20160196 Ver 1_Site Plan_20160607

T A TIL TTNA Ar A Tl TT
LI II V IXV IH R I�
We Build Confidence.
Letter of transmittal
Date: 6/6/16
To: Division of
Water Resources
450 W. Hanes Mill Road
Suite 300
Winston-Salem, NC 27105
Attn: Sue Homewood
Re: Qorvo
N C Department of
Environmental Quality
Received
JUN 0 7 2016
a
Winston-Salem
Regional Office
Job No.: KM -15217
From: Kent E. Barney, PE
3520 Triad Court
Winston-Salem, NC 27107
We are sending you (x)Attached ( )Under separate cover via the following items:
( )Shop Drawings ( )Prints (x)Plans ( )Samples ( )Specifications
( )Copy of Letter ( )Change Order(s)
Copies Date Description
1 TRC approved plans
These are transmitted as checked below:
For approval )Approved as submitted Resubmit )copies for approval
For your use )Approved as noted Submit copies for distribution
As requested Returned for corrections Return corrected prints
For review and comment
Remarks:
Sue,
Please call me at 336-784-2000 with any questions.
Thanks,
Kent E. Barney, PE
Copy to:
Signed: ;
Landmark Builders 1 3520 Triad Court I Winston-Salem, NC 27107
p.336.784.2000 I www.landmarkbuilders.com

Strickland, Bev
From: Strickland, Bev
Sent: Thursday, June 16, 2016 12:28 PM
To: '[e-mail]'
Subject: Qorvo Plans - DWR# 20160196
Mr. Barney,
We received a package of large plans for the above mentioned project. Can you please email me a pdf copy of the
plans?
Thanks
Bev
Beveimlly Stimiiiclki aim d
L aseimiW'iiiche Adirnhktiratoir
Division of Water Resources
Department of Environmental Quality
919-707-8789 Office
Physical: Suite 1219G, 512 N Salisbury, Raleigh, NC 27604
Mailing: Mail Service Center 1617, Raleigh, NC 27699-1617
Bev.:Str.i_ckland. i7cda i7r:gnv
r
Email correspondence to ;arae/ from this ;-ac./c./rens is , rrblect to the
North G amfn a Public lic Rer;ords Law and rrr;ry be discfrrsed to third p arfies,
1

Strickland, Bev
From:Kent Barney <[e-mail]>
Sent:Thursday, June 16, 2016 1:14 PM
To:Strickland, Bev
Subject:RE: Qorvo Plans - DWR# 20160196
Attachments:TRC--Site approved dwgs_Part1.pdf
1 of 2

Kent E. Barney,

PE, LEED AP
Director of Engineering Services

3520 Triad Court
Winston-Salem, NC 27107
p 336.784.2000 ∙ f 336.784.2014

www.landmarkbuilders.com

From: Strickland, Bev \[mailto:[e-mail]\]
Sent: Thursday, June 16, 2016 12:28 PM
To: Kent Barney
Subject: Qorvo Plans - DWR# 20160196

Mr. Barney,

We received a package of large plans for the above mentioned project. Can you please email me a pdf copy of the
plans?

Thanks
Bev

Beverly J Strickland

Beverly Strickland
Laserfiche Administrator
Division of Water Resources
Department of Environmental Quality

919-707-8789 Office

Physical: Suite 1219G, 512 N Salisbury, Raleigh, NC 27604
Mailing: Mail Service Center 1617, Raleigh, NC 27699-1617

[e-mail]

1

Email correspondence to and from this address is subject to the

North Carolina Public Records Law and may be disclosed to third parties.

2

Strickland, Bev
From:Kent Barney <[e-mail]>
Sent:Thursday, June 16, 2016 1:15 PM
To:Strickland, Bev
Subject:RE: Qorvo Plans - DWR# 20160196
Attachments:TRC--Site approved dwgs_Part2.pdf
2 of 2

Kent E. Barney,

PE, LEED AP
Director of Engineering Services

3520 Triad Court
Winston-Salem, NC 27107
p 336.784.2000 ∙ f 336.784.2014

www.landmarkbuilders.com

From: Strickland, Bev \[mailto:[e-mail]\]
Sent: Thursday, June 16, 2016 12:28 PM
To: Kent Barney
Subject: Qorvo Plans - DWR# 20160196

Mr. Barney,

We received a package of large plans for the above mentioned project. Can you please email me a pdf copy of the
plans?

Thanks
Bev

Beverly J Strickland

Beverly Strickland
Laserfiche Administrator
Division of Water Resources
Department of Environmental Quality

919-707-8789 Office

Physical: Suite 1219G, 512 N Salisbury, Raleigh, NC 27604
Mailing: Mail Service Center 1617, Raleigh, NC 27699-1617

[e-mail]

1

Email correspondence to and from this address is subject to the

North Carolina Public Records Law and may be disclosed to third parties.

2

'***' LANDSCAPE APPROVAL AND INSPECTION *'*"
® A LANDSCAPE PLAN (which depicts the plant types and locations) Must Be
Submitted To The Planning And Community Development Department For
Review And Approval On or Before (90 Days).
® The Required LANDSCAPE PLANT MATERIAL Must Be Installed And Inspected
Prior To Receiving A Certificate of Occupancy.
To request an inspection contact Urban Forester at 336-373-2150
TREE PRESERVATION APPROVAL AND INSPECTION **'*
® The Required TREE PROTECTION FENCING Must Be Installed and Inspected
Prior to Land Disturbance.
*****TO BE FILLED OUT BY DESIGNER*****
PROJECT SUMMARY .
- RESEARCH AND DEVELOPMW 1/ 500 5F
e 35,000 5F = '10 SPACES
- OFFICE +100,000 5F 1/444 5F
® 115,000 5F = 254 5PACE5
Minimum Number Of Required Parking Spaces: TOTAL = 329
Total Number Of Provided Parking Spaces: 600 SPACES
D.B. 4599 P6. 253
PART OF LOT 6 PB. 132 P6. 105
Plat book and/or Deed book Reference: PART OF LOT 2 PB. 139 P6. 114
Street Classification (s): COLLECTOR
Developer's Name: CAROLINA INVESTMENT PROPERTIE5
Address: P. 0. Box 1066, LEXINGTON, NC 272412
Daytime Phone Number: 336-243-2600 (ROBIN TEAK
® The Required TREE CONSERVATION & REFORESTATION AREAS Must Be 'installed Existing Land Use:
And Inspected Prior To Receiving A Certificate of Occupancy.
To request a pre—construction meeting contact the Urban Forester at 336-373-2150
ZONING APPROVAL AND INSPECTION
• The Required ParkingSpaces And Drive Aisles Must Be PAVED And
STRIPED Prior To Receiving a Certificate of Occupancy.
❑ Tank Permit required*
(Contact Zoning Office Office at 336-373-2630)
❑ Sign Permit required*
(Contact Zoning Office at 336-373-2630).
WATERSHED APPROVAL AND INSPECTION*"
® A FINAL PLAT Must Be Recorded In The Guilford County Register Of Deeds
Prior To Receiving A Certificate of Occupancy.
® Construction of the WATER QUALITY DEVICE (BIORETENTION) Must Be Complete
and the "Engineer's Certification of Completion" Sent To The Water
Resources Department Prior To Receiving A Certificate of Occupancy.
s FLOODPLAIN APPROVAL
❑ Elevation Certification Required
❑ Floodplain Development Permit Required
SOIL EROSION CONTROL
(Contact Erosion Control Officer at 336-373-2158)
® Watershed Pond Construction/Surety Or Improvement Guarantee Must
Be Submitted.
ENGINEERING CONSTRUCTION APPROVAL s�
(Contact Engineering Division at 336-373-2302)
CK Utility Construction Plan Approval Required*
❑ Pavement Cut Permit May Be Required*
® Roadway Construction Plans Required*
❑ Storm Sewer System.
❑ Permit Required To Tie Into Storm Sewer System
❑ Driveway Culvert Inspection Required.
WATER RESOURCES CONSTRUCTION APPROVAL
(Contact Resources at 336-373-2055)
Water System*
❑ State Water Permit Required.
❑ Outside City—Utility Agreement And Annexation Petition Required.
Sanitary Sewer System*
❑ State Sanitary Sewer System Permit Required.
❑ Outside City—Utility Agreement And Annexation Petition Required.
*Fee required before construction plans are released.
AIRPORT AIR OPERATION AREA ALTERNATIVE STORMWATER CONTROL
® The development shown on this plan is within 5 statute miles of Piedmont
Triad International Airport air operation area. For such projects, according
to Session Law 2012-200, the NCDENR North Carolina Best Management
Practice Manual provides acceptable alternative Stormwater control
measures other than wet ponds or those that promote standing water.
The design engineer has reviewed these alternatives.
VACANT
.SIC #
so" Stormwativ Mam nwit/Watomhed
Stormwater Control/Improvements(s) (2) 510 -RETENTION (61RA55 LiNED CELL)
Maximum Amount of BUA Allowed Per Stormwater Control
Design: BMP #I: 117,612 SF (2? AC) (13.5% OF SITE)
BMP #2: 20q,086 5F (4.6 AC) (23A% OF SITE)
TOTAL: 326,100 5F (75 AC) (3"1.4% OF SITE)
Distance to Nearest Floodway: z 500 FT
On—site soil types(s): Ev5, EUC (AV& SLOPE 3-10%)
Hydrology groups(s): G
Amount of site to be disturbed: ±16.0 AC,
FINANCIAL RESPONSIBILITY ACKNOWLEDGEMENT '*
is to provide a one year
warranty to guarantee the public improvement from failure due to faulty
workmanship or materials. Once theproject is complete, this individual or
corporation will be required to sign a notarized agreement. Upon completion
and return of this agreement, they will receive a final acceptance letter and
the year warranty will begin. The City of Greensboro will not release bonds
or accept public Infrastructure for maintenance without a final inspection.
Financial Responsibility Individual or Corporation Signature
ADDRESS:
TELEPHONE:
CITY OF GREENSBORO
WATER RESOURCES DEPARTMENT
COLLECTION SYSTEM EXTENSION PERMIT APPROVAL
PROJECT ORIGIN: ❑ CiTY ❑ PRIVATE
TYPE OF PROJECT: ❑ CITY OWNED ❑ PRIVATELY OWNED
❑ PORTIONS PUBLIC AND PRIVATELY OWNED
PER ARTICLE 21 OF CHAPTER 143 OF THE NORTH CAROLINA GENERAL
STATUTES, AS AMENDED, AND OTHER LAWS, RULES AND REGULATIONS,
PERMISSION IS HEREBY GRANTED BY THE CITY OF GREENSBORO, A
DELEGATED PERMITTING AUTHORITY APPROVED BY THE NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION, FOR THE CONSTRUCTION AND
OPERATION OF THE COLLECTION SYSTEM DEPICTED ON THESE PLANS AND
THROUGHOUT THE PERMITTING PROCESS.
CITY OF GREENSBORO AND ITS STAFF ARE NOT RESPONSIBLE FOR ERRORS
IN DESIGNS, CALCULATIONS, DRAWINGS OR STATEMENTS, OR FINDING AND
CORRECTING ANY ERRORS OR DEFICIENCIES SUBMITTED BY APPLICANTS
OR THEIR CONSULTANTS, AND DISCLAIMS ANY LIABILITY FOR ERRORS, IN
ACCORDANCE WITH NORTH CAROLINA GENERAL STATUTE 130A-26.2. ANY
PERSON WHO KNOWINGLY MAKES ANY FALSE STATEMENT,
REPRESENTATION, OR CERTIFICATION IN ANY APPLICATION OR DESIGN
DOCUMENTS SHALL BE GUILTY OF A CLASS 2 MISDEMEANOR, WHICH MAY
INCLUDED A FINE NOT TO EXCEED $10,000 PER VIOLATION.
PERMITTEE SHALL BE RESPONSIBLE FOR ADHERANCE TO ALL CONDITIONS
OF THE CITY OF GREENSBORO WATER RESOURCES DEPARTMENT AS
CHECKED.
❑ WASTEWATER COLLECTION SYSTEM EXTENSION MASTER PERMIT
(PUBLIC)
❑ INDIVIDUAL WAS'TEWATER COLLECTION SYSTEM EXTENSION
PERMIT (PRIVATE)
ANY SIGNIFICANT CHANGES (SIZE, TYPE, CONNECTIONS, LENGTH,
ALIGNMENT, ETC.) TO THAT APPROVED ON THESE PLANS OR PERMITTING
DOCUMENTS SHALL BE REVIEWED AND APPROVED BY THE CITY OF
GREENSBORO PRIOR TO CONSTRUCTION.
APPROVED BY:
COG PERMIT NO. WRCS00
CITY OF GREENSBORO
APPROVAL DATE:
COVER SHEET REVIEW APPUCA77ON FORM (Revised July 1, 2015)
G saitel0Ot�O Plarming end Commixft Develoxn" Department
Mailing Address P.O. Box 3136, Greensboro, NC 27402-3136
Office Address: 300 West Washington Street, Greensboro, NC 27402
If you have any questions about the process call Nicole Ward with the Planning Department at 336-412-5757
PLAN TYPE:
REVIEW FEE:
Site Plans
$780 plus $20 per 1,000 sq. ft. gross floor area
Multifamily Developments
$780 plus $25 per dwelling unit
Single Family Subdivisions
$508 plus $40 per lot
Minor Revisions
$260 plus the per lot, square footage, or dwelling unit listed below applied to any
BUA
Increase.
Site Specific Development Plan
Approval to Zoning
Applicable review fee as listed above plus $730 for sites of less than one acre,
$1,300 for to 4.9 Acres, $1,500 for five
obtain a
sites of one or sites of or more acres.
Vested Right
4.8
Please visit our Electronic Plan Submittal Website to submit a plan for review.
Plan review takes 7-10 working days, the Planning Department staff will contact you when your plan is ready.
PFWECT SUMMARY:
A. Project Name: GORVO
B. Type of Plan: x Site Plan / Group Development Plan / Preliminary Subdivision
Site Specific Development Plan Approval to obtain a Zoning Vested Right
C. Street Address and Property Description: 8220 PIEDMONT TRIAD PARKWAY
D. Owner / Applicant: LANDMARK BUILDERS (APPLICANT)
E. Report Comments to. KENT E. BARNEY, PE
Telephone Number. 556-164-2000 Fax Number. 336-i64-2014
E -Mail: KBARNEY®LANDMARKBUILDERS.COM
Report ,Comments to:
Telephone Number. Fax Number.
E—Mail:
F. Tax Map / Block / Parcel #(s): PIN: 1814466i26
G. Total Tract Acreage: #20.08 AC
H. Zoning District: BP
I. Watershed Designation: WPM RANDLEMAN LAKE, EAST FORK DEEP RIVER
J. Proposed Use: OFFICE AND REASEARGH/DEVELOPMENT
K. Number of Lots: 1
L. Multifamily Developments: # of Units:
Type: Apartments Townhomes Condominiums
M. Non—Residential Developers: Existing GFA: O 5F Proposed GFA: 150,000 5F
N. Amount of Existing BUA: 0 SF
0. Amount of Proposed BUA: 326300 SF
PFWECT SUBM1SWON GWEIEUlVES
Plans submitted to the Planning Department that do not include the items on this list will not be reviewed. and will
be returned to the contact person.
Indicates information that must be provided
m Indicates information that must be provided, only if applicable
PP Prelminary Subdivislion Plats
SIP is Site Plans and Group Development Plans
SWCP is for Stormwater Control Construction Plans
This list must be filled out and signed by the person designing the site to show that he/she has read and provided
the I formatio to the Planning and Community Development Department.
required o submit a plan
I d, ood and completed the attached plan to the best of my knowledge and ability.
Name: Phone: 336= i84-2000 Date: 4/21/16
Date Map Revleed
Re hdons BY
5/13/16 KM
5/26/16 KEB
TRANSPORTATION APPROVAL
(Contact GDOT at 336-373—GDOT)
Driveway Permit:
® City of Greensboro Driveway Permit Required
❑ N. C. Department Of Transportation Driveway Permit Required.
Driveway Permit Issued? YES
NO, DO NOT ISSUE BUILDING PERMIT
N/A
SUBDIVISION APPROVAL
❑ A FINAL PLAT Must Be Recorded In The Guilford County Register
Of Deeds Prior To Issuance Of A Building Permit.
Final Plat Recorded? YES
NO, DO NOT ISSUE PERMIT.
N/A
VICINITY MAP
NTS
The items checked below have not been included on this pian being submitted for
Technical Review Committee review and approval. It is understood that additional
reviews In the development process (includning constructiion and utility plan review,
as indicated below) could affect the amount of development possible on this site
and the costs associated with this development:
❑ Sidewalk, Road Widening and Tum Lanes
Required sidewalk along existing streets, required road widening, and/or required
tum lanes have not been depicted and their design has not been reviewed.
I understand that the review and approval of said improvements will occur during
the construction and utility plan process.
❑ Water and Sanitary Sewer
Full design information for the proposed water and sanitary sewer system
has not been depicted and thein design has not been reviewed. I understand
that the review and approval of said improvements will occur during the
construction and utility plan review process.
❑ BMP
Full design information for the proposed water quality/quantity device (BMP)
has not been depicted and its design has not been reviewed. I understand
that the review and approval of said improvements will occur during the
construction and utility plan review process.
STORM SEWER
Full design information for the storm sewer system and/or grading has not
been depicted and its design has not been reviewed. I understand that the
review and approval of said improvements will occur during the construction
and utility plan review process.
Individual Responsible for Preparation of the Plan Signature / Seal
1310 -RETENTION POND ALLOCATION
ON SITE
(AC)
OFF SITE
(AC)
TOTAL
(AC)
%
SITE
DRAINA6E
AREA
BMP #1 —5.o
0
3.0
14.41
BMP #2 —5.0
0
5.0
24.41
BUA
BMP #1 —2.1
0
2.1
13.5
BMP #2 — 4.8
0
4.8
23.41
MAX BUA
75
0
Watershed Plan Approved By The Technical Review Committee
on
and/or Site Plan, Subdivision, Group Development,
Approved by
on { 2016-0"f43
TRACKING NUMBER
NOTE: TRC approval represents the
maximum possible development of the site.
Additional reviews in the development
process (including Construction Plan Review)
could reduce the amount of development
possible on this site.
NOTE: Conformance With This Approved
Plan Is Your Responsibility; And Any
Change In Land Use, Lot Lines, Building
Location, Parking, Drives, Utility Lines,
Landscaping, etc. Must Be Resubmitted To
The Planning Department To Eliminate
Delay In the Review Process.
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EX. LP
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46- 96' CH
foo 50'
49�97-CH a 671CH
R-99.50, R::i4 60'
40' 20 x 250'
�140 Mir
jj*5:�- (ST) EXISTING TREE
ROAD
JVf0*36'36'wl1 ?_0 tu
t0.?4'CF rgcol) �OL�xu CONSERVATION AREA
R=2--- A --
19L
MIXTURE OF PINE AND 14ARDP400D
W. TREES AV&. SIZE b" z
RASEMENT # I
R.F. JaCRO DEVICYS, INC
(5-1,120 FT OR 2D AC)
D9TAIL OF LWMSS & SCMSS MASSMINT FOR LOT
AND "POMD ACCrSS LEASOMM' J; -
SOUTHEAST ENrRAMCE ONM ?'HOJWDIAP ROAD A
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AREA �w 11,119.6 SQ. FT.
265 ACRES)
TREE CONSERVATION
REGIUIRED
EXISTIN67
REFORSTATION
PROVIDED
10% OF PARjrEL
AREA (20.06 AC,)
61,120 SF
OSF
6-1,120 5F
61,120 5F
OR 2.0 AC I
TREE CONSERVATION NOTES:
A. CONTACT ll -E PLANNIN657 AND COMMUNITY DEVEL.OPMENT DIRECTOR TO SCHEDULE
A PREGONSTRIkOTION MEETIN& BEFORE ANY TREE DISTURBANCE, EXCEPT AS
NOTED IN 50-12-0, OCZUR50N THIS 5ITF-
5. ALL I CONSERVATION DEVICES MUST BE INSTALLED BEFORE INSPECTION BY
THE PLAMIN& AND COMMUNITY DEVELOPMENT DIRECTOR AJ0 BEFORE ANY
I DISTURBANCE ACTIVITIE5, EXCEPT AS NOTED IN 50-12-13, OCCUIRL
C. REMOVAL OF OR VAMAC7E TO TREES IN THE TREE CONSERVATION AREA WILL BE
SLELIECT TO ALL AVAILABLE REMEDIES AND PENALTIES UNDER THE CITYS
DEVELOPMENT ORDINANCE.
D. NO PARKINC7, STORASE, DIRT STOCKPILINS, CONCRETE WASHOUT OR ANY
OTHER ACTIVITIES 15 PERMI I I IN THE I CONSERVATION AREA.
-ly IOU
SITE INFORMATION
OUTDOOR LIGHTING KEY NOTES lb
1). ALL RADII = 5.00'UNLMS NOTED cl). BUILDINS7 15 SPRINKLED 141
ALL OUTDOOR LIC44T FIXTURES THAT PRODUCE MORE T14AN EXIT 2). D1111ENSIONS TAKEN FROM FACE OF CUR5 10). TOTAL SITE AREA: 20.06 ACRES
4P50 LUMEN5 MUST BE CUT-OFF FIX`n)RES AND HAVE FLAT 14-7 LF OF STREAM TO BE IMPACTED 5). TOTAL PARKIN65, SPACES PROVIDED: 600 ols
LENSES AND/OR SHIELDIN9. A CAJT-OFF L16HT FIXTURE AND FILLINC7 OF DELINEATED NETLAND AREA (INCLUDIN65, (12) uACCESSIBLEn SPACES) 11). PIN: -16144&b-126 DATE: 5/26/16
EMITS 0% Of: ITS L16W A50VE qO DEOREES AND NO MORE PER USACE ACTION ID #SAW -2016-0043q ((SEE 514T CL5 EXIH151T "D") 4). TOTAL PARKIN67 5PAZ�E-S REGJJIRED-. 356 12). ADDRE55: &220 PIEDMONT TRIAD PARKWAY
THAN 10% A50VE 50 DESREE5 FROM HORIZONTAL (OFFICE: 100,001+ 5F = I SPACE PER 444 5F 15). EXISTIN5 6FA: 0 5F FILE: KV7*V%QQmvV<&vA
NETLAND (101 5F) (SEE 5HT 0123 EXIHIBIT "A-) 0 150,000 5F = 555) PROP05W C7FA: 150,000 5F DRAWN By- KED
ALL OUTDOOR LIC714TINS MUST BE LOCATED, ANSLED, WETLAND wa SF) (5EE SHT co EXIH151T "A-) 5). PROPERTY 5OUNDRY INFORMATION 14). EXISTIN& B.U.A.: 0 5F REVISED:
5HIELDW OR LIMITED IN INTENSITY 50 AS TO CAST 1��) MECHANICAL AREA TAKEN FROM PLAT 500K 152 P67 105 ban PROPOSED 5JJ.A.: 526,100 5F
NO DIRECT L16W OR OLARE EXCEEDIN& ONE FOOTCANDLE DUMPSTER AREA W 6- WOODEN FENCE AtV DOUBLE &ATE 6). ZONIN(9: "5P (AIRPORT OVERLAY. 5CAW HWY 15). EXTERIOR EXIT D15CHAR&E ILLUMINATION/1-I&I-ITIN&
AT ANY ABUTTIN9 RESIDENTIALLY USED PROPERTY LINE BuILDIN& WILL BE USED FOR OFFICE (115K sF) A SHALL BE REGIUIRED FROM ALL EXIT DOORS TO THE
OR ON ADJACENT STREETS. PATIO AREA RESEARCH AND DEVELOPII� (13W 5F) PUBLIC WAY IN COMPLIANCE WITH NOBC 1006.
POWER LINES TO BE RELOCATED V. LDO BUILDIN& SETBACKS: ALL EXIT DOORS SHALL HAVE CLOSER5
ALL FUTURE L16WINS MUST MEET THE ABOVE STANDARZ6. STREET LOCAL/COLLECTORi 25'
12� DMUE TO BE RE ALISNED IN THIS AREA AS SHOWN 51DE: 0/5' 16). ANY 5TRirTURE TO BE REMOVED SHALL REGAJIRE
L16HTINS PLAN WILL BE INCLIJOED WITH DETAILED PERIMETER A&AIN5T RESIDENTIAL: 25' A DEMOLITION PERMIT FROM BUILDIN& INSPECTIONS
LAND50APE PLAN 4@ COMMON AREA PROPERTY LINE TO BE RE -PLATTED COVENANT ENJILDIN& 5ET5Ajr.KS:
AROUND PROPOSED DEVELOPMENT R1644T OF WAY: 50' 1-1). OVERHEAD POWER LINES EX15T WITHIN THE PROPERTY
IQ TO BE REMOVED PROPERTY LINE: 25' AND ARE SHOWN JOB NO: KM -15217
60 0 (00 120 leo 15). 516NA(SE TO COMPLY P41TH AIRPORT OVERLAY AND
m M m 0 ENrROAr+t-IENT ASREEMENT REGUIRED FOR BMP #1 b). LDO REGIUIREV MINIMUM LAND50-APIN67 YARDS: 5COD I -W 66 STAWARD5 (WILL REGlUIRE SEPERATE SH= -
I Im (SEE 5HT C13 EXIN151T "59 5TREET: 10' 11). STRUCTURES OVER 50'REGA)IRE COMPLIANCE DOCUMENTATON
FIVE FOOT SIDEWALK To PUBLIC KAY COVENANT LANDSCAPE SETBACKS: FROM TRIAD INTERNATIONAL AIRPORT AUTHORITY clA
SCALE: P= 60' THORNPIKE ROAD: 40' 20). SITE LECeND ON SHEET C4.2

