer 3958
Funks 4195
Trojan TXS94
Trojan TXS94
Funks 4195
Maturity, days
70
85
70
85
90
95
90
94
95
95
95
95
95
94
100
95
92
92
102
100
70
95
95
100
85
90
95
90
£8
100
95
94
94
95
Date planted
6/11/74
6/11/74
6/12/74
6/12/74
5/15/74
5/15/74
5/15/74
5/15/74
5/10/74
5/10/74
5/ 9/74
5/10/74
5/10/74
5/21/74
7/ 7/74
5/ 7/74
4/23/74
4/25/74
4/30/74
5/ 7/74
5/ 7/74
5/ 6/74
5/ 6/74
5/ 9/74
6/ 4/74
6/ 4/74
6/ 3/74
6/ 3/74
5/24/74
5/24/74
5/20/74
5/20/74
5/20/74
5/20/74
352
-------
Appendix G, Table 2 (continued). 1974 CORN PLANTING DATA
Circle
29
30
31
31 A
32
33
34
35
37
39
40
41
42
43
44
45
46
47
48
50
51
54
Variety
Funks 4195
Trojan TXS94
Trojan TXS94
NK 446
Trojan TXS85
Trojan TX 70
Trojan TX 70
Trojan TXS85
Trojan TXS85
Funks 4195
Teweles 53
Trojan TXS94
Teweles 53
Trojan TX 70
Trojan TX70
Pioneer 3965
Pioneer 3853
Acco 2901
Cowbell 7300
Cowbell 7440
Jacques JX170
Acco 2901
Teweles 53
Funks 4343
Pioneer 3956
Pioneer 3956 A
Trojan TXS94
Jacques JX 170
Teweles 53
Pioneer 3956 A
Pioneer 3956 A
Funks 5150
Trojan TX 70
Trojan TXS85
Pioneer 3981
Maturity, days
95
94
94
95
85
70
70
85
85
95
90
94
90
70
70
90
100
105
105
105
105
105
90
102
95
95
94
105
90
95
95
90
70
85
85
Date planted
5/20/74
5/20/74
5/23/74
5/23/74
5/24/74
5/24/74
6/13/74
5/24/74
5/23/74
5/22/74
5/22/74
5/20/74
5/22/74
6/15/74
6/13/74
5/30 /74
5/30/74
5/ 1/74
5/ 1/74
5/ 1/74
5/ 2/74
5/ 2/74
5/ 4/74
5/ 4/74
5/ 4/74
5/ 4/74
5/ 4/74
5/ 4/74
5/ 6/74
5/ 2/74
5/ 4/74
6/ 5/74
6/ 5/74
5/29/74
5/29/74
353
-------
Appendix G, Table 3. 1974 HERBICIDE APPLICATION
Circle numbers
1-4, 16-18, 20,
22, 40, 54
15, 19, 21,
23-25
27-31, 32-35
31 A, 37
39
41, 42
43, 51
44, 46
45, 47, 48, 50
Herbicide
Lasso
Atrazine
Lasso
Atrazine
Weed oil
Atrazine
Lasso
Atrazine
Weed oil
Atrazine
Lasso
Atrazine
Sutan
Atrazine
Sutan
Atrazine
Weed oil
Atrazine
Sutan
Atrazine
Sutan
Atrazine
Weed oil
Atrazine
Sutan
Atrazine
Amount per hectare
4^70 liters
1.70 kilograms
4.70 liters
1.70 kilograms
9.40 liters
2.20 kilograms
4.70 liters
2.20 kilograms
9.40 liters
2.20 kilograms
4.70 liters
2.20 kilograms
6.30 liters
1.70 kilograms
4.70 liters
1.70 kilograms
9.40 liters
2.20 kilograms
6.30 liters
2.20 kilograms
6.30 liters
2.20 kilograms
9.40 liters
2.20 kilograms
4.70 liters
1.70 kilograms
Application method
Aerial
Aerial
Aerial
Aerial
Ground
Ground
Aerial
Aerial
Ground
Ground
Aerial
Aerial
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
Ground
354
-------
Appendix G, Table 4. 1974 FERTILIZER APPLICATION
Circle Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
N
22
34
34
34
34
34
34
34
34
27
85
85
34
34
54
54
34
34
34
34
15
34
85
34
72
kg/ha
P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
22
22
0
0
0
0
0
0
0
0
0
K
0
37
37
37
37
37
37
37
26
37
26
127
37
37
37
138
138
37
37
0
0
101
26
26
0
Circle Number
27
28
29
30
31
31 A
32
33
34
35
37
39
40
41
42
43
44
45
46
47
48
49
50
51
54
N
0
0
0
72
52
0
0
72
0
0
52
0
52
93
93
93
132
93
93
93
93
0
93
41
34
kg/ha
P
0
0
0
22
0
0
0
22
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
K
0
0
0
101
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
202
0
0
37
355
-------
Appendix G, Table 5. 1974 NITROGEN, kg/ha
ON
Wastewater nitrogen
Circle
number
I
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Before
crop
1.50
6.70
0
0.30
0
0.30
0
0
0
0
0
1.30
0
0
0
0
0
0
0
0
0
0
2.20
1.00
0
Crop
22.3
42.8
42.4
44.8
40.0
42.8
43.0
40.2
39.6
35.5
39.7
33.3
41.9
44.2
46.2
43.8
41.0
41.8
37.7
39.6
37.7
47.1
32.6
40.7
16.0
After
crop
64.1
58.3
55.2
50.7
75.7
53.5
80.7
73.8
71.7
66.5
65.8
67.7
65.7
51.2
25.0
36.0
47. 3
63.1
33.3
45.8
31.6
46.7
51.8
43.4
37.3
Total
87.9
108
97.6
95.8
116
96.6
124
114
111
102
106
102
108
95.4
71.2
79.8
