20090566 Ver 3_Stormwater Info_20111101

46,
4e?McKIM&CREED
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
?)q-O5LPLP v1
LETTER OF TRANSMITTAL
DATE: October 27, 2011
PROJECT NO: 01517-0219 TASK NO:
RE: Caterpillar Office Building and Shop
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ® Calculations ® Other
Quantity Drawing No. Rev Description Status
2 Plan Set for BMP's and Erosion Control Drawings
2 Calculation Booklet
1 Stormwater BMP O&M Agreement (original)
0

REMARKS: Hi Annette,
DENR - WATER QUALITY
WE WVS AND STOWOTER BRANCH
Please find the enclosed information for the Caterpillar Office Building and Shop. Please let
us know if you need any additional information, or if you have any questions.
1730 Varsity Dr., Suite 500, Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc: McKIM & CREED, PA
(isbl
Signed t?'4
Don Bataille
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long, approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra vin g.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 204.50
200.00 ? Pe anen?
------------------ Volume
198.00 -ft Min.
Sediment
Storage
FOREBAY
Pool
?_-- --Sediment Removal Elevation 200_00 - Volume
Bottom Elevation 198.00 j 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Office Building
BMP drainage area number:#1
Print name:Joseph Winfield Poole
Title:Project Manager
Address:954 N.C. 42 East
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, esc 2. !? C S Ar-11 , a Notary Public for the State of
County of -SoV-, do hereby certify that
personally appeared before me this
day of OC '? ?.? ?, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
?• N0TAgY
My Comm. Expires
BL
ON %%
'10 r r r 11100%
SEAL

My commission expires Vy ? o-A , aC) I
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

401 SUPPLEMENTAL STORMWATER NARRATIVE &
SUPPORTING CALCULATIONS
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CATERPILLAR PRODUCT DEVELOPMENT CENTER
OFFICE BUIDLING AND SHOP
Clayton, Johnston County, North Carolina
Prepared for:
CATERPILLAR, INC.

Prepared By:
McKim & Creed, PA
1730 Varsity Drive
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
F1 222
M&C Project No. 01517-0219
0y+1'?'s : ?-
r t `,y„ t e14,.
PROJECT DESCRIPITON
' The purpose of this project is to construct a 58,150 square foot Office Building and a 16,000
square foot prefabricated shop building for Caterpillar, Inc. This facility is designed to replace
the existing modular units that currently house Caterpillar's Product Development Center. The
' existing 164 space parking area will be expanded to 286 parking spaces. The expansion of the
parking area will be located in the area of the existing modular units.
This site currently has an approved stormwater management permit approval. This approval
' included the approval of BMP #2. This BMP was never installed because the Office Building was
not constructed. For this submittal the calculations for BMP #2 have been revised to reflect this
construction. The revised calculations are included in this submittal.
' The third phase of the project will include construction of a Caterpillar corporate office building.
The building footprint will span approximately 31,800 sf and will be served by approximately 500
' parking spaces. Upon completion, the modular units will be removed.
' SITE DESCRIPTION
The existing site is a 245.5 acre tract located in Clayton, North Carolina. The northeastern
' boundary of the site is formed by an approximate 3,000' frontage along the Neuse River. The
entire site drains directly to the Neuse River (WS-V; NSW)
The tract has elevations ranging from 320' MSL in the southwest portion of the site to 150' MSL
nearest to the Neuse River. The average slope over the site is around 4%, however several
localized areas have existing grades in excess of 20%.
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SOILS
According to the Johnston County Generalized Soil Survey, the majority of uplands within the site
are classified as Cecil sandy loam (Ce) and Pacolet loam (Pa). Interspersed within the uplands
are small pockets of Urdorthents loamy. Along the banks of the Neuse River are the frequently
flooded Wahadkee loam (Wt) and Chewacla loam (Ch). The following soil descriptions are
associated with the soils found on the site:
CeB - Cecil sandy loam at 2 to 6% slopes
CeC - Cecil sandy loam at 6 to 10% slopes
PaD - Pacolet loam at 10 to 15%
PaE - Pacolet loam at 15 to 25%
Ud - Urdorthents loamy
Wt - Wahadkee loam frequently flooded
Ch - Chewacla loam frequently flooded
C
STORMWATER IMPROVEMENTS
' This phase of the project will include construction of a permanent stormwater wet detention
pond, designed to attenuate the peak runoff rate for the 1-yr and 10-yr storm events, as well as
providing TSS and Nitrogen reduction per the Town of Clayton's standards. After completion of
' this phase of construction, the pond will capture the impervious surfaces from the office building
and a portion of the prefabricated shop. The runoff from the office building will be captured in
swales and sent into the permanent natural draws that exist on the site.
' PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT

A temporary gravel construction entrance/exit will be installed at the entrance drive to
the site to provide a buffer area for construction vehicles to drop their mud and sediment
to avoid transporting it onto public roads.
2. SILT FENCE
Silt fence will be installed in areas of fill around the perimeter of the site to maintain
drainage into temporary diversion ditches. Silt fence will be used in natural outfall areas
to prevent any sediment from leaving the site.
3. TEMPORARY DIVERSION DITCH
Temporary diversion ditches will be provided to divert sediment laden water away from
disturbed areas into sediment basins.
4. TEMPORARY SKIMMER SEDIMENT BASIN
A temporary skimmer sediment basins will be installed at the project site to retain
sediment on the construction site, and prevent sedimentation in the surrounding area.
MAINTENANCE
Caterpillar will be responsible for permanent maintenance operations on the site. Specific
operation and maintenance schedules have been required for this project and are detailed in
the provided Operation and Maintenance Agreements.

IMPERVIOUS CALCULATIONS
IMPERVIOUS AREA BREAKD OWN
Area Description Total Impervious Area ac
Test Area - Phase 1
- Interior drives/loader ads/ho er charger area 4.89
- Future Gravel/Sand Areas 2.34
- Rear Drive to test area 0.41
Test Area - Phase 2A
- Interior Drives 2.19
- Oval Test Track (including future ravel areas 5.42
Deadman w/J-hook Area 0.41
Field Trench Test Area 1.09
Deadman "J-Hook" area 0.51
Covered Test/Machine Storage area 0.28
Demuck Area 1.15
NCDOT Road 1.06
Pre-Engineered Maintenance Building 0.09
Office Building 0.89
Prefabricated Shop Building and associated ad 0.73
Existing Parkin Area 1.98
Additional Parkin Area 1.28
Driveways to and around site 2.44
Total Impervious Acreage 27.16
Total Site Acreage 245.50
Total impervious % 11.06%

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Phmo [phone], Fa. [phone] USGS IMAGE
Ralel North CaroUnn

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BMP #2

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F,

1S 2S
(new Subcat) (new ubcat)
3P
(new Pond)
Subcat Reach on Link
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Caterpillar Office Building
' 2011.10.04.BMP #2
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
13.380 70 Woods, Good, HSG C (1 S, 2S)
2.357 74 >75% Grass cover, Good, HSG C (2S)
1.625 98 Paved parking & roofs (2S)
17.362 73 TOTAL AREA

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Caterpillar Office Building
2011.10.04.BMP #2
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 (92010 HydroCAD Software Solutions LLC Page 3
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n DiamMidth Height Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3P 200.00 199.00 56.1 0.0178 0.013 18.0 0.0 0.0
it
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Pape 4
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>0.57"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=2.92 cfs 0.409 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>0.84"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=5.40 cfs 0.605 of
Pond 3P: (new Pond) Peak Elev=206.60' Storage=22,499 cf Inflow=5.40 cfs 0.605 of
Primary=0.15 cfs 0.088 of Secondary=0.00 cfs 0.000 of Outflow=0.15 cfs 0.088 of
' Total Runoff Area = 17.362 ac Runoff Volume = 1.014 of Average Runoff Depth = 0.70"
90.64% Pervious =15.737 ac 9.36% Impervious =1.625 ac

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Caterpillar Office Building
' 2011.10.04.BMP #2 Type 1124-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 5
' Summary for Subcatchment IS: (new Subcat)
0
0

Runoff = 2.92 cfs @ 12.53 hrs, Volume= 0.409 af, Depth> 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr Rainfall=2.89"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
8.681 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total

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Subcatchment 1 S: (new Subcat)
Hydrograph
2.92 cfs
Type 11 24-h r 1-Yr
Rainfall=2.89"
Runoff Area=8.681 ac
Runoff Volume=0.409 a
Runoff Depth>0.57"
Flow Length=1,054'
Tc=47.5 min
CN=70
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
¦ Runoff

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 6
' Summary for Subcatchment 2S: (new Subcat)
Runoff = 5.40 cfs @ 12.39 hrs, Volume= 0.605 af, Depth> 0.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Type II 24-hr 1-Yr Rainfall=2.89"
Area (ac) CN Description
1.625 98 Paved parking & roofs
' 4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,

0.1 43 0.3300 9.25 Woods: Dense underbrush n= 0.800 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total

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Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 7
Subcatchment 2S: (new Subcat)
Hydrograph
5.40 cfs
N
0
LL
Type 11 24-h r 1-Yr
Rainfall=2.89"
Runoff Area=8.681 ac
Runoff Volume=0.605 of
Runoff Depth>0.84"
Flow Length=1,376'
Tc=39.8 min
CN=76
1
0
5 6 7 8 9 10 11 12 13
Time (hours)
14 15 16 17 18 19 20
¦ Runoff
Caterpillar Office Building
' 2011.10.04.BMP #2 Type 1124-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 3P: (new Pond)
' Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 0.84" for 1-Yr event
Inflow 5.40 cfs @ 12.39 hrs, Volume= 0.605 of
Outflow = 0.15 cfs @ 20.00 hrs, Volume= 0.088 af, Atten= 97%, Lag= 456.3 min
Primary = 0.15 cfs @ 20.00 hrs, Volume= 0.088 of
' Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs , dt= 0.05 hrs
Peak Elev= 206.60' @ 20.00 hrs Surf.Area= 12,237 sf Storage= 22,499 cf
Plug-Flow detention time= 250.4 min calculated for 0.088 of (15% of inflow)
Center-of-Mass det. time= 145.5 min ( 979.0 - 833.5 )
Volume Invert Avail.Storage Storage Description
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
' 204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
' 207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
' 210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
' L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet /Outlet Invert= 200.00'/ 199.00' S= 0.0178 '/' Cc= 0.900
n= 0.013
' #2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
' Primary OutFlow Max=0.15 cfs @ 20.00 hrs HW=206.60' (Free Discharge)
't-1 =Culvert (Passes 0.15 cfs of 20.57 cfs potential flow)
?2=Orifice/G rate (Orifice Controls 0.15 cfs @ 6.83 fps)
' 3=Orifice/Grate ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
l

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD@ 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 9
Pond 3P: (new Pond)
Hydrograph
CfS ¦ Inflow
Outflow
Inflow Area=8.681 ac Primary
® Secondary
Peak Elev=206.60'
Storage=22,499 cf
N
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O
U.
2
0.1
0.00 cfs
0 r,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

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Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 10
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>0.89"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=4.92 cfs 0.640 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>1.22"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=8.13 cfs 0.886 of
Pond 3P: (new Pond) Peak Elev=207.05' Storage=28,213 cf Inflow=8.13 cfs 0.886 of
Primary=0.66 cfs 0.246 of Secondary=0.00 cfs 0.000 of Outflow=0.66 cfs 0.246 of
Total Runoff Area = 17.362 ac Runoff Volume = 1.526 of Average Runoff Depth = 1.05"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1 S: (new Subcat)
' Runoff = 4.92 cfs @ 12.51 hrs, Volume= 0.640 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Type If 24-hr 2-Yr Rainfall=3.50"
Area (ac) CN Description
' 8.681 70 Woods, Good, HSG C
8.681 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
' 11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total
' Subcatchment 1 S: (new Subcat)
Hydrograph
t Runoff
4.92 cfs
Type 11 24-hr 2-Yr
Rainfall=3.50"
4 Runoff Area=8.681 ac
' Runoff Volume=0.640
3_ Runoff Depth>0.89"
' ,° Flow Length=1,054'
2 Tc=47.5 min
CN=70

1
0-
5 6 7 8 9 10 11 12 13 14 1b 16 17 18 19 20
1 Time (hours)

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 2S: (new Subcat)
Runoff = 8.13 cfs @ 12.38 hrs, Volume= 0.886 af, Depth> 1.22"

u

n

1

1

Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Rainfall=3.50"
Area (ac) CN Description
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fDs
39.8 1,376 Total

1
1
1
1
1
1
1
1
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 13
Subcatchment 2S: (new Subcat)
Hydrograph
8.13 cfs
8 Type 1124-hr 2-Yr
_ Rainfall=3.50"
Runoff Area=8.681 ac
6Runoff Volume=0.886 of
5 Runoff Depth>1.22"
4 Flow Length=1,376'
Tc=39.8 min
3-
CN=76
1- L
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Runoff
Caterpillar Office Building
' 2011.10.04.BMP #2 Type lI 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 14
' Summary for Pond 3P: (new Pond)
' Inflow Area 8.681 ac, 18.72% Impervious, Inflow Depth > 1.22" for 2-Yr event
Inflow 8.13 cfs @ 12.38 hrs, Volume= 0.886 of
Outflow = 0.66 cfs @ 15.29 hrs, Volume= 0.246 af, Atten= 92%, Lag= 174.3 min
' Primary = 0.66 cfs @ 15.29 hrs, Volume= 0.246 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 207.05' @ 15.29 hrs Surf.Area= 12,862 sf Storage= 28,213 cf

1
r.

Plug-Flow detention time= 263.8 min calculated for 0.246 of (28% of inflow)
Center-of-Mass det. time= 168.9 min ( 994.8 - 825.9 )
Volume Invert Avail.Storage Storage Description
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
210.00 17,589 568.9 16,742 72,896 24,530
Device Routin
Invert Outlet Devices
#1 Primary
' #2 Device 1
#3 Device 1
' #4 Secondary

7
LI

1
200.00' 18.0" Round Culvert
L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet /Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
204.50' 2.0" Vert. Orifice/Grate C= 0.600
207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.62 cfs @ 15.29 hrs HW=207.05' (Free Discharge)
't-=Culvert (Passes 0.62 cfs of 21.36 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.56 fps)
3=Orifice/Grate (Weir Controls 0.45 cfs @ 0.74 fps)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Caterpillar Office Building
2011.10.04.BMP #2 Type// 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 15
Pond 3P: (new Pond)
Hydrograph
w
8.13 cfs ow
LIEBSeconLdary
9 Inflow Area=8.681 ac 8 Peak Elev=207.05'
G
7 AA
Storage=28,213 cf
N
V
O
u-
0.66 cfs
0.00 cfs
---NE7
V 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

II

1

L'
1
1
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 16
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: (newSubcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>1.99"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=11.79 cfs 1.439 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>2.49"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=16.91 cfs 1.802 of
Pond 3P: (new Pond) Peak Elev=207.41' Storage=32,898 cf Inflow=16.91 cfs 1.802 of
Primary=10.42 cfs 1.156 of Secondary=0.00 cfs 0.000 of Outflow=10.42 cfs 1.156 of
Total Runoff Area = 17.362 ac Runoff Volume = 3.241 of Average Runoff Depth = 2.24"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: (new Subcat)
Runoff = 11.79 cfs @ 12.48 hrs, Volume= 1.439 af, Depth> 1.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Yr Rainfall=5.24"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
8.681 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
47.5 1,054 Total
Subcatchment 1 S: (new Subcat)
Hydrograph
13--
11.79 cfs
12-
11- Type II 24-hr 10-Yr
Rainfall=5.24"
10-9 Runoff Area=8.681 ac
Runoff Volume=1.439 of
Runoff Depth>1.99"
LL 6 Flow Length=1,054'
5 Tc=47.5 min
4 CN=70
1
Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 18
' Summary for Subcatchment 2S: (new Subcat)

H

1

1

1
Runoff = 16.91 cfs @ 12.37 hrs, Volume= 1.802 af, Depth> 2.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Yr Rainfall=5.24"
Area (ac) CN Description
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total
1
1
1
1
1
1
1
1
1
1
1
1
Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 19
Subcatchment 2S: (new Subcat)
Hydrograph
18
17
16-
15_
14
13-
1211-
10
0 9,
LL 8
7
1 16.91 cfs I
Type 11 24-hr 10-Yr
Rainfall=5.24"
Runoff Area=8.681 ac
Runoff Volume=1.802 of
Runoff Depth>2.49"
Flow Length=1,376'
Tc=39.8 min
CN=76
Runoff
1
0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
2011.10.04.BMP #2 Type // 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: (new Pond)
' Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 2.49" for 10-Yr event
Inflow 16.91 cfs @ 12.37 hrs, Volume= 1.802 of
Outflow = 10.42 cfs @ 12.70 hrs, Volume= 1.156 af, Atten= 38%, Lag= 19.7 min
Primary = 10.42 cfs @ 12.70 hrs, Volume= 1.156 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs , dt= 0.05 hrs
Peak Elev= 207 .41'@ 12.70 hrs Surf.Area= 13,379 sf Storage= 32,898 cf
Plug-Flow detention time= 125.0 min calculated for 1.152 of (
Center-of-Mass det. time= 56.0 min ( 867.7 - 811.6 )
Volume Invert Avail.Storage Storage Description 64% of inflow)
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
210.00 17,589 568.9 16,742 72,896 24,530
Device Routinq Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
' L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
#2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=10.39 cfs @ 12.70 hrs HW=207.41' (Free Discharge)
t F2=0 Culvert (Passes 10.39 cfs of 21.95 cfs potential flow)
rifice/Grate (Orifice Controls 0.18 cfs @ 8.09 fps)
3=Orifice/Grate (Weir Controls 10.21 cfs @ 2.09 fps)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
l

r
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 21
Pond 3P: (new Pond)
Hydrograph
16.91 CfS ¦ Inflow
cJ Outflow
® Primary
Inflow Area=8.681 ac ® Secondary
18
17 Peak Elev=207.41'
16-
15 5
Storage=32,898 cf
14
in A*,) rf
,s
12 10.42 cfs
'
N 11'
w
to
0 9
LL 8
6-
0.00 cfs
?z<
u 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1
Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 0 2010 HydroCAD Software Solutions LLC Page 22
' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>4.16"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=24.95 cfs 3.007 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>4.84"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=32.69 cfs 3.504 of
' Pond 3P: (new Pond) Peak Elev=208.16' Storage=43,308 cf Inflow=32.69 cfs 3.504 of
Primary=23.15 cfs 2.812 of Secondary=2.48 cfs 0.038 of Outflow=25.63 cfs 2.850 of
' Total Runoff Area =17.362 ac Runoff Volume = 6.511 of Average Runoff Depth = 4.50"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

r

C

1

u
u
Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1 S: (new Subcat)
' Runoff = 24.95 cfs @ 12.47 hrs, Volume= 3.007 af, Depth> 4.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Type II 24-hr 100-Yr Rainfall=8.11"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
' 8
681 100
00% Pervious Area
. .
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
' Woodland Kv= 5.0 fps
47.5 1,054 Total
' Subcatchment 1 S: (new Subcat)
Hydrograph
¦ Runoff
26. 24.95 cfs
24 Type 11 24-h r 100-Yr

22 Rainfall=8.11"
20 Runoff Area=8.681 ac
t 18 Runoff Volume=3.007 of
16
-
Runoff Depth>4.16"

' 14
3
U°
Flow Length=1
054'
12 ,
10 Tc=47.5 min
' CN=70
6
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 2S: (new Subcat)
Runoff = 32.69 cfs @ 12.36 hrs, Volume= 3.504 af, Depth> 4.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr Rainfall=8.11"
Area (ac) CN Descriotion
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
39.8 1,376 Total
Caterpillar Office Building
2011.10.04.BMP #2 Type Il 24-hr 100-Yr Rainfall=8.11 "
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 25
Subcatchment 2S: (new Subcat)
Hydrograph
36
34-
32-
30
28
26
24-
22
20 j
18,
0
LL 16-
14-
:
12
10-
8
6-
4
2-
0
5
1 32.69 cfs I
Runoff
Type II 24-hr 100-Yr
Rainfall=8.11"
Runoff Area=8.681 ac
Runoff Volume=3.504 of
Runoff Depth>4.84"
Flow Length=1,376'
Tc=39.8 min
CN=76
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
f
Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 26
' Summary for Pond 3P: (new Pond)
Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 4.84" for 100-Yr event
Inflow 32.69 cfs @ 12.36 hrs, Volume= 3.504 of
Outflow = 25.63 cfs @ 12.57 hrs, Volume= 2.850 af, Atten= 22%, Lag= 12.8 min
Primary = 23.15 cfs @ 12.57 hrs, Volume= 2.812 of
Secondary = 2.48 cfs @ 12.57 hrs, Volume= 0.038 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Peak Elev= 208.16' @ 12.57 hrs Surf.Area= 14,509 sf Storage= 43,308 cf
G

1

1

Plug-Flow detention time= 83.3 min calculated for 2.850 of (81 % of inflow)
Center-of-Mass det. time= 33.7 min ( 831.1 - 797.4 )
Volume Invert Avail.Storage Storage Description _
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
#2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=23.15 cfs @ 12.57 hrs HW=208.15' (Free Discharge)
t-1=Culvert (Inlet Controls 23.15 cfs @ 13.10 fps)
1: 2=Orifice/Grate (Passes < 0.20 cfs potential flow)
3=Orifice/Grate (Passes < 46.49 cfs potential flow)
2econdary OutFlow Max=2.35 cfs @ 12.57 hrs HW=208.15' (Free Discharge)
=Broad-Crested Rectangular Weir (Weir Controls 2.35 cfs @ 1.04 fps)

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 27
Pond 3P: (new Pond)
Hydrograph
w
32.69 cfs LIn
ow
Inflow Area=8.681 ac ?dary
36
34 r, P
eak Elev=208.16'
32 25.63 cfs
28 Storage=43,308 cf
30 r" "I
23.15 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

1

1 DWQ SUPPLEMENT
1

1

Permit No.
(to be provided by OWQ)

'

AA F WATF
0?0 9PG

' ?
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lIl) must be printed, filled out and submitted along with all of the required information.