N .44
PIN #7814490650
VOLVO TRUCKS NORTH AMERICA ��
A DIVISION OF VOLVO GROUP
NORTH AMERICA
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EX. BUILDING
LANDSCAPE REQUIREMENTS
LOCATION
PLANTIN
YARD REQD
APPROX.
LENTH
CANOPY
TREES
UNDERSTORY
TREES
SHRUBS
THORNIPIKE RD
STREETYARD
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198
PARKIN& LOTI/1R2
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600 SPACES
50
-
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THIS A CONCEPTUAL LANDSCAPE PLAN:
THE APPLICANT MUST SUBMIT AND DETAILED LANSCAPE PLAN (WHICH DEPICTS
THE PLANT TYPES, LOCATIONS, AND WATER WISE PLANTING TEC NIQUE5) WITHIN
90 DAYS FROM THE ISSUANCE OF THE BUILDIN PERMIT FOR REVIEW BY THE
PLANUIiN DEPARTMENT. THE LANDSCAPE PLAN MUST 13E APPROVED BY THE
PLANNIN DEPARTMENT PRIOR TO REGEIVIN6 AN INSPECTION FOR THE
CERTIFICATE OF OCCUPANCY.
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PIN #78145g6064
LIN67ERFELT COMMONWEALTH
Sly LLC =
05 ,1650 P6 3051
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OTHERWISE BUILT WITHIN THE PARKING LOT. EACH PARKIN& LOT TREE SHALL BE PLANTED IN A MINIMUM OF 200
EX, P, POLE
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(SEE SECTION 30-5-4.4 (N). WHEN MATURE, A CANOPY TREE SHOULD BE FORTY (40) FEET NI&H AND
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UNDERSTORY TREES, MUST BE A MINIMUM OF TWO (2) INCHES IN CALIPER MEASURED SIX (6) INCHES
UG/3X
ABOVE GRADE AT THE TIME OF INSTALLATION.
LESS THAN FIVE HUNDRED (500) 5 FEET TO A DEPTH OF THREE (3) TO FOUR (4) INCHES. THE
A(2) GY
11 I
BMP #2 AREA II
PLANTED PARALLEL TO THE EDGE OF PARKIN& LOTS, ACCE55 DRIVES, LOADIN AND UNLOADIN AREAS AND
OUTSIDE STORA6E SHALL BE EVERGREEN AND INSTALLED AT A MINIMUM 51ZE OF EIGHTEEN (IS) INCHES,
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CANOPY TREE SIZE: WATER WISE CANOPY TREES, 'USIN REQUIRED PLANTING TECHNIQUES MUST BE A
OTHERWISE BUILT WITHIN THE PARKING LOT. EACH PARKIN& LOT TREE SHALL BE PLANTED IN A MINIMUM OF 200
MINIMUM OF TWO (2) INCHES IN CALIPER, MEA5URED SIX (6) INCHES ABOVE &RADE, WHEN PLANTED
0
(SEE SECTION 30-5-4.4 (N). WHEN MATURE, A CANOPY TREE SHOULD BE FORTY (40) FEET NI&H AND
Of U7
HAVE A MINIMUM GROWN WIDTH OF THIRTY (30) FEET. OTHER CANOPY TREES MUST BE A MINIMUM
WATER WISE PLANTING TECHNIQUES
OF THREE (3) INCH CALIPER, MEASURED (6) INCHES ABOVE &RADE, K-IEN PLANTED.
HAS I„pSE PLANTING TECHNIQUES: THE FOLLOWIN& SOIL PREPARATION TECHNIQUES SHALL BE USED FOR ALL
UNDERSTORY TREE SIZE: WATER WISE UNDERSTORY TREES MUST BE A MINIMUM OF ONE (1) INCH IN
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1) 501L PREPARATION FOR THE ENTIRE LANDSCAPE YARD INCLUDES THE ADDITION OF OR&ANIC AMENDMENTS
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UNDERSTORY TREES, MUST BE A MINIMUM OF TWO (2) INCHES IN CALIPER MEASURED SIX (6) INCHES
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ABOVE GRADE AT THE TIME OF INSTALLATION.
LESS THAN FIVE HUNDRED (500) 5 FEET TO A DEPTH OF THREE (3) TO FOUR (4) INCHES. THE
SNUB SIZE AND TYPE: ALL APPROVED WATER WISE SHIRUBS, U51N REQUIRED PLANTIN TECHNIQUESSQUARE
0
PLANTED PARALLEL TO THE EDGE OF PARKIN& LOTS, ACCE55 DRIVES, LOADIN AND UNLOADIN AREAS AND
OUTSIDE STORA6E SHALL BE EVERGREEN AND INSTALLED AT A MINIMUM 51ZE OF EIGHTEEN (IS) INCHES,
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OTHER LOCATIONS, OUTSIDE OF THE AREAS LISTED ABOVE MAY BE EVERGREEN OR DECIDUOUS, SHALL BE
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5UpPLEMENTAL WATERIN CAN BE REDUCED AND USED ON AN AS NEEDED BASIS. TRADITIONAL SPRAY
PLANTIN& AREA CONTAININ TREES SHALL HAVE A MINIMUM INSIDE DIMENSION OF SEVEN (7) FEET AND SHALL
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HAVE A MINIMUM AREA OF AT LEAST TWO HUNDRED (200) SQUARE FEET. GROUPIN OF PARKIN LOT TREES
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CANOPY TREE SIZE: WATER WISE CANOPY TREES, 'USIN REQUIRED PLANTING TECHNIQUES MUST BE A
OTHERWISE BUILT WITHIN THE PARKING LOT. EACH PARKIN& LOT TREE SHALL BE PLANTED IN A MINIMUM OF 200
MINIMUM OF TWO (2) INCHES IN CALIPER, MEA5URED SIX (6) INCHES ABOVE &RADE, WHEN PLANTED
`.SQUARE FST UNLESS THE CITY URBAN FORESTER OR ENFORCEMENT OFFICER APPROVES A SMALLER ISLAND
BASED ON THE MATURE HEIGHT OF THAT TREE SPECIES.
(SEE SECTION 30-5-4.4 (N). WHEN MATURE, A CANOPY TREE SHOULD BE FORTY (40) FEET NI&H AND
HAVE A MINIMUM GROWN WIDTH OF THIRTY (30) FEET. OTHER CANOPY TREES MUST BE A MINIMUM
WATER WISE PLANTING TECHNIQUES
OF THREE (3) INCH CALIPER, MEASURED (6) INCHES ABOVE &RADE, K-IEN PLANTED.
HAS I„pSE PLANTING TECHNIQUES: THE FOLLOWIN& SOIL PREPARATION TECHNIQUES SHALL BE USED FOR ALL
UNDERSTORY TREE SIZE: WATER WISE UNDERSTORY TREES MUST BE A MINIMUM OF ONE (1) INCH IN
REQUIRED LANDSCAPE AREAS.
CALIPER, MEASURED 51X (6) INCHES ABOVE &RADE, WHEN PLANTED. (SEE SECTION 30-5-4.4 (N)).
1) 501L PREPARATION FOR THE ENTIRE LANDSCAPE YARD INCLUDES THE ADDITION OF OR&ANIC AMENDMENTS
WHEN MATURE, AN UNDERSTORY TREE 5H OULD BE TWENTY-FIVE (25) TO FORTY (40) FEET HI&H. OTHER
TILLED TO A DEPTH OF E16W (8) TO TWELVE (12) INCHES.
UNDERSTORY TREES, MUST BE A MINIMUM OF TWO (2) INCHES IN CALIPER MEASURED SIX (6) INCHES
2) ALL PLANTINGS IN THE LANDSCAPE YARDS SHALL BE MULCHED, Ii�LUDiN INTERIOR PARKIN LOT ISLANDS
ABOVE GRADE AT THE TIME OF INSTALLATION.
LESS THAN FIVE HUNDRED (500) 5 FEET TO A DEPTH OF THREE (3) TO FOUR (4) INCHES. THE
SNUB SIZE AND TYPE: ALL APPROVED WATER WISE SHIRUBS, U51N REQUIRED PLANTIN TECHNIQUESSQUARE
MULCH SHALL BE FREE OF TRASH AND MAINTAINED WEED FREE THEREAFTER.
PLANTED PARALLEL TO THE EDGE OF PARKIN& LOTS, ACCE55 DRIVES, LOADIN AND UNLOADIN AREAS AND
OUTSIDE STORA6E SHALL BE EVERGREEN AND INSTALLED AT A MINIMUM 51ZE OF EIGHTEEN (IS) INCHES,
3) EARTHEN BASINS ARE CONSTRUCTED AROUND THE INSTALLED PLANTS.
SPREAD OR HEIGHT, AND REACH A MINIMUM HEIGHT OF THIRTY -51X (36) INCHES AND A MINIMUM
4) PLANTS, AS PERMITTED BY THI5 ORDINANCE, ARE GROUPED TOGETHER H ERE POSSIBLE.
SPREAD OF THIRTY (30) INCHES. (SEE SECTION 30-5-4.4 (W). REQUIRED WATER WISE SHRUBS IN
5) FOR ESTABLISHMENT AND SURVIVAL, PLANTS SHALL BE WATERED IN THE FIRST YEAR OF PLANTING.
OTHER LOCATIONS, OUTSIDE OF THE AREAS LISTED ABOVE MAY BE EVERGREEN OR DECIDUOUS, SHALL BE
6) IRRI&ATION: IT 15 SU66ESTED THAT DRIP IRRI&ATION, WHICH INCLUDES DRIP MISTERS, BE USED FOR REQUIRED
THREE (3) GALLON IN 51ZE A5 PER AN51 STANDARDS AT THE TIME OF INSTALLATION.
LANDSCAPIN PLANTIN BEDS DURIN THE REQUIRED ESTABLISHMENT PERIOD. AFTER ESTABLISHMENT,
PARKIN& LOT PLANTIN& AREAS : EACH PARKIN LOT
5UpPLEMENTAL WATERIN CAN BE REDUCED AND USED ON AN AS NEEDED BASIS. TRADITIONAL SPRAY
PLANTIN& AREA CONTAININ TREES SHALL HAVE A MINIMUM INSIDE DIMENSION OF SEVEN (7) FEET AND SHALL
IRRI&ATION 15 PROHIBITED EXCEPT FOR TURF AREA5.
HAVE A MINIMUM AREA OF AT LEAST TWO HUNDRED (200) SQUARE FEET. GROUPIN OF PARKIN LOT TREES
WITHIN THE SAME 15LAND 15 STRONGLY ENCOURAGED, EVEN IF TH15 WOULD DEGREASE THE NUMBER OF ISLANDS
EXISTING TREE
CONSERVATION ON A A
MIXTURE OF PINE AND HARDWOOD
TREES AVG. SIZE 60 FT(8"1,120 FT OR 2.0 AG)
60 O 60 120
SCALE: 1"= 60'
BY
180 JOB No: KM -15217
SHEET-
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PiN:7814490650
VOLVO TRUCKS NORTH AMERICA
A DIVISION OF VOLVO GROUP
NORTH AMERICA
D.B. 3676 PG. 906
P.B. 176 PG. 118
ZONING: BP
LUC: 3
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THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY DEPICTS THE
BOUNDARY OF THE JURISDICTION OF SECTION 404 OF THE CLEAN WATER
ACT AS DETERMINED BY THE UNDERSIGNED ON THIS DATE. UNLESS THERE
IS A CHANGE IN THE LAW OR OUR PUBLISHED REGULATIONS, THIS
DETERMINATION OF SECTION 404 JURISDICTION MAY BE RELIED UPON FOR A
PERIOD NOT TO EXCEED FIVE YEARS FROM THIS DATE THIS DETERMINATION
WAS MADE UTILIZING THE 1987 CORPS OF ENGINEERS WETLANDS
DELINEATION MANUAL
(NAME) CRAIG S. FLEMING
(nom) PROFESSIONAL LAND SURVEYOR
(DATE) -.22-29-2016
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VICINITY MAP
QUMORE
1"=2000'
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PIN:7814596084
SP LINGERFELT
1b6 l87 TH
<ra S8 ° GREENSBORO SUB, LLC
e 17 2aT D.B. 7630 PG. 3051
\ L 01 L104 '� rr F ZONING: BP
WEfLAND2 LINE TABLE LUC:3
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WETLANDI LINE TABLE \3O O G C7p3
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Amount Approved (units)
Temporary
PIN: 7814592044
�
LINGERFELT
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COMMONWEALTH
40 (linearfeet)
GREENSBORO SUB, LLC
WA21-26
D.B. 7630 PG. 3051
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ZONING: BP
4,156 SIF70
LUC: 3
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VICINITY MAP
QUMORE
1"=2000'
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PIN:7814596084
SP LINGERFELT
1b6 l87 TH
<ra S8 ° GREENSBORO SUB, LLC
e 17 2aT D.B. 7630 PG. 3051
\ L 01 L104 '� rr F ZONING: BP
WEfLAND2 LINE TABLE LUC:3
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WETLANDI LINE TABLE \3O O G C7p3
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n � 45$9' i m 651-4713•-6 PIN: 7814588750
I 1 76" 51511 lose 8.01' SG3*6F17'e L ( COMMON ELEMENTS \ \ \ \ fie° JAY KISAN, LLC
$42°4s'45 w ,29.FR $�°?4 S71.5a,s-w 19-� ) PIN: 7814489432 \ \ `�' SEE BLOWUP DETAIL FOR LINE NUMBERS LOT 1s, P.B. 1s8 PG. 19
¢ ZONING: BP
17- SSRH �sR 4��9¢ ee�'�� 11a RF MICRO DEVICES, INC. \ \ \ \
{ 1 I I I I I I 1n D.B. 4599 PG. 253 ISA 1-34 2 LUC: 3
P.B. 139 PG. 114 \ I I 283 SF BUFFER NE
II \ \ I ) 192 LF
IIIHI n I I( I i 30' ZONE 1
BUFFER
X/101 $F / \ P 120' DMUE
WA 1-5 \ / B• 132 PG. 105
I I d 108 SF / 50' STREAM BUFFER \
�i"�• � \ \ \ P.B. 139 PG. 114
I UNNAMED •RIB SITE DATA FOR LOT 2:
IJ Tu/\ \ \ \ \ l\ °$ / ^ 11 an — — — - PIN: 7814488726
•ap' / — — — - RF MICRO DEVICES, INC.
_ 8220 PIEDMONT TRIAD PARKWAY
r ^ \, — _ TOTAL AREA: 20.65 ACRES
PART OF LOT 6 P.B. 132 PG. 105
.PART OF LOT 2 P.B. 139 PG. 114
( •'�.\ \• Sr ///"""RESTRICTIVE COVENANTS:
30' ZONE II i LOT 1 \ \� / / BUFFER 1 / D.B. 3628 PG. 24
J W D.B. 5161 PG. 1226 (WAIVER)
kes ` 20• ZONE 2 I o
I w / BUFFER / WATERSHED DATA:
I PIN: 78144881 °a �- c'
I ARCP OFC N 84°49'13° E Z HIGH POINT CITY LAKE WATERSHED
//� 41.00 h / GWA 70% MAX. BUA
I I GREENSBORO NC, LLC 387,48,14"-6 W / CAPE FEAR RIVER BASIN
b. PROPOSED BUA: 7.5 ACRES
x.01 I D.B. 7606 PG. 2745 b7•73- 2
LOT 1, P.B. 139 PG. 114 I ^ ZONING: BP (BUSINESS PARK)
] 1
' 110 I LUC 3 q°
5,
y � GENERAL NOTES:
-0, 21,3 42' ' i v� I Ary 1. BOUNDARY TAKEN FROM PREVIOUS SURVEY BY FLEMING
ENGINEERING INC. DATED 05-12-1999 EXISTING DEEDS & PLATS
A �g� �W ^
I
� O� �V '� 4Q 120 ' �� OF RECORD.
8"
( D.LP. '0 OMEN
Em � 2. AREAS BY COORDINATE COMPUTATION.
i cl
�0�0 pPIN:7814587367
,� F 3. LOCATION WORK SHOWN HEREON WAS DERIVED BY ABOVE
/'� /� 11 _ ////J��) 1
AIRPORT HOTELS READ LLC F THE
GROUND INDICATORS ONLY, UNLESS OTHERWISE NOTED.
SCALE: 1 4 ' 4. THIS MAP IS INTENDED TO DEPICT WETLANDS AS DELINEATED BY
I I / D.B. 6774 PG. 916
a PILOT ENVIRONMENTAL INC. 743 PARK LAWN COURT
I I i I LOT 17-, P.B. 188 PG. 121 KERNERSVILLE, NC. [phone].
ZONING: BP
I C
LUC: 3 5. WETLANDS LOCATED BY FLEMING ENGINEERING, INC., 700
I1 H 1 1 1 1 1 1 1 1 1 1 N CARNEGIE PLACE, GREENSBORO, NC 27409, (336)8529797.
I y \ \ 6. NO NCGS MONUMENT FOUND WITHIN 2,000 FEET.
>' 7. THIS PROPERTY IS SUBJECT TO ANY EASEMENTS, AGREEMENTS,
FLEMING ENGINEERING CONTACT: 35.0' OR RIGHTS -0F -WAY OF RECORD PRIOR TO THE DATE OF THIS
o� MAP AND WHICH WERE NOT VISIBLE AT THE TIME OF
BREW COCKRUM, PE
N 10°34'42" W P S INSPECTION.
� I CH
[phone] \ i 10.74'_ g
BCO — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — � — — — — — — —
CKRUM FLEMINGENGINEERING.0
OM
EX. 8 PW'IfING-Y� 24.5 Fl THIS MAP WAS PREPARED WITH OUT THE BENEFIT OF A TITLE
p R FlP 8
&� rq
OL ,7 t11. tenor rust S 71°50'19' W 974.51' 243.72° 72°54'58"W — — REPORT AND DOES NOT NECESSARILY INDICATE ALL
g0/ry $$,$$' ENCUMBRANCES UPON THIS PROPERTY.
q N86°54399N v V THORNDIKE ROAD 9. THIS MAP DOES NOT MEET GS 47-30 STANDARDS AND IS NOT FOR
MU31' "!� 65.Wch in .RECORDING OR CONVEYANCE.
Jt
LITY
r�V
sirFAD us 1 15'RW PUBLIC
10. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD
j
NAIL IN r ROAD COLLECTOR
.t N71"28'13'-6 AREA PER FIRM MAP NUMBER 3710781400J, EFFECTIVE DATE
p —
a JUNE 18 2007.
"W
99'
a l 181.
�i
C0RrALA�H1@8-G CMT= -
SITE
•
g rArr
PAT MCCRORY
DONALD R. VAN DER VAART
" s'—"
Water Resources S. JAY ZIMMERMAN
eRVIRORNfiRTAL OYALITY
ar.•Jt°.
April 11, 2016
DWR # 16-0196
Guilford County
Carolina investment Properties, Inc.
Attn: Mr. Robin Team
PO'Box 1066
Lexington NC 27293
Subject: APPROVAL OF 401 WATER QUALITY CERTIFICATION WITH ADDITIONAL CONDITIONS
Qorvo
Dear Mr. Team
You have our approval for the impacts listed below for the purpose described in your application dated
February 26, 2016, received by the Division of Water Resources (Division) February 29, 2016, with
subsequent information on March 28, 2016 and April 8, 2016. These impacts are covered by the
attached Water Quality General Certification Number 3890 and the conditions listed below. This
certification is associated with the use of Nationwide Permit Number 39 once it is issued to you by the
U.S. Army Corps of Engineers. Please note that you should get any other federal, state or local permits
before proceeding with your project, including those required by (but not limited to) Sediment and
Erasion Control, Non -Discharge, and Water Supply Watershed regulations.
This approval requires you to follow the conditions listed in the enclosed certification(s) or general permit
and the following additional conditions:
1. The following impacts are hereby approved provided that all of the other specific and general
conditions of the Certification., are met. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)]
Type of Impact
FlP
Amount Approved (units)
Temporary
Stream
�
�v
\ 6 r3 AB
147 (linearfeet)
40 (linearfeet)
404/401 Wetlands
WA21-26
Wl
0.096 (acres)
4,156 SIF70
_
j
N 6 01
•
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71
IN GRESS/EGRESS
INOT
rr �
y C1
d
•�
�
FOR ES MT
LPG.
y
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9
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II
P.B. 139
1114
\ \
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\
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190.2rs7829 E
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WETLAND2 DELINEATION DETAIL
0
�
w
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FlP
S82°'
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FlP
n � 45$9' i m 651-4713•-6 PIN: 7814588750
I 1 76" 51511 lose 8.01' SG3*6F17'e L ( COMMON ELEMENTS \ \ \ \ fie° JAY KISAN, LLC
$42°4s'45 w ,29.FR $�°?4 S71.5a,s-w 19-� ) PIN: 7814489432 \ \ `�' SEE BLOWUP DETAIL FOR LINE NUMBERS LOT 1s, P.B. 1s8 PG. 19
¢ ZONING: BP
17- SSRH �sR 4��9¢ ee�'�� 11a RF MICRO DEVICES, INC. \ \ \ \
{ 1 I I I I I I 1n D.B. 4599 PG. 253 ISA 1-34 2 LUC: 3
P.B. 139 PG. 114 \ I I 283 SF BUFFER NE
II \ \ I ) 192 LF
IIIHI n I I( I i 30' ZONE 1
BUFFER
X/101 $F / \ P 120' DMUE
WA 1-5 \ / B• 132 PG. 105
I I d 108 SF / 50' STREAM BUFFER \
�i"�• � \ \ \ P.B. 139 PG. 114
I UNNAMED •RIB SITE DATA FOR LOT 2:
IJ Tu/\ \ \ \ \ l\ °$ / ^ 11 an — — — - PIN: 7814488726
•ap' / — — — - RF MICRO DEVICES, INC.
_ 8220 PIEDMONT TRIAD PARKWAY
r ^ \, — _ TOTAL AREA: 20.65 ACRES
PART OF LOT 6 P.B. 132 PG. 105
.PART OF LOT 2 P.B. 139 PG. 114
( •'�.\ \• Sr ///"""RESTRICTIVE COVENANTS:
30' ZONE II i LOT 1 \ \� / / BUFFER 1 / D.B. 3628 PG. 24
J W D.B. 5161 PG. 1226 (WAIVER)
kes ` 20• ZONE 2 I o
I w / BUFFER / WATERSHED DATA:
I PIN: 78144881 °a �- c'
I ARCP OFC N 84°49'13° E Z HIGH POINT CITY LAKE WATERSHED
//� 41.00 h / GWA 70% MAX. BUA
I I GREENSBORO NC, LLC 387,48,14"-6 W / CAPE FEAR RIVER BASIN
b. PROPOSED BUA: 7.5 ACRES
x.01 I D.B. 7606 PG. 2745 b7•73- 2
LOT 1, P.B. 139 PG. 114 I ^ ZONING: BP (BUSINESS PARK)
] 1
' 110 I LUC 3 q°
5,
y � GENERAL NOTES:
-0, 21,3 42' ' i v� I Ary 1. BOUNDARY TAKEN FROM PREVIOUS SURVEY BY FLEMING
ENGINEERING INC. DATED 05-12-1999 EXISTING DEEDS & PLATS
A �g� �W ^
I
� O� �V '� 4Q 120 ' �� OF RECORD.
8"
( D.LP. '0 OMEN
Em � 2. AREAS BY COORDINATE COMPUTATION.
i cl
�0�0 pPIN:7814587367
,� F 3. LOCATION WORK SHOWN HEREON WAS DERIVED BY ABOVE
/'� /� 11 _ ////J��) 1
AIRPORT HOTELS READ LLC F THE
GROUND INDICATORS ONLY, UNLESS OTHERWISE NOTED.
SCALE: 1 4 ' 4. THIS MAP IS INTENDED TO DEPICT WETLANDS AS DELINEATED BY
I I / D.B. 6774 PG. 916
a PILOT ENVIRONMENTAL INC. 743 PARK LAWN COURT
I I i I LOT 17-, P.B. 188 PG. 121 KERNERSVILLE, NC. [phone].
ZONING: BP
I C
LUC: 3 5. WETLANDS LOCATED BY FLEMING ENGINEERING, INC., 700
I1 H 1 1 1 1 1 1 1 1 1 1 N CARNEGIE PLACE, GREENSBORO, NC 27409, (336)8529797.
I y \ \ 6. NO NCGS MONUMENT FOUND WITHIN 2,000 FEET.
>' 7. THIS PROPERTY IS SUBJECT TO ANY EASEMENTS, AGREEMENTS,
FLEMING ENGINEERING CONTACT: 35.0' OR RIGHTS -0F -WAY OF RECORD PRIOR TO THE DATE OF THIS
o� MAP AND WHICH WERE NOT VISIBLE AT THE TIME OF
BREW COCKRUM, PE
N 10°34'42" W P S INSPECTION.
� I CH
[phone] \ i 10.74'_ g
BCO — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — � — — — — — — —
CKRUM FLEMINGENGINEERING.0
OM
EX. 8 PW'IfING-Y� 24.5 Fl THIS MAP WAS PREPARED WITH OUT THE BENEFIT OF A TITLE
p R FlP 8
&� rq
OL ,7 t11. tenor rust S 71°50'19' W 974.51' 243.72° 72°54'58"W — — REPORT AND DOES NOT NECESSARILY INDICATE ALL
g0/ry $$,$$' ENCUMBRANCES UPON THIS PROPERTY.
q N86°54399N v V THORNDIKE ROAD 9. THIS MAP DOES NOT MEET GS 47-30 STANDARDS AND IS NOT FOR
MU31' "!� 65.Wch in .RECORDING OR CONVEYANCE.
Jt
LITY
r�V
sirFAD us 1 15'RW PUBLIC
10. THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD
j
NAIL IN r ROAD COLLECTOR
.t N71"28'13'-6 AREA PER FIRM MAP NUMBER 3710781400J, EFFECTIVE DATE
p —
a JUNE 18 2007.
"W
99'
a l 181.
�i
C0RrALA�H1@8-G CMT= -
SITE
•
g rArr
PAT MCCRORY
DONALD R. VAN DER VAART
" s'—"
Water Resources S. JAY ZIMMERMAN
eRVIRORNfiRTAL OYALITY
ar.•Jt°.
April 11, 2016
DWR # 16-0196
Guilford County
Carolina investment Properties, Inc.
Attn: Mr. Robin Team
PO'Box 1066
Lexington NC 27293
Subject: APPROVAL OF 401 WATER QUALITY CERTIFICATION WITH ADDITIONAL CONDITIONS
Qorvo
Dear Mr. Team
You have our approval for the impacts listed below for the purpose described in your application dated
February 26, 2016, received by the Division of Water Resources (Division) February 29, 2016, with
subsequent information on March 28, 2016 and April 8, 2016. These impacts are covered by the
attached Water Quality General Certification Number 3890 and the conditions listed below. This
certification is associated with the use of Nationwide Permit Number 39 once it is issued to you by the
U.S. Army Corps of Engineers. Please note that you should get any other federal, state or local permits
before proceeding with your project, including those required by (but not limited to) Sediment and
Erasion Control, Non -Discharge, and Water Supply Watershed regulations.
This approval requires you to follow the conditions listed in the enclosed certification(s) or general permit
and the following additional conditions:
1. The following impacts are hereby approved provided that all of the other specific and general
conditions of the Certification., are met. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)]
Type of Impact
Amount Approved (units)
Permanent
Amount Approved (units)
Temporary
Stream
�
�v
Site
147 (linearfeet)
40 (linearfeet)
404/401 Wetlands
a
�
r o
rn
Wl
0.096 (acres)
0 (acres)
450 W. Hems MR Road, Suite 300. WmstonSalem, NoM Carolina 27105 .
Phone: 336-776MM k FAX [phone] Customer Servme 1577-62 748
Internet www.nedenr.gov - www.ttcwater.org
Carolina Investment Properties
DWR# 16-0196
401 APPROVAL
Page 2 of 3
2. This approval is for the purpose and design described in your application. The plans and
specifications for this project are incorporated by reference as part of the Certification. If you
change your project, you must notify the Division and you may be required to submit a new
application package with the appropriate fee. If the property is sold, the new owner must be
given a copy of this approval letter and General Certification(s)/Permit/Authorization and is
responsible for complying with all conditions. [15A NCAC 02H .0507(d)(2))
3. The proposed project must comply with the City of Greensboro local water supply ordinance
