Makson - MAKSON_STORMWATER_SUBMITTAL

The BMP(s) on this project include (check all that apply & corresponding O&M tables will be added automatically):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: 2 Location(s):
Present: No Location(s):
Present: No Location(s):
I, , a Notary Public for the State of
County of , do hearby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal, _____________________________________________.
Seal
Project Name:
Project Location:
Makson Construction
Salisbury, NC
Operation & Maintenance Agreement
Date:
Proprietary System
Rainwater Harvesting
Sand Filter
* Responsible Party:
Title & Organization:
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
Salisbury, NC 28144
704-636-5505
[e-mail]
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
Phone number(s):
Email:
Signature:
Street address:
City, state, zip:
Grassed Swale
Infiltration Basin
Infiltration Trench
Green Roof
Permeable Pavement
Level Spreader/VFS
William David Eller
President, Makson
434 Calhoun Street
My commission expires
User Defined BMP
35.621221, -80.498453; 35.620000, -
Maintenance records shall be kept on the following BMP(s). This maintenance record shall 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 pollutant removal efficiency of the BMP(s).
Bioretention Cell
Dry Detention Basin
Cover Page
STORM-EZ
Version 1.4 O&M Manual
4/3/2018
Page 1 of 5
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Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
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).
The vegetated shelf Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Prune according to best professional practices
Plants are dead, diseased or
dying.
Determine the source of the 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 forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and 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 spraying.
The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Erosion is occurring in the
swale.
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
covered in sediment (if
applicable).
Remove sediment and replace with clean stone.
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.
How I will remediate the problem:
The perimeter of the BMP Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to 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
long.
Maintain vegetation at a height of approximately six inches.
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.
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.
BMP element: Potential problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
STORM-EZ
Version 1.4 O&M Manual
4/3/2018
Page 3 of 5
Make all needed repairs.
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.
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.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
The main treatment area
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Department of Environment and Natural
Resources Regional Office.
The embankment Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
Consult a dam safety specialist to remove the tree.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Algal growth covers over 50%
of the area.
Consult a professional to remove and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them with pesticide (do not spray).
Wet Detention Pond Maintenance Requirements (Continued)
STORM-EZ
Version 1.4 O&M Manual
4/3/2018
Page 4 of 5
Wet Pond Diagram
777.5 777.5
778.5 778.5
2.5 8
775 769.5
Yes Bottom Elevation: 773 Bottom Elevation: 769
779.5 779.5
780.5 780.5
2.5 5
777 774.5
Yes Bottom Elevation: 776 Bottom Elevation: 774 Has Veg. Filter?
2 Permanent Pool El. Permanent Pool El.
Temporary Pool El: Temporary Pool El:
Pretreatment other
than forebay?No Clean Out Depth: Clean Out Depth:
Sediment Removal El:
WET POND ID FOREBAY MAIN POND
Sediment Removal El:
Sediment Removal El:
Has Veg. Filter?
Pretreatment other
than forebay?No
Sediment Removal El:
Clean Out Depth:
Permanent Pool El. 1
Temporary Pool El:
Wet Detention Pond Design Summary
Permanent Pool El.
Clean Out Depth:
WET POND ID FOREBAY MAIN POND
Temporary Pool El:
STORM-EZ
Version 1.4 O&M Manual
4/3/2018
Page 5 of 5
QuantityInfiltration SystemBioretention CellWet Pond 2Stormwater WetlandPermeable PavementSand FilterRainwater HarvestingGreen RoofLevel Spreader-Filter StripDisconnected Impervious SurfaceTreatment SwaleDry PondApplicant:Name and Title:Organization:Street address:City, State, Zip:Phone number(s):Email:DesignerCertification Statement:Signature of DesignerDatePlease indicate the types, quantities and locations of SCMs that will be used on this project:[e-mail] number(s):Justin Church, PEBlue Ridge Environmental Consultants, P.A.126 Executive Drive Suite 220Wilkesboro, NC [e-mail] Name:SUPPLEMENT-EZ FORM COVER PAGESealviolations as well as a report being made to my professional board. - that the information provided in the form is, to the best of my knowledge - that the engineering plans, specifications, operation and maintenancethe information provided here.I am aware that there are significant penalties for submitting falseinformation including the possibility of fines and imprisonment for knowingand belief, true, accurate, and complete; andagreements and other supporting information are consistent with I certify, under penalty of law: that this Supplement-EZ form and all supportinginformation were prepared under my direction or supervision; Designer information for this project:Location(s)Makson ConstructionSalisbury, NCSpeedway Blvd. 35.621221, -80.498453; 35.620000, -80.499056AddressCity / TownEmail:434 Calhoun StreetSalisbury, NC 28145704.636.5505 x170Company:Contact:Mailing Address:City, State, Zip:Makson, Inc.William EllerCoverPage18:06AM4/3/2018Signatuuuuuuuuuuuuuuuutre of Designer04/03/2018
WET POND
1
Drainage area number 1
Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)47985 sf
Total surface water area (sq ft) sf - Sidewalk (sq ft)4726 sf
Total drainage area (sq ft)167908 sf - Roof (sq ft)40530 sf
BUA associated with existing development (sq ft) sf - Roadway (sq ft) sf
Proposed new BUA (sq ft)108719 sf - Other, please specify in the comment box below (sq ft) 15928 sf
Percent BUA of drainage area 65%Total BUA (sq ft)108719 sf
Design rainfall depth (in)1.0 in
Minimum volume required (cu ft) 21568 cf
Design volume of SCM (cu ft)8854 cf
#1 Is the SCM sized to treat the SW from all surfaces at build-out? Yes #7 If applicable, with the SCM be cleaned out after construction?Yes
#2 Is the SCM located on or near contaminated soils? No #8 Does the mainetenance access comply with General MDC (8)?Yes
#3 What are the side slopes of the SCM (H:V)? 3:1 #9 Does the drainage easement comply with General MDC (9)?Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No #10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)? Yes #11 Is there an O&M Agreement that complies with General MDC (11)?Yes
#5 Is there a a bypass for flows in excess of the design flow? Yes #12 Is there an O&M Plan that complies with General MDC (12)?Yes
#6 What is the method for dewatering the SCM for maintenance?Pump (preferred)#13 Was the SCM designed by an NC licensed professional?Yes
#1 Method used HRT #6 Width of the vegetated shelf (feet)6 ft
#1 Surface area of the main permanent pool (square feet) 9717 sf #6 Location of vegetated shelf @ Normal Pool
#1 Volume of the main permanent pool (cubic feet) 52080 cf #6 Elevation of top of shelf (fmsl)778 ft
#2 Average depth of the main pool (feet) 5.4 ft #6 Elevation of bottom of shelf (fmsl)
777 ft
#2 Was the vegetated shelf included in the calculation of average depth? Yes #6 Slope of vegetated shelf (H:V)
6:1
#2 Elevation of the bottom of the permanent pool (fmsl) 769 ft #7 Diameter of drawdown orifice (inches)
2.0 in
#2 Elevation of the top of the permanent pool (fmsl) 777.5 ft #7 Drawdown time for the temporary pool (hours)
72 hrs
#2 Elevation of the top of the temporary pool (fmsl) 778.5 ft #7 Does the orifice drawdown from below the top surface of the permanent pool?
Yes
#3 Depth provided for sediment storage (inches)6 in #8 Does the pond minimize impacts to the receiving channel from the 1-yr, 24-hr storm?Yes
#4 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?Yes #9 Are fountains proposed?No
#9 If yes, is documentation provided per Wet Pond MDC (9)?
#10 Is a trash rack or other device provided to protect the outlet system?Yes
#5 Volume of the forebay (cubic feet)8260 #11 Are the dam and embankment planted in non-clumping turf grass?Yes
#5 Is this 15-20% of the volume in the main pool?Yes #11 Species of turf that will be used on the dam and embankment Fescue Turf
#5 Depth of forebay at entrance (inches)54.0 in #11 Describe the planting plan for the vegetated shelf:
#5 Depth of forebay at exit (inches)54.0 in
#5 Does water flow out of the forebay in a non-erosive manner?Yes
#5 Clean-out depth for forebay (inches)24 in
#5 Will the forebay be cleaned out when the depth is reduced to less than the above?Yes
2
Drainage area number 2
Total coastal wetlands area (sq ft) sf - Parking / driveway (sq ft)25482 sf
Total surface water area (sq ft) sf - Sidewalk (sq ft) sf
Total drainage area (sq ft)45412 sf - Roof (sq ft) sf
BUA associated with existing development (sq ft) sf - Roadway (sq ft) sf
Proposed new BUA (sq ft)25482 sf - Other, please specify in the comment box below (sq ft) sf
Percent BUA of drainage area 56%Total BUA (sq ft)25482 sf
Design rainfall depth (in)1.0 in
Minimum volume required (cu ft)5116 cf
Design volume of SCM (cu ft)2100 cf
#1 Is the SCM sized to treat the SW from all surfaces at build-out?Yes #7 If applicable, with the SCM be cleaned out after construction?Yes
#2 Is the SCM located on or near contaminated soils?No #8 Does the mainetenance access comply with General MDC (8)?Yes
#3 What are the side slopes of the SCM (H:V)?3:1 #9 Does the drainage easement comply with General MDC (9)?Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes? No #10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)?Yes #11 Is there an O&M Agreement that complies with General MDC (11)?Yes
#5 Is there a a bypass for flows in excess of the design flow?Yes #12 Is there an O&M Plan that complies with General MDC (12)?Yes
#6 What is the method for dewatering the SCM for maintenance?Pump (preferred)#13 Was the SCM designed by an NC licensed professional?Yes
#1 Method used HRT #6 Width of the vegetated shelf (feet)6 ft
#1 Surface area of the main permanent pool (square feet)3327 sf #6 Location of vegetated shelf @ Normal Pool
#1 Volume of the main permanent pool (cubic feet)9978 cf #6 Elevation of top of shelf (fmsl)779 ft
#2 Average depth of the main pool (feet)3.0 ft #6 Elevation of bottom of shelf (fmsl)
780 ft
#2 Was the vegetated shelf included in the calculation of average depth?Yes #6 Slope of vegetated shelf (H:V)
6:1
#2 Elevation of the bottom of the permanent pool (fmsl)774 ft #7 Diameter of drawdown orifice (inches)
1.0 in
#2 Elevation of the top of the permanent pool (fmsl)779.5 ft #7 Drawdown time for the temporary pool (hours)
96 hrs
#2 Elevation of the top of the temporary pool (fmsl)780.5 ft #7 Does the orifice drawdown from below the top surface of the permanent pool?
Yes
#3 Depth provided for sediment storage (inches)6 in #8 Does the pond minimize impacts to the receiving channel from the 1-yr, 24-hr storm?Yes
#4 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?Yes #9 Are fountains proposed?No
#9 If yes, is documentation provided per Wet Pond MDC (9)?
#10 Is a trash rack or other device provided to protect the outlet system?Yes
#5 Volume of the forebay (cubic feet)1676 #11 Are the dam and embankment planted in non-clumping turf grass?Yes
#5 Is this 15-20% of the volume in the main pool?Yes #11 Species of turf that will be used on the dam and embankment Fescue Turf
#5 Depth of forebay at entrance (inches)42.0 in #11 Describe the planting plan for the vegetated shelf:
#5 Depth of forebay at exit (inches)42.0 in
#5 Does water flow out of the forebay in a non-erosive manner?Yes
#5 Clean-out depth for forebay (inches)12 in
#5 Will the forebay be cleaned out when the depth is reduced to less than the above?Yes
THE DRAINAGE AREA
Break down of BUA in the drainage area (both new and existing):
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
State stormwater.
Break down of BUA in the drainage area (both new and existing):
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
State stormwater.
WET POND MDC FROM 02H .1053
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
The vegetated shelf will be planted with a mix of fac w and obligate herbaceous vegetation that is known to with stand
inundation and preform at high levels. See attached plan for spacing and species. All substitutes must be approved by
the engineer.
ADDITIONAL INFORMATION
Please use this space to provide any additional information about this wet pond that you think is relevant to the review:
GENERAL MDC FROM 02H .1050
ADDITIONAL INFORMATION
Please use this space to provide any additional information about this wet pond that you think is relevant to the review:
GENERAL MDC FROM 02H .1050
THE DRAINAGE AREA
WET POND MDC FROM 02H .1053
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
The vegetated shelf will be planted with a mix of fac w and obligate herbaceous vegetation that is known to with stand
inundation and preform at high levels. See attached plan for spacing and species. All substitutes must be approved by
the engineer.
Makson Construction
Wet Pond 1 9:23 AM 4/3/2018
BREC, P.A. Makson, Inc. | Stormwater Calculations 1
MAKSON, INC.
STORMWATER CALCULATIONS

Prepared By:
BREC, P.A.
126 Executive Drive
Suite 220
Wilkesboro, NC 28697
NCBELS Firm #C-3448
Prepared For:
Makson, Inc.
434 Calhoun Street
Salisbury, NC 28145

Project Site:
Speedway Blvd.
Salisbury, NC 28146

3 April 2018

Justin Church, PE
Principal Engineer

BREC, P.A. Makson, Inc. | Stormwater Calculations 2
1.0 General Information

This document contains stormwater calculations demonstrating compliance with
post-construction state and local stormwater regulations for the construction of
an office and warehouse for Makson, Inc. off Speedway Boulevard in Salisbury,
NC. Specifically, regulations for this area require water quality treatment of the
first flush ሺ1"ሻ storm and the attenuation of the 1 year, 24 hour storm to pre-
construction discharge rates. Larger storms are also required to pass the
system. Two wet detention ponds will be utilized to meet these requirements.
2.0 Methodology

Site topography requires the use of two BMPs to treat the proposed built upon
areas. The water quality volume ሺܹܳ௩ ሻ required to be treated from the first flush
was calculated using the Schueler method outlined in the NCDENR Stormwater
BMP Manual. The Schueler method utilizes the following equations:

ܴ௩ ൌ 0.05 ൅ 0.9ܫ஺
ܹܸܳ ൌ 3630ܴ஽ ܴ௩ ܣ

Where ܫ஺ is the impervious fraction of the drainage area, ܴ௩ is a runoff coefficient,
ܴ஽ is the rainfall depth, ܣ is the drainage area, and ܹܳ௩ is the runoff volume.
The calculated ܹܳ௩ is 8,854 ݂ݐ ଷ for Wet Pond #1 and 2,100 ݂ݐ ଷ for Wet Pond
#2. To route the ܹܳ௩ through the wet ponds, it is necessary to calculate a
modified SCS curve number to avoid underrepresenting the first flush. The
modified curve number is calculated as follows:

ܥܰ௠ ൌ 1000/ቂ10 ൅ 5ܴ஽ ൅ 10ܹܳ௩ െ10ඥܹܳ௩ଶ ൅ 1.25ܹܳ௩ ܴ஽ ቃ

The modified curve numbers were used to route the first flush using an SCS 6
hour balanced storm distribution. The 1 year, 24 hour and larger storms were
routed with standard curve numbers and an SCS type II 24 hour storm
distribution.

Two pre-construction drainage areas and eleven post-construction drainage
areas were identified.

Table 1 - Pre-Construction Drainage Area(s)
ࡺࢇ࢓ࢋ ࡭࢘ࢋࢇ ሺࢇࢉ࢘ࢋ࢙ሻ ࡯ࡺ ࡯ࡺ࢓ ࢀࢉ ሺ࢓࢏࢔࢛࢚ࢋ࢙ሻ
PRE-CONSTRUCTION:1 6.97 56.0 N/A 30
PRE-CONSTRUCTION:2 1.46 55.7 N/A 10

BREC, P.A. Makson, Inc. | Stormwater Calculations 3
Table 2 - Post-Construction Drainage Area(s)
ࡺࢇ࢓ࢋ ࡭࢘ࢋࢇ
ሺࢇࢉሻ
࡯ࡺ ࡯ࡺ࢓ ࢀࢉ
ሺ࢓࢏࢔ሻ
ࡾ࢜ ࢃࡽࢂ
ሺࢌ࢚૜ ሻ
POST-CONSTRUCTION:1 0.83 87.22 96.77 5 0.69 2061
POST-CONSTRUCTION:2 0.24 98.00 99.57 5 0.95 835
POST-CONSTRUCTION:3 0.83 93.18 98.45 5 0.83 2520
POST-CONSTRUCTION:4 0.09 61.00 77.22 5 0.05 17
POST-CONSTRUCTION:5 0.35 87.76 96.94 5 0.70 880
POST-CONSTRUCTION:6 0.22 96.92 99.33 5 0.92 733
POST-CONSTRUCTION:7 0.70 98.00 99.57 5 0.95 2417
POST-CONSTRUCTION:7A 0.37 98.00 99.57 5 0.95 1261
POST-CONSTRUCTION:8* 0.69 56.00 77.22 5 0.05 126
POST-CONSTRUCTION:9 1.05 60.22 77.22 5 0.05 191
POST-CONSTRUCTION:10* 3.73 56.17 77.22 25 0.05 677
POST-CONSTRUCTION:11 0.22 61.00 77.22 5 0.05 39

*Drainage areas POST-CONSTRUCTION:8 and POST-CONSTRUCTION:10
consist of vegetated areas on the down slope side of the stormwater BMPs;
therefore, they are not routed through the BMPs; however, runoff from these
drainage areas are included in the peak attenuation calculations.

Routing of the required storms through the sand filters was performed using
Autodesk Storm and Sanitary Analysis (SSA) 2015.

2.1 Wet Pond Calculations

Both wet ponds were sized using the hydraulic retention time method described
by the following equation in the NCDEQ Stormwater Design Manual.

ܸ௠௣ ൌ0.87൬ܪܴܶ
ܶ௦
൰ ܦܸ
ܸ௠௣ ൌ ܯܽ݅݊ ݌݋݋݈ ݒ݋݈ݑ݉݁
ሺ݂ݐଷሻ
ܪܴܶ ൌ ܴ݁ݍݑ݅ݎ݁݀ ݄ݕ݀ݎܽݑ݈݅ܿ ݎ݁ݏ݅݀݁݊ܿ݁ ݐ݅݉݁
ሺ14 ݀ܽݕݏሻ
ܶ௦ ൌ ܣݒ݁ݎܽ݃݁ ݐ݅݉݁ ܾ݁ݐݓ݁݁݊ ݏݐ݋ݎ݉ ݁ݒ݁݊ݐݏ
ሺ5 ݀ܽݕݏሻ
ܦܸ ൌ ܦ݁ݏ݅݃݊ ݒ݋݈ݑ݉݁
ሺ݂ݐଷ ሻ

2.1.1 Wet Pond #1

Wet pond #1 has a design volume of 8,854 ݂ݐ ଷ which yields the following
minimum volume for the main pool.

BREC, P.A. Makson, Inc. | Stormwater Calculations 4
ܸ௠௣ ൌ0.87൬14
5 ൰ 8,854 ൌ 21,568 ݂ݐ
ଷ

In order to meet peak flow attenuation requirements, the volume provided in the
main pool is larger than the minimum requirements.

ܸ௠௣೛ೝ೚ೡ೔೏೐೏ ൌ 52,080 ݂ݐ
ଷ

The required forebay volume ranges from 15% to 20% of ܸ௠௣೛ೝ೚ೡ೔೏೐೏ .

7,812 ݂ݐ ଷ ൑ܸ௙௕ ൑ 10,416 ݂ݐ
ଷ

ܸ௙௕೛ೝ೚ೡ೔೏೐೏ ൌ 8,260 ݂ݐ
ଷ

The geometry of the pond is guided by topographic constraints and yields a main
pool surface area of:

ܣ௠௣ ൌ 9,717 ݂ݐ
ଶ

The average depth is calculated as:

ܦ௔௩௚ ൌቆܸ௠௣೛ೝ೚ೡ೔೏೐೏
ܣ௠௣
ቇൌ52,080
9,717 ൌ 5.36 ݂ݐ

2.1.1 Wet Pond #2

Wet pond #2 has a design volume of 2,100 ݂ݐ ଷ which yields the following
minimum volume for the main pool.

ܸ௠௣ ൌ0.87൬14
5 ൰ 2,100 ൌ 5,116 ݂ݐ
ଷ

In order to meet peak flow attenuation requirements, the volume provided in the
main pool is larger than the minimum requirements.

ܸ௠௣೛ೝ೚ೡ೔೏೐೏ ൌ 9,978 ݂ݐ
ଷ

The required forebay volume ranges from 15% to 20% of ܸ௠௣೛ೝ೚ೡ೔೏೐೏ .

BREC, P.A. Makson, Inc. | Stormwater Calculations 5
1,497 ݂ݐ ଷ ൑ܸ௙௕ ൑ 1,996 ݂ݐ
ଷ

ܸ௙௕೛ೝ೚ೡ೔೏೐೏ ൌ 1,676 ݂ݐ
ଷ

The geometry of the pond is guided by topographic constraints and yields a main
pool surface area of:

ܣ௠௣ ൌ 3,327 ݂ݐ
ଶ

The average depth is calculated as:

ܦ௔௩௚ ൌቆܸ௠௣೛ೝ೚ೡ೔೏೐೏
ܣ௠௣
ቇൌ9,978
3,327 ൌ3.0 ݂ݐ

3.0 Results

The pre- and post-construction peak runoff rates at each pre-construction outfall
are summarized below for the storms requiring peak attenuation.