' FIT-PROJECT INFORMATION
Project name Caterpillar Product Development Center
Contact person Don Bataille, McKim & Creed
Phone number [phone]
Date 27-Oct-11
Drainage area number 1
' IL DESIGN INFORMATION
Site Characteristics
Drainage area 378,144 ftz
Impervious area, post-development 70,785 fe
% impervious 18.72 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
6,885 ft3
OK
Volume provided 7,222 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 2.9 in
Rational C, pre-development 0.70 (unitless)
Rational C, post-development 0.83 (unitless)
' Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr OK
Pre-development 1-yr, 24-hr peak flow 2.92 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.15 ft3/sec
' Pre/Post 1-yr, 24-hr peak flow control -2.77 ft3/sec
Elevations
Temporary pool elevation 210.00 fmsl
Permanent pool elevation 204.50 fmsl
' SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 205.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 204.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond) 198.00 fmsl
Sediment cleanout, bottom elevation 196.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment storage provided 2.00 ft
Is there additional volume stored above the state-required temp. pool? N (Y or N)
' Elevation of the top of the additional volume 210.0 fmsl OK

Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & It. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
H. RESIGN INFORMATION
Surface Areas
' Area, temporary pool 8,320 ftz
Area REQUIRED, permanent pool 2,231 ft
' SAIDA ratio
Area PROVIDED, permanent pool, Apen-pod 0.59 (unitless)
8,320 ftZ
OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 6,640 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 2,095 It'
Volumes
Volume, temporary pool 7,222 ft3 OK
Volume, permanent pool, Vloerm_pool 28,833 ft3
Volume, forebay (sum of forebays if more than one forebay) 5,811 ft3
Forebay % of permanent pool volume 20.2% % OK
SAIDA Table Data
' Design TSS removal
Coastal SAIDA Table Used? 90 %
N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SA/DA ratio 0.59 (unitless)
Average depth (used in SAIDA table):
' Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vpem,_pool 28,833 ft3
Area provided, permanent pool, Apen-pool 8,320 ftz
Average depth calculated 3.47 It OK
Average depth used in SA/DA, de,, (Round to nearest 0.5ft) 3.5 It OK
Calculation option 2 used? (See Figure 10-2b) (Y or N)
Area provided, permanent pool, Aperm_pool 8,320 ftz
Area, bottom of 1Oft vegetated shelf, Abot_shelf 6,640 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abotpond 2,095 ftZ
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 6.00 ft
' Average depth calculated It
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
' Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 2.50 It
Drawdown through weir'? (Y or N)
Weir type (unitless)
Coefficient of discharge (Cw) (unitless)
Length of weir (L) ft
Driving head (H) ft
' Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow 2.92 ft3/sec
0.15 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.07 ft3/sec
Storage volume drawdown time 3.66 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 1.5 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
' Freeboard provided 2.0 It OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
' Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is: Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2

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Permit N
(to be provided by DWQ)
111. REQUIRED MMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
GMt, Cls01 _,. 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
(sMt G1?01 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
?L C S 1,03 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
e- 120V Inlet and outlet structures.
?? L G tao3 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
GML Gt?G 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_(sh%L- Ck1G?, 7. The supporting calculations.
GML_ tS 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Co1AL PJ A 9. A copy of the deed restrictions (if required).
G- N JA 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9117!09 Part III. Required Items Checklist, Page 1 of 1
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SWALE
CALCULATION
SUMMARY
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TEMPORARY
DIVERSION

Temp Diversion A

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 0.07395 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 4.11 ft'/s
Results
Normal Depth 0.53 ft
Flow Area 0.84 ft'
Wetted Perimeter 3.35 ft
Hydraulic Radius 0.25 ft
Top Width 3.18 ft
Critical Depth 0.65 ft
Critical Slope 0.02475 ft/ft
Velocity 4.88 ft/s
Velocity Head 0.37 ft
Specific Energy 0.90 ft
Froude Number 1.67
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.53 ft
Critical Depth 0.65 ft
Channel Slope 0.07395 ft/ft
Critical Slope 0.02475 ft/ft
Bentley Systems, Inc. Haestad Methods SoldliNilillpRtewMaster V8i (SELECTseries 1) [08.11.01.031
10127/20118:27:36 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Tema Diversion B
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.069
Channel Slope 0.04755 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 9.83 ft /s
Results
Normal Depth 1.05 ft
Flow Area 3.33 f12
Wetted Perimeter 6.66 ft
Hydraulic Radius 0.50 ft
Top Width 6.32 ft
Critical Depth 0.92 ft
Critical Slope 0.09633 ft/ft
Velocity 2.96 ft/s
Velocity Head 0.14 ft
Specific Energy 1.19 ft
Froude Number 0.72
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.05 ft
Critical Depth 0.92 ft
Channel Slope 0.04755 ft/ft
Critical Slope 0.09633 ft/ft
Bentley Systems, Inc. Haestad Methods SoldtiodidoiitewMaster VSi (SELECTseries 1) 108.11.01.031
10127120118:27:53 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Temp Diversion C

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 0.12250 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 1.41 ft'/s
Results
Normal Depth 0.32 ft
Flow Area 0.31 ft2
Wetted Perimeter 2.04 ft
Hydraulic Radius 0.15 ft
Top Width 1.94 ft
Critical Depth 0.42 ft
Critical Slope 0.02855 ft/ft
Velocity 4.51 ft/s
Velocity Head 0.32 ft
Speck Energy 0.64 ft
Froude Number 1.98
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.32 ft
Critical Depth 0.42 ft
Channel Slope 0.12250 ft/ft
Critical Slope 0.02855 ft/ft
Bentley Systems, Inc. Haestad Methods SoldWntt®jstitmMaster V8i (SELECTserles 1) [08.11.01.03]
10127120118;28:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Diversion D
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 0.10380 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 1.15 fr/s
Results
Normal Depth 0.31 ft
Flow Area 0.29 ft2
Wetted Perimeter 1.95 ft
Hydraulic Radius 0.15 ft
Top Width 1.85 ft
Critical Depth 0.39 ft
Critical Slope 0.02933 fUft
Velocity 4.03 ft/s
Velocity Head 0.25 ft
Specific Energy 0.56 ft
Froude Number 1.81
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.31 ft
Critical Depth 0.39 ft
Channel Slope 0.10380 ft/ft
Critical Slope 0.02933 ft/ft
Bentley Systems, Inc. Haestad Methods Sola6urfl6p6tewMaster V81(SELECTseries 1) 108.11.01.031
10127120119:28:17 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06785 USA +1-203-755.1666 Page 1 of 1

? STORM DRAINAGE
? CALCULATIONS

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FAIRCLOTH SKIMMER
SIZING GUIDELINES

1

Determining the Skimmer Size
and the Required Orifice
for the
FaWdbl% Skftrrver° Surface Drain
November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
and not specify which size skimmer is required. Please use the
information below to choose the size skimmer required for the basin
volume provided and determine the orifice size required for the drawdown
time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
The size of a Faircloth Skimmere, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 sizes offered can be reduced to adjust the flow rate
by cutting a hole or orifice in a plug using an adjustable cutter (both supplied).
' Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.

1

Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 39,000 cubic feet and it must be drained in 3 days. The 3"
skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
November 6, 2007
to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2"
diameter orifice.)
1%" skimmer: 1,728 cubic feet in 24 hours 6,912 cubic feet in 4 days
with a 1'/2" head 3,456 cubic feet in 2 days 12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
2" skimmer: 3,283 cubic feet in 24 hours 13,132 cubic feet in 4 days
' with a 2" head 6,566 cubic feet in 2 days 22,982 cubic feet in 7 days
9,849 cubic feet in 3 days
2%" skimmer: 6,234 cubic feet in 24 hours 24,936 cubic feet in 4 days
with a 2.5" head 12,468 cubic feet in 2 days 43,638 cubic feet in 7 days
Revised 11-6-07 18,702 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours 39,096 cubic feet in 4 days
with a 3" head 19,547 cubic feet in 2 days 68,415 cubic feet in 7 days
29,322 cubic feet in 3 days
4" skimmer: 20,109 cubic feet in 24 hours 80,436 cubic feet in 4 days
with a 4" head 40,218 cubic feet in 2 days 140,763 cubic feet in 7 days
Revised 11-6-07 60,327 cubic feet in 3 days
5" skimmer: 32,832 cubic feet in 24 hours 131,328 cubic feet in 4 days
with a 4" head 65,664 cubic feet in 2 days 229,824 cubic feet in 7 days
98,496 cubic feet in 3 days
6" skimmer: 51,840 cubic feet in 24 hours 207,360 cubic feet in 4 days
with a 5" head 103,680 cubic feet in 2 days 362,880 cubic feet in 7 days
155,520 cubic feet in 3 days
' 8" skimmer: 97,978 cubic feet in 24 hours 391,912 cubic feet in 4 days
with a 6" head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
CUSTOM 293,934 cubic feet in 3 days
MADE BY ORDER CALL!
Determining the Orifice
t Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume = factor (from the chart
' below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= Tr r2 and solving for r, r = (Area 13.14) The supplied cutter can be adjusted to this radius to
' cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
November 6, 2007 2
feet _ 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area = 7c
r2 and solving for r, r = 8.12 / 3.14) and r = 1.61 ". As a practical matter 1.6" is about as close
as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1V skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
2%" skimmer: 1,270 to drain in 24 hours 5,080 to drain in 4 days
Revised 11-6-07 2,540 to drain in 2 days 8,890 to drain in 7 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
4" skimmer: 1,601 to drain in 24 hours 6,404 to drain in 4 days
Revised 11-6-07 3,202 to drain in 2 days 11,207 to drain in 7 days
4,803 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
' Orifice sizing Revised 2-2-01; 3-3-05; 2-1-07; 11-6-07
November 6, 2007 3
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I SPECIFICATIONS

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SECTION 02230 - SITE CLEARING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Protecting existing vegetation to remain.
2. Removing existing vegetation.
3. Clearing and grubbing.
4. Stripping and stockpiling topsoil.
5. Removing above- and below-grade site improvements.
6. Disconnecting, capping or sealing site utilities.
7. Temporary erosion- and sedimentation-control measures.
1.2 MATERIAL OWNERSHIP
A. Except for stripped topsoil and other materials indicated to be stockpiled or
otherwise remain Owner's property, cleared materials shall become Contractor's
property and shall be removed from Project site.
1.3 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during site-clearing operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or
used facilities without permission from Owner and authorities having
jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if
required by Owner or authorities having jurisdiction.
B. Salvable Improvements: Carefully remove items indicated to be salvaged and
store on Owner's premises at a location approved by the Owner.
C. Utility Locator Service: Notify utility locator service for area where Project is
located before site clearing.
D. Do not commence site clearing operations until temporary erosion- and
sedimentation-control measures are in place.
E. The following practices are prohibited within protection zones:
1. Storage of construction materials, debris, or excavated material.
01517-0219 / Cat Office Building 02230 - 1 SITE CLEARING
Caterpillar, Inc October 27, 2011

SITE CLEARING
2. Parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants
unless otherwise indicated.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Satisfactory Soil Material: Requirements for satisfactory soil material shall be
specified by geotechnical engineer.
1. Obtain approved borrow soil material off-site when satisfactory soil
material is not available on-site.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance
during construction.
B. Locate and clearly identify trees, shrubs, and other vegetation to remain or to be
relocated.
C. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable
to Owner.
3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL
A. Provide temporary erosion- and sedimentation-control measures to prevent soil
erosion and discharge of soil-bearing water runoff or airborne dust to adjacent
properties and walkways, according to erosion and sedimentation-control
Drawings and requirements of authorities having jurisdiction.
B. Verify that flows of water redirected from construction areas or generated by
construction activity do not enter or cross protection zones.
C. Inspect, maintain, and repair erosion and sedimentation-control measures during
construction until permanent vegetation has been established.
01517-0219 / Cat Office Building 02230 - 2 SITE CLEARING
Caterpillar, Inc. October 27, 2011
' SITE CLEARING
D. Remove erosion and sedimentation controls and restore and stabilize areas
disturbed during removal.
' 3.3 TREE AND PLANT PROTECTION
A. Repair or replace trees, shrubs, and other vegetation indicated to remain or be
relocated that are damaged by construction operations, in a manner approved by
Engineer.
' B. Any vegetation designated to remain which is damaged by construction work
shall be replaced with new vegetation of the same kind by the contractor
responsible for such damage.
3.4 EXISTING UTILITIES
A. Locate, identify, disconnect, and seal or cap utilities indicated to be removed or
abandoned in place.
1. Arrange with utility companies to shut off indicated utilities.
B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied
by Owner or others unless permitted under the following conditions and then only
after arranging to provide temporary utility services according to requirements
indicated:
1. Notify Engineer not less than two days in advance of proposed utility
interruptions.
2. Do not proceed with utility interruptions without Engineer's written
' permission.
C. Removal of underground utilities is included in Division 2 Sections.
3.5 CLEARING AND GRUBBING
A. Remove obstructions, trees, shrubs, and other vegetation to permit installation of
new construction.
' 1. Remove stumps in their entirety. Remove roots, obstructions, and debris
to a depth of 18 inches below exposed subgrade.
2. Loose sticks, roots, branches, or other debris shall not be left on the site.
The Contractor shall avoid the admixture of foreign matter to the topsoil.
3. If applicable, remove downed timber and associated limbs.
' 4. Use only hand methods for grubbing within protection zones.
B. Fill depressions caused by clearing and grubbing operations with satisfactory soil
material unless further excavation or earthwork is indicated.
01517-0219 /Cat Office Building 02230 - 3 SITE CLEARING
Caterpillar, Inc. October 27, 2011
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Place fill material in horizontal layers not exceeding a loose depth of 8
inches, and compact each layer to a density equal to adjacent original
ground.
3.6 TOPSOIL STRIPPING
A. If applicable, remove sod and grass before stripping topsoil.
B. Strip topsoil in its entirety, regardless of depth, in a manner to prevent
intermingling with underlying subsoil or other waste materials. It should be noted
that the Contractor shall not rely on the "estimated" depth of topsoil as indicated
in the subsurface exploration report for the depth to be stripped, but shall be
required to strip the topsoil to whatever depth encountered as part of the Base
Bid, without consideration of additional costs.
C. Topsoil shall be generally defined as soils with more than 3% organics. The
Owner's ITL shall be the sole judge of whether or not the material to be stripped
is considered to be topsoil, regardless of the general definition above.
D. Stockpile topsoil away from edge of excavations without intermixing with subsoil.
Grade and shape stockpiles to drain surface water. Cover to prevent windblown
dust and erosion by water. Topsoil stockpiles shall be located as to prevent
interference with any phase of the work. Should the location of the topsoil
stockpile (Temporary or Permanent) as shown on the drawings interfere with any
phase of the work, Contractor shall notify Engineer of an alternate location for the
placement of this stockpile. Contractor shall not be entitled to additional cost to
relocate stockpile at any time throughout the project. These costs shall be
included in the Base Bid.
E. Stockpiles shall be "smoothly" and "naturally" shaped with no slopes exceeding
4:1. Top shall be crowned to ensure positive drainage.
3.7 SITE IMPROVEMENTS
A. Remove existing above- and below-grade improvements as indicated and
necessary to facilitate new construction.
3.8 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Owner shall have the option of allowing the Contractor to dispose of surplus soil
material and unsuitable topsoil on-site in an area approved by the Owner at no
additional cost to the Owner. These areas shall be seeded in requirements with
the Division Two specifications. If required, additional sedimentation and erosion
control devices may have to be installed in these areas at no cost to the Owner.
Otherwise, this material shall be disposed off-site in accordance with the
requirements of the Authorities Having Jurisdiction.
B. Obstructions, demolished materials, and waste materials including trash and
debris, shall be legally disposed off-site.
SITE CLEARING
01517-0219 / Cat Office Building
Caterpillar, Inc.
02230 - 4
SITE CLEARING
October 27, 2011

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SITE CLEARING
C. Separate recyclable materials produced during site clearing from other
nonrecyclable materials. Store or stockpile without intermixing with other
materials and transport them to recycling facilities. Do not interfere with other
Project work.
D. Burning of materials is prohibited.
END OF SECTION 02230
01517-0219 / Cat Office Building 02230 - 5 SITE CLEARING
Caterpillar, Inc. October 27, 2011
u
SECTION 02250 - EROSION AND SEDIMENTATION CONTROLS
PART 1 - GENERAL
' 1.1 SUMMARY
A. This Section includes the following: Soil Erosion and sedimentation control for all areas
' of the site that are graded or disturbed by any construction operations and elsewhere as
indicated on the Drawings or specified herein. Erosion control shall be as specified
herein and as may be required by actual conditions and governing authorities.
' B. The Contractor is fully responsible for all applicable permits and approvals for off-site
borrow and waste areas.
' C. The Contractor shall have full responsibility for the construction and maintenance of
erosion control and sedimentation control facilities as shown on the Drawings and as
' specified herein. The Contractor shall at all times provide the operation and
maintenance necessary to operate the permitted sediment and erosion controls at
optimum efficiency.
' D. The Contractor shall provide permanent or temporary ground cover as soon as possible
over disturbed areas of the site, and shall provide permanent or temporary ground cover
in no more than 30 days after construction activities have permanently or temporarily
' ceased over the disturbed area. Temporary or permanent ground cover shall be
provided on slopes within 15 days after construction activities have permanently or
temporarily ceased.
' 1.2 PRODUCT HANDLING
A. Deliver seed, fertilizer and other packaged material in unopened original packages with
labels legible and intact. Seed packages shall bear a guaranteed analysis by a
recognized authority.
' B. On-site storage of materials shall be kept to a minimum. Wet or damaged seed or other
material shall be removed from the project immediately.
' 1.3 MONITORING AND RECORD KEEPING
A. All sediment and erosion control devices and facilities shall be inspected at least once
' every seven (7) calendar days or within 24 hours after any storm event of greater than
0.5 inches of rain per 24 hour period.
' B. Stormwater discharges shall be inspected by observation for stormwater discharge
characteristics (as listed below) at the above frequency to evaluate the effectiveness of
the sediment control facilities, devices or practices. Observations shall be made at all
stormwater discharge outfalls and other locations were concentrated stormwater
discharges from the site. Observations shall be qualitative, no analytical testing or
sampling is required. If any visible off-site sedimentation is leaving the site, corrective
' action shall be taken to reduce the discharge of sediments.
01517-0219 / Cat Office Building 02250 - 1 Erosion and Sedimentation Controls
' Caterpillar, Inc. October 27, 2011

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EROSION AND SEDIMENTATION CONTROLS
1. Color
2. Odor
3. Clarity
4. Floating solids
5. Suspended solids
6. Foam
7. Oil sheen
8. Other obvious indicators of stormwater pollution
C. The contractor shall perform and keep records of the above inspections. Visible
sedimentation found off the site shall be recorded with an explanation of the measures
taken to prevent future release as well as any measures taken to clean up the sediment
that has left the site. This record shall be made available to the Owner, Designer, and
governmental authorities.
PART 2 - PRODUCTS
2.1
A.
2.2

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SOIL AMMENDMENTS AND SEED
Refer to Construction Drawings
MISCELLANEOUS
A. Gravel for stone filters: Washed No. 57 stone or as indicated on the drawings.
B. Silt Fabric: A synthetic filter fabric or a previous sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or supplier as
conforming to the following requirements.
1. Filtering efficiency: 85% min.
2. Tensile Strength at 20% (max.) elongation: 301b./lin in (min.)
3. Slurry Flow Rate: 0.3 gal/sq-ft/min. (min.)
4. Fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum
of six months of expected useable construction life.
C. Filter Fabric (for installation under riprap): Woven geotextile fabric, apparent opening
size no larger than US Standard Sieve No. 70, min. grad strength of 120lbs.
2.3 CHANNEL AND SLOPE PROTECTION
A. Jute Netting: Provide heavy, uniform; woven of single jute yarn. Install netting over
straw mulch and anchor according to manufacturer's recommendations.
B. Manufactured Mats and Blankets: Erosion Control Blankets shall be a machine-
produced mat of agricultural straw, a straw and coconut fiber combination, or curled
wood fiber (excelsior) as specified below or on the drawings. The blanket shall be of
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EROSION AND SEDIMENTATION CONTROLS
consistent thickness with the fiber evenly distributed over the entire area of the mat. The
blanket shall be covered with a photo degradable plastic netting secured to the fiber mat.
Erosion control blanket shall have the following properties:
1. Straw Mat:
a. Straw: 100% (.50lb/sq. yd.).
b. Netting: Top side only, photo degradable, approx. '/2" x '/z" mesh
(1.64lb/1000 sq. ft.).
C. Thread: Cotton.
2. Excelsior Mat:
a. Fiber: Curled wood excelsior of 80% six inch or longer fiber length with a
consistent width of fibers evenly distributed throughout the mat. Mat shall
be smolder resistant with no chemical additives.
b. Top and Bottom Netting: Photo degradable extruded plastic netting with
maximum mesh size of %" x %".
3. Synthetic Mat:
a. Fiber: UV stabilized polypropylene fiber matrix (0.71bs./sq. yd.).
b. Top Netting: Extra heavyweight UV stabilized polypropylene (5lbs/1000
sq. ft. approx. weight).
C. Bottom Netting: Heavyweight UV stabilized polypropylene (3lbs/1000 sq.
ft. approx. weight).
4. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 6" long legs. 1.75
staples per square yard of matting minimum.
2.4 RIPRAP
A. Riprap: Provide riprap of the class and quantity indicated on the Drawings. While no
specific gradation is required, the various sizes of the stone shall be equally distributed
within the required size range. The size of an individual stone shall be determined by
measuring its long dimension. Stone shall meet the requirement of the following table
for class and size distribution. No more than 5% of the material furnished can be less
' than the minimum size specified nor no more than 10% of the material can exceed the
maximum size specified.
REQUIRED STONE SIZES - INCHES
CLASS MINIMUM MIDRANGE MAXIMUM
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
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EROSION AND SEDIMENTATION CONTROLS
PART 3 - EXECUTION
3.1
I A*