88.3
105
71.0
85.4
69.3
93.8
86.6
85.1
53.3
Fertilizer
22.4
33.6
33.6
33.6
33.6
33.6
33.6
33.6
33.6
26.9
85.2
85.2
33.6
33.6
53.8
53.8
33.6
33.6
33.6
33.6
14.6
33.6
85.2
33.6
71.7
Available12
44.7
76.4
76.0
78.4
73.6
76.4
76.6
73.8
73.2
62.4
125
119
75.5
77.8
100
97.6
74.6
75.4
71.3
73.2
52.3
80.7
118
74.3
87.7
Total6
110
141
131
129
149
130
157
148
145
129
191
188
141
129
125
134
122
139
105
119
83.9
127
172
119
125
.Available nitrogen equals Lrop nitrogen plus b ertilizer nitrogen
Total nitrogen equals Wastewater nitrogen plus Fertilizer nitrogen
-------
Appendix G, Table 5 (continued). 1974 NITROGEN, kg/ha
Wastewater nitrogen
Circle
number
27 C
28 c
29C
30
31
31 A
32
33
34C
35C
37
39
40
41
42
43
44
45
46
47
48
50
51
54
Before
crop
0
0
0
0
0
0
0
0
0.60
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2.40
Crop
15.7
72.3
65.4
16.6
0
6.80
7.60
25.7
72.7
69.3
0
0.90
15.2
17.9
8.10
9.80
9.00
25.8
17.3
3.60
13.2
6.40
9.60
44.9
After
crop
60.9
76.8
30.8
0
35.0
3.40
3.40
7.10
82.5
30.8
11.1
1.90
10.3
24.0
23.3
24.4
12.3
42.4
24.4
23.5
29.9
15.1
4.00
61.9
Total
76.6
149
96.2
16.6
35.0
10.2
11.0
32.8
156
100
11.1
2.80
25.5
41.9
31.4
34.3
21.3
68.2
41.7
27.1
. 43.1
21.5
13.0
109
Fertilizer
0
0
0
71.7
51.6
0
0
71.7
0
0
51.6
0
51.6
93.0
93.0
93.0
132
93.0
93.0
93.0
93.0
93.0
41.5
33.6
Available0
15.7
72.3
65.3
88.3
51.6
6.80
7.60
97.4
72.7
69.3
51.6
0.90
66.8
111
101
103
141
119
110
96.6
106
99.4
51.1
78.5
Total6
76.6
149
96.2
88.3
86.6
10.2
11.0
104
156
100
62.7
2.80
77.1
135
124
127
154
161
135
120
136
115
55.1
143
Available nitrogen equals Crop nitrogen plus Fertilizer nitrogen
Total nitrogen equals Wastewater nitrogen plus Fertilizer nitrogen
Fnd nans off
End caps off
-------
Appendix G, Table 6. 1974 PHOSPHORUS APPLIED, kg/ha
GJ
<_n
oo
Circle
number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
During
crop
22.1
32.8
31.2
33.4
29.5
31.9
31.7
29.7
29-1
26.1
29.3
26.1
30.8
32.5
34.0
32.3
30.2
30.7
27.7
29.1
27.7
34.6
26.9
31.2
15.2
Wastewater phosphorus
After
crop
54.9
53.6
53.8
47.2
70.2
52.2
74.9
68.4
66.6
61.6
61.1
62.8
60.9
49.1
23.9
39.1
45.6
45.2
32.4
44.3
27.2
46.7
48.0
39.8
34.6
Total
77.0
86.4
85.0
80.6
99.7
84.1
107
98.1
95.7
87.7
90.4
88.9
91.7
81.6
57.9
71. 4
75.8
75.9
60.1
73.4
54.9
81.3
74.9
71.0
49.8
Fertilizer
0
0
0
0
0
0
0
0
0
0
0
0
0
0
22.4
22.4
0
0
0
0
0
0
0
0
0
Available"
22.1
32.8
31.2
33.4
29.5
31.9
31.7
29.7
29.1
26.1
29.3
26.1
30.8
32.5
56.4
54.7
30.2
30.7
27.7
29.1
27.7
34.6
26.9
31.2
15.2
Total*
77.0
86.4
85.0
80.6
99.7
84.1
107
98.1
95.7
87.7
90.4
88.9
91.7
81.6
80.3
93.8
75.8
75.9
60.1
73.4
54.9
81.3
74.9
71.0
49.8
^Available phosphorus equals Crop phosphorus plus Fertilizer phosphorus
Total phosphorus equals ^/astewater phosphorus plus Fertilizer phosphorus
-------
Appendix G, Table 6 (continued). 1974 PHOSPHORUS APPLIED, kg/ha
Circle
number
27C
28 °
29C
30
31
31 A
32
33
34C
35C
37
39
40
41
42
43
44
45
46
47
48
50
51
54
During
crop
6.30
53.2
48.1
15.8
0
6.50
7.30
24.3
54.2
62.3
0
0.90
14.5
16.9
7.60
9.30
8.50
24.4
16.4
3.50
12.6
6.10
9.10
36.1
Wastewater phosphorus
After
crop
60.4
70.6
28.4
0
32.6
3.10
4.00
6.80
75.8
29.5
10.3
2.40
10.0
22.0
21.4
23.0
11.4
44.6
26.8
24.8
33.0
15.9
4.80
56.7
Total
66.7
124
76.5
15.8
32.6
9.60
11.3
31.1
130
91.8
10.3
3.30
24.5
38.9
29.0
32.3
19.9
69.0
43.2
28.3
45.6
22.0
13.9
92.8
Fertilizer
0
0
0
22.4
0
0
0
22.4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Available0
6.30
53.2
48.1
38.2
0
6.50
7.30
46.7
54.2
62.3
0
0.90
14.5
16.9
7.60
9.30
8.50
24.4
16.4
3.50
12.6
6.10
9.10
36.1
Total6
66.7
124
76.5
38.2
32.6
9.60
11.3
53.5
130
91.8
10.3
3.30
24.5
38.9
29.0
32.3
19.9
69.0
43.2
28.3
45.6
22.0
13.9
92.8