Table 5 - Peak Runoff Rates for PRE-CONSTRUCTION:1
ࡿࢀࡻࡾࡹ ࡼࡾࡱ െ ࡯ࡻࡺ ቆ
ࢌ࢚૜
࢙ ቇ ࡼࡻࡿࢀ െ ࡯ࡻࡺ ቆ
ࢌ࢚૜
࢙ ቇ
1 year, 24 hour 0.25 0.25

Table 6 - Peak Runoff Rates for PRE-CONSTRUCTION:2
ࡿࢀࡻࡾࡹ ࡼࡾࡱ െ ࡯ࡻࡺ ቆ
ࢌ࢚૜
࢙ ቇ ࡼࡻࡿࢀ െ ࡯ࡻࡺ ቆ
ࢌ࢚૜
࢙ ቇ
1 year, 24 hour 0.08 0.08

BREC, P.A. Makson, Inc. | Stormwater Calculations 6
Appendix

BREC, P.A. Makson, Inc. | Stormwater Calculations 7
Pre‐construction Routing

BREC, P.A. Makson, Inc. | Stormwater Calculations 8
1 year, 24 hour Routing

Project Description
PRE-CON-ROUTING.SPF
Project Options
CFS
Elevation
SCS TR-55
User-Defined
Hydrodynamic
YES
YES
Analysis Options
Nov 28, 2017 00:00:00
Nov 30, 2017 00:00:00
Nov 28, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:00:15 days hh:mm:ss
15 seconds
Number of Elements
Qty
1
2
2
0
2
0
0
0
0
0
0
0
0
0
0
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 SALISBURY Time Series 1YR-24HR Cumulative inches North Carolina Rowan 1 2.75 SCS Type II 24-hr
Orifices ...................................................
Weirs ......................................................
Outlets ...................................................
Pollutants ........................................................
Land Uses ......................................................
Inlets ......................................................
Storage Nodes .......................................
Links................................................................
Channels ................................................
Pipes ......................................................
Pumps ....................................................
Rain Gages ....................................................
Subbasins........................................................
Nodes..............................................................
Junctions ................................................
Outfalls ...................................................
Flow Diversions .....................................
Start Reporting On .........................................
Antecedent Dry Days ......................................
Runoff (Dry Weather) Time Step ...................
Runoff (Wet Weather) Time Step ..................
Reporting Time Step ......................................
Routing Time Step ..........................................
Time of Concentration (TOC) Method ............
Link Routing Method ......................................
Enable Overflow Ponding at Nodes ...............
Skip Steady State Analysis Time Periods ......
Start Analysis On ............................................
End Analysis On .............................................
File Name .......................................................
Description .....................................................Z:\CURRENT_PROJECTS\310_SCOTT_MITCHELL\3100042017_MAKSON_HEADQUARTERS\PRODUCTION_DW
GS\3100042017_C100-STORMWATER.dwg
Flow Units .......................................................
Elevation Type ................................................
Hydrology Method ..........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 1 6.97 56.00 2.75 0.15 1.07 0.25 0 00:30:00
2 {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 2 1.46 55.70 2.75 0.15 0.21 0.08 0 00:10:00
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 DOWNSTREAM Outfall 764.00 0.00 0.00
2 UPSTREAM Outfall 774.00 0.00 0.00
Subbasin Hydrology
Subbasin : {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 1
Input Data
Area (ac) .....................................................6.97
Weighted Curve Number ............................56.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-6.97 -56.00
Composite Area & Weighted CN 6.97 56.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.15
Peak Runoff (cfs) ........................................0.25
Weighted Curve Number ............................56.00
Time of Concentration (days hh:mm:ss) .....0 00:30:00
Subbasin : {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 1
Subbasin : {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 2
Input Data
Area (ac) .....................................................1.46
Weighted Curve Number ............................55.70
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-1.46 -55.70
Composite Area & Weighted CN 1.46 55.70
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.15
Peak Runoff (cfs) ........................................0.08
Weighted Curve Number ............................55.70
Time of Concentration (days hh:mm:ss) .....0 00:10:00
Subbasin : {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 2

BREC, P.A. Makson, Inc. | Stormwater Calculations 9
Post‐construction Routing

BREC, P.A. Makson, Inc. | Stormwater Calculations 10
First Flush (1”)

Project Description
POST-CON-ROUTING-EXPANSION-BALANCED-WET-POND.SPF
Project Options
CFS
Elevation
SCS TR-55
User-Defined
Hydrodynamic
YES
YES
Analysis Options
Nov 28, 2017 00:00:00
Dec 03, 2017 00:00:00
Nov 28, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:00:15 days hh:mm:ss
15 seconds
Number of Elements
Qty
1
12
12
4
2
0
4
2
14
0
8
0
4
2
0
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 SALISBURY Time Series 1IN-6HR-BALANCED Cumulative inches 0.00
Orifices .................................................................
Weirs ....................................................................
Outlets ..................................................................
Pollutants ......................................................................
Land Uses .....................................................................
Inlets .....................................................................
Storage Nodes .....................................................
Links..............................................................................
Channels ..............................................................
Pipes ....................................................................
Pumps ..................................................................
Rain Gages ...................................................................
Subbasins......................................................................
Nodes............................................................................
Junctions ..............................................................
Outfalls .................................................................
Flow Diversions ....................................................
Start Reporting On ........................................................
Antecedent Dry Days ....................................................
Runoff (Dry Weather) Time Step ..................................
Runoff (Wet Weather) Time Step .................................
Reporting Time Step .....................................................
Routing Time Step ........................................................
Time of Concentration (TOC) Method ..........................
Link Routing Method .....................................................
Enable Overflow Ponding at Nodes ..............................
Skip Steady State Analysis Time Periods .....................
Start Analysis On ..........................................................
End Analysis On ...........................................................
File Name .....................................................................
Description ....................................................................Z:\CURRENT_PROJECTS\310_SCOTT_MITCHELL\3100042017_MAKSON_HEADQUARTERS\PRO
DUCTION_DWGS\3100042017_C100-STORMWATER.dwg
Flow Units .....................................................................
Elevation Type ..............................................................
Hydrology Method .........................................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1 0.82 96.77 1.00 0.69 0.56 1.42 0 00:05:00
2 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10 3.74 77.22 1.00 0.05 0.18 0.12 0 00:25:00
3 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2 0.24 99.57 1.00 0.95 0.23 0.51 0 00:05:00
4 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3 0.83 98.45 1.00 0.83 0.69 1.64 0 00:05:00
5 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4 0.09 77.22 1.00 0.05 0.00 0.00 0 00:05:00
6 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5 0.35 96.94 1.00 0.70 0.24 0.60 0 00:05:00
7 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6 0.22 96.92 1.00 0.70 0.15 0.38 0 00:05:00
8 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7 0.70 99.57 1.00 0.95 0.66 1.45 0 00:05:00
9 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8 0.69 77.22 1.00 0.05 0.03 0.03 0 00:05:00
10 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9 1.05 77.22 1.00 0.05 0.05 0.05 0 00:05:00
11 POST-CONSTRUCTION : 11 0.22 77.22 1.00 0.05 0.01 0.01 0 00:05:00
12 POST-CONSTRUCTION : 7A 0.37 99.57 1.00 0.95 0.35 0.77 0 00:05:00
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak
Elevation Elevation Attained Depth Attained Flooding
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)
1 BMP-RISER-DOWN Junction 773.50 780.00 773.50 0.00 0.00 0.10 773.59 0.00 8.58 0 00:00
2 BMP-RISER-UP Junction 775.50 782.00 775.50 0.00 0.00 0.02 775.54 0.00 6.46 0 00:00
3 SITE-OUTLET-JUNCTION-DOWN Junction 773.00 780.00 773.00 0.00 0.00 0.21 773.07 0.00 10.93 0 00:00
4 SITE-OUTLET-JUNCTION-UP Junction 775.25 782.00 775.25 0.00 0.00 0.04 775.31 0.00 7.94 0 00:00
5 DOWNSTREAM Outfall 764.00 0.21 764.07
6 UPSTREAM Outfall 775.00 0.04 775.05
7 WET-POND-DOWN Storage Node 769.00 780.00 777.50 0.00 5.34 778.42
8 WET-POND-UP Storage Node 774.00 782.00 779.50 0.00 1.42 779.89
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Node Elevation Elevation Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)
1 BMP-BARREL-DOWN Pipe BMP-RISER-DOWN SITE-OUTLET-JUNCTION-DOWN 20.00 773.50 773.00 2.5000 18.000 0.0120 0.10 17.99 0.01 3.21 0.08
2 BMP-BARREL-UP Pipe BMP-RISER-UP SITE-OUTLET-JUNCTION-UP 20.00 775.50 775.25 1.2500 18.000 0.0120 0.02 12.72 0.00 1.37 0.05
3 PIPE - 1 Pipe YARD INLET - 2 DROP INLET - 1 92.75 784.50 784.00 0.5400 15.000 0.0120 0.00 5.14 0.00 0.81 0.11
4 PIPE - 2 Pipe YARD INLET - 1 DROP INLET - 1 41.71 784.50 784.00 1.2000 15.000 0.0120 0.60 7.66 0.08 3.45 0.25
5 PIPE - 3 Pipe DROP INLET - 1 CURB INLET - 1 242.58 783.90 781.40 1.0300 15.000 0.0120 0.97 7.10 0.14 2.42 0.46
6 PIPE - 4 Pipe CURB INLET - 1 WET-POND-DOWN 138.42 781.30 780.50 0.5800 24.000 0.0120 4.08 18.63 0.22 4.43 0.67
7 SITE-OUTLET-LINK-DOWN Pipe SITE-OUTLET-JUNCTION-DOWN DOWNSTREAM 100.00 773.00 764.00 9.0000 36.000 0.0120 0.21 216.77 0.00 4.81 0.07
8 SITE-OUTLET-LINK-UP Pipe SITE-OUTLET-JUNCTION-UP UPSTREAM 20.00 775.25 775.00 1.2500 36.000 0.0120 0.04 80.79 0.00 1.47 0.06
9 PRINCIPAL-SPILLWAY-DOWN Orifice WET-POND-DOWN BMP-RISER-DOWN 769.00 773.50 2.000 0.10
10 PRINCIPAL-SPILLWAY-UP Orifice WET-POND-UP BMP-RISER-UP 774.00 775.50 1.000 0.02
11 SECONDARY-OUTLET-DOWN Orifice WET-POND-DOWN BMP-RISER-DOWN 769.00 773.50 36.000 0.00
12 SECONDARY-OUTLET-UP Orifice WET-POND-UP BMP-RISER-UP 774.00 775.50 36.000 0.00
13 EMERGENCY-SPILLWAY-DOWN Weir WET-POND-DOWN SITE-OUTLET-JUNCTION-DOWN 769.00 773.00 0.00
14 EMERGENCY-SPILLWAY-UP Weir WET-POND-UP SITE-OUTLET-JUNCTION-UP 774.00 775.25 0.00
Inlet Summary
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim)Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter
ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev.
Number Elevation Elevation by Inlet during Peak during Peak during Peak
Inlet Flow Flow Flow
(ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)
1 CURB INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 781.30 787.50 781.30 10.00 3.09 N/A N/A N/A 7.00 5.56 788.70
2 DROP INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 783.90 789.50 783.90 10.00 0.38 N/A N/A N/A 7.00 1.28 789.57
3 YARD INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 787.50 784.50 10.00 0.60 N/A N/A N/A 7.00 2.04 787.62
4 YARD INLET - 2 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 788.50 784.50 10.00 0.00 N/A N/A N/A 7.00 0.01 788.50
Subbasin Hydrology
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1
Input Data
Area (ac) .....................................................0.82
Weighted Curve Number ............................96.77
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.82 -96.77
Composite Area & Weighted CN 0.82 96.77
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.69
Peak Runoff (cfs) ........................................1.42
Weighted Curve Number ............................96.77
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10
Input Data
Area (ac) .....................................................3.74
Weighted Curve Number ............................77.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-3.74 -77.22
Composite Area & Weighted CN 3.74 77.22
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.05
Peak Runoff (cfs) ........................................0.12
Weighted Curve Number ............................77.22
Time of Concentration (days hh:mm:ss) .....0 00:25:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Input Data
Area (ac) .....................................................0.24
Weighted Curve Number ............................99.57
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.24 -99.57
Composite Area & Weighted CN 0.24 99.57
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.95
Peak Runoff (cfs) ........................................0.51
Weighted Curve Number ............................99.57
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Input Data
Area (ac) .....................................................0.83
Weighted Curve Number ............................98.45
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.83 -98.45
Composite Area & Weighted CN 0.83 98.45
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.83
Peak Runoff (cfs) ........................................1.64
Weighted Curve Number ............................98.45
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4
Input Data
Area (ac) .....................................................0.09
Weighted Curve Number ............................77.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.09 -77.22
Composite Area & Weighted CN 0.09 77.22
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.05
Peak Runoff (cfs) ........................................0.00
Weighted Curve Number ............................77.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5
Input Data
Area (ac) .....................................................0.35
Weighted Curve Number ............................96.94
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.35 -96.94
Composite Area & Weighted CN 0.35 96.94
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.70
Peak Runoff (cfs) ........................................0.60
Weighted Curve Number ............................96.94
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6
Input Data
Area (ac) .....................................................0.22
Weighted Curve Number ............................96.92
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.22 -96.92
Composite Area & Weighted CN 0.22 96.92
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.70
Peak Runoff (cfs) ........................................0.38
Weighted Curve Number ............................96.92
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7
Input Data
Area (ac) .....................................................0.70
Weighted Curve Number ............................99.57
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.70 -99.57
Composite Area & Weighted CN 0.70 99.57
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.95
Peak Runoff (cfs) ........................................1.45
Weighted Curve Number ............................99.57
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8
Input Data
Area (ac) .....................................................0.69
Weighted Curve Number ............................77.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.69 -77.22
Composite Area & Weighted CN 0.69 77.22
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.05
Peak Runoff (cfs) ........................................0.03
Weighted Curve Number ............................77.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9
Input Data
Area (ac) .....................................................1.05
Weighted Curve Number ............................77.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-1.05 -77.22
Composite Area & Weighted CN 1.05 77.22
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.05
Peak Runoff (cfs) ........................................0.05
Weighted Curve Number ............................77.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9
Subbasin : POST-CONSTRUCTION : 11
Input Data
Area (ac) .....................................................0.22
Weighted Curve Number ............................77.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.22 -77.22
Composite Area & Weighted CN 0.22 77.22
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.05
Peak Runoff (cfs) ........................................0.01
Weighted Curve Number ............................77.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : POST-CONSTRUCTION : 11
Subbasin : POST-CONSTRUCTION : 7A
Input Data
Area (ac) .....................................................0.37
Weighted Curve Number ............................99.57
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.35 -99.57
Composite Area & Weighted CN 0.35 99.57
Subbasin Runoff Results
Total Rainfall (in) .........................................1.00
Total Runoff (in) ..........................................0.95
Peak Runoff (cfs) ........................................0.77
Weighted Curve Number ............................99.57
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : POST-CONSTRUCTION : 7A
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)
1 BMP-RISER-DOWN 773.50 780.00 6.50 773.50 0.00 0.00 -780.00 0.00 0.00
2 BMP-RISER-UP 775.50 782.00 6.50 775.50 0.00 0.00 -782.00 0.00 0.00
3 SITE-OUTLET-JUNCTION-DOWN 773.00 780.00 7.00 773.00 0.00 0.00 -780.00 0.00 0.00
4 SITE-OUTLET-JUNCTION-UP 775.25 782.00 6.75 775.25 0.00 0.00 -782.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 BMP-RISER-DOWN 0.10 0.00 773.59 0.09 0.00 8.58 773.53 0.03 0 06:45 0 00:00 0.00 0.00
2 BMP-RISER-UP 0.02 0.00 775.54 0.04 0.00 6.46 775.52 0.02 0 06:09 0 00:00 0.00 0.00
3 SITE-OUTLET-JUNCTION-DOWN 0.21 0.12 773.07 0.07 0.00 10.93 773.01 0.01 0 03:35 0 00:00 0.00 0.00
4 SITE-OUTLET-JUNCTION-UP 0.04 0.03 775.31 0.06 0.00 7.94 775.26 0.01 0 03:17 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)
1 BMP-BARREL-DOWN 20.00 773.50 0.00 773.00 0.00 0.50 2.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00
2 BMP-BARREL-UP 20.00 775.50 0.00 775.25 0.00 0.25 1.2500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00
3 PIPE - 1 92.75 784.50 0.00 784.00 0.10 0.50 0.5400 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
4 PIPE - 2 41.71 784.50 0.00 784.00 0.10 0.50 1.2000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
5 PIPE - 3 242.58 783.90 0.00 781.40 0.10 2.50 1.0300 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
6 PIPE - 4 138.42 781.30 0.00 780.50 11.50 0.80 0.5800 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00
7 SITE-OUTLET-LINK-DOWN 100.00 773.00 0.00 764.00 0.00 9.00 9.0000 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00
8 SITE-OUTLET-LINK-UP 20.00 775.25 0.00 775.00 0.00 0.25 1.2500 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00
Flap No. of
Gate Barrels
No 1
No 1
No 1
No 1
No 1
No 1
No 1
No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 BMP-BARREL-DOWN 0.10 0 06:02 17.99 0.01 3.21 0.10 0.08 0.05 0.00 Calculated
2 BMP-BARREL-UP 0.02 0 06:01 12.72 0.00 1.37 0.24 0.05 0.03 0.00 Calculated
3 PIPE - 1 0.00 0 03:22 5.14 0.00 0.81 1.91 0.11 0.08 0.00 Calculated
4 PIPE - 2 0.60 0 03:06 7.66 0.08 3.45 0.20 0.25 0.20 0.00 Calculated
5 PIPE - 3 0.97 0 03:06 7.10 0.14 2.42 1.67 0.46 0.37 0.00 Calculated
6 PIPE - 4 4.08 0 03:07 18.63 0.22 4.43 0.52 0.67 0.34 0.00 Calculated
7 SITE-OUTLET-LINK-DOWN 0.21 0 03:36 216.77 0.00 4.81 0.35 0.07 0.02 0.00 Calculated
8 SITE-OUTLET-LINK-UP 0.04 0 03:17 80.79 0.00 1.47 0.23 0.06 0.02 0.00 Calculated
Inlet Input
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim)Inlet Initial Initial Ponded Grate
ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging
Number Elevation Elevation Depth Factor
(ft)(ft)(ft)(ft)(ft)(ft²)(%)
1 CURB INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 781.30 787.50 6.20 781.30 0.00 10.00 0.00
2 DROP INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 783.90 789.50 5.60 783.90 0.00 10.00 0.00
3 YARD INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 787.50 3.00 784.50 0.00 10.00 0.00
4 YARD INLET - 2 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 788.50 4.00 784.50 0.00 10.00 0.00
Roadway & Gutter Input
SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable
ID Longitudinal Cross Manning's Cross Width Depression Spread
Slope Slope Roughness Slope
(ft/ft)(ft/ft)(ft/ft)(ft)(in)(ft)
1 CURB INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
2 DROP INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
3 YARD INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
4 YARD INLET - 2 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
Inlet Results
SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time
ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev.Water Depth Max Depth Flooded Flooded
Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume
Inlet Flow Flow Flow Flow
(cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 CURB INLET - 1 3.09 3.09 N/A N/A N/A 5.56 788.70 1.20 0 03:07 0.00 0.00
2 DROP INLET - 1 0.38 0.38 N/A N/A N/A 1.28 789.57 0.07 0 03:06 0.00 0.00
3 YARD INLET - 1 0.60 0.60 N/A N/A N/A 2.04 787.62 0.12 0 03:06 0.00 0.00
4 YARD INLET - 2 0.00 0.00 N/A N/A N/A 0.01 788.50 0.00 0 03:22 0.00 0.00
Storage Nodes
Storage Node : WET-POND-DOWN
Input Data
769.00
780.00
11.00
777.50
8.50
0.00
0.00
Storage Area Volume Curves
Storage Curve : WET-POND-DOWN
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 907 0.000
1 1231 1069.00
2 1595 2482.00
3 1997 4278.00
4 2439 6496.00
5 3696 9563.50
6 4405 13614.00
7 5164 18398.50
8 5974 23967.50
9 8841 31375.00
10 10070 40830.50
11 11356 51543.50
Evaporation Loss ......................................................................................................
Invert Elevation (ft) ....................................................................................................
Max (Rim) Elevation (ft) ............................................................................................
Max (Rim) Offset (ft) .................................................................................................
Initial Water Elevation (ft) .........................................................................................
Initial Water Depth (ft) ...............................................................................................
Ponded Area (ft²) ......................................................................................................
Storage Node : WET-POND-DOWN (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 EMERGENCY-SPILLWAY-DOWN Trapezoidal No 779.00 10.00 30.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in)(in)(in)(ft)
1 PRINCIPAL-SPILLWAY-DOWN Side CIRCULAR No 2.00 777.50 0.61
2 SECONDARY-OUTLET-DOWN Bottom Rectangular No 36.00 36.00 778.50 0.63
Output Summary Results
5.34
1.28
0.10
0.00
778.42
9.42
777.66
8.66
0 06:02
0.000
0
0
0.00
Total Time Flooded (min) .........................................................................................
Total Retention Time (sec) .......................................................................................
Max HGL Depth Attained (ft) ....................................................................................
Average HGL Elevation Attained (ft) .........................................................................
Average HGL Depth Attained (ft) ..............................................................................
Time of Max HGL Occurrence (days hh:mm) ..........................................................
Total Exfiltration Volume (1000-ft³) ...........................................................................
Total Flooded Volume (ac-in) ...................................................................................
Peak Inflow (cfs) .......................................................................................................
Peak Lateral Inflow (cfs) ...........................................................................................
Peak Outflow (cfs) ....................................................................................................
Peak Exfiltration Flow Rate (cfm) .............................................................................
Max HGL Elevation Attained (ft) ...............................................................................
Storage Node : WET-POND-UP
Input Data
774.00
782.00
8.00
779.50
5.50
0.00
0.00
Storage Area Volume Curves
Storage Curve : WET-POND-UP
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 791 0.000
1 1118 954.50
2 1673 2350.00
3 2194 4283.50
4 2766 6763.50
5 3387 9840.00
6 5528 14297.50
7 6533 20328.00
8 7595 27392.00
Initial Water Depth (ft) ...............................................................................................
Ponded Area (ft²) ......................................................................................................
Evaporation Loss ......................................................................................................
Invert Elevation (ft) ....................................................................................................
Max (Rim) Elevation (ft) ............................................................................................
Max (Rim) Offset (ft) .................................................................................................
Initial Water Elevation (ft) .........................................................................................
Storage Node : WET-POND-UP (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 EMERGENCY-SPILLWAY-UP Trapezoidal No 781.00 7.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in)(in)(in)(ft)
1 PRINCIPAL-SPILLWAY-UP Side CIRCULAR No 1.00 779.50 0.61
2 SECONDARY-OUTLET-UP Bottom Rectangular No 36.00 36.00 780.50 0.63
Output Summary Results
1.42
1.42
0.02
0.00
779.89
5.89
779.60
5.6
0 06:03
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) ...........................................................................
Total Flooded Volume (ac-in) ...................................................................................
Total Time Flooded (min) .........................................................................................
Total Retention Time (sec) .......................................................................................
Peak Exfiltration Flow Rate (cfm) .............................................................................
Max HGL Elevation Attained (ft) ...............................................................................
Max HGL Depth Attained (ft) ....................................................................................
Average HGL Elevation Attained (ft) .........................................................................
Average HGL Depth Attained (ft) ..............................................................................
Time of Max HGL Occurrence (days hh:mm) ..........................................................
Peak Inflow (cfs) .......................................................................................................
Peak Lateral Inflow (cfs) ...........................................................................................
Peak Outflow (cfs) ....................................................................................................