3.2

L_
11

GENERAL
Existing Structures and Facilities
1. Existing structures, facilities, and water courses shall be protected from
sedimentation.
2. The Contractor shall be responsible for the construction of necessary measures,
and all costs shall be at the expense of the Contractor.
3. Items to be protected from sedimentation deposits shall include, but are not
limited to, all down stream property, natural waterways, streams, lakes and
ponds, catch basins, drainage ditches, road gutters, and natural buffer zones.
4. Control measures such as the erection of silt fences, barriers, dams, or other
structures shall begin prior to any land disturbing activity. Additional measures
shall be constructed as required during the construction.
5. All facilities installed shall be maintained continuously during construction until
the disturbed areas are stabilized. Contractor shall remove all erosion control
measures at the end of the project at his expense unless otherwise directed by
the Owner or his representative.
6. Perform monitoring and record keeping as specified in this section.
PROTECTIVE MEASURES
Protective measures shall conform to all State and Local requirements.
A.
Construction and maintenance of sediment and erosion control measures shall be in
accordance with all applicable laws, codes, ordinances, rules and regulations.
B
1. Silt Fence: Hog wire or wire mesh fastened to posts as recommended by the
Manufacturer, and covered with silt fabric.
2. Berms and Diversion Ditches: These shall be graded channels with a supporting
ridge on the lower side constructed across a sloping land surface. Diversion
ditches and berms shall be planted in vegetative cover as soon as completed.
3. Mulching: Mulching shall be used to prevent erosion and to hold soil and seed in
place during establishment of vegetation.
4. Matting: Temporary matting shall be used for temporary stabilization during the
established of seeded cover in all grassed ditches, channels, long slopes, and
steep banks (6:1 or greater) as indicated on plans. Matting shall be installed on
any area on site as needed to provide temporary stabilization whether or not
matting is indicated on the plan.
5. Build Berms, Pits and Gravel Filter as shown on Drawings. Maintain during
construction to keep erosion and sedimentation to a minimum. When is
necessary to remove berm, pits and gravel, return to area to required profiles and
condition.
6. Construction Entrances: Construct all entrances in accordance with plans.
Maintain all ingress/egress points to prevent tracking of soil onto the Owner's.
public or private roads. Any soil that is tracked onto the roads shall be removed
immediately.
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EROSION AND SEDIMENTATION CONTROLS
' 7. Riprap: Stone shall be graded so that the smaller stones are uniformly
distributed throughout the mass. Stone may be placed by mechanical methods,
augmented by hand placing where necessary, provided that when the riprap is
completed it forms a properly graded, dense, neat layer of stone.
8. Other Measures: Other methods of protecting existing structures and facilities,
such as vegetative filter strips, diversions, riprap, baffle boards, and ditch checks
' used for reduction of sediment movement and erosion, may be used at the option
of the Contractor when approved by the appropriate State or Local authorities.
' 3.3 STABILIZATION
' A. Permanently protect stabilized areas prior to the removal of protective devices.
B. After the final establishment of permanent stabilization, remove temporary sediment
control measures. Respread accumulated sediments as specified.
C. Permanently stabilize all areas disturbed by the removal and re-spreading operations
immediately.
3.4 TEMPORARY SEEDING
' A. In accordance with the schedule as detailed on the drawings.
3.5 PERMANENT SEEDING
1 A. In accordance with the schedule as detailed on the drawings.
' 3.6 MULCHING AND MATTING
A. Apply mulch or matting to retain soil and grass.
' B. Mulch areas with slope greater than 5% by spreading a light cover of mulch over seeded
area at the rate of not less than 85lbs. per 1000 sq. ft.
' C. Install temporary matting in all grassed ditches, channels, long slopes, and steep banks
(6:1 or greater) and other areas indicated on plans or where extra protection from
erosion is needed.
1

END OF SECTION
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1

SECTION 02300 - EARTHWORK
PART I -GENERAL
1.1 SUMMARY
A. Section Includes:
1. Preparing subgrades for site improvements.
2. Excavating and backfilling for buildings and structures.
3. Drainage course for concrete slabs-on-grade.
4. Subbase course for concrete walks and pavements.
5. Subbase course and base course for asphalt paving.
6. Excavating and backfilling for utility trenches.
1.2 DEFINITIONS
A. Backfill: Soil material used to fill an excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including
haunches to support sides of pipe.
2. Final Backfill: Backfill placed over initial backfill to fill a trench.
B. Base Course: Aggregate layer placed between the subbase course and hot-mix
asphalt paving.
C. Bedding Course: Aggregate layer placed over the excavated subgrade in a
trench before laying pipe.
D. Off-Site Borrow Soil: Satisfactory soil imported from off-site for use as fill or
backfill. Borrow should consists of soils with less than 3% organics, have a
maximum particle size of 3 inches, a standard Proctor maximum dry unit weight
greater than 90 pounds per cubic foot, plasticity index of less than 20 percent,
and liquid limit less than 50%.
E. Drainage Course: Aggregate layer supporting the slab-on-grade that also
minimizes upward capillary flow of pore water.
F. Excavation: Removal of material encountered above subgrade elevations and to
lines and dimensions indicated.
1. Authorized Additional Excavation: Excavation below subgrade elevations
or beyond indicated lines and dimensions as directed by Engineer.
Authorized additional excavation and replacement material will be paid for
according to Contract provisions.
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EARTHWORK
' 2. Unauthorized Excavation: Excavation below subgrade elevations or
beyond indicated lines and dimensions without direction by Engineer.
' Unauthorized excavation, as well as remedial work directed by Engineer,
shall be without additional compensation.
G. Fill: Soil materials used to raise existing grades.
'
H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,
mechanical and electrical appurtenances, or other man-made stationary features
constructed above or below the ground surface.
1. Subbase Course: Aggregate layer placed between the subgrade and base
course for hot-mix asphalt pavement, or aggregate layer placed between the
' subgrade and a cement concrete pavement or a cement concrete or hot-mix
asphalt walk.
' J. Subgrade: Uppermost surface of an excavation or the top surface of a fill or
backfill immediately below subbase, drainage fill, drainage course, or topsoil
materials.
'
K. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1
UA
3 LITY ASSURANCE
.
Q
A. Preexcavation Conference: Conduct conference prior to work in accordance with
' the Division One specifications.
' B. Codes and Standards: Perform excavation and grading work in compliance with
authorities havin
jurisdiction
licable re
uirements of
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C. Testing and Inspection Service: The Owner will engage the services of an
Independent Testing Laboratory (ITL), under the direct supervision of a
Geotechnical Engineer, to provide testing of soil materials proposed for use in
the work and field testing facilities for quality control during excavation and fill
operations.
D. Tests for Proposed Soil Materials

1

1. Test soil materials proposed for use in the work and promptly submit test
result reports.
2. Provide one optimum moisture-maximum density curve for each type of
soil encountered in subgrade and fills under paved areas. Determine
maximum densities and optimum moisture contents in accordance with
ASTM D-698.
3. For off-site borrow materials, perform a mechanical analysis (ASTM D-
421), plasticity index (ASTM 4318), and moisture-density curve (ASTM D-
698).
E. Field Density Determinations: The actual number of field density test shall be
determined by the ITL's Geotechnical Engineer to ensure proper compaction of
the material.
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EARTHWORK
1. All fill shall be in accordance with the typical sections as shown on the
construction drawings for the roads and building areas.
2. Field density tests shall be performed by ASTM D-1566 (Sand Cone
Density Method), ASTM D-2937 (Drive Cylinder Method) or in accordance
' with ASTM D-2922 (Nuclear Density Gage).
F. Lime Amendment: The ITL shall be present to confirm the following:
1. Amount of lime spread
'
2. Lime hydration is consistent throughout treated layer
3. Thickness of lime stabilized layer
4. Compaction of lime stabilized layer
5. Curing of lime stabilized layer
1.4 PROJECT CONDITIONS
A. Utility Locator Service: Notify utility locator service for area where Project is
' located before beginning earth moving operations.
B. Do not commence earth moving operations until sedimentation and erosion
control measures and plant-protection measures specified in Division 2 Sections
and on the plans are in place.
' 1.5 EXISTING CONDITIONS
A. Site Information: The data shown on the drawing was taken from a topographical
survey as prepared by the Owner. It is expressly understood that the Owner will
not be responsible for interpretations or conclusions drawn there from by the
Contractor. A subsurface exploration was performed on this site and is available
for information only. The opinions expressed in this report are those of the
geotechnical engineer and represent interpretations of soil conditions, tests, and
results of analysis conducted by the geotechnical engineer. All excavation is
unclassified unless noted otherwise. Additional test borings and other
exploratory operations may be made by the Contractor at no cost to the Owner.
B. Acceptance: Contractor is required to accept actual conditions at site and do
I work specified without additional compensation for possible variation from grades
and conditions shown, whether surface or subsurface. All grading work shall be
unclassified, except when a determination is made by the geotechnical engineer
that the material is unsuitable.
' PART 2 - PRODUCTS
2.1 SOIL MATERIALS
A. General: The Contractor shall be responsible for balancing the site as part of the
Base Bid.
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EARTHWORK

' B. Provide off-site borrow soil materials as part of the Base Bid when sufficient
satisfactory soil materials are not available from excavations.
C. Fill Material: Material for fill shall be free from roots, wood, other organic material
or other deleterious material. Earth used for fill under pavement and other
surfaced areas shall be approved by laboratory tests.
' 1. Fill placed in pavement areas shall have a maximum particle size of 3
inches.
2. Fill materials shall have a standard Proctor maximum dry density of at
least 90 lb/cf.
3. Use suitable excavated material for required fills and backfills. The
Independent Testing Laboratory's (ITL's) Geotechnical Engineer will
determine the suitability of all materials to be used as fill.
' 4. The moisture content of the controlled fill shall be maintained within
optimum moisture content (OMC) and +3% for 95% compacted fill and

' OMC to +5% for 92% compacted fill as determined by ASTM D 698
(Standard Proctor Moisture-Density Test). See Construction Plans for
details.
D. Unsatisfactory Soils: The ITL will be the sole judge of whether or not soils
are determined to be suitable for use as fill. High moisture content soils
will not be classified as unsuitable.

E. Bedding Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with
100 percent passing a 1-inch sieve and not more than 8 percent passing a
1 No. 200 sieve.
' F. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed
or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100
percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve.
' 2.2 ACCESSORIES
A. Warning Tape: Acid- and alkali-resistant, polyethylene film warning tape
manufactured for marking and identifying underground utilities, 6 inches wide and
4 mils thick, continuously inscribed with a description of the utility; colored to
comply with local practice or requirements of authorities having jurisdiction.
' B. Detectable Warning Tape: Acid- and alkali-resistant, polyethylene film warning
tape manufactured for marking and identifying underground utilities, a minimum
' of 6 inches wide and 4 mils thick, continuously inscribed with a description of the
utility, with metallic core encased in a protective jacket for corrosion protection,
detectable by metal detector when tape is buried up to 30 inches deep; colored
to comply with local practice or requirements of authorities having jurisdiction.

C. Fabric Underliner - non-woven geotechnical underliner in accordance with
NCDOT - Division 10, Type 1 needle punched only.
' '
D. s for Roads and Structure;
4% Quicklime - In accordance with NCDOT Standard
2006, Section 501. See construction plans for depth and limits of treatment area.

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EARTHWORK
E. #57 Washed Stone- in accordance with NCDOT standards for #57 stone.
F. Subdrain System - consists of blanket drain, edge drains and french drains. See
construction plans for details. Note, the geotextile should be placed by hand
labor and the NCDOT #57 stone should be end dumped from the trucks and
pushed out on the geotextile with wide track dozers. No equipment should
be allowed on the geotextile.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and
other hazards created by earth moving operations.
B. Protect and maintain erosion and sedimentation controls during earth moving
operations.
C. Protect subgrades and foundation soils from freezing temperatures and frost.
Remove temporary protection before placing subsequent materials.
3.2 EXCAVATION, GENERAL
1. Unclassified Excavation: Excavate to subgrade elevations regardless of
the character of surface and subsurface conditions encountered as part of
the Base Bid.
2. Classified Excavation: See Division One Section for details.
3. Above Groundwater Level:
a. Excavations at least 2 feet above groundwater levels will typically
extend through moderate to high consistency natural soils
predominantly consisting of clays and silts. Past experience
indicates, but does not guarantee, that these materials can be
excavated using conventional earth-moving equipment including
dozers, pans, scrapers, and excavators. Local excavations for
shallow utility trenches and foundations can likely be
accomplished by a conventional backhoe.
4. Near or Below Groundwater Levels:
a. Excavations within 2 feet and below groundwater levels will
extend through moderate to high consistency natural soils
consisting of clays, silts and sands. As groundwater levels are
approached, specialized equipment such as wide track dozers, all
terrain dump trucks, track excavators, etc., may be required to be
used to excavate these materials for protection of subgrade. The
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EARTHWORK
' excavations below the groundwater table may be accomplished by
a track backhoe with smooth face bucket, top loading all terrain
' dump trucks and pans. Construction equipment may not be
allowed on the final grades in these areas. If pans are able to
operate below the water table in the firm to stiff clays, their
operations should cease at least 2 feet above the final grades and
' these final soils removed by backhoes top loading all terrain dump
trucks and pans. No construction equipment should be allowed to
disturb the soils at the final grades.
b. Groundwater infiltration will likely occur in excavations extending
below groundwater levels. Groundwater infiltration may reduce
' stability of excavation slopes and may soften subgrades within
excavation bottoms. The contractor should be prepared to install
adequate drainage measures such as French drains, open
' ditches, internal sumps and pumps to keep groundwater at least 2
feet below final excavation grades, as part of the Base Bid. The
final grading plans call for drainage swales or ditches in the cut
' areas of the infield. Early excavation of these drainage features
will expedite subsurface drainage and help lower water tables.
3.3 EXCAVATION FOR STRUCTURES
' A. Excavate to indicated elevations and dimensions within a tolerance of plus or
minus 1 inch. If applicable, extend excavations a sufficient distance from
' structures for placing and removing concrete formwork, for installing services and
other construction, and for inspections.
1
D

Excavations for Footings and Foundations: Do not disturb bottom of
excavation. Excavate by hand to final grade just before placing concrete
reinforcement. Trim bottoms to required lines and grades to leave solid
base to receive other work.
B. Excavations at Edges of Tree- and Plant-Protection Zones:
Excavate by hand to indicated lines, cross sections, elevations, and
subgrades. Use narrow-tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
2. Cut and protect roots according to requirements in Division 2 Section.

u
1

3.4 EXCAVATION FOR WALKS AND PAVEMENTS
A. Excavate surfaces under walks and pavements to indicated lines, cross sections,
elevations, and subgrades.
3.5 EXCAVATION FOR UTILITY TRENCHES
A. Excavate trenches to indicated gradients, lines, depths, and elevations.
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EARTHWORK
B. Excavate trenches to uniform widths to provide the following clearance on each
side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12
inches higher than top of pipe or conduit unless otherwise indicated.
C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing
and support of pipes and conduit. Shape subgrade to provide continuous
support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of
conduits. Remove projecting stones and sharp objects along trench subgrade.
1. Excavate trenches 6 inches deeper than elevation required in rock or
other unyielding bearing material, 4 inches deeper elsewhere, to allow for
bedding course.
D. Trenches in Tree- and Plant-Protection Zones:
1. Hand-excavate to indicated lines, cross sections, elevations, and
subgrades. Use narrow-tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
2. Do not cut main lateral roots or taproots; cut only smaller roots that
interfere with installation of utilities.
3. Cut and protect roots according to requirements in Division 2 Section "
3.6 SUBGRADE INSPECTION
A. Proof-roll subgrade with a pneumatic-tired dump truck to identify soft pockets and
areas of excess yielding. Do not proof-roll wet or saturated subgrades. All
subgrade to receive fill shall be evaluated by the Geotechnical Engineer prior to
placing new fill. Methods for evaluation shall include proofrolling using a tandem
axle dump truck or similar pneumatic-tired equipment, or other methods as
specified by the on-site Geotechnical Engineer or his technician. All soil that
ruts, pumps, or deflects excessively as determined by the ITL shall be corrected
as specified by the on-site Geotechnical Engineer.
B. Reconstruct subgrades damaged by freezing temperatures, frost, rain,
accumulated water, or construction activities, as directed by Engineer, without
additional compensation.
3.7 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavation under foundations or wall footings by extending
bottom elevation of concrete foundation or footing to excavation bottom, without
altering top elevation. Lean concrete fill, with 28-day compressive strength of
2500 psi, may be used when approved by Engineer.
1. Fill unauthorized excavations under other construction, pipe, or conduit as
directed by Engineer.
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EARTHWORK
' 3.8 STORAGE OF SOIL MATERIALS
' A. Stockpile borrow soil materials and excavated satisfactory soil materials without
intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to
prevent windblown dust.
' 1. Stockpile soil materials away from edge of excavations. Do not store
within drip line of remaining trees.
' 3.9 UTILITY TRENCH BACKFILL
A. Place backfill on subgrades free of mud, frost, snow, or ice.
' B. Place and compact bedding course on trench bottoms and where indicated.
Shape bedding course to provide continuous support for bells, joints, and barrels
' of pipes and for joints, fittings, and bodies of conduits.
C. Trenches under Footings: Backfill trenches excavated under footings and within
18 inches of bottom of footings with satisfactory soil; fill with concrete to elevation
of bottom of footings. Concrete is specified in Division 3 Section. "
D. Place and compact initial backfill of satisfactory soil, free of particles larger than 1
' inch any dimension, to a height of 12 inches over the pipe or conduit.
1. Carefully compact initial backfill under pipe haunches and compact evenly
up on both sides and along the full length of piping or conduit to avoid
' damage or displacement of piping or conduit. Coordinate backfilling with
utilities testing.
E. Place and compact final backfill of satisfactory soil to final subgrade elevation.
F. Install warning tape directly above utilities, 12 inches below finished grade,
' except 6 inches below subgrade under pavements and slabs.
3.10 SOIL FILL
'
A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4
horizontal so fill material will bond with existing material.
' B. Place and compact fill material in layers to required elevations as follows:
' 1. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
' 3. Under steps and ramps, use engineered fill.
4. Under building slabs, use engineered fill.
' 5. Under footings and foundations, use engineered fill.
' C. Settlement
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' 1. In order to monitor the fill settlement in pavement and building areas
where more than 5 feet of fill is placed, settlement plates shall be
supplied and installed at the base of the fill by the ITL. Once these
areas have been raised to design subgrade elevation, settlement
hubs shall be installed at the surface by the ITL. The elevation of
the plates and hubs shall be measured at least twice weekly by a
registered land surveyor paid by the Contractor and this data should
be provided to both the geotechnical engineer and the Engineer.
Asphalt paving operations and foundation construction shall not
' begin in these areas until monitoring of settlement plates and hubs
indicates that fill induced settlement has stabilized.
' 2. Based on time-rate consolidation analysis, 90 percent or more of the
settlement will occur within 1 to 4 weeks after completion of fill
placement. Therefore, based on this analysis it would appear
' pavement construction could begin 3 to 4 weeks after the
completion of fill placement.
' 3. The Contractor shall be responsible for protecting these plates and
hubs.
3.11 SOIL MOISTURE CONTROL
A. Uniformly aerate or add moisture to subgrade and each subsequent fill or backfill
soil layer to place the fill at OMC to 3 percent wet of OMC for areas requiring 95
percent of the standard Proctor maximum dry density and OMC to 5 percent wet
of OMC for areas requiring 92 percent compaction before compaction.
n

C?

1

Do not place backfill or fill soil material on surfaces that are muddy,
frozen, or contain frost or ice.
2. Remove and replace, or scarify and air dry, otherwise satisfactory soil
material that does not achieve the above moisture requirements and is
too wet to compact to specified dry unit weight.
B. High Moisture Content Soils: It should be noted that high moisture content
soils shall not be deemed unsuitable due to moisture content. The
Contractor shall be responsible for drying these soils as part of the Base
Bid. If the Contractor elects, at his sole discretion to facilitate the
construction of the project, lime may be added to facilitate the drying of the
soils to maintain the progress of the work. The adding of lime to facilitate
the drying of the soils at the Contractors discretion will be performed as
part of the Base Bid, for no additional costs. The Contractor shall
anticipate significant scarifying, windrowing and aerating of existing soils
to achieve the specified compaction moisture ranges prior to use as
structural fill.
3.12 COMPACTION OF SOIL BACKFILLS AND FILLS
A. All structural fill shall be placed in 8 to 10 inch loose lifts. The geotechnical
engineer or a qualified soil technician working under the direction of the
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L

n

EARTHWORK
geotechnical engineer shall observe site preparation and fill placement
operations. A sufficient number of density tests and moisture checks shall be
performed during fill placement to confirm that the recommended degree of
compaction and moisture ranges are being achieved.
B. Place backfill and fill soil materials in layers not more than 4 inches in loose
depth for material compacted by hand-operated tampers.
C. Place backfill and fill soil materials evenly on all sides of structures to required
elevations, and uniformly along the full length of each structure.
D. Compact soil materials to not less than the following percentages of maximum
dry unit weight according to ASTM D 698:
Pavement Areas:
a. Pavement areas include those areas beneath the pavement and
extending out 10 feet on either side. In these areas structural fill
shall be compacted to at least 95 percent of the standard Proctor
maximum dry density (ASTM D 698). In order to achieve 95
percent compaction and obtain a moisture range that reduces
future swell potential of the plastic soils, the fill soils will shall be
placed in a moisture range of OMC to 3 percent wet of OMC.
b. The final 12 inches in pavement areas shall consist of soils
stabilized using 4 percent quicklime by dry weight. This stabilized
zone shall extend 5 feet outside the pavement box on both sides.
See plans for details. Recommendations regarding lime
stabilization are presented in section 6.4.2 of the geotechnical
report. Lime treated soils shall be compacted to 98 percent of their
lime treated standard Proctor maximum dry density and in a
moisture range of OMC to 3 percent wet of OMC. Sufficient
moisture shall be present in the soils to activate (hydrate) the lime.
Literature and experience suggests this will likely require the
moistures to be closer to the 3 percent wet of OMC. Lime
treatment of the top 12 inches of subgrade shall be performed in
the cut areas where groundwater tables are 2 feet or greater
below the bottom of the pavement section. See plans for details.
C. Fill placed in the road shoulder areas (10 feet outside the
pavement edges) shall be compacted to at least 95 percent of the
soil's standard Proctor maximum dry density in a moisture range
of OMC to 3 percent wet of OMC. These soils shall consist of the
clayey soils having maximum plasticity indices (Pis) of 35 percent.
The reason for placing clayey soils in the road shoulder is to
reduce moisture penetration beside the pavement section and into
the subgrade soils.
2. Infield Areas:
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EARTHWORK
a. Structural fill placed in the infield areas shall be compacted to at
least 92 percent of the standard Proctor maximum dry density
(ASTM D 698) with exception of the final foot which shall receive
95 percent compaction. In order to achieve 92 percent
compaction, the moisture content of these fill soils shall be
reduced to no greater than 5 percent wet of their OMC. At these
moisture levels the fill sections will most likely be unstable and
some rutting may occur under heavy rubber tired equipment. If
trafficabilty issues develop, the contractor shall perform some
additional soil drying or use lighter ground contact pressure
equipment. In order to achieve 95 percent compaction, the
moisture content of these fill soils shall be reduced to at least 3
percent wet of the soil's OMC.
3. Building Areas:

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a. From a fill placement standpoint the building areas shall include
the building pad footprint and an area extending 10 feet beyond
the footprint. On-site soils may be used as structural fill in the
proposed building areas. The final 12 inches at the subgrade level
shall be stabilized with 4 percent lime by dry soil weight to reduce
the soil's plasticity and increase slab subgrade support.
b. Fill soils placed below the final 12 inches in the building areas
shall be compacted to at least 95 percent of their standard Proctor
maximum dry density (ASTM D 698). The moisture content of
these fill soils shall be maintained between OMC and 3 percent
wet of their OMC during compaction to reduce future swelling
potential.
C. Lime stabilized soils placed in the final 12 inches below final grade
in building areas shall be compacted to 98 percent of their lime
treated standard Proctor maximum dry density (ASTM D 698).
The moisture content of these fill soils shall be in a range of OMC
to 3 percent wet of OMC. Sufficient moisture shall be present in
the soils to activate (hydrate) the lime which will most likely require
the moistures to be closer to the 3 percent wet of OMC.
4. For utility trenches, compact each layer of initial and final backfill soil
material to 95 percent standard Proctor compaction.
3.13 LIME AMENDMENT
A. General: The lime amendment program will consist of using lime for stabilization
and drying purposes. Lime amendment will be required to stabilize subgrade
soils in the building and pavement areas (cut and fill sections) and may also be
needed for drying some of the soils that have excessive moisture contents to
obtain the recommended degree of compaction. Construction considerations
regarding both lime stabilization and drying are described in the following
sections. It should be noted that quicklime is an alkaline material that is reactive
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in the presence of moisture. Construction workers should be made aware of the
hazards associated with lime including (but not limited to) eye irritation, skin
burns (both chemical and thermal), and inhalation hazards.
B. Drying:
1. Due to the relatively high natural moisture contents of some of the on-site
soils, quicklime may be required in areas requiring 95 percent compaction
to expedite fill placement by lowering in-situ moistures and causing some
slight improvement in the soil plasticity characteristics. Lime should only
be used for drying soils with moisture contents greater than 6 percent of
the soil's OMC. The adding of lime to facilitate the drying of the soils
at the Contractors discretion will be performed as part of the Base
Bid, for no additional costs to the Owner.
2. Lime for drying will typically require mixing 1 to 2 percent lime by dry
weight into the soils. With the addition of quicklime, the moisture content
of the soils is reduced by the following processes:
a. Chemical combination of water and lime evaporates water
b. Heat from the reaction increases evaporation
c. Chemical changes in the soil reduce its capacity to hold water
3. The lime drying process typically consists of the following steps:
a. Scarifying soil layer in the borrow or fill areas.
b. Spreading of lime at a rate determined by the lime contractor in
the field at time of grading.
C. Rotor mixing the lime into the soil.
d. Allowing sufficient time for the lime to react with the soils for drying
to occur.
e. Removal of the lime treated layer from the cut area and transport
to the fill section for placement and compaction or compaction of
the lime treated layer in the fill section.
4. The amount of quicklime required to dry the soils and construction meth-
ods will be dependent upon conditions encountered during construction
and should be determined by a qualified contractor experienced with lime
modification. Lime modification should not be performed on frozen soil.
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EARTHWORK
C. Stabilization:
1. Due to low California Bearing Ratio (CBR) values and the tendency of
highly plastic soils to shrink/swell with changes in moisture content, the fi-
nal 12 inches of subgrade in both cuts and fills of pavement and building
pad areas shall be lime stabilized.
2. Based on laboratory testing, 4 percent lime by dry weight shall be incor-
porated into the upper 12 inches of subgrade within the building and
pavement limits and 5 feet beyond those limits. The lime stabilization
construction process typically consists of the following steps:
a. Bringing soil layer to desired grade.
b. Scarifying soil layer and partial pulverization.
C. Spreading of quicklime at a rate of at least 4 percent by dry
weight.
d. Rotor mixing of lime with soil while hydrating the lime.
e. Allowing soil to mellow for a sufficient period to allow the chemical
reaction to occur.
f. Further rotor mixing and pulverizing lime amended soil to achieve
thorough mixing. Obtaining proper moisture in the soils for com-
paction.
g. Compacting soil/lime mixture to desired compaction level.
h. Curing of soil by sealing the compacted layer with a bituminous
prime coat emulsion.
D. Requirements:
1. Lime stabilization methods should be performed in general accordance
' with the 2006 North Carolina Department of Transportation (NCDOT)
"Standard Specifications for Roads and Structures", Section 501. Lime
stabilization should not be performed when the air temperature is below
45 degrees Fahrenheit. Lime should only be applied in areas that can be
' initially mixed and sealed during the day of application. Lime should not
be applied in windy conditions.

1

3.14 GRADING
A. General: Uniformly grade areas to a smooth surface, free of irregular surface
changes. Comply with compaction requirements and grade to cross sections,
lines, and elevations indicated.
B. Site Rough Grading: Slope grades to direct water away from buildings and to
prevent ponding. Finish subgrades to required elevations within the following
tolerances:
Turf or Unpaved Areas: Plus or minus1 inch.
2. Walks: Plus or minus 1 inch.
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EARTHWORK
3. Pavements: Plus or minus '/2 inch unless otherwise called out in these
specifications or drawings.
C. Grading inside Building Lines: Finish subgrade to a tolerance of %" inch when
tested with a 10-foot straightedge.
' D. Exposed subgrades shall be sloped and sealed on a daily basis to promote
runoff and reduce infiltration from rainfall.
' 3.15 SUBBASE AND BASE COURSES UNDER PAVEMENTS AND WALKS
A. Place subbase course or base course on subgrades free of mud, frost, snow, or
' ice.
B. On prepared subgrade, place subbase course or base course under pavements
' and walks as follows:
1. Shape subbase course or base course to required crown elevations and
cross-slope grades. Note: Special care and extra effort should be
taken within the Vehicle Dynamics Area and Ride and Handling
Course to achieve the grades and slopes as shown on the plans.
Tolerance for the subbase course and grading for R&H course &
' VDA area shall be plus or minus % inch.
2. Place subbase course or base course that exceeds 6 inches in
compacted thickness in layers of equal thickness, with no compacted
' layer more than 6 inches thick or less than 3 inches thick.
' 3. Compact subbase course and base course to required grades, lines,
cross sections
and thickness
,
.
3.16 FIELD QUALITY CONTROL
'
A. Testing Agency: Owner will engage a qualified geotechnical engineering testing
agency to perform tests and observations.
B
. Allow testing agency to observe and test subgrades and each fill or backfill layer.
Proceed with subsequent earth moving only after test results for previously
' completed work comply with requirements.
C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum
shall be performed to verify design bearing capacities. Subsequent verification
' and approval of other footing subgrades may be based on a visual comparison of
subgrade with tested subgrade when approved by Engineer.

1

D. When testing agency reports that subgrades, fills, or backfills have not achieved
degree of compaction specified, scarify and moisten or aerate, or remove and
replace soil materials to depth required; recompact and retest until specified
compaction is obtained.
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3.17 PROTECTION
A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and
erosion. Keep free of trash and debris.
B. Repair and reestablish grades to specified tolerances where completed or
partially completed surfaces become eroded, rutted, settled, or where they lose
compaction due to subsequent construction operations or weather conditions.
C. Where settling occurs before Project correction period elapses, remove finished
surfacing, backfill with additional soil material, compact, and reconstruct
surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match
adjacent work, and eliminate evidence of restoration to greatest extent
possible.
D. Where completed graded areas are disturbed by subsequent construction
operations or erosion, regrade to the required elevations and compact to the
required density prior to further construction. Work shall include repair and
reestablishment of grades in settled, eroded, and rutted areas.
E. The Contractor shall exercise care to assure that the landscaped and natural
areas shall not be contaminated with stone. Should these areas be
contaminated, the stone shall be removed to the satisfaction of the Engineer.
F. All costs associated with the repair of graded areas and subgrade due to
subsequent construction activities will be performed as part of the Base Bid, at
no additional cost to the Owner.
G. The Contractor shall be aware that based on the soil and groundwater conditions
on this project, non-traditional means and methods, to be solely selected by the
Contractor, may be required to make excavations, protect the subgrade, place
and compact fill and stone, and construct pavements.
3.18 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus satisfactory soil and waste materials, including unsatisfactory
soil, trash, and debris, and legally dispose of them off Owner's property.
B. Excess Material: Should excess suitable soil be available after finish grades
have been achieved, the Owner may elect the Contractor to place such excess
soil on site, as compacted fill. The Contractor will be required to place this soil at
no additional cost to the Owner, in an area designated by the Engineer, and shall
include such activities such as subgrade preparation, placement as compacted
fill, and permanent stabilization. Otherwise, the Contractor will be responsible for
disposing of this material legally off-site at his expense.
END OF SECTION 02300
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SECTION 02630 - STORM DRAINAGE
PART I -GENERAL
1.1 SUMMARY
A. Section Includes:
1. Channel drainage systems.
2. Catch basins.
3. Stormwater inlets.
4. Pipe outlets.
1.2 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Shop Drawings:
1. Manholes: Include plans, elevations, sections, details, frames, and
covers.
2. Catch basins and stormwater inlets. Include plans, elevations, sections,
details, frames, covers, and grates.
C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other
piping in same trench and clearances from storm drainage system piping.
Indicate interface and spatial relationship between manholes, piping, and
proximate structures.
D. Field quality-control reports.
1.3 STANDARDS
A. Products and methods of execution are specified by reference to North Carolina
State Department of Transportation and Highway Safety's "Standard
Specifications for Roads and Structures," latest edition. The abbreviation
NCDOT is used to designate this publication. Equivalent alternate products and
methods of execution as defined by the specifications. All methods and
substitutions must be approved by the Engineer.
B. All installation and material furnished shall be meet the requirements of the
above specifications.
1.4 PROJECT CONDITIONS
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' STORM DRAINAGE
' A. Interruption of Existing Storm Drainage Service: Do not interrupt service to
facilities occupied by Owner or others unless permitted under the following
' conditions and then only after arranging to provide temporary service according
to requirements indicated:
1. Notify Engineer no fewer than two days in advance of proposed
interruption of service.
2. Do not proceed with interruption of service without Engineer's written
' permission.
PART 2 - PRODUCTS
' 2.1 CATCH BASINS
' A. Standard Precast Concrete Catch Basins:
1. Description: ASTM C 478, precast, reinforced concrete, of depth
indicated, with provision for sealant joints.
' 2. Base Section: 6-inch minimum thickness for floor slab and 4-inch
minimum thickness for walls and base riser section, and separate base
' slab or base section with integral floor.
3. Riser Sections: 4-inch minimum thickness, 48-inch diameter, and lengths
' to provide depth indicated.
4. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top
' type is indicated. Top of cone of size that matches grade rings.
5. Joint Sealant: ASTM C 990, bitumen or butyl rubber.
' 6. Adjusting Rings: Interlocking rings with level or sloped edge in thickness
and shape matching catch basin frame and grate. Include sealant
recommended by ring manufacturer.
' 7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-
inch total thickness, that match 24-inch- diameter frame and grate.
8. Steps: Wide enough to allow worker to place both feet on one step and
designed to prevent lateral slippage off step. Cast or anchor steps into
' sidewalls at 12- to 16-inch intervals.
9. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe
connecting to base section.
B. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-
16, structural loading. Include flat grate with small square or short-slotted
' drainage openings.
1. Size: 24 by 24 inches minimum unless otherwise indicated.
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STORM DRAINAGE
' 2. Grate Free Area: Approximately 50 percent unless otherwise indicated.
' C. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-
16, structural loading. Include 24-inch ID by 7- to 9-inch riser with 4-inch
minimum width flange, and 26-inch- diameter flat grate with small square or
short-slotted drainage openings.
' 1. Grate Free Area: Approximately 50 percent unless otherwise indicated.
' 2.2 STORMWATER INLETS
A. Curb Inlets: Made with vertical curb opening, of materials and dimensions
' according to utility standards.
B. Gutter Inlets: Made with horizontal gutter opening, of materials and dimensions
according to utility standards. Include heavy-duty frames and grates.
C. Combination Inlets: Made with vertical curb and horizontal gutter openings, of
materials and dimensions according to utility standards. Include heavy-duty
' frames and grates.
D. Frames and Grates: Heavy duty, according to utility standards.
' 2.3 PIPE OUTLETS

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A. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to
NSSGA's "Quarried Stone for Erosion and Sediment Control."
1. Average Size: NSSGA No. R-3, screen opening 2 inches.
2. Average Size: NSSGA No. R-4, screen opening 3 inches.
3. Average Size: NSSGA No. R-5, screen opening 5 inches.
B. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment
Control," No. FS-2, No. 4 screen opening, average-size graded stone.
C. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and
Sediment Control," No. A-1, 3-ton average weight armor stone, unless otherwise
indicated.
PART 3 - EXECUTION
3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Division 2 Section
"Earthwork."
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STORM DRAINAGE
3.2 PIPING INSTALLATION
A. General Locations and Arrangements: Drawing plans and details indicate
general location and arrangement of underground storm drainage piping.
Location and arrangement of piping layout take into account design
considerations. Install piping as indicated, to extent practical. Where specific
installation is not indicated, follow piping manufacturer's written instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with
unbroken continuity of invert. Place bell ends of piping facing upstream. Install
gaskets, seals, sleeves, and couplings according to manufacturer's written
instructions for use of lubricants, cements, and other installation requirements.
C. When installing pipe under streets or other obstructions that cannot be disturbed,
use pipe-jacking process of microtunneling.
D. Install gravity-flow, nonpressure drainage piping according to the following:
1. Install piping pitched down in direction of flow.
3.3 CATCH BASIN INSTALLATION
A. Set frames and grates to elevations indicated.
3.4 STORMWATER INLET[ AND OUTLET] INSTALLATION
A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated.
B. Construct riprap of broken stone, as indicated.
C. Install outlets that spill onto grade, anchored with concrete, where indicated.
D. Install outlets that spill onto grade, with flared end sections that match pipe,
where indicated.
E. Construct energy dissipaters at outlets, as indicated.
END OF SECTION 02630
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SECTION 02920 - LAWNS AND GRASSES
PART 1 -GENERAL
1.1 SUMMARY
A. Section Includes:
1. Seeding.
2. Sodding.
1.2 DEFINITIONS
A. Duff Layer: The surface layer of native topsoil that is composed of mostly
decayed leaves, twigs, and detritus.
B. Finish Grade: Elevation of finished surface of planting soil.
C. Pesticide: A substance or mixture intended for preventing, destroying, repelling,
or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides,
rodenticides, and molluscicides. It also includes substances or mixtures intended
for use as a plant regulator, defoliant, or desiccant.
D. Pests: Living organisms that occur where they are not desired or that cause
damage to plants, animals, or people. These include insects, mites, grubs,
mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted
plants (weeds), fungi, bacteria, and viruses.
E. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-
place surface soil; imported topsoil; or manufactured topsoil that is modified with
soil amendments and perhaps fertilizers to produce a soil mixture best for plant
growth.
F. Subgrade: Surface or elevation of subsoil remaining after excavation is
complete, or top surface of a fill or backfill before planting soil is placed.
G. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the
lack of organic matter and soil organisms.
H. Surface Soil: Whatever soil is present at the top layer of the existing soil profile
at the Project site. In undisturbed areas, the surface soil is typically topsoil, but in
disturbed areas such as urban environments, the surface soil can be subsoil.
1.3 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Certification of grass seed.
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1.5

1. Certification of each seed mixture for trfgrass sod.
C. Product certificates.
QUALITY ASSURANCE
A. Installer's Field Supervision: Require Installer to maintain an experienced full-
time supervisor on Project site when work is in progress.
Pesticide Applicator: State licensed, commercial.
B. Soil Analysis: For each unamended soil type, furnish soil analysis and a written
report by a qualified soil-testing laboratory.
The soil-testing laboratory shall oversee soil sampling.
2. Report suitability of tested soil for turf growth.
a. State recommendations for nitrogen, phosphorus, and potash
nutrients and soil amendments to be added to produce
satisfactory planting soil suitable for healthy, viable plants.
b. Report presence of problem salts, minerals, or heavy metals; if
present, provide additional recommendations for corrective action.
DELIVERY, STORAGE, AND HANDLING
A. Seed and Other Packaged Materials: Deliver packaged materials in original,
unopened containers showing weight, certified analysis, name and address of
manufacturer, and indication of conformance with state and federal laws, as
applicable.
B. Sod: Harvest, deliver, store, and handle sod according to requirements in
"Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod
Transplanting and Installation" in TPI's "Guideline Specifications to Turfgrass
I Sodding." Deliver sod in time for planting within 24 hours of harvesting. Protect
sod from breakage and drying.
1.6

1

MAINTENANCE SERVICE
A. Initial Turf Maintenance Service: Provide full maintenance by skilled employees
of landscape Installer. Maintain as required in Part 3. Begin maintenance
immediately after each area is planted and continue until acceptable turf is
established but for not less than the following periods:
1. Seeded Turf: Substantial Completion.
a. When initial maintenance period has not elapsed before end of
planting season, or if turf is not fully established, continue
maintenance during next planting season.
2. Sodded Turf: Substantial Completion.
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LAWNS AND GRASSES
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LAWNS AND GRASSES
PART 2 - PRODUCTS
2.1 SEED
A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Journal
of Seed Technology; Rules for Testing Seeds" for purity and germination
tolerances.
B. Seed Species: State-certified seed of grass species as follows:
1. See Plans for approved seed mix references.
2.2 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80
percent calcium carbonate equivalent and as follows:
1. Class: T, with a minimum of 99 percent passing through No. 8 sieve and
a minimum of 75 percent passing through No. 60 sieve.
2. Class: O, with a minimum of 95 percent passing through No. 8 sieve and
a minimum of 55 percent passing through No. 60 sieve.
B. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, and
with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10
percent passing through No. 40 sieve.
C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron
and 10 percent sulfur.
D. Aluminum Sulfate: Commercial grade, unadulterated.
E. Perlite: Horticultural perlite, soil amendment grade.
F. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90
percent passing through No. 50 sieve.
G. Sand: Clean, washed, natural or manufactured, and free of toxic materials.
H. Diatomaceous Earth: Calcined, 90 percent silica, with approximately 140 percent
water absorption capacity by weight.
1. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by
weight.
2.3 ORGANIC SOIL AMENDMENTS

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' LAWNS AND GRASSES
A. Compost: Well-composted, stable, and weed-free organic matter, pH range of
5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing
' through 1-inch sieve; soluble salt content of 5 decisiemens/m; not exceeding 0.5
percent inert contaminants and free of substances toxic to plantings.
B. Sphagnum Peat: Partially decomposed sphagnum peat moss, finely divided or
' of granular texture, with a pH range of 3.4 to 4.8.
C. Muck Peat: Partially decomposed moss peat, native peat, or reed-sedge peat,
finely divided or of granular texture, with a pH range of 6 to 7.5, and having a
water-absorbing capacity of 1100 to 2000 percent.
' D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or
wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic
materials.
E. Manure: Well-rotted, unleached, stable or cattle manure containing not more
than 25 percent by volume of straw, sawdust, or other bedding materials; free of
toxic substances, stones, sticks, soil, weed seed, and material harmful to plant
' growth.
2.4 FERTILIZERS
A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character,
consisting of fast- and slow-release nitrogen, 50 percent derived from natural
organic sources of urea formaldehyde, phosphorous, and potassium in the
following composition:

1. Composition: 1 lb/1000 sq. ft. of actual nitrogen, 4 percent phosphorous,
and 2 percent potassium, by weight.
B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent
water-insoluble nitrogen, phosphorus, and potassium in the following
composition:
1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10
percent potassium, by weight.
2.5 MULCHES
A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed
straw of wheat, rye, oats, or barley.
B. Sphagnum Peat Mulch: Partially decomposed sphagnum peat moss, finely
divided or of granular texture, and with a pH range of 3.4 to 4.8.
C. Muck Peat Mulch: Partially decomposed moss peat, native peat, or reed-sedge
peat, finely divided or of granular texture, with a pH range of 6 to 7.5, and having
a water-absorbing capacity of 1100 to 2000 percent.
2.6 PESTICIDES
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October 27, 2011
LAWNS AND GRASSES
A. General: Pesticide, registered and approved by EPA, acceptable to authorities
having jurisdiction, and of type recommended by manufacturer for each specific
problem and as required for Project conditions and application. Do not use
restricted pesticides unless authorized in writing by authorities having jurisdiction.
PART 3 - EXECUTION
3.1 TURF AREA PREPARATION
A. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches.
' Remove stones larger than I inch in any dimension and sticks, roots, rubbish,
and other extraneous matter and legally dispose of them off Owner's property.
1. Apply fertilizer directly to subgrade before loosening.
2. Thoroughly blend planting soil off-site before spreading or spread topsoil,
apply soil amendments and fertilizer on surface, and thoroughly blend
' planting soil.
3. Spread topsoil planting soil to a depth approved by Owner but not less
' than required to meet finish grades after light rolling and natural
settlement. Do not spread if planting soil or subgrade is frozen, muddy,
or excessively wet.
' a. Reduce elevation of planting soil to allow for soil thickness of sod.
' B. Unchanged Subgrades: If turf is to be planted in areas unaltered or undisturbed
by excavating, grading, or surface-soil stripping operations, prepare surface soil
as follows:
1. Remove existing grass, vegetation, and turf. Do not mix into surface soil.
2. Loosen surface soil to a depth of at least 6 inches. Apply soil
' amendments and fertilizers according to planting soil mix proportions and
mix thoroughly into top 6 inches of soil. Till soil to a homogeneous
mixture of fine texture.
a. Apply fertilizer directly to surface soil before loosening.
' 3. Remove stones larger than I inch in any dimension and sticks, roots,
trash, and other extraneous matter.
4. Legally dispose of waste material, including grass, vegetation, and turf,
' off Owner's property.
C. Finish Grading: Grade planting areas to a smooth, uniform surface plane with
' loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish
elevation. Roll and rake, remove ridges, and fill depressions to meet finish
grades. Limit finish grading to areas that can be planted in the immediate future.
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LAWNS AND GRASSES
D. Moisten prepared area before planting if soil is dry. Water thoroughly and allow
surface to dry before planting. Do not create muddy soil.
' E. Before planting, obtain Engineer's acceptance of finish grading; restore planting
areas if eroded or otherwise disturbed after finish grading.
' 3.2 SEE DING
A. Do not broadcast or drop seed when wind velocity exceeds 5 mph. Evenly
' distribute seed by sowing equal quantities in two directions at right angles to
each other. Do not seed against existing trees. Limit extent of seed to outside
edge of planting saucer.
' B. Sow seed at a total rate indicated on the drawings.
C. Rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray.
D. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch.
Spread uniformly at a minimum rate of 2 tons/acre to form a continuous blanket
' 1-1/2 inches in loose thickness over seeded areas. Spread by hand, blower, or
other suitable equipment.
1. Anchor straw mulch by crimping into soil with suitable mechanical
equipment.
' E. Protect seeded areas from hot, dry weather or drying winds by applying compost
mulch within 24 hours after completing seeding operations. Soak areas, scatter
mulch uniformly to a thickness of 3/16 inch, and roll surface smooth.
3.3 TUR F MAINTENANCE
A. Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming,
replanting, and performing other operations as required to establish healthy,
viable turf. Roll, regrade, and replant bare or eroded areas and remulch to
produce a uniformly smooth turf. Provide materials and installation the same as
those used in the original installation.
B. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain
height appropriate for species without cutting more than 1/3 of grass height.
Remove no more than 1/3 of grass-leaf growth in initial or subsequent mowings.
C. Apply pesticides and other chemical products and biological control agents in
accordance with authorities having jurisdiction and manufacturer's written
recommendations. Coordinate applications with Owner's operations and others
in proximity to the Work. Notify Owner before each application is performed.
3.4 SATISFACTORY TURF
A. Turf installations shall meet the following criteria as determined by Engineer:
01517-0219 /Cat Office Building 02920 - 6 Lawns and Grasses
Caterpillar, Inc. October 27, 2011
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LAWNS AND GRASSES
1. Satisfactory Seeded Turf: At end of maintenance period, a healthy,
uniform, close stand of grass has been established, free of weeds and
surface irregularities, with coverage exceeding 95 percent. Bare spots
shall be scattered and not exceeding 6 by 6 inches in area.
B. Use specified materials to reestablish turf that does not comply with requirements
and continue maintenance until turf is satisfactory.
END OF SECTION 02920
01517-0219 / Cat Office Building 02920 - 7
Caterpillar, Inc.
Lawns and Grasses
October 27, 2011
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401 SUPPLEMENTAL STORMWATER NARRATIVE &
SUPPORTING CALCULATIONS

October 27, 2011
CATERPILLAR PRODUCT DEVELOPMENT CENTER
OFFICE BUIDLING AND SHOP
Clayton, Johnston County, North Carolina
Prepared for:
CATERPILLAR, INC.
Prepared By:
McKim & Creed, PA
1730 Varsity Drive
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
F1222
M&C Project No. 01517-0219

PROJECT DESCRIPITON
' The purpose of this project is to construct a 58,150 square foot Office Building and a 16,000
square foot prefabricated shop building for Caterpillar, Inc. This facility is designed to replace
the existing modular units that currently house Caterpillar's Product Development Center. The
' existing 164 space parking area will be expanded to 286 parking spaces. The expansion of the
parking area will be located in the area of the existing modular units.
This site currently has an approved stormwater management permit approval. This approval
included the approval of BMP #2. This BMP was never installed because the Office Building was
not constructed. For this submittal the calculations for BMP #2 have been revised to reflect this
construction. The revised calculations are included in this submittal.
' The third phase of the project will include construction of a Caterpillar corporate office building.
The building footprint will span approximately 31,800 sf and will be served by approximately 500
' parking spaces. Upon completion, the modular units will be removed.
' SITE DESCRIPTION
The existing site is a 245.5 acre tract located in Clayton, North Carolina. The northeastern
boundary of the site is formed by an approximate 3,000' frontage along the Neuse River. The
entire site drains directly to the Neuse River (WS-V; NSW)
The tract has elevations ranging from 320' MSL in the southwest portion of the site to 150' MSL
nearest to the Neuse River. The average slope over the site is around 4%, however several
localized areas have existing grades in excess of 20%.

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SOILS
According to the Johnston County Generalized Soil Survey, the majority of uplands within the site
are classified as Cecil sandy loam (Ce) and Pacolet loam (Pa). Interspersed within the uplands
are small pockets of Urdorthents loamy. Along the banks of the Neuse River are the frequently
flooded Wahadkee loam (Wt) and Chewacla loam (Ch). The following soil descriptions are
associated with the soils found on the site:
CeB - Cecil sandy loam at 2 to 6% slopes
CeC - Cecil sandy loam at 6 to 10% slopes
PaD - Pacolet loam at 10 to 15%
PaE - Pacolet loam at 15 to 25%
Ud - Urdorthents loamy
Wt - Wahadkee loam frequently flooded
Ch - Chewacla loam frequently flooded

STORMWATER IMPROVEMENTS
' This phase of the project will include construction of a permanent stormwater wet detention
pond, designed to attenuate the peak runoff rate for the 1-yr and 10-yr storm events, as well as
providing TSS and Nitrogen reduction per the Town of Clayton's standards. After completion of
this phase of construction, the pond will capture the impervious surfaces from the office building
and a portion of the prefabricated shop. The runoff from the office building will be captured in
swales and sent into the permanent natural draws that exist on the site.
MAINTENANCE
Caterpillar will be responsible for permanent maintenance operations on the site. Specific
' operation and maintenance schedules have been required for this project and are detailed in
the provided Operation and Maintenance Agreements.
IMPERVIOUS CALCULATIONS
IMPERVIOUS AREA BREAKD OWN
Area Description Total Impervious Area ac
Test Area - Phase 1
- Interior drives/loader ads/ho er charger area 4.89
- Future Gravel/Sand Areas 2.34
- Rear Drive to test area 0.41
Test Area - Phase 2A
- Interior Drives 2.19
- Oval Test Track (including future ravel areas 5.42
Deadman w/J-hook Area 0.41
Field Trench Test Area 1.09
Deadman "J-Hook" area 0.51
Covered Test/Machine Storage area 0.28
Demuck Area 1.15
NCDOT Road 1.06
Pre-En ineered Maintenance Building 0.09
Office Building 0.89
Prefabricated Shop Building and associated ad 0.73
Existing Parkin Area 1.98
Additional Parkin Area 1.28
Driveways to and around site 2.44
Total Impervious Acreage 27.16
Total Site Acreage 245.50
Total impervious % 11.06%

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MAPS

0

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1 BMP #2

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1
1
1
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1
1
1
1
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1
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i is
(new Subcat)
Subcat Reach on Link
2S
(new ubcat)
3P
(new Pond)
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Caterpillar Office Building
2011.10.04.BMP #2
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Paae 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
13.380 70 Woods, Good, HSG C (1 S, 2S)
2.357 74 >75% Grass cover, Good, HSG C (2S)
1.625 98 Paved parking & roofs (2S)
17.362 73 TOTAL AREA
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Caterpillar Office Building
2011.10.04.BMP #2
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 3
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3P 200.00 199.00 56.1 0.0178 0.013 18.0 0.0 0.0

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Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 4
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: (newSubcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>0.57"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=2.92 cfs 0.409 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>0.84"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=5.40 cfs 0.605 of
Pond 3P: (new Pond) Peak Elev=206.60' Storage=22,499 cf Inflow=5.40 cfs 0.605 of
Primary=0.15 cfs 0.088 of Secondary=0.00 cfs 0.000 of Outflow=0.15 cfs 0.088 of
Total Runoff Area = 17.362 ac Runoff Volume = 1.014 of Average Runoff Depth = 0.70"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD0 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 5
' Summary for Subcatchment 1 S: (new Subcat)
Runoff = 2.92 cfs @ 12.53 hrs, Volume= 0.409 af, Depth> 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr Rainfall=2.89"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
8.681 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total
Subcatchment 1 S: (new Subcat)
Hydrograph
' Runoff
3_ 2.92 cfs
Type 11 24-h r 1-Yr
Rainfall=2.89"
Runoff Area=8.681 ac
' 2 Runoff Volume=0.409 a
Runoff Depth>0.57"
' Flow Length=1,054'
LL
Tc=47.5 min
CN=70

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5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
' 2011.10.04. BM P #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: (new Subcat)
' Runoff = 5.40 cfs @ 12.39 hrs, Volume= 0.605 af, Depth> 0.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Yr Rainfall=2.89"
Area (ac) . CN Description
' 1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
' Tc
(min) Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total
1

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 7
Subcatchment 2S: (new Subcat)
Hydrograph
5.40 cfs
N
0
LL
2
1
Type 11 24-hr 1-Yr
Rainfall=2.89"
Runoff Area=8.681 ac
Runoff Volume=0.605 of
Runoff Depth>0.84"
Flow Length=1,376'
Tc=39.8 min
CN=76
Runoff
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 1l 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 3P: (new Pond)
Inflow Area 8.681 ac, 18.72% Impervious, Inflow Depth > 0.84" for 1-Yr event
Inflow 5.40 cfs @ 12.39 hrs, Volume= 0.605 of
Outflow = 0.15 cfs @ 20.00 hrs, Volume= 0.088 af, Atten= 97%, Lag= 456.3 min
Primary = 0.15 cfs @ 20.00 hrs, Volume= 0.088 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Peak Elev= 206.60'@ 20.00 hrs Surf.Area= 12,237 sf Storage= 22,499 cf
Plug-Flow detention time= 250.4 min calculated for 0.088 of (15% of inflow)
Center-of-Mass det. time= 145.5 min ( 979.0 - 833.5 )
Volume Invert Avail.Storage Storage Description
' #1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
' 207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
' 210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
' L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
' #2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
' #4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
' Primary OutFlow Max=0.15 cfs @ 20.00 hrs HW=206.60' (Free Discharge)
t- =Culvert (Passes 0.15 cfs of 20.57 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.83 fps)
' 3=Orifice/Grate ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 1-Yr Rainfall=2.89"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 9
Pond 3P: (new Pond)
Hydrograph
5.40 CfS 1 71 ¦ Inflow
Outflow
Inflow Area=8.681 ac Primary
? Secondary
Peak Elev=206.60'
1
5 Storage=22,499 cf
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Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 10
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (newSubcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>0.89"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=4.92 cfs 0.640 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>1.22"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=8.13 cfs 0.886 of
Pond 3P: (new Pond) Peak Elev=207.05' Storage=28,213 cf Inflow=8.13 cfs 0.886 of
Primary=0.66 cfs 0.246 of Secondary=0.00 cfs 0.000 of Outflow=0.66 cfs 0.246 of
Total Runoff Area = 17.362 ac Runoff Volume = 1.526 of Average Runoff Depth = 1.05"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 11
' Summary for Subcatchment 1S: (new Subcat)
' Runoff = 4.92 cfs @ 12.51 hrs, Volume= 0.640 af, Depth> 0.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Type II 24-hr 2-Yr Rainfall=3.50"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
' 8
681 100
00% Pervious Area
.
.
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
' Woodland Kv= 5.0 fps
47.5 1,054 Total
Subcatchment 1S: (new Subcat)
Hydrograph
4.92 cfs
5Type 1124-h r 2-Yr
Rainfall=3.50"
4 Runoff Area=8.681 ac
Runoff Volume=0.640 a
3Runoff Depth>0.89"
Flow Length=1,054'
2 Tc=47.5 min
CN=70
1
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Time (hours)
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Caterpillar Office Building
2011.10.04.BMP #2 Type// 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 2S: (new Subcat)
Runoff = 8.13 cfs @ 12.38 hrs, Volume= 0.886 af, Depth> 1.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Yr Rainfall=3.50"
Area (ac) CN Description
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total
l
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Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 0 2010 HydroCAD Software Solutions LLC Page 13
Subcatchment 2S: (new Subcat)
Hydrograph
8.13 cfs
8 Type 11 24-hr 2-Yr
Rainfall=3.50"
Runoff Area=8.681 ac
6Runoff Volume=0.886 of
5 Runoff Depth>1.22"
LL 4- Flow Length=1,376'
Tc=39.8 min
3
CN=76
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Runoff
' Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD8 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: (new Pond)
' Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 1.22" for 2-Yr event
Inflow 8.13 cfs @ 12.38 hrs, Volume= 0.886 of
Outflow = 0.66 cfs @ 15.29 hrs, Volume= 0.246 af, Atten= 92%, Lag= 174.3 min
' Primary = 0.66 cfs @ 15.29 hrs, Volume= 0.246 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
t Peak Elev= 207.05' @ 15.29 hrs Surf.Area= 12,862 sf Storage= 28,213 cf
Plug-Flow detention time= 263.8 min calculated for 0.246 of (28% of inflow)
Center-of-Mass det. time= 168.9 min ( 994.8 - 825.9 )
Volume Invert Avail.Storage Storage Description
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
' Elevation Surf.Area Perim. I
nc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
' 207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
' #2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
' #4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.62 cfs @ 15.29 hrs HW=207.05' (Free Discharge)
't-=culvert (Passes 0.62 cfs of 21.36 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.56 fps)
' 3=Orifice/Grate (Weir Controls 0.45 cfs @ 0.74 fps)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Caterpillar Office Building
2011.10.04.BMP #2 Type// 24-hr 2-Yr Rainfall=3.50"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 15
Pond 3P: (new Pond)
Hydrograph
¦ Inflow
8.13 cfs 'D Outflow
M Primary
Inflow Area=8.681 ac
Se ondary
9
Peak Elev=207.05'
3,e Storage=28,213 cf
7-
6-
5-
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2
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0.00 cfs
0.66 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
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Caterpillar Office Building
2011.10.04.BMP #2 Type// 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 16
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: (new Subcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>1.99"
Flow Length= 1,054' Tc=47.5 min CN=70 Runoff=11.79 cfs 1.439 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>2.49"
Flow Length= 1,376' Tc=39.8 min CN=76 Runoff=16.91 cfs 1.802 of
Pond 3P: (new Pond) Peak Elev=207.41' Storage=32,898 cf Inflow=16.91 cfs 1.802 of
Primary=10.42 cfs 1.156 of Secondary=0.00 cfs 0.000 of Outflow=10.42 cfs 1.156 of
Total Runoff Area = 17.362 ac Runoff Volume = 3.241 of Average Runoff Depth = 2.24"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac
L

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 17
' Summary for Subcatchment IS: (new Subcat)
' Runoff = 11.79 cfs @ 12.48 hrs, Volume= 1.439 af, Depth> 1.99"
Runoff by SCS T R-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Type II 24-hr 10-Yr Rainfall=5.24"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
' 681
8 100
00% Pervious Area
. .
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
' 11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total
Subcatchment 1S: (new Subcat)
Hydrograph
' 13" Runoff
11.79 cfs
12 Type II 24-hr 10-Yr
Rainfall=5.24"
,o
- Runoff Area=8.681 ac
9.
8 Runoff Volume=1.439 of
7 Runoff Depth>1.99"
' 6 Flow Length=1
054'
LL ,
5 Tc=47.5 min
' 4 CN=70
3
2
1
0 .. .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: (new Subcat)
Runoff = 16.91 cfs @ 12.37 hrs, Volume= 1.802 af, Depth> 2.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Yr Rainfall=5.24"
Area (ac) CN Description
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD89 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 19
Subcatchment 2S: (new Subcat)
Hydrograph
18
17
16
15.
14
13
12_
-- 11
10-
9-
EL u. 8
7--
6:
5
4
1 16.91 cfs I
Type II 24-hr 10-Yr
Rainfall=5.24"
Runoff Area=8.681 ac
Runoff Volume=1.802 of
Runoff Depth>2.49"
Flow Length=1,376'
Tc=39.8 min
CN=76
Runoff
1 1
0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Caterpillar Office Building
2011.10.04.BMP #2 Type // 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: (new Pond)
' Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 2.49" for 10-Yr event
Inflow 16.91 cfs @ 12.37 hrs, Volume= 1.802 of
Outflow = 10.42 cfs @ 12.70 hrs, Volume= 1.156 af, Atten= 38%, Lag= 19.7 min
Primary = 10.42 cfs @ 12.70 hrs, Volume= 1.156 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Peak Elev= 207.41' @ 12.70 hrs Surf.Area= 13,379 sf Storage= 32,898 cf
Plug-Flow detention time= 125.0 min calculated for 1.152 of (64% of inflow)
Center-of-Mass det. time= 56.0 min ( 867.7 - 811.6 )
Volume Invert Avail.Storage Storage Description
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
207.00 12,789 453.0 12,112 27,559 14,949
' 208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
' 210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
' L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet /Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
#2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Seconda ry 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Primary OutFlow Max=10.39 cfs @ 12.70 hrs HW=207.41' (Free Discharge)
't-1 =Culvert (Passes 10.39 cfs of 21.95 cfs potential flow)
N=Orifice/G r ate (Orifice Controls 0.18 cfs @ 8.09 fps)
=Orifice/Grate (Weir Controls 10.21 cfs @ 2.09 fps)
econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=204.50' (Free Discharge)
=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 10-Yr Rainfall=5.24"
Prepared by Microsoft Printed 10/26/2011
HydroCADS 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 21
Pond 3P: (new Pond)
Hydrograph
16.91 cfs ¦ inflow
L-7 Outflow
Inflow Area=8.681 ac Primary
¦ Secondary
18 Peak Elev=207.41'
17-
16-
Storage=32,898 cf
15
14
13
12 10.42 cfs
N 11
w
to
0 9
LL 8
6
00
6 7 8 9 10 11 12 13
Time (hours)
15 16 17 18 19 20
Li

1

1

Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 22
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: (newSubcat) Runoff Area=8.681 ac 0.00% Impervious Runoff Depth>4.16"
Flow Length=1,054' Tc=47.5 min CN=70 Runoff=24.95 cfs 3.007 of
Subcatchment2S: (new Subcat) Runoff Area=8.681 ac 18.72% Impervious Runoff Depth>4.84"
Flow Length=1,376' Tc=39.8 min CN=76 Runoff=32.69 cfs 3.504 of
Pond 3P: (new Pond) Peak Elev=208.16' Storage=43,308 cf Inflow=32.69 cfs 3.504 of
Primary=23.15 cfs 2.812 of Secondary=2.48 cfs 0.038 of Outflow=25.63 cfs 2.850 of
Total Runoff Area = 17.362 ac Runoff Volume = 6.511 of Average Runoff Depth = 4.50"
90.64% Pervious = 15.737 ac 9.36% Impervious = 1.625 ac

Caterpillar Office Building
' 2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 23
' Summary for Subcatchment 1 S: (new Subcat)
Runoff = 24.95 cfs @ 12.47 hrs, Volume= 3.007 af, Depth> 4.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr Rainfall=8.11"
Area (ac) CN Description
8.681 70 Woods, Good, HSG C
8.681 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total
Subcatchment 1S: (new Subcat)
Hydrograph
'
zs-
24.95 cfs Runoff
24 Type 11 24-hr 100-Yr
' 22 Rainfall=8.11"
2 Runoff Area=8.681 ac
18 Runoff Volume=3.007 of
16 Runoff Depth>4.16"
3 14
' 12 Flow Length=1,054'
10 Tc=47.5 min
8 CN=70
' 4
2_.
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 100-Yr Rainfall=8.11 "
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 2S: (new Subcat)
Runoff = 32.69 cfs @ 12.36 hrs, Volume= 3.504 af, Depth> 4.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Yr Rainfall=8.11"
Area (ac) CN Description
1.625 98 Paved parking & roofs
4.699 70 Woods, Good, HSG C
2.357 74 >75% Grass cover, Good, HSG C
8.681 76 Weighted Average
7.056 81.28% Pervious Area
1.625 18.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
33.5 120 0.0340 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
0.1 43 0.3300 9.25 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.4 900 0.0450 3.42 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.8 313 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
39.8 1,376 Total
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Caterpillar Office Building
2011.10.04.BMP #2 Type 1124-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 25
Subcatchment 2S: (new Subcat)
Hydrograph
36
34
32
30
28
26
24
22
20
18
0
E 16
14
12
10
32.69 cfs
Type II 24-hr 100-Yr
Rainfall=8.11"
Runoff Area=8.681 ac
Runoff Volume=3.504 of
Runoff Depth>4.84"
Flow Length=1,376'
Tc=39.8 min
CN=76
Runoff
0ji
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11 "
Prepared by Microsoft Printed 10/26/2011
HydroCADO 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 26
' Summary for Pond 3P: (new Pond)
' Inflow Area = 8.681 ac, 18.72% Impervious, Inflow Depth > 4.84" for 100-Yr event
Inflow 32.69 cfs @ 12.36 hrs, Volume= 3.504 of
Outflow = 25.63 cfs @ 12.57 hrs, Volume= 2.850 af, Atten= 22%, Lag= 12.8 min
' Primary = 23.15 cfs @ 12.57 hrs, Volume= 2.812 of
Secondary = 2.48 cfs @ 12.57 hrs, Volume= 0.038 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
' Peak Elev= 208.16' @ 12.57 hrs Surf.Area= 14,509 sf Storage= 43,308 cf
Plug-Flow detention time= 83.3 min calculated for 2.850 of (81% of inflow)
Center-of-Mass det. time= 33.7 min ( 831.1 - 797.4 )
Volume Invert Avail.Storage Storage Description
#1 204.50' 72,896 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum. Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
204.50 8,320 350.9 0 0 8,320
205.00 10,210 394.5 4,624 4,624 10,913
206.00 11,447 420.3 10,823 15,447 12,635
207.00 12,789 453.0 12,112 27,559 14,949
208.00 14,259 493.2 13,517 41,076 18,012
209.00 15,910 550.1 15,077 56,153 22,765
210.00 17,589 568.9 16,742 72,896 24,530
Device Routing Invert Outlet Devices
#1 Primary 200.00' 18.0" Round Culvert
L= 56.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 200.00'/ 199.00' S=0.0178'/' Cc= 0.900
n= 0.013
#2 Device 1 204.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 207.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
' #4 Secondary 208.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
' Primary OutFlow Max=23.15 cfs @ 12.57 hrs HW=208.15' (Free Discharge)
t F Culvert (Inlet Controls 23.15 cfs @ 13.10 fps)
2=Orifice/Grate (Passes < 0.20 cfs potential flow)
3=Orifice/Grate (Passes < 46.49 cfs potential flow)
econdary OutFlow Max=2.35 cfs @ 12.57 hrs HW=208.15' (Free Discharge)
=Broad-Crested Rectangular Weir (Weir Controls 2.35 cfs @ 1.04 fps)
Caterpillar Office Building
2011.10.04.BMP #2 Type 11 24-hr 100-Yr Rainfall=8.11"
Prepared by Microsoft Printed 10/26/2011
HydroCADS 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 27
Pond 3P: (new Pond)
Hydrograph
¦ Inflow
11 Outflow
Primary
Secondary
N
V
3
O
LL
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1

I
C'

u
1

? DWQ SUPPLEMENT
1
' Permit No.
(to be provided by DWQ)

??? OF W ATF9
O? ?G
r
' WDENR o

STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lllJ must be printed, felled out and submitted along with all of the required information.