.Available phosphorus equals Crop phosphorus plus Fertilizer phosphorus
Total phosphorus equals Wastewater phosphorus plus Fertilizer phosphorus
End caps off
-------
Appendix G, Table 7. 1974 POTASSIUM APPLIED, kg/ha
u>
ON
o
Circle
number
27 °
28 °
29P
30
31
31 A
32
33
34C
35C
37
39
40
41
42
43
44
45
46
47
48
5Q
51
54
During
crop
48.8
175
131,
36.4
0
15.0
16.8
39.0
191
160
0
2.10
33.2
39.2
17.6
21.4
19.5
56.3
37.8
8.00
29.1
18.9
21.1
110
Wastev,ater potassium
After
crop
124
152
51,7
0
68.0
6.40
7.50
10.9
164
67.9
21.9
4.10
22.6
47.9
47.3
41.4
23.4
78.6
47.2
44.5
59.4
38.6
10.1
125
Total
172
327
186
36.4
68.0
21.4
24.3
49.9
354
228
21.9
6.20
55.8
87.1
64.9
62.8
42.9
135
85.0
52.5
88.5
57.5
31.2
235
Fertilizer
0
0
0
101
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
37.0
Available
48.8
175
134
137
0
15.0
16.8
39.0
191
160
0
2.10
33.2
39.2
17.6
21.4
19.5
56.3
37.8
8.00
29.1
18-. 9
21.1
147
Total6
172
327
186
137
68.0
21.4
24.3
49.9
354
228
21.9
6.20
35.8
87.1
64.9
62.8
_42. 9
135
85.0
52.5
88.5
51.5
31.2
272
.Available potassium equals Crop potassium plus Fertilizer potassium
Total potassium equals Wastewater potassium plus Fertilizer potassium
End caps off
c
-------
Appendix G, Table 7 (continued). 1974 POTASSIUM APPLIED, kg/ha
00
Wastewater potassium
Circle
number
1
2
3
4
5
6
7
8
9
LO
LI
12
13
14
15
16
17
18
19
2Q
21
22
23
24
25
During
crop
52.5
101
96.4
102
90.0
96.4
94.6
-90.1
103
78.9
87.5
77.3
93.1
98.5
108
101
97.5
96.4
88.1
94.3
84.7
111
86.5
101
34.4
After
crop
122
120
106
107
139
103
150
136
152
124
122
124
121
94.8
55.8
72.4
89.2
88.7
56.4
86.1
58.7
90.3
95.5
86.4
75.5
Total
175
220
202
208
229
199
244
226
255
203
210
202
214
193
164
174
187
185
145
180
143
201
182
187
110
Fertilizer
0
37.0
37.0
37.0
37.0
37.0
37.0
37.0
25.8
37.0
25.8
127
37.0
37.0
37.0
138
138
37.0
37.0
0
0
101
25.8
25.8
0
Available0
52.5
138
133
139
203
133
132
127
129
116
113
204
130
136
145
239
235
133
125
94.3
84.7
212
112
127
34.4
Total6
175
257
239
245
243
236
281
263
281
240
236
328
251
230
201
312
325
222
182
180
143
302
208
213
110
.Available potassium equals Crop potassium plus Fertilizer potassium
Total potassium equals Wastewater potassium plus Fertilizer potassium
-------
Appendix G, Table 8. 1974 IRRIGATION, cm
Circle
number
1
2
3
4
5
6
7
8
-9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Before
crop
6.40
30.2
0
1.50
0
1.50
0
0
0
0
0
5.80
0
0
0
0
0
0
0
0
0
0
10.2
4.30
0
Crop
43.7
84.3
109
115
103
107
111
103
102
91.2
102
85.3
107
113
118
113
105
107
96.5
102
96.5
121
83.6
104
31.5
After
crop
99.6
97.0
87.1
89.2
114
84.6
121
111
108
99.8
98.8
102
98.6
79.5
49.3
61.2
73.9
73.2
42.9
71.6
47.5
75.7
77.7
72.1
62.7
Total
149
211
196
206
216
193
232
214
209
191
201
193
206
193
168
174
179
180
139
173
144
196
172
181
94.2
Circle
number
27°
28a
29a
30
31
31 A
32
33
34°
35°
37
39
40
41
42
43
44
45
46
47
48
50
51
54
Before
crop
0
0
0
0
0
0
0
0
2.50
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10.7
Crop
71.1
185
168
32.5
0
13.5
15.0
50.0
187
157
0
1.80
29.7
35.1
15.7
19.1
17.5
50.3
33.8
7.10
25.9
12.4
18.8
115
After
crop
101
128
51.3
0
52.8
5.10
6.60
14.0
137
60.7
16.8
3.80
18.0
39.9
38.9
31.5
18.5
61.2
36.8
34.0
45.2
21.8
7.90
103
Total
172
313
219
32.5
52.8
18.6
21.6
64.0
327
218
16.8
5.60
47.7
75.0
54.6
50.6
36.0
112
70.6
41.1
71.1
34.2
26.7
229
End caps off
362
-------
Appendix G, Table 9. 1974 CORN HARVEST DATA
Circle
Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Date
harvested
11/23
11/23
10/24
10/28
10/26
10/25
10/25
10/28
ll/ 1
10/29
10/30
ll/ 2
10/31
ll/ 4
10/23
10/23
ll/ 6
ll/ 8
10/ 1
ll/ 4
ll/ 8
ll/ 7
11/10
11/20
12/ 4
Grain
moisture
content,
percent
31.6
36.9
30.9
33.1
32.3
31.6
31.6
31.6
34.1