BREC, P.A. Makson, Inc. | Stormwater Calculations 11
1 year, 24 hour Routing

Project Description
POST-CON-ROUTING-EXPANSION-WET-POND.SPF
Project Options
CFS
Elevation
SCS TR-55
User-Defined
Hydrodynamic
YES
YES
Analysis Options
Nov 28, 2017 00:00:00
Dec 01, 2017 00:00:00
Nov 28, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:00:15 days hh:mm:ss
15 seconds
Number of Elements
Qty
1
12
12
4
2
0
4
2
14
0
8
0
4
2
0
0
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years)(inches)
1 SALISBURY Time Series 1YR-24HR Cumulative inches North Carolina Rowan 1 2.75 SCS Type II 24-hr
Orifices ...................................................
Weirs ......................................................
Outlets ...................................................
Pollutants ........................................................
Land Uses ......................................................
Inlets ......................................................
Storage Nodes .......................................
Links................................................................
Channels ................................................
Pipes ......................................................
Pumps ....................................................
Rain Gages ....................................................
Subbasins........................................................
Nodes..............................................................
Junctions ................................................
Outfalls ...................................................
Flow Diversions .....................................
Start Reporting On .........................................
Antecedent Dry Days ......................................
Runoff (Dry Weather) Time Step ...................
Runoff (Wet Weather) Time Step ..................
Reporting Time Step ......................................
Routing Time Step ..........................................
Time of Concentration (TOC) Method ............
Link Routing Method ......................................
Enable Overflow Ponding at Nodes ...............
Skip Steady State Analysis Time Periods ......
Start Analysis On ............................................
End Analysis On .............................................
File Name .......................................................
Description .....................................................Z:\CURRENT_PROJECTS\310_SCOTT_MITCHELL\3100042017_MAKSON_HEADQUARTERS\PRODUCTION_DW
GS\3100042017_C100-STORMWATER.dwg
Flow Units .......................................................
Elevation Type ................................................
Hydrology Method ..........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)
1 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1 0.82 87.22 2.75 1.54 1.27 2.02 0 00:05:00
2 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10 3.74 56.17 2.75 0.16 0.59 0.15 0 00:25:00
3 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2 0.24 98.00 2.75 2.52 0.61 0.87 0 00:05:00
4 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3 0.83 93.18 2.75 2.03 1.69 2.60 0 00:05:00
5 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4 0.09 61.00 2.75 0.27 0.03 0.03 0 00:05:00
6 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5 0.35 87.76 2.75 1.58 0.54 0.87 0 00:05:00
7 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6 0.22 96.92 2.75 2.40 0.52 0.76 0 00:05:00
8 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7 0.70 98.00 2.75 2.52 1.76 2.48 0 00:05:00
9 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8 0.69 56.00 2.75 0.15 0.11 0.06 0 00:05:00
10 {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9 1.05 60.22 2.75 0.25 0.27 0.28 0 00:05:00
11 POST-CONSTRUCTION : 11 0.22 61.00 2.75 0.28 0.06 0.07 0 00:05:00
12 POST-CONSTRUCTION : 7A 0.37 98.00 2.75 2.52 0.93 1.32 0 00:05:00
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of
ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak
Elevation Elevation Attained Depth Attained Flooding
Attained Occurrence
(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)
1 BMP-RISER-DOWN Junction 773.50 780.00 773.50 0.00 0.00 0.12 773.60 0.00 6.40 0 00:00
2 BMP-RISER-UP Junction 775.50 782.00 775.50 0.00 0.00 0.02 775.55 0.00 6.45 0 00:00
3 SITE-OUTLET-JUNCTION-DOWN Junction 773.00 780.00 773.00 0.00 0.00 0.25 773.08 0.00 6.92 0 00:00
4 SITE-OUTLET-JUNCTION-UP Junction 775.25 782.00 775.25 0.00 0.00 0.08 775.32 0.00 7.93 0 00:00
5 DOWNSTREAM Outfall 764.00 0.25 764.08
6 UPSTREAM Outfall 775.00 0.08 775.07
7 WET-POND-DOWN Storage Node 777.50 780.00 777.50 0.00 8.96 778.76
8 WET-POND-UP Storage Node 774.00 782.00 779.50 0.00 2.05 780.24
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Node Elevation Elevation Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)
1 BMP-BARREL-DOWN Pipe BMP-RISER-DOWN SITE-OUTLET-JUNCTION-DOWN 20.00 773.50 773.00 2.5000 18.000 0.0120 0.12 17.99 0.01 3.35 0.08
2 BMP-BARREL-UP Pipe BMP-RISER-UP SITE-OUTLET-JUNCTION-UP 20.00 775.50 775.25 1.2500 18.000 0.0120 0.02 12.72 0.00 1.48 0.06
3 PIPE - 1 Pipe YARD INLET - 2 DROP INLET - 1 92.75 784.50 784.00 0.5400 15.000 0.0120 0.03 5.14 0.01 0.92 0.17
4 PIPE - 2 Pipe YARD INLET - 1 DROP INLET - 1 41.71 784.50 784.00 1.2000 15.000 0.0120 0.87 7.66 0.11 3.61 0.31
5 PIPE - 3 Pipe DROP INLET - 1 CURB INLET - 1 242.58 783.90 781.40 1.0300 15.000 0.0120 1.62 7.10 0.23 2.68 0.62
6 PIPE - 4 Pipe CURB INLET - 1 WET-POND-DOWN 138.42 781.30 780.50 0.5800 24.000 0.0120 6.67 18.63 0.36 5.00 0.88
7 SITE-OUTLET-LINK-DOWN Pipe SITE-OUTLET-JUNCTION-DOWN DOWNSTREAM 100.00 773.00 764.00 9.0000 36.000 0.0120 0.25 216.77 0.00 5.07 0.08
8 SITE-OUTLET-LINK-UP Pipe SITE-OUTLET-JUNCTION-UP UPSTREAM 20.00 775.25 775.00 1.2500 36.000 0.0120 0.08 80.79 0.00 1.73 0.07
9 PRINCIPAL-SPILLWAY-DOWN Orifice WET-POND-DOWN BMP-RISER-DOWN 777.50 773.50 2.000 0.12
10 PRINCIPAL-SPILLWAY-UP Orifice WET-POND-UP BMP-RISER-UP 774.00 775.50 1.000 0.02
11 SECONDARY-OUTLET-DOWN Orifice WET-POND-DOWN SITE-OUTLET-JUNCTION-DOWN 777.50 773.00 36.000 0.05
12 SECONDARY-OUTLET-UP Orifice WET-POND-UP BMP-RISER-UP 774.00 775.50 36.000 0.00
13 EMERGENCY-SPILLWAY-DOWN Weir WET-POND-DOWN SITE-OUTLET-JUNCTION-DOWN 777.50 773.00 0.00
14 EMERGENCY-SPILLWAY-UP Weir WET-POND-UP SITE-OUTLET-JUNCTION-UP 774.00 775.25 0.00
Inlet Summary
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim)Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter
ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev.
Number Elevation Elevation by Inlet during Peak during Peak during Peak
Inlet Flow Flow Flow
(ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)
1 CURB INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 781.30 787.50 781.30 10.00 5.08 N/A N/A N/A 7.00 7.57 788.76
2 DROP INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 783.90 789.50 783.90 10.00 0.76 N/A N/A N/A 7.00 2.57 789.65
3 YARD INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 787.50 784.50 10.00 0.87 N/A N/A N/A 7.00 2.93 787.67
4 YARD INLET - 2 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 788.50 784.50 10.00 0.03 N/A N/A N/A 7.00 0.10 788.51
Subbasin Hydrology
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1
Input Data
Area (ac) .....................................................0.82
Weighted Curve Number ............................87.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.82 -87.22
Composite Area & Weighted CN 0.82 87.22
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................1.54
Peak Runoff (cfs) ........................................2.02
Weighted Curve Number ............................87.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10
Input Data
Area (ac) .....................................................3.74
Weighted Curve Number ............................56.17
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-3.74 -56.17
Composite Area & Weighted CN 3.74 56.17
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.16
Peak Runoff (cfs) ........................................0.15
Weighted Curve Number ............................56.17
Time of Concentration (days hh:mm:ss) .....0 00:25:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 10
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Input Data
Area (ac) .....................................................0.24
Weighted Curve Number ............................98.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.24 -98.00
Composite Area & Weighted CN 0.24 98.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................2.52
Peak Runoff (cfs) ........................................0.87
Weighted Curve Number ............................98.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Input Data
Area (ac) .....................................................0.83
Weighted Curve Number ............................93.18
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.83 -93.18
Composite Area & Weighted CN 0.83 93.18
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................2.03
Peak Runoff (cfs) ........................................2.60
Weighted Curve Number ............................93.18
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4
Input Data
Area (ac) .....................................................0.09
Weighted Curve Number ............................61.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.09 -61.00
Composite Area & Weighted CN 0.09 61.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.27
Peak Runoff (cfs) ........................................0.03
Weighted Curve Number ............................61.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5
Input Data
Area (ac) .....................................................0.35
Weighted Curve Number ............................87.76
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.35 -87.76
Composite Area & Weighted CN 0.35 87.76
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................1.58
Peak Runoff (cfs) ........................................0.87
Weighted Curve Number ............................87.76
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6
Input Data
Area (ac) .....................................................0.22
Weighted Curve Number ............................96.92
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.22 -96.92
Composite Area & Weighted CN 0.22 96.92
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................2.40
Peak Runoff (cfs) ........................................0.76
Weighted Curve Number ............................96.92
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 6
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7
Input Data
Area (ac) .....................................................0.70
Weighted Curve Number ............................98.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.70 -98.00
Composite Area & Weighted CN 0.70 98.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................2.52
Peak Runoff (cfs) ........................................2.48
Weighted Curve Number ............................98.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 7
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8
Input Data
Area (ac) .....................................................0.69
Weighted Curve Number ............................56.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.69 -56.00
Composite Area & Weighted CN 0.69 56.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.15
Peak Runoff (cfs) ........................................0.06
Weighted Curve Number ............................56.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 8
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9
Input Data
Area (ac) .....................................................1.05
Weighted Curve Number ............................60.22
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-1.05 -60.22
Composite Area & Weighted CN 1.05 60.22
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.25
Peak Runoff (cfs) ........................................0.28
Weighted Curve Number ............................60.22
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 9
Subbasin : POST-CONSTRUCTION : 11
Input Data
Area (ac) .....................................................0.22
Weighted Curve Number ............................61.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.22 -61.00
Composite Area & Weighted CN 0.22 61.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................0.28
Peak Runoff (cfs) ........................................0.07
Weighted Curve Number ............................61.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : POST-CONSTRUCTION : 11
Subbasin : POST-CONSTRUCTION : 7A
Input Data
Area (ac) .....................................................0.37
Weighted Curve Number ............................98.00
Rain Gage ID ...............................................SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres)Group Number
-0.35 -98.00
Composite Area & Weighted CN 0.35 98.00
Subbasin Runoff Results
Total Rainfall (in) .........................................2.75
Total Runoff (in) ..........................................2.52
Peak Runoff (cfs) ........................................1.32
Weighted Curve Number ............................98.00
Time of Concentration (days hh:mm:ss) .....0 00:05:00
Subbasin : POST-CONSTRUCTION : 7A
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)
1 BMP-RISER-DOWN 773.50 780.00 6.50 773.50 0.00 0.00 -780.00 0.00 0.00
2 BMP-RISER-UP 775.50 782.00 6.50 775.50 0.00 0.00 -782.00 0.00 0.00
3 SITE-OUTLET-JUNCTION-DOWN 773.00 780.00 7.00 773.00 0.00 0.00 -780.00 0.00 0.00
4 SITE-OUTLET-JUNCTION-UP 775.25 782.00 6.75 775.25 0.00 0.00 -782.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)
1 BMP-RISER-DOWN 0.12 0.00 773.60 0.10 0.00 6.40 773.57 0.07 1 00:44 0 00:00 0.00 0.00
2 BMP-RISER-UP 0.02 0.00 775.55 0.05 0.00 6.45 775.54 0.04 1 00:09 0 00:00 0.00 0.00
3 SITE-OUTLET-JUNCTION-DOWN 0.25 0.15 773.08 0.08 0.00 6.92 773.04 0.04 0 12:21 0 00:00 0.00 0.00
4 SITE-OUTLET-JUNCTION-UP 0.08 0.06 775.32 0.07 0.00 7.93 775.28 0.03 0 12:02 0 00:00 0.00 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)
1 BMP-BARREL-DOWN 20.00 773.50 0.00 773.00 0.00 0.50 2.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00
2 BMP-BARREL-UP 20.00 775.50 0.00 775.25 0.00 0.25 1.2500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00
3 PIPE - 1 92.75 784.50 0.00 784.00 0.10 0.50 0.5400 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
4 PIPE - 2 41.71 784.50 0.00 784.00 0.10 0.50 1.2000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
5 PIPE - 3 242.58 783.90 0.00 781.40 0.10 2.50 1.0300 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
6 PIPE - 4 138.42 781.30 0.00 780.50 3.00 0.80 0.5800 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00
7 SITE-OUTLET-LINK-DOWN 100.00 773.00 0.00 764.00 0.00 9.00 9.0000 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00
8 SITE-OUTLET-LINK-UP 20.00 775.25 0.00 775.00 0.00 0.25 1.2500 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00
Flap No. of
Gate Barrels
No 1
No 1
No 1
No 1
No 1
No 1
No 1
No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)
1 BMP-BARREL-DOWN 0.12 0 17:13 17.99 0.01 3.35 0.10 0.08 0.06 0.00 Calculated
2 BMP-BARREL-UP 0.02 1 00:02 12.72 0.00 1.48 0.23 0.06 0.04 0.00 Calculated
3 PIPE - 1 0.03 0 12:02 5.14 0.01 0.92 1.68 0.17 0.14 0.00 Calculated
4 PIPE - 2 0.87 0 11:55 7.66 0.11 3.61 0.19 0.31 0.25 0.00 Calculated
5 PIPE - 3 1.62 0 11:56 7.10 0.23 2.68 1.51 0.62 0.50 0.00 Calculated
6 PIPE - 4 6.67 0 11:55 18.63 0.36 5.00 0.46 0.88 0.44 0.00 Calculated
7 SITE-OUTLET-LINK-DOWN 0.25 0 12:21 216.77 0.00 5.07 0.33 0.08 0.03 0.00 Calculated
8 SITE-OUTLET-LINK-UP 0.08 0 12:02 80.79 0.00 1.73 0.19 0.07 0.02 0.00 Calculated
Inlet Input
SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim)Inlet Initial Initial Ponded Grate
ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging
Number Elevation Elevation Depth Factor
(ft)(ft)(ft)(ft)(ft)(ft²)(%)
1 CURB INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 781.30 787.50 6.20 781.30 0.00 10.00 0.00
2 DROP INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 783.90 789.50 5.60 783.90 0.00 10.00 0.00
3 YARD INLET - 1 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 787.50 3.00 784.50 0.00 10.00 0.00
4 YARD INLET - 2 FHWA HEC-22 GENERIC N/A On Sag 1 784.50 788.50 4.00 784.50 0.00 10.00 0.00
Roadway & Gutter Input
SN Element Roadway Roadway Roadway Gutter Gutter Gutter Allowable
ID Longitudinal Cross Manning's Cross Width Depression Spread
Slope Slope Roughness Slope
(ft/ft)(ft/ft)(ft/ft)(ft)(in)(ft)
1 CURB INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
2 DROP INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
3 YARD INLET - 1 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
4 YARD INLET - 2 N/A 0.0500 0.0130 0.0620 2.00 0.0000 7.00
Inlet Results
SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time
ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev.Water Depth Max Depth Flooded Flooded
Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume
Inlet Flow Flow Flow Flow
(cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)
1 CURB INLET - 1 5.08 5.08 N/A N/A N/A 7.57 788.76 1.26 0 11:55 0.00 0.00
2 DROP INLET - 1 0.76 0.76 N/A N/A N/A 2.57 789.65 0.15 0 11:56 0.00 0.00
3 YARD INLET - 1 0.87 0.87 N/A N/A N/A 2.93 787.67 0.17 0 11:55 0.00 0.00
4 YARD INLET - 2 0.03 0.03 N/A N/A N/A 0.10 788.51 0.01 0 12:02 0.00 0.00
Storage Nodes
Storage Node : WET-POND-DOWN
Input Data
777.50
780.00
2.50
777.50
0.00
0.00
0.00
Storage Area Volume Curves
Storage Curve : WET-POND-DOWN
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 12459 0.000
0.5 13926 6596.25
1.5 15450 21284.25
2.5 17030 37524.25
Evaporation Loss ......................................................................................................
Invert Elevation (ft) ....................................................................................................
Max (Rim) Elevation (ft) ............................................................................................
Max (Rim) Offset (ft) .................................................................................................
Initial Water Elevation (ft) .........................................................................................
Initial Water Depth (ft) ...............................................................................................
Ponded Area (ft²) ......................................................................................................
Storage Node : WET-POND-DOWN (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 EMERGENCY-SPILLWAY-DOWN Trapezoidal No 779.00 1.50 30.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in)(in)(in)(ft)
1 PRINCIPAL-SPILLWAY-DOWN Side CIRCULAR No 2.00 777.50 0.61
2 SECONDARY-OUTLET-DOWN Bottom Rectangular No 36.00 36.00 778.75 0.63
Output Summary Results
8.96
2.30
0.16
0.00
778.76
1.26
778.17
0.67
0 17:15
0.000
0
0
0.00
Total Time Flooded (min) .........................................................................................
Total Retention Time (sec) .......................................................................................
Max HGL Depth Attained (ft) ....................................................................................
Average HGL Elevation Attained (ft) .........................................................................
Average HGL Depth Attained (ft) ..............................................................................
Time of Max HGL Occurrence (days hh:mm) ..........................................................
Total Exfiltration Volume (1000-ft³) ...........................................................................
Total Flooded Volume (ac-in) ...................................................................................
Peak Inflow (cfs) .......................................................................................................
Peak Lateral Inflow (cfs) ...........................................................................................
Peak Outflow (cfs) ....................................................................................................
Peak Exfiltration Flow Rate (cfm) .............................................................................
Max HGL Elevation Attained (ft) ...............................................................................
Storage Node : WET-POND-UP
Input Data
774.00
782.00
8.00
779.50
5.50
0.00
0.00
Storage Area Volume Curves
Storage Curve : WET-POND-UP
Stage Storage Storage
Area Volume
(ft)(ft²)(ft³)
0 791 0.000
1 1118 954.50
2 1673 2350.00
3 2194 4283.50
4 2766 6763.50
5 3387 9840.00
6 5528 14297.50
7 6533 20328.00
8 7595 27392.00
Initial Water Depth (ft) ...............................................................................................
Ponded Area (ft²) ......................................................................................................
Evaporation Loss ......................................................................................................
Invert Elevation (ft) ....................................................................................................
Max (Rim) Elevation (ft) ............................................................................................
Max (Rim) Offset (ft) .................................................................................................
Initial Water Elevation (ft) .........................................................................................
Storage Node : WET-POND-UP (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft)(ft)(ft)(ft)
1 EMERGENCY-SPILLWAY-UP Trapezoidal No 781.00 7.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in)(in)(in)(ft)
1 PRINCIPAL-SPILLWAY-UP Side CIRCULAR No 1.00 779.50 0.61
2 SECONDARY-OUTLET-UP Bottom Rectangular No 36.00 36.00 780.50 0.63
Output Summary Results
2.05
2.05
0.02
0.00
780.24
6.24
779.92
5.92
1 00:01
0.000
0
0
0.00
Total Exfiltration Volume (1000-ft³) ...........................................................................
