HomeMy WebLinkAboutEscrow Agreement 10o UJyna roere 12cL
ESCROW AGREEMENT
1141
AGREEMENT made this day of ;1-1-16e 2010, by and between the
CITY OF ORONO, a Minnesota municipal corporation("City")and Jeffrey G. Kruesel and
Sheila M. Kruesel,husband and wife ("Owners").
Recitals
A. The Owners intend to purchase Lot 1, Block 1, Wyndmere 2nd Addition,in the
City of Orono, Hennepin County, Minnesota ("Subject Property");
B. As a condition of the sale the City requires the septic system on the Subject
Property be replaced.
C. The City is requiring that Owners establish an escrow to pay for costs incurred by
the City to guarantee that the replacement of the septic system on the Subject
Property is successful.
D. The Owners have agreed to replace the septic system before September 1,2010.
They have signed a contract and made a down payment to the installer. The Owners
have agreed to provide financial security for the completion of the items cited above
by entering into this Escrow Agreement.
E. The City has determined that this Escrow Agreement constitutes adequate
assurances from The Owners, sufficient to protect the City from potential damages
and noncompliance with the City Code.
NOW THEREFORE,THE PARTIES AGREE AS FOLLOWS:
1. DEPOSIT OF ESCROW FUNDS. Contemporaneously with the execution of this
Escrow Agreement,the Owners shall deposit$16,500("Escrow") with the City("Escrow
Account"). All accrued interest on the Escrow Account, if any, shall be paid to the City
to reimburse the City for its cost in administering the Escrow Account.
2. PURPOSE OF ESCROW. The Escrow shall be spent by the City if the Owners for any
reason are unable or unwilling to honor the requirements of the City Code. The City may
use the escrow amount to reimburse itself for all engineering and legal expenses
associated with the replacement of the existing septic system if the Owners fail to replace
the septic.
3. REQUIRED IMPROVEMENTS. The Septic System per plans approved by the City.
4. DISBURSEMENT FROM ESCROW ACCOUNT. If the City suspects or knows of any
matter cited above that is not completed correctly and in a timely fashion,it shall first make
demand of the Owners to make any necessary repairs or to take other prudent remedial
141938 1
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measures within a 5 day time period. If the Owners are unwilling or unable to honor their
agreement as determined by the City,the City may draw from the Escrow Account,as
necessary. The remedies afforded to the City under this agreement shall be in addition to
any other remedies which the City may be entitled by law or equity or other agreement.
5. CLOSING ESCROW. The escrow, less any eligible expenses, shall be returned to the
Owners when the septic system has been installed and passed final inspection.
6. RIGHT OF ENTRY. The Owners hereby grant the City, its agents, employees,and
officers the right to enter the property to perform all work and inspections deemed
appropriate by the City in conjunction with replacement of the septic system, including
but not limited to constructing or completing any and all of the agreed upon
improvements should the Owners not complete those improvements by the date specified
herein.
7. CANCELLATION. If the Owners do not purchase the Subject Property before July 1,
2010,this agreement is cancelled and the Escrow will be returned.
CITYONO
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By:
Its
OWNERS:
G. Kruesel
S Bila M. Kruesel
141938 2
07- 3Z7 2_
Rusty Olson's--Soil and Percolation Testing
I Joseph J.Olson--MPCA License#810
11481 Riverview Rd.NE,Hanover,MN 55341
(763)498-8779 Fax(763)498-8290
NEW FUTURE SITES FOR THE EXISTING HOUSE
Revised March 11,2007
Kern Hoppe
1150 Wyndemere Road
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a future Type 1 six-bedroom home in accordance
with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Keep all heavy equipment off the existing and new future septic sites.
The seasonally saturated soils were located at 16"-22"(mottled soil).Due to the seasonally saturated soils,a
pressurized mound system will need to be installed to treat the septic effluent.The bottom of the treatment
area must be located at least 3' above the saturated soils.
All neighboring wells are greater than 100' from proposed treatment areas.
The soils at a depth of 12"have a percolation rate averaging 9-10 MPI.
A new pumping chamber will be used to lift the effluent to the treatment area. The power supply and
switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A
warning device must be installed with light and sound devices;this is in case of a pump failure.