approved by the N.C. Environmental Management Commission (EMC) as required under the'
Randleman take Water Supply Watershed: Protection and Maintenance of Riparian Areas
(Randleman Buffer Rule) 15A NCAC 028 .0250. You are required to provide the Division with a
copy of the Buffer Authorization issued by the City of Greensboro before any impacts authorized
in this certification occur. [15A NCAC 02B.0250]
4. You are required to provide one copy of the aPP
approved SMP including details on full-sized
plan sheets with proof of the City of Greensboro's approval. The approved SMP shall be
submitted to the DWR 401 & Buffer Permitting Unit (1617 Mail Service Center, Raleigh, NC
27699-1617) before any impacts authorized in this certification occur. After it is approved and
submitted to the Division, the SMP may not be modified without prior written authorization from
the City of Greensboro If the SMP is modified in the future, then you shall provide one modified
SMP with proof of approval to the DWR 401 &'Buffer Permitting Unit prionto the
commencement of the modifications. [15A NCAC 02H .0506(b)(5)]
This approval and its conditions are final and binding unless contested. (G.S. 143-215.5]
This Certification can be contested as provided in Articles 3 and 4 of General Statute 1508 by filing a written
petition for an administrative hearing to the Office of Administrative Hearings (hereby known as OAH)
within sixty (60) calendar days.
A petition form may be obtained from the OAH at http://www.ncoah.com/ or by calling the OAH Clerk's
Office at [phone] for information. A petition is considered filed when the original and one (1) copy
along with any applicable OAH filingfee is received in the OAH during normal office hours (Monday through
Friday between 8:00am and S:OOpm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business days
following the faxed transmission.
Mailing address for the OAH:
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc):
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, NC 27609-6285
Carolina Investment Properties
DWR# 16-0196
401 APPROVAL
Page 3 of 3
One (1) copy'of the petition must also be served to DENR:
Sam Hayes, General Counsel
Department of Environment and Natural Resources
1601 Mail Service Center
Raleigh, NC 27699-1601
This letter completes the review of the Division under section 401 of the Clean Water Act. Please contact
Sue Homewood at 336-776-9693 or [e-mail] if you have any questions or concerns.
Sincerely,
Y 44—;- a
Sherri V. Knight, P. E.
Regional Supervisor
Water Quality Regional Operations Section
Division of Water Resources, NCDEQ- WSRO
Enclosures: GC 3890
cc: Brad Luckey, Pilot Environmental inc (via email)
David Bailey, USACE Raleigh Regulatory Field Office (via email)
Jeremy McCall, City of Greensboro Dept of Water Resources (via email)
DWR WSRO 401 file
DWR 401 & Buffer Permitting Unit file
E XT 1 5 1 T "C"
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DATE: 10-30-2015
PROJECT NO.: 1810.11
REF. NO.:
SCALE: 1:60
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1 of 1
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NOTES: svvvvvvvvaalinnnr rgryryrr,',' QORVO, LOT 1
(P.R 139 PG. 114)
1. AREA COMPUTED BY D.M.D. METHOD. 1• �/ ''•�� OWNER:
2. N.C.G.& MARKER "PICK" NOT RECOVERED. O 0ORVO CITY: GREENSBORO
3 ERROR OF CLOSURE IS 1:10,000+. 3 <'. _ 8220 PIEDMONT PARKWAY COUNTY: GUILFORD
SEA c Gl0_DISBORO, NO STATE NORTH CAROUN
4. THIS PROPERTY IS SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS OF WAY OF RECORD < L-3469
PRIOR To THE DATE OF THIS SURVEY WHICH WERE NOT VISIBLE AT THE TIME OF INSPECTION. '•,-yam o: Fleming Engineering, Inc.
5. THE SURVEYOR HAS NOT PERFORMED A TITLE SEARCH. THEREFORE, THIS MAP IS ABJECT TO
ANY AND ALL FACTS AN ACCURATE TITLE SEARCH MAY DISCLOSE�''•��� '•SURA -p,` coxsttirmcrrtcev sI.'aavEtoas
8. BOUNDARY INFORMATION TAKEN FROM SURVEY BY FLEMING ENGINEERING, RECORDED IN "o,
ss 518 Tried Drive Colley, NC 2723S
Phone (w336) 852-9797emn License ��C-0950
GUILFORD COUNTY P.B. 139, PG. 114. V 03-14-2016
SCALE: 1 "- 60' DATE: 03-14-2016
PROD. 111: 1810.11 DRAWN BY. LSM
EXH1151T 1111
(NOT TO 5GAi-W
L.I.S. ARMY CORE'S OF ENGINEERS
WILMINGTON DISTRICT
Action Id. S01' -M6410439 County: Guilkind L S.Ci,S. Quad: RC1-GUILFORID
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFWATIO N
Pennntec: CaTolin7Imc4tingotl'ropprtLgs Inc, Agent Faio#En,irnnitCcnta#,Ino.
Attn: RO a- nt Alto; &rad Luckey
Addre>s P O.ltex 1066 AJdrsti. P.Ci, Box 128
I axint.ton 'rC 27292I§grnerss 1lle, N 27285
,Si/V ( er«) 20.65 'vs. ae.3t town Grrenshllro
\e rt Nv lcmay 11 IQ Fast loth Dc"—,Rifer hive r ii tsin Dl Iry RoMh fart ling.
e
r � _
I
S t`a I It IC 30002 Cot tdtnatt s
t.ecsn n tt sriptian lite r ' ct nr as 'c lErripd, a > roxint tel 015 nt4 nn heist of ht InIvEwetilin tst Thu ke Rand anti
f°, cdnitr°t Triad Parhvvab.ltt 7625 •I Itorndtke:Road t„t,rtc1016 sa, Ci 10f, orrr1
i)cyenrrion of prct]cct; area tied a_tiiiity; this nroietik inrindev the ttermnncn, di4ebar'e of fill matra•1al into 147 linear fect til 01
AI plicahlc Casa. Smtion 404 (Clt i:i Watcr Act 1 CSC t 44)
Section 10 (Rea , and Ilart r& Act, . ? t SC If))
Atttho'I'I
afian: Nationwide Permit vuirber. N%%,P 39 Cornmercial and Inntittttl0n tl
SEF ATTA ClirD RGP or MVP GEIVER4L, RFCrr10,Y 1L,4ND SPECIAL CO3YPIT'IO S
Is ♦ b'accordance ori it t o attached
Y1t r svorh t. authorized ed tsv tits tsbo L referenced termif prosided it is accomplished in strict i h
n t a ! P t
conditions anti your plarl sheets Cf, f 2.1. C'2.2, V4.1 submitted tia email on 21290016 with }oar original PCN application, and
your und"Atcd PCN analik, ftott, talon ,and additlourel Infar,tvotson soohinitIL4 Nita 4., oil on 312812016, Any violation of lite
attached conditions or d(Mation front your suhmitted plan, way subjc0 the permittee to n stop vsorkorder, a restoration order,
a L las. I admiaiitrutive penalty. andror appropriate 1eggal action.
Thr v cntirati n will nrn an valid until t s rar date identified tclv unlins the aiioni rile oahorizatt t 1
s m<difier x4.s
F
nded
OT r voed- If, prior to 11t vA.pirtstirr daYL identdieo beiav°+ the r .iosalt tdn. permit nuthuriaah. n is a t-tr 3 and'or modtht,l this
yes the stixn %till r•ntuin sand until the c7- n cion d iu adenlific i b ora•, r iv id, d it eon lic with all Tet tetentuus of the it oiificd
I r P I
nthm u Pett If nutitreeMe rrcLacs Pend J rcvn L~1
r r: ineh"I
u that the activity would
1 n h i tr eLmpiy 1 i1ltile ten nc,t i ai�n Uture tepLlnrt, a rte it. vttteh t i tmunctd(iceutundorc-
stru,t' }.n
)
or 4w ander cortr O to u mmcnec in r iilnei upon lb nations i e pernai will Tentanr awhorized proN ided the rev i y is wk lrleted
witLia 1t dve rnor the offlic dale of 4w n"itim, Mile ntrn,n c e ii atn,n, mudificanun or rt vecotion, unlQss di,.uuonat) authority bas
b eo e,vrcked t,,i a case-Isy L 1oL basis to tneirSit}'; Sw pend or lcv akc the auffhwi stic n.
Aeh iii,:s sablect to Secti n 404 (as, a i h tad ahs v) way alx r quire -at individual Suction 401 Water Quality Certification You
sh,iuld Contact titer M Divt l rel c11Va _r Quality (telephone [phone]) to datermtnc Scatioa 401 iccluirea ent;.
rely Wth ities acuirriug w chin the mcsty eoa>tai countic;s irrbjuct to wgulation under the { r ast+xl Aram blanagemenx Act (LAMA). prior
to 1, im;intr. you must contact like ti f'. Divi i 7n of Coastal L1ana;,ement.
Tin+ D opurtment of the Army verification docs not rale t•c tl1>: Permiucc ofthe responmA'biNy to obtain an} other required Fcderal. State
or local arprovakilpertois.
if there tare any tim,tions regarding this w6fir,azian any of nditions of ibc Permit. or the Corps ofErfgino�rs regulatory rrogram,
rIL ase colatact jCLavid Iii)e}' aE 919-SS4.413fi4 err 30 or I1-
IL i afire 2'&`inelce:a 1n '.tai .
Ctttp,s Rcyulato* Official-_ _ Dale: 41612116
Ecpiraliiui Date of V rification: 3119,101 i
Copy furnished.
Sa i lanievvand. VC'DENR-D45'R.450 Nk' hones Rill RAI, Suite 300.'(V'in,ten-S Icm, N('27105
Page I of 2
L,eiial 6''nndetiows fop RAS1+-3016 01f�39:
1. Pleati, ante that future` rhascc of tile Qorvil prtlico and related urtie'11t" nstiticra ed with Corps Action ID:
11L
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ill ? tl
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•1 , s ,11 j:. t t
ti:A1i 'Oltx-0(F<1.9 tnac b e,nsidu e rat? : i t F P
c trtsidLrvd tutntilatite with 1nl;:tcts Tierm'iti cl d triol. e.vrlttr phase re�tldill < 1 npc �srtut� tutu ation
rn i Alutiumvstie @cTlltis thrL>holds, includm til.,sc authori, d sand doi:unientcd anidei ActwnSAti'-
�,
Corp:,Rc�,ulawryOfficiil .___- __.
t pirat o!117=ic oi'6eratication:"0311itf2019
EXH15I I 11011
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TREE'CONSERVATION
REQUIRED
EXISTING
REFORSTATION
PROVIDED
10% OF PARCEL
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81,120 SF
0 5F
81,120 SF
= 87,120 SF
-1,140
-----940--- d Volume ft3
OR 2.0 AG
©
141 LF OF STREAM TO BE IMPACTED
Q TREE CONSERVATiON NOTES:
A. CONTACT THE PLANNING AND COMMUNITY DEVELOPMENT DIRECTOR TO SCHEDULE
A PRECONST'RUGTION MEETING BEFORE ANY TREE DISTURBANCE, EXCEPT AS
NOTED IN 30-12-1.3, OGGUIZWN THIS SITE.
5. ALL TREE CONSERVATION DEVICES MUST BE INSTALLED BEFORE INSPECTION BY
THE PLANNING AND COMMUNITY DEVELOPMENT DIRECTOR AND BEFORE ANY
TREE DISTURBANCE ACTIVITIES, EXCEPT AS NOTED IN 30-12-1.3, OGGUR.
G. REMOVAL OF OR DAMAGE TO TREES IN THE TREE CONSERVATION AREA WILL BE
SUB.ECT TO ALL AVAILABLE REMEDIES AND PENALTIES UNDER THE CITY'S
DEVELOPMENT ORDINANCE.
D. NO PARKING, STORAGE, DIRT STOCKPILING, CONCRETE WASHOUT OR ANY
OTHER ACTIVITIES 15 PERMITTED IN THE TREE CONSERVATION AREA.
60 120
2
SKi1"Ii"iER 8146iN SCALE: P= 60'
4.3 ------5.3---- Disturbed Area (Acres)
EXiSTINGrt TREE
180 CONSERVATION AREA
MIXTURE OF PINE AND
HARDWOOD TREES AVG. SIZE 6"
01,12OFT OR 2.0 AC)
10.8
------12:1---- Peak Flow from 10 -year Storm (cfs)
KEY NOTES
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SKIMMER BASIN #I
O
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-1,140
-----940--- d Volume ft3
SKIMMER BASIN #2
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141 LF OF STREAM TO BE IMPACTED
3,522
-----4,142 _ _ _ 5urf�e Area ft2
j�:ulrood
Z In U
Z 11.1
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� SAGE ACTION ID #5AW-2016-00434.
O
0W
sted Width ft
2
0
15 SLOPE DRAIN 6
TEMPORARY STREAM PUMP AROUND
-
---- - --- Suggested Length ft
-
FLOW = 316 GF5 (I5 AG X.35 X bbl) ®
00
REGIUIRED PER USAGE PERMIT
So
___ __ To Width at Spillway Invert ft
-
15" PiPE HAS 467 CF5 CAPACITY AT PLAIN END
03
ENERGY UNITED POLES TO BE RELOCATED
80
2
___ _ ___Top Length at �tllw� Invert ft
------2----- Side Slope Ratio Z:I
3
BILE FENCE OUTLET 5
®
DIVERSION BERM MATTING REGIUIRED
1A
3
------3----- Depth ft (2 to 35 feet above grade)
®
25' X 100' CONSTRUCTION ENTRANCE AND
38
b8
----VARIES--- Bottom Width ft
----VARIES--- Bottom Length ft
SITE ACCESS
8
OS
DIVERSION BERM MATTING REWIRED
18
,
2,584
--- - --- Bottom Area ft250
---- 32,114 --- Actual Volume ft3
TREE PROTECTION FENGIN6 A5 REQUIRED BY
URBAN FORESTER
©
DIVERSION BERM MATTING REWIRED
is
4,804
,
4,000
---- 17,102 --- Actual Surface Area ft2
©hETLAND
(101 5F)
1D
6 -----
8 --- Weir ft
0
HETLAND (108 5F)
0
DIVERSION BERM MATTING REQUIRED
0.75--- Depth of ft
�8
5W AREA #I
®
DIVERSION BERM MATTING NOT REGAjiRED
-----
156 5plilwcR Capacity cfs
Q
EXISTING DMUE
2 -------2----- Skimmer Size (Inches) Q DRAINAGE DELINEATION
0.161 --- Head on Skimmer (feet) p� POOL
1.-5 -------I �5---- Orifice Size (1/4 inch increments)
2.68 -----3,30---- Dewatering Time (days)
(Suggest shout 3 days) II HETLAND (4,400 5F) TO BE IMPACTED
125' -----385'--- Baffle Spacing PER USAGE ACTION ID #SAW -2016-00439
SITE INFORMATION
- PIN: 1814488126
- RF MICRO DEVICES, INC.
8220 PIEDMONT TRIAD PARKWAY
- TOTAL AREA: 20.08 ACRES
- DB. 45gq P6. 253
PART OF LOT b PB. 132 PG. 105
PART OF LOT 2 PB. 1341 P6. 114
- RESTRICTIVE COVENANTS:
DB. 3628 P6. 24
DB. 5161 P67.1226 (WAIVER)
ZONED: BP (BUSINESS PARK)
NERAL NOTES
p PROPERTY 15 LOCATED IN THE UPPER RANDLEMAN LAKE, EAST
FORK DEEP RIVER WATER SUPPLY WATERSHED.
SITE AREA: #20.08 AG
Q PROPOSED DISTURBED AREA: ilb.0 AG
® EXISTING BUILT -UPON AREA: :tO AG (0%)
Q PROP05ED BUILT -UPON AREA: t.0 AG (OSIS)
TH15 SUBMITTAL 15 FOR A 6RADIN6 PERMIT ONLY
0 SOIL TYPE: EnB (AVG SLOPE 3-5515)
!^ETLAND5 HAVE BEEN DELINEATED BY "PILOT ENVIRONMENTAL, INC"
AND ARE INDICATED ON THE 51TE PLAN
O NO WELLS ON SITE
® LEGEND ON SHIFT 04.2
QI ALL THE NECESSARY APPROVALS HAVE BEEN/WILL
BE OBTAINED FROM THE STATE 4 CORPS FOR ANY
STREAM CRO551N65/ HETLAND DISTURBANCE
- IF THE SAME PER50N CONDUCTS THE LAND -DISTURBING ACTIVITY AND ANY RELATED
BORROW OR WASTE ACTIVITY, THE RELATED BORROW OR WASTE ACTIVITY SHALL
CONSTITUTE PART OF THE LAND -DISTURBING ACTIVITY UNLESS THE BORROW OR WASTE
ACTIVITY 15 REGULATED UNDER THE MINING ACT OF Ig -1I, OR 15 A LANDFILL REGULATED
BY THE DIV151ON OF SOLID WASTE MANAGEMENT, IF THE LAND-DISTURBIN6 ACTIVITY AND
ANY RELATED BORROW OR WASTE ACTIVITY ARE NOT CONDUCTED BY THE SAME PERSON,
THEY SHALL BE CONSIDERED SEPARATE LAND -DISTURBING ACTIVITIES. THE CONTRACTOR
SHALL NOTIFY THE NCDENR DIV151ON OFFICE (336?i1.4600) BEFORE ANY MATERIAL 15
REMOVED FROM THE 51TE TO EN5URE THAT MATERIAL 15 BEING TAKEN TO AN
APPROVED 51TE AND/OR LANDFILL.
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KEY NOTES
® SKIMMER BASIN #1
SKIMMER BASIN #2
® 15" SLOPE DRAIN
- FLOW = 5.6 CFS (IS AG X .35 X 6.81)
- 15" PIPE HAS 4.61 CF5 CAPACITY AT PLAIN END
OS SILF FENCE OUTLET
® 25' X 100' CONSTRUCTION ENTRANCE AND
SITE ACCESS
50 TREE PROTECTION FENGIN6 AS RECAIIRED 548,
URBAN FORESTER
hETLAND (101 5F)
0 NETLAND (108 5F)
® 10' WIDE EMERGENCY SPILLWAY
(CLASS I RIP -RAP 24" DEPTH)
g0 PLUNGE POOL
® EXISTING DMUE
I) EHER&Y UNITED POLES TO BE RELOCATED
I� HEADWALL 5EE SATS 04.10-04.13
!® STREAM PUMP AROUND REQUIERED TO INSTALL
GULVERT IN THI5 AREA
PIN #-I8145g2O44
LIN6ERFELT COMMONWEALTH
SUB LLC
DB -1630 PG 3051
ZONED: BP
EX. P, POLE
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GENERAL NOTES
O PROPERTY IS LOCATED IN THE UPPER RANDLEMAN LAKE, EAST FORK DEEP RIVER
WATER SUPPLY WATERSHED.
SITE AREA: ±20.08 AC
Q PROPOSED DISTURBED AREA: ±16.0 AC
® EXISTING BUILT -UPON AREA: ±.O AG (0%)
Q PROP05W BUILT -UPON AREA: ±.O AC (0%)
© THIS SUBMITTAL 15 FOR A 6RADIN6 PERMIT ONLY
501L TYPE: EUB, EUC (AVG SLOPE 5-10%)
® NETLAND5 HAVE BEEN DELINEATED BY "PILOT ENVIRONMENTAL, INC"
AND ARE INDICATED ON THE 51TE PLAN
® NO WELLS ON SITE
® ALL THE NEGE55ARY APPROVALS HAVE BEEN/WILL
BE OBTAINED FROM THE STATE 8 CORPS FOR ANY
STREAM CRO551N65/ WETLAND DISTURBANCE
SCALE: P= 60'
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WATERSHEDS (50-12-5.9(60).
ZONE 2 - THE REMAINDER OF A RIPARIAN PROTECTION AREA, 15 INTENDED TO PROVIDE PROTECTION THROUGH
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POLLUTANTS. ZONE 2 SHALL CONSIST OF A STABLE, VEGETATED AREA THAT 15 UNDISTURBED EXCEPT FOR
ACTIVITIES AND STRUCTURES PROVIDED FOR IN TABLE 12-5 (30-12-5.100). 6RADIN6 AND REVESETATI146
IN ZONE 2 15 ALLOWED PROVIDED THAT THE HEALTH OF THE VEGETATION IN ZONE 1 IS NOT COMPROMISED.
ZONE 2 SHALL BEGIN AT THE OUTER EDGE OF ZONE I AND EXTEND LANDWARD 20 FEET AS MEASURED
HORIZONTALLY ON A LINE PERPENDICULAR TO THE SURFACE WATEF, THE COMBINED WIDTH OF ZONE I AND 2
5HALL BE 50 FEET ON ALL SIDES OF THE SURFACE WATEP, NO NEW BUILT -UPON AREA 15 TO BE PLACED IN
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MANACvEMEW (120' ALONG STREAir) O PROPERTY 15 LOCATED IN THE UPPER RANDLEMAN LAKE, C
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SIGNATURE DATE A5 SHOWN
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PROTECTION FENCING AS REQUIRED BY PROPOSED DISTURBED AREA: ±16.0 AG
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RICHT TO ACCESS URBAN FORESTER
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AS NECESSARY. 6 WETLAND (101 SF) 5 PROPOSED BUILT -UPON AREA: ±.O AG (OSIS)
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1 WETLAND (108 5F) 1L TYPE: EUB, EUG (AV6 SLOPE 3-10%)
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O PLUNGE POOL 4 O WETLANDS HAVE BEEN DELINEATED BY Call yndig.
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Y ACCEPTED EN&INEERIt� STANDARDS Q PLUNGE POOL ® s
I CERTIFY THAT, PURSIJA+NT' TO EENERALL
IN THE COMMUNITY, IT 15 MY PROFE59IONAL OPINION THAT THE STORMWATER CONTROL(S) 3 ® NO YELLS ON SITE DATE: 8/16/16
LABELED A5 ON THIS PLAT (OR ON NAME OF PLAT) AS RECORDED IN ® OUTLET STABILIZATION PER ® ALL THE NECESSARY APPROVALS HAVE BEEN/WILL 60 O 60 120 180 ZONE 1 : x, A
PB , P6 IN THE OFFICE OF THE GUILFORD COUNTY REGISTER OF DEEDS BE OBTAINED FROM THE STATE 8 CORPS FOR ANY
HAS BEEN COMPLETED IN CONFORMANCE WITH THE PLANS AND SPECIFICATIONS APPROVED 11 CONCREiE ENIDWALL (SEE SHEETS 04.10-64.13) STREAM CRO551N65/ WETLAND DISTURBANCE�01 MIN. OF 30' FROM THE TOP OUTER IN6 AT THE DRAWN : itt�
ITS DESIGN VOLUME AVAILABLE, AND 15 FUNGTIONIN6 OF BANK OR MEAN HIGH WATER OUTER EDGE OF ZONE 1 AND REws�o:
ON , HAS FULL I� ENERGY UNITED POLE5 TO BE RELOCATED ® SCALE: 1 �' = 60'
A5 DESIGNED. 5� SHEET G42 FOR LEGEI� LEVEL OF OTHER WATER BODIES. EXTENDING A MIN. OF 20'.
STORM ATER CONTROL COl"tPLETiON GENER.a:L NOTES Q ALL PEDESTRIAN ROU7E5 >5% (1:20), IF ANY, ARE LABELED AS 'RAMPS' LAKE
SHOWING 5LOPE5, LEVEL LANDIN65 AT TOP AND BOTTOM(MAX. 2% SLOPE ZONE I - 15 THE PORTION OF A RIPARIAN PROTECTION AREA LOCATED CLOSEST TO THE STREAM, ,
THE ENGINEER'S CERTIFICATION OF COMPLETION WILL BE Q LANDIN65 OUTSIDE ALL DOORS SHALL BE SIZED PER THE NORTH CAROLINA IN ANY DIRECTION INCLUDING IN THE DIA6ONAL), RAILIN65/6UARDRAILS, RESERVOIR, OR POND. 1T 15 INTENDED TO BE AN UNDISTURBED AREA OF VEGETATION EXCEPT FOR ACTIVITIES
REQUIRED PRIOR TO THE FINAL PLAT OR CERTIFICATE OF OCCUPANCY. BUILDING CODE (NCB6), BE AT THE SAME ELEVATION AS THE FFE, AND SHALL AND SHALL COMPLY WITH N6BG. AND STRUGTURE5 PROVIDED FOR IN TABLE 12-5 STREAM BUFFER ACTIVITIES AND STRUCTURES IN ALL
THE STORMWATER CONTROL(5) ARE TO BE INSPECTED TO ENSURE HAVE A MAX, 2% SLOPE IN ANY DIRECTION INCLUDING IN THE DIA60NAL ©ALL STAIRS SHALL HAVE 5LI&HTLY SLOPED LANDING - (MAX. 2% SLOPE IN ANY WATERSHEDS (0-12-3.9(6)3)).
THEY ARE FUNGTIONIN6 AS M516NED AND HAVE FULL DE516N VOLUME
PARKINS SPAGF../AGGE55 AISLE DIRECTION INCDIA60NAL)IN THE DIA60NAL) AT THE TOP AND BOTTOM AND SHALL ZONE 2 -THE REMAINDER OF A RIPARIAN PROTECTION AREA, 15 INTENDED TO PROVIDE PROTECTION THROUGH
PRIOR TO ISSUANCE OF ANY GERTIFiCATE OF OCCUPANCY. Q THE SLOPES IN THE H.G. PARCOMPLY WITH THE NCBG. A VEGETATED RIPARIAN ZONE WHICH PROVIDES FOR DIFFUSION AND INFILTRATION OF RUNOFF AND FILTERING OF
AREA SHALL NOT EXCEED 2 K IN ANY DIRECTION IN ISLE 6 IN THE DIAr60NAL.
WATERSHED NOTE POLLUTANT5. ZONE 2 SHALL GON515T OF A STABLE, VEGETATED AREA THAT 15 UNDISTURBED EXCEPT FOR
.joe Na �_�2'j
3 THERE SHALL BE LEVEL TURNING AREAS (MAX. 2% SLOPE IN ANY DIRECTION ©�-L- RETAINING WALLS OVER 4 FT REQUIRE A SEPARATE BUILDit� PERMIT. ACTIVITIES AND STRUCTURES PROVIDED FOR IN TABLE 12-5 (30-12-5-cW �)). GRADING AND REVE6ETATIN6
THE PROPERTY OLVNEWOWt4ER5 A550GIATION 15 RESPONSIBLE O INCLUDINS IN THE DIA60NAL) ON ALL 51DEWALKS WHERE AN INTERSECTING
FOR MAINTAINING THE PERMANENT WATER QUAd..ITY DEVICE AND/OR ® STAIRS/STEPS WITH 155 THAN A 12" ELEVATION CHANGE SHALL COMPLY IN ZONE 2 IS ALLOWED PROVIDED THAT THE HEALTH OF THE VEGETATION IN ZONE I IS NOT COMPROMISED.
POP, M INTAI CONTROL(5) ACCORDING TO THA APPROVED MAINTENANCE 51DEWALK CONNECTS WITH IT WITH NGBG 10035. ZONE 2 SHALL BE61N AT THE OUTER ED6E OF ZONE I AND EXTEND LANDWARD 20 FEET AS MEASURED SHEET'
PLAN AND AS DIRECTED BY THE DINO T MENTAL OFFICE HAVING ® THERE SHALL m NO DE5IGNATE , PEDESTRIAN ROUTES/51DEWALK5 WITHIN HORIZONTALLY ON A LINE PERPENDICULAR TO THE SURFACE WATER. THE COMBINED WIDTH OF ZONE I AND 2
JURISDICTION FOR WATERSHED PROTECTION, A5 PER THE SITE, EXCEPT WHERE LABELED AS A RAMP WITH RAILS, WHICH EXCEED Q 'NO POUR LINES EX15T WITHIN THE PROPERTY SHALL BE 50 FEET ON ALL 51DE5 OF THE SURFACE WATER. NO NEW BUILT4JPON AREA 15 TO BE PLACED IN C23
IN DB: P6: A 5% SLOPE IN THE DIRECTION OF TRAVEL AND A 296 OR055 SLOPE. LIMITS OR LE55 THAN TEN FEET OUTSIDE THE LIMITS THI5 ZONE.