Total Flooded Volume (ac-in) ...................................................................................
Total Time Flooded (min) .........................................................................................
Total Retention Time (sec) .......................................................................................
Peak Exfiltration Flow Rate (cfm) .............................................................................
Max HGL Elevation Attained (ft) ...............................................................................
Max HGL Depth Attained (ft) ....................................................................................
Average HGL Elevation Attained (ft) .........................................................................
Average HGL Depth Attained (ft) ..............................................................................
Time of Max HGL Occurrence (days hh:mm) ..........................................................
Peak Inflow (cfs) .......................................................................................................
Peak Lateral Inflow (cfs) ...........................................................................................
Peak Outflow (cfs) ....................................................................................................
MAKSON WAREHOUSE & OFFICEVICINITY MAP (NTS)NORTH CAROLINA COUNTY MAP(ROWAN COUNTY)SITE COORDINATES: LATITUDE = 35.620533° NLONGITUDE = -80.498989° WSURVEY:SHULENBURGER SURVEYING COMPANY, PA614 N. MAIN STREET - SUITE ASALISBURY, NCLICENSE: C-1858ENGINEER:BREC, PA126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697LICENSE: C-3448CITY/TOWN: SALISBURY, NCSHEET INDEXC000 COVER SHEETC001 NOTESC002 EXISTING CONDITIONSC100 SITE PLANC101 WATERS OF THE US MAPC200 GRADING PLANC201 PRE-CONSTRUCTION DAC202 POST-CONSTRUCTION DAC300 PHASE 1 ESC PLANC301 PHASE 2 ESC PLANC302 FINAL ESC PLANC400 UTILITY PLANG100 LANDSCAPE PLANC900 DETAILSC901 DETAILSC902 DETAILSC903 DETAILSC904 DETAILSC905 DETAILSSCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCCOVER SHEETMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC00004/03/2018
NPDES CONSTRUCTION GENERAL PERMIT - NCG 010000ENTIRE PERMIT CAN BE FOUND AT: http://portal.ncdenr.org/c/document_library/get_file?uuid=d15e7ee8-cb50-443f-9dcf-049b001337ac&groupId=38364SECTION II.B. - STORM WATER POLLUTION PREVENTION REQUIREMENTS IN THE NC CONSTRUCTION GENERAL PERMITIN ADDITION TO THE STORMWATER POLLUTION PREVENTION CONTROLS FOUND IN THE E&SC PLAN, THIS CONSTRUCTION GENERAL PERMIT CONTAINSADDITIONAL CONDITIONS THAT MUST BE MET IN ORDER TO COMPLY WITH THE NPDES PROGRAM REQUIREMENTS. THEY ARE AS FOLLOWS:1.CONSTRUCTION SITE POLLUTANTSPERMITTEE MUST MANAGE ACTIVITIES ON THE SITE SUCH THAT WATER QUALITY STANDARDS ARE NOT VIOLATED FROM SITE ACTIVITIES OR ALLOWEDDISCHARGES. IN ADDITION TO STREAM POLLUTION FROM SEDIMENT DISCHARGE, OTHER ACTIVITIES ON CONSTRUCTION AND DEVELOPMENT SITES CANRESULT IN POLLUTANTS REACHING THE STATE'S WATERS. EPA HAS PREPARED GUIDANCE DOCUMENTS THAT PROVIDE BEST MANAGEMENT PRACTICESTHAT ADDRESS MANY ACTIVITIES.SEE HTTP://CILLUB.EPA.GOV/NPDES/STONNWATER/MENUOFIMMS/INDEX.CFM?ACTJOO=MJLL LDEASURE&MIN MEASURE ID=4THE FOLLOWING ACTIVITIES, AND OTHERS ON A SITE-SPECIFIC BASIS, REQUIRE OVERSIGHT THROUGHOUT THE CONSTRUCTION AND DEVELOPMENTPROCESS TO ASSURE THAT ALL WATER QUALITY STANDARDS ARE PROTECTED:a.EQUIPMENT OPERATION AND MAINTENANCE - EQUIPMENT UTILIZED DURING THE CONSTRUCTION ACTIVITY ON A SITE MUST BE OPERATED ANDMAINTAINED IN SUCH A MANNER AS TO PREVENT THE POTENTIAL OR ACTUAL POLLUTION OF THE SURFACE OR GROUND WATERS OFTHE STATE.FUELS, LUBRICANTS, COOLANTS, AND HYDRAULIC FLUIDS, OR ANY OTHER PETROLEUM PRODUCTS, SHALL NOT BE DISCHARGED ONTO THEGROUND OR INTO SURFACE WATERS. SPENT FLUIDS SHALL BE CLEANED UP AND DISPOSED OF IN A MANNER SO AS NOT TO ENTER THEWATERS, SURFACE OR GROUND, OFTHE STATE AND IN ACCORDANCE WITH APPLICABLE STATE AND FEDERAL REGULATIONS.b.MATERIAL HANDLING - HERBICIDE, PESTICIDE, AND FERTILIZER USAGE DURING THE CONSTRUCTION ACTIVITY SHALL BE CONSISTENT WITH THEFEDERAL INSECTICIDE, FUNGICIDE, AND RODENTICIDE ACT AND SHALL BE IN ACCORDANCE WITH LABEL RESTRICTIONS.c.BUILDING MATERIAL WASTE HANDLINGI) ALL WASTES COMPOSED OF BUILDING MATERIALS SHALL BE DISPOSED OF IN ACCORDANCE WITH NORTH CAROLINA GENERAL STATUTES,CHAPTER 130A, ARTICLE 9 - SOLID WASTE MANAGEMENT, AND RULES GOVERNING THE DISPOSAL OF SOLID WASTE (NORTH CAROLINA ADMINISTRATIVE CODE SECTION 15A NCAC 13B).II) LOCATE AREAS DEDICATED FOR MANAGEMENT OF LAND CLEARING AND DEMOLITION DEBRIS, CONSTRUCTION AND DOMESTIC WASTE, AND HAZARDOUS OR TOXIC WASTE. THIS LOCATION SHALL BE AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE WATERSUNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE.III) DUMPING OF PAINT AND OTHER LIQUID BUILDING MATERIAL WASTES IN STORM DRAINS IS PROHIBITED.IV) LITTER AND SANITARY WASTE - THE PERMITTEE SHALL CONTROL THE MANAGEMENT AND DISPOSAL OF LITTER AND SANITARY WASTE FROM THE SITE.d.LOCATION OF STOCK PILES - LOCATE EARTHEN-MATERIAL STOCK PILE AREAS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS ANDSURFACE WATERS UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE.e.HANDLING OF CONCRETEI) CONCRETE MATERIALS ONSITE, INCLUDING EXCESS CONCRETE, MUST BE CONTROLLED AND MANAGED TO AVOID CONTACT WITH SURFACEWATERS, WETLANDS OR BUFFERS. NO CONCRETE OR CEMENT SLURRY SHALL BE DISCHARGED FROM THE SITE. (NOTE THAT DISCHARGES FROM ONSITE CONCRETE PLANTS REQUIRE COVERAGE UNDER A SEPARATE NPDES PERMIT - NCG 140000.)II) ANY HARDENED CONCRETE RESIDUE WILL BE DISPOSED OF, OR RECYCLED ON SITE, IN ACCORDANCE WITH LOCAL AND STATE SOLID WASTE REGULATIONS.2.GROUND STABILIZATIONa.SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND-DISTURBING ACTIVITIES HAVE TEMPORARILY OR PERMANENTLYCEASED ACCORDING TO THE FOLLOWING SCHEDULE:I) ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND AU SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERTICAL (3: 1) SHALLBE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.II) ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST LAND-DISTURBING ACTIVITY.b.CONDITIONS - IN MEETING THE STABILIZATION REQUIREMENTS ABOVE, THE FOLLOWING CONDITIONS OR EXEMPTIONS SHALL APPLY:I) EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY BASED ON WEATHER OR OTHER SITE-SPECIFIC CONDITIONS THAT MAKE COMPLIANCE IMPRACTICABLE.II) ALL SLOPES 50' IN LENGTH OR GREATER SHALL APPLY THE GROUND COVER WITHIN 7 DAYS EXCEPT WHEN THE SLOPE IS FLATTER THAN 4:1 SLOPES LESS THAN 50' SHALL APPLY GROUND COVER WITHIN 14 DAYS EXCEPT WHEN SLOPES ARE STEEPER THAN 3: 1, THE 7 DAY-REQUIREMENT APPLIES.III) ANY SLOPED AREA FLATTER THAN 4: 1 SHALL BE EXEMPT FROM THE 7-DAY GROUND COVER REQUIREMENT.IV) SLOPES 10' OR LESS IN LENGTH SHALL BE EXEMPT FROM THE 7-DAY GROUND COVER REQUIREMENT EXCEPT WHEN THE SLOPE IS STEEPER THAN 2: 1.V) ALTHOUGH STABILIZATION IS USUALLY SPECIFIED AS GROUND COVER, OTHER METHODS, SUCH AS CHEMICAL STABILIZATION, MAY BE ALLOWED ON A CASE-BY-CASE BASIS.VI) FOR PORTIONS OF PROJECTS WITHIN THE SEDIMENT CONTROL COMMISSION-DEFINED "HIGH QUALITY WATER ZONE" (I5A NCAC 04A. 0105) ,STABILIZATION WITH GROUND COVER SHALL BE ACHIEVED AS SOON AS PRACTICABLE BUT IN ANY EVENT ON ALL AREAS OF THE SITE WITHIN7 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACT.VII) PORTIONS OF A SITE THAT ARE LOWER IN ELEVATION THAN ADJACENT DISCHARGE LOCATIONS AND ARE NOT EXPECTED TO DISCHARGEDURING CONSTRUCTION MAY BE EXEMPT FROM THE TEMPORARY GROUND COVER REQUIREMENTS IF IDENTIFIED ON THE APPROVED E&SCPLAN OR ADDED BY THE PERMITTING AUTHORITY.3.SELF INSPECTION AND REPORTING REQUIREMENTSMINIMUM SELF INSPECTION_AND REPORTING REQUIREMENTS ARE AS FOLLOWS UNLESS OTHERWISE APPROVED IN WRITING BY THE DIVISION OFWATER QUALITY.a.A RAIN GAUGE SHALL BE MAINTAINED IN GOOD WORKING ORDER ON THE SITE UNLESS ANOTHER RAIN MONITORING DEVICE HAS BEENAPPROVED BY THE DIVISION OF WATER QUALITY.b.A WRITTEN RECORD OF THE DAILY RAINFALL AMOUNTS SHALL BE RETAINED AND ALL RECORDS SHALL BE MADE AVAILABLE TO DIVISION OFWATER QUALITY OR AUTHORIZED AGENT UPON REQUEST. IF NO DAILY RAIN GAUGE OBSERVATIONS ARE MADE DURING WEEKEND OR HOLIDAYPERIODS, AND NO INDIVIDUAL-DAY RAINFALL INFORMATION IS AVAILABLE, THE CUMULATIVE RAIN MEASUREMENT FOR THOSE UN-ATTENDEDDAYS WILL DETERMINE IF A SITE INSPECTION IS NEEDED. (NOTE: IF NO RAINFALL OCCURRED, THE PERMITTEE MUST RECORD "ZERO").c.EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTE<;L TO ENSURE THAT THEY ARE OPERATING CORRECTLY. INSPECTIONRECORDS MUST BE MAINTAINED FOR EACH INSPECTION EVENT AND FOR EACH MEASURE. AT A MINIMUM, INSPECTION OF MEASURES MUSTOCCUR AT THE FREQUENCY INDICATED BELOW:I) ALL EROSION AND SEDIMENTATION CONTROL MEASURES MUST BE INSPECTED BY OR UNDER THE DIRECTION OF THE PERMITTEE AT LEASTONCE EVERY SEVEN CALENDAR DAYS, ANDII) ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSPECTED BY OR UNDER THE DIRECTION OF THE PERMITTEE WITHIN 24 HOURS AFTER ANY STORM EVENT OF GREATER THAN 0.50 INCHES OF RAIN PER 24 HOUR PERIOD.d.ONCE LAND DISTURBANCE HAS BEGUN ON THE SITE, STORM WATER RUNOFF DISCHARGE OUTFALLS SHALL BE INSPECTED BY OBSERVATIONFOR EROSION, SEDIMENTATION AND OTHER STORM WATER DISCHARGE CHARACTERISTICS SUCH AS CLARITY, FLOATING SOLIDS, AND OILSHEENS. INSPECTIONS OF THE OUTFALLS SHALL BE MADE AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS AFTER ANYSTORM EVENT OF GREATER THAN 0.50 INCHES OF RAIN PER 24 HOUR PERIOD.e.INSPECTIONS ARE ONLY REQUIRED TO BE MADE DURING NORMAL BUSINESS HOURS. WHEN ADVERSE WEATHER CONDITIONS WOULD CAUSETHE SAFETY OF THE INSPECTION PERSONNEL TO BE IN JEOPARDY, THE INSPECTION CAN BE DELAYED UNTIL IT IS DEEMED SAFE TO PERFORMTHESE DUTIES. (TIMES WHEN INSPECTIONS WERE DELAYED BECAUSE OF SAFETY ISSUES SHOULD BE NOTED IN THE INSPECTION RECORD.) IFTHE INSPECTION CANNOT BE DONE ON THAT DAY, IT MUST BE COMPLETED ON THE FOLLOWING BUSINESS DAY.f.TWENTY-FOUR HOUR REP0L1ING FOR VISIBLE SEDIMENT DEPOSITIONI) THE PERMITTEE SHALL REPORT TO THE DIVISION OF WATER QUALITY CENTRAL OFFICE OR THE APPROPRIATE REGIONAL OFFICE ANY VISIBLE SEDIMENT BEING DEPOSITED IN ANY STREAM OR WETLAND OR ANY NONCOMPLIANCE WHICH MAY ENDANGER HEALTH OR THE ENVIRONMENT. (SEE SECTION VIII OF THIS PERMIT FOR CONTACT INFORMATION.) ANY INFORMATION SHALL BE PROVIDED ORALLY OR ELECTRONICALLY WITHIN 24 HOURS FROM THE TIME THE PERMITTEE BECAME AWARE OF THE CIRCUMSTANCES.II) A WRITTEN SUBMISSION SHALL BE PROVIDED TO THE APPROPRIATE REGIONAL OFFICE OF THE DIVISION OF WATER QUALITY WITHIN 5 DAYS OF THE TIME THE PERMITTEE BECOMES AWARE OF THE CIRCUMSTANCES. THE WRITTEN SUBMISSION SHALL CONTAIN A DESCRIPTIONOF THE SEDIMENT DEPOSITION AND ACTIONS TAKEN TO ADDRESS THE CAUSE OF THE DEPOSITION. THE DIVISION OF WATER QUALITY STAFFMAY WAIVE THE REQUIREMENT FOR A WRITTEN REPORT ON A CASE-BY-CASE BASIS.g.RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS 30 DAYS SHALL REMAIN ON THE SITE AND AVAILABLE FOR AGENCY INSPECTORS ATALL TIMES DURING NORMAL WORKING HOURS, UNLESS THE DIVISION OF WATER QUALITY PROVIDES A SITE-SPECIFIC EXEMPTION BASED ONUNIQUE SITE CONDITIONS THAT MAKE THIS REQUIREMENT NOT PRACTICAL. OLDER RECORDS MUST BE MAINTAINED FOR A PERIOD OF THREEYEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST THE RECORDS MUST PROVIDE THE DETAILS OF EACH INSPECTIONINCLUDING OBSERVATIONS, AND ACTIONS TAKEN IN ACCORDANCE WITH THIS PERMIT. THE PERMITTEE SHALL RECORD THE REQUIREDRAINFALL AND MONITORING OBSERVATIONS ON THE INSPECTION RECORD FORM PROVIDED BY THE DIVISION OR A SIMILAR INSPECTION FORMTHAT IS INCLUSIVE OF ALL OF THE ELEMENTS CONTAINED IN THE DIVISION'S FORM. USE OF ELECTRONICALLY-AVAILABLE RECORDS, IN LIEU OFTHE REQUIRED PAPER COPIES FOR INSPECTION WILL BE ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS AND UTILITY AS THE HARD-COPYRECORDS.h.INSPECTION RECORDS MUST INCLUDE, AT A MINIMUM, THE FOLLOWING:I) CONTROL MEASURE INSPECTIONS: INSPECTION RECORDS MUST INCLUDE AT A MINIMUM: I) IDENTIFICATION OF THE MEASURES INSPECTED,2) DATE AND TIME OF THE INSPECTION, 3) NAME OF THE PERSON PERFORMING THE INSPECTION, 4) INDICATION OF WHETHER THE MEASURESWERE OPERATING PROPERLY, 5) DESCRIPTION OF MAINTENANCE NEEDS FOR THE MEASURE, 6) CORRECTIVE ACTIONS TAKEN (7) DATE OF ACTIONS TAKEN, AS WELL AS THE DATE AND AMOUNTS OF RAINFALL RECEIVED.II) STORM WATER DISCHARGE INSPECTIONS: INSPECTION RECORDS MUST INCLUDE AT A MINIMUM: I) IDENTIFICATION OF THE DISCHARGE OUTFALL INSPECTED, 2) DATE AND TIME OF THE INSPECTION, 3) NAME OF THE PERSON PERFORMING THE INSPECTION, 4) EVIDENCE OF INDICATORS OF STORM WATER POLLUTION SUCH AS OIL SHEEN, FLOATING OR SUSPENDED SOLIDS OR DISCOLORATION, 5) INDICATION OF VISIBLE SEDIMENT LEAVING THE SITE, 6) ACTIONS TAKEN TO CORRECT/PREVENT SEDIMENTATION AND 7) DATE OF ACTIONS TAKEN.III) VISIBLE SEDIMENTATION FOUND OUTSIDE THE SITE LIMITS: INSPECTION RECORDS MUST INCLUDE: 1) AN EXPLANATION AS TO THE ACTIONS TAKEN TO CONTROL FUTURE RELEASES, 2) ACTIONS TAKEN TO CLEAN UP OR STABILIZE THE SEDIMENT THAT HAS LEFT THE SITE LIMITS AND 3) THE DATE OF ACTIONS TAKEN.IV) VISIBLE SEDIMENTATION FOUND IN STREAMS OR WETLANDS: ALL INSPECTIONS SHOULD INCLUDE EVALUATION OF STREAMS OR WETLANDS ONSITE OR OFFSITE (WHERE ACCESSIBLE) TO DETERMINE IF VISIBLE SEDIMENTATION HAS OCCURRED.V) VISIBLE STREAM TURBIDITY - IF THE DISCHARGE FROM A SITE RESULTS IN AN INCREASE IN VISIBLE STREAM TURBIDITY, INSPECTIONRECORDS MUST RECORD THAT EVIDENCE AND ACTIONS TAKEN TO REDUCE SEDIMENT CONTRIBUTIONS. SITES DISCHARGING TO STREAMSNAMED ON THE STATE'S 303(D) LIST AS IMPAIRED FOR SEDIMENT-RELATED CAUSES MAY BE REQUIRED TO PERFORM ADDITIONAL MONITORING, INSPECTIONS OR APPLICATION OF MORE-STRINGENT MANAGEMENT PRACTICES IF IT IS DETERMINED THAT THE ADDITIONALREQUIREMENTS ARE NEEDED TO ASSURE COMPLIANCE WITH THE FEDERAL OR STATE IMPAIRED-WATERS CONDITIONS. IF A DISCHARGECOVERED BY THIS PERMIT ENTERS A STREAM SEGMENT THAT IS LISTED ON THE IMPAIRED STREAM LIST FOR SEDIMENT-RELATED CAUSES,AND A TOTAL MAXIMUM DAILY LOAD (TMDL) HAS BEEN PREPARED FOR THOSE POLLUTANTS, THE PERMITTEE MUST IMPLEMENT MEASURESTO ENSURE THAT THE DISCHARGE OF POLLUTANTS FROM THE SITE IS CONSISTENT WITH THE ASSUMPTIONS AND MEETS THE REQUIREMENTS OF THE APPROVED TMDL. THE DIVISION OF WATER QUALITY 303(D) LIST CAN BE FOUND AT: HTTP://H20.ENR.STATE.NC.US/TMDI/GENERAI303D.HTML4.SEDIMENT BASINSSEDIMENT BASINS AND TRAPS SHALL MEET THE FOLLOWING REQUIREMENTS:a.OUTLET STRUCTURES SHALL BE UTILIZED THAT WITHDRAW WATER FROM THE SURFACE.b.FOR BASINS OR TRAPS THAT HAVE A DRAINAGE AREA OF LESS THAN 1.0 ACRE, DRAW-DOWN DESIGNS SPECIFIED IN THE DIVISION OF LANDRESOURCES OR DELEGATED LOCAL PROGRAM REQUIREMENTS ARE ACCEPTABLE.c.CHEMICAL TREATMENTI) ALL TREATMENT CHEMICALS MUST BE STORED IN LEAK-PROOF CONTAINERS THAT ARE KEPT UNDER STORM-RESISTANT COVER OR SURROUNDED BY SECONDARY CONTAINMENT STRUCTURES DESIGNED TO PROTECT ADJACENT SURFACE WATERS.II) ALL TREATMENT CHEMICALS MUST BE USED IN ACCORDANCE WITH DOSING SPECIFICATIONS AND APPLICATION RATES PROVIDED BY THEMANUFACTURER, SUPPLIER AND AS SPECIFIED BY THE DIVISION OF WATER QUALITY.III) THE PERMITTEE MUST ONLY USE CHEMICALS THAT HAVE BEEN APPROVED BY THE NC DIVISION OF WATER QUALITY AND POSTED ON THEIR "NORTH CAROLINA DIVISION OF WATER QUALITY APPROVED PAMS/FLOCCULANTS LIST" FOUND ON THEIR WEB SITE AT: HTTP://PORTAL.NCDENR .ORGLWEB/WG/WS/SU .IV) THE PERMITTEE MUST ROUTE STORM WATER TREATED WITH POLYMERS, FLOCCULANTS, OR OTHER TREATMENT CHEMICALS THROUGH SEDIMENT TRAPPING, FILTERING, AND/OR SETTLING DEVICES(S) TO ENSURE ADEQUATE REMOVAL OF SEDIMENT FLOCCULENT PRIOR TO DISCHARGE TO SURFACE WATERS.d.DISCHARGE REQUIREMENT - DISCHARGES MUST MEET THE STATUTORY REQUIREMENTS OF THE SEDIMENT POLLUTION CONTROL ACT ANDUTILIZE THE PROVISIONS OF SECTION 6.74 OF THE EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL TO ASSURE THATBUFFERS AND VEGETATED AREAS WILL BE USED TO REDUCE THE POTENTIAL FOR VISIBLE SILTATION OUTSIDE OF THE 25% BUFFER ZONENEAREST THE LAND DISTURBING ACTIVITY.5.DISCHARGES TO SPECIAL OR THREATENED WATERSa.DISTURBED AREAS WITHIN ONE MILE OF AND DRAINING TO WATERS WHERE FEDERALLY-LISTED THREATENED OR ENDANGERED AQUATICSPECIES ARE PRESEN(SHALL BE LIMITED AT ANY TIME TO A MAXIMUM TOTAL AREA WITHIN THE BOUNDARIES OF THE TRACT OF20 ACRES.THESE PROJECTS SHALL ALSO USE CONTROL MEASURES THAT ARE DESIGNED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH CRITERIASET FORTH IN L5A NCAC 048 .0124 - DESIGN STANDARDS IN SENSITIVE WATERSHEDS. THE DIVISION OF WATER QUALITY MAY REQUIREADDITIONAL/ALTERNATIVE PROTECTION MEASURES OR REQUIRE COVERAGE UNDER AN INDIVIDUAL CONSTRUCTION NPDES STORMWATERPERMIT. OTHER MANAGEMENT PRACTICES MAY BE ACCEPTABLE IF THESE DESIGNS ARE SHOWN BY THE APPLICANT, TO THE SATISFACTION OFTHE DIRECTOR, TO PROVIDE EQUIVALENT PROTECTION.b.CONSTRUCTION ACTIVITIES IN HIGH QUALITY WATERS ZONES REQUIRE QUICKER GROUND STABILIZATION PROVISIONS AS SPECIFIED INSECTION II.B.2.B. OF THE PERMIT.SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCNOTESMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC00104/03/2018
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SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCEXISTING CONDITIONSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 80'808040160C00204/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKWETLAND25' WETLAND BUFFERSTREAM CENTERLINE
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xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx291941948SEE ARCHITECTURAL PLANSFOR BUILDING LAYOUTSEE ARCHITECTURAL PLANSFOR BUILDING LAYOUTMAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACESFUTURE EXPANSION15,150 SQ.FT.HEAVY DUTY ASPHALTSEE DET. 1/C900STANDARD DUTY ASPHALTSEE DET. 2/C900HANDICAP RAMP, SIGNAGE &WHEELSTOPS SEE DET. 3-6/C900HANDICAP RAMP, SIGNAGE &WHEELSTOPS SEE DET. 3-5/C9009274'8'5'8'8'8'8'8'5'9' TYP.20' TYP.24'20'20'24'20'189'9'22'81'27'
20'180'9'9'81.05'77.25'14.66'8'8'8'36'30'24'30'61'34'14'30.67'10'C900
7C9007RETAINING WALL TO BEDESIGNED BY OTHERS.DUMPSTER ENCLOSURESEE DET. 4/C901C9008C900
8 30'DEPRESSED CURBSEE DET. 9/C900DEPRESSED CURBSEE DET. 9/C900C9012
25'25'5'6'5'WET POND #1CONCRETE FLUMESEE DET. 7/C9019.9'ZONE: 85-ED-2USE: COMMERCIALZONE: 85-ED-2USE: VACANTZONE: RSUSE: RESIDENTIALZONE: RSUSE: RESIDENTIALZONE: RSUSE: RESIDENTIALZONE: RSUSE: VACANTZONE: RSUSE: RESIDENTIALZONE: RSUSE: VACANTZONE: RSUSE: RESIDENTIALZONE: RSUSE: VACANTZONE: RS
USE: VACANTDECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904WET POND #2SAFETY FENCESEE DET. 8/C901SAFETY FENCESEE DET. 8/C901BOLLARDSEE DET.1/C904SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCSITE PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C10004/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.PARKING AND PAVEMENT NOTES1.ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE MANUAL ONUNIFORM TRAFFIC DEVICES, 2012 EDITION AS AMENDED.2.ALL PAVEMENT MARKINGS SHALL BE PAINTED WHITE ON ASPHALT FOUR (4) INCHES WIDE UNLESS INDICATEDOTHERWISE. ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC WHITE ON ASPHALT IN NCDOT ROW.3.ALL DIMENSIONS ARE TO FACE-OF-CURB UNLESS INDICATED OTHERWISE.4.ALL CURB RADII ARE 5' UNLESS OTHERWISE INDICATED.5.CONTRACTOR SHALL FURNISH AND INSTALL PAVEMENT MARKINGS AS SHOWN ON THE PLANS.6.CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFICCONTROL DEVICES WITH OTHER CONTRACTORS ON SITE.7.JOINTS OR SCORE MARKS ARE TO BE SHARP AND CLEAN WITHOUT SHOWING EDGES OF JOINTING TOOLS.8.CONTRACTOR SHALL SAW-CUT TIE-INS AT EXISTING CURBS AS NECESSARY TO INSURE SMOOTH TRANSITIONS.CONTRACTOR SHALL SAW-CUT AND TRANSITION TO MEET EXISTING PAVEMENT AS NECESSARY AND AS DIRECTEDBY INSPECTOR TO INSURE POSITIVE DRAINAGE (TYPICAL AT ALL INTERSECTIONS).9.CONTRACTOR SHALL COMPLY WITH ALL PERTINENT PROVISIONS OF THE "MANUAL OF ACCIDENT PREVENTION INCONSTRUCTION" ISSUED BY AGC OF AMERICA, INC. AND THE HEALTH AND SAFETY REGULATIONS FORCONSTRUCTION ISSUED BY THE US DEPARTMENT OF LABOR.10.CONTRACTOR SHALL FULLY COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER.11.ALL EXISTING ON-SITE STRUCTURES SHALL BE REMOVED PER LOCAL CODES AND DISPOSED OF OFF-SITE,INCLUDING ALL ATTACHED UTILITIES AND APPURTENANCES. ANY AND ALL WELLS ON-SITE SHALL BE IDENTIFIEDTO THE ENGINEER BEFORE CONSTRUCTION AND CAPPED PER HIS INSTRUCTIONS.12.ALL AREAS NOT IDENTIFIED AS STANDARD DUTY PAVING SHALL BE CONSTRUCTED AS HEAVY DUTY PAVING (SEEDETAILS FOR STANDARD AND HEAVY DUTY PAVING REQUIREMENTS).13.ALL SIGNS, WHETHER FREE-STANDING OR ATTACHED REQUIRE SEPARATE APPLICATION FOR EACH INDIVIDUALSIGN. ALL SIGNS SHALL MEET LOCAL REQUIREMENTS. A SIGN PERMIT IS REQUIRED PRIOR TO INSTALLATION OFANY SIGN.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKWETLAND25' WETLAND BUFFERSTREAM CENTERLINESITE INFORMATIONZONE85-ED-2 PUDPROPOSED USEBUILDING & SPECIAL TRADECONTRACTORSPARKING PROVIDED119 SPACESNUMBER OF EMPLOYEES147 TOTAL EMPLOYEES23 FULL TIME OFFICE STAFFREMAINING 124 FIELD STAFFHOURS OF OPERATIONMONDAY - FRIDAY7 AM - 6 PMIMPERVIOUSACREAGE/PERCENTAGE3.08 ACRES/18.28% IMPERVIOUS(INCLUDES FUTURE BUILDINGEXPANSION)TOTAL PROPERTYACREAGE16.85± ACRESDFIRM PANEL5658(NOT LOCATED IN FLOOD AREA)
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xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxMAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACESFUTURE EXPANSION15,150 SQ.FT.RETAINING WALL TO BEDESIGNED BY OTHERS.WET POND #1DECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904WET POND #2SAFETY FENCESEE DET. 8/C901WETLAND IMPACT #11,847 SQ.FT.WETLAND IMPACT #21,725 SQ.FT.SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCWATERS OF THE US MAPMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C10104/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKWETLAND25' WETLAND BUFFERSTREAM CENTERLINEWETLAND IMPACTSNUMBERIMPACT AREA#11,847 SQ.FT.#21,725 SQ.FT.
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790795790 MAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACES788785789788790
FUTURE EXPANSION15,150 SQ.FT.791
780
788 790791791790788789790791789791790790790790791788
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8 RETAINING WALL TO BEDESIGNED BY OTHERS.YARD INLET - 1RIM : 787.5015" HDPE INV OUT : 784.50DROP INLET - 1RIM : 789.5015" HDPE INV IN : 784.0015" HDPE INV IN : 784.0015" HDPE INV OUT : 783.90CURB INLET - 1RIM : 787.5015" HDPE INV IN : 781.4024" HDPE INV OUT : 781.30PERMANENT DITCHTO LINED WITHCURLEX II8" PVC2 - 6" ROOF DRAINSWET POND #1785