31.9
36.4
32.5
33.4
28.8
31.2
32.0
33.7
33.5
32.0
32.0
30.7
28.5
41.9
40.8
26.9
Metric
tons/
hectare
0.82
1.07
2.26
0.38
2.51
2.45
2.45
1.88
2.20
2.57
1.19
3.20
2.64
1.19
2.89
2.39
1.38
1.95
2.57
2.26
1.00
0.94
1.00
1.38
1.44
Circle
Number
27
28
29
30
31
31 A
32
33
34
35
37
39
40
41
42
43
44
45
46
47
48
50
51
54
55
Date
harvested
11/13
11/14
11/11
ll/ 5
12/ 3
11/18
11/12
11/11
11/29
11/15
NH*
11/21
11/16
11/20
11/19
10/10
11/21
10/12
10/22
10/ 7
10/19
10/17
11/20
11/14
Grain
moisture
content,
percent
29.4
29.2
27.0
29.4
22.0
25.9
22.0
22.2
25.3
23.9
50.0 +
29.2
25.8
29.6
29.9
31.1
23.1
32.0
31.2
33.4
30.5
30.8
25.7
28.6
31.2
Metric
tons/
hectare
3.45
2.14
2.70
2.01
0.06
1.00
1.95
1.44
2.20
1.26
0
0.63
2.20
2.32
1.00
1.70
K95
2.01
2.32
1.00
2.20
2.51
0.88
1.38
0.88
Not harvested
363
-------
Appendix G, Table 10. 1975-1976 WHEAT
Location Number of hectares
Around circle 22 and east of circle 21 8.40
along Swanson Road
East of circle 20 and 19 along 8.70
Swanson Road
North and west of circle 23 9.10
*Test and south of circle 24 4.90
Between circles 24 and 25 14.4
Southeast of circle 25 5.30
Between circles 18 and 19 9.40
South of circle 12 2.40
Southeast of circle 11 2.20
Southeast of circle 53 1.20
East of Administration Building 1.70
Northwest of circle 27 10.8
Northeast of circle 27 3.80
North of circle 29 along White Road 2.70
Between circle 29 and 34 along 9.00
Swanson Road
East of circles 30 and 33 along 12.7
Swanson Road
Between circles 30, 31, 32 and 33 13.4
Between circles 31 and 38 8.90
North and west of circle 40 along 7.90
Swanson Road
West of solid waste site 4.00
Around circles 43 and 46 19.70
Northeast of circle 44 4.40
South of circles 51 and 52 13.2
Total 178.2
364
-------
Appendix G, Table 11. 1975 CORN PLANTING DATA
Circle
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
29
30
Variety
Jacques JX122A
Trojan TX92
Jacques JX40
Pioneer 3873
Jacques JX40
Pioneer 3873
Pioneer 3965
Trojan TXS92
Jacques JX122A
Jacques JX122A
Jacques JX122A
Jacques JX122A
Jacques JX122A
Pioneer 3965
Funks 4195
Funks 4195
Funks 4195
Jacques JX122A
Funks 4195
Funks 4195
Funks 4195
Funks 4195
Funks 4195
Michigan 333
Michigan 333
Pioneer 3956 A
Jacques JX122A
Trojan TXS94
Trojan TXS94
Trojan TXS94
Pioneer 3955
Maturity days
98
92
88
90
88
90
90
92
98
98
98
98
98
90
95
95
95
98
95
95
95
95
95
90
90
95
98
94
94
94
90
Date planted
5/ 7/75
5/21/75
5/17/75
5/17/75
5/17/75
5/19/75
5/17/75
5/17/75
5/ 8/75
5/ 8/75
5/ 7/75
5/ 6/75
5/ 7/75
5/18/75
5/ 1/75
5/ 2/75
5/ 3/75
5/ 6/75
5/ 6/75
5/ 6/75
5/ 5/75
5/ 5/75
5/ 6/75
5/11/75
5/12/75
5/20/75
5/11/75
5/11/75
5/11/75
5/11/75
5/10/75
365
-------
Appendix G, Table 11 (continued). 1975 CORN PLANTING DATA
Circle
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Variety
Pioneer 3956 A
Pioneer 3955
Michigan 333
Pioneer 3955
Trojan TXS94
Trojan TXS94
Trojan TXS85
Trojan TXS85
Pioneer 3956 A
Pioneer 3965
Pioneer 3956A
Pioneer 3956 A
Trojan TXS102A
Trojan TXS102A
Jacques JX 40
Trojan TXS94
Trojan TXS92
Trojan TXS94
Michigan 407
Michigan 407
Michigan 407
Jacques JX 40
Pioneer 3956 A
Jacques JX 40
Jacques JX 1004
Pioneer 3956 A
Jacques JX 1004
Trojan TXS85
Trojan TXS85
Pioneer 3873
Trojan TX92
Trojan TX92
Maturity, days
95
90
90
90
94
94
85
85
85
90
95
95
102
102
88
94
92
94
100
100
100
88
95
88
95
95
95
85
85
90
92
92
Date planted
5/14/75
5/10/75
5/11/75
5/ 9/75
5/15/75
5/14/75
5/27/75
5/27/75
5/27/75
5/27/75
5/17/75
5/16/75
5/13/75
5/14/75
5/14/75
5/16/75
5/16/75
5/15/75
5/15/75
5/14/75
5/12/75
5/15/75
5/15/75
5/14/75
5/21/75
5/15/75
5/21/75
5/21/75
5/20/75
5/20/75
5/20/75
5/21/75
366
-------
Appendix G, Table 12. 1975 HERBICIDE APPLICATION
Circle
3, 5, 6, 14-17..