The manifold and supply line must have back drainage to the pump chamber.The rock and fill materials
must be clean.The sod layer below the entire mounded area must be turned over.Just break up the sod and
be sure not to over work.
Nothing other than gray water,(laundry,showers etc) Human water and toilet tissue should be
disposed of into the septic tanks Garbage disposals are not recommended. Additives must not be
used; they may cause harmful damage to your septic system It is recommended that you pump the
tank every year for 1 tank,every two years for two tanks.
incerely,
Joseph J.Olson CITY OF ORONO
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INSPECTOR 9131-
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University of Minnesota Mound Design Worksheet
Irsr"WItho 1%83140e8
A FLOW
Est hated 900 9Pd(��factor)
of measured x 1.5(safety faactor_ � 9Pd
B. SEPTIC TANK LIQUID VOLUMES
tank 3000 gallons(see rigiae G1)
Number of tankskwVaMalts 0
Mot Filer (yeshmo) yes
C-1 Sqft Tank In t3allons
Number of MiNmum Capacity with capacity whh
Bedrooms CapacRy Garb.Disp. Disp.and UR
or less 1125
3 or 1500
5 or 6 2250
7,8 or 9 3000
C. SONS(S#&evaluellm data)
1. Depth to restricting layer= 1.4 feet
2. Depth of parmlatim tests= 12 Inches
3. Texture loam
4. W loading rate(see Figure a33) 0.60 9pd/fe
Percolation rete 10 MPI
5. %Land Slope 6.0 J%
D. ROCK LAYER DNENSM
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.&3--
900
.83=900 gpd x 0.83 fe/gpd= 750 fe
2. Determine rock layer width =0.83 600 x Linear Loading Rate(LLR)(see LLR chart
0.83 fe/gpd x 12.00 1 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
750.0 fe I 10.0 feet= 75.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
750.0 X 1.0 -ft= 750.0 ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
750.0 ft3 I 27 = 27.8 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
27.8 yd' X 1.4 ton/yd' = 38.9 tons
Page 1 of 5
F. ABSORPTION WIDTH Absorption raMo: 2
1. Absorption width equals absorption ratio times rock layer width Future Sloe N
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH 6 LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20,0 fed - 10.0 feet= 10.0 ft
2. Caloulde mound size
UPSLOPE
a.Depth of dean sand at upslope edge of rock layer=3 fed minus distance to restricting layer(C1)
3.0 ft - 1.4 ft= 1.6 ft
b.Mound height at the upslW edge Of rock layer=depth Of dean sand for separation(G2a)
at upslope edge plus depth of rods layer(1 foot)to depth of cover(1 foot)
1.6 it+1ft+1 It 3.6 ft
c.Upslope berth multiplier based on land slope(see figure")
Selected berm multiplier: 3.45
d.Upskope width=berm muldplier(G2c)times upslope mound 1144G2b):
3.45 x 3.6 ft = 12.0 ft
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10.0 ft x 6.0 % /100= 0.6 ft
f.Downslope mound height=depth o1 dean sand for slope 06rence(G2e)
at downslope rock edge plus the mound height at the upslope edge of rack layer(2b)
0.6 ft + 3.6 ft= 4.2 ft
g.Downslope berth multiplier based on percent land slope(see Figure D-34
Selected berm multiplier: 5.26
h.Downslope width=downslope multiplier(G2g)times downslope mound height(GA)
5.26 x 4.2 = 22.0 ft
i.Select greater of G1 and G2h as the downslope width 22.0 ft
j.Total mound width Is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(GO)
12.0 ft+ 10.0 ft+ 22.0 ft= 44.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
12.0 ft + 75.0 ft+ 12.0 ft= 99.0 ft
Final Dimensions sl >1% 44.0 ft x 99.0 ft
I hereby certify that all work has been completed in accordance with all applicable ordinances,rules&laws.