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299
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878.15 lnvrero.
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257
257
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875.00
280
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0.35 x
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0.29
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879.20
875.00
877.89.
0.184 x
0.95 x
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143
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14.11
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301
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70
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873.80
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1.20
8
C3
879.20
873.80
877.05
m.
0.242 x
0.95 x
69 =
1.58
1.58
15.07
30
0.012
94
0.53°x,
873.30
3241
4261
66
_
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Veglt
2.00
9
CB
883.00
876.00
878.50
etv.
0.2D1 x
0.95 x
6.9 =
1.31
1.79
1.79
12
0.012
251
O.W.
875.80
3.45
5.98
4.4
-
-
Vegit.
0.2(11 x
0.35 x
6.9 -
0.48
2:00
10
CB
883.00
873.30
87655
Inpm.
0.201 x
0.95 x
6.9 =
1.31
1.31
18.17
30
0.012
45
0.67%
873.00
3628
4261
7.4
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2.00
I1
Y1
879.00
870.50
873.50
m.
8.42
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24
0.012157
0.�o
869.00
23.96
26.20
7.6
-
-
Vegil.
3500 x
0.35 x
6.9 =
8.42
200
12
JB
880.20
869.00
87200
8.42
24
0.012
63
1.59%
868.00
30.88.
26.20
9.8
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200.
13
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874.W
869.00
871.10
m.
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18
0.012
100
0.70%
868.30
9.52
11.26
5.4
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-
Vc it.
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14
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87400
865.30
870.30
m
9.08
18.16
24
0.012
70
0.57%
867.90
18.53
21.39
5.9
Vegit.
1.00
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a 1
876.70 I
873.00
875.13
0.380 x
0.95 x
6.9 -
249
249
249
15
0.012
84
1.074'0
87210
7.24
8.61
5.9
.
-
Vegit.
1
1.50
16
(ii
879.10
87210
873.87
m•.
0289 x
0.95 x
69 =
1.90
1.90
4.39
15
0.012
117
0.94'.
871.00
679
7.53
5.5
Vegit.
1.00
17
Q
87&90
871.00
873.35
m.
0.474 x
0.95 x
6.9 =
3.11
3.11
7.50
18
0.012
123
0.81%
870.00
10.26
11.26
5.8
_
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Ve it.
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18.
(B
87&60
870.00
57275
hMm.
0.232 x
0.95 x
6.9 =
1.52
1.52
9.02
18
0.012
260
L5440
866.00
14.11
14.11
&0
-
Vegit
200
19
CB
870.00
866.00
867.95
0.023 x
0.95 x
6.9 =
0.15
0.15
9.17
18
0.012
112
4.46o
861.00
74.01
11.88
13.6
- I
-
Vegit
1.20
20
Q I
879.00 1
875.00
877.50
-.
0.011 x
0.95 x
6.9 =
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0.08
0.08
12
0.012
100
1.00%
874.00
3.86
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4.9
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Vegit.
I
I
200
21
(if
879.70
874.00
87650
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0.08
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12
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225
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282
5.98
3.6
V'e it.
2.00
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CB
87630
87280
875.43
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0.95 x
69 =
4.56
4.56
4.71
15
0.012
118
0.51%
87220
4.99
9.57
4.1
-
-
Vegit.
200
23
CB
875.00
872.20
874.83
m. 1
0.238 x
0.95 x
6.9 =
1.56
1.56
6.27
15
0.012
78
1.54%
871.00
8.68
9.57
7.1
-
Vegit.
2.00
24
CB
87200
867.00
86&63
0.094 x
0.95 x
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0.62
0.62
0.62
12
0.012
24
208%
866.50
10.10
7.53
8.2
Ve it.
1
1,00
25
CB
87200
866.50
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0.094 x
0.95 x
6.9 =
0.62
0.62
1.26
12
0.012130
0.77%
865.50
3.39
4.63
4.3
Vegit.
1.00
26
CB
875.20
865.50
86&83
kpm.
0.011 x
0.95 x
6.9 =
0.08
0.08
7.87
15
0.012
232
1.724',
861.50
9.19
7.98 1
7.5
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Ve it.
1.20
27
1.1
865.40
861.50
861.00
m.
0688 x
0.95 x
6.9 =
4.51
4.51
1238
24
0.012
86
0.5840
861.W
18.69
23.92
5.9
V it. I
1.50
281 C1
865.50
861.00
86300
0.650 x
0.95 x
6.9 =
4.26
4.261
16.65
21
0.012
81
1.2340
860.00
27.23
21.39
8.7
Vcgit.
1.00
29 CT
865.50 1
860.00
86225
m.
0.610 x
0.95 x
6.9 =
4.00
4.00
81.65
30
0.012
25
2000,.1
859.50 I
62&4
35.45
128
-
Vegit.
1.00
30
C1
865.80
558.20
860.67
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0.610 x
0.95 x
6.9 =
4.00
4.00
35.81
30
0.012
30
0.67%
858.00
3628
37.00
7.4
Vegit.
L20
31
11
857.00
850.50
854.01
Inipm.
17.33
17.33
24
0.012
128
1.17%
849.00
26.53
21.39
8.4
Vegit.
1.00
32
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857.00
849.00
853.82
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17.33
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30
0.012
62
1.61%
848.00
56.43
4261
11.5
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200
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849.00
849.00
85300
m. I
14.000 x
0.95 x
6.0 =
80.07
92.71
11271
48
0.012
110
3.18"0
845.50
277.58
121.01
221
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6000 x
0.35 x
6.0 =
IZ61
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0
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PURSUANT TO &ENERALLY ACCEPTED ENaNEERINS STANDARD5, I CERTIFY THAT THE FOLLOWINS STATEMENT OR STATEMENTS ARE
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- THE DEVELOPMENT SHOWN ON TH15 PLAN 15 CONSISTENT WITH THE PROVISIONS CONTAINED ON THE PRELIMINARY
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LAPSED, AND THEREFORE 15 E)MMPT FROM COMPLIANCE WITH THE STORMWATER MANA6EMENT REQUIREMENTS OF 50-12-1.
THE NET INCREASE IN BUILT -UPON AREA 15 LE56 THAN 400 SMARE FEET, THEREFORE, THIS DEVELOPMENT 19 E)(EMPT
FROM OF THE SREEWA30RO LAND DEVELOPMENT ORDINANCE.
- XX THE STORMWATER MANASEMENT STUVIY INCLUDED WITH TH15 PLAN INDICATES THAT, TO THE BEST OF MY KNOWLED&E,
BELIEF, AND INFORMATION THERE WILL BE NO DOWNSTREAM FLOODINO, DRAINAC7E, OR EROSION PROBLEMS AS A RE5ULT OF THE
PROPOSED DEVELOPMENT BETWEEN THE POINT WHERE THE RUNOFF 015014AROE5 FROM THE PROPERTY TO WHERE THE 51TE
DEVELOPMENT AREA REPRESENTS LE55 THAN 10% OF THE TOTAL DRAINAOE AREA. THEREFORE, NO GIUANTITY CONTROL
IMPROVEMENT 15 PROPOSED.
- THE STORt4,4ATER MANASPEMENT STUDY INCLIVW P41TH THIS PLAN INDICATES THAT, TO THE BEST OF MY KNONLED&E,
BELIEF, AND INFORMATION THERE WILL BE DOWNSTREAM FLOODIN0, DRAINA67E, OR EROSION PROBLEMS ASSOCIATED WITH THE
DEVELOPMENT. THE PROP05W 5TORMWATER MANA6Et-`IENT INDICATED ON THIS PLAN 15 OR WILL 13E
DESIeNED TO MINIMIZE INCREASED FLOODIW DRAINAC71E, AND EROSION PROBLEMS FROM OCCURRIN& BETWEEN THE POINT
WHERE THE RUNOFF DI5CHARC5E5 FROM THE PROPERTY TO WHERE THE SITE DEVELOPMENT AREA REPRESENTS LE55 THAN 10% OF
THE TOTAL DRAINAC7E AREA.
- THE STORMWATER CONTROL STRUCTURE OR STRUCTURES SHOWN ON THIS PLAN ARE OR WILI BE DESIONED TO REDUCE THE
PEAK FLOW RATES IN THE POST-DEVELOPt-ENT, 2 -YEAR, 24-HOLIR STORM EVENT AND THE 10 -YEAR 24-HOLR STORM EVENT TO
PRE -DEVELOPMENT PEAK FLOW RATES.
- THE 10% POINT 15 LOCATED UPSTREAM OF THE SITE OUTLET, THEREFORE NO ADDITIONAL QUANTITY CONTROL 15 REOUIRED.
5/13/16
THAT FLOWS INTO EX 5411 PC:f=
VIA EX. 301, Rcf=
STORM DRAINAGE FEATURE SCBEDULE
Inlet Device Water Ente ring from Surface Pipe Leaving Drainage Feature
Pipe
Hyd,
Full
D.F.
Type
Throat
Invert
Grade
Total
Total
Invert
Orifice
Veloc-
#
Hewtion
Lea-ving
Flev.
Dese. "A" licit virl itQ91
TIQ11
ITQII
Dia.
lintl
Length
Slope
pipe
Nhnning
Cap,(cfs)
ity
Box
(acres) '(in/hr), (cfs)
(cfs)
(cfs)
(in)
-
(feet)
(ft(ft)
outlet
Cap. (cfs)
Head
(fps)
I
PIPE
837.10
837.10
843.10
hriperv.
148.00
148.00
48
0.012
395
1.49%
831.20,
11,910.18
148.2111,
15.11
-
Vegit.
4.00
2
JB
853.00
831.20
837.45
Imperv. 4.300 x 0.95 x
281.106,
11110.1012
160
2.50%
827.120,
1 336.1841.
191.45
21.1
-
Vegit.
.11176.0611,
1 154
4.00
3
JB
838.50
827.20
835.77
hriperv.
176.06
54
0.012
280
1.04%
824.30
216.81
191.45
13.6
-
Vegit.
4.00
4
JB
836.10
827.20
833.45
Imperv.
176.06
54
0.012
63
6.67%
823.00
550.06
191.45
34.5
I Ve g it.
1
1
4.00
SITE INFORMATION
SITE AREA: 20.02 AC
DISTURBED AREA: ±16.0 AC
mevrAW AREA REGAJIRED: 16 X 10 = 160 Ar,
TRIBUTARY AREA SHOWN: ±165.0 AC
---- - --------- ---- -
SCALE: I " = 500'
N
0
z
M
FIA
JOB NO.
SHEET.
<
< Z
Q 3:
Z 0
F-
< dw
it af Ld
F- 0:2
M -j
Z 0
0 Z�"
Ldi 0
LLj (.D W
X
Lij
0 Of
C14 0
04
00
:3
49
A
21f
v 11
Ils
1h
141
On
C2,5