780790 793INV. = 780.508" PVC9 - 6" ROOF DRAINS9 - 6" ROOF DRAINSYARD INLET - 2RIM : 788.5015" HDPE INV OUT : 784.50DECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904OUTLET STRUCTURE #1RIM ELEV. = 778.502" PVC ORIFICE = 777.5018" HDPE INV. OUT = 773.25SEE DET. 8/C90230' EMERGENCYSPILLWAY ELEV. =779.00 LINE WITHCLASS B RIPRAPWET POND #225' EMERGENCYSPILLWAY ELEV. = 781.00LINE WITH CLASS BRIPRAPOUTLET STRUCTURE #2RIM ELEV. = 780.501" PVC ORIFICE = 779.5018" HDPE INV. OUT = 775.70SEE DET. 9/C90218" HDPE INV. = 772.50W/ 8' La x 10' W2OUTLET PROTECTIONSEE DET. 6/C90218" HDPE INV. = 775.00W/ 8' La x 10' W2OUTLET PROTECTIONSEE DET. 6/C9027797807827
8
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775 SAFETY FENCESEE DET. 8/C901SAFETY FENCESEE DET. 8/C901788.00788.50788.00 TC787.60787.10791.50GROUND791.85791.35 TC/HP 791.50GROUND791.80791.30TC791.80791.30TC791.30790.80TC788.70788.20TC788.60788.10TC788.66788.16TC791.50GROUND791.
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D 791.95 TOR791.45 TOR791.95791.45TC791.05791.05790.80790.30TC/HP791.67791.17TC789.48788.98TC790.60790.10TC/HP790.60790.10TC/HP790.45789.95TC790.60790.10 TC/HP
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1
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TC791.50 BOR791.50 BOR791.50 BOR791.50 BOR791.30 BOR791.80791.30 TC 790.90
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PIPE - 3 PIPE - 1 PIPE - 2 PIPE - 2 PIPE - 4786.10FLUME789788787787785 784
INV. = 780.50785
780
777
769
777773769777780
775774SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCGRADING PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C20004/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKGRADING NOTES1.PROPOSED CONTOURS SHOWN ARE TOP OF FUTURE PAVING/GRAVEL IN AREAS TO RECEIVE PAVEMENT/GRAVEL ANDTOP OF TOPSOIL IN AREAS TO BE SEEDED AND/OR LANDSCAPED.2.AREAS OUTSIDE OF THE PARKING LOT PERIMETERS SHOWN TO BE SEEDED AND/OR LANDSCAPED.3.CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES ON ORADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING, OR CONNECTING TOSAID FACILITIES. CONTRACTOR SHALL PAY ALL COSTS IN CONNECTION WITH ALTERATION OF OR RELOCATION OFTHE FACILITY.4.ALL CATCH BASIN GRATE AND FRAMES ARE TO BE BY US FOUNDRY OR APPROVED EQUAL (U.O.N.) SEESPECIFICATIONS.5.ALL AREAS NOT COVERED BY BUILDING OR PAVING ARE TO BE GRASSED.6.UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BEDISPOSED TO AN APPROVED OFF SITE LOCATION BY CONTRACTOR.7.ALL EXCAVATING IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED.8.BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE-OUT AND MARK OUT THE ITEMS ESTABLISHED BYTHE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE OF CONSTRUCTION.LACK OF PROPER WORKING POINTS AND GRADE STAKES MAY REQUIRE CESSATION OF OPERATIONS UNTIL SUCHPOINTS AND GRADES HAVE BEEN PLACED TO THE OWNER'S SATISFACTION.9.CONTRACTOR IS RESPONSIBLE FOR DETERMINING EARTHWORK QUANTITIES. ENGINEER MAKES NO STATEMENTEITHER IMPLIED OR EXPRESSED REGARDING CUT/FILL QUANTITIES.10.ALL CORRUGATED METAL PIPE IS TO BE ALUMINIZED OR APPROVED EQUAL WITH RE-ROLLED ENDS. ALL BANDS ARETO BE HUGGER TYPE.11.ALL STORM DRAINAGE PIPES SHALL HAVE 12" MINIMUM COVER.11.ALL GROUND ELEVATIONS ADJACENT TO BUILDING STRUCTURES ARE TO BE A MINIMUM OF 6" BELOW THE FINISHEDFLOOR ELEVATION.12.ALL HDPE IS TO BE ADS N-12 ST IB DUAL WALL WITH SOIL TIGHT JOINTS AND DUAL WALL FITTINGS OR APPROVEDEQUAL.13.ALL PIPE LENGTHS GIVEN ARE TO THE CENTER OF STRUCTURES.14.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ANY BENCHMARKS SUPPLIED AS PART OF THESE PLANS.BEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!ABBREVATIONSTCTOP OF CURBBCBOTTOM OF CURBTORTOP OF RAMPBORBOTTOM OF RAMPTOWTOP OF WALLBOWBOTTOM OF WALLBODBOTTOM OF DITCHHPHIGH POINTEX. TCEXISTING TOP OF CURBEX. BCEXISTING BOTTOM OF CURBEPEDGE OF PAVEMENTECEDGE OF CONCRETECOORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.WETLAND25' WETLAND BUFFERSTREAM CENTERLINE
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775 PRE-CONSTRUCTION #1PRE-CONSTRUCTION #2SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCPRE-CONSTRUCTION DAMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 50'505025100C20104/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKBEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!WETLAND25' WETLAND BUFFERSTREAM CENTERLINE
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788 790791791790788789790791789791790790790790791788
7
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780790 7937797807827
8
2
780
775 POST-CONSTRUCTION #7POST-CONSTRUCTION #10POST-CONSTRUCTION #3POST-CONSTRUCTION #9POST-CONSTRUCTION #2POST-CONSTRUCTION #5POST-CONSTRUCTION #6POST-CONSTRUCTION #4POST-CONSTRUCTION #1POST-CONSTRUCTION #8POST-CONSTRUCTION #7APOST-CONSTRUCTION #10POST-CONSTRUCTION #11789788787787785 784
785
780
777
769
7777737697777
80
775774SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCPOST-CONSTRUCTION DAMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 50'505025100C20204/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKGRADING NOTES1.PROPOSED CONTOURS SHOWN ARE TOP OF FUTURE PAVING/GRAVEL IN AREAS TO RECEIVE PAVEMENT/GRAVEL ANDTOP OF TOPSOIL IN AREAS TO BE SEEDED AND/OR LANDSCAPED.2.AREAS OUTSIDE OF THE PARKING LOT PERIMETERS SHOWN TO BE SEEDED AND/OR LANDSCAPED.3.CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES ON ORADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING, OR CONNECTING TOSAID FACILITIES. CONTRACTOR SHALL PAY ALL COSTS IN CONNECTION WITH ALTERATION OF OR RELOCATION OFTHE FACILITY.4.ALL CATCH BASIN GRATE AND FRAMES ARE TO BE BY US FOUNDRY OR APPROVED EQUAL (U.O.N.) SEESPECIFICATIONS.5.ALL AREAS NOT COVERED BY BUILDING OR PAVING ARE TO BE GRASSED.6.UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BEDISPOSED TO AN APPROVED OFF SITE LOCATION BY CONTRACTOR.7.ALL EXCAVATING IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED.8.BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE-OUT AND MARK OUT THE ITEMS ESTABLISHED BYTHE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE OF CONSTRUCTION.LACK OF PROPER WORKING POINTS AND GRADE STAKES MAY REQUIRE CESSATION OF OPERATIONS UNTIL SUCHPOINTS AND GRADES HAVE BEEN PLACED TO THE OWNER'S SATISFACTION.9.CONTRACTOR IS RESPONSIBLE FOR DETERMINING EARTHWORK QUANTITIES. ENGINEER MAKES NO STATEMENTEITHER IMPLIED OR EXPRESSED REGARDING CUT/FILL QUANTITIES.10.ALL CORRUGATED METAL PIPE IS TO BE ALUMINIZED OR APPROVED EQUAL WITH RE-ROLLED ENDS. ALL BANDS ARETO BE HUGGER TYPE.11.ALL STORM DRAINAGE PIPES SHALL HAVE 12" MINIMUM COVER.11.ALL GROUND ELEVATIONS ADJACENT TO BUILDING STRUCTURES ARE TO BE A MINIMUM OF 6" BELOW THE FINISHEDFLOOR ELEVATION.12.ALL HDPE IS TO BE ADS N-12 ST IB DUAL WALL WITH SOIL TIGHT JOINTS AND DUAL WALL FITTINGS OR APPROVEDEQUAL.13.ALL PIPE LENGTHS GIVEN ARE TO THE CENTER OF STRUCTURES.14.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ANY BENCHMARKS SUPPLIED AS PART OF THESE PLANS.BEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!ABBREVATIONSTCTOP OF CURBBCBOTTOM OF CURBTORTOP OF RAMPBORBOTTOM OF RAMPTOWTOP OF WALLBOWBOTTOM OF WALLBODBOTTOM OF DITCHHPHIGH POINTEX. TCEXISTING TOP OF CURBEX. BCEXISTING BOTTOM OF CURBEPEDGE OF PAVEMENTECEDGE OF CONCRETECOORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.WETLAND25' WETLAND BUFFERSTREAM CENTERLINE
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TDTDTDTDTDTDTD
TD
TD TDTDTDTDTDTDTDTDTDTDTDTDTDTD
INV. = 772.503' La x 4' W2OUTLET PROTECTIONSEE DET. 6/C90234' W x 102' L x 3' DSKIMMER BASIN2.0" FAIRCLOTH SKIMMERWITH 1.5" KNOCKOUT ORIFICE25' EMERGENCY SPILLWAYELEV. = 775.00 SEE DET. 1-2/C903TEMPORARY 18" HDPETEMPORARY DIVERSIONSEE DET. 4/C902SILT FENCE SEEDET. 2/C902INV. = 777.75TEMP. INLETPROTECTIONSEE DET. 7/C902TEMPORARY DIVERSIONSEE DET. 4/C902SILT FENCE SEEDET. 2/C902STONE OULETSEE DET. 3/C902TEMPORARYCONSTRUCTIONENTRANCE SEEDET. 1/C902PERMANENT DITCHTO LINED WITHCURLEX II28' W x 56' L x 3' DSEDIMENT TRAP10' EMERGENCY SPILLWAYELEV. = 782.00SEE DET. 2-3/C903CLASS B RIPRAPLIMITS OF DISTURBANCE5.87± ACRES785
780790 79318" HDPE INV. = 775.85TD TD TD TDTDTDTDTDTDTEMPORARY DIVERSION(ENSURE POSITIVEDRAINAGE) SEE DET. 4/C902CLASS B RIPRAPSTONE OULETSEE DET. 3/C902780775 SAFETY FENCESEE DET. 8/C901SAFETY FENCESEE DET. 8/C901TEMP. 15" CMPTEMP.INLETPROTECTIONSEE DET. 7/C9027' La x 9' W2OUTLET PROTECTIONSEE DET. 6/C902SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCPHASE 1 ESC PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C30004/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKMAINTENANCE PLAN1.EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.2.CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND SHALL COMPLYWITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL MANUAL.3.PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND STORMWATER RUNOFFDISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS AND WITHIN 24 HOURS AFTER ANYSTORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A RECORD OF RAINFALL AMOUNTS AND DATES MUST BERECORDED AND KEPT ON SITE. RECORDS OF INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLESEDIMENTATION OUTSIDE THE DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASESAND CLEANUP OF SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQDIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.4.CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT AND MAKE ANYNECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.5.REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH HALF CAPACITY, REPAIRANY BREAKS IMMEDIATELY.6.REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.7.CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO NOT MAINTAINING PROPEREROSION CONTROL MEASURES AT ALL TIMES.SILT FENCELIMITS OF DISTURBANCETEMPORARY DIVERSIONSTABILIZATION TIMEFRAMESSITE AREA DESCRIPTIONSTABILIZATIONTIMEFRAME EXCEPTIONSPERIMETER DIKES, SWALES, DITCHES,SLOPES7 DAYSNONEHIGH QUAILTY WATER (HQW) ZONES7 DAYSNONESLOPES STEEPER THAN 3:17 DAYSIF SLOPES ARE 10' OR LESS INLENGTH AND ARE NOT STEEPERTHAN 2:1, 14 DAYS AREA ALLOWED.SLOPES 3:1 OR FLATTER14 DAYS7 DAYS FOR SLOPES GREATERTHAN 50' LENGTHALL OTHER AREAS WITH SLOPESFLATTER THAN 4:114 DAYSNONE, EXCEPT FOR PERIMETERSAND HQW ZONESSEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATIONBEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!EROSION CONTROL CONSTRUCTION SEQUENCE1.OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.2.CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL UTILITIES WITHIN GRADINGAREA TO IDENTIFY POTENTIAL CONFLICTS.3.STAKE-OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.4.MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE DURATION OFCONSTRUCTION.5.INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WITH TEMPORARY 15" CMP TO PROVIDE ACCESS FROM SPEEDWAYBLVD.6.INSTALL SILT FENCE AND STONE OUTLETS AT INDICATED AREAS.7.INSTALL SAFETY FENCE AROUND WETLAND PERIMETER.8.INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEENADEQUATELY STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY ROWAN COUNTY EROSION CONTROLINSPECTIONS.9.INSTALL TEMPORARY 18" PIPE WITH INLET AND OUTLET PROTECTION AND TEMPORARY DIVERSIONS TO CONVEY RUNOFF TOSKIMMER BASIN.10.INSTALL SEDIMENT TRAP.11.INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SEDIMENT TRAP.12.REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND STOCKPILE TOPSOIL FOR LATER USE.13.PROCEED WITH MASS GRADING OPERATIONS, PLACING FILL IN LIFTS AS DIRECTED BY GEOTECHNICAL ENGINEER.14.INSTALL PIPE NETWORK WITH INLET PROTECTION. PIPE NETWORK TO OUTLET TO SKIMMER BASIN PRIOR TO SITE STABILIZATION.15.INSTALL UNDERGROUND UTILITIES.16.AFTER GRADING REACHES SUBGRADE ELEVATIONS, INSTALL STONE BASE IN PARKING AND BUILDING PAD AREAS TO PROTECTEXPOSED SOILS.17.STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING. SEED ALL WETLAND IMPACTS WITH RIPARIAN SEED.18.AFTER SITE STABILIZATION, REMOVE SKIMMER BASIN AND SEDIMENT TRAP TO INSTALL SAND FILTER #1 AND SAND FILTER #2 ANDCOMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTERS UNTIL SITE IS COMPLETELY STABILIZED.19.INSTALL REMAINING PERMANENT LANDSCAPING.20.REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.SKIMMER BASIN CALCULATIONS1.DA = 2.43 ACRES2.DU = 2.43 ACRES3.tc = 5 minutes4.i = 7.0 inhr5.C = 0.66.Q10 = CiDA = (0.6)(7.0)(2.43) = 10.21 ft3/s7.SAreq = 325Q10 = (325)(10.21) = 3,319 ft28.Vreq = 1800DU = (1800)(2.43) = 4,374 ft39.L:W = 3.010.depth = 3.011.W = 34 ft → L = 102 ft12.SApvd = (34)(102) = 3,468 ft213.Vpvd= 8,100 ft314.LWEIR = 25'15.V@top 2 ft= 5,912 ft316.Tdewater = 3 days17.Qdewater = V@ top 2 ft/Tdewater= 1,971 ft3/dCOORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.OUTLET PROTECTIONHARDWARE CLOTH INLETPROTECTIONRIPRAP INLET PROTECTIONWETLAND25' WETLAND BUFFERSTREAM CENTERLINESEDIMENT TRAP CALCULATIONS1.DA = 0.83 ACRES2.DU = 0.69 ACRES3.tc = 5 minutes4.i = 7.0 inhr5.C = 0.66.Q10 = CiDA = (0.6)(7.0)(0.83) = 3.49 ft3/s7.SAreq = 435Q10 = (435)(3.49) = 1,519 ft28.Vreq = 3600DU = (3600)(0.69) = 2,484 ft39.L:W = 2.010.depth = 3.011.W = 28 ft → L = 56 ft12.SApvd = (28)(56) = 1,568 ft213.Vpvd = 3,336 ft314.Lw = 10 ft
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790795790RETAINING WALL TO BEDESIGNED BY OTHERS.YARD INLET - 1RIM : 787.5015" HDPE INV OUT : 784.50DROP INLET - 1RIM : 789.5015" HDPE INV IN : 784.0015" HDPE INV IN : 784.0015" HDPE INV OUT : 783.90CURB INLET - 1RIM : 787.5015" HDPE INV IN : 781.4024" HDPE INV OUT : 781.30TDTDTDTDTDTDTD
TD
TD TDTDTDTDTDTDTDTDTDTDTDTDTDTD
INV. = 772.503' La x 4' W2OUTLET PROTECTIONSEE DET. 6/C90234' W x 102' L x 3' DSKIMMER BASIN2.0" FAIRCLOTH SKIMMERWITH 1.5" KNOCKOUT ORIFICE25' EMERGENCY SPILLWAYELEV. = 775.00 SEE DET. 1-2/C903TEMPORARY 18" HDPETEMPORARY DIVERSIONSEE DET. 4/C902SILT FENCE SEEDET. 2/C902INV. = 777.75TEMP. INLETPROTECTIONSEE DET. 7/C90277
8TEMPORARY DIVERSIONSEE DET. 4/C902SILT FENCE SEEDET. 2/C902STONE OULETSEE DET. 3/C902TEMPORARYCONSTRUCTIONENTRANCE SEEDET. 1/C902789790791791788783779791
780 788790791790789790791792791790
790790
PERMANENT DITCHTO LINED WITHCURLEX II776
772
780
776TEMPORARY INLETPROTECTION (TYPICALAT ALL INLETS) SEEDET. 5/C90228' W x 56' L x 3' DSEDIMENT TRAP10' EMERGENCY SPILLWAYELEV. = 782.00SEE DET. 2-3/C903TD TD
TD10' La x 13' W2OUTLET PROTECTIONSEE DET. 6/C902CLASS B RIPRAPLIMITS OF DISTURBANCE5.87± ACRES785
780790 79318" HDPE INV. = 775.85TD TD TD TDTDTDTDTDTDTEMPORARY DIVERSION(ENSURE POSITIVEDRAINAGE) SEE DET. 4/C902CLASS B RIPRAPSTONE OULETSEE DET. 3/C902INV. = 780.50YARD INLET - 2RIM : 788.5015" HDPE INV OUT : 784.50780775 SAFETY FENCESEE DET. 8/C901SAFETY FENCESEE DET. 8/C901 PIPE - 3 PIPE - 1 PIPE - 2 PIPE - 2 PIPE - 4787787788789785 INV. = 780.50SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCPHASE 2 ESC PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C30104/03/2018VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKWETLAND25' WETLAND BUFFERSTREAM CENTERLINEGENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.MAINTENANCE PLAN1.EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.2.CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND SHALL COMPLYWITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL MANUAL.3.PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND STORMWATER RUNOFFDISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS AND WITHIN 24 HOURS AFTER ANYSTORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A RECORD OF RAINFALL AMOUNTS AND DATES MUST BERECORDED AND KEPT ON SITE. RECORDS OF INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLESEDIMENTATION OUTSIDE THE DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASESAND CLEANUP OF SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQDIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.4.CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT AND MAKE ANYNECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.5.REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH HALF CAPACITY, REPAIRANY BREAKS IMMEDIATELY.6.REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.7.CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO NOT MAINTAINING PROPEREROSION CONTROL MEASURES AT ALL TIMES.SILT FENCELIMITS OF DISTURBANCETEMPORARY DIVERSIONSTABILIZATION TIMEFRAMESSITE AREA DESCRIPTIONSTABILIZATIONTIMEFRAME EXCEPTIONSPERIMETER DIKES, SWALES, DITCHES,SLOPES7 DAYSNONEHIGH QUAILTY WATER (HQW) ZONES7 DAYSNONESLOPES STEEPER THAN 3:17 DAYSIF SLOPES ARE 10' OR LESS INLENGTH AND ARE NOT STEEPERTHAN 2:1, 14 DAYS AREA ALLOWED.SLOPES 3:1 OR FLATTER14 DAYS7 DAYS FOR SLOPES GREATERTHAN 50' LENGTHALL OTHER AREAS WITH SLOPESFLATTER THAN 4:114 DAYSNONE, EXCEPT FOR PERIMETERSAND HQW ZONESSEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATIONBEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!SKIMMER BASIN CALCULATIONS1.DA = 2.43 ACRES2.DU = 2.43 ACRES3.tc = 5 minutes4.i = 7.0 inhr5.C = 0.66.Q10 = CiDA = (0.6)(7.0)(2.43) = 10.21 ft3/s7.SAreq = 325Q10 = (325)(10.21) = 3,319 ft28.Vreq = 1800DU = (1800)(2.43) = 4,374 ft39.L:W = 3.010.depth = 3.011.W = 34 ft → L = 102 ft12.SApvd = (34)(102) = 3,468 ft213.Vpvd= 8,100 ft314.LWEIR = 25'15.V@top 2 ft= 5,912 ft316.Tdewater = 3 days17.Qdewater = V@ top 2 ft/Tdewater= 1,971 ft3/dCOORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.OUTLET PROTECTIONHARDWARE CLOTH INLETPROTECTIONRIPRAP INLET PROTECTIONSEDIMENT TRAP CALCULATIONS1.DA = 0.83 ACRES2.DU = 0.69 ACRES3.tc = 5 minutes4.i = 7.0 inhr5.C = 0.66.Q10 = CiDA = (0.6)(7.0)(0.83) = 3.49 ft3/s7.SAreq = 435Q10 = (435)(3.49) = 1,519 ft28.Vreq = 3600DU = (3600)(0.69) = 2,484 ft39.L:W = 2.010.depth = 3.011.W = 28 ft → L = 56 ft12.SApvd = (28)(56) = 1,568 ft213.Vpvd = 3,336 ft314.Lw = 10 ftEROSION CONTROL CONSTRUCTION SEQUENCE1.OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.2.CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL UTILITIES WITHIN GRADINGAREA TO IDENTIFY POTENTIAL CONFLICTS.3.STAKE-OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.4.MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE DURATION OFCONSTRUCTION.5.INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WITH TEMPORARY 15" CMP TO PROVIDE ACCESS FROM SPEEDWAYBLVD.6.INSTALL SILT FENCE AND STONE OUTLETS AT INDICATED AREAS.7.INSTALL SAFETY FENCE AROUND WETLAND PERIMETER.8.INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEENADEQUATELY STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY ROWAN COUNTY EROSION CONTROLINSPECTIONS.9.INSTALL TEMPORARY 18" PIPE WITH INLET AND OUTLET PROTECTION AND TEMPORARY DIVERSIONS TO CONVEY RUNOFF TOSKIMMER BASIN.10.INSTALL SEDIMENT TRAP.11.INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SEDIMENT TRAP.12.REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND STOCKPILE TOPSOIL FOR LATER USE.13.PROCEED WITH MASS GRADING OPERATIONS, PLACING FILL IN LIFTS AS DIRECTED BY GEOTECHNICAL ENGINEER.14.INSTALL PIPE NETWORK WITH INLET PROTECTION. PIPE NETWORK TO OUTLET TO SKIMMER BASIN PRIOR TO SITE STABILIZATION.15.INSTALL UNDERGROUND UTILITIES.16.AFTER GRADING REACHES SUBGRADE ELEVATIONS, INSTALL STONE BASE IN PARKING AND BUILDING PAD AREAS TO PROTECTEXPOSED SOILS.17.STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING. SEED ALL WETLAND IMPACTS WITH RIPARIAN SEED.18.AFTER SITE STABILIZATION, REMOVE SKIMMER BASIN AND SEDIMENT TRAP TO INSTALL SAND FILTER #1 AND SAND FILTER #2 ANDCOMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTERS UNTIL SITE IS COMPLETELY STABILIZED.19.INSTALL REMAINING PERMANENT LANDSCAPING.20.REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
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790795790 MAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACES788785789788790
FUTURE EXPANSION15,150 SQ.FT.791
780
788 790791791790788789790791789791790790790790791788
7
7
9
77
8 RETAINING WALL TO BEDESIGNED BY OTHERS.YARD INLET - 1RIM : 787.5015" HDPE INV OUT : 784.50DROP INLET - 1RIM : 789.5015" HDPE INV IN : 784.0015" HDPE INV IN : 784.0015" HDPE INV OUT : 783.90CURB INLET - 1RIM : 787.5015" HDPE INV IN : 781.4024" HDPE INV OUT : 781.30SILT FENCE SEEDET. 2/C902SILT FENCE SEEDET. 2/C902STONE OULETSEE DET. 3/C902PERMANENT DITCHTO LINED WITHCURLEX IITEMPORARY INLETPROTECTION (TYPICALAT ALL INLETS) SEEDET. 5/C9028" PVC2 - 6" ROOF DRAINSLIMITS OF DISTURBANCE5.87± ACRESWET POND #1785
780790 793STONE OULETSEE DET. 3/C902INV. = 780.508" PVC9 - 6" ROOF DRAINS9 - 6" ROOF DRAINSYARD INLET - 2RIM : 788.5015" HDPE INV OUT : 784.50DECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904OUTLET STRUCTURE #1RIM ELEV. = 778.502" PVC ORIFICE = 777.5018" HDPE INV. OUT = 773.25SEE DET. 8/C90230' EMERGENCYSPILLWAY ELEV. =779.00 LINE WITHCLASS B RIPRAPWET POND #225' EMERGENCYSPILLWAY ELEV. = 781.00LINE WITH CLASS BRIPRAPOUTLET STRUCTURE #2RIM ELEV. = 780.501" PVC ORIFICE = 779.5018" HDPE INV. OUT = 775.70SEE DET. 9/C90218" HDPE INV. = 772.50W/ 8' La x 10' W2OUTLET PROTECTIONSEE DET. 6/C90218" HDPE INV. = 775.00W/ 8' La x 10' W2OUTLET PROTECTIONSEE DET. 6/C9027797807827
8
2780
775 SAFETY FENCESEE DET. 8/C901SAFETY FENCESEE DET. 8/C901 PIPE - 3 PIPE - 1 PIPE - 2 PIPE - 2 PIPE - 4789788787787785784 INV. = 780.50785
780
777
769
7777737697777
80