' L PROJECT INFORMATION
Project name Caterpillar Product Development Center
Contact person Don Bataille, McKim & Creed
' Phone number [phone]
Date 27-Oct-11
Drainage area number 1

' II.'DESIGN INFORMATION
Site Characteristics
Drainage area 378,144 ft2
Impervious area, post-development 70,785 fe
' % impervious 18,72 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
' Minimum volume required 6,885 ft3 OK
Volume provided 7,222 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
' 1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 2.9 in
Rational C, pre-development 0.70 (unitless)
' Rational C, post-development 0.83 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr OK
Pre-development 1-yr, 24-hr peak flow 2.92 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.15 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -2.77 ft3/sec
Elevations
Temporary pool elevation 210.00 fmsl
Permanent pool elevation 204.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 205.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 204.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond) 198.00 fmsl
' Sediment cleanout, bottom elevation 196.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment storage provided 2.00 ft
Is there additional volume stored above the state-required temp. pool? N (Y or N)
' Elevation of the top of the additional volume 210.0 fmsl OK
' Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
I Permit No.
(to be provided by DWQ)
n

u
1

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 8,320 ft2
Area REQUIRED, permanent pool 2,231 ft2
SAIDA ratio 0.59 (unitless)
Area PROVIDED, permanent pool, Aperm_poo, 8,320 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 6,640 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 2,095 ft2
Volumes
Volume, temporary pool
Volume, permanent pool, Vperrnyoa
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VP,.-P.,
Area provided, permanent pool, Apes,-pool
Average depth calculated
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, APerm_Poo,
Area, bottom of 1 Oft vegetated shelf, Abot Shen
Area, sediment cleanout, top elevation (bottom of pond), Abot pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
' Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
' Coefficient of discharge (Cc)
Driving head (Ho)
Drawdown through weir?
Weir type
' Coefficient of discharge (CH,)
Length of weir (L)
Driving head (H)
' Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
. Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
' Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
' Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
7,222 ft3 OK
28,833 ft3
5,811 ft3
20.2% % OK
90 %
N (Y or N)
Y (Y or N)
0.59 (unitless)
Y (Y or N)
28,833 ft3
8,320 ft2
3.47 ft OK
3.5 ft OK
(Y or N)
8,320 ft2
6,640 ft'
2,095 ft2
6.00 ft
ft
ft
Y (Y or N)
2.00 in
in2
0.60 (unitless)
2.50 ft
(Y or N)
(unitless)
(unitless)
ft
ft
2.92 ft3/sec
0.15 ft3/sec
0.07 ft3/sec
3.66 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 It OK
3 :1 OK
1.5 :1 OK
Y (Y or N) OK
2.0 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Parts 1. & II. Design Summary, Page 2 of 2

1
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SWALE
CALCULATION
SUMMARY
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FAIRCLOTH SKIMMER
SIZING GUIDELINES

Determining the Skimmer Size
and the Required Orifice
for the
FaftkMft Aftmer Surface Drain
' November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
' and not specify which size skimmer is required. Please use the
information below to choose the size skimmer required for the basin
volume provided and determine the orifice size required for the drawdown
' time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
The size of a Faircloth Skimmere, for example a 4" skimmer, refers to the maximum diameter of
' the skimmer inlet. The inlet on each of the 8 sizes offered can be reduced to adjust the flow rate
by cutting a hole or orifice in a plug using an adjustable cutter (both supplied).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
' The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 39,000 cubic feet and it must be drained in 3 days. The 3"
' skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
November 6, 2007 1
to be reduced using step 2 to adjust the flow rate for the basin's volume. (it needs a 3.2"
diameter orifice.)

1%" skimmer: 1,728 cubic feet in 24 hours
with a 1'/z" head 3,456 cubic feet in 2 days
5,184 cubic feet in 3 days
2" skimmer: 3,283 cubic feet in 24 hours
with a 2" head 6,566 cubic feet in 2 days
9,849 cubic feet in 3 days
6,912 cubic feet in 4 days
12,096 cubic feet in 7 days
13,132 cubic feet in 4 days
22,982 cubic feet in 7 days
1

1

2%" skimmer: 6,234 cubic feet in 24 hours
with a 2.5" head 12,468 cubic feet in 2 days
Revised 11-6-07 18,702 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours
with a 3" head 19,547 cubic feet in 2 days
29,322 cubic feet in 3 days
4" skimmer: 20,109 cubic feet in 24 hours
with a 4" head 40,218 cubic feet in 2 days
Revised 11-6-07 60,327 cubic feet in 3 days
5" skimmer: 32,832 cubic feet in 24 hours
with a 4" head 65,664 cubic feet in 2 days
98,496 cubic feet in 3 days
6" skimmer: 51,840 cubic feet in 24 hours
with a 5" head 103,680 cubic feet in 2 days
155,520 cubic feet in 3 days
24,936 cubic feet in 4 days
43,638 cubic feet in 7 days
39,096 cubic feet in 4 days
68,415 cubic feet in 7 days
80,436 cubic feet in 4 days
140,763 cubic feet in 7 days
131,328 cubic feet in 4 days
229,824 cubic feet in 7 days
207,360 cubic feet in 4 days
362,880 cubic feet in 7 days
8" skimmer: 97,978 cubic feet in 24 hours 391,912 cubic feet in 4 days
with a 6" head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
CUSTOM 293,934 cubic feet in 3 days
MADE BY ORDER CALL!
Determining the Orifice

1

1
P
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume T factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= Tr rz and solving for r, r = (Area/3.14) The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
November 6, 2007 2
' feet = 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area = ir
r2 and solving for r, r = (8.12 / 3.14) and r = 1.61". As a practical matter 1.6" is about as close
I as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
' for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
' 1V skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
' 2%" skimmer:
Revised 11-6-07 1,270
2,540 to drain in 24 hours
to drain in 2 days 5,080 to drain in 4 days
8,890 to drain in 7 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
' "
4
skimmer: 1,601 to drain in 24 hours 6,404 to drain in 4 days
Revised 11-6-07 3,202 to drain in 2 days 11,207 to drain in 7 days
4,803 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
' 3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
' 6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
' 5,961 to drain in 3 days
' J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
t Orifice sizing Revised 2-2-01; 3-3-05; 2-1-07; 11-6-07
' November 6, 2007 3

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SECTION 02230 - SITE CLEARING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Protecting existing vegetation to remain.
2. Removing existing vegetation.
3. Clearing and grubbing.
4. Stripping and stockpiling topsoil.
5. Removing above- and below-grade site improvements.
6. Disconnecting, capping or sealing site utilities.
7. Temporary erosion- and sedimentation-control measures.
1.2 MATERIAL OWNERSHIP
A. Except for stripped topsoil and other materials indicated to be stockpiled or
otherwise remain Owner's property, cleared materials shall become Contractor's
property and shall be removed from Project site.
1.3 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other
adjacent occupied or used facilities during site-clearing operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or
used facilities without permission from Owner and authorities having
jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if
required by Owner or authorities having jurisdiction.
B. Salvable Improvements: Carefully remove items indicated to be salvaged and
store on Owner's premises at a location approved by the Owner.
C. Utility Locator Service: Notify utility locator service for area where Project is
located before site clearing.
D. Do not commence site clearing operations until temporary erosion- and
sedimentation-control measures are in place.
E. The following practices are prohibited within protection zones:
1. Storage of construction materials, debris, or excavated material.
01517-0219 / Cat Office Building 02230 - 1 SITE CLEARING
Caterpillar, Inc October 27, 2011
SITE CLEARING
2. Parking vehicles or equipment.
3. Foot traffic.
4. Erection of sheds or structures.
5. Impoundment of water.
6. Excavation or other digging unless otherwise indicated.
7. Attachment of signs to or wrapping materials around trees or plants
unless otherwise indicated.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Satisfactory Soil Material: Requirements for satisfactory soil material shall be
specified by geotechnical engineer.
1. Obtain approved borrow soil material off-site when satisfactory soil
material is not available on-site.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance
during construction.
B. Locate and clearly identify trees, shrubs, and other vegetation to remain or to be
relocated.
C. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable
to Owner.
3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL
A. Provide temporary erosion- and sedimentation-control measures to prevent soil
erosion and discharge of soil-bearing water runoff or airborne dust to adjacent
properties and walkways, according to erosion and sedimentation-control
Drawings and requirements of authorities having jurisdiction.
B. Verify that flows of water redirected from construction areas or generated by
construction activity do not enter or cross protection zones.
C. Inspect, maintain, and repair erosion and sedimentation-control measures during
construction until permanent vegetation has been established.
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I SITE CLEARING
D. Remove erosion and sedimentation controls and restore and stabilize areas
disturbed during removal.
3.3 TREE AND PLANT PROTECTION
A. Repair or replace trees, shrubs, and other vegetation indicated to remain or be
relocated that are damaged by construction operations, in a manner approved by
Engineer.
B. Any vegetation designated to remain which is damaged by construction work
shall be replaced with new vegetation of the same kind by the contractor
responsible for such damage.
3.4 EXISTING UTILITIES
A. Locate, identify, disconnect, and seal or cap utilities indicated to be removed or
abandoned in place.
1. Arrange with utility companies to shut off indicated utilities
B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied
by Owner or others unless permitted under the following conditions and then only
after arranging to provide temporary utility services according to requirements
indicated:
I1. Notify Engineer not less than two days in advance of proposed utility
interruptions.
2. Do not proceed with utility interruptions without Engineer's written
permission.
C. Removal of underground utilities is included in Division 2 Sections.
3.5 CLEARING AND GRUBBING
A. Remove obstructions, trees, shrubs, and other vegetation to permit installation of
new construction.
' 1. Remove stumps in their entirety. Remove roots, obstructions, and debris
to a depth of 18 inches below exposed subgrade.
' 2. Loose sticks, roots, branches, or other debris shall not be left on the site.
The Contractor shall avoid the admixture of foreign matter to the topsoil.
3. If applicable, remove downed timber and associated limbs.
4. Use only hand methods for within protection grubbing zones.
B. Fill depressions caused by clearing and grubbing operations with satisfactory soil
material unless further excavation or earthwork is indicated.
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1. Place fill material in horizontal layers not exceeding a loose depth of 8
inches, and compact each layer to a density equal to adjacent original
ground.
3.6 TOPSOIL STRIPPING
A. If applicable, remove sod and grass before stripping topsoil.
B. Strip topsoil in its entirety, regardless of depth, in a manner to prevent
intermingling with underlying subsoil or other waste materials. It should be noted
that the Contractor shall not rely on the "estimated" depth of topsoil as indicated
in the subsurface exploration report for the depth to be stripped, but shall be
required to strip the topsoil to whatever depth encountered as part of the Base
Bid, without consideration of additional costs.
C. Topsoil shall be generally defined as soils with more than 3% organics. The
Owner's ITL shall be the sole judge of whether or not the material to be stripped
is considered to be topsoil, regardless of the general definition above.
D. Stockpile topsoil away from edge of excavations without intermixing with subsoil.
Grade and shape stockpiles to drain surface water. Cover to prevent windblown
dust and erosion by water. Topsoil stockpiles shall be located as to prevent
interference with any phase of the work. Should the location of the topsoil
stockpile (Temporary or Permanent) as shown on the drawings interfere with any
phase of the work, Contractor shall notify Engineer of an alternate location for the
placement of this stockpile. Contractor shall not be entitled to additional cost to
relocate stockpile at any time throughout the project. These costs shall be
included in the Base Bid.
E. Stockpiles shall be "smoothly" and "naturally" shaped with no slopes exceeding
4:1. Top shall be crowned to ensure positive drainage.
3.7 SITE IMPROVEMENTS
A. Remove existing above- and below-grade improvements as indicated and
necessary to facilitate new construction.
3.8 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Owner shall have the option of allowing the Contractor to dispose of surplus soil
material and unsuitable topsoil on-site in an area approved by the Owner at no
additional cost to the Owner. These areas shall be seeded in requirements with
the Division Two specifications. If required, additional sedimentation and erosion
control devices may have to be installed in these areas at no cost to the Owner.
Otherwise, this material shall be disposed off-site in accordance with the
requirements of the Authorities Having Jurisdiction.
B. Obstructions, demolished materials, and waste materials including trash and
debris, shall be legally disposed off-site.
SITE CLEARING
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SITE CLEARING
October 27, 2011
SITE CLEARING
C. Separate recyclable materials produced during site clearing from other
nonrecyclable materials. Store or stockpile without intermixing with other
materials and transport them to recycling facilities. Do not interfere with other
Project work.
D. Burning of materials is prohibited.
END OF SECTION 02230
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SECTION 02250 - EROSION AND SEDIMENTATION CONTROLS
PART 1 - GENERAL
' 1.1 SUMMARY
A. This Section includes the following: Soil Erosion and sedimentation control for all areas
' of the site that are graded or disturbed by any construction operations and elsewhere as
indicated on the Drawings or specified herein. Erosion control shall be as specified
herein and as may be required by actual conditions and governing authorities.
B. The Contractor is fully responsible for all applicable permits and approvals for off-site
borrow and waste areas.
C. The Contractor shall have full responsibility for the construction and maintenance of
erosion control and sedimentation control facilities as shown on the Drawings and as
' specified herein. The Contractor shall at all times provide the operation and
maintenance necessary to operate the permitted sediment and erosion controls at
optimum efficiency.
' D. The Contractor shall provide permanent or temporary ground cover as soon as possible
over disturbed areas of the site, and shall provide permanent or temporary ground cover
in no more than 30 days after construction activities have permanently or temporarily
' ceased over the disturbed area. Temporary or permanent ground cover shall be
provided on slopes within 15 days after construction activities have permanently or
temporarily ceased.
' 1.2 PRODUCT HANDLING
' A. Deliver seed, fertilizer and other packaged material in unopened original packages with
labels legible and intact. Seed packages shall bear a guaranteed analysis by a
recognized authority.
' B. On-site storage of materials shall be kept to a minimum. Wet or damaged seed or other
material shall be removed from the project immediately.
' 1.3 MONITORING AND RECORD KEEPING
A. All sediment and erosion control devices and facilities shall be inspected at least once
every seven (7) calendar days or within 24 hours after any storm event of greater than
0.5 inches of rain per 24 hour period.
' B. Stormwater discharges shall be inspected by observation for stormwater discharge
characteristics (as listed below) at the above frequency to evaluate the effectiveness of
the sediment control facilities, devices or practices. Observations shall be made at all
' stormwater discharge outfalls and other locations were concentrated stormwater
discharges from the site. Observations shall be qualitative, no analytical testing or
sampling is required. If any visible off-site sedimentation is leaving the site, corrective
' action shall be taken to reduce the discharge of sediments.
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' Caterpillar, Inc. October 27, 2011
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EROSION AND SEDIMENTATION CONTROLS
1. Color
2. Odor
3. Clarity
4. Floating solids
5. Suspended solids
6. Foam
7. Oil sheen
8. Other obvious indicators of stormwater pollution
C. The contractor shall perform and keep records of the above inspections. Visible
sedimentation found off the site shall be recorded with an explanation of the measures
taken to prevent future release as well as any measures taken to clean up the sediment
that has left the site. This record shall be made available to the Owner, Designer, and
governmental authorities.
PART 2 - PRODUCTS
2.1
' A.

2.2

SOIL AMMENDMENTS AND SEED
Refer to Construction Drawings
MISCELLANEOUS
A. Gravel for stone filters: Washed No. 57 stone or as indicated on the drawings.
B. Silt Fabric: A synthetic filter fabric or a previous sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or supplier as
conforming to the following requirements.
1. Filtering efficiency: 85% min.
2. Tensile Strength at 20% (max.) elongation: 301b./lin in (min.)
3. Slurry Flow Rate: 0.3 gal/sq-ft/min. (min.)
4. Fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum
of six months of expected useable construction life.
C. Filter Fabric (for installation under riprap): Woven geotextile fabric, apparent opening
' size no larger than US Standard Sieve No. 70, min. grad strength of 120lbs.
2.3 CHANNEL AND SLOPE PROTECTION
' A. Jute Netting: Provide heavy, uniform; woven of single jute yarn. Install netting over
straw mulch and anchor according to manufacturer's recommendations.
B. Manufactured Mats and Blankets: Erosion Control Blankets shall be a machine-
produced mat of agricultural straw, a straw and coconut fiber combination, or curled
' wood fiber (excelsior) as specified below or on the drawings. The blanket shall be of
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EROSION AND SEDIMENTATION CONTROLS
consistent thickness with the fiber evenly distributed over the entire area of the mat. The
blanket shall be covered with a photo degradable plastic netting secured to the fiber mat.
Erosion control blanket shall have the following properties:
1. Straw Mat:
a. Straw: 100% (.50lb/sq. yd.).
b. Netting: Top side only, photo degradable, approx. '/2" x '/2" mesh
(1.64lb/1000 sq. ft.).
C. Thread: Cotton.
2. Excelsior Mat:
a. Fiber: Curled wood excelsior of 80% six inch or longer fiber length with a
consistent width of fibers evenly distributed throughout the mat. Mat shall
be smolder resistant with no chemical additives.
b. Top and Bottom Netting: Photo degradable extruded plastic netting with
maximum mesh size of %" x %".
3. Synthetic Mat:
a. Fiber: UV stabilized polypropylene fiber matrix (0.7lbs./sq. yd.).
b. Top Netting: Extra heavyweight UV stabilized polypropylene (5lbs/1000
sq. ft. approx. weight).
C. Bottom Netting: Heavyweight UV stabilized polypropylene (3lbs/1000 sq.
ft. approx. weight).
4. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 6" long legs. 1.75
staples per square yard of matting minimum.
2.4 RIPRAP
A. Riprap: Provide riprap of the class and quantity indicated on the Drawings. While no
specific gradation is required, the various sizes of the stone shall be equally distributed
within the required size range. The size of an individual stone shall be determined by
measuring its long dimension. Stone shall meet the requirement of the following table
for class and size distribution. No more than 5% of the material furnished can be less
than the minimum size specified nor no more than 10% of the material can exceed the
maximum size specified.
IREQUIRED STONE SIZES - INCHES I
CLASS MINIMUM MIDRANGE MAXIMUM
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
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EROSION AND SEDIMENTATION CONTROLS
PART 3 - EXECUTION
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GENERAL
Existing Structures and Facilities
shall be constructed as required during the construction.
5. All facilities installed shall be maintained continuously during construction until
the disturbed areas are stabilized. Contractor shall remove all erosion control
measures at the end of the project at his expense unless otherwise directed by
the Owner or his representative.
6. Perform monitoring and record keeping as specified in this section.
1. Existing structures, facilities, and water courses shall be protected from
sedimentation.
2. The Contractor shall be responsible for the construction of necessary measures,
and all costs shall be at the expense of the Contractor.
3. Items to be protected from sedimentation deposits shall include, but are not
limited to, all down stream property, natural waterways, streams, lakes and
ponds, catch basins, drainage ditches, road gutters, and natural buffer zones.
4. Control measures such as the erection of silt fences, barriers, dams, or other
structures shall begin prior to any land disturbing activity. Additional measures
PROTECTIVE MEASURES
Protective measures shall conform to all State and Local requirements.
A
Construction and maintenance of sediment and erosion control measures shall be in
accordance with all applicable laws, codes, ordinances, rules and regulations.
B
1. Silt Fence: Hog wire or wire mesh fastened to posts as recommended by the
Manufacturer, and covered with silt fabric.
2. Berms and Diversion Ditches: These shall be graded channels with a supporting
ridge on the lower side constructed across a sloping land surface. Diversion
ditches and berms shall be planted in vegetative cover as soon as completed.
3. Mulching: Mulching shall be used to prevent erosion and to hold soil and seed in
place during establishment of vegetation.
4. Matting: Temporary matting shall be used for temporary stabilization during the
established of seeded cover in all grassed ditches, channels, long slopes, and
steep banks (6:1 or greater) as indicated on plans. Matting shall be installed on
any area on site as needed to provide temporary stabilization whether or not
matting is indicated on the plan.
5. Build Berms, Pits and Gravel Filter as shown on Drawings. Maintain during
construction to keep erosion and sedimentation to a minimum. When is
necessary to remove berm, pits and gravel, return to area to required profiles and
condition.
6. Construction Entrances: Construct all entrances in accordance with plans.
Maintain all ingress/egress points to prevent tracking of soil onto the Owner's.
public or private roads. Any soil that is tracked onto the roads shall be removed
immediately.
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EROSION AND SEDIMENTATION CONTROLS
7. Riprap: Stone shall be graded so that the smaller stones are uniformly
distributed throughout the mass. Stone may be placed by mechanical methods,
augmented by hand placing where necessary, provided that when the riprap is
completed it forms a properly graded, dense, neat layer of stone.
8. Other Measures: Other methods of protecting existing structures and facilities,
such as vegetative filter strips, diversions, riprap, baffle boards, and ditch checks
used for reduction of sediment movement and erosion, may be used at the option
of the Contractor when approved by the appropriate State or Local authorities.
1 3.3 STABILIZATION
A. Permanently protect stabilized areas prior to the removal of protective devices.