(signature) 810(license#) 2120/2007(date)
Page 2 of 5
H. SAND VOLUME
1. LOW Volume+ Volume under rodcbed+Downslope Volume Fubrm slEe A
a.Upslope Volume:(depth of dean sand+1)x(upslope berm) x(mound WO)/2=fe
2.6 ft x 12.0 ft x 99.0 ft l2 = 1544.4 ft'
b.Volume under mdcbed: (average depth of sand under rock)x(rockbed width)x(mound length)=ft3
1.9 ft x 10.0 ft x 99.0 ft = 1881.0 fe
c.Downslope Volume: (depth of dew sand+1)x(downslope bene)x(mound length)/2=fe
3.2 ft x 22.0 ft x 99.0 ft / 2 = 3484.8 ft
Total cubic feet = 6910.2 1 1113
I
2. Divide fe by 27 Oe to get cubic yards
6910.2 /27 = 256.9 yds3
3. Multiply cubic yards by 1.4 to get weight of sand in tons
255.9 yds'x1.4 358.3 tons '
4 Add 10%for Constnraability
358.3 tons x 1.1= 394.1 tons
A-1 Esftu ed SmW f=lows In GPD
No.of
Bdrms Class I Class II Class III Class IV
2 225 60%of
3 300 the
4 375 values
5 450 in the
6 525 Class I,
7 600 II or II
g 1 675 cokrrtins
D-33 Absorpdon Wlk h Tame
Perc Rate Sol TexWre Loedng Raw Absorption
n1pi ypolsq ft Ratio
Coarse sand
c5 Loamy sand 1.00
Med.,Fine sand
6-15 Sandy loam 1.50
16-30 Loam 2.00
31.45 Silt Loam,Silt 2.40
46-60 Clay loam,Silty 2.67
or Sandy Clay Loam
61-120 Silty or Sandy 5
Clay or Gay
>12(r
'Must be other or
Page 3 of 5
4"inspection pipe
'M�Pipe Future Sh A
0 0 it tvsou
1.6
Mai g grade
Redrkdve layer1.4
1
112.0 10.0 22.0
32.0
absorption width
Mound Detail: Land slope> 1%
12.0
Upslope berm:
Rockbed
12.0 Wkfth: 10.0 12.0
4-o
Total Length:75.0
Width:
44.0
Downslope bean: Downslope absorption width:
22.0 10.0
-=.......................................................... ..................................................................
Total length:99.0
Notes:
Divert surface water away from mound.
Page 5 of 5
aOMWA::. Future Site 8 Job#�
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University of Minnesota Mound Design Worksheet
Greater than 1%Slopes
A. Flow
Estimated 900 gpd(see figure A-1)
or measured l x 1.5(safety factor= i 0 gPd
B. SEPTIC TANK LIQUID VOLUMES
Soptic tank qty 9000 gallons(see figure C-1)
Number of tanks/compartments 0
Effluent Filter (yes/no) Yes
C-1 Septic Tank Capady►In Gallona
Number of I W&-T--1 Capacity with lCapacity with
Bedrooms CapaJ,,tfty _,Garb.Disp. Disp.and Lift
2 or less 1125
3 or 4 1500
5 or 6 2250
7,8 or 9 3000
C. SOILS(Site evaluation data)
1. Depth to restricting laye- 1.4 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Soil loading rate(see Figure D-33) 0.60 gPd/ft'
Percolation rate 9 MPI
5. %Land Slope 8.0 %
D. ROCK LAYER DIMENSIM
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer.Item A x 0.83=
900 gpd x 0.83 f elgpd= 750 f?