775774SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCFINAL PHASE ESC PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C30204/03/2018VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKWETLAND25' WETLAND BUFFERSTREAM CENTERLINEGENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.MAINTENANCE PLAN1.EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.2.CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND SHALL COMPLYWITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL MANUAL.3.PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND STORMWATER RUNOFFDISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS AND WITHIN 24 HOURS AFTER ANYSTORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A RECORD OF RAINFALL AMOUNTS AND DATES MUST BERECORDED AND KEPT ON SITE. RECORDS OF INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLESEDIMENTATION OUTSIDE THE DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASESAND CLEANUP OF SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQDIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.4.CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT AND MAKE ANYNECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.5.REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH HALF CAPACITY, REPAIRANY BREAKS IMMEDIATELY.6.REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.7.CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO NOT MAINTAINING PROPEREROSION CONTROL MEASURES AT ALL TIMES.SILT FENCELIMITS OF DISTURBANCETEMPORARY DIVERSIONSTABILIZATION TIMEFRAMESSITE AREA DESCRIPTIONSTABILIZATIONTIMEFRAME EXCEPTIONSPERIMETER DIKES, SWALES, DITCHES,SLOPES7 DAYSNONEHIGH QUAILTY WATER (HQW) ZONES7 DAYSNONESLOPES STEEPER THAN 3:17 DAYSIF SLOPES ARE 10' OR LESS INLENGTH AND ARE NOT STEEPERTHAN 2:1, 14 DAYS AREA ALLOWED.SLOPES 3:1 OR FLATTER14 DAYS7 DAYS FOR SLOPES GREATERTHAN 50' LENGTHALL OTHER AREAS WITH SLOPESFLATTER THAN 4:114 DAYSNONE, EXCEPT FOR PERIMETERSAND HQW ZONESSEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATIONBEFORE YOU DIG!CALL 1-800-632-4949N.C. ONE-CALL CENTERIT'S THE LAW!COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.OUTLET PROTECTIONHARDWARE CLOTH INLETPROTECTIONRIPRAP INLET PROTECTIONEROSION CONTROL CONSTRUCTION SEQUENCE1.OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.2.CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL UTILITIES WITHIN GRADINGAREA TO IDENTIFY POTENTIAL CONFLICTS.3.STAKE-OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.4.MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE DURATION OFCONSTRUCTION.5.INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE WITH TEMPORARY 15" CMP TO PROVIDE ACCESS FROM SPEEDWAYBLVD.6.INSTALL SILT FENCE AND STONE OUTLETS AT INDICATED AREAS.7.INSTALL SAFETY FENCE AROUND WETLAND PERIMETER.8.INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEENADEQUATELY STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY ROWAN COUNTY EROSION CONTROLINSPECTIONS.9.INSTALL TEMPORARY 18" PIPE WITH INLET AND OUTLET PROTECTION AND TEMPORARY DIVERSIONS TO CONVEY RUNOFF TOSKIMMER BASIN.10.INSTALL SEDIMENT TRAP.11.INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SEDIMENT TRAP.12.REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND STOCKPILE TOPSOIL FOR LATER USE.13.PROCEED WITH MASS GRADING OPERATIONS, PLACING FILL IN LIFTS AS DIRECTED BY GEOTECHNICAL ENGINEER.14.INSTALL PIPE NETWORK WITH INLET PROTECTION. PIPE NETWORK TO OUTLET TO SKIMMER BASIN PRIOR TO SITE STABILIZATION.15.INSTALL UNDERGROUND UTILITIES.16.AFTER GRADING REACHES SUBGRADE ELEVATIONS, INSTALL STONE BASE IN PARKING AND BUILDING PAD AREAS TO PROTECTEXPOSED SOILS.17.STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING. SEED ALL WETLAND IMPACTS WITH RIPARIAN SEED.18.AFTER SITE STABILIZATION, REMOVE SKIMMER BASIN AND SEDIMENT TRAP TO INSTALL SAND FILTER #1 AND SAND FILTER #2 ANDCOMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTERS UNTIL SITE IS COMPLETELY STABILIZED.19.INSTALL REMAINING PERMANENT LANDSCAPING.20.REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
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790795790 MAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACES788785789788790
FUTURE EXPANSION15,150 SQ.FT.791
780 2" POTABLE WATER METER WITH2" COPPER WATER LINESRPZ WITH HEATEDENCLOSUREDOUBLE CHECKDETECTOR ASSEMBLYFIRE HYDRANTSEE DET. 1/C9056" DIP FIRE LINE (COORDINATEWATER TAP WITH LOCALSERVICE PROVIDER)DOUBLE CHECKDETECTOR ASSEMBLY6" SEWER LINE INV. = 789.006" SEWER LINEINV. = 789.00CITY WILL MAKE THE TAPAND PROVIDE ACLEANOUT (INV. = 781.88)FOR CONNECTION6" DIP FIRE LINE (COORDINATE WATERTAP WITH LOCAL SERVICE PROVIDER)788 790791791790788789790791789791790790790790791788
7
7
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8 RETAINING WALL TO BEDESIGNED BY OTHERS.6" DIP FIRE LINE2" COPPER WATER LINEDECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904WET POND #27797807827
8
2780
775 SAFETY FENCESEE DET. 8/C9012" POTABLE WATER METER WITH2" COPPER WATER LINERPZ WITH HEATEDENCLOSUREMHSEWER MANHOLE - 1RIM : 790.656" PVC INV IN : 787.356" PVC INV OUT : 787.2548.84' OF 6" PVC @ 3.38%MHSEWER MANHOLE - 2RIM : 790.556" PVC INV IN : 786.496" PVC INV IN : 786.496" PVC INV OUT : 786.39127.98' OF 6" PVC @ 0.59%MHSEWER MANHOLE - 3RIM : 790.506" PVC INV IN : 786.006" PVC INV OUT : 785.9064.74' OF 6" PVC @ 0.60%MHSEWER MAHOLE - 4RIM : 788.306" PVC INV IN : 783.776" DIP INV OUT : 783.67356.49' OF 6" PVC @ 0.60%321.55' OF 6" DIP @ 0.60%38.31' OF 6" PVC @ 6.55%0+001+002+003+004+005+006+007+008+009+009+20 CONCRETEPIERS 20' O.C.SEE DET. 2/C905789788787787785 784
774SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCUTILITY PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080C40004/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKPOVERHEAD ELECTRICEX. SANITARY SEWEREX. WATERTVTV CABLELOCAL UTILITY COMPANIESUTILITYCOMPANY NAMEPHONEWATERSALISBURY ROWAN UTILITIES(704) 638-5300POWERDUKE ENERGY(800) 452-2777TELEPHONECENTURYLINK(800) 366-8201TELEPHONEAT&T(800) 225-5288SANITARY SEWERSALISBURY ROWAN UTILITIES(704) 638-5300COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATIONAUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FORALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.ON-SITE UTILITY NOTES1.FOR GENERAL SITE WORK, SEE SHEET C100.2.ALL WATER DISTRIBUTION PIPE SHALL BE DUCTILE IRON WATER PIPE CONFORMING TO ALL STATE AND LOCALSTANDARDS.3.ALL DUCTILE IRON PIPE SHALL BE PRESSURE CLASS 50 OR GREATER.4.ALL SANITARY SEWER PIPE SHALL BE SDR 35 PVC PIPE FOR GRAVITY FLOW AND SCH 40 FOR PRESSURED FLOW(BEDDED IN STONE) CONFORMING TO ALL STATE AND LOCAL STANDARDS.5.FITTINGS 4" AND LARGER SHALL BE DUCTILE IRON (PUSH-ON TYPE JOINT) CONFORMING TO ANSI AND AWWASTANDARD SPECIFICATIONS.6.PIPE AND FITTINGS 3" AND SMALLER ARE TO BE EITHER PVC SCHEDULE 40 WITH SOLVENT WELD JOINTS OR SOFTK-COPPER. GATE VALVES SHALL BE TELESCOPE TYPES. ALL VALVES MUST BE MUELLER, M&H OR KENNEDY AND BERATED 175 PSI WORKING PRESSURE AND 300 PSI HYDROSTATIC TEST PRESSURE. ALL VALVES WILL BE OPEN LEFTAND BE CAST OR DUCTILE IRON BODIED.7.ALL WATER MAINS SHALL HAVE A MINIMUM COVER OF 3' ABOVE THE TOP OF THE PIPE.8.THE MINIMUM HORIZONTAL SEPARATION BETWEEN THE CLOSEST TWO POINTS OF THE WATER AND SEWER LINE ISTEN FEET (10'). THE MINIMUM VERTICAL SEPARATION BETWEEN THE CLOSEST TWO POINTS OF THE WATER ANDSEWER LINE IS EIGHTEEN INCHES (18").9.THRUST BLOCKS SHALL BE PROVIDED AT ALL BENDS.10.DIMENSIONS SHOWN ARE CENTERLINE OF PIPE OR FITTINGS.11.ALL SPRINKLER, DOMESTIC, AND SANITARY LEADS TO THE BUILDING SHALL END 5' FROM THE EDGE OF BUILDING ASSHOWN ON PLAN AND SHALL BE PROVIDED WITH A TEMPORARY PLUG AT END (FOR OTHERS TO REMOVE ANDEXTEND AS NECESSARY).12.ALL WATER MAINS SHALL BE HYDROSTATICALLY TESTED AND DISINFECTED BEFORE ACCEPTANCE. SEE SITEWORK SPECIFICATIONS.13.ALL GATE VALVES/BOXES SHALL BE TO TOWN/CITY STANDARDS.14.ALL TRENCHING, PIPE LAYING, AND BACKFILLING SHALL BE IN ACCORDANCE WITH FEDERAL OSHA REGULATIONS.15.SEE SITE SPECIFICATIONS FOR BACKFILLING AND COMPACTION REQUIREMENTS.16.SITE CONTRACTOR SHALL HAVE APPROVAL OF ALL GOVERNING AGENCIES HAVING JURISDICTION OVER THISSYSTEM PRIOR TO COMPLETION.17.INSTALLATION OF THIS PLAN SHALL BE DONE IN STRICT ACCORDANCE WITH SITE WORK SPECIFICATIONS.18.SEE ELECTRICAL PLAN FOR SITE LIGHTING LAYOUT.19.SEE 'M' SHEETS FOR CONTINUATION OF FACILITIES INTO AND OUT OF THE BUILDING.20.CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH LOCAL POWER PROVIDER FOR THE LOCATION OF THETRANSFORMER AND ANY NECESSARY CONDUITS.21.CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH LOCAL TELECOMMUNICATION PROVIDER THE LOCATIONOF ANY PEDESTALS AND NECESSARY CONDUITS.WETLAND25' WETLAND BUFFERSTREAM CENTERLINE
ELEVATIONSTATIONSEWER PROFILE750760770780790800810820750760770780790800810820-0+100+001+002+003+004+005+006+007+008+009+009+25-0+100+001+002+003+004+005+006+007+008+009+009+2548.84' OF 6" PVC @ 3.38%SEWER MANHOLE - 1RIM : 790.656" PVC INV IN : 787.356" PVC INV OUT : 787.25127.98' OF 6" PVC @ 0.59%SEWER MANHOLE - 2RIM : 790.556" PVC INV IN : 786.496" PVC INV IN : 786.496" PVC INV OUT : 786.3964.74' OF 6" PVC @ 0.60%SEWER MANHOLE - 3RIM : 790.506" PVC INV IN : 786.006" PVC INV OUT : 785.90356.49' OF 6" PVC @ 0.60%SEWER MAHOLE - 4RIM : 788.306" PVC INV IN : 783.776" DIP INV OUT : 783.67321.55' OF 6" DIP @ 0.60%EXISTING SEWER MANHOLERIM : 792.306" DIP INV IN : 781.75CONCRETE PIERSEWER INV. = 782.97CONCRETE PIERSEWER INV. = 783.06CONCRETE PIERSEWER INV. = 782.94CONCRETE PIERSEWER INV. = 782.82CONCRETE PIERSEWER INV. = 782.71CONCRETE PIERSEWER INV. = 782.59CONCRETE PIERSEWER INV. = 782.47CONCRETE PIERSEWER INV. = 782.35CONCRETE PIERSEWER INV. = 782.23SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCSEWER PROFILEMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 30'1" = 30'30301560C40104/03/2018
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xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxMAKSON CORPORATE OFFICE3 - STORIES (10,530 SQ.FT. PER FLOOR)31,590 SQ.FT.F.F.E. = 792.0019 PARKING SPACESMAKSON CONSTRUCTIONWAREHOUSEWAREHOUSE TOTAL 30,000 SQ.F.TMEZZANINE 3,480 SQ.FT.F.F.E. = 792.00100 PARKING SPACESFUTURE EXPANSION15,150 SQ.FT.BERMUDA SEEDBERMUDA SEEDBERMUDA SEEDBERMUDA SEEDRETAINING WALL TO BEDESIGNED BY OTHERS.WET POND #1SITE LIGHTINGMAX HEIGHT 25'GA - 2RH - 1GA - 3RH - 110' STREET BUFFERWO - 5GA - 7RH - 4GA - 2GA - 2RH - 1DECORATIVE FENCESEE DET. 1/C9012 - 15' DOUBLEA-FRAME BARRIERGATE SEE DET. 2/C904WET POND #2SAFETY FENCESEE DET. 8/C901RIPARIAN SEEDRIPARIAN SEEDGA - 2RH - 1DP & SR - 60 EACHBF & PW - 30 EACHDP & SR - 100 EACHBF & PW - 50 EACHSCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.0DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCLANDSCAPE PLANMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCH1" = 40'40402080G10004/03/2018GENERAL NOTES1.CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.2.ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.3.ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.4.EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTSASSOCIATED WITH RELOCATION.5.CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW ANDWITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITHRELOCATION SHALL BE INCLUDED IN THE BASE BID.6.ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FORCOMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.7.ALL OFF-SITE FILL MUST COME FROM AN APPROVED SITE. CONTRACTOR IS RESPONSIBLE FOR PERMITTINGBORROW SITE.VICINITY MAP (NTS)LEGENDPROPERTY LINEEXISTING CONTOURSPROPOSED CONTOURS100100SETBACKLANDSCAPE PLANTING LEGENDSYMBOLLABELQTY.SCIENTIFIC NAMECOMMON NAMESIZE AT PLANTINGGA18Abelia x grandifloraGLOSSY ABELIA18" HEIGHT/B&BRH8Rhododendron x 'Lee's Dark Purple'LEE'S DARK PURPLE RHODODENDRON18" HEIGHT/B&BWO5Quercus albaWHITE OAK2" CALIPER/10' HEIGHT/B&B (STREET ONLY)BF80Iris virginica shreveiBLUE FLAG IRISPLUGDP160Sagittaria lancifoliaDUCK POTATOPLUGPW80Pontederia cordataPICKEREL WEEDPLUGSR160Juncus effususSOFT RUSHPLUGSEEDRIPARIAN SEEDWETLAND25' WETLAND BUFFERSTREAM CENTERLINE
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90004/03/2018HEAVY-DUTY ASPHALT PAVINGCOMPACTED SUB-GRADE (PER SPECS.)8" ABC COMPACTED STONE BASE(COMPACTED TO 100% MODIFIED PROCTOR)2.5" ASPHALT BINDER1" ASPHALT SURFACE COATGENERAL NOTES:1.VERIFY EXACT PAVING DESIGN WITH GEOTECHNICAL ENGINEER FOR PROJECT1C900STANDARD ASPHALT PAVINGCOMPACTED SUB-GRADE6" ABC COMPACTED STONE BASE(COMPACTED TO 100% MODIFIED PROCTOR)2" ASPHALT SURFACE COATGENERAL NOTES:1.VERIFY EXACT PAVING DESIGN WITH GEOTECHNICAL ENGINEER FOR PROJECT2C900HANDICAP RAMPNOTE:ALL ACCESSIBLE RAMPS ANDACCESS AISLES SHALL MEET ALLCODES AND ADAAG REGULATIONS.ACCESSIBLEPARKING SIGN, ASREQUIRED8'-0"SEE PLAN 8'-0"SEE PLANSTANDARD ACCESSIBLEPARKING SYMBOL PAINTEDON PAVEMENT. PAINT COLORTO BE PER THE AUTHORITYHAVING JURISDICTION.4" STRIPES @ 24" O.C. AT 45DEGREES. PAINT COLOR TO BEPER THE AUTHORITY HAVINGJURISDICTION.4" PARKING SPACESTRIPE. PAINT COLOR TOBE PER THE AUTHORITYHAVING JURISDICTION.1:12 MAX
SLOPE
DOWN
1:12 MAX
SLOPE
DOWNSEE PLANCOLORED TOOLED/SERRATED SLIPRESISTANT SURFACING AND/OR TACTILEWARNING DEVICE AS REQUIRED BYAMERICANS WITH DISABILITIES ACTACCESSIBILITY GUIDELINES AND CODEREQUIREMENTSACCESSIBLEPARKING SIGN, ASREQUIREDSTRIPINGTOP COAT SHERWIN WILLIAMS -PROMAR TRAFFIC MARKINGPAINT "H.C." BLUE5C9007' MIN.SIDEWALKSTANDARD ALUM. MAXIMUM PENALTYSIGN R7-8D FASTENED TO BUILDINGSTANDARD ALUM. HANDICAPPED PARKINGSIGN R7-8 FASTENED TO BUILDING12"9"18"HANDICAPPED PARKING SIGNWALL MOUNTED3C900SIDEWALKSTANDARD ALUM. MAXIMUM PENALTYSIGN R7-8D FASTENED TO BUILDING.STANDARD ALUM. HANDICAPPED PARKINGSIGN R7-8 FASTENED TO BUILDING.12"9"18"VAN ACCESSIBLE PARKING SIGNWALL MOUNTEDTHIS SIGN TYPICAL AT ALL"VAN ACCESSIBLE" PARKING SPACES7' MIN.9"ONE SIGN PER HANDICAPPARKING SPACE/ WHERE 2SPACES FACE EACH OTHER, ONEPOST SHALL BE USED WITHSIGNAGE ON EACH SIDE.4C900#4 BAR4"
2"6"6' LONG CONC. WHEEL STOPANCHORTED WITH (2) #4 BARS6'4" PAINTED WHITE LINES18"CONCRETE WHEEL STOP6C900CURB AND GUTTER3000 PSI CONC.CURB AND GUTTERASPHALT PAVINGSEE DETAIL18"6"6"1" RAD.ASPHALT SHALL BE 14"ABOVE GUTTER EDGECOMPACTED ABC6"7C900EDGE OF ASPHALT PAVINGTYP. CONC. CURB ANDGUTTERVARIED
SLOPED
CURBDEPRESSED CURB9C900SIDEWALK/CURB SECTION#4 BAR CONT.114" WASHED STONE3000 PSI CONCRETE WITHW2.9 X W2.9 W.W.F. OR#3'S AT 18"2% SLOPE1/2 " ROUNDASPHALT PAVINGSEE DETAIL4"
4"
6"18" TURNDOWN8C900
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90104/03/2018DUMPSTER SCREENINGPROVIDE SOLID 4" SUPPORTWHEEL AND GALV. BRACKETWOOD GATES8" x 8" THICKENEDEDGE4" DIA. SCHED. 40 PIPE W/SLOPEDMTL. CAP ON TOP MAXIMUM 6'-0"O.C. SET PIPE IN CONCRETEFOOTING MIN. 1'-0" DIA. TO FROSTDEPTH(FILL PIPE W/CONC. TO 4'-0" ABOVEFIN. CONC. IN HIGH WIND LOADLOCATIONS.)18'-0EQ.12'-0"EQ.EQ.EQ.8" CONC. SLAB REINF.W/ W.W.F. 6"x6" - W2.9x W2.9 ON 6"AGGREGATE BASEEQ.NOTES:1) FOOTINGS SHALL EXTEND 3'-6" MINIMUMBELOW FINISH GRADE.2) SEE CIVIL DRAWINGS FOR DUMPSTERENCLOSURE LOCATION.3) 8" THICK CONCRETE SLAB OVER 6" THICKCRUSHED AGGREGATE. 12"X12" THICKENEDEDGE FOR APPROACH SLAB. #4 REBAR @2'-0" O.C. EACH WAY.TRASH ENCLOSURE PLANFRONT VIEWNOTE:1. WOOD TO BE TREATED PINE. USE GALVANIZED NAILS FORFASTENING.2. NUMBER OF BOARDS WILL VARY DEPENDING ON SPACEBETWEEN BOARDS AND ACTUAL WIDTH OF BOARDS.REAR VIEWTOP VIEW8'-0" MAX. POST SPACING1X66"-7"4x42x46'-0"4x41X62X42"-4"SPACINGFRONT10"3'-0"1"-2"SPACE 4" MAXSPACING2"-3" DIRTBACKFILL IF AN UNOBSTRUCTED VIEW EXISTS OF A RESIDENTIAL BUILDINGBETWEEN TENANT PARCEL AND ADJACENT PARCEL, THENLESSOR SHALL CONSTRUCT A PRIVACY FENCE IN ACCORDANCEWITH TENANT'S PROTOTYPE CRITERIA SET PLANS AND ANYAPPLICABLE GOVERNMENTAL REQUIREMENTS.1X64x42x44x4GATES SHALL BE CONSTRUCTEDOUT OF STEEL FRAME TUBINGWITH PIVOT HINGES MOUNTEDON 6" STEEL PIPE BOLLARDS.PROPER LATCHING AND LOCKHARDWARD SHALL BE PROVIDEDIN ORDER TO RESTRAIN AND/ORLOCK ENCLOSURE GATESGATE ELEVATIONCAPSHADOW BOXFENCING, ATTACHEDWITH 14" GALV.CARRIAGE BOLTS,(SOLID COLOR STAIN)PROVIDE SOLID 4"SUPPORT WHEEL ANDGALV. BRACKET6" DIA. BOLLARD6" DIA. BOLLARD4C901DUMPSTER PAD SECTIONASPHALT PAVINGSEE DETAIL4000 PSI CONCRETE WITHW2.9 X W2.9 W.W.F. OR# 3'S AT 18"COMPACTED SUB-GRADE4" #57 WASHED STONE1'
4"6"8"(2) #4 CONT.2C901CURB INLETINLET FRAME & GRATEUSF 5181-6420 FOR SAG INLETS & USF5130-6431 FOR ON GRADE INLETSUNLESS SPECIFIED OTHERWISECONC. GROUT#4 BAR AT 8" O.C.E.W.CONC. GROUTCONCRETE BRICK ORPRE-CAST BOXGROUT INTERIORWALLSSTEP REQ'D FORBOXES > 4' DEEPAT 10" O.C.1" RADIUS UNLESSOTHERWISE SPECIFIED6" #57 STONE COMPACTED3C901DROP INLET10'FOOTING BEYONDGRATENOTE: PIPE ALIGNMENTSSHOWN ARE EXAMPLESPRECAST BOXASPAHLT PAVINGOR CONCRETECONCRETE APRONAROUND INLET3000 PSI CONCRETE#4 BAR AT 8" O.C.E.W.6" #57 STONE BASE(COMPACTED)VARIES
PRE-CAST CONCRETE BOX6"(TYP.)GROUT SMOOTHAROUND PIPEVARIESTO FIT PIPE O.D.AND GRATE INLETPRE-CAST BOX#4 BAR CONT8"10"STEPS REQ'D FORBOXES > 4' DEEPAT 10" O.C.SLOPE 2%5' TYP.GRATE AND FRAMEUSF 4139-6002UNLESS SPECIFIED OTHERWISE3000 PSI CONCRETE APRONWITH 6X6 10/10 WWF(COLOR DARK GRAY)8"5C901YARD INLETCONC. GROUTFOOTING BEYONDSTEP REQ'D FORBOXES > 4' DEEPAT 10" O.C.BASIN: NDS# 1200&1216PRE-CAST CATCH BASINPER D.O.T. HEAVY-DUTYTRAFFIC RATING. ROUNDPRE-CAST CAN BESUBSTITUTED FOR SQUAREGROUT INTERIORWALLS#4 REBAR AT 8" O.C.E.W.4"INLET FRAMEAND GRATE(USF 4131-6259)6" OF #57 STONE COMPACTED6C901CURB & GUTTERPAVEMENTCOMPACTED EARTH12"
6"6"18"6"CONCRETE FLUMEASECTION 'A'3'7C901GRADEFENCE MATERIAL:ORANGE, UV RESISTANTHIGH TENSILE STRENGTHPOLYETHYLENE LAMINARBARRICADE FABRIC4' O.C.MIN1.33 LBS/LF STEEL POST2' MIN4' MINSENSITIVE AREA PROTECTION8C901ARCHITECTURAL FENCE8' MAX.72"48"22"2"6"46"2"3 78"1 12" X 1 12" RAILS1" X 1" PICKET2 12" X 2 12" POST & FLAT CAP8"OWNER TO SELECTMATERIAL & FINISH1C901
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90204/03/2018TEMPORARY GRAVEL CONSTRUCTIONENTRANCE50' MIN12' MINPUBLIC STREET 50' MINPUBLIC STREET6" MINEXISTING GROUNDSOIL STABILIZATION FABRICUNDER 2-3" COARSE AGGREGATEGENERAL NOTES:1.A STABILIZED ENTRANCE PAD OF COARSE AGGREGATE OR RAILROAD BALLAST SHOULD BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITEONTO A PUBLIC STREET.2.FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHOULD BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.3.THE ENTRANCE SHOULD BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS OR EXISTING PAVEMENT.THE MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAPSEDIMENT.4.ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.5.WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN WASHING IS REQUIRED, IT SHOULD BE DONE IN ANAREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.6.CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY TO ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THROUGHFARE.7.PLEASE REFER TO NCESCPDM SECTION #6.06 FOR ADDITIONAL DESIGN SPECIFICATIONS REGARDING TEMPORARY GRAVEL CONSTRUCTION ENTRANCES/EXITS.MAINTENANCE NOTES:MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLEMATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.1C902SILT FENCEWOVEN FILTER FABRICWIRE FENCING2'STEEL POSTWIRE FENCINGFILTER FABRIC#57 STONEFLOWFI
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E30" MINMAINTENANCE NOTES:1.INSPECT SEDIMENT FENCE AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANYREQUIRED REPAIRS IMMEDIATELY.2.SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOMEINEFFECTIVE, REPLACE IT PROMPTLY.3.REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUMEFOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOIDUNDERMINING THE FENCE DURING CLEANOUT.4.REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREATO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEENPROPERLY STABILIZED.4" MIN8" MIN24"
FILTER
FABRIC 8' MAXGENERAL NOTES:1.USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS ORPOLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TOTHE REQUIREMENTS IN ASTM D 6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.2.SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERSTO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT ATEMPERATURE RANGE OF 0 TO 120° F.3.ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.25 LB/LINEAR FT MINIMUM STEEL WITH AMINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TOFACILITATE FASTENING THE FABRIC.4.FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH AMINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.5.CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTHSYNTHETIC FILTER FABRICS.6.ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVETHE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TOCAUSE FAILURE OF THE STRUCTURE.)7.CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THEBARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTERCLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.8.SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THEUPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THETRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THEFENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILESTRENGTH.9.WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.10.EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESHSUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE ORPLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.11.EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THEPROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.12.PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.13.BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.14.DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.2C902FRONT VIEWSECTION VIEWGENERAL NOTES:1.STRUCTURAL STONE SHALL BE (CLASS B) STONE FOREROSION CONTROL PURPOSES.2.SEDIMENT CONTROL STONE SHALL BE #5 OR #57 STONE.#57 STONESTEEL FENCE POSTSILT FENCESTONE OUTLET1'-6" MIN.FLOW2:13' MAX.1'-6" MIN.STRUCTURAL STONESEDIMENTCONTROL STONE2' MAX.12"3C902TEMPORARY DIVERSION2' MINGENERAL NOTES:1.REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS ANDOTHER OBJECTIONABLE MATERIAL.2.ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALLDESIGN REQUIREMENTS.3.ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THEDESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.4.PROVIDE SUFFICIENT ROOM AROUND DIVERSION TO PERMIT MACHINEREGARDING AND CLEANOUT.5.VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILLREMAIN IN PLACE LESS THAN 30 WORKING DAYS.MAINTENANCE NOTES:1.INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERYRAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE LOW AREA ANDREPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKETIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLYSTABILIZED, REMOVED THE RIDGE AND THE CHANNEL TO BLEND WITH THENATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.6' TYPICALCOMPACTED SOILFLOW18" MIN4C902HARDWARE CLOTH AND GRAVEL INLETPROTECTION4' MAX3'2'16"2'FILTEREDWATER2119-GUAGE HARDWARE CLOTH(14 MESH OPENINGS)NCDOT #5 OR #57WASHED STONENC DOT #5 OR #57WASHED STONEGENERAL NOTES:1.REFER TO NCESCPDM SECTION #6.51 FORADDITIONAL DESIGN SPECIFICATIONS REGARDINGHARDWARE CLOTH AND GRAVEL INLETPROTECTION.STEEL T-POST5C902STANDARD PIPE OUTLET MINIMUMTAILWATERGENERAL NOTES:1.LA = THE LENGTH OF THE RIPRAP APRON.2.d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUTNOT LESS THAN 6" (INCHES).3.A FILTER BLANKET OR FILTER FABRIC SHOULD BEINSTALLED BETWEEN THE RIPRAP AND SOILFOUNDATION.MAINTENANCE NOTES:INSPECT RIPRAP OUTLET STRUCTURES WEEKLY ANDAFTER SIGNIFICANT (1/2 INCH OR GREATER) RAINFALLEVENTS TO SEE IF ANY EROSION AROUND OR BELOWTHE RIPRAP HAS TAKEN PLACE, OR IF STONES HAVEBEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDEDREPAIRS TO PREVENT FURTHER DAMAGE.AAPLAN VIEWSECTION 'A-A'PIPEDO3 X DOPIPEFILTER FABRICdLAW = DO + LA LA6C902ROCK PIPE INLET PROTECTIONNATURAL GROUNDRIPRAP HEADWALL, 1' MINHEIGHT FROM ROAD SHOULDERPIPE INVERT3'1'2'1.5'FLOWNC DOT #5 OR #57WASHED STONECLASS B RIPRAPFLOW FLOWFLOWPIPE INVERT, 36"PIPE MAXRIPRAPHEADWALLCLASS B RIPRAPFILTER BERM NCDOT #5 OR #57WASHED STONEFLOWNATURAL GROUNDGENERAL NOTES:1.REFER TO NCESCPDM SECTION #6.55 FOR ADDITIONAL DESIGNSPECIFICATIONS REGARDING ROCK PIPE INLET PROTECTION.MAINTENANCE NOTES:1.INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY ANDAFTER SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT ANDREPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THESEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHENTHE SEDIMENT HAS ACUMULATED TO ONE-HALF THE DESIGNDEPTH OF TH TRAP. PLACE THE SEDIMENT THAT IS REMOVED INTHE DESIGNATED DISPOSAL AREA AND REPLACE THECONTAMINATED PART OF THE GRAVEL FACING.2.CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACEDFROM THE STONE HORSESHOE MUST BE REPLACED.3.AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEENPERMANENTLY STABILIZED REMOVE THE STRUCTURE AND ALL THEUNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THEADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER.7C902OUTLET STRUCTURE #1PRECAST LIDFOOTING BEYONDGROUT INTERIORWALLS18" HDPEINV. OUT = 773.253' x 3' PRE-CASTCATCH BASINRIM ELEV. = 778.50STORMRAX TRASH RACKWITH ANTI-VORTEX DEVICEOR APPROVED EQUALINV. = 777.502" PVC ORIFICEW/6" TURN DOWN6"BOTTOM OF POND ELEV. = 769.0012" OF #57 STONE BASE2'C9028PRECAST LIDFOOTING BEYONDGROUT INTERIORWALLS18" HDPEINV. OUT = 775.703' x 3' PRE-CASTCATCH BASINRIM ELEV. = 780.50STORMRAX TRASH RACKWITH ANTI-VORTEX DEVICEOR APPROVED EQUALINV. = 779.501" PVC ORIFICEW/6" TURN DOWN6"BOTTOM OF POND ELEV. = 774.0012" OF #57 STONE BASE2'OUTLET STRUCTURE #29C902