N
Fs6J 'P,9
VE
o g0'z0
Nby 221$
/ /
F\P
STORM LEGEND
61 - CITY of STD 434 SEE 04.8
GB - NODOT 840.03 HOOD AND GRATE
OR APPORVED EQUAL (SEE 04.77) \
GI - GIN OF 6REEN5BORO STD 403 AND 412 (SEE 04-77, G44)
YI - CITY OF 6REEN55OR0 STD 441/442 (SEE G4.1)
J5 - CITY OF 6REENSBORO STD 400 (5EE 4.8) \
ncn i n c a.ifnnA Vn CITMM eR V RTi:V 'i_r1clXi.mdnut
ps
I
►
SjDNE
1
600.80,
EX. P. PILE
UG/XF
R183'10'25•E
25`7,75' o. � E �� E E S E E
1
E FOC E
_ E - E
A -M EX. -P,^POLE
i��j-I1.1�1 �.' - � ii •
>u DIP FIRE LINE
(6" MIN 5EPERATION)
z" RCP
qD FIRE LINE CROSSING 01
SCALE: In = 60'(W
In = 6' (V)
ow
am
6" DIP SANITARY
12" RCP
NOTE: 48" ROP TO 15 *851.0
® SANITARY CROSSING *1
SCALE: 1" = 60' (W
1 n = 6' (V)
i
l i_Il' •�
3" RGP
(12" MIN 5EPERATION)
P DIP FIRE LINE
FIRE LINE CROSSING +'2
SCALE: In - 60'(W
in = (0' (V)
15" RCP
6" DIP SANITARY
Is SANITARY CROSSING 02
SCALE: In = 60'(N)
in= 6' (V)
SCALE: 111- row"'
EX. P, POLE
UG/3XF
�. .� F\P S83°100441E
155,2
,"DIP FIRE LINE
(6" MIN SEPERATION)
i" RGP
0 I=1RE LINE CROSSING 03
SCALE: I" = 60'(W
in= 6' (V)
UTILITY NOTES:
Q ALL PRIVATE ONSITE HATER AND SEWER TO BE MAINTAINED 13Y OHNER
Q ALL CON5TRUCTION TO CITY OF CO&MCDENR STANDARDS.
3Q BUILDING 15 SPRINKLED, NO PUMP REGiURED (DE516N BY TWIN CITY SPRINKLER 00)
® METEWBAGKFLOH AND ENCLO5URE5 TO CO& STANDARD.
QS NEW 6,A5 METER LOCATION TO BE DETERMINED
Q 4' MINIMUM COVER FOR WATER LINE.
Q DO NOT INSTALL LI&HTIN& OR OTHER UTILITIES IN PARKIN& LOT TREE ISLANDS
STORM SEwER ASBUILTS REQUIRED. AFTER FINAL TRG APPROVAL,
SUBMIT I (ONE) SET OF PLANS TO THE EN6INEERIN& DEPARTMENT
FOR RECORD PURPOSES. PLEASE GALL [phone] WITH ANY QUE5TION5
qQ NO NEW TREES OR PRO.ECTED MATURE CANOPY ALLOWED WITHIN 10'
OF EXISTIN&/PROP05ED WATER AND SEWER
PP S82`27'38'E
189,12' ; EX,
rY a oni r
Q
tY
O
LL
Y =
(n
Z
STORM DRAINAGE FEATURE SCHEDULE
(LUO
_
EX®POLE
QZ
Ap
S82`19'22•E
Inlet Device
(D
Wate r Ente ringfrom Surface
� 35,48'
L2g
F\P
Pipe
Lea it Drainage Feature
a-
L30
D. F.
#
T
' Pe
Throat
B -don
Pipe
Inert
Leaving
I.x
11yd Grade
El-
Dese.
"A"
(acres)
"C"
"P'
6.1hr)
"Q"
(efs)
Total
"Q"
(cl's)
Total "Q" Dia
(as) (in)
"n"
Length
(feet)
Slope
(ft/ft)
Inerts
pipe outlet
Nfaming
Cap (ch)
Orifice FLIT
Cap(cfs) Veloc-
n Head it_v (fin)
1
(31
879.10
876.00
877.60
erv.
0.228 x
0.95 x
6.9 =
1.49
1.49
1.49
12
0.012
108
0.56%
875.40
2.88
4.63
3.7
-
-
Vgit.
M
W
®�
QL
1.00
� cu
O
2
(11 1
878.60
875.40
877.41
Inwerv. 1
0.415 x
0.95 x
6.9
2.71
3.07
4.56
18
0.0121
130
0.54%
874.701
8.35
11.26
4.7
-
-
NC)
a I
V it.
0.152 x
0.35 x
6.9 =
0.37
N
l
1.00
3
CB
879.20
876.00
878.18
erv.
0.106 x
0.95 x
6.9 =
0.69
0.69
0.69
12
0.012
50
0.60%
875.70
2.99
5.35
3.8
-
-
Vega.
1.50
4
CH
880:00
875.70
878.16
erv.
0.414 x
0.95 x
6.9 =
2.70
2.83
3.52
15
0.012
88
0.57%
875.20
528
7.53
4.3
-
-
V.Pit.
0.052 x
0.35 x
6.9 =
0.13
1.00
5
Cd
879.50
875.20
878.15
erv.
0.349 x
0.95 x
6.9 =
2.28
2.57
2.57
12
0.012
38
0.53%
875.00
2.80
4.63
3.6
-
-
Vegit.
0.121 x
0.35 x
6.9 =
0.29
1.00
6
CB
879.20
875.00
877.89
hnperv.
0.184 x
0.95 x
6.9 =
1.20
1.20
7.30
18 1
0.012
143
0.56%
874.20
8.51
14.11
4.8
-
-
Vegit.
2.00
7
G3
879.20
874.20
877.14VVeit.
0.239 x
0.95 x
6.9 =
1.56
1.63
13.49
30
0.012
70
0.57%
873.80
33.59
37.00
6.8
-
0.031 x
0.35 x
6.9 =
0.07
1.20
8
GI
879.20
873.80
877.05
0.242 x
0.95 x
6.9 -
1.58
1.58
15.07
30
0.012
94
0.53%
873.30
32.41
42.61
6.6
-
-
2.00
9
CB
883.00
876.00
878.50
0.201 x
0.95 x
6.9 =
1.31
1.79
1.79
12
0.012
25
0.80%
875.80
3.45
5.98
4.4-
0.201 x
0.35 x
6.9 =
0.48
2.00
10
CB
883.00
873.30
876.55
0.201 x
0.95 x
6.9 =
1.31
1.31
18.17
30
0.012
45
0.67%
873.00
36.28
42.61
7.4
-
-
V.Sit.
I
I
aoo
tl
YI
879.00
870.50
873.50 Imperv.
8.42
8.42
24
0.012
157
0.96%
869.00
23.96
26.20
7.6
Vegit.
3.500 x
0.35 x
6.9 -
8.42
2.00
JB
88020
869.00
872.00.
crv.
8.42
24
0.012
63
1.59%
868.00
30.88
26.20
9.8
Vegit.
2.00
YI
874.00
869.00
871.10
erv.
9.08
9.08
18
0.012
100
0.70%
868.30
9.52
11.26
5.4
F14-
Vegit.
1.00
YI
874.00
868.30
870.30
erv.
9.08'
18.16
24
0.012
70
0.57%
867.90
18.53
21.39
5.9
Vegit.
1.00
Q
876.70
873.00
875.13
erv.
0.380 x
0.95 x
6.9 =
2.49
2.49
2.49
15
0.0121
84
1.07%
872.10
7.24
8.61
5.9
ve it.
1
1.50
16
(8
879.10
872.10
873.87
erv.
0.289 x
0.95 x
6.9 =
1.90
1.90
4.39
15
0.012
117
0.94%
871.00
6.79
7.53
5.5
-
-
Ve it.
1.00
17
($
878.90
871.00
873.35
erv.
0.474 x
0.95 x
6.9 =
3.11.
3.11
7.50
18
0.012
123
0.81%
870.001
10.26
11,261
5.8
-
Vegit.
1.00
18
CB
818.60
870.00
872.75
erv.
0.232 x
0.95 x
6.9 =
1.52
1.52
9.02
18
0.012
260
1.54%
866.00
14.11
14.11
8.0
-
vo it.
2.00
CB
870.00
866.00
867.95
erv.
0.023 x
0.95 x
6.9 =
0.15
0.15
9.17
18
0.012
112
4.46%
861.00
24.04
11.88
13.6
VegitL
1.20
C3
879.00
875.00
877.50
erv.
0.011 x
0.95 x
6.9 -
0.08
0.08
0.08
12
0.012
100
1.00%
874.00
3.86
5.98
4.9
f2l
-
Ve it.
(E
879.70
874.00
876.50
erv.
0.011 x
0.95
6.9 =
0.08
0.08
0.15P15
0.012
225
0.53%
872.80
2.82
5.98
3b
Vegit.
2.00
CB
876.30
872.80
875.43
en•.
0.695 x
0.95 x
6.9 =
4.56
4.56
4.71
0.012
118
0.51%
872.20
4.99
9.57
4.1
Ve it.
2.00
23
CB
875.90
872.20
874.83
erv.
0.238 x
0.95 x
6.9 =
1.56
1.56
6.27
0.012
78
1.54%
871.00
8.68
9.57
7.1
_
_
Vegit.
2.00
24
CB
872.00
867.00
868.63
crv.
0.094 x
0.95 x
6.90.62
0.62
0.62
0.012
24
2.08%
866.50
10.10
7.53
82
-
-
I V it. 1
1.00
25
CB
872.00
866.50
868.99
erv.
0.094x
0.95 x
6.9 =
0.62
0.62
1.26
12
0.012
130
0.77%
865.50
3.39
4.63
4.3
-
-
Vegit.
1.00
26
CB
875.20
865.50
868.83
erv.
0.011 x
0.95 x
6.9 =
0.08
0.08
7.87k3vo
0.012
232
1.72%
861.50
9.19
7.98
7.5
-
-
Ve it.
120
27
CI
865.40
561.50
864.00
erv.
0.688 x
0.95 x
6.9 =
4.51
4.51
12.38
0.012
86
0.58%
861.00
18.69
23.92
5.9
_
_
Ve it.
1.50
28 CI
865.50
861.00
863.00
erv.
0.650 x
0.95 x
6.9 -
426
4.26
16.65
0.012
81
123%
860.00
27.23
21.39
8.7
-
Vegit.
1.00
29
CI
865.50
860.00
86225
erv.
0.610 x
0.95 x
6.9 =
4.00
4.00
20.65
0.0121
25
2.00%
859.501
62.94
35.45
12.8
-
-
Vegit.
1.00
30
CI
865.80
858.20
860.62
-.
0.610 x
0.95 x
6.9 -
4.00
4.00
35.81
30R0.012
30
0.67%
858.00
36.28
37.00
7.4
Ve it.
1.2031
YI
857.00
850.50
854.01
erv.
17.33
17.33
24
128
1.17%
849.00
26.53
21.39
8.Ve
it.
1.00
32
YI
857.00
849.00
853.82
en•.
17.33
34.66
30
62
1.61%
848.00
56.43
42.61
11.5
Ve it.
2.0033
PIPE
849.00
849.00
853.00
erv.
14.000 x
0.95 x
6.0 =
80.07
92.71
112.71
48
110
3.18%
845.50
277.58
121.01
.22.1
Vegit.
6.000 x
0.35 x
6.0 =
12.64
2001.
ps
I
►
SjDNE
1
600.80,
EX. P. PILE
UG/XF
R183'10'25•E
25`7,75' o. � E �� E E S E E
1
E FOC E
_ E - E
A -M EX. -P,^POLE
i��j-I1.1�1 �.' - � ii •
>u DIP FIRE LINE
(6" MIN 5EPERATION)
z" RCP
qD FIRE LINE CROSSING 01
SCALE: In = 60'(W
In = 6' (V)
ow
am
6" DIP SANITARY
12" RCP
NOTE: 48" ROP TO 15 *851.0
® SANITARY CROSSING *1
SCALE: 1" = 60' (W
1 n = 6' (V)
i
l i_Il' •�
3" RGP
(12" MIN 5EPERATION)
P DIP FIRE LINE
FIRE LINE CROSSING +'2
SCALE: In - 60'(W
in = (0' (V)
15" RCP
6" DIP SANITARY
Is SANITARY CROSSING 02
SCALE: In = 60'(N)
in= 6' (V)
SCALE: 111- row"'
EX. P, POLE
UG/3XF
�. .� F\P S83°100441E
155,2
,"DIP FIRE LINE
(6" MIN SEPERATION)
i" RGP
0 I=1RE LINE CROSSING 03
SCALE: I" = 60'(W
in= 6' (V)
UTILITY NOTES:
Q ALL PRIVATE ONSITE HATER AND SEWER TO BE MAINTAINED 13Y OHNER
Q ALL CON5TRUCTION TO CITY OF CO&MCDENR STANDARDS.
3Q BUILDING 15 SPRINKLED, NO PUMP REGiURED (DE516N BY TWIN CITY SPRINKLER 00)
® METEWBAGKFLOH AND ENCLO5URE5 TO CO& STANDARD.
QS NEW 6,A5 METER LOCATION TO BE DETERMINED
Q 4' MINIMUM COVER FOR WATER LINE.
Q DO NOT INSTALL LI&HTIN& OR OTHER UTILITIES IN PARKIN& LOT TREE ISLANDS
STORM SEwER ASBUILTS REQUIRED. AFTER FINAL TRG APPROVAL,
SUBMIT I (ONE) SET OF PLANS TO THE EN6INEERIN& DEPARTMENT
FOR RECORD PURPOSES. PLEASE GALL [phone] WITH ANY QUE5TION5
qQ NO NEW TREES OR PRO.ECTED MATURE CANOPY ALLOWED WITHIN 10'
OF EXISTIN&/PROP05ED WATER AND SEWER
PP S82`27'38'E
189,12' ; EX,
rY a oni r
KEY NOTES
EXISTING DMUE PER PB 132 P6 105
THIS SECTION OF DMUE TO BE RELOCATED AS SHOWN
Q PRIVATE 6" DIP SANITARY
VNE
IP HATER LINE
W 6" DOl1BLE GHEGK BACKFLOW PREVENTER IN ABOVE GROUND
CITY APPROVED °HOT BOX" (PDG LOCATION TO BE DETERMINED)
9�4�
C 5ERVICE WV ABOVE 6ROUND 3"BAGKFLOH PREVENTER AND 2" METER.
PLACE 2" VALVE BEFORE METER. PROVIDE ELECTRICAL SERVICE
TO RPZ ENCLOSURE FOR HEAT TAPE. (LINE 517E TO BE VERIFIED)
- METER SERVICES AT 573-2011 TO INSPECT THE INSTALLATION
OF BAOKFLOH PREVENTEP, DITCH MUST REMAIN OPEN UNTIL
INSPECTION 15 COMPLETE.
© 6 X 8 TAPPING SLEEVE AND VALVE
Q FIRE HYDRANT ASSEMBLY
lg UNDERDRAIN PIPING SEE SHEET 04.3
Q VERIFY FALL TO EXISTING MANHOLE
OVERHEAD ELECTIGAL LINE -5 TO BE RELOCATED
II TREE CON5ERVATION AREA
2Q BMP DMUE AND ACCESS EA5EMENT5
® CLEANOUT PER
Nu
14 (5) 6" PVC ROOF DRAINS
8" PVC ROOF DRAIN
YI #11 PIPE HAS BEEN SIZED FOR FUTURE DEVELOPMENT
0 61 #r► HAS 3.24 GF5 SURFACE HATER TO INLET OTHER 15 ROOF DRAINAGE
GB #16 HAS .55 CF5 SURFACE WATER TO INLET OTHER 15 ROOF DRAINAGE
WETLAND AREAS
DA
\7J m
Q
tY
O
LL
Y =
(n
Z
'OLE
(LUO
_
EX®POLE
QZ
Ap
S82`19'22•E
UG
(D
E
� 35,48'
L2g
F\P
N
a-
L30
W O2
0
a-
0
N00
N
--�_
Z
EX, P, P
.\ v
E E
UG/3X
0 U
(2) GY
;,_
(ten
®
-A
0
C N
'
0
c �
M
W
®�
QL
F_
7
� cu
O
N
� #
BMP 2
N
NC)
a I
��
- 0-
IU)�°
N
l
M
Q
�v
cu
cu
D
KEY NOTES
EXISTING DMUE PER PB 132 P6 105
THIS SECTION OF DMUE TO BE RELOCATED AS SHOWN
Q PRIVATE 6" DIP SANITARY
VNE
IP HATER LINE
W 6" DOl1BLE GHEGK BACKFLOW PREVENTER IN ABOVE GROUND
CITY APPROVED °HOT BOX" (PDG LOCATION TO BE DETERMINED)
9�4�
C 5ERVICE WV ABOVE 6ROUND 3"BAGKFLOH PREVENTER AND 2" METER.
PLACE 2" VALVE BEFORE METER. PROVIDE ELECTRICAL SERVICE
TO RPZ ENCLOSURE FOR HEAT TAPE. (LINE 517E TO BE VERIFIED)
- METER SERVICES AT 573-2011 TO INSPECT THE INSTALLATION
OF BAOKFLOH PREVENTEP, DITCH MUST REMAIN OPEN UNTIL
INSPECTION 15 COMPLETE.
© 6 X 8 TAPPING SLEEVE AND VALVE
Q FIRE HYDRANT ASSEMBLY
lg UNDERDRAIN PIPING SEE SHEET 04.3
Q VERIFY FALL TO EXISTING MANHOLE
OVERHEAD ELECTIGAL LINE -5 TO BE RELOCATED
II TREE CON5ERVATION AREA
2Q BMP DMUE AND ACCESS EA5EMENT5
® CLEANOUT PER
Nu
14 (5) 6" PVC ROOF DRAINS
8" PVC ROOF DRAIN
YI #11 PIPE HAS BEEN SIZED FOR FUTURE DEVELOPMENT
0 61 #r► HAS 3.24 GF5 SURFACE HATER TO INLET OTHER 15 ROOF DRAINAGE
GB #16 HAS .55 CF5 SURFACE WATER TO INLET OTHER 15 ROOF DRAINAGE
WETLAND AREAS
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CONSTRUCTION SEQUENCE
I. OBTAIN CRADIN6/EROSION CONTROL PLAN APPROVAL AND PERMIT FROM THE CITY OF
64REENS50RO INSPECTIONS.
2. CONTACT EROSION CONTROL INSPECTOR TO ESTABLISH
A PRE -CONSTRUCTION CONFERENCE AND INSPECTION 5C+EDULE.
SELF INSPECTION-----_ ECTIVE OCTOBER 1, 2010, PERSONS CONDUGTIAS LAID-D15TUR5I146
ACTIVITIE5, LARGER THAN ONE (1) ACRE, MUST INSPECT THEIR PROJECT AFTER EACH PHASE OF
THE PRO.tCGT, AND DOC 4ENT THE INSPECTION IN WRITING.
A. INSTALL CONSTRUCTION ENTRANCE
B. CLEAR TREES TO ENABLE INSTALLATION OF ALL EROSION DEVICES,
SILT FENCINS AND DIVERSION BERMS.
G. BEGIN SRADINS SITE AS SHOWN
F. INSTALL STORM DRAINAGE AND INSTALL TEMPORARY INLET PROTECTION
AND PERMANENT OUTLET PROTECTION AS SHOWN.
6. MAINTAIN EROSION CONTROL DEVICES AS STATED BELOW
H. ONCE SITE HAS BEEN DEEMED STABLE BY THE EROSION CONTROL INSPECTOR,
CONVERT THE SEDIMENT BASINS TO BMP'S AS SW" WITH ALL ASSOCIATED FEATURES
I. INSURE THAT BMP SOIL MEDIA DOES NOT GET CONTAMINATED PRIOR
TO 500 BEING PLACED
SEED EMBANKMENTS AND DISTURBED AREAS OF DEVICES (INCLUDING "CLEAN"
WATER DIVERSION) UPON COMPLETION OF CONSTRUCTION. SEE GROUND STABILIZATION
CRITERIA BELOW FOR MORE INFORMATION.
CHROLM 5TABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
LENGTH
DRAINAGE AREA
EXCEPTIONS
PERIMETER DIKES, 5WALE5,
1 DAYS
NONE
DITCHES, 6 SLOPES
10, 000
2%-5%
SLOPES STEEPR THAN 3:1
1 DAYS
IF 51-OPM ARE 10' OR LE -56 IN
50
5,000
LENGTH 4 ARE NOT STEEPER
25
2,500
THAN 2:1,14 DAYS ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
1 DAYS FOR SLOPES > 50 FEET
IN LENGTH.
ALL OTHER AREAS WITH
14 DAYS
NONE
SLOPES 4:1 OR FLATTER
EROSION CONTROL MAINTENANCE ELAN
I. INSPECT ALL SEDIMENTATION AND EROSION CONTROL DEVICES FOR 5TA51L'ITY AND FUNCTION
EACH WEEK AND FOLLOWING EACH RAINFALL EVENT.
2. REMOVE SILT/SEDIMENT FROM TEMPORARY DEVICES WHEN ACCUMULATED VOLUME HAS
REACHED SONS CAPACITY.
3. REMOVE A CA MULATED SILT/SEDIMENT FROM BEHIND TEMPORARY SEDIMENT FENCE WHEN
DEPTH EXCEEDS APPROXIMATELY OS'. REPAIR AND REPLACE SILT FENCE AS NECESSARY.
4. SEED AND STABILIZE TEMPORARY DIVER51ON BERMS IMMEDIATELY AFTER CONSTRUCTION
INCLUDING "CLEAN" WATER DIVERSION BERMS. RE-6RADE/REPAIR BERMS AS REQUIRED.
5. CONTRACTOR SHALL APPOINT AN ON-51TE INSPECTOR AND MAINTAIN RECORDS OF
INSPECTIONS IN ACCORDANCE WITH THE PROVISIONS OF THE GENERAL NPDES STORMWATER
DI5CHAR6E PERMIT FOR CONSTRUCTION ACTIVITIES.
6. PRIOR TO THE CONTRACTOR DEMOBILIZING FROM THE SITE (AT APPROXIMATELY 45
DAYS PRIOR TO DEMOBILIZATION), THE FINANCIALLY RESPONSIBLE PARTY (OR
THEIR DESIGNEE) WILL NOTIFY JOE FOGARTY (CITY OF WINSTON-SALEM STORMWATER
ENGINEER, 336 X41-6961) AND THE DESIGNATED ER05ION CONTROL INSPECTOR
OF THEIR ANTICIPATED DATE TO LEAVE THE SITE. AN ON-SITE INSPECTION WILL
BE CONDUCTED PRIOR TO THE LEAVE DATE BY MR. FOGARTY AND THE DESIGNATED
EROSION CONTROL INSPECTOR TO MAKE CERTAIN ALL ACTION ITEMS HAVE BEEN
ADDRESSED BY THE CONTRACTOR.
1. CONTINUE TO MAINTAIN ER05ION CONTROL MEASURES UNTIL VEGETATIVE COVER
HAS BEEN ESTABLISHED OVER ALL D15TURBED AREAS AND SITE HAS BEEN STABILIZED.
1 REMOVE EROSION CONTROL MEASURES ONLY AFTER FINAL INSPECTION AND APPROVAL
C4. BY INSPECTOR.
COMPACTED
SOIL
2'-0"
MIN.
(TYP.)
CONSTRUCTION SPECIFICATIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS,
AND OTHER OBJECTIONAL MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION
ON
MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE BERM IS NOT LOWER AT ANY POINT
THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT
MACHINE REGRADING AND CLEANOUT.
5. VEGETA TE THE BERM IMMEDIA TEL Y AFTER CONSTRUCTION,
UNLESS IT WILL REMAIN IN PLACE LESS THAN 30 WORKING DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FL ON AREA
AND REPAIR THE DIVERSION BERM. CAREFULLY CHECK OUTLETS
AND MAKE TIMEL Y REPAIRS AS NEEDED. WHEN THE AREA PROTECT-
ED IS PERMAMEN TL Y STABILIZED, REMOVE THE BERM AND THE
CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPRO-
FRIA TEL Y STABILIZE IT.
�i 0w
a C l T Y OF GREENSBORO
Ot
STD. NO. REV.
TEMPORARY EARTH BERM 218
0
SEEDING SPECIFICATIONS
CITY OF GREENSBORO - SOIL EROSION CONTROL SECTION
Apply 4,000 lbs. agricultural limestone per acre.
Apply 1,000 lbs. 10-10-10 fertilizer per acre for grass seeding.
Lime and fertilizer are to be disked into the soil surface to a minimum depth of 4 inches.
Later Winter - Early Spring
A. Grass:
(1) Tail Fescue -150 lbs. per acre.
B. Grass - Legume Mixture
(1) Tall Fescue -100 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs. per acre.
(2) Tall Fescue -1 OO lbs. per acre plus Crownvetch - 25 lbs per acre.
Early pring - Late Springy
A. Grass:
(1) Tall Fescue -150 lbs. per acre.
(2) Tall Fescue - 100 lbs. per acre plus Browntop Millett - 30 lbs per acre plus Annual Ryegrain -
25 lbs per acre. (A small stemmed Sudangrass - 30 lbs per acre may substitute the Millett)
B. Grass - Legume Mixture
(1) Tall Fescue - 100 lbs. per acre plus Serecia Lespedeza (scarified) - 60 lbs per acre.
Summer - Temporary Stabilization
A. Grass:
(1) Browntop Millett or Sorghum -Sudan Hybrids - 50 lbs. per acre.
B. Grass -Legume Mixture:
(1) Weeping Lovegrass - 51bs. per acre plus Serecia Lespedeza (scarigies) - 60 lbs per acre.
Late Sumner - Early Winter
A. Grass:
(1) Tall Fescue -150 lbs per acre.
(2) Tall Fescue - 100 lbs. per acre plus Annual Ryegrain - 25 lbs. per acre.
B. Grass - Legume Mixture:
(1) Tall Fescue-100lbs. per acre plus Serecia Lespedeza (unscarified) - 60 lbs. per acre.
(2) Tall Fescue-100tbs. per acre plus Crownvetch - 25 lbs. per acre.
(3) Tall Fescue - 75 lbs. per acre plus Annual Ryegrain - 25 lbs. per acre plus Serecia Lespedeza
(unscarified) - 60 lbs. per acre.
After seeding, the area is to be rolled or cultipaeked to insure that the seed is pressed into contact with sail
surface. All seeded areas are to be mulched with straw mulch at the rate of 3,000 lbs. per acre. (appx. 100
bales per acre.)
Apply asphalt emulsion to the straw mulch at the rate of 150 gallons per acre. Hydro -tacking may be
substituted and applied at a rate to prevent blowing of straw mulch (per manufacturer's specification).
The above seeding recommendations and rates have been prepared for selection of a vegetative cover suitable
for soil erosion control in the Greensboro area.
Area soil types, climatic conditions, seed availability and individual plant characteristics are all taken into
account in the above recommendations. Due to density, uniformity and textural quality reasons, the above
selections are not recommended for lawn area use.
3 5
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HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period (hrsl
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
3.0
0.1
2.18
1.37
0.34
0.47
1L
2.0
LINER RESULTS
DS75
Bottom
Width = 2.00 ft
I1
2.0
Not to Scale
Beach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
DS75
Unvegetated
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
1.55 0.82 1.90 STABLE
p
Staple D
0W o
CLOSING OF PERMIT FINAL INSPECTION
ROM STATION/REACH;
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps
Area (sq.ft)
Hydraulic
Radius ft
Normal
De kh ft
{d.2
0.1
3.42
1.23
0.31
0.43
1L
2.0
LINER RESULTS
PUTED BY:
SC150
Bottom
Width = 2.00 ft
�1
2.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
SC150
Unvegetated
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
2.00 1.67 1.20 STABLE
p
Staple D
0W o
CLOSING OF PERMIT FINAL INSPECTION
1B
C4.1
ROM STATION/REACH;
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
I Period hrs
Velocity (fps)Area
(sq.ft)
Hydraulic
Radiusfftl
Normal
De th ft
7.0
0.1
2.15
3.26
0.55
0.87
LINER RESULTS
2 0 Widtht= 2 00 ft 2.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
DS75
Unvegetated
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
1.55 1 0.54 1 2.85 1 STABLE
p
Staple D
0W o
CLOSING OF PERMIT FINAL INSPECTION
ROM STATION/REACH:
HYDRAULIC RESULTS
ROJECT NO.:
ACH: 1DRAINAGE AREA: 3
Discharge
(oft)
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius(ft)
Normal
Depth ft
7.0
0.1
7.44
0.94
0.26
0.35
LINER RESULTS
„DESIGN FREQUENCY:
Bottom
2.0 Width = 2.00 ft 2.0
Not to Scale
Reach
Matting Type.
SlabilityAnalysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(psf) (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
C125
Unvegetated
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
2.25 1.55 1.45 STABLE
p
Staple D
0W o
CLOSING OF PERMIT FINAL INSPECTION
NORTH 3.00' [0.91 M ] 0 -
AMERICAN
GREEN �- r
Staple Pattern D
4 ft (1.2m) wide rolls
Install using 3.4 staples/ydZ (4.1 staples/m2), 6- •
in (15.2 cm), 11 ga. wire "U" shaped staples. •
Longer staples may be required for loose soil •
conditions. Larger gauge staples may be
needed for compacted or rocky soils. Secure
RECPs by placing staples/stakes using the
noted spacing.
1.50'[0.46M]
2.00'[0.61M]
4.00'[1.22M)
NOTE:
* IN LOOSE SOIL CONDITIONS, THE USE OF
STAPLE OR STAKE LENGTHS GREATER THAN
6" (15 CM) MAY BE NECESSARY TO
PROPERLY ANCHOR THE BLANKETS.
A
B C
A
B
C CRITICAL POINTS
A. OVERLAPS AND SEAMS
B. PROJECTED WATER UNE
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES
NOTE:
* HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
IF NECESSARY TO ALLOW STAPLES TO SECURE THE
CRITICAL POINTS ALONG THE CHANNEL SURFACE.
® ® ** IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
EROSION MATTIWG INSTALLATION H BL OR STAKE LENGTHS GREATER THAN 6 MAY
i BE NECESSARY TO PROPERLY ANCHOR E BLANKETS.
C4. NOT TO SCALE
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING CELL -O -SEED DO NOT SEED
PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12" 30 CM) OF BLANKET
EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" J30 CM) APART IN THE
BOTTOM OF THE TRENCH. BACKFILL AND COMAPCT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12 (30 CM) PORTION OF
BLANKET BACK OVER SEED AND COMPACTED SOIL SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM)
ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL
BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.
WHEN USING THE DOT SYSTEM", STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4" - 6" (10 CM -15 CM) OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10 CM)
APART AND 4" (10 CM) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN A 6" (15 CM)
DEEP X 6" (15 CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2" - 5" (5 CM -12.5 CM) (DEPENDING ON BLANKET TYPE) AND STAPLED.
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9 M - 12 M) INTERVALS. USE A DOUBLE ROW OF STAPLES
STAGGERED 4" (10 CM) APART AND 4" (10 CM) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL
B. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN A 6" (15 CM) DEEP X 6" (15 CM)
WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
EXISTING
PROPOSED
DATE
516NATURE (LANDOWNEF, FINANCIALLY RESPONSIBLE PARTY OR AGENT)
e -
PROPERTY LINE
0)
- -
ZONING ORDINANCE SETBACK LINE
Ln %0
h a} '
INSTALLATION OF SITE UTILITIES
24' CURB & GUTTER
i O
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
ZV)0
p
EXPOSED CONCRETE
0W o
CLOSING OF PERMIT FINAL INSPECTION
6' + 2' ASPHALT PAVING
CL
0
2
w
8' + 2' + V ASPHALT PAVING
EXIST#IG MANKLE
REMOVE:
GENERAL PLAN NOTES
---'---
N
00
10' CONTOUR
-" �-
2' CONTOUR
SPOT ELEVATION
WOODS LINE
CHAIN LINK FENCE
fF sr
TEMPORARY SEDIMENT FENCE
'CURLEX' BLANKET OR EQUAL
RIP RAP EROSION PROTECTION
SWALE OR WATERFLOW LINE
-<CCCCtC<(<CC<C
BERM
STORM SEWER
0- San ---s►
a- San
SANITARY SEWER
W
WATER LINE
W
GAS
GAS LINE
GAS
T
TELEPHONE LINE
T
E
UNDERGROUND ELECTRIC
E
Lr=Cvr=N=
TRAP
SKIM
PERSPECTIVE V I EPS
COIR MESH OR
SIMILAR,
SUPPORT ROPE STAPLED OR STAKE TO
OR WIRE TO SUPPORT POST, TRENCHED SUPPORT
PREVENT 24" INTO BOTTOM INTO BOTTOM ROPE OR WIRE
SAGGING OR 51 DE
' SIDES (TYP. BOTH ENDS)
SECTION V I EN
2 FILTER BAFFLES
C4.
SKIMMER
INSTALL PER MANUFACTURES
RECOMMENDATIONS.
1,800 CU FT/AC
BOTTOM ELEV.:
SEE C2.1
m
5' MIN.
EMBANKMENT TOP
„> Q SPILLWAY
STONE PAD FOR SKIMMER
CLA55 "B" STONE
4'X4'XI'
LINE SPILLWAY WITH 'I LE
6EOTEXTILE FABRIC AND ANCHOR.
PLACE 14" OF CLASS "B" RIP -RAP
AS SHOWN ON PLAN
SEE. 2
5P I LLI^IA1' SEGTI ON
INSPECT BAFFLES AT LEAST ONCE A
WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO
THE BAFFLES. SHOULD THE FABRIC
OF A BAFFLE COLLAPSE, TEAR,
DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT
REACHES HALF FULL TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE
PRE55L RE ON THE BAFFLES. TAKE
CARE TO AVOID DAMA606 THE
BAFFLE -5 DURING CLEANOUT.
SEDIMENT DEPTH SHOULD NEVER
EXCEED HALF THE DE516NED
STORA6E DEPTH.
AFTER THE CONTRIBUTING DRAINAGE
AREA HAS BEEN PROPERLY
STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS, BRING THE AREA TO
GRADE AND STABILIZE IT.
4" SCM. 40 PVC
GROSS SEGTION
STONE PAD FOR SKIMMER
CLA55 "B" STONE
4'X4'X('
(SKIMMER BA51N #1 ONLY)
SEE DETAIL
FOR 5PACIN6
SEL1=-INSPrECTION Pr=PORT FOR LAND DISTUR5ING ACTIVITY AS REQUIRED ED 15Y NCGS 113,4-54.1
PHASE OF APPROVED EROSION 4 SEDIMENTATION CONTROL PLAN
DATE
516NATURE (LANDOWNEF, FINANCIALLY RESPONSIBLE PARTY OR AGENT)
INSTALLATION OF EROSION CONTROL DEVICE5 AND 5EEDIN6
i',
0)
FILL AND SLOPES COMPLETED (FINE GRADES ESTABLISHED)
_
=
Ln %0
h a} '
INSTALLATION OF SITE UTILITIES
� _IW
c a
i O
STABILIZATION OF BUILIDNG PAD AND PARKING AREAS
Q W W
FINAL GRADES ACHIEVED, OBTAINED BUILDING C/0
ZV)0
p
VEGETATION ESTABLISHED, REMOVAL OF EROSION CONTROL MEASURES
0W o
CLOSING OF PERMIT FINAL INSPECTION
W
CL
0
SKIMMER
DEWATERING
DEVICE
0
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DATE:
JOB NO: KM.152V
SHEET:
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DATE:
JOB NO: KM.152V
SHEET:
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STORM WATER DATA
DRAINAGE AREA TO CELL 3.0 AC
IMPERVIOUS AREA Ia TO CELL 2.1 AG
(SEE SHEET 02.4 FOR TRIBUTARY AREA)
RUNOFF VOLUME
Rv=0.05+O.CIXIa
Post Development
la = la/Da
1a=2.1AC/5.0AC=.410
Rv = 0.05 + (0.1q x AO)
Rv = .86
SEE PLUN6E POOL DESIGN BELOW
J
J ROCK GRADA
FILTER VOLUME REQ'D
V = 5A50 0 RD (Rvpost - Rvpre) 0 A
HHERE, RD = 1, YEAR 24 HR STORM DEPTH
= 3,630 • 1 obb 0 3.0
_ C1�66 cf
FILTER VOLUME PROPC
Area at sod elevation 0-15.0) = 13,365 sf
Area at temporary pool elevation (815.0) = 14052 sf
Ponding Depth = 12"
Volume = (13,365 SF + 14052 5F)/2 x 1.0 ft = 14,108 cf
UNDERDRAIN SIZING
Q=(2.315XIe)XKXAXL
K = I In/I'ir Infiltration rate (assumed)
A = bio cel area
L = (height of media + ponding depth) / media
a= .00002315 x I x 13,365 x 3/2
.46 cfs
USE A FACTOR OF SAFETY OF 10 = 4.6 CF5
D = 16(a X WO,
N=.011,5=.5%
D = 16(4.6 X .01140053)'1'
= 14.1 in
EQUIVALENT PIPE SIZE
De= (DI`s'+ Dp')"
14.1 in = (4'X 10)' WE TEN (0" DIA PVC PIPES)
14.1 in = 14.3 In (OK, 14.3 in > 14.1 in)
GLEAN OUT (4" SCM 40 PVC)
t 8"13.0 CENTIPEDE CRASS 500
t 812:15
24" FILTER MEDIA
PERI-FABLEFILTER FABRIC
8"155 TOP
- 814.6 (100 -yr 24 hr storm event)
874.6 (10 -yr 24 hr storm event)
- 8'74.2 (2 -yr 24 hr storm event)
- 8'14,3 (I -y!^ 24 hr storm event)
- 814.0 THROAT
(PRIMARY)
1 SCHEMATIC
ca OUTLET SECTION
NTS
6" PIPE ® 5% KITH 3/8" HOLES SPADED AT 325"
TWO HOLE ROWS LOCATED ® 900 AND
TWO HOLE RONS LOCATED ® 1600
rRll�rcTc. WI WA5I'ED STONE
1 (3" ABOVE PIPE AND 3" BELOW
4.3 8MP 01 SECTION
NT5
NOTE: - SEE CONSTRUCTION 5EGLO-k,E 1 FOR BMP 1145TALLATION
C4.1
- SEASONAL H161-1 WATER TABLE BELOW ELEVATON 868.0 (SEE SHEET 04.6)
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev. 873.0 _
e °
e °
3.(
e
e �
;1 e
' 2.0
e
e �
- 2.3
4.7
_Elev.
IL 873.0
Elev.
I 870.0 a
e ,
1.6 ,
� e
e
2.0 ;
2.3 -M e
10.1
SECTION A -A
16.1
° 9.4 e e
e
1.5
1.5 ; 2.0
�«- 2.2-+; SECTION B -B
n
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99)
(Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
JOB:
DESIGNER:
Date:
4/18/2016
CHECKER: _
Date:
INPUT DATA:
Conduit Diameter
D=
2.50
ft
Conduit Discharge:
Q=
18.00
cfS
Conduit Slope at Outlet:
S=
0.01
ft/ft
Conduit Outlet Invert Elevation.
El, CO =
873.00
ft
Tailwater Elevation:
EI, TW =
872.020
ft
Outlet Channel invert Elevation:
El, CH =
873.00
ft
Water Density:
RHO =
1.00
Bed/Riprap Particle Density: (Default 2.64)
RHOS =
2.64
D, 50 Riprap Size:
RS=
0.60
ft
Riprap Thickness: (2.5*D, 50 recommended)
RT =
1.50
ft
Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile)
BT =
0.00
ft
Side Slope Ratio:
Zw =
2,00
ft/ft
Upstream End Slope Ratio:
Zlu =
2.00
ft/ft
Downstream End Slope Ratio:
Zld =
2.00
ft/ft
Combined End Slope Ratio:
Zi =
2.00
ft/ft
OUTPUT ---POOL LOCATION AND DIMENSIONS:
Vert. Dist. from Tailwater to Conduit Invert:
Zp =
1.00
ft
Submergence Check: (If Zp < 0 , Use Zp = 0)
Use Zp =
1.00
ft
Beaching Check: IQ/(gD115)"0.5 <= (1.0+25`D,50/D)]
O.K.
*`Beaching Controlled**
Distance from Conduit Exit to C/L Pool:
Xm =
2.32
ft
Pool depth at C/L Below Conduit Invert:
Zp+0.8Zm =
2.98
ft
Pool Bottom Eev:
EI,PB =
870.02
ft
Pool Bottom Length:
2Lr2 =
1.59
ft
Pool Bottom Width:
2Wr2 =
1.53
ft
Upstream Pool Length at Tailwater Elev.:
Lru =
4.75
ft
Downstream Pool Length at Tailwater Elev.:
Lrd =
4.75
It
Pool Width at Tailwater Elev.:
2Wr =
9.44
ft
Check Side Slope Ratio: (Wr>=We)
O.K.
**Side Slope Ratio Zw O.K.**
Check Min. End Slope Ratio: (Lru & Lrd >= Le)
O.K.
`*End Slope Ratios O.K.**
Check Upstream Length: (Lru >= Xm)
O.K.
`*End Slope Ratio Zlu O.K.**
Pool Bottom Elev. at Bottom of Riprap:
El, BR =
868.52
ft
Pool Bottom Elev. at Bottom of Bedding:
EI, BB =
868.52
ft
OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION:
Volume of Excavation (measured from bottom
surface of bedding):
V,pbs =
13.0
cu yd
Volume of Rock Riprap:
V,rs =
10.4
cu yd
Area of Geotextile:
A,gt =
41.9
sq yd
Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90
Spreadsheet modified by M. Dreischmeier, Eau Claire TC, W is., 3/98
Design Note No. 6 (Second Edition), Jan. 23, 1986
C4.3 2 ENTRANCE PLUNGE POOL
151 ORETENTION MAINTENANCE iNTENANCE PLAN
ROUTINE AND NONROUTINE MAINTENANCE OF BIORETENTION AREAS:
PAVED AREA 5NEEPING PROGRAM
A paved area sweeping program should be implemented for all properties that utilize
bloretention areas. Sweeping paved areas on a periodic basis will help extend the life of this best
management practice (BMP) by reducing the pollutant load and debris that enters It.
MOHING/LANDSCAPING A4,TIVITIE5
Mowing/lonciscaping activities on the property should to be conducted in such a way to prevent
lawn and plant clippings as well as eroded sediment from entering the bloretention area. One
way to prevent clippings from entering the cell is to use a mulching mower or bag, and remove
clippings. This is especially important In areas that drain to the BMP.
MINIMUM INSPECTION AND MAINTENANCE REQUIREMENTS
The following Inspection/maintenance crtivities should be conducted on a quarterly (i.e., 4
times per year) basis, unless noted otherwise:
This information Is provided as a typical maintenance plan for bloretention areas in
Greensboro. You may find that the specific maintenance needs or timeframe for maintenance of
your bloretention area may be slightly different due to site-speclfic �
cIz^teristics of your
property and stormwater treatment device. For more Information, please refer to the City of
Greensboro's Stormwater Management Manual (2000).
OVERALL 51ORETENTION AREA
(a) Remove cracumulated litter and debris should be removed from the bloretention area.
The bioretentlon area should remain clear of trash and debris to preserve the draw down rate
and stormwater treatment function of the cell. The type of debris removed should be noted and
their possible sources identified. Efforts should be made to reduce the amount of debris entering
the bioretention area.
(b) Observe the filtration performance of the cell (every six months at a minimum).
After a storm event the bioretention area should hold several inches of standing water, but this
water should drain within one to two days. If not, corrective maintenance to restore proper
drawdown time and stormwater treatment performance of the filter bed should be performed in
the following order:
CHAPTER REVI5ED 2/26/08
CITY OF
5TORMHATER MANAGEMENT MANUAL
I. Glean out the underdrain system.
2. Remove mulch and top few inches of planting soil and replace. The clomaterial should
be replaced with new material of the original specifications. Contaminated gg�d soil should be
removed and disposed of at an approved site (landfill). Instead of replacing the top layer of
planting soil, It may be possible to aerate or cultivate the first few lrohes to restore the draw
down capmIty of the cell.
3. If appropriate draw down time Cannot be restored the owner will be required to remove and
replace the filter bed and underdrain system.
Pretreatment Area
(a) Inspect energy dissippators for proper functionality.
Energy dissipators (rip -rap pads, check dams, etc) that are used to slow down and spread the
runoff before It enters the bloretention area should be inspected for proper functionality.
Sediment build-up should be removed. Once the voids become substantially filled with
sediment, the rock must be removed, clearted (away from bioretention area) and placed back
in its original location. Larger rock or other measures may be required if the rock Is being
carried away by high flows.
(b) Inspect filter strips and channels for bare areas, rill or channel erosion.
A healthy stand of grass or similar ground cover for the pretreatment areas must be maintained.
Boreareas and eroded areas should be stabilized, and seeded or sodded immediately.
Plant(a) Replace plantings that are dead, diseased, or otherwise have failed to establish.
If replacing plantings frequently, the planting soil may need to be tested. Make sure that the
plantirgs used are to able withstand the bloretention environment (eq. frequent Inundation
and drying).
(b) Prune and wood as needed or desired.
Make sure that all loose vegetation Is removed from the bloretention cell so as not to interfere
with the functionality of the cell
Mulch Layer
(a) Inspect the cell for proper mulch cover.
Mulch needs to be reapplied In areas where erosion has displaced the mulch (mulch just may
need spreading out). It will be necessary to replace the mulch layer once a year as the mulch
decays. The thickness of mulch should be approximately 3-4 inches.
501L MEDIA
(a) Test the pH of the soil (annually).
To keep plantings healthy, the planting soil should be tested once a year to determine if the
pH is in the acceptable range (55-65). Contact the 6ullford County Cooperative Extension
Service for advice on testing your soil and adjusting the pH.
Chapter Revised 2/26/08
City of Greensboro
5TORMWATER MANAGEMENT MANUAL
I1 V) Test the toxicity of the soil (Gs needed, approximately once every 5 years).
After several years of service, the quantity of heavy metals and other pollutants that are
collected by the cell may reach toxic levels, which may impair plant growth and the
effectiveness of the tali. If the toxic levels are too high, the soil media must be replaced.
OUTLET
(a) Verify that there Is discharge from the drain pipe after storm events.
If there is no discharge from the outlet drain pipe, the underdrain system or soil media may
be clogged. If so, corrective maintenance is needed immediately to restore the functionality
of the bioretention area.
{b) Inspect the overflow grate and pipe to ensure it is not blocked with debris.
(c) Maintain access to the outlet pipe for Inspection.
(d) Inspect for and repair erosion problems at the outlet meas.
The discharge area at the outlet pipe should be inspected to ensure there is no erosion. A riprop
energy dissipator, if not already in place, may be needed if erosion continues to occur.
Ii'
IORETENTION CELL SPECIFICATIONS
1. FILM MEDIA
THE SOiL SHALL BE A UNIFORM MIX, FREE OF STONES, STUMPS, ROOTS OR OTHER SIMILAR OBJECTS LARGER THAN ONE INCH.
THE MEDIA SHALL BE A HOMOGENOUS MIX OF:
85-BBX ASTM C-33 SAND"
8-12% FINES (SILT AND CLAY)
3-5X ORGANIC MATTER (PEATMOSS OR PINE BARK)
ANALYSIS OF THE FILTER MEDiA SHALL BE BY VOLUME (BY M&ff CALCULATIONS WILL NOT BE ACCEPTED). NO OTHER MATERIALS
OR SUBSTANCES SHALL BE MIXED OR DUMPED WiTHIN THE BIORETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH, OR
PROVE A HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS. THE FILTER MEDiA SHALL BE FREE OF NOXIOUS WEEDS.
THE FILTER MEDIA SHALL BE TESTED AND SHALL MEET THE FOLLOWING CRITERIA:
INFILTRATION RATE. 1 "/HR MIN -6° IN/HR MAX
PH RANGE 4.5 - 7.0
P INDEX LESS THAN 30
m IN ADDITION TO COMPLYING WITH THE REQUIREMENTS OF ASTM C-33 SAND USED IN THE FILTER MEDIA MIX SHALL COMPLY
WITH THE FOLLOWING ADDITIONAL REQUIREMENTS:
1. SAND SHALL BE WASHED, AND MUST BE CERTIFIED BY THE SUPPLIER AS SUCH. UNWASHED SAND SHALL NOT BE USED.
2. SAND MUST BE SILICA BASED. LIMESTONE BASED PRODUCTS SHALL NOT BE USED.
3. THE SAND MUST BE CLEAN. SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE SHALL NOT BE USED.
4. MANUFACTURED SAND AND STONE DUST IS NOT ACCEPTABLE.
SAND USED BETWEEN THE WASHED STONE DRAINAGE ZONE IN THE BOTTOM OF THE BIORETENTiON CELL AND THE FILTER MEDiA
SHALL MEET THE ABOVE REQUIREMENTS. CONTRACTOR SHALL PROVIDE CERTIFICATION FROM THE SUPPLIER AS MEETING THESE
REQUIREMENTS.
2. DRAINAGE MEDIA AND UNDERDR4INS
(SEE PLANS)
3. TESTING
VARIOUS TESTS SHALL BE PERFORMED ON THE FILTER MEDiA. THE CONTRACTOR SHALL SUBMIT SOIL TESTS TO THE ENGINEER
1
FOR APPROVAL PRIOR TO INSTALLATION. REQUIRED TESTS INCLUDE THE FOLLOWING:
- THE 'TEST SHALL ANALYZE THE X SAND, X FINES AND X ORGANIC MATTER OF THE FILTER MEDIA. THE
TEST SHALL COMPLY WiTH ASTM D-422 (HYDROMETER METHOD), OR -METHODS OF SOIL ANALYSIS, PART 1 - PHYSICAL AND
MINEROLOGICAL METHODS, 2ND EDITION REVISED, SOIL SCIENCE SOCIETY OF AMERICA, BLACK, CA., ET AL, 1982%
NUTRIENT ANALYSIS - THE TEST SHALL ANALYZE PH AND P - INDEX, POTASSIUM. THE NUTRIENT ANALYSIS MAY BE DONE BY
THE NORTH CAROLINA DEPARTMENT OF AGRICULTURE (NCDA) LAB, OR OTHER AGRONOMIC IAB.
THE TEXTURAL AND NUTRIENT ANALYSES SHALL BE PERFORMED ON FILTER MEDIA THAT HAS BEEN DELIVERED TO THE JOBSITE.
TEST RESULTS FROM SAMPLES PULLED FROM THE SUPPLIER'S STORAGE YARD MAY BE SUBMITTED FOR EVALUATION PURPOSES,
HOWEVER STORAGE YARD TEST RESULTS WILL NOT BE ACCEPTED FOR FINAL APPROVAL
PERMFABILTY TEST - AFTER PLACEMENT OF THE FILTER MEDIA, AND AFTER A RAINFALL EVENT OF AT LEAST ONE (1) INCH,
PERMEABILITY TESTS SHALL BE RUN ON THE IN-PLACE FILTER MEDiA. ONE SET OF TESTS SHALL BE RUN FOR EVERY 1,000
SQUARE FEET OF FILTER MEDIA SURFACE AREA, BUT IN NO CASE LESS THAN 2 SETS OF TESTS. A SET OF TESTS SHALL
INCLUDE ONE TEST IN THE UPPER 12 INCHES OF THE FILTER MEDIA AND ONE TEST IN THE LOWER 12 INCHES OF FILTER
MEDIA. TEST RESULTS SHALL CONFIRM AN INFILTRATION RATE BETWEEN 1' PER HOUR AND 6" PER HOUR. PERMELiTY
TESTING SHALL BE PROVIDED BY OWNER'S TESTING CONSULTANT.
IF ANY OF THE REQUIRED TESTS FAIL., THE CONTRACTOR SHAH. TAKE WHATEVER ACTION IS REQUIRED TO CORRECT THE FAILED
CONDITION AND PERFORM ADDITIONAL TESTING TO CONFIRM THAT PROBLEMS HAVE BEEN CORRECTED. IF THE FILTER MEDiA
CANNOT BE SATISFACTORIALLY REMEDIATED, IT SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE.
4. COMPACTION
IT IS VERY IMPORTANT TO AVOID COMPACTION OF THE FILTER MEDIA. IT SHALL BE ALLOWED TO CONSOLIDATE UNDER IT'S OWN
WEIGHT AND BY WETTING. FILTER MEDIA SHALL BE DISTRIBUTED TO THE DEPTH SPECIFIED ON THE DRAWINGS AND SHALL BE
HAND RAKED TO A UNIFORM SURFACE.
9MIKO ]
THE SOD USED FOR THE SIORETENTTON CELL SHALL BE CENTIPEDE. THE SOD SHALL BE GROWN IN WELL DRAINED SOILS. THE
CONTRACTOR SHALL SUBMIT A LETTER FROM THE SOD GROWER TO THE ENGINEER INDICATING WHERE THE SOD WAS GROWN AND
THAT THE GROW SITE SOILS ARE WELL DRAINED. SOD GROWN IN SLOWLY PERMEABLE SOiLS WILL NOT BE ACCEPTED. THE SOD
CERTIFICATION LETTER MUST BE SUBMITTED TO THE ENGINEER PRIOR TO IMPORTING AND INSTALLING THE SOD.
THE SOIL ANALYSIS NORK FOR A BMP SYSTEM SHOULD BE PERFORMED BY A QUALIFIED, LICENSED
PROFESSIONAL. SOIL ANALYSES SHOULD INCLUDE THE FOLLOWING:
- 501L PH (HHETHER ACID, NEUTRAL, OR ALKALINE).
- SOIL TEST NCDA 4 05 (NUTRIENT CONTENT).
- CONTENT (PERCENT CLAY, ORGANIC MATERIAL, ETC).
- SOIL TEXTURE.
0
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1 DATE: 5113/16 1
FILE:
BY:
JOB NO:
SHEEM
C4.3