21, 22, 39, 41,
42, 44, 45, 47,
48, 50
7, 7, 8, 11,
23-25, 36,
37, 55
9, 10, 12, 13,
18-20, 27-35,
31 A, 40, 43
46
49, 51, 52
54
Herbicide
Lasso
Atrazine
Lasso
Atrazine
Concentrated oil
Atrazine
Lasso
Atrazine
Concentrated oil
Atrazine
Sutan
Concentrated oil
Atrazine
Lasso
Atrazine
Concentrated oil
Atrazine
Princep
Atrazine
Lasso
Atrazine
Concentrated oil
Atrazine
Amount/hectare Application method
4.70 liters
1.70 kilograms
4.70 liters
1.70 kilograms
2.30 liters
1.40 kilograms
4.70 liters
1.70 kilograms
2.30 liters
2.80 kilograms
6.50 liters
2.30 liters
2.80 kilograms
4.70 liters
3.40 kilograms
2.30 liters
1.40 kilograms
2.00 kilograms (North M)
1.70 kilograms
4.70 liters (North %)
1.70 kilograms
2.30 liters
1.40 kilograms
Aerial
Aerial
Aerial
Aerial
Ground
Ground
Aerial
Aerial
Ground
Ground
Herbigation
Ground
Ground
Aerial
Aerial
Ground
Ground
Aerial
Aerial
Aerial
Aerial
Ground
Ground
367
-------
Appendix G, Table 13. 1975 NITROGEN FERTIGATION, kg/ha
Rig number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
Total nitrogen
23.1
23.1
71.4
61.3
70.8
69.4
70.7
49.0
71.4
60.3
81.7
56.9
71.7
61.3
98.6
99.5
78.5
72.6
72.2
72.7
91.8
82.4
43.5
45.1
90.6
8.20
39.0
Rig number
28
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Total nitrogen
11.4
74.3
26.6
65.3
60. 2
30.4
48.0
26.3
44.9
0
11.8
40.2
35.5
29.1
40.4
13.9
39.7
39.9
12.2
71.3
38.0
21.5
54.0
0
0
72.1
61.3
368
-------
Appendix G, Table 14. 1975 NITROGEN, kg/ha
UJ
Wastewater nitrogen
Circle
number
^
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
29
Before
crop
0
20.3
36.0
35.5
35.6
35.8
0
0
0
7.40
Q
21.3
0
0
0
2.70
4.40
5.30
6.70
7.10
10.0
4.70
6.10
2.90
2.90
2.90
Crop
71.7
77.9
81.7
81.9
88.3
75.0
61.0
50.6
83.7
59.2
57.9
76.0
55.1
55.0
65.1
50.3
60.2
59.9
71.5
78.9
67.3
59.9
21.6
90.8
88.2
67.7
After
crop
60.0
38.9
60.8
56.4
50.7
45.7
45.2
41.0
42.4
44.7
32.7
44.2
51.8
47.2
49.8
39.6
40.8
39.5
39.9
46.7
40.2
33.2
13.2
41.4
33.9
33.0
Total
132
137
179
174
175
157
106
91.6
126
111
90.6
142
107
102
115
92.6
105
105
118
133
118
97.8
40.9
135
125
104
Fertilizer c
71.4
61.3
70.8
69.4
70.7
49.0
71.4
60.3
81.7
56.9
71.7
61.3
98.6
99.5
78.5
72.6
72.2
72.7
91.8
82.4
43.5
45.1
90.6
39.0
11.4
75.3
Available0
143
139
153
151
159
124
132
111
165
116
130
137
153
155
144
123
132
133
163
161
111
105
112
130
99.6
143
Total^
203
198
249
243
245
206
178
152
208
168
162
203
206
202
193
165
178
177
210
215
161
143
132
174
136
179
Available nitrogen equals crop nitrogen plus fertilizer nitrogen
Total nitrogen equals wastewater nitrogen plus fertilizer nitrogen
CNitrogen fertilizer was applied as 28% (21.4% N03-N, 21.4% NH4-
-N and 57.1%Urea-N)
-------
Appendix G, Table 14 (continued). 1975 NITROGEN, kg/ha
Wastewater nitrogen
Circle
number
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Before
crop
0
3.40
0.90
1.00
0
9.10
1.20
0
0
4.00
5.00
4.10
0
3.30
7.50
10.5
3.40
5.00
7.40
1.50
2.70
3.90
8.50
28.9
31.3
Crop
82.8
43.2
29.4
24.3
72.4
78.9
70.6
16.8
21.1
53.1
27.9
50.8
47.1
29.0
19.7
68.0
25.7
48.9
61.0
22.4
21.7
17.4
46.5
93.7
73.1
After
crop
0.60
10.1
5.30
0.30
39.0
38.0
40.8
5.90
5.20
25.3
13.9
8.30
0.80
0
0.40
0.70
0.10
1.00
9.80
0.40
0.60
0.30
0.10
29.9
32.5
Total
83.4
56.7
35.6
25.6
111
126
113
22.7
26.3
82.4
46.8
63.2
47.9
32.2
27.6
79=2
29.2
54.9
78.2
24.3
25.0
21.6
55.1
153
137
Fertilizer c
26.6
65.3
60.2
30.4
48.0
26.3
44.9
0
11.8
40.2
35.5
29.1
40.4
13.9
39.7
39.9
12.2
71.3
38.0
21.5
54.0
0
0
72.1
61.3
Available0
109
109
89.6
54.7
120
105
116
16.8
32.9
93.3
63.4
79.9
87.5
42.9
59.4
108
37.9
120
99.0
43.9
75.7
17.4
46.5
166
134
Total b
110
122
95.8
56.0
159
152
158
22.7
38.1
123
82.3
92.3
88.3
46.2
67.3
119
41.4
126
116
45.8
79.0
21.6
55.1
225
198
Available nitrogen equals crop nitrogen plus fertilizer nitrogen
Total nitrogen equals wastewater nitrogen plus fertilizer nitrogen
"Nitrogen fertilizer was applied as 28% (21.4% N03-N, 21.4% NH4-N and 57.1% Urea-N)
-------
Appendix G, Table 15. 1975 PHOSPHORUS APPLIED, kg/ha
U)
Circle
number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
During
crop
16.1
20.5
23.6
23.6
26.3
21.3
14.3
10.9
18.0
13.8
14.1
20.4
12.8
12.9
15.4
12.1
14.6
14.6
16.5
18.3
15.9
14.3
6.20
20.7
20.3
After
crop
14.7
9.40
14.3
13.5
11.9
11.2
11.1
9.80
10.0
10.5
8.00
10.4
12.2