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B. After the final establishment of permanent stabilization, remove temporary sediment
control measures. Respread accumulated sediments as specified.
C. Permanently stabilize all areas disturbed by the removal and re-spreading operations
immediately.
3.4 TEMPORARY SEEDING
A. In accordance with the schedule as detailed on the drawings.
3.5 PERMANENT SEEDING
A. In accordance with the schedule as detailed on the drawings.
A. Apply mulch or matting to retain soil and grass.
3.6 MULCHING AND MATTING
B. Mulch areas with slope greater than 5% by spreading a light cover of mulch over seeded
area at the rate of not less than 85lbs. per 1000 sq. ft.
C. Install temporary matting in all grassed ditches, channels, long slopes, and steep banks
(6:1 or greater) and other areas indicated on plans or where extra protection from
erosion is needed.
END OF SECTION
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SECTION 02300 - EARTHWORK
PART I -GENERAL
1.1 SUMMARY
A. Section Includes:
1. Preparing subgrades for site improvements.
2. Excavating and backfilling for buildings and structures.
3. Drainage course for concrete slabs-on-grade.
4. Subbase course for concrete walks and pavements.
5. Subbase course and base course for asphalt paving.
6. Excavating and backfilling for utility trenches.
1.2 DEFINITIONS
A. Backfill: Soil material used to fill an excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including
haunches to support sides of pipe.
2. Final Backfill: Backfill placed over initial backfill to fill a trench.
B. Base Course: Aggregate layer placed between the subbase course and hot-mix
asphalt paving.
C. Bedding Course: Aggregate layer placed over the excavated subgrade in a
trench before laying pipe.
D. Off-Site Borrow Soil: Satisfactory soil imported from off-site for use as fill or
backfill. Borrow should consists of soils with less than 3% organics, have a
maximum particle size of 3 inches, a standard Proctor maximum dry unit weight
greater than 90 pounds per cubic foot, plasticity index of less than 20 percent,
and liquid limit less than 50%.
E. Drainage Course: Aggregate layer supporting the slab-on-grade that also
minimizes upward capillary flow of pore water.
F. Excavation: Removal of material encountered above subgrade elevations and to
lines and dimensions indicated.
1. Authorized Additional Excavation: Excavation below subgrade elevations
or beyond indicated lines and dimensions as directed by Engineer.
Authorized additional excavation and replacement material will be paid for
according to Contract provisions.
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RTHWORK
E
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2. Unauthorized Excavation: Excavation below subgrade elevations or
beyond indicated lines and dimensions without direction by Engineer.
Unauthorized excavation, as well as remedial work directed by Engineer,
shall be without additional compensation.
G. Fill: Soil materials used to raise existing grades.

H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,
mechanical and electrical appurtenances, or other man-made stationary features
' constructed above or below the ground surface.
1. Subbase Course: Aggregate layer placed between the subgrade and base
course for hot-mix asphalt pavement, or aggregate layer placed between the
' subgrade and a cement concrete pavement or a cement concrete or hot-mix
asphalt walk.
J. Subgrade: Uppermost surface of an excavation or the top surface of a fill or
backfill immediately below subbase, drainage fill, drainage course, or topsoil

' materials.
K. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as
underground services within buildings.
1
3 QUA LITY ASSURANCE
.
A. Preexcavation Conference: Conduct conference prior to work in accordance with
the Division One specifications.
' B. Codes and Standards: Perform excavation and grading work in compliance with
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C. Testing and Inspection Service: The Owner will engage the services of an
Independent Testing Laboratory (ITL), under the direct supervision of a
Geotechnical Engineer, to provide testing of soil materials proposed for use in
the work and field testing facilities for quality control during excavation and fill
operations.
D. Tests for Proposed Soil Materials

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1. Test soil materials proposed for use in the work and promptly submit test
result reports.
2. Provide one optimum moisture-maximum density curve for each type of
soil encountered in subgrade and fills under paved areas. Determine
maximum densities and optimum moisture contents in accordance with
ASTM D-698.
3. For off-site borrow materials, perform a mechanical analysis (ASTM D-
421), plasticity index (ASTM 4318), and moisture-density curve (ASTM D-
698).
E. Field Density Determinations: The actual number of field density test shall be
determined by the ITL's Geotechnical Engineer to ensure proper compaction of
the material.
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Earthwork
October 27, 2011
' EARTHWORK
1. All fill shall be in accordance with the typical sections as shown on the
construction drawings for the roads and building areas.
2. Field density tests shall be performed by ASTM D-1566 (Sand Cone
Density Method), ASTM D-2937 (Drive Cylinder Method) or in accordance
with ASTM D-2922 (Nuclear Density Gage).
F. Lime Amendment: The ITL shall be present to confirm the following:
1. Amount of lime spread
2. Lime hydration is consistent throughout treated layer
3. Thickness of lime stabilized layer
4. Compaction of lime stabilized layer
5. Curing of lime stabilized layer
1 1.4 PROJECT CONDITIONS
A. Utility Locator Service: Notify utility locator service for area where Project is
located before beginning earth moving operations.
B. Do not commence earth moving operations until sedimentation and erosion
control measures and plant-protection measures specified in Division 2 Sections
and on the plans are in place.
1.5 EXISTING CONDITIONS
A. Site Information: The data shown on the drawing was taken from a topographical
' survey as prepared by the Owner. It is expressly understood that the Owner will
not be responsible for interpretations or conclusions drawn there from by the
Contractor. A subsurface exploration was performed on this site and is available
for information only. The opinions expressed in this report are those of the
geotechnical engineer and represent interpretations of soil conditions, tests, and
results of analysis conducted by the geotechnical engineer. All excavation is
unclassified unless noted otherwise. Additional test borings and other
' exploratory operations may be made by the Contractor at no cost to the Owner.
B. Acceptance: Contractor is required to accept actual conditions at site and do
work specified without additional compensation for possible variation from grades
and conditions shown, whether surface or subsurface. All grading work shall be
unclassified, except when a determination is made by the geotechnical engineer
' that the material is unsuitable.
' PART 2 - PRODUCTS
2.1 SOIL MATERIALS

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A. General: The Contractor shall be responsible for balancing the site as part of the
Base Bid.
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Earthwork
October 27, 2011
'
EARTHWORK
' B. Provide off-site borrow soil materials as part of the Base Bid when sufficient
satisfactory soil materials are not available from excavations.
' C. Fill Material: Material for fill shall be free from roots, wood, other organic material
or other deleterious material. Earth used for fill under pavement and other
surfaced areas shall be approved by laboratory tests.
1. Fill placed in pavement areas shall have a maximum particle size of 3
inches.
2. Fill materials shall have a standard Proctor maximum dry density of at
least 90 lb/cf.
3. Use suitable excavated material for required fills and backfills. The
Independent Testing Laboratory's (ITL's) Geotechnical Engineer will
determine the suitability of all materials to be used as fill.
4. The moisture content of the controlled fill shall be maintained within
optimum moisture content (OMC) and +3% for 95% compacted fill and
OMC to +5% for 92% compacted fill as determined by ASTM D 698
(Standard Proctor Moisture-Density Test). See Construction Plans for
details.
D. Unsatisfactory Soils: The ITL will be the sole judge of whether or not soils
are determined to be suitable for use as fill. High moisture content soils
will not be classified as unsuitable.

E. Bedding Course: Naturally or artificially graded mixture of natural or crushed
gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with
100 percent passing a 1-inch sieve and not more than 8 percent passing a
No. 200 sieve.
F. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed
or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100
percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve.
2.2 ACCE SSORIES
A. Warning Tape: Acid- and alkali-resistant, polyethylene film warning tape
' manufactured for marking and identifying underground utilities, 6 inches wide and
4 mils thick, continuously inscribed with a description of the utility; colored to
comply with local practice or requirements of authorities having jurisdiction.
B. Detectable Warning Tape: Acid- and alkali-resistant, polyethylene film warning
tape manufactured for marking and identifying underground utilities, a minimum
of 6 inches wide and 4 mils thick, continuously inscribed with a description of the
utility, with metallic core encased in a protective jacket for corrosion protection,
detectable by metal detector when tape is buried up to 30 inches deep; colored
' to comply with local practice or requirements of authorities having jurisdiction.
C. Fabric Underliner - non-woven geotechnical underliner in accordance with
NCDOT - Division 10, Type 1 needle punched only.
'
D. 4% Quicklime - In accordance with NCDOT Standard
s for Roads and Structure;
2006, Section 501. See construction plans for depth and limits of treatment area.

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EARTHWORK
E. #57 Washed Stone- in accordance with NCDOT standards for #57 stone.
F. Subdrain System - consists of blanket drain, edge drains and french drains. See
construction plans for details. Note, the geotextile should be placed by hand
labor and the NCDOT #57 stone should be end dumped from the trucks and
pushed out on the geotextile with wide track dozers. No equipment should
be allowed on the geotextile.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and
other hazards created by earth moving operations.
B. Protect and maintain erosion and sedimentation controls during earth moving
operations.
C. Protect subgrades and foundation soils from freezing temperatures and frost.
Remove temporary protection before placing subsequent materials.
3.2 EXCAVATION, GENERAL
1. Unclassified Excavation: Excavate to subgrade elevations regardless of
the character of surface and subsurface conditions encountered as part of
the Base Bid.
2. Classified Excavation: See Division One Section for details.
3. Above Groundwater Level:
a. Excavations at least 2 feet above groundwater levels will typically
extend through moderate to high consistency natural soils
predominantly consisting of clays and silts. Past experience
indicates, but does not guarantee, that these materials can be
excavated using conventional earth-moving equipment including
dozers, pans, scrapers, and excavators. Local excavations for
shallow utility trenches and foundations can likely be
accomplished by a conventional backhoe.
4. Near or Below Groundwater Levels:
a. Excavations within 2 feet and below groundwater levels will
extend through moderate to high consistency natural soils
consisting of clays, silts and sands. As groundwater levels are
approached, specialized equipment such as wide track dozers, all
terrain dump trucks, track excavators, etc., may be required to be
used to excavate these materials for protection of subgrade. The
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excavations below the groundwater table may be accomplished by
a track backhoe with smooth face bucket, top loading all terrain
dump trucks and pans. Construction equipment may not be
allowed on the final grades in these areas. If pans are able to
operate below the water table in the firm to stiff clays, their
operations should cease at least 2 feet above the final grades and
these final soils removed by backhoes top loading all terrain dump
trucks and pans. No construction equipment should be allowed to
disturb the soils at the final grades.
b. Groundwater infiltration will likely occur in excavations extending
below groundwater levels. Groundwater infiltration may reduce
' stability of excavation slopes and may soften subgrades within
excavation bottoms. The contractor should be prepared to install
adequate drainage measures such as French drains, open
ditches, internal sumps and pumps to keep groundwater at least 2
feet below final excavation grades, as part of the Base Bid. The
final grading plans call for drainage swales or ditches in the cut
' areas of the infield. Early excavation of these drainage features
will expedite subsurface drainage and help lower water tables.
3.3 EXCAVATION FOR STRUCTURES
A. Excavate to indicated elevations and dimensions within a tolerance of plus or
minus 1 inch. If applicable, extend excavations a sufficient distance from
structures for placing and removing concrete formwork, for installing services and
other construction, and for inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of
excavation. Excavate by hand to final grade just before placing concrete
reinforcement. Trim bottoms to required lines and grades to leave solid
1 base to receive other work.
B. Excavations at Edges of Tree- and Plant-Protection Zones:
' 1. Excavate by hand to indicated lines, cross sections, elevations, and
subgrades. Use narrow-tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
2. Cut and protect roots according to requirements in Division 2 Section.
3.4 EXCAVATION FOR WALKS AND PAVEMENTS
' A. Excavate surfaces under walks and pavements to indicated lines, cross sections,
elevations, and subgrades.
3.5 EXCAVATION FOR UTILITY TRENCHES
A. Excavate trenches to indicated gradients, lines, depths, and elevations.
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B. Excavate trenches to uniform widths to provide the following clearance on each
side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12
inches higher than top of pipe or conduit unless otherwise indicated.
C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing
and support of pipes and conduit. Shape subgrade to provide continuous
support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of
conduits. Remove projecting stones and sharp objects along trench subgrade.
1. Excavate trenches 6 inches deeper than elevation required in rock or
other unyielding bearing material, 4 inches deeper elsewhere, to allow for
bedding course.
' D. Trenches in Tree- and Plant-Protection Zones:
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Hand-excavate to indicated lines, cross sections, elevations, and
subgrades. Use narrow-tine spading forks to comb soil and expose roots.
Do not break, tear, or chop exposed roots. Do not use mechanical
equipment that rips, tears, or pulls roots.
2. Do not cut main lateral roots or taproots; cut only smaller roots that
interfere with installation of utilities.
3. Cut and protect roots according to requirements in Division 2 Section "
3.6 SUBGRADE INSPECTION
A. Proof-roll subgrade with a pneumatic-tired dump truck to identify soft pockets and
areas of excess yielding. Do not proof-roll wet or saturated subgrades. All
subgrade to receive fill shall be evaluated by the Geotechnical Engineer prior to
placing new fill. Methods for evaluation shall include proofrolling using a tandem
axle dump truck or similar pneumatic-tired equipment, or other methods as
specified by the on-site Geotechnical Engineer or his technician. All soil that
ruts, pumps, or deflects excessively as determined by the ITL shall be corrected
as specified by the on-site Geotechnical Engineer.
B. Reconstruct subgrades damaged by freezing temperatures, frost, rain,
accumulated water, or construction activities, as directed by Engineer, without
additional compensation.
3.7 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavation under foundations or wall footings by extending
bottom elevation of concrete foundation or footing to excavation bottom, without
altering top elevation. Lean concrete fill, with 28-day compressive strength of
2500 psi, may be used when approved by Engineer.
Fill unauthorized excavations under other construction, pipe, or conduit as
directed by Engineer.
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3.8 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without
intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to
prevent windblown dust.
1. Stockpile soil materials away from edge of excavations. Do not store
within drip line of remaining trees.
3.9 UTILITY TRENCH BACKFILL
A. Place backfill on subgrades free of mud, frost, snow, or ice.
B. Place and compact bedding course on trench bottoms and where indicated.
Shape bedding course to provide continuous support for bells, joints, and barrels
of pipes and for joints, fittings, and bodies of conduits.
C. Trenches under Footings: Backfill trenches excavated under footings and within
18 inches of bottom of footings with satisfactory soil; fill with concrete to elevation
of bottom of footings. Concrete is specified in Division 3 Section. "
D. Place and compact initial backfill of satisfactory soil, free of particles larger than 1
inch any dimension, to a height of 12 inches over the pipe or conduit.
1. Carefully compact initial backfill under pipe haunches and compact evenly
up on both sides and along the full length of piping or conduit to avoid
damage or displacement of piping or conduit. Coordinate backfilling with
utilities testing.
E. Place and compact final backfill of satisfactory soil to final subgrade elevation.
F. Install warning tape directly above utilities, 12 inches below finished grade,
except 6 inches below subgrade under pavements and slabs.
3.10 SOIL FILL
A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4
horizontal so fill material will bond with existing material.
B. Place and compact fill material in layers to required elevations as follows:
1. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
3. Under steps and ramps, use engineered fill.
4. Under building slabs, use engineered fill.
5. Under footings and foundations, use engineered fill.
C. Settlement
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1. In order to monitor the fill settlement in pavement and building areas
where more than 5 feet of fill is placed, settlement plates shall be
' supplied and installed at the base of the fill by the ITL. Once these
areas have been raised to design subgrade elevation, settlement
hubs shall be installed at the surface by the ITL. The elevation of
the plates and hubs shall be measured at least twice weekly by a
registered land surveyor paid by the Contractor and this data should
be provided to both the geotechnical engineer and the Engineer.
Asphalt paving operations and foundation construction shall not
' begin in these areas until monitoring of settlement plates and hubs
indicates that fill induced settlement has stabilized.
' 2. Based on time-rate consolidation analysis, 90 percent or more of the
settlement will occur within 1 to 4 weeks after completion of fill
placement. Therefore, based on this analysis it would appear
pavement construction could begin 3 to 4 weeks after the
completion of fill placement.
' 3. The Contractor shall be responsible for protecting these plates and
hubs.
3.11 SOIL MOISTURE CONTROL
A. Uniformly aerate or add moisture to subgrade and each subsequent fill or backfill
soil layer to place the fill at OMC to 3 percent wet of OMC for areas requiring 95
percent of the standard Proctor maximum dry density and OMC to 5 percent wet
of OMC for areas requiring 92 percent compaction before compaction.
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Do not place backfill or fill soil material on surfaces that are muddy,
frozen, or contain frost or ice.
2. Remove and replace, or scarify and air dry, otherwise satisfactory soil
material that does not achieve the above moisture requirements and is
too wet to compact to specified dry unit weight.
B. High Moisture Content Soils: It should be noted that high moisture content
soils shall not be deemed unsuitable due to moisture content. The
Contractor shall be responsible for drying these soils as part of the Base
Bid. If the Contractor elects, at his sole discretion to facilitate the
construction of the project, lime may be added to facilitate the drying of the
soils to maintain the progress of the work. The adding of lime to facilitate
the drying of the soils at the Contractors discretion will be performed as
part of the Base Bid, for no additional costs. The Contractor shall
anticipate significant scarifying, windrowing and aerating of existing soils
to achieve the specified compaction moisture ranges prior to use as
structural fill.
COMPACTION OF SOIL BACKFILLS AND FILLS
A. All structural fill shall be placed in 8 to 10 inch loose lifts. The geotechnical
engineer or a qualified soil technician working under the direction of the
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geotechnical engineer shall observe site preparation and fill placement
operations. A sufficient number of density tests and moisture checks shall be
performed during fill placement to confirm that the recommended degree of
compaction and moisture ranges are being achieved.
B. Place backfill and fill soil materials in layers not more than 4 inches in loose
depth for material compacted by hand-operated tampers.
C. Place backfill and fill soil materials evenly on all sides of structures to required
elevations, and uniformly along the full length of each structure.
D. Compact soil materials to not less than the following percentages of maximum
dry unit weight according to ASTM D 698:
Pavement Areas:
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a. Pavement areas include those areas beneath the pavement and
extending out 10 feet on either side. In these areas structural fill
shall be compacted to at least 95 percent of the standard Proctor
maximum dry density (ASTM D 698). In order to achieve 95
percent compaction and obtain a moisture range that reduces
future swell potential of the plastic soils, the fill soils will shall be
placed in a moisture range of OMC to 3 percent wet of OMC.
b. The final 12 inches in pavement areas shall consist of soils
stabilized using 4 percent quicklime by dry weight. This stabilized
zone shall extend 5 feet outside the pavement box on both sides.
See plans for details. Recommendations regarding lime
stabilization are presented in section 6.4.2 of the geotechnical
report. Lime treated soils shall be compacted to 98 percent of their
lime treated standard Proctor maximum dry density and in a
moisture range of OMC to 3 percent wet of OMC. Sufficient
moisture shall be present in the soils to activate (hydrate) the lime.
Literature and experience suggests this will likely require the
moistures to be closer to the 3 percent wet of OMC. Lime
treatment of the top 12 inches of subgrade shall be performed in
the cut areas where groundwater tables are 2 feet or greater
below the bottom of the pavement section. See plans for details.
C. Fill placed in the road shoulder areas (10 feet outside the
pavement edges) shall be compacted to at least 95 percent of the
soil's standard Proctor maximum dry density in a moisture range
of OMC to 3 percent wet of OMC. These soils shall consist of the
clayey soils having maximum plasticity indices (Pis) of 35 percent.
The reason for placing clayey soils in the road shoulder is to
reduce moisture penetration beside the pavement section and into
the subgrade soils.
2. Infield Areas:
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a. Structural fill placed in the infield areas shall be compacted to at
least 92 percent of the standard Proctor maximum dry density
(ASTM D 698) with exception of the final foot which shall receive
95 percent compaction. In order to achieve 92 percent
compaction, the moisture content of these fill soils shall be
reduced to no greater than 5 percent wet of their OMC. At these
moisture levels the fill sections will most likely be unstable and
some rutting may occur under heavy rubber tired equipment. If
trafficabilty issues develop, the contractor shall perform some
additional soil drying or use lighter ground contact pressure
equipment. In order to achieve 95 percent compaction, the
moisture content of these fill soils shall be reduced to at least 3
percent wet of the soil's OMC.
3. Building Areas:
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a. From a fill placement standpoint the building areas shall include
the building pad footprint and an area extending 10 feet beyond
the footprint. On-site soils may be used as structural fill in the
proposed building areas. The final 12 inches at the subgrade level
shall be stabilized with 4 percent lime by dry soil weight to reduce
the soil's plasticity and increase slab subgrade support.
b. Fill soils placed below the final 12 inches in the building areas
shall be compacted to at least 95 percent of their standard Proctor
maximum dry density (ASTM D 698). The moisture content of
these fill soils shall be maintained between OMC and 3 percent
wet of their OMC during compaction to reduce future swelling
potential.
C. Lime stabilized soils placed in the final 12 inches below final grade
in building areas shall be compacted to 98 percent of their lime
treated standard Proctor maximum dry density (ASTM D 698).
The moisture content of these fill soils shall be in a range of OMC
to 3 percent wet of OMC. Sufficient moisture shall be present in
the soils to activate (hydrate) the lime which will most likely require
the moistures to be closer to the 3 percent wet of OMC.
4. For utility trenches, compact each layer of initial and final backfill soil
material to 95 percent standard Proctor compaction.
3.13 LIME AMENDMENT
A. General: The lime amendment program will consist of using lime for stabilization
and drying purposes. Lime amendment will be required to stabilize subgrade
soils in the building and pavement areas (cut and fill sections) and may also be
needed for drying some of the soils that have excessive moisture contents to
obtain the recommended degree of compaction. Construction considerations
regarding both lime stabilization and drying are described in the following
sections. It should be noted that quicklime is an alkaline material that is reactive
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' in the presence of moisture. Construction workers should be made aware of the
hazards associated with lime including (but not limited to) eye irritation, skin
' burns (both chemical and thermal), and inhalation hazards.
B. Drying:
1. Due to the relatively high natural moisture contents of some of the on-site
' soils, quicklime may be required in areas requiring 95 percent compaction
to expedite fill placement by lowering in-situ moistures and causing some
slight improvement in the soil plasticity characteristics. Lime should only
be used for drying soils with moisture contents greater than 6 percent of
the soil's OMC. The adding of lime to facilitate the drying of the soils
at the Contractors discretion will be performed as part of the Base
' Bid, for no additional costs to the Owner.
2. Lime for drying will typically require mixing 1 to 2 percent lime by dry
' weight into the soils. With the addition of quicklime, the moisture content
of the soils is reduced by the following processes:
' a. Chemical combination of water and lime evaporates water
' b. Heat from the reaction increases evaporation
' c. Chemical changes in the soil reduce its capacity to hold water
3. The lime drying process typically consists of the following steps:

a. Scarifying soil layer in the borrow or fill areas.
' b. Spreading of lime at a rate determined by the lime contractor in
the field at time of grading.
' c. Rotor mixing the lime into the soil.
d. Allowing sufficient time for the lime to react with the soils for drying
' to occur.
e. Removal of the lime treated layer from the cut area and transport
to the fill section for placement and compaction or compaction of
the lime treated layer in the fill section.
4. The amount of quicklime required to dry the soils and construction meth-
ods will be dependent upon conditions encountered during construction
and should be determined by a qualified contractor experienced with lime
modification. Lime modification should not be performed on frozen soil.
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C. Stabilization:
1. Due to low California Bearing Ratio (CBR) values and the tendency of
highly plastic soils to shrink/swell with changes in moisture content, the fi-
nal 12 inches of subgrade in both cuts and fills of pavement and building
pad areas shall be lime stabilized.
2. Based on laboratory testing, 4 percent lime by dry weight shall be incor-
porated into the upper 12 inches of subgrade within the building and
pavement limits and 5 feet beyond those limits. The lime stabilization
construction process typically consists of the following steps:
a. Bringing soil layer to desired grade.
b. Scarifying soil layer and partial pulverization.
C. Spreading of quicklime at a rate of at least 4 percent by dry
weight.
d. Rotor mixing of lime with soil while hydrating the lime.
e. Allowing soil to mellow for a sufficient period to allow the chemical
reaction to occur.
f. Further rotor mixing and pulverizing lime amended soil to achieve
thorough mixing. Obtaining proper moisture in the soils for com-
paction.
g. Compacting soil/lime mixture to desired compaction level.
h. Curing of soil by sealing the compacted layer with a bituminous
prime coat emulsion.
D. Requirements:
Lime stabilization methods should be performed in general accordance
with the 2006 North Carolina Department of Transportation (NCDOT)
"Standard Specifications for Roads and Structures", Section 501. Lime
stabilization should not be performed when the air temperature is below
45 degrees Fahrenheit. Lime should only be applied in areas that can be
initially mixed and sealed during the day of application. Lime should not
be applied in windy conditions.
3.14 GRADING
A. General: Uniformly grade areas to a smooth surface, free of irregular surface
changes. Comply with compaction requirements and grade to cross sections,
lines, and elevations indicated.
B. Site Rough Grading: Slope grades to direct water away from buildings and to
prevent ponding. Finish subgrades to required elevations within the following
tolerances:
Turf or Unpaved Areas: Plus or minus1 inch.
2. Walks: Plus or minus 1 inch.
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3. Pavements: Plus or minus '/2 inch unless otherwise called out in these
specifications or drawings.
C. Grading inside Building Lines: Finish subgrade to a tolerance of Y2" inch when
tested with a 10-foot straightedge.
' D. Exposed subgrades shall be sloped and sealed on a daily basis to promote
runoff and reduce infiltration from rainfall.
' 3.15 SUBBASE AND BASE COURSES UNDER PAVEMENTS AND WALKS
A. Place subbase course or base course on subgrades free of mud, frost, snow, or
ice.
B. On prepared subgrade, place subbase course or base course under pavements
and walks as follows:
1. Shape subbase course or base course to required crown elevations and
cross-slope grades. Note: Special care and extra effort should be
taken within the Vehicle Dynamics Area and Ride and Handling
Course to achieve the grades and slopes as shown on the plans.
Tolerance for the subbase course and grading for R&H course &
' VDA area shall be plus or minus % inch.
2. Place subbase course or base course that exceeds 6 inches in
' compacted thickness in layers of equal thickness, with no compacted
layer more than 6 inches thick or less than 3 inches thick.
3. Compact subbase course and base course to required grades, lines,
cross sections, and thickness.
3.16 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified geotechnical engineering testing
agency to perform tests and observations.
' B. Allow testing agency to observe and test subgrades and each fill or backfill layer.
Proceed with subsequent earth moving only after test results for previously
' completed work comply with requirements.
C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum
' shall be performed to verify design bearing capacities. Subsequent verification
and approval of other footing subgrades may be based on a visual comparison of
subgrade with tested subgrade when approved by Engineer.
' D. When testing agency reports that subgrades, fills, or backfills have not achieved
degree of compaction specified, scarify and moisten or aerate, or remove and
replace soil materials to depth required; recompact and retest until specified
compaction is obtained.
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A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and
erosion. Keep free of trash and debris.
B. Repair and reestablish grades to specified tolerances where completed or
partially completed surfaces become eroded, rutted, settled, or where they lose
compaction due to subsequent construction operations or weather conditions.
C. Where settling occurs before Project correction period elapses, remove finished
surfacing, backfill with additional soil material, compact, and reconstruct
surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match
adjacent work, and eliminate evidence of restoration to greatest extent
possible.
D. Where completed graded areas are disturbed by subsequent construction
operations or erosion, regrade to the required elevations and compact to the
required density prior to further construction. Work shall include repair and
reestablishment of grades in settled, eroded, and rutted areas.
E. The Contractor shall exercise care to assure that the landscaped and natural
areas shall not be contaminated with stone. Should these areas be
contaminated, the stone shall be removed to the satisfaction of the Engineer.
F. All costs associated with the repair of graded areas and subgrade due to
subsequent construction activities will be performed as part of the Base Bid, at
no additional cost to the Owner.
G. The Contractor shall be aware that based on the soil and groundwater conditions
on this project, non-traditional means and methods, to be solely selected by the
Contractor, may be required to make excavations, protect the subgrade, place
and compact fill and stone, and construct pavements.
3.18 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus satisfactory soil and waste materials, including unsatisfactory
soil, trash, and debris, and legally dispose of them off Owner's property.
B. Excess Material: Should excess suitable soil be available after finish grades
have been achieved, the Owner may elect the Contractor to place such excess
soil on site, as compacted fill. The Contractor will be required to place this soil at
no additional cost to the Owner, in an area designated by the Engineer, and shall
include such activities such as subgrade preparation, placement as compacted
fill, and permanent stabilization. Otherwise, the Contractor will be responsible for
disposing of this material legally off-site at his expense.
END OF SECTION 02300
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I
I SECTION 02630 - STORM DRAINAGE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
' 1. Channel drainage systems.
2. Catch basins.
3. Stormwater inlets.
4. Pipe outlets.
1.2 SUBMITTALS
A. Product Data: For each type of product indicated.
' B. Shop Drawings:
1. Manholes: Include plans, elevations, sections, details, frames, and
covers.
2. Catch basins and stormwater inlets. Include plans, elevations, sections,
details, frames, covers, and grates.
C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other
piping in same trench and clearances from storm drainage system piping.
Indicate interface and spatial relationship between manholes, piping, and
proximate structures.
D. Field quality-control reports.
1.3 STANDARDS
A. Products and methods of execution are specified by reference to North Carolina
State Department of Transportation and Highway Safety's "Standard
Specifications for Roads and Structures," latest edition. The abbreviation
NCDOT is used to designate this publication. Equivalent alternate products and
methods of execution as defined by the specifications. All methods and
substitutions must be approved by the Engineer.
B. All installation and material furnished shall be meet the requirements of the
above specifications.
1.4 PROJECT CONDITIONS
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A. Interruption of Existing Storm Drainage Service: Do not interrupt service to
facilities occupied by Owner or others unless permitted under the following
conditions and then only after arranging to provide temporary service according
to requirements indicated:
1. Notify Engineer no fewer than two days in advance of proposed
interruption of service.
2. Do not proceed with interruption of service without Engineer's written
permission.
PART 2 - PRODUCTS
2.1 CATCH BASINS
A. Standard Precast Concrete Catch Basins:
1. Description: ASTM C 478, precast, reinforced concrete, of depth
indicated, with provision for sealant joints.
2. Base Section: 6-inch minimum thickness for floor slab and 4-inch
minimum thickness for walls and base riser section, and separate base
slab or base section with integral floor.
3. Riser Sections: 4-inch minimum thickness, 48-inch diameter, and lengths
to provide depth indicated.
4. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top
type is indicated. Top of cone of size that matches grade rings.
5. Joint Sealant: ASTM C 990, bitumen or butyl rubber.
6. Adjusting Rings: Interlocking rings with level or sloped edge in thickness
and shape matching catch basin frame and grate. Include sealant
recommended by ring manufacturer.
7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-
inch total thickness, that match 24-inch- diameter frame and grate.
8. Steps: Wide enough to allow worker to place both feet on one step and
designed to prevent lateral slippage off step. Cast or anchor steps into
sidewalls at 12- to 16-inch intervals.
9. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe
connecting to base section.
B. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-
16, structural loading. Include flat grate with small square or short-slotted
drainage openings.
1. Size: 24 by 24 inches minimum unless otherwise indicated.
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2. Grate Free Area: Approximately 50 percent unless otherwise indicated.
C. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-
16, structural loading. Include 24-inch ID by 7- to 9-inch riser with 4-inch
minimum width flange, and 26-inch- diameter flat grate with small square or
short-slotted drainage openings.
1. Grate Free Area: Approximately 50 percent unless otherwise indicated.
2.2 STORMWATER INLETS
A. Curb Inlets: Made with vertical curb opening, of materials and dimensions
according to utility standards.
B. Gutter Inlets: Made with horizontal gutter opening, of materials and dimensions
according to utility standards. Include heavy-duty frames and grates.
C. Combination Inlets: Made with vertical curb and horizontal gutter openings, of
materials and dimensions according to utility standards. Include heavy-duty
frames and grates.
D. Frames and Grates: Heavy duty, according to utility standards.
2.3 PIPE OUTLETS
A. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to
NSSGA's "Quarried Stone for Erosion and Sediment Control."
1. Average Size: NSSGA No. R-3, screen opening 2 inches.
2. Average Size: NSSGA No. R-4, screen opening 3 inches.
3. Average Size: NSSGA No. R-5, screen opening 5 inches.
B. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment
Control," No. FS-2, No. 4 screen opening, average-size graded stone.
C. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and
Sediment Control," No. A-1, 3-ton average weight armor stone, unless otherwise
indicated.
PART 3 - EXECUTION
3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Division 2 Section
"Earthwork."
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3.2 PIPING INSTALLATION
A. General Locations and Arrangements: Drawing plans and details indicate
general location and arrangement of underground storm drainage piping.
Location and arrangement of piping layout take into account design
considerations. Install piping as indicated, to extent practical. Where specific
installation is not indicated, follow piping manufacturer's written instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with
unbroken continuity of invert. Place bell ends of piping facing upstream. Install
gaskets, seals, sleeves, and couplings according to manufacturer's written
instructions for use of lubricants, cements, and other installation requirements.
C. When installing pipe under streets or other obstructions that cannot be disturbed,
use pipe-jacking process of microtunneling.
r D. Install gravity-flow, nonpressure drainage piping according to the following:
1. Install piping pitched down in direction of flow.
3.3 CATCH BASIN INSTALLATION
A. Set frames and grates to elevations indicated.
3.4 STORMWATER INLET[ AND OUTLET] INSTALLATION
A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated.
B. Construct riprap of broken stone, as indicated.
C. Install outlets that spill onto grade, anchored with concrete, where indicated.
D. Install outlets that spill onto grade, with flared end sections that match pipe,
where indicated.
E. Construct energy dissipaters at outlets, as indicated.
END OF SECTION 02630
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October 27, 2011

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SECTION 02920 - LAWNS AND GRASSES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Seeding.
2. Sodding.
1.2 DEFINITIONS
A. Duff Layer: The surface layer of native topsoil that is composed of mostly
decayed leaves, twigs, and detritus.
B. Finish Grade: Elevation of finished surface of planting soil.
C. Pesticide: A substance or mixture intended for preventing, destroying, repelling,
or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides,
rodenticides, and molluscicides. It also includes substances or mixtures intended
for use as a plant regulator, defoliant, or desiccant.
D. Pests: Living organisms that occur where they are not desired or that cause
damage to plants, animals, or people. These include insects, mites, grubs,
mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted
plants (weeds), fungi, bacteria, and viruses.
E. Planting Soil: Standardized topsoil; existing, native surface topsoil; existing, in-
place surface soil; imported topsoil; or manufactured topsoil that is modified with
soil amendments and perhaps fertilizers to produce a soil mixture best for plant
growth.
F. Subgrade: Surface or elevation of subsoil remaining after excavation is
complete, or top surface of a fill or backfill before planting soil is placed.
G. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the
lack of organic matter and soil organisms.
H. Surface Soil: Whatever soil is present at the top layer of the existing soil profile
at the Project site. In undisturbed areas, the surface soil is typically topsoil, but in
disturbed areas such as urban environments, the surface soil can be subsoil.
1.3 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Certification of grass seed.
01517-0219 / Cat Office Building 02920 - 1
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Lawns and Grasses
October 27, 2011
LAWNS AND GRASSES
1. Certification of each seed mixture for turfgrass sod.
C. Product certificates.
1.4 QUALITY ASSURANCE
A. Installer's Field Supervision: Require Installer to maintain an experienced full-
time supervisor on Project site when work is in progress.
1. Pesticide Applicator: State licensed, commercial.
B. Soil Analysis: For each unamended soil type, furnish soil analysis and a written
report by a qualified soil-testing laboratory.
1. The soil-testing laboratory shall oversee soil sampling.
2. Report suitability of tested soil for turf growth.
a. State recommendations for nitrogen, phosphorus, and potash
nutrients and soil amendments to be added to produce
satisfactory planting soil suitable for healthy, viable plants.
b. Report presence of problem salts, minerals, or heavy metals; if
present, provide additional recommendations for corrective action.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Seed and Other Packaged Materials: Deliver packaged materials in original,
unopened containers showing weight, certified analysis, name and address of
manufacturer, and indication of conformance with state and federal laws, as
applicable.
B. Sod: Harvest, deliver, store, and handle sod according to requirements in
"Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod
Transplanting and Installation" in TPI's "Guideline Specifications to Turfgrass
Sodding." Deliver sod in time for planting within 24 hours of harvesting. Protect
sod from breakage and drying.
1.6 MAINTENANCE SERVICE
PJ
A. Initial Turf Maintenance Service: Provide full maintenance by skilled employees
of landscape Installer. Maintain as required in Part 3. Begin maintenance
immediately after each area is planted and continue until acceptable turf is
established but for not less than the following periods:
Seeded Turf: Substantial Completion.
a. When initial maintenance period has not elapsed before end of
planting season, or if turf is not fully established, continue
maintenance during next planting season.
2. Sodded Turf: Substantial Completion.
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PART 2 - PRODUCTS
2.1 SEED

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LAWNS AND GRASSES
A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Journal
of Seed Technology; Rules for Testing Seeds" for purity and germination
tolerances.
B. Seed Species: State-certified seed of grass species as follows:
1. See Plans for approved seed mix references.
2.2 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80
percent calcium carbonate equivalent and as follows:
1. Class: T, with a minimum of 99 percent passing through No. 8 sieve and
a minimum of 75 percent passing through No. 60 sieve.
2. Class: O, with a minimum of 95 percent passing through No. 8 sieve and
a minimum of 55 percent passing through No. 60 sieve.
B. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, and
with a minimum of 99 percent passing through No. 6 sieve and a maximum of 10
percent passing through No. 40 sieve.
C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron
and 10 percent sulfur.
D. Aluminum Sulfate: Commercial grade, unadulterated.
E. Perlite: Horticultural perlite, soil amendment grade.
F. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90
percent passing through No. 50 sieve.
G. Sand: Clean, washed, natural or manufactured, and free of toxic materials.
H. Diatomaceous Earth: Calcined, 90 percent silica, with approximately 140 percent
water absorption capacity by weight.
1. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by
weight.
2.3 ORGANIC SOIL AMENDMENTS
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A. Compost: Well-composted, stable, and weed-free organic matter, pH range of
5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing
through 1-inch sieve; soluble salt content of 5 decisiemens/m; not exceeding 0.5
percent inert contaminants and free of substances toxic to plantings.
B. Sphagnum Peat: Partially decomposed sphagnum peat moss, finely divided or
of granular texture, with a pH range of 3.4 to 4.8.
C. Muck Peat: Partially decomposed moss peat, native peat, or reed-sedge peat,
finely divided or of granular texture, with a pH range of 6 to 7.5, and having a
water-absorbing capacity of 1100 to 2000 percent.
D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or
wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic
materials.
E. Manure: Well-rotted, unleached, stable or cattle manure containing not more
than 25 percent by volume of straw, sawdust, or other bedding materials; free of
toxic substances, stones, sticks, soil, weed seed, and material harmful to plant
growth.
2.4 FERTILIZERS
A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character,
consisting of fast- and slow-release nitrogen, 50 percent derived from natural
organic sources of urea formaldehyde, phosphorous, and potassium in the
following composition:
1. Composition: 1 lb/1000 sq. ft. of actual nitrogen, 4 percent phosphorous,
and 2 percent potassium, by weight.
B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent
water-insoluble nitrogen, phosphorus, and potassium in the following
composition:
1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10
percent potassium, by weight.
2.5 MULCHES
A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed
straw of wheat, rye, oats, or barley.
B. Sphagnum Peat Mulch: Partially decomposed sphagnum peat moss, finely
divided or of granular texture, and with a pH range of 3.4 to 4.8.
C. Muck Peat Mulch: Partially decomposed moss peat, native peat, or reed-sedge
peat, finely divided or of granular texture, with a pH range of 6 to 7.5, and having
a water-absorbing capacity of 1100 to 2000 percent.

2.6 PESTICIDES
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Caterpillar, Inc.
Lawns and Grasses
October 27, 2011
I LAWNS AND GRASSES
A. General: Pesticide, registered and approved by EPA, acceptable to authorities
having jurisdiction, and of type recommended by manufacturer for each specific
problem and as required for Project conditions and application. Do not use
restricted pesticides unless authorized in writing by authorities having jurisdiction.
PART 3 - EXECUTION
3.1 TURF AREA PREPARATION
A. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches.
Remove stones larger than I inch in any dimension and sticks, roots, rubbish,
and other extraneous matter and legally dispose of them off Owner's property.
1. Apply fertilizer directly to subgrade before loosening.
2. Thoroughly blend planting soil off-site before spreading or spread topsoil,
apply soil amendments and fertilizer on surface, and thoroughly blend
planting soil.
3. Spread topsoil planting soil to a depth approved by Owner but not less
than required to meet finish grades after light rolling and natural
settlement. Do not spread if planting soil or subgrade is frozen, muddy,
or excessively wet.
a. Reduce elevation of planting soil to allow for soil thickness of sod.
B. Unchanged Subgrades: If turf is to be planted in areas unaltered or undisturbed
by excavating, grading, or surface-soil stripping operations, prepare surface soil
as follows:
1. Remove existing grass, vegetation, and turf. Do not mix into surface soil.
2. Loosen surface soil to a depth of at least 6 inches. Apply soil
amendments and fertilizers according to planting soil mix proportions and
mix thoroughly into top 6 inches of soil. Till soil to a homogeneous
mixture of fine texture.
a. Apply fertilizer directly to surface soil before loosening.
3. Remove stones larger than I inch in any dimension and sticks, roots,
trash, and other extraneous matter.
4. Legally dispose of waste material, including grass, vegetation, and turf,
off Owner's property.
C. Finish Grading: Grade planting areas to a smooth, uniform surface plane with
loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish
elevation. Roll and rake, remove ridges, and fill depressions to meet finish
grades. Limit finish grading to areas that can be planted in the immediate future.
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I LAWNS AND GRASSES
D. Moisten prepared area before planting if soil is dry. Water thoroughly and allow
surface to dry before planting. Do not create muddy soil.
E. Before planting, obtain Engineer's acceptance of finish grading; restore planting
areas if eroded or otherwise disturbed after finish grading.
3.2 SEE DING
A. Do not broadcast or drop seed when wind velocity exceeds 5 mph. Evenly
distribute seed by sowing equal quantities in two directions at right angles to
each other. Do not seed against existing trees. Limit extent of seed to outside
edge of planting saucer.
B. Sow seed at a total rate indicated on the drawings.
C. Rake seed lightly into top 1/8 inch of soil, roll lightly, and water with fine spray.
D. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch.
Spread uniformly at a minimum rate of 2 tons/acre to form a continuous blanket
1-1/2 inches in loose thickness over seeded areas. Spread by hand, blower, or
other suitable equipment.
1. Anchor straw mulch by crimping into soil with suitable mechanical
equipment.
E. Protect seeded areas from hot, dry weather or drying winds by applying compost
mulch within 24 hours after completing seeding operations. Soak areas, scatter
mulch uniformly to a thickness of 3/16 inch, and roll surface smooth.
3.3 TURF MAINTENANCE

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A. Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming,
replanting, and performing other operations as required to establish healthy,
viable turf. Roll, regrade, and replant bare or eroded areas and remulch to
produce a uniformly smooth turf. Provide materials and installation the same as
those used in the original installation.
B. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain
height appropriate for species without cutting more than 1/3 of grass height.
Remove no more than 1/3 of grass-leaf growth in initial or subsequent mowings.
C. Apply pesticides and other chemical products and biological control agents in
accordance with authorities having jurisdiction and manufacturer's written
recommendations. Coordinate applications with Owner's operations and others
in proximity to the Work. Notify Owner before each application is performed.
3.4 SATISFACTORY TURF
A. Turf installations shall meet the following criteria as determined by Engineer:

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Lawns and Grasses
October 27, 2011
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LAWNS AND GRASSES
' 1. Satisfactory Seeded Turf: At end of maintenance period, a healthy,
uniform, close stand of grass has been established, free of weeds and
surface irregularities, with coverage exceeding 95 percent. Bare spots
shall be scattered and not exceeding 6 by 6 inches in area.
B. Use specified materials to reestablish turf that does not comply with requirements
and continue maintenance until turf is satisfactory.
END OF SECTION 02920
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