2. Determine rock layer width =0.83 ft`/gpel x Linear Loading Rate(LLR)(see LLR chart
0.83 fe/gpd x 12.00 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
750.0 fe 1 10.0 feet= 75.0 ft
E. ROCK VOLUME
1. Multiply nock area by rock depth to get cubic feet of rock
750.0 X 1.0 -ft= 750.0 ft'
2. Divide ft3 by 27 ft3/yd3 t0 get Cubic yards
750.0 ft3 / 27 = 27.8 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
27.8 yd X 1.4 tonlyd3 = 38.9 tans
Page 1 of 5
F. ABSORPTION WIDTH Absorption ratio: 2
1. Absorption width equals absorption ratio times rock layer width Futuro Sft(�
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH&LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
l
� 2. Calculate mound size 1 i
UPSLOPE
a.Depth of dean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 1.4 ft= 1.6 ft
b.Mound height at the upslope edge of rock layer=depth of dean sand for separation(G2a)
at upelope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1.6 ft+1ft+1 ft= 3.6 ft
c.Upslope berm multiplier used on land slope(see figure D-34)
Selected berm multiplier: 3.03
d.L"lope width=berm mulGplier(G2c)times upslope mound height(02b):
3.03 x 3.6 ft = 11.0 ft
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10.0 ft x 8.0 % /100= 0.8 ft
f.Downslope mound height=depth of dean sand for slope difference(132e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
0.8 ft + 3.6 ft= 4.4 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34
Selected berm multiplier: 3.95
h.Downslope width=downslope ffOAPlier(G29)times downslope mound 11e04G21)
3.95 x 4.4 = 17.4 ft
i.SeW greater of G1 and 132h as the downslope width 20.0 ft
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
11.0 ft+ 10.0 ft+ 20.0 ft= 41.0 it
k.Total mound length is the sum of upslope width(G2d)pus rock layer length(D3)plus upslope width(G2d)
11.0 ft + 75.0 ft+ 11.0 ft= 97.0 ft
Final Dimensions >1% 41.0 ft x 97.0 ft
I hereby certify that all work has been completed in accordance with all applicable ordinances,rules&laws.
(signature) 810(license#) 3/11/2007(date)
Page 2 of 5
H. SAND VOLUME
1. Upslope Volume+ Volume under rodcbed+Downslope Volume Future sibs is
a.Upslope Volume:(depth of dean sand+1)x(upslope berm) x(mound length)/2=ft3
2.6 ft x 11.0 ft x 97.0 ft 12 = 1387.1 ft3
b.Volume under ruckbed: (average depth of sand under rock)x(rockbed width)x(mound length)=ft3
2.0 ft x 10.0 ft x 97.0 ft = 1940.0 ft3
c.Downslope Volume: (depth of dean sand+1)x(downslope berm)x(mound length)/2-ft?
�.�. 3.4 ft x 20.0 ft 97.0 ft / 2 = 3298.0 f?
Total cubic feet: = 6625.1 fe 1
2. Divide ft?by 27 ft?/yd3 to get cubic yards
6625.1 /27 = 245.4 yds?
3. Multiply cubic yards by 1 A to get weight of sand in tons
245A yds?"1.4 343.5 tons
4 Add 10%for Carrstruct"ty
343.5 tons x 1.1= 377.9 tons
Art Eednwbed Sewage Flows in GIRD
No.of
Bdnns Class I Class II Class III Class IV
2 225 60%of
3 n, 300 the
4 375 values
5 450 in the
6 525 Class I,
7 r; 600 II or II
8 ''A` 675 cohreurs
D-33 Abmpdm Wfdfh Table
Perc Rate Sal Texture Loaft Rate Mention
mp gpd/sq ft PAUD
Coarse sand
<5 Ley sand 1.00
Med.,Pure sand
6-15 Sandy ban 1.50
1630 Loam 2.00
31-45 Sut Loam,Sift 2.40
46-60 Clay loam,Silty 2.67
arCI Loam
61-120 Silty or Sandy �I
Clay or Clay � �� ax'
5 .. 5
>120'
'Must be other or
Page 3 of 5
' pipe
p
C Inspection n pipe
Future Sb J&
0
12-topsoil
foall grade 1.6
Resbkdve W)w 14
11.0 10.0 20.0
30.0
absorption width
Mound Detail: Land slope>1%
11.0
UpWW berm:
Rodkbed
11.0 Wkfth: 10.0 11.0
Total Length: 75.0
Wkhh:
41.0
Downslope berm: Downslope absorption WO,
20.0 10.0
.1........................................... ......................................................................................................................................
Total hmp:97.0
Notes:
Divert surface water away from mound.
Page 5 of 5
Lou*of Soil Borings
License 0810
Location or Project: 1150 Wyndmere Road.