Worksheet 2: Runoff curve number and runoff
Project: Qorvo By: KEB Date: Apr 20, 16
Location: BMP #1 Checked: Date: _
Circle one: Present
1. Runoff curse number (M
yr 24 hr
Pre -Development Peak Runoff
a=.35x457x5.0=4.6cfs
Post -Development Peak Runoff
a=.35x451x.3=50 cfs
a = ,95 x 451 x 2:1 = 113 cfs
12.32 cfs
1YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
Cover Description
CN
14.6 (cfs)
Area
(cfs)
= Qp Peak Runoff After Development
94
= A Area of total drainage
= CN SCS Curve number; After Development
a
2
(cover type, treatment, and
=A Area oftotal drainage
2.79
(inches)
°A
hydrologic condition;
A
= Ks Constant in Stage -Storage Function
1.04
[YJ acres
= b Constant (exponent) in Stage -Storage Function
Soil Name
.2
= dT Time increment; Suggestion: 2.3 minutes
Primary Weir
N
N
1.936
Product of
(appendix A)
bh
.2
percent impervious:
.2o,
A
w
=13 Crest of weir to pond bottom
[ ] S. mi
CN xarea
-
8
unconnected/connected;
E2
in
w'
o
[] /o
0.60
-
-
impervious area ratio)
(cu. ft.) =VOL Volumeofnlnoff
Runoff, Q...................................................................
in
2.18
2.75 4.16
6.47
14
8.160
23
(min.) = Tp Tim
to peak from time of significant rise
0 - (P -0.25)2&S_1000-10
-
16
9.647
Paved Parking lots, roofs
874.32
(ft.) =Zmax
OK
_ (P+0.8S)' CN
18
Pacolet
B
etc.
98
(cfs) =Q max
OK
2.700
264.60
5,570
0.5
Open Space; Good Con-
-
-
WEE:
12.231
6,981
Pacolet
B
dition Crass cover>751/o
61
24
1000-10
0.300
18.30
-
-
-
26
11.829
S=
0.8
STAGE -STORAGE FUNCTION
-
-
28
10.986
CN
0.9
-
0
-
Check: Z
9.869
12,657
1.0
(P - 02s),
0.0
0
32
8.818
13,841
Contour Area Ince Vol. Vol =S Z
In S In Z
b
Ks
0
7.880
14,821
1.2
1.6
1.6
(Ft MSL) (sq. 11.) (cu. ft) (cu. 8.) 00
36
0
Totals =
3.001
82.90
yr 24 hr
Pre -Development Peak Runoff
a=.35x457x5.0=4.6cfs
Post -Development Peak Runoff
a=.35x451x.3=50 cfs
a = ,95 x 451 x 2:1 = 113 cfs
12.32 cfs
1YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
3.00 =Cw Weir Coeficient
14.6 (cfs)
- V 12.3
(cfs)
= Qp Peak Runoff After Development
94
= A Area of total drainage
= CN SCS Curve number; After Development
3.00
(acres)
=A Area oftotal drainage
2.79
(inches)
= P Precipitation depth for 1 yr. 24 hr storm (SCS)
12,647
Primary Weir
= Ks Constant in Stage -Storage Function
1.04
=Cw Weir Coeficient
= b Constant (exponent) in Stage -Storage Function
2
(min.)
= dT Time increment; Suggestion: 2.3 minutes
Primary Weir
-
3.00
1.936
=Cw Weir Coeficient
8.00
(feet)
= L Length of Weir along Crest
1.00
(feet)
=13 Crest of weir to pond bottom
219^ 24hr
Post -Development Peak Runoff
a =-15x5.44x.3 = .60 cfs
a = .45x5.44x2.1 = 14.0afs
14b cfs
2YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
3.00 =Cw Weir Coeficient
14.6 (cfs)
= Qp Peak Runoff After Development
94
= CN SCS Clove number; After Development
3.00 (acres)
= A Area of total drainage
3.38 (inches)
= P Precipitation depth for 2 yr. 24 hr storm (SCS)
12,647
= Ks Constant in Stage -Storage Function
1.04
= b Constant (exponent) in Stage -Storage Function
4 (min.)
= dT Time increment; Suggestion: 2.5 minutes
Primary Weir
= Ks Constant in Stage -Storage Function
3.00
=Cw Weir Coeficient
8.00 (feet)
= L Length of Weir along Crest
1.00 (feet)
= D Crest ofweir to pond bottom
10yr 24hr
Post -Development Peak Runoff
a=.35x6&1X 30=.1rfs
a= A5x6.61x 2:1= 17.6 cfs
03 cfs
10 YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
19._40
(cfs)
= Qp Peak RmoffAfter Development
()4
8.00 (feet) =L Length of Weir along Crest
= CN SCS Curve number; After Development
3.00
(acres)
= A Area oftotal drainage
4.82
(inches)
=P Precipitation depth for 10 yr. 24 hr storm (SCS)
12,647
-
= Ks Constant in Stage -Storage Function
1.04
(in.) =Q* Runoff depth
= b Constant (exponent) in Stage -Storage Function
2
(min.)
= dT Time increment; Suggestion: 3.0 mitrutes
Primary Weir
-
3.00
1.936
=Cw Weir Coeficient
8.00
(feet)
=L Length of Weir along Crest
1.00
(feet)
= D Crest of weir to pond bottom
IOOyr 24hr
Post -Development Peak Runoff
a=.35x6.31 x.30= l.6 cfs
G = 95 x 531 x 23 21.3 cfs
23.1 cfs
100 YR 24 HIR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
2.x.,10
(cfs)
= Qp Peak Runoff After Development
94
8.00 (feet) =L Length of Weir along Crest
= CN SCS Curve number; After Development
3.00
(acres)
= A Area of total drainage
7.15
(inches)
= P Precipitation depth for 10 yr. 24 hr storm(SCS)
12,647
-
= Ks Constant in Stage -Storage Function
1.04
(in.) =Q* Runoff depth
= b Constant (exponent) in Stage -Storage Function
4
(min.)
= dT Tim increment; Suggestion: 3.7 minutes
Primary Weir
-
3.00
1.936
=Cw Weir Coeficient
8.00
(feet)
= L Length of Weir along Crest
1.00
(feet)
=D Crest of weir to pond bottom
Weir Info:
Secondary Weir
Secondary Weir
Secondary Weir
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
8.00 (feet) =L Length of Weir along Crest
10.00 (feet) =L Length of Weir along Crest
8.00(feet)= L Le of Weir alongCrest
8.00 (feet) =L Length of Weir along Crest
1 (feet) = D Crest ofweir to pond bottom
1.50 (feet) = D Crest of weir to pond bottom
1.50 (feet) = D Crest of weir to pond bottom
1.50 (feet) = D Crest ofweir to pond bottom
.50
2. Runoff
OUTPUT DATA:
CN (weighted) = total = 282.90 = 94.3 Use CN = 94
INFLOW
Q
(cfs)
STORAGE
(c.£)
STAGE
Z
(Ft.)
TOTAL
Q
(cfs)
OUTFLOW
Primary
Q
(cfs)
Secondary
Q
(cis)
product 3.0
0.97
4
0.9
-
0.60
(in.) =S Ultimate
soil storage
2. Runoff
-
Storm # 1 Storm #2 Storm#3 Storm #3
-
-
2.18
(in.) =Q* Runoff depth
Frequency....................................................................
yr
1
2 10
100
-
6
1.936
134
(asterisk added to distinguish between discharge "Q')
Rainfall, P (24-hour) ..................................................
in
2.79
3.38 4.82
7.15
366
0.0
-
-
-
Potential max retention after ranoffbegins,S........
in
0.60
0.60 0.60
0.60
-
-
23,700
(cu. ft.) =VOL Volumeofnlnoff
Runoff, Q...................................................................
in
2.18
2.75 4.16
6.47
14
8.160
23
(min.) = Tp Tim
to peak from time of significant rise
0 - (P -0.25)2&S_1000-10
-
16
9.647
3,107 '
874.32
(ft.) =Zmax
OK
_ (P+0.8S)' CN
18
10.878
4,265
0.4
4.30
(cfs) =Q max
OK
20
(210 -14 -TR -55, Seconded., June 1986)
5,570
0.5
-
-
-
WEE:
12.231
6,981
0.6
-
-
-
24
1000-10
8,449
0.7
-
-
-
26
11.829
S=
0.8
STAGE -STORAGE FUNCTION
-
-
28
10.986
CN
0.9
-
-
-
Check: Z
9.869
12,657
1.0
(P - 02s),
0.0
� Contour Assume Stage
32
8.818
13,841
Contour Area Ince Vol. Vol =S Z
In S In Z
b
Ks
fr. formula
7.880
14,821
1.2
1.6
1.6
(Ft MSL) (sq. 11.) (cu. ft) (cu. 8.) 00
36
7.041
15,574
(ft)
2.5
2.5
-
P + 0.8S
6.292
873.0 11,937 - -
1.3
3.2
3.2
-
40
5.622
16,486 ,
1.3
3.8
873.5 12,643 6,145 6,145 0.5
8.7234 (0.6931)
42
5.024
0.50
1.3
4.1
4.1
Vol.= Q *A
44
_ 874.0 13,364 6,502 12,647 1.0
16,822
1.04
12,647
1.00
-
46
4.011
16,850
1.3
_ _9.4452
874.5 14,100 6,866 19,513 1.5
9.8788 0.4055
1.07
12,647
1.52
16,816
1.3
4.2
Vol.
-
Tp
1.39Qp
"b" is calculated between each step in table above using:
In S'
b=
lnl Z`
"Ks" is calculated between each step in table above using:
K, = S,
Z:
ACTUAL STAGE
--§-CALCULATED STAGE
�■■■■1111■■■■1111■■■■111
M1111111111i1111100m■■I1111=0■milli
- - ■,11""-.,11 �"I - ■,1 �"I
■Illlllil�llllllll�'illMEMO
=;■■ Pd' IlMEMt■■■11021
1
�■■■■1111■■■■Iiill�■■■■111
ME mili111m■■m1111lMMEmilli
-■„1"'I-®„11111M
1
11 111 will 11 t l l
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min.)
INFLOW
Q
(cfs)
STORAGE
(c.£)
STAGE
Z
(Ft.)
TOTAL
Q
(cfs)
OUTFLOW
Primary
Q
(cfs)
Secondary
Q
(cis)
=Q* Runoff depth
ado
4
0.9
-
- - -
-
2
0.226
-
-
-
-
-
4
0.888
27
0.0
-
-
-
6
1.936
134
OA
0.68 - -
-
-
8
3.294
366
0.0
-
-
-
10
4.862
761
0.1
-
-
-
12
6.525
1,345
0.1
-
-
-
14
8.160
2,128
0.2
-
-
-
16
9.647
3,107 '
0.3
-
-
-
18
10.878
4,265
0.4
-
-
-
20
11.761
5,570
0.5
-
-
-
22
12.231
6,981
0.6
-
-
-
24
12.254
8,449
0.7
-
-
-
26
11.829
9,919
0.8
-
-
-
28
10.986
11,339
0.9
-
-
-
30
9.869
12,657
1.0
0.0
0.0
-
32
8.818
13,841
1.1
0.7
0.7
-
34
7.880
14,821
1.2
1.6
1.6
-
36
7.041
15,574
1.2
2.5
2.5
-
38
6.292
16,118
1.3
3.2
3.2
-
40
5.622
16,486 ,
1.3
3.8
3.8
-
42
5.024
16,710
1.3
4.1
4.1
-
44
4.489
16,822
1.3
4.3
4.3
-
46
4.011
16,850
1.3
4.3
4.3
-
48
3.584
16,816
1.3
4.2
4.2
-
Pre -Development I -r 244ir Peak Runoff rate of 4.6 cfs is routed to a
to a post development rate of 4.3 cfs.
OUTPUT DATA:
0.60 (in.) =S Ultinate soil storage
2.75 (ii.) =Q* Runoffdepth
(asterisk added to distinguish between discharge "Q")
29,939 (cu ft.) =Vol Volum ofnlnoff
25 (min.) = Tp Time to peak from time of significant rise
874.45 (ft.) = Z max OK
7.36 (cfs) = Q max OK
WHERE:
S- 1000-10
CN
Q*- (P -0.2S)2
P + 0.8S
Vol.= Q*A
vol.
Tp _ 1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min.)
INFLOW
Q
(cfs)
STORAGE
(c.£)
OUTFLOW
STAGE TOTAL Primary Secondary
z Q Q I Q
(Ft.) (cfs) (cfs) ! (cfs)
=S Ultimate soil storage
4.16
(in.)
=Q* Runoff depth
ado
4
0.9
-
- - -
-
8
12
3.5
7.0
224
1,062
_0.02
0.09 _!
(ft.)
16
10.6
2,74
-
0.23-
0.01,
20
13.4
5,2991
0.43-
0.03-
24
14.6
8,5111
0.68 - -
-
28
32
13.9
11.7
12,0101
15,3501
0.95
1.20 i 2.2 2.2
-
36
9.4
17,617
1 1.38 5.5 5.5
-
40
7.6
18,5601
1.45 ! 7.1 , 7.1
-
44
6.2
18,6791
1.45 7.4
-
48
5.0
18,396
___7:4,
' 1.43 6.9 --_ 6.9
' -
52
56
4.1
3.3
17,953
17,465
1.401 6.1 _ 6.1
1.36 5.3 i 5.3
-
-
60
2.7
16,988
' 1.33 1 4.5 4.5
' -
64
2.11
16,543
1.29 ! 3.8 3.8
-
68
1.71
16,138
i 1.26 3.3 1 3.3
-
72
1.4
15,773
1.24 1 2.811 2.8
-
76
1.1
15,448
1.2111 2.3 1 2.3
-
80
0.9
15,159 i
1.19 2.01 2.0
-
84
0.7
14,902
1.17 ' 1.7 1.7
-
88
0.6
14,674 ,
1.15 i 1.4 ' 1.4
-
92
96
_ 0.5
0.4
14,472
14,2931
L 14 1.21 1.2
1.121 1.1 1.1
-
-
OUTPUT DATA:
INFLOW ! STORAGE
Q
(cfs) (C.£)
0.60
(in.)
=S Ultimate soil storage
4.16
(in.)
=Q* Runoff depth
ado
c�
Z
(asterisk added to distinguish between discharge "Q')
45,341
(cu ft.)
=Vol. Volume of runoff
30
(Min)
= Tp Time to peak from time of significant rise
874.64
(ft.)
= Z max OK
13.56
(cfs)
WHERE:
= Q max OK
0.01,
S- 1000-10
- -
8
CN
0.03-
5.6
(P -
0.2.5)2
705
Q
-
- -
P + 0.85
_4.7
6_4 1,264
Vol.= Q*A
_
-
Vol.
8.3 2,035
0.17
7p _
- -
16
1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min.)
INFLOW ! STORAGE
Q
(cfs) (C.£)
STAGE
Z
(Ft.)
OUTFLOW
TOTAL
Q
(cfs)
Primary Secondary
Q Q
(cfs) (CES)
_
Secondary
Q
(cfs)
ado
c�
Z
2
02-
4
0.7
4
0.8124
0.00-
V) 0
6
1.8! 121
0.01,
-
- -
8
' 3.1 ' 335
0.03-
5.6
791
10
705
0.06
-
- -
12
_4.7
6_4 1,264
0.11
_
-
14
8.3 2,035
0.17
-
- -
16
10.3 i 3,034
0.25
-
- -
18
12.1 I 4,265
0.35
-
- -
20
13.9 ! 51722
0.47
�
-
22
15.4 7,388
_
0.60
22.2
= -
24
16.7 9,239
0.74
-
- -
26
17.6_1 11,241
0.89-
13.0
�-
28
18.2 1 13,354
1.05
0.3
i 0.3
30
18.31 15,496
1.22
2.4
2.4 -
32
18.0 1; 17,403
1.36
5.2
5.2 ' -
34
17.41 18,947
1.48
7.9
7.9 -
36
16-3 20,089
1.56
10.4
10.1 0.4
38
15.1 20,800
1.61
12.4
11.5 0.9
40
13.8 ! 21,113
1.64
13.4
12.21 1.2
42
12.61 21,159
1.64
13.6
12.31 1.3
_ 444
_ 11.6 i 21,049
1.63
_ _13.2
12.1 ` 1.2
46
10.61 20,853
1.62
12.6-
11.6 1.0
48
9.71 20,613 1
1.60
11.91
11.1 0.8
OUTPUT DATA:
0.60 (in.) =S Ultimate soil storage
6.47 (in.) =Q* Runoff depth
(asterisk added to distinguish between discharge "Q")
70,486 (cu ft.) =VoL Vohune ofrunoff
37 (min) = Tp Tirne to peak from time of sigliticant rise
874.81 (ft.) = Z max
22.62 (cfs) = Q max
WHERE:
S- 1000-10
CN
- (P -0.2S)2
P + 0.8S
Vol.= Q* A
Tp _ Vol.
1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(man.)
INFLOW
Q
(cfs)
STORAGE
(c.£)-
STAGE
Z
(Ft)
TOTAL
Q
(cfs)-
OUTFLOW
Primary
Q
(cfs)
_
Secondary
Q
(cfs)
ado
c�
Z
0 Z H
0
4
0.7
it LLJ
~O
V) 0
8
2.6
_--
• 162
0.02
-
-
-
12
5.6
791
0.07
-
-
-
161
9.3
2,136
0.18
-
-
-
20
13.2
4,366
0.36
-
-
-
24
17.0
7,543
0.61
-
-
-
28
20.1
11,620
0.92
-
-
-
32
22.2
16,444
1.29
3.7
3.7
1 -
36
23.1
20,889
1.62
13.0
11.7
1.2
40
22.6
23,317
1.80
22.1
17.2
4.9
44
20.8
23,427
1.81
22.6
17.5
5.2
48
18.2
23,000
1.78
20.8
16.4
4.4
52 , 15.8
22,373
1.73
18.3
15.0
3.3
56
13.7
21,770
1.69
16.0
13.6
2.4
60
11.9
21,212
1.64
14.1
12.4
1.6
64
10.3
20,693
1.61
12.3
11.3
1.0
68
8.9
20,208
1.57
10.9
10.3
0.5
72
7.8
19,750
1.54
9.6
9.4
0.2
76
6.7
19,311
1.50
8.5
1 8.5
0.0
80
5.8
18,876
1.47
7.7
7.7
-
84
5.1
18,424
1.44
6.9
6.9
-
88
4.4
17,983
1.40
6.1
-
92
3.8
17,566
1.37
5.4
_6.1
5.4
-
96
3.3
1 17,1771
1.34
4.8
4.8
-
%0
M
to
U""- V i
n
04 z
0)
n
"`�
0
t`
N
U
lZ
'\ 00
" 0c
lJi L
C
0
C: -0
- E
�-0
0 ct3
7 °
U
! �L
t
-00
a� co
00
M
171 Q-
(0
c
cu
J
F�
lu Q Mir
�
Z
Ms
1b
141
DATE: 5/13/16
0
.109 N0: KM -'51. 1/
S'FiEET:
C4A
�
Q
a
o
U
� Z
ado
c�
Z
0 Z H
0
0
�
it LLJ
~O
V) 0
®
Z
()
TWO
Q
O
WO=
LLI
0
�-
Of
O
N O
co
F�
lu Q Mir
�
Z
Ms
1b
141
DATE: 5/13/16
0
.109 N0: KM -'51. 1/
S'FiEET:
C4A