11.3
11.8
9.30
9.90
9.40
9.50
11.0
9.40
8.00
3.10
10.1
8.30
Total
30.8
29.9
37.9
37.1
38.2
32.5
25.4
20.7
28.0
24.3
22.1
30.8
25.0
24.2
27.2
21.4
24.5
24.0
26.0
29.3
25.3
22.3
9.30
30.8
28.6
Circle
number
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
During
crop
15.4
19.1
10.0
6.70
5.8
16.1
19.2
16.6
3.80
4.30
12.4
7.60
11.5
11.3
7.10
5.50
16.1
6.20
12.0
14.3
5.50
5.70
4.90
11.9
20.0
20.4
After
crop
8.20
0.10
2.70
1.50
0.10
9.40
9.40
10.0
1.60
1.30
5.50
3.10
2.20
0.20
0
0.10
0.10
0
0.20
2.70
0.10
0.10
0.10
0
7.30
7.80
Total
23.6
19.2
12.7
8.20
5.90
25.5
28.6
26.6
5.40
5.60
17.9
10.7
13.7
11.5
7.10
5.60
16.2
6.20
12.2
17.0
5.60
5.80
5.00
11.9
27.3
28.2
-------
Appendix G, Table 16. 1975 POTASSIUM APPLIED, kg/ha
Circle
number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
During
crop
94.9
131
153
153
158
139
85.4
64.6
110
88.3
82.6
129
74.2
76.3
90.6
75.1
90.7
91,9
102
112
99.3
89.8
36.0
124
122
After
crop
124
81.6
121
113
103
97.3
96.5
84.6
87.1
91.6
68.9
96.4
103
94.7
99.3
79.5
82.8
80.6
81.4
93.5
81.9
80.5
27.6
81.6
72.0
Total
218
212
274
266
262
236
182
149
197
180
152
225
177
171
190
155
174
173
184
206
181
170
63.6
206
194
Circle
number
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
During
crop
91.1
113
60.3
41.6
40.2
97.3
115
101
23.2
24.8
73.3
46.5
71.2
69.4
44.9
37.0
100
39.3
75.4
88,5
34.1
34.9
30.7
73.8
125
132
After
crop
70.1
0.30
22.9
12.4
0.60
81.4
82.2
72.6
14.1
12.1
48.2
27.3
19.6
1.60
0
0.90
1.60
0.30
2.10
23.1
0.80
1.10
0.60
0.30
63.1
67.5
Total
161
114
83.2
54.0
40.8
179
197
174
37.3
36.9
122
73.8
90.8
71.0
44.9
37.9
102
39.6
77.5
112
34.9
36.0
31.3
74.1
188
199
-------
Appendix G, Table 17. 1975 CORN HARVEST DATA
Circle
number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
Date
harvested
107 4
10/20
10/ 4
107 3
10/13
10/14
10/15
10/16
10/11
10/10
10/18
10/17
9/29
10/ 1
10/ 3
10/ 8
107 6
107 7
107 3
107 5
10/11
10/16
10/17
10/22
10/23
Grain
moisture
content,
percent
27.5
23.2
25.8
22.8
19.5
21.4
21.6
23.2
24.0
25.6
22.0
20.9
26.6
25.9
25.8
27.8
25.4
22,9
26.3
26.9
24.5
24.3
22.1
23.2
22.1
Metric
tons./
hectares
4.40
2.83
5.21
5.02
4.14
3.33
4.96
4.33
5.21
4.58
4.27
3.14
3.77
4.46
4.46
5.65
5.46
5.02
4.77
1.82
3.77
4.33
2.07
4.58
3.96
Circle
number
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Date
harvested
10/27
10/20
10/18
10/17
10/24
10/22
10/25
10/23
10/24
10/27
10/29
10/28
10/28
10/29
10/31
107 4
117 4
117 4
10/30
10/31
10/30
10/31
n/ l
107 2
10/21
10/21
Grain
moisture
content,
percent
20.5
20.9
23.1
22.4
21.7
20.3
21.1
20.4
22.1
25.7
20.8
18.5
27.0
23.3
20.5
23.1
24.7
26.5
21.1
19.3
22.5
20.9
20.5
19.3
21.1
23.4
Metric
tons/
hectares
4.65
5.09
2.64
3.83
3.83
a. 71
3.77
4.33
1.95
2.26
3.45
1.88
2.32
3.83
3.08
2.20
3.96
3.58
4.08
3.01
1.76
3.52
1.88
2.07
3.64
3.45
373
-------
Appendix G, Table 18. WATER APPLICATION FACTORS 1975
Circle
number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
Critical
period"
cm
45.0
59.9
55.4
55.4
55.6
38.1
52.8
26.9
53.8
35.1
44.2
56.1
34.3
41.7
50.8
33.0
42.4
41.4
39.9
48.3
30.5
32.0
10.2
62.2
62.7
Crop,
cm
102
111
133
135
137
121
89.2
73.7
117
88.9
87.9
108
72.4
73.2
86.9
71.1
84.8
87.6
98.0
109
97.5
86.6
35.3
133
129
Crop + Total
rain, irrigation,
cm cm
150
158
179
181
184
167
136
121
164
136
135
155
120
121
134
118
132
135
145
156
145
134
81.5
181
177
204
206
271
263
258
235
421
140
186
181
142
213
165
171
151
145
164
163
177
197
176
153
62.2
202
185
Circle
number
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Critical
period^
cm
36.6
63.0
30. 0
24., 4
14,2
49.8
61.0
55.6
18.5
11.9
39.9
21.3
29.7
44.7
26.7
15.7
52.3
15.7
37.6
48.8
25.1
15.7
12.7
41.1
36.1
44. 5
Crop,
cm
100
111
60.5
40.9
34.8
96.0
124
107
22.6
25.7
74.2
43.7
69.9
65.8
41.7
33.5
93.5
35.3
70.9
85.9
34.5
34.0
26.9
66.8
105
107
Crop+ Total
rain, irrigation,
cm cm
148
158
108
88.4
82.6
144
172
155
68.3
72.4
122
92.5
119
115
90.4
85.3
145
86.4
120
135
82.6
82.8
75.4
116
152
154
155
111
80.3
51.6
35.6
166
186
175
34.5
36.1
116
69.6
89.9
66.3
43.9
38.6
103
40.1
73.9
121
35.6
35.3
30.7
73.9
198
189
'Critical period was between June, 30 and August 10
374
-------
Appendix G, Table 19. 1974-1975 FIELD DAYS AND ASSOCIATED GROWING DEGREE DAYS
OO
Circle
number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