Borings made by: Rusty Olson's Soil and Perc testing 2/20/2007-3/08/2007 i
Classification System: AASHO ; USDS-USDS-SCS X ; Unified_---; Other
Auger used(check two): Hand Xor Power_,Flight,Bucket or Probe—X
—
Boring Number_1_Surface elevation_102.1_ Mottled Soil at 1.4_feet
0"-6"Dark brown loam 10yr3/2 H2O present at X_
6"-12"Brown loam 10yr4/4
12"-16"Brown loam to Gay loam 10yr5/4
16"-22"Rusty brown sandy loam 10yr5/4
22"-30"Rusty brown loam 10yr5/4
Boring Number_2_,Surface elevation_102.1_ Mottled Soil at 1.4_feet
0"-6"Dark brown loam 10yr3/2 H2O present at_X_
6"-16"Brown loam 10yr4/4
16"-30"Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation_100.8 Mottled Soil at_1.4 feet
0"-6"Dark brown loam 10yr3/2 H2O present at—X-
6"-12"Brown loam 10yr4/4
12"-16"Brown loam 10yr5/4
16"-22"Rusty brown sandy loam 10yr5/4
22"-30"Rusty brown loam 10yr5/4
Boring Number 4_ Surface elevation_96.1_ Mottled Soil at_2.1_feet
0-"Dark brown loam 10yr3/2 H2O present at_X
6"-18"Brown loam 10yr4/4
18"-26"Brown loam 10yr5/4
26"-30"Rusty brown clay loam 10yr5/4
Boring Number—5_Surface elevation_96.1_ Mottled Soil at_1.4_feet
04'Dark brown loam 10yr3/3 H2O present at X_
4"-8"Brown loam 10yr4/4
8"-16"Brown loam 10yr5/4
16"-26" Rusty brown loam 10yr5/4
Boring Number 6_Surface elevation_94.7_ Mottled Soil at_1.9_feet
0-6"Dark brown loam 10yr3/2 H2O present at_X_
6"-16"Brown sandy loam 10yr4/4
16"-22"Brown loam 10yr5/4
22"-30"Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#8f 10
I If
Percolating test readings made by: Rusty Olson's Perc. starting at 9:20 A.M. On2/20/07
Location: 1150 Wyndmere Road
Hole number. 1
Date hole was prepared:2/19//07
Depth of hole bottom_12"_inches, Diameter of hole 6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam 10yr3/2
6"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 02/19/2007 At 1:30 P.M depth of initial water filling 12 inches
above hole bottom.
MM4hod used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
:30 10:00 6" 3.5 8.5
10:03 10:33 6" 3.3 9.1
10:34 11:04 6" 3.2 9.4
AVERAGE PERC. RATE 9.0 UP
Percolation Test Data Sheet
Lic.#810
I �
i
Percolating test readings made by: Rusty Olson's Perc. starting at 9:20 A.M. On=/ 07
Location: 1150 Wyndmere Road
Hole number.2
Date hole was prepared:2/19//07
Depth of hole bottom_12" inches, Diameter of hole 6"_inches.
Soil data from test hole:
Depth, inches Sal texture
Dark brown loam 10yr3/2
6"-12" Brown loam 10yr414
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 02/19/2007 At 1:30 P.M depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H2O Perc Rate
9:31 10:01 6" 3.0 10.0
10:02 10:32 6" 2.8 10.7
10:35 11:05 6" 2.8 10.7
AVERAGE PERC. RAE 10.4 OPI
Percolation Test Data Sheet
Lic.*810
r i
Percolating test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On3/09/07
Location: 1150 Wyndmere Road
Hole number: 3
Date hole was prepared:3/08//07
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
049 Dark brown loam 10yr3/2
60'_12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 03/08/2007 At 12:30 P.M depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H2O Perc Rate
9:00 10:00 6" 3.3 9.1
9:33 10:03 6" 3.2 9.4
10:04 10:34 6" 3.1 9.7
AVERAGE PERC. RATE 9.4 MPI
Percolation Test Data Sheet
Lic.#810
� 1
Percolating test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On3/09/07
Location: 1150 Wyndmere Road
Hole number:4
Date hole Was prepared:3/08//07
Depth of hole bottom_12"_inches, Diameter of hole 6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0.611 Dark brown loam 10yr312
6"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 03/08/2007 At 12:30 P.M depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H2O Perc Rate
9:01 10:01 6" 3.7 8.1
9:32 10:02 6" 3.6 8.3
10:05 10:35 6" 3.5 8.5
AVERAGE PERC. RATE 8.3 MPI