STORM WATER =>ATA
DRAINAGE AREA TO CELL 5.0 AC
IMPERVIOUS AREA Ia TO CELL 4.8 AG
(SEE SHAT 02.4 FOR TRIBUTARY AREA)
RUNOFF VOLUME FILTER VOLUME REQb
Rv = 0.05 + OA X Ia V = 3,630 * RD (Rvpost - Rvpre) 0 A
Post Development RD = I, YEAR 24 HR STORM DEPTH
la = la/Da = 3,630 0 1 0.91 * 5.0
la = 4.8 AG /5.0 AG = .96 = 16,511 cf
Rv = 0.05 + (0.9 x .96)
Rv = Al FILTER VOLUME PROPOSED
Area at sod elevation (856.0) = 19,340 sf
Area at temporary pool elevation (851.0) = 21058 sf
Ponding Depth = 12"
Volume = (19,140 5F + 21058 Si x 1.0 ft = 20,149 cf
UNDERDRAIN SIZING
0=(2.315XI05)XKXAXL
K = I In/hr infiltration rate (assumecU
A = blo cel area
L = (height of media + ponding depth) / media
a= .00002315 x I x 19,340 x 3/2
= 167 cfs
USE A FACTOR OF SAFETY OF 10 = 6.1 CF -5
D= 100XWi"
N=.011,5=5%
D = 16(6 i X .011/.005 a�
= 16.3 In
EGOJIVAL.ENT PIPE 51ZE
De= (DIS"+ Dp)"
16.3 In = (jrX 1) "" (1J5E SEVEN 6" DIA Pi PIPES)
16.3 In = Ib16 In (OK, 1616 In > 16.3 In)
8585 TOP
858.0
C-- 858.0 (100 -yr 24 hr storm event)
- - 85118 (10-T 24 hr storm event)
-- W1.6 (2 -yr 24 hr storm event)
�`-- 85?5 (1 -gr 24 hr storm event)
�- W1.0 THROAT
(PRIMARY)
---- INV OUT: 869.0
1
SCHEMATIC
OUTLET SACT ION
NTS
t-1 I i-
-iI-i I I-1 I-
GLEAN OUT (4" SC.H 40 PVC)
30" HDPE
051 WA5F*D STONE
I I=1) i=11 I=111=1I!=111=Ili=111={_ _ 658.0 856.0 b -b" t 856.0 CENTIPEDE ORA65 50D
"
18
-� t 855:15
-111=III-111=III ° 04 _ --
'-I
i-111=111=1 ° 11=1I I -I I1=III-I I 24" FILTER MEDIA
IT
' 1=III-I ° ° ° � 11=I I I=TI=I I I=I I I-111-111=111-111-111,-- �-• .-'
SEE PLUNGE POOL DE516N BELOW I-1 i t I I I -I I i-111=111=111=1 I I -III -f I I-1 I I- r
FILTER FABRIC
I -1 �° 1 I I -III -1 I I -I 11=111 -III -111 -III -1 1I-
=11 I -I C��I�j 11 -ill -(l I -I I I -Ill -111-111=111-111-11 �- ,-- ,--
f=1
=111-1 DQ Cha �i© Z16 II -TI I -III-11
1=11 1 f i-1 I 1-1 -- WASHED SAND
-I I I -I M111
11-111-I I` -11178" PIPE 0 .5% WITH 3/b" HOLES SPACED AT 325"
1=1- 111-1 11 11 I-111-1 I I -►,11-1 11-1 I I_ t 852.0 TWO HOLE ROWS LOCATED ® 90° AND
NON WOVEN 6EOTEXTILE FABRIC #51 WASHED STONE TWO HOLE ROWS LOCATED ® 1600
(4" ABOVE PIPE AND 4" BELONU
ROCK GRADA
1 BMP 02 SECTION
C415 NTS
NOTA : - SEE CONSTRUCTION 5150I)ENGEC4.1 1 FOR BMP INSTALLATION
- SEASONAL HIGH WATER TABLE BELOW ELEVATON 648.0 (SEE SHEET 048)
z ENTRANCE AND EXIT PLUNGE POOLS
C4.5
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev.858.0--- CL
77
I - 1
Elev.
1
5.4 852.6 ;
1
2.9 ;
1
3.0 3.0
1 ,
- 3.6 -► '
I
5.6 -►�
�• I 11.7 18.3 0
I
SECTION A -A
25.7 -;
1 �
16.4 r,
2.1
, I
3.7
n
2.0
SECTION B -B
1
-Elev.
856.0
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99)
_ .._.. (Reference Design Note No 6 (Second Edition), Jan 23 9986
JOB:
DESIGNER: Date: 4118/2016
CHECKER: Date:
Conduit Diameter
D =
2.50
ft
Conduit Discharge:
Q =
35.00
cfs
Conduit Slope at Outlet:
S =
0.01
ftlft
Conduit Outlet Invert Elevation:
EI, CO =
858.00
ft
Tailwater Elevation:
El, TW =
856.00
ft
Outlet Channel Invert Elevation:
El, CH =
856,10
ft
Water Density:
RHO =
1.00
MAWS. III, , j1-
Bed/Riprap Particle Density: (Default 2.64)
RHOS =
2.64
2
D. 50 Riprap Size:
RS =
0.83
ft
Riprap Thickness: (2,5*D, 50 recommended)
RT =
2.08
fit
Bedding Thickness: (6 inch thin. rec.) (Enter 0 for geotextile)
BT =
0.00
ft
Side Slope Ratio:
Zw =
2.00
ft/ft
Upstream End Slope Ratio:
Zlu =
3.00
ft1ft
Downstream End Slope Ratio:
Zld =
3.00
ft/ft
Combined End Slope Ratio:
Zi =
3.00
ftfft
OUTPUT ---POOL LOCATION AND DIMENSIONS:
INN JI :ML1111 IIIIIIIINIIgllllll
Vert. Dist- from Tailwater to Conduit Invert:
Zp =
2.00
ft
Submergence Check: (If Zp < 0 , Use Zp = 0)
Use Zp =
2.00
ft
Beaching Check: [01(gD"5)A0.5 <= (1.0+25*D,50/D)j
Ilgl Illlt
IINI IIIII
O.K.
W1111111
'11UI
III:!!!3111:1Ilii!IIIIl1!lIIIl11
"Beaching Controlled"
1 111111
II° .............
PRISMI!!!n!61
nuunit
rllllll
Distance from Conduit Exit to C/L Pool:
Xm =
5.55
ft
Pool depth at C/L Below Conduit Invert:
Zp+0.8Zm =
5.42
It
Pool Bottom Elev:
EIRB =
852.58
fit
Pool Bottom Length:
21-1-2 =
2.92
ft
Pool Bottom Width:
2Wr2 =
2.73
ft
Upstream Pool Length at Tailwater Elev.:
Lru =
11.73
ft
Downstream Pool Length at Tailwater Elev.:
Lrd =
11.73
ft
Pool Width at Tailwater Elev.:
2Wr =
16.42
ft
Check Side Slope Ratio: (Wr>=We)
TECHNICAL FOOTNOTES: +fir ELl,i« RWi+€LiONVE_RT OF
O.K.
*"Side Slope Ratio Zw O.K.**
(7) S., L4 k,R'f 29 ;2 L) /Rt$3 J Yt1202
IGa"iiWi 10= H's4. iD OR H ,1D FROM, DESIGN CHAM (5) Tar BASED 074 DOWN STREAM
Check Min. End Slope Ratio: (Lru & Lrd >= Le)
O.K.
*End Slope Ratios O.K.**
'3) FALL= KNi -' ELy4- ELS,! ; c&L',. IS ZERO CHANNEL,
Check Upstream Length: (Lru >= Xm)
O.K.
SUBSCRIPT DEFINITIONS: COMMENTS DISCUSSION
**End Slope Ratio Zlu O.K.**
- APPAOXIMA'ffi
I. ,CtiLVti'T FPC -
Pool Bottom Elev. at Bottom of Riprap:
EI, BR =
850.49
ft
Pool Bottom Elev. at Bottom of Bedding:
El, BB =
850.49
ft
OUTPUT --VOLUMES BELOW WATER SURFACE ELEVATION:
N41Tc ,.EonDN
Volume of Excavation (measured from bottom
..
C)
s.. OUTLET
sl. STP,EAMSED AT Qu,.VZRT fAtE
in AtLWATER
EldTk AN G £:
surface of bedding):
V,pbs =
72.6
cu yd
Volume of Rock Riprap:
V,rs =
53.7
cu yd
Area of Geotextile:
A,gt =
127.4
sq yd
Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90
Spreadsheet modified by M. Dreischmeier, Eau Claire TC, W is., 3/98
Design Note No. 6 (Second Edition), Jan. 23, 1986
Outlet Stabilization
30
Outlet W = Do + La
pipe
diameter (Do)
itwater < O.SDo
�er9�r0
\Pp 50
0
0
id im, NEE1111 N111111
1 20 so 100
Discharge
80
-07
deQtiGd
stream
diversion pumps
discharge hoses ,tea
P intake
dewatering plump � hose
flow
sediment. dike -°�X
pumps should disohams
onto a stable velocity
dissipator made of rip rap
orsandbags
+ 9
Intake hose t
clean water dike
L -sump -hole
.-u IN
Illll ilq
pool
1-
■.11.1,
Or'
i1►1����1�11111nmquuqun
(i2° to 18- deep
-- work area
V dia.)
length nob to exe�ed
rrrl
■ IIIIIIIIIIIINIIIIIINII
If .11■I
that which :ted
Il/lir AIIig1141'°
1� 11111!Iln';,IIP
completed In one slay
(ft)
x
Impervious; sheeting
base flow + 1 foot
work area (2 foot mi Lim)
r 1-w section of ,, r.,9 (ft
PUMP AROUND
r
r •:
-e r ' r r �• :r•
�s it r e • r t
�•nrin..nerm"dun1
7 1-[11-1'.111.
r I "All
Ill ill m n
.-u IN
Illll ilq
W
1-
■.11.1,
Or'
i1►1����1�11111nmquuqun
r n01
1 i
1 uuuuuw n u
1
IIIIINIIIINIIII .dll!',IIIII
urnn•dnu
nm Inn I
IIII 1
r .1
(cis)
rrrl
■ IIIIIIIIIIIINIIIIIINII
If .11■I
! I IIIIIIIIIg1111g111111111111,1/'
......IIIIIIIIIIIIIq
Il/lir AIIig1141'°
1� 11111!Iln';,IIP
Illli,ll
(ft)
■1-r IIIIIIIIIINN
#12,14 24
/l 1 INP:
M IIIf.1
fl
22.0
1-1111■I
'I"IIIIIIIINKI'll
ll 11' It(1ir
e1111"
#33 48
11 1111"p"11111
II IIIIIIISI
0.90
MAWS. III, , j1-
38.0
1.4
■■
2
•irAIIIN'.II�11
GO T7 "IG O -H£
..11,1"II:III•';r
?:. II IIi1 ',n;
•111
r
-`ID`"-'�•---�
.dtRNP!;GIIV,
r
r�r;If
,1 , ..ICIII,
111: !'.,e11,11. d1a
I A
.NII
R 1. (YEARS) FL aye Ids)- TW (it)
,w1■Clltll■►/•!:111111/;U!
iiuzws'
�.
.111U;1111►111dL11
�i'•=°'�iiiiia
•1111111
•mii'�i°iiiri'�ii
t
e,11,11;:,711111111113
CULVERTDESCRIPTION: T^a' Z '3W HEiiVNA ER CALCULATIONS
FLGYd PER , C'�E»'RCL ,1
; , ,rE. 51Zt E+ -;:;;,£ aPF4L t'@'�£T
"LTLE" CD4Ti%":A_ rc 3 c !
5. O } .r C COMMENTS
IIII 111
I IIP II►il!IIGIIIINIINIIIIII
( W (>
Q Q/ta HWi1D HW; FALL'E-hi TW d o:t' G; k H E."!
'1115"11
OLA••...0
1 r
INN JI :ML1111 IIIIIIIINIIgllllll
�■/5111/ill!dll!1111.011111N111111111111111111Nlllllt
elllill!11111-:1UpIII:A11111111111111111r111111
1
1.11►111
ill
ll'11111
SAlI11i1111011111I1111111"IIIIlIIIII
11111I1111N111111IIIIRIIII
Ilgl Illlt
IINI IIIII
W1111111
'11UI
III:!!!3111:1Ilii!IIIIl1!lIIIl11
Nil 11111IIIIIIIifIIIgIBI°
141111
1 1 111111111111'Igi
1 111111
II° .............
PRISMI!!!n!61
nuunit
rllllll
IeINR1e111111111nlIIIIRIIIINIIII°
low III
IIIrIN11NIIII11N1f1°°MI■IINNIRRI
�11■II
INlllilll
R11111111111111111111111
A
r!
11
111
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from around pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Pipe
Outlet Diameter
Discharge
d50
La
W
dmax
apron
thickness
NCDOT
riprap
(in)
(cis)
(ft)
(ft)
(ft)
(ft)
(ft)
Class
#12,14 24
40
0.80
22.0
28.0
1.2
1.8
1
#33 48
113
0.90
26.0
38.0
1.4
2.0
2
35 OUTLET STAMIL IZATION
4.
3
1
MAX
PLAN VMW
- stlaw bale dike or berm
1.5 It
6-#t (1.8-trs) r IT
(0.455 M)
>� rnlrtltuiri
A ',,stone outlet
structure
SEMON A -A
>SECHON B -B
to 3 -ft (0.6 to 0.9-m)
rebar or stakes for
6 inches
(15 cm)
44n (10 -cm)
minimum depth
!DEWATERING BASIN DETAIL
4.5 6 STREAM DEWATERING DETAIL
HERBACEOUS PLUG, PLANTED
18 O.G.
TOP OF SLOPE VARIES,
SEE PLAN
JlJTE MATTING OVER 1/2"
STRAW MULCH, SECURE WITH
WOOD 5TAKE5 2411 O.G. ALONG
SLOPE AND 12" O.G. ALONG
EDGES AND OVERLAPS. BURY
8 INTO SLOPE.
6" TOP501L
EXISTING SUBGRADE
TUCK JUTE MATTING UNDER
GOIR FABRIC AND SECURE
WITH WOOD STAKE 12" O.G.
Q4 CUL�izT DESiC9N
4.5
}
Q �
r
Of Y (n
Z
0-
O Z I-
Q Ci Of
ofof W
O�
J
ZZ�
MW Q
oafW
a"W
O af
N O
N
W
1DATE: 5ASA6 1
JOB ND: KM -15217
SHEET:
C4.5
5 STA51 L I ZAT I ON I=OR
C4.5 GRADED CHANNEL
5r4NKS
NOT TO SCALE
PROJECT: o :3° STATION
CULVERT DESIGN F014 -M.
ci
.t , ,,irSHEET
DESIGNER/DATE
OF S
e -,E -
_
REV f EWER ? DATE!
-HYDROLOGICAL DATA E t�pa'�',, ROADWAY ELEVATtJ3d
„ uu-
'
! TROD " 'T
r
s
-
<.."-J CHe^lafJEtSHAPE:..
GO T7 "IG O -H£
w
R At .-•---_._':•---._.-aS TV'i
a
r
-`ID`"-'�•---�
OEstGN__,FLcsviStTAI).i'TAiER Eb,
{1-!)s
R 1. (YEARS) FL aye Ids)- TW (it)
S=S0- FALL/ L5
, el
La--
CULVERTDESCRIPTION: T^a' Z '3W HEiiVNA ER CALCULATIONS
FLGYd PER , C'�E»'RCL ,1
; , ,rE. 51Zt E+ -;:;;,£ aPF4L t'@'�£T
"LTLE" CD4Ti%":A_ rc 3 c !
5. O } .r C COMMENTS
( W (>
Q Q/ta HWi1D HW; FALL'E-hi TW d o:t' G; k H E."!
42i 43 (9t • 181 2 (6 i7� , t a w a >
q^'g`ax`'
t
�
TECHNICAL FOOTNOTES: +fir ELl,i« RWi+€LiONVE_RT OF
1,5) hQ : s V or td rt?i2)(WHICHEVER IS GREATER)
`i'' US- 4/49 FOR BOX CULVERTS WLET CONTROL SECT ON)
(7) S., L4 k,R'f 29 ;2 L) /Rt$3 J Yt1202
IGa"iiWi 10= H's4. iD OR H ,1D FROM, DESIGN CHAM (5) Tar BASED 074 DOWN STREAM
(8):EI.S E'_atw«5;a
.Ol+TR OL OR FLOW DEPTH IN
'3) FALL= KNi -' ELy4- ELS,! ; c&L',. IS ZERO CHANNEL,
FOR CU"'ERTS ON GRAD -
SUBSCRIPT DEFINITIONS: COMMENTS DISCUSSION
CULVER•r SARRELSELECTEO
- APPAOXIMA'ffi
I. ,CtiLVti'T FPC -
hid. DES;GN HEfe..DWxtER
:-0
!ri..KfDWATER IN INLET GL"NTP.GL
SHAPE:
v
ho HEAD trit M bCTL£T Coil MOL
TRa
N41Tc ,.EonDN
MATERIAL::
..
C)
s.. OUTLET
sl. STP,EAMSED AT Qu,.VZRT fAtE
in AtLWATER
EldTk AN G £:
W
Q4 CUL�izT DESiC9N
4.5
}
Q �
r
Of Y (n
Z
0-
O Z I-
Q Ci Of
ofof W
O�
J
ZZ�
MW Q
oafW
a"W
O af
N O
N
W
1DATE: 5ASA6 1
JOB ND: KM -15217
SHEET:
C4.5