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90304/03/2018SKIMMER SEDIMENT BASINGENERAL NOTES:1.CLEAR, GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OFORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARYSEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.2.ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY, VEGETATION, ORGANIC MATTER AND OTHER OBJECTIONABLE MATERIAL.PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER THE FILL EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.3.SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THESKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.4.PLACE THE BARREL *TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCHAS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACTIT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THEFIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.5.ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURES INSTRUCTIONS OR AS DESIGNED.6.LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOIN TO THEBARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACHED A ROPE TO THE SKIMMER AND ANCHOR IT TO THESIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.7.EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS,GRADE, DESIGN WIDTH AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULDBE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDESAND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BELONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ON PIECE, NOT JOINED OR SPLICED;OTHERWISE THE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLESECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTIONS(S) SO THAT WATER CANNOT FLOWUNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.8.INLET - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSION WITH OUTLET PROTECTION TODIVERT SEDIMENT LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.9.EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM THE BARE AREAS.COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVETHE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.10.INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65.11.AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTHTHE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.MAINTENANCE NOTES:1.INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.REMOVED SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE.PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUSTAROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.2.REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.3.IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE WILL MAKE THE SKIMMER BOB UP AND DOWN ANDDISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSOCHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.4.IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BYFLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.5.CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THEEMBANKMENT, SPILLWAYS AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRSIMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.6.FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMERFROM PLUGGING WITH ICE.PLAN VIEWCROSS-SECTION VIEWAVERAGEWIDTH=AREA*LENGTH* AREA OF BASIN WATERSURFACE AT TOP OFPRIMARY SPILLWAYINFLOWBAFFLESSKIMMERDEWATERINGDEVICEEMBANKMENTEMERGENCYSPILLWAYEMBANKMENTEMERGENCYSPILLWAYBAFFLESFILTER FABRIC1' FREEBOARD6" MIN. INVERT ELEV. OFEMERGENCY SPILLWAY1' SEDIMENTSTORAGE ZONE2' DEWATERINGZONEINFLOWCLASS B STONE PAD(4' x 4' x 1' MIN.)12PERSPECTIVE VIEWWATER SURFACE(PERMANENT POOL)END VIEWFRONT VIEWARM ASSEMBLYWATER ENTRYUNIT"C" ENCLOSUREPVC ELBOWPVC ENDCAPPVC TEEPVC PIPE1/2" HOLES INUNDERSIDEFLEXIBLEHOSESCHEDULE 40PVC PIPEPVC TEEORIFICEPLATESCHEDULE 40PVC PIPEPVC VENTPIPEPVC ENDCAPBOTTOM SURFACENOTE:1.ALL SKIMMERS SHALL BE FAIRCLOTH SKIMMERS UNLESS OTHERWISE SPECIFIED.1C903BAFFLEGENERAL NOTES:1.BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDESUSING STAPLES OR BY TRENCHING AS FOR SILT FENCE.2.MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1ST BAY,WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.3.PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH). PROVIDE5 BAFFLES FOR DRAINAGE AREAS GREATER THAN 10 ACRES.4.BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.5.TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.6.INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL.7.PLEASE REFER TO NCESCPDM SECTION #6.65 FOR ADDITIONAL DESIGN SPECIFICATIONSREGARDING BAFFLES.MAINTENANCE NOTES:1.INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANYREQUIRED REPAIRS IMMEDIATELY.2.BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLECOLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.3.REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATESTORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTHSHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.4.AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVEALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADEAND STABILIZE IT.25% OFBASINSURFACEAREAINLETOUTLET1ST CELL25% OFBASINSURFACEAREA2ND CELL25% OFBASINSURFACEAREA25% OFBASINSURFACEAREAPLAN VIEWDRAPE BAFFLE MATERIAL OVERWIRE STRAND AND SECURE WITHPLASTIC TIES AT POSTS AND ONWIRE EVERY 12"SUPPORT POST,24" INTO BOTTOMOR SIDEEXTEND 9 GAUGE WIRE TO BASINSIDE OR INSTALL T-POST TOANCHOR BAFFLE TO SIDE OF BASINAND SECURE TO VERTICAL POST9 GAUGE MIN. HIGH TENSION WIRESTRAND SHALL BE SECURED TOPOST TO SUPPORT BAFFLEMATERIALSECTION VIEW AT OPENING11 GAUGELANDSCAPINGSTAPLESTEEL POST2' DEPTHCROSS SECTION3' MIN.4' MAX.VARIABLEDEPTHSECURE BOTTOM OF BAFFLE TOGROUND WITH 12" STAPLES AT 12"MAXIMUM SPACING.BAFFLEMATERIALBAFFLE MATERIAL SHOULD BE SECUREDTO THE BOTTOM AND SIDES OF BASINUSING 12" LANDSCAPING STAPLES2C903E&SC PERMANENT SEEDING SCHEDULE* DO NOT USE WITHIN 25' RIPARIAN BUFFER. SEE RIPARIAN SEEDING SCHEDULE FOR BUFFER SEEDING SPECSSEEDING MIXTURESEEDING NOTE1.AFTER AUGUST 15. USE UNSCARIFIED SERICEA LESPEDEZA SEED.2.WHERE APPEARANCE IS A CONSIDERATION, OMIT SERCIA LESPEDEZA ANDINCREASE KOREAN LESPEDEZA TO 40 LB/ACRE.NURSE PLANTSBETWEEN MAY 1 AND AUGUST 15 ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE TALLFESCUS, PRIOR TO MAY 1 OR AFTER AUGUST 15, ADD 40 LB/ACRE RYE GRAIN. IT MAY BEBENEFICIAL TO PLANT THE GRASSES IN LATE SUMMER AND OVERSEED THE LESPEDEZAIN MARCH.SEEDING DATESBELOW 2500 FT:ABOVE 2500 FT:BESTAUG 15-SEP 1MAR 1 -APR 1JULY 25- AUG 15MAR 20 - APR 20POSSIBLEJULY 25-SEP 15MAR 1- MAY 10JULY 15-AUG 30MAR 5-MAY 15COMPLETE SEEDING EARLIER IN THE FALL, AND START LATER IN THE SPRING ON NORTHAND EAST FACING SLOPES.SOIL AMENDMENTSAPPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4000 LB/ACREGROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 5-10-10 FERTILIZER.MULCHAPPLY 4000-5000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLEMULCHING MATERIAL. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR ROVING.NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.MAINTENANCEREFERTILIZE THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MOW NOMORE THAN ONCE PER YEAR. RESEED, FERTILIZE, AND MULCH DAMAGED AREASIMMEDIATELY.SPECIESTALL FESCUESERICEA LESPEDEZAKOREAN LESPEDEZAREDTOPKENTUCKY BLUEGRASSRATE (LB/ACRE)100201055SOIL PREPARATION:SOIL TEST: SOIL TESTING WILL DETERMINE WHETHER THE SOIL PH AND NUTRIENT(PHOSPHORUS, POTASSIUM, CALCIUM AND MAGNESIUM) LEVELS ARE IN A RANGETHAT FAVOR TURFGRASS GROWTH. THE SOIL TEST REPORT WILL INDICATENEEDED AMOUNTS OF FERTILIZER AND/OR LIME.CLEAN AND ROUGH GRADE: REMOVE ALL DEBRIS FROM THE LOCATION TO BEPLANTED. THIS INCLUDES ROCKS, BOTTLES, LARGE ROOTS AND OLD TREE TRUNKS.IF EXTENSIVE GRADING IS NEEDED, REMOVE THE TOPSOIL AND STOCKPILE IT FORREPLACEMENT AFTER THE ROUGH GRADE IS ESTABLISHED.THE SUBSURFACE MAY BECOME COMPACTED DURING ROUGH GRADING,ESPECIALLY IF THE GROUND IS WET. THIS COMPACTED LAYER MUST BE BROKENUP. A SPRING-TOOTH HARROW WORKS WELL ON LIGHTLY COMPACTED SOILS; ASMALL ROTOTILLER MAY BE NEEDED FOR MORE HEAVILY COMPACTED SITES.DEEP TILLAGE: ROTOTILLING LOOSENS COMPACTED SOIL AND IMPROVES THESPEED AND DEPTH OF ROOTING. A TRACTOR-MOUNTED OR SELF-PROPELLEDTILLER WILL ADEQUATELY TILL THE SOIL. TAKE CARE NOT TO DESTROY THEEXISTING TREES IN THE LAWN. CUTTING TOO MANY TREE ROOTS DURING SOILTILLAGE CAN SEVERELY DAMAGE OR KILL A TREE. TREES CAN ALSO BESUFFOCATED BY DEEPLY COVERING THE ROOTS WITH SOIL. IF ADDITIONAL SOIL ISNECESSARY AT A TREE BASE, CONSTRUCT A "TREE WELL."REPLACE THE TOPSOIL: ONCE THE SUBSURFACE IS ESTABLISHED, RETURN THETOPSOIL AND SPREAD UNIFORMLY OVER THE ENTIRE AREA. ALLOW FOR AT LEAST6 TO 8 INCHES OF DEPTH AFTER THE SOIL HAS SETTLED. THIS MEANS PLACINGABOUT 8 TO 10 INCHES OF TOPSOIL OVER THE SUBSURFACE. IMPROVE THE SOIL BYADDING ORGANIC MATTER. THIS IMPROVES WATER RETENTION IN SANDY SOILSAND DRAINAGE IN CLAY SOILS AND REDUCES FERTILIZER LEACHING.E&SC TEMPORARY SEEDING SCHEDULE* DO NOT USE WITHIN 25' RIPARIAN BUFFER. SEE RIPARIAN SEEDING SCHEDULE FOR BUFFER SEEDING SPECSLATE WINTER & EARLY SPRING (FEB 15-MAY 15)SPECIESRYE GRAINANDKOREAN LESPEDEZARATE (LB/ACRE) 120 50SOIL AMENDMENTSFOLLOW RECOMMENDATIONS OF SOIL TEST OR APPLY 2000 LB/ACRE GROUNDAGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. INCREASE FERTILIZERRATE TO 1000 LB/ACRE IN THE FALL.MULCHAPPLY 4000-5000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OR ANOTHER SUITABLEMULCHING MATERIAL. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCHANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS AMULCH ANCHORING TOOL.MAINTENANCEREFERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. RESEED, FERTILIZER, AND MULCHIMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. TOPDRESS WITH 50 LB/ACRE OFNITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE15, OVERSEED WITH 50 LB/ACRE KOREAN LESPEDEZA IN LATE FEBRUARY OR EARLYMARCH.SUMMER (MAY 15-AUGUST 15)SPECIESGERMAN MILLETORTALL FESCUERATE (LB/ACRE)4050FALL (AUGUST 15-DECEMBER 15)SPECIESRYE GRAINRATE (LB/ACRE)120SOIL PREPARATION:SOIL TEST: SOIL TESTING WILL DETERMINE WHETHER THE SOIL PH AND NUTRIENT(PHOSPHORUS, POTASSIUM, CALCIUM AND MAGNESIUM) LEVELS ARE IN A RANGETHAT FAVOR TURFGRASS GROWTH. THE SOIL TEST REPORT WILL INDICATENEEDED AMOUNTS OF FERTILIZER AND/OR LIME.CLEAN AND ROUGH GRADE: REMOVE ALL DEBRIS FROM THE LOCATION TO BEPLANTED. THIS INCLUDES ROCKS, BOTTLES, LARGE ROOTS AND OLD TREE TRUNKS.IF EXTENSIVE GRADING IS NEEDED, REMOVE THE TOPSOIL AND STOCKPILE IT FORREPLACEMENT AFTER THE ROUGH GRADE IS ESTABLISHED.THE SUBSURFACE MAY BECOME COMPACTED DURING ROUGH GRADING,ESPECIALLY IF THE GROUND IS WET. THIS COMPACTED LAYER MUST BE BROKENUP. A SPRING-TOOTH HARROW WORKS WELL ON LIGHTLY COMPACTED SOILS; ASMALL ROTOTILLER MAY BE NEEDED FOR MORE HEAVILY COMPACTED SITES.DEEP TILLAGE: ROTOTILLING LOOSENS COMPACTED SOIL AND IMPROVES THESPEED AND DEPTH OF ROOTING. A TRACTOR-MOUNTED OR SELF-PROPELLEDTILLER WILL ADEQUATELY TILL THE SOIL. TAKE CARE NOT TO DESTROY THEEXISTING TREES IN THE LAWN. CUTTING TOO MANY TREE ROOTS DURING SOILTILLAGE CAN SEVERELY DAMAGE OR KILL A TREE. TREES CAN ALSO BESUFFOCATED BY DEEPLY COVERING THE ROOTS WITH SOIL. IF ADDITIONAL SOIL ISNECESSARY AT A TREE BASE, CONSTRUCT A "TREE WELL."REPLACE THE TOPSOIL: ONCE THE SUBSURFACE IS ESTABLISHED, RETURN THETOPSOIL AND SPREAD UNIFORMLY OVER THE ENTIRE AREA. ALLOW FOR AT LEAST6 TO 8 INCHES OF DEPTH AFTER THE SOIL HAS SETTLED. THIS MEANS PLACINGABOUT 8 TO 10 INCHES OF TOPSOIL OVER THE SUBSURFACE. IMPROVE THE SOIL BYADDING ORGANIC MATTER. THIS IMPROVES WATER RETENTION IN SANDY SOILSAND DRAINAGE IN CLAY SOILS AND REDUCES FERTILIZER LEACHING.DRAINAGEAREA(ACRES)TEMPORARY SEDIMENTTRAP DESIGN CRITERIAMIN. LENGTHTO WIDTHRATIOMIN.VOLUMEREQUIREDSURFACEAREAREQUIRED< 5 AC.2:13600FT3/ACDIST435 FT2/ Q10(FT3/S)GENERAL NOTES:PLEASE REFER TO NCESCPDM SECTION#6.60 FOR ADDITIONAL DESIGNSPECIFICATIONS REGARDING TEMPORARYSEDIMENT TRAPS.CROSS SECTION3600 FT3/ACRE12' MIN OF NCDOT #5OR #57 WASHED STONE5'MIN1.5' MIN5'MAXFILTER FABRIC1.5'MIN1:
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2:12:1PLAN VIEWDESIGNED SETTLEDTOP21"MIN4'MIN5' MAX FILLFILTER FABRIC3'MINNATURALGROUNDEMERGENCY BYPASS6" BELOW SETTLEDTOP OF DAMOVERFILL 6" FORSETTLEMENT2
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X2' TO 3.5'TEMPORARY SEDIMENT TRAPC9033
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90404/03/2018RIPARIAN SEEDING SCHEDULE* FOR USE WITHIN 25' RIPARIAN BUFFER. SEE E&SC SEEDING SCHEDULE FOR NON-BUFFER SEEDING SPECS.SEEDING MIXTURESPECIESPANICUM VIRGATUM (SWITCHGRASSPANICUM CLANDESTINUM (DEER TONGUE)JUNCUS EFFUSUS (SOFT RUSH)CAREX VULPINOIDEA (FOX SEDGE)SORGHASTRUM NUTANS (INDIAN GRASS)CHASMANTHIUM LATIFOLIUM (RIVER OATS)ELYMUS HYSTRIX (BOTTLEBRUSH GRASS)VERNONIA GIGANTEA (GIANT IRONWEED)RUBECKIA HIRTA (BLACK EYED SUSAN)EUPATORIUM FISTULOSUM (JOE PYE WEED)RHUS TYPHINA (STAGHORN SUMAC)VERBENA HASTATA (BLUE VERVAIN)PENSTEMON DIGITALIS (TALL WHITE BEARD TONGUE)% COMPOSTIION10101010101010555555APPLICATION:APPLY AT A RATE OF 15LBS/ACRE.SOIL AMENDMENTS:APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 5-10-10 FERTILIZER.MAINTENANCE:REFERTILIZE THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.BOLLARDCONCRETE FOOTING3000 PSI MIN.FINISH GRADE/PAVINGCOVERED BY YELLOW PLASTIC(PROVIDED BY OTHERS)60 GA. STEEL BOLLARDFILLED SOLID WITH 3000 PSI CONCRETEROUND CONC. TOP OFPIPE SMOOTH2'6"
36"48"6"1C904DOUBLE A-FRAME BARRIER GATEOWNER TO SELECTMATERIAL & FINISH30'2C904DOUBLE CHECK DETECTOR ASSEMBLY
SCALE:SHEET:(H)(V)DRAWN BY:APPROVED BY:PROJECT NUMBER:DATE:© COPYRIGHT 2018 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE-USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.DO NOT SCALE - PLANS MUST BE RECEIVED AS A COMPLETE SETRELEASED FOR AGENCY REVIEW - NOT RELEASED FOR CONSTRUCTION
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z126 EXECUTIVE DRIVE - SUITE 220WILKESBORO, NC 28697336.844.4088 http://brec.bizDATE:REVISIONS:PREPARED FOR:ENGINEERING | PLANNING | ENVIRONMENTALSHEET SIZE:MAKSON WAREHOUSE & OFFICE
SALISBURY, NCDETAILSMAKSON INC.434 CALHOUN STREETSALISBURY, NC 2814424"x36"07/20/20173100042017J.EDWARDSJ.CHURCHNTSC90504/03/2018STANDARD HYDRANTCONCRETE BLOCKINGMIN. 1/3 C.Y. AT3000 PSIMIN. OF 8 C.F.# 57 STONEUNDISTURBED SOILTAMPED BACKFILLHYDRANT TO BE PLACEDWITH PUMPER NOZZLE FACINGTHE CLOSEST CURBMECHANICAL JOINT6" GATE VALVETAMPED BACKFILLUNDISTURBED SOILMAINCONCRETE THRUST BLOCK1/3 C.Y. AT 3000 PSIMAIN LINE TEEDUCTILE IRON PIPE5/8" BRIDLE ROD &ROD COLLARCAST IRONBOXGROUND LINE3.5'MIN.MIN. 18"MAX. 24"15' MAX.2' MIN./ 5' MAX.TO BACK OF ROADWAYCURB AND GUTTER1C905STANDARD AERIAL CROSSINGSIDE VIEWEND VIEW2'-6"VARIES2'-6"VARIES1'-0"
1'-6"
(18'-0" MAXIMUM)1'-6"1'-6"1'-0"4'-0"MIN.38"x 2" STAINLESS STEELSTRAP WITH 212" LEGPIPE OUTER DIAMETER PLUS 12 INCHES.PIPE SIZE AS SHOWN ON PLANS.CRADLE FORMED TO FIT BOTTOMTHIRD OF PIPE12" ANCHOR BOLTS WITH 4"PROJECTION AND NUT#3 HOOPS @ 4'-0" O.C.#4 BARS ONE EACH CORNERAPPROXIMATE GRADECONCRETE PIERNOTES:1.PIERS OVER 3 FEET IN HEIGHT TO BE REINFORCED.2.BOTTOM OF PIPE MUST BE A MINIMUM OF 24 INCHES ABOVE NORMALWATER LEVEL BUT NO LOWER THAN THE 25-YEAR FLOOD ELEVATION.3.CAST-IN-PLACE CONCRETE SHALL BE FIELD TESTED.4.AT A MINIMUM, ONE PIER MUST BE INSTALLED EVERY 20 FEET OR ASDIRECTED BY THE TOWN ENGINEER.5.FOOTING DESIGN SHALL BE CONFIRMED BY LICENSED N.C.PROFESSIONAL ENGINEER.6.SUBSURFACE CONDITIONS SHALL BE CONFIRMED BY LICENSED N.C.GEOTECH ENGINEER TO VERIFY LOADING.7.PRECAST PIERS REVIEWED ON CASE BY CASE BASIS8.PIPE SHALL BE PROTECTO 401 LINED FROM MANHOLE TO MANHOLE.NOTES:1. STEEL SHALL BE GRADE 40.2. CONCRETE SHALL BE 3,000 P.S.I. OR GREATER.PLAN VIEW38" X 2" STAINLESS STEEL STRAP W/212" LEG12" ANCHOR BOLTSCONCRETE PIERAPPRX. GRADEFOUR - #4 BARS, EACH WAY,TOP TO BOTTOMRESTRAINED JOINTWITHIN 2-FT OFPIERUS PIPE MECH-LOK OR AMERICANCOUPLED JOINT DUCTILE IRONPIPE4'-0"3"2'-0"VARIES1'-0"1'-6"1'-6"
BATTER 1
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CONCRETE PIERPIPE 2C905SECTION V - DESIGN CRITERIA AND POLICIESPART 3 - SANITARY SEWER3.01 Sanitary Sewer Design Criteria1.Design capacities shall be designed for the ultimate tributary population including consideration given tothe maximum anticipated capacity of institutions, industrial parks, The capacity of downstream sewersto accept future flow shall be evaluated by the engineer. Where future relief sewers are planned,analysis of alternatives should accompany initial permit applications. Wastewater flow rates shall bedetermined in accordance with 15A NCAC 2T.0114 (or latest revision/update). Design engineer shallcontact Salisbury-Rowan Utilities Engineering Department prior to or during initial design 5-9 stage toverify downstream pipe, pump station, and treatment plant capacity. A flow acceptance letter will begenerated by Salisbury-Rowan Utilities once downstream pipe, pump station, and treatment plantcapacities are verified.2.Sanitary sewer plans and specifications shall be sealed by a Professional Engineer, licensed to practice inNorth Carolina.3.Minimum manhole depth shall be 4 feet.4.Minimum pipe size shall be 8" for mains and 4” for laterals less than 60' in length (unless larger sizerequired for water meter size) 6" for laterals 60' or longer.5.Sewer laterals in developments with street trees shall be DIP except when the sewer main and lateralsare located at the rear of the property.6.Minimum slope shall be 0.5% for 8” pipe. Maximum slope shall be that which limits the velocity to 10fps.7.Sewers on 20% slopes or greater shall be anchored securely with concrete, or equal.8.Minimum velocity shall be 2 fps, for pipe flowing half full. If the minimum velocities cannot bemaintained during initial operation, prior to design capacities being reached, the ability to periodicallyflush the lines is required. The schedule for flushing the lines shall be reviewed and approved by SRUmanagement.9.Minimum cover shall be 3.0 feet, unless ductile iron pipe is used.10.Maximum cover shall be 15 feet, unless ductile iron pipe is used.11.Changes in sewer pipe size:a.When a smaller sewer joins a larger one, the invert of the larger sewer should be lowered tomaintain the same energy gradient.b.Sewer extensions shall be designed for projected flows even when the diameter of the receivingsewer is less than the diameter of the proposed extension at a manhole, with specialconsideration of an appropriate slow channel to minimize turbulence when there is a change insewer size. Justification shall be provided with the certification of completion and as constructedplans indicating that the capacity of the downstream sewer will not be overloaded by theproposed upstream installation. NCDENR may require a schedule for construction of futuredownstream sewer relief.12.Manholes shall extend 2 feet above the 100-year flood elevation or be sealed cover and vented 2 feetabove the 100-year flood elevation. If the 100-year flood elevation cannot be readily established,Utilities Management shall establish the elevations to which the manhole rims or stack shall beextended.13.Horizontal and vertical alignment between manholes shall be straight. Uniform slopes shall bemaintained between manholes.14.Provide a minimum 0.2' drop through a manhole.Manhole flow channels:a.The flow channel straight through a manhole shall be made to conform as closely as possible inshape and slope, to that of the connecting sewers. The channel walls shall be formed to threequarters (3/4) of the height of the crown of the outlet sewer in a manner to not obstructmaintenance, inspection, or flow in the sewers.b.When curved flow channels are specified in manholes, including branch inlets, minimum slopesshould be increased to maintain acceptable velocities.16.Manhole buoyancy: Buoyancy shall be considered and flotation of the manholes shall be prevented withappropriate construction where high groundwater conditions are anticipated.17.Maximum distance between manholes shall be 500 feet (public sewer) and 425' for private sewer.18.Use drop manhole where difference between incoming and outgoing pipe inverts is 1.95 feet or greater.19.The invert elevation of any lateral sewer, service connection, or drop manhole pipe shall be above thebench surface elevation. No Invert shall be located directly on the surface of the bench.20.Provide wye with lateral to the property line per Detail SS-5.21.Separate water lines 10-feet horizontal distance from sewer lines (existing or