27
28
Field
1974
165
164
162
166
164
163
170
171
176
172
173
165
177
181
183
181
190
185
147
182
186
182
159
170
194
177
178
davs
1975
150
152
140
139
147
150
160
161
157
157
164
152
151
152
153
155
153
155
151
152
153
157
150
164
165
GDD
1974
1761
1753
1982
2001
1991
1987
2008
2015
2054
2022
2027
1998
2040
2071
2077
2069
2091
2071
1930
2071
2071
2071
1871
1890
1983
2018
2018
1975
2283
2220
2186
2181
2217
2267
2371
2377
2340
2344
2393
2281
2302
2308
2304
2324
2307
2323
2295
2300
2294
2331
2237
2361
2369
Circle
number
29
30
31
31 A
32
33
34
35
36
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Field
1974
175
186
193
158
172
172
191
178
161
170
204
202
159
202
161
168
155
171
167
168
169
days
1975
169
163
157
160
166
166
163
162
150
153
165
165
168
168
168
173
174
176
168
170
162
169
164
166
154
153
1974
2018
1976
1983
1744
1978
1982
1994
2013
1728
1744
1928
2090
2084
1962
2079
1977
1992
1955
1999
1992
2036
1937
GDD
1975
2402
2360
2319
2356
2382
2385
2367
2341
2140
2160
2361
2370
2389
2384
2374
2397
2399
2417
2383
2385
2284
2383
2287
2310
2245
2225
-------
Appendix G, Table 20. 1975 NOZZLE PLUGGING FOR CORN CROP
Circle
number
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
Percent
nozzle
plugging
7
39
9
7
1
30
10
17
8
41
27
46
56
22
17
7
4
Circle
number
20
21
22
23
24
25
27
28
29
30
31
31A
32
33
34
35
36
Percent
nozzle
plugging
1
33
82
27
0
0
2
0
5
0
13
0
0
7
11
4
0
Circle
number
37
39
40
41
42
43
44
45
46
47
48
49
50
51
52
54
55
Percent
nozzle
plugging
0
2
21
7
0
17
0
1
0
7
0
0
0
0
0
11
13
376
-------
Appendix G, Table 21. 1974-1975 MONTHLY TOTALS RAINFALL AND GROWING DEGREE DAYS
Year/month
1974
January
February
March
April
May
June
July
August
September
October
November
December
1974 total
1975
January
February
March
April
May
June
July
August
September
October
November
December
1975 total
Rainfall
9.02
3.43
11.8
8.64°
15.1°
8.64°
2.67
9.27
0.64°
5.46a
6.73°
3.43
84.85
5.08
5.08
5.72a
5.08a
4.95°
11.9°
4.06
23.6
2.41°
2.03a
9.27a
6.60
85.84
GDD
0
0
24.0
132
178
373
608
523
269
12/i
28.5
0
2,259.5
6.50
0
8.00
51.0
392
510
617
579
223
186
78.5
6.00
2,657.00
°Critical for field operations
377
-------
Appendix G, Table 22. MEAN AND STANDARD DEVIATION
Appendix E
Table No.
2
4
5
7
10
12
12
13
14
Column heading
1974 Maturity days
Date planted
Nitrogen
Phosphorus
Potassium
1974 Date harvested
Grain moisture content
Metric tons./hectare
1975 Maturity days
Date planted
1975 Date harvested
Grain moisture content
Metric tons/ha
Before crop
Crop
After crop
Total
Critical cm
Crop cm
Crop cm plus rain
Total irrigation cm
1974 Crop nitrogen
After crop nitrogen
Total wastewater nitrogen
Fertilizer nitrogen
Available nitrogen
Total nitrogen
1975 Crop nitrogen
After crop nitrogen
Total wastewater nitrogen
Fertilizer nitrogen
Available nitrogen
Total nitrogen
Mean
91.3 days
May 16
45.7 kg/ha
1.79 kg/ha
28.5 kg/ha
November 6
30.7 percent
1.72 Metric tons/ha
93.3 days
May 13
October 19
22.9 percent
3.71 Metric tons/ha
1.50 cm
75.8 cm
63.9 cm
141 cm
38.8 cm
82.0 cm
130 cm
141 cm
30.8 kg/ha
40.8 kg/ha
72.0 kg/ha
46.7 kg/ha
77.5 kg/ha
119 kg/ha
56.9 kg/ha
27.1 kg/ha
91.6 kg/ha
52.0 kg/ha
109 kg/ha
144 kg/ha
Standard deviation
9.41 days
13.6 days
33.6 kg/ha
6.14 kg/ha
44.3 kg/ha
14.9 days
4.99 percent
0.80 Metric tons/ha
4.15 days
6.04 days
10.1 days
2.43 percent
1.07 Metric tons/ha
4.85 cm
50.3 cm
37.1 cm
82.5 cm
1 5.1 cm
32.9 cm
32.5 cm
79.4 cm
19.2 kg/ha
23.9 kg/ha
39.5 kg/ha
33.3 kg/ha
29.6 kg/ha
40.5 kg/ha
22.5 kg/ha
20.1 kg/ha
45.2 kg/ha
26.2 kg/ha
40.6 kg/ha
62,8 kg/ha
378
-------
Appendix G, Table 22 (continued). MEAN AND STANDARD DEVIATION
Appendix E
Table No. Column heading
15 1974 Crop phosphorus
After crop phosphorus
Total wastewater phos-
phorus
Fertilizer phosphorus
Available phosphorus
Total phosphorus
16 1975 Crop phosphorus
After crop phosphorus
Total phosphorus
17 1974 Crop potassium
After crop potassium
Total wastewater potas-
sium
Fertilizer potassium
Available potassium
Total potassium
18 1975 Crop potassium
After crop potassium
Total potassium
19 1974 Field days
1975 Field days
21 1974 Rainfall
1974 Critical rain
1974 GDD
1975 Rainfall
1975 Critical rain
1975 GDD
Mean
24.1 kg/ha
38.4 kg/ha
62.5 kg/ha
1.83 kg/ha
25.9 kg/ha
64.3 kg/ha
13.9 kg/ha
-6.51 kg/ha
21.0 kg/ha
71.3 kg/ha
,78.3 kg/ha
150 kg/ha
25.0 kg/ha
96.3 kg/ha
175 kg/ha
85.4 kg/ha
55.9 kg/ha
141 kg/ha
175 days
159 days
7.06 cm
8.15 cm
1982 GDD
7.16 cm
5.92 cm
2320 GDD
Standard deviation
14.3 kg/ha
21.8 kg/ha
32.4 kg/ha
6.20 kg/ha
15.9 kg/ha
31.9 kg/ha
5.73 kg/ha
4.81 kg/ha
9.76 kg/ha
45.8 kg/ha
45.5 kg/ha
84.0 kg/ha
37.0 kg/ha
66.9 kg/ha
101 kg/ha
35.8 kg/ha
41.0 kg/ha
71.1 kg/ha
12.8 days
8.34 days
4.16 cm
4.63 cm
93.8 GDD
5.84 cm
3.58 cm
67.8 GDD
20 Predicted yield
Percent nozzle plugging
4.77 Metric tons/ha
12.0 percent
1.11 Metric tons/ha
16.9 percent
379
-------
Appendix G, Figure 1. Wheat planting, 1974-1975
380
-------
Appendix G, Figure 2. Wheat planting, 1975-1976
381
-------
6/26
6/30, 7/1, 7/3
6/10
6/27, 6/30
7/2
Appendix G, Figure 3. Cultivation, 1975
382
-------
SECTION 15
GLOSSARY
AAS atomic absorption spectrophotometry
APHA American Public Health Association
BODg five-day biological oxygen demand
CMM cubic meters per minute
COD chemical oxygen demand
FTU formazin turbidity units
FWQA Federal Water Quality Administration
GDD growing degree days
KWH kilowatt hour
MCM million cubic meters
MCMD million cubic meters per day
MGD million gallons per day
MPN most probable number
NPDES national pollution discharge elimination system
TCMD thousand cubic meters per day
TDK total discharge head
TKN total Kjeldahl nitrogen
TOG total organic carbon
383
-------
TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing/
1. REPORT NO.
EPA - 905/2-80-004
3. RECIPIENT'S ACCESSION>NO.
4. TITLE AND SUBTITLE
MUSKEGON COUNTY WASTEWATER MANAGEMENT SYSTEM
PROGRESS REPORT I968 THROUGH 1975
5. REPORT DATE
February 1980 approval dated
6. PERFORMING ORGANIZATION CODE
8. PERFORMING ORGANIZATION REPORT NO.
Y. A. DemirjI an, D. R. Kendrick&M. L. Smith
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Muskegon County Department of Public Works
Muskegon, Michigan 49442
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
R-802457
12. SPONSORING AGENCY NAME AND ADDRESS
Robert S. Kerr Environmental Research Laboratory-Ada, Ot
Office of Research and Development
U. S. Environmental Protection Agency
Ada, Oklahoma 74820
13. TYPE OF REPORT AND PERIOD COVERED
; Procuress Report 1968-1975
14. SPONSORING AGENCY CODE
15. SUPPLEMENTARY NOTES
Published by the Great Lakes National Program Office, U.S. EPA, Region V, Chicago,
To disseminate important Muskegon County Wastewater Management System data.
!L
16. ABSTRACT
The Muskegon County Wastewater Management System is a lagoon-impoundment, spray
irrigation treatment facility which serves 13 municipalities and five major industries,
The system consists of a 4,455 hectare site (11,000 acre) site which contains three
aeration ponds, two storage lagoons totaling 688 hectare (1700 acres) and 2,200
hectares (5,500 acres) of land irrigated by center-pivot irrigation rigs. The
system is provided with a network of subsurface drains, open interception ditches
and shallow wells to make possible the monitoring and control of the quality of
water throughout the treatment process. With an average daily flow of 106 thousand
cubic meters (28 million gaflons) in 1975, the system provided discharge of water of
a quality consistently above NPDES specifications. Studies on various aspects of
treatment performance, agricultural productivity, and the interrelationships of
soil-crop-nutrient chemistry are here reported, including discussions of the
socio-economic impact of the project, its early history, a description of its opera-
tion and maintenance, and an overview of project economics.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b-IDENTIFIERS/OPEN ENDED TERMS
COS AT I Field/Group
agricultural engineering
land use
sewage treatment
nutrient removal
econonic development
land pollution abatement
land application
municipal Wastewater
rural land use
farmland
sewage effluents
68D
9IA
43F
02D
18. DISTRIBUTION STATEMENT
RELEASE TO PUBLlC-Available from the
National Technical Information Servf
Springfield, Virginia 22l6j..« .
19. SECURITY CLASS (ThisReport)
UNCLASSIFIED
21. NO. OF PAGES
400
20. SECURITY CLASS (Thispage)
.. UNCLASSIFIED
22. PRICE
EPA Form 2220-1 (9-73)
384-
*US GOVERNMENT PRINTING OFFICE 1980—654-441
------- |