proposed), unless localconditions or barriers prevent a 10-foot lateral separation in which case: (1) The water main is laid in aseparate trench, with the elevation of the bottom of the water main at least 18 inches above the top ofthe sewer; or (2) The water main is laid in the same trench as the sewer with the water main located atone side on a bench of undisturbed earth, and with the elevation of the bottom of the water main atleast 18 inches above the top of the sewer. Whenever it is necessary for a water main to cross over asewer, the water main shall be laid at such an elevation that the bottom of the water main is at least 18inches above the top of the sewer, unless local conditions or barriers prevent an 18 inch verticalseparation in which case both the water main and sewer shall be constructed of mechanical joint ductileiron pipe for a minimum distance of 10 feet on each side of the point of crossing. Whenever it isnecessary for a water main to cross under a sewer, both the water main and the sewer shall beconstructed of mechanical joint ductile iron pipe for a minimum distance of 10 feet on each side of thepoint of crossing. A section of water main pipe shall be centered at the point of crossing. When it is notpossible to maintain the separations listed above or the sewer line is located above the water line, bothlines must be hydrostatic tested (150 psi for sewer & minimum 200 psi for water).22.Sewers in relation to streams and other water bodies:a.Sewers located along streams, lakes, or impoundments, shall be located at least 10 feet outsideof the stream bank (unless subject to item b. below) or sufficiently removed therefrom to providefor future possible stream widening and to prevent siltation of the stream during construction.b.A distance of 50 feet shall be maintained between sewers and water for water classified WS(except WS-I or WS-V), B, SA, ORW, HQW, or SB from normal high water and wetlands. (minimumseparations shall be as referenced in 15A NCAC 2T Regulations)c.The sewer outfalls, headwalls, manholes, gate boxes, or other structures shall be located so theydo not interfere with the free discharge of flood flows of the stream.d.In areas where the sewer trench has the potential to drain wetlands, anti-seepage collars shall beinstalled. In the areas, a 401/404 permit may be required.23.Aerial crossing for sewer must be approved in advance by SRU management. Aerial crossings shall onlybe considered when no other feasible non-aerial options are available.a.Pipe joints shall be flanged or restrained, with adequate supports to prevent excessive flexion, ora combination of both shall be provided for all aerial pipe crossings. Supports shall be designed bya professional engineer and be designed to prevent frost heave, overturning, and settlement.b.Precautions against freezing, such as insulation and increased slope, shall be considered.Expansion jointing shall be provided between the above ground and below ground Where buriedsewers change to aerial sewers, special construction techniques shall be used to minimizeheaving.c.For aerial stream crossings, the impact of flood waters and debris shall be considered. Thebottom of the pipe should be placed no lower than the elevation of the 25 year flood. Ductile ironpipe with mechanical joints shall be required. In the event that the 25 year flood elevation cannotbe determined or the proposed gravity sewer line must be placed below the 25 year floodelevation, a letter shall be provided by the applicant upon certification stating: “Regular andproper inspection and maintenance of the aerial crossing shall be provided to insure that thecreek/stream flow is not impeded and that no damage will be caused to upstream or adjacentproperties”24.Relation of sewer to water supply sources:a.A distance of 100 feet shall be maintained between any private or public water supply source,including any WS-1 waters or Class I or Class II impounded reservoirs used as a source of drinkingwater. If this minimum separation cannot be maintained, ferrous sewer pipe with jointsequivalent to public water supply design standards and pressure tested to 150 psi (2 hourpressure test) to assure water tightness, shall be used. The minimum separation shall howevernot be less than 25 feet from a private well or 50 feet from a public water supply well.b.All existing waterworks units, such as basins, wells, or other treatment units, within 200 feet ofthe proposed sewer shall be shown on the engineering plans.25.Sewer lines shall have a 30' permanent easement (15' each side of center line) in the City's A 50'construction easement (25' each side of center line, unless directed otherwise) shall be provided.26.When ductile iron pipe is required on a section or portion of sewer line, DIP shall be used for the entirerun between manholes (no material transitions on new construction).27.Private 8” and larger sewer lines and all laterals must meet the requirements of the City of Salisbury'sUniform Construction Standards for materials, bedding, minimum slope, and testing.28.All plans shall meet all Federal, State, City of Salisbury, and Salisbury-Rowan Utilities regulations, designcriteria, and construction standards.29.A minimum of 18” clearance shall be maintained between all sewer lines and other utilities orstructures, unless otherwise approved by SRU management. A 24” minimum vertical separation shall bemaintained between storm sewer and sanitary sewer lines or ferrous pipe shall be specified.30.All manholes, regardless of sewer line size (public or private) shall meet City of Salisbury UniformConstruction Standards and Specifications.31.Sewer line conflict structures / interference boxes are prohibited.3.02 Sanitary Sewer Plans ChecklistSanitary sewer plans shall contain the following minimum information:1.Plan and profile on 24" x 36" page.2.Vertical USGS elevation scale on left of profile and station numbers along bottom of profile.3.North arrow, all sheets.4.Plan and profile both run left to right.5.Centerline intersections of line crossings with sewer noted on profile.6.Street names above or below corresponding profile, when more than one street is on a page.7.Identify location of drop manholes in both plan and profile.8.Invert elevations of all proposed and all existing pipes and pipe sizes entering and leaving all manholesto 0.01' on profile.9.Rim elevation and vent elevation to 0.1' on profile; existing and proposed grades.10.Pipe grade to 0.01% and size and type of pipe between manholes.11.Size and type of existing pipe and direction of flow between each manhole on plan.12.Station numbers and designation of "Existing" or "New" on each manhole on plan and profile anddiameter of manhole (4' or 5').13.Indication of "identical" manholes where profile is broken.14.Location and size of all existing and proposed street and sewer rights-of-way and public fire hydrants.Show location and size of proposed service lines, meters, and backflow prevention devices. When inclose proximity (15') to proposed public utilities or in proposed easements; show proposed & existinglandscaping, signs, structures, lighting, fencing, streams, ditches, underground & overhead utilities,pavement, dumpsters & associated screening, sidewalks, retaining walls, etc.15.Existing pavement on plan, indicate width, and any portion to be cut.16.Where a line is to be bored indicate location and length of casing and type of pipe on plan and profile.17.All existing and proposed underground utilities in the area shall be dotted in.18.Where ductile iron is to be used, indicate limits on plan and profile. Show shaded on profile.19.Use ductile iron where storm drain and sewer have less than 2 feet vertical clearance.20.On aerial crossings, use concrete piers at l8' intervals, indicate on plans and profile, include details ofdesign for the piers and anchorage.21.Total distance between existing manholes or proposed manholes on the plan and the bearing if the lineis not within the street right-of-way.22.All lot lines.23.All street names on plan.24.Flood plain elevation in all flood plain areas.25.Creek flow line.26.All Railroad crossings must be accompanied by a separate encroachment map showing plan and profileand all other information required by the railroad in accordance with their standards.27.Registered Engineer's seal and signature.28.Vicinity map showing the location of lines and a visual index of plan sheets.29.Date and purpose of issue.30.Type of bedding to be used shall be shown or noted.31.All plans shall show a construction sequenceSECTION IV - TESTS AND INSPECTIONSPART 3 - SEWER3.01 BackfillBackfill shall be tested by an independent testing laboratory approved in advance by the City. Tests shall be performed inaccordance with ASTM methods and be appropriate to the soil type. The backfill in pipeline trenches shall be tested at aminimum as follows:Pipelines within the road right-of-way, existing or proposed roads: Test density every 12- inches (2 lifts) of placed backfill atintervals of 200 feet, minimum one per day.Pipeline under lawns or cross-country: Test density every 12-inches (2 lifts) of placed backfill at intervals of 500 feet,minimum one per day.3.02 FlushingAt completion of work, lines shall be thoroughly cleaned by flushing with water to remove all dirt and debris. Pipeline shall beflushed at a rate of at least 2.5 feet per second for a duration suitable to the Utilities Inspector. City water may be used (whenavailable and a bulk water permit is purchased) to flush sewer lines or an approved source of non-potable water (must befree of any chemicals, silt, or debris) may be used to flush sewer lines. All flush water must be collected in a pluggedmanhole and pumped out. Sewer flush water shall not be allowed to enter the City’s sewer system.3.03 Obstructions/Visual InspectionThe pipe shall be visually inspected from manhole to manhole using lights, mirrors, or other devices for visual inspection. Allobstructions shall be removed, and the lines from one manhole to the next shall exhibit a fully circular pattern. Lines which donot exhibit a true line and grade or have structural defects shall be corrected to meet specifications. The Utilities Inspectormay require inspection by television camera (CCTV) of any sewer lines or laterals.The CCTV equipment must provide adequate light for the camera and be of high video quality (including the video tapes orDVD) to properly show the inside of the pipe. Each line and lateral must be marked with an identifying number and shown onthe video tape or DVD and a log of any problems found, along with the line number and footage and/or lateral number mustbe included with the video tapes or DVD. All testing shall be done at no cost to the City.3.04 LeakageLeakage tests shall be conducted on a schedule agreed upon by the Utilities Inspector, Engineer, and the Contractor.Engineer or the engineer’s designated representative must be on site for all required testing. City inspection is requiredduring leakage tests. Low pressure air testing shall be used to test for leakage in sewer lines and laterals. The test shall be inaccordance with ASTM F 1417 as modified herein. The pipeline is considered acceptable if when tested at a pressure of 4.0psi (or greater than the average back pressure of any groundwater that may submerge the pipe) the section under test doesnot lose more than 0.5 psig within the allotted test time (see appendix B). City inspection of the test is required.3.05 Deflection TestNo sooner than thirty (30) days after final backfill installation, each section of PVC pipe shall be checked for vertical deflectionusing a rigid "Go-No/Go" (mandrel) device. The mandrel used for the deflection test shall have a diameter not less than 95percent of the base inside diameter or average inside diameter of pipe depending on which is specified in the ASTMSpecification, to which the pipe is manufactured. The pipe shall be measured in compliance with ASTM D2122 Standard TestMethod of Determining Dimensions of Thermoplastic Pipe and Fittings. The test shall be performed without mechanicalpulling devices. Vertical deflection shall not exceed 5% of the inside pipe diameter. Pipe exceeding the allowable limit shallbe repaired and retested. Engineer or the engineer’s designated representative must be on site for all required testing. Cityinspection of the test is required.3.06 Manhole Vacuum TestAll testing shall be performed in the presence of the engineer or designated representative. Every manhole shall be checkedfor air tightness prior to setting of the manhole ring and cover. All manholes, whether with precast base sections orpoured-in-place base, shall be vacuum tested. All lift holes shall be plugged with a non-shrink grout. All pipes entering orleaving the manhole shall be plugged, taking care to securely brace the plug from being drawn into the manhole during theCity inspection of the test is required with a 48 hour minimum notice. All manholes regardless of sewer line size (public orprivate) shall be tested and inspected to City of Salisbury Uniform Construction Standards and Specifications requirements.1.The vacuum equipment test head shall be placed at the inside of the top of the cone section, the seal inflated inaccordance with the manufacture’s recommendations.2.A vacuum of 10-inches of mercury shall be drawn and the vacuum pump shut off.3.With the valves closed, the time shall be measured for the vacuum to drop to 9-inches of mercury.The test time shall be correlated to the manhole as follows:Manhole Diameter Allowable Time:48”…….60 seconds60”…….75 seconds4.If the manhole fails the initial test, necessary repairs shall be made at the contractor’s expense with an approvednon-shrink grout on the outside of the manhole while the vacuum is being drawn.5.The re-testing and repairing schedule cycle shall continue until the manhole passes the test.SECTION II - MATERIALSPART 3 - SANITARY SEWER3.01 Ductile Iron Pipe (DIP)All ductile iron pipe shall be Pressure Class 350 (see current City of Salisbury water & sewer approved productmanufacturer’s sheet for approved types located in Appendix “A”)DIP pipe must be manufactured in the USA.DIP pipe must be new pipe (no used pipe allowed).No damaged pipe will be allowed.3.02 Polyvinyl Chloride Gravity Sewer Pipe (PVC)PVC gravity sanitary sewer pipe and related fittings shall be manufactured in accordance with all the requirements of ASTMC3034, SDR 35, Type PSM polyvinyl chloride sewer pipe and fittings. (see current City of Salisbury water & sewer approvedproduct manufacturer’s sheet for approved types located in Appendix “A”) PVC gravity sewer pipe may be used for 8, 10 or12-inch mains and shall be supplied in 12-foot to 14-foot lengths with bell-and-spigot joints. All fittings shall use rubbergaskets which conform to the requirements of ASTM F477. PVC gravity pipe larger than 15" shall conform to ASTMF679SDR 35 and be used only as approved by Utilities Management.PVC pipe that has been yard stored for an extended time and/or exposed to outside weather elements for an extendedamount of time, and pipe that has changed color and/or has become brittle shall not be allowed.PVC pipe shall not be used under roads, for road crossings, creek crossings, or railroad crossings (4” and 6” laterals may bePVC pipe if the pipe can be bedded in Type III bedding and meet all the minimum clearance requirements in Section 5, Part3, Item 3.01, Note 15)All PVC sewer pipe shall have stone bedding as shown in the Standard Details as Type III bedding.When ductile iron pipe is required on a section of sewer line, the entire section (line between the two manholes) must be DIP(no material transitions allowed).Sanitary sewer laterals may be Schedule 40 PVC or DIP; no transitions between materials. Sewer lateral shall be all PVC orall DIP, no combination of the two materials shall be allowed.3.03 Steel PipeSteel pipe for aerial creek crossings or boring installations (without encasement and carrier pipe) shall be high strength steel,spiral welded or smooth-wall seamless manufactured in accordance with ASTM A139 and A283 and consisting of grade "B"steel with a minimum yield strength of 35,000 psi. On 8 and 10-inch pipe, the minimum wall thickness shall be 0.375 inches.The outside of the pipe shall have one coat of zinc chromate primer conforming to Federal Specification TT-86a andafterwards painted with a compatible black paint.Pipe ends shall be right-angled and shall be compatible to receive a "dresser style 62" - type I or approved equal mechanicaltransition coupler.Steel encasement pipe shall be spiral welded or smooth-wall seamless, consisting of grade "B" steel with a minimum yieldstrength of 35,000 psi and manufactured in accordance with ASTM A139 and A283.The pipe thickness shall be as required by the encroachment agreement obtained from the controlling agency, but in no casebe less than 0.250 inches and the ends shall be beveled and prepared for field welding at the circumferential joints. Thickerencasement pipe may be required by the North Carolina Department of Transportation, Railroads or other agencies.The pipe shall be coated inside and outside, in accordance with AWWA C203 or the NC Department of Transportation or theAmerican Railway Engineering Association's specifications. All encasement pipe must be approved by the appropriatecontrolling agency (i.e. NCDOT, RR, etc.) prior to ordering the material.All carrier piping shall be slip-joint ductile iron and the minimum inside diameter casing shall be 8-inches greater than theinside dimension of the carrier pipe as follows:Carrier Pipe Steel Casing PipeInside Diameter Minimum Inside Diameter4-inch 12-inch6-inch 14-inch8-inch 16-inch12-inch 20-inch16-inch 24-inch3.04 ManholesPrecast ManholesManholes shall be manufactured in accordance with ASTM C478-03a except as modified herein and shall be precast withmonolithic base and eccentric cone. All manholes will be 4'0" inside diameter with 5-inch walls or 5'0" with 6-inch thick wallsand have a 6-inch minimum base.Manholes with any large chipped or broken areas, large cracks, exposed reinforcement, improper fitting joints, or anystructural defects shall not be allowed.All manholes over 10'0" deep (top rim to lowest point) shall be 5'0" diameter. All manholes with 21-inch or larger pipes will be5'0". All manholes with inside drops shall be 5'0" diameter. The standard joint shall be sealed with plastic cement puttymeeting Federal Specifications SS-C-153. "O" ring joints shall conform to the requirements of ASTM C443. A rubber waterstop shall be supplied with the manholes to tie the pipe to the barrel section. These gaskets and clamps shall meet therequirements of ASTM C923.Manhole transition slabs (example: a 5’ to 4’ transition slab or adapter) shall not be allowed.Manholes deeper than 3'0" shall have steps. Manhole steps will be press set plastic, or approved Steps will not be used onthe outside of raised manholes.Brick or Block ManholesBrick or block manholes are not allowed.Monitoring ManholesThose commercial and industrial dischargers that require monitoring manholes in accordance with City Ordinance Section25-186 (13) shall provide a monitoring manhole easily accessible in the public right-of-way. All discharge from the propertymust pass through a monitoring manhole before entering the public sewer system.3.05 Manhole Rings and CoversManhole rings and covers shall be USA made (see current City of Salisbury water & sewer approved product manufacturer’ssheet for approved types located in Appendix “A”). All covers will be marked "SEWER" unless otherwise required by UtilitiesManagement or these specifications. Manholes located in off-street locations in non-residential areas shall be extendedone-foot above finished grade. Manholes may be flush with the finished grade in residential area. Manholes in flood plainsshall extend 2-feet above the 100-year flood elevation or be provided with sealed covers, bolted down with “City of Salisbury”pattern locking bolts, and vented. Manholes shall not be located in ditches.Manholes which are not to be sealed shall have 2 holes as shown on Standard Detail SS-6.3.06 Sewer Lift StationsLift stations will be considered for approval only when no gravity sewer options are available and are subject to approval byUtilities Management.Sewer Lift Stations: (see sewer lift station specifications located in Appendix “C”)SECTION III - CONSTRUCTION METHODSPART 3 - SEWER3.01 InstallationSewer lines shall be installed in accordance with Part 1 of this section, and in accordance with the Standard Details anddesign criteria.3.02 Service Connections to Sewer SystemSewer connections shall be made by the City, at the expense of the property owner or developer, or at the option of the City,by an approved, licensed, bonded utility contractor or plumber, inaccordance with the standards of this manual. The City shallinspect all taps.1.Sewer service connections shall be made on the sewer main. Service connections to manholes must be approved inadvance by Utilities Management.2.Where making a service connection directly to an existing main line, the following shall apply:a.On VCP, cut hole in pipe using appropriate saw; use glue or 100% silicone adhesive/sealant and clampwye-service saddle over hole.b.On PVC, cut hole in pipe using appropriate saw; use glue or 100% silicone adhesive/sealant and clampwye-service saddle over hole.3.The lateral shall be installed from the main line to the edge of the right-of-way. Stub-outs shall be provided for everyproperty abutting the line. The location of the end of the lateral shall be formed with a clean-out in accordance withthe standard detail.4.The service connections shall be located by distances from manhole to manhole. The distances shall be recorded ona reproducible medium and submitted to the City for their records.5.Sewer laterals shall be a minimum of 4" (60’ or longer shall be 6”) diameter and be PVC (Schedule 40) or Ductile IronPipe. No material transitions on laterals between PVC and DIP will be allowed.6.Stub outs may be required on sanitary sewer outfalls on a case by case basis.7.Tie-ins to the laterals shall be made at the existing tail piece section at the bottom of the Tie-ins to the stack are notpermitted unless approved in advance by a written waiver from Utilities Management.