Worksheet 2: Runoff curve number and runoff
Project: Qorvo By: KEB Date: Apr 20,16
Location: BMP #2 Checked: Date:
Circle one: present
1. Runoff curve number (CM
CN (weighted) = product al 4 52.0 = 96.52 Use CN = 97
0.97
2. Runoff
Frequency.................................................................... yr
Rainfall, P (24-hour) .................................................. in
Potential max retention after runoff begins, S........ in
Runoff, Q ............................. ....... ............................... in
Storm#1 Storm#2 Storm43
Stonn#3
Cover Description
100
CN
7.15
Area
0.36
2.40 2.98 4.41
a
o
(cover type, treatment, and
5.00
(acres)
= A Area oftotal drainage
2.79
(inches)
856.5
to
hydrologic condition;
r`V,,
M
�
[x] acres
0.50
Soil Narne
0
10,314
20,199
c�
N
1.03 20,199
Product of
(appendixA)
21,938
percent impervious;
„
W
1.5 ;
on
w
[ ] sq. mi.
CN xarea
- -
o
unconnected/connected;
F,
0.3
-
[]%
211
19.928
simpervious
area ratio)
40
14.5 32,603
24 ;
21.052
12,829
0.6-
11.9 33,374
1.62
27
20.672
16,619
0.8
-
- -
30
Paved Parking lots, roofs
20,340
!
0.0
0.0 ' -
33 +
Pacolet
I B
etc.
98
1.6 1 -
1
1 4.800
470.40
1.3
3.8
Open Space; Good Con-
39
11.806
28,155
1.4
5.5
Pacolet
B
dition(grass cover >75%)
61
1.4
6.7
0.200
12.20
8.614
29,885
1.5
7.4
7.4 -
48
7.359
30,099
1.5
7.7
7.71 -
51
6.286.
30,043
1.5
0
7.6 -
54
5.369
29,806
1.5
7.3
7.3 ; -
0
4.586
29,453
1.4
6.9
6.9 i -
60
3.918
0
1.4
6.5
6.5 j -
63
3.347
28,571
1.4
0
Totals =
5.00
482.60
CN (weighted) = product al 4 52.0 = 96.52 Use CN = 97
0.97
2. Runoff
Frequency.................................................................... yr
Rainfall, P (24-hour) .................................................. in
Potential max retention after runoff begins, S........ in
Runoff, Q ............................. ....... ............................... in
Storm#1 Storm#2 Storm43
Stonn#3
1 2 10
100
2.79 3.38 4.82
7.15
0.36 0.36 0.36
0.36
2.40 2.98 4.41
6.73
Q=(P-0.2S)Z &S-1000-10
(P+0.88)2 CN
(210 -M -TR 55, Second ed., June 1986)
STAGE -STORAGE FUNCTION
Contour
(FtMSQ
Contour
Area
(sq. ft.)
Incr. Vol.
(cu. ft.)
Accurn 1
Vol. =S
(cu. ft.)
Stage
Z
(ft.)
i
In S hi Z
(
b Ks
Check: Z
fr. formula
(ft)
856.0
19,340
= CN SCS Curve number; After Development
5.00
(acres)
= A Area oftotal drainage
2.79
(inches)
856.5
20,198
9,885
9,885 j
0.5
9.19_87 (0.6931)'!
= b Constant (exponent) in Stage -Storage Function
0.50
857.0
21,058
10,314
20,199
1.0
9.9134 -
1.03 20,199
1.00
857.5
21,938
10,749
30,948
1.5 ;
10.3400 0.4055 '
1.05 20,199_
1.51
- -
181
17.459
6,100
0.3
-
- -
211
19.928
9,242
0.5-
40
14.5 32,603
24 ;
21.052
12,829
0.6-
11.9 33,374
1.62
27
20.672
16,619
0.8
-
- -
30
18.842
20,340
!
0.0
0.0 ' -
33 +
16.180
23,729
1.2
1.6
1.6 1 -
36
13.821
26,345
"b" is calculated between each step in table above using:
In (SI) b =1( Z, I
\z, 11
"Ks" is calculated between each step in table above using:
KS - S a
Zz
I yr 24 hr
Pre -Development Peak Runoff
0=35x451 x5.0=8.Ocfs
Post -Development Peak Runoff
0=.35x4.5 -7x20= 32 cfs
Q = A5x451x4.5 = 20.8 cfs
21.15 cfs
1YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
38.60 (cfs)
0- 21.1
(cfs)
= Qp Peak RunoffAfter Development
97
= A Area oftotal drainage
= CN SCS Curve number; After Development
5.00
(acres)
= A Area oftotal drainage
2.79
(inches)
= P Precipitation depth for 1 yr. 24 hr storm (SCS)
20,200
Primary Weir
= Ks Constantin Stage -Storage Function
1.04
=Cw Weir Coeficient
= b Constant (exponent) in Stage -Storage Function
3
(mire.)
= dT Time increment; Suggestion: 2.5 minutes
Primary Weir
-
3.00
121
=Cw Weir Coeficient
8.00
(feet)
= L Length of Weir along Crest
1.00
(feet)
= D Crest ofweir to pond bottom
2yr 24hr
Post -Development Peak Runoff
Q=.35x5.44x20=.40cfs
Q = .45x5.44x4.6 = 24.8 cfs
252 cfs
2YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
38.60 (cfs)
25.2
(cfs)
= Qp Peak Runoff After Development
97
= A Area oftotal drainage
= CN SCS Curve number; After Development
5.00
(acres)
= A Area of total drainage
3.38
(inches)
= P Precipitation depth for 2 yr. 24 hr storm (SCS)
20,200
Primary Weir
= Ks Constant in Stage -Storage Function
1.04
=Cw Weir Coeficient
= b Constant (exponent) in Stage -Storage Function
4
(min.)
= dT Time increment; Suggestion: 2.6 minutes
Primary Weir
-
3.00
121
=Cw Weir Coeficient
8.00
(feet)
=L Length of Weir along Crest
1.00
(feet)
=D Crest of weir to pond bottom
l0yr 24hr
Post -Development Peak Runoff
Q=Mxbbl x20=50 cfs
Q=.45x6.8"1x 4.8=313 cfs
31.8 cfs
10 YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
38.60 (cfs)
3 1. 80
(c£s)
= Qp Peak Runoff After Development
7
= A Area oftotal drainage
= CN SCS Curve number; After Development
5.00
(acres)
= A Area oftotal drainage
4.82
(inches)
= P Precipitation depth for 10 yr. 24 hr storm (SCS)
20,200
Primary Weir
= Ks Constant in Stage -Storage Function
1.04
=Cw Weir Coeficient
= b Constant (exponent) in Stage -Storage Function
2
(min.)
= dT Time increment; Suggestion: 3.0 minutes
Primary Weir
-
3.00
121
=Cw Weir Coeficient
8.00
(feet)
= L Length of Weir along Crest
1.00
(feet)
= D Crest of weir to pond bottom
100yr 24hr
Post -Development Peak Runoff
Q=35x531x20=bOcfs
Q = A5 x 831 x 4.8 = 38 cfs
38.6 cfs
100 YR 24 HR CHAINSAW ROUTING APPLIED TO A SITE WITH
OUTFLOW CONTROLLED WITH CULVERT & OVERFLOW WEIR
INPUT DATA:
Secondary Weir
38.60 (cfs)
= Qp Peak RLnoffAfter Development
97
= CN SCS Curve number; After Development
5.00 (acres)
= A Area oftotal drainage
7.15 (inches)
= P Precipitation depth for 10 yr. 24 hr storm (SCS)
20,200
= Ks Constant in Stage -Storage Function
1.04
= b Constant (exponent) in Stage -Storage Function
4 (min.)
= dT Time increment; Suggestion: 3.8 minutes
Primary Weir
136
3.00
=Cw Weir Coeficient
8.00 (feet)
=L Length of Weir along Crest
1.00 (feet)
= D Crest of weir to pond bottom
Secondary Weir
Secondary Weir
Secondary Weir
Secondary Weir
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
3.00 =Cw Weir Coeficient
3.00
8.00 (feet) = L Length of Weir along Crest
8.00 (feet) =L Length of Weir along Crest
8.00 (feet) =L Length of Weir along Crest
8.00 (feet)
1.50 (feet) = D Crest of weir to pond bottom
1.50 (feet) = D Crest of weir to pond bottom
1.50 (feet) = D Crest of weir to pond bottom
1.50 (feet)
0.36 (in.) =S Ultimate soil storage
2.40 (in.) =Q* Runoff depth
(asterisk added to distinguish between discharge
43,552 (cu ft.) =Vol Volume ofrunoff
25 (mire.) = Tp Time to peak from time ofsignilicant rise
857.47 (ft.) =Z max OK
7.67 (cfs) = Q max OK
WHERE:
S- 1000-10
CN
O*- (P -0.2S)2
P + 0.8S
Vol, Q*A
Vol.
Tp 1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME ) INFLOW:i
t i Q
(min) (cfs)
STORAGE
i (c.£)
STAGE
Z
(Ft.)
TOTAL
Q
(cfs)
OUTFLOW
Primary ! Secondary
I Q Q
(cfs) (cfs)
Primary Secondary
Q Q
(cfs) (cfs)
Primary
Q
(cis)
6.73
(in.) =Q* Runoff depth
3 '
0.756
-
-
-
- -
6
2.9151
136
0.0
-
-
91
6.168
661
0.0
-
-
121
10.048
1,771
0.1
-
- -
151
14.001
3,580
0.2
-
- -
181
17.459
6,100
0.3
-
- -
211
19.928
9,242
0.5-
40
14.5 32,603
24 ;
21.052
12,829
0.6-
11.9 33,374
1.62
27
20.672
16,619
0.8
-
- -
30
18.842
20,340
1.0
0.0
0.0 ' -
33 +
16.180
23,729
1.2
1.6
1.6 1 -
36
13.821
26,345
1.3
3.8
3.81 -
39
11.806
28,155
1.4
5.5
5.5 ' -
42 '
10.085
_
29,284
1.4
6.7
6.7 -
45
8.614
29,885
1.5
7.4
7.4 -
48
7.359
30,099
1.5
7.7
7.71 -
51
6.286.
30,043
1.5
7.6
7.6 -
54
5.369
29,806
1.5
7.3
7.3 ; -
57 !
4.586
29,453
1.4
6.9
6.9 i -
60
3.918
29,030
1.4
6.5
6.5 j -
63
3.347
28,571
1.4
6.0
6.0 ! -
66
2.859
28,098
1.4
5.5
5.5 -
691
2.442
27,627 1
1.4
5.0
5.0 -
72 ;
2.086 '
27,167
1.3
4.5
4.5 -
Pre -Development 1 -yr 24 -hr Peak Runoff rate of 8A cfs is routed to a
to a post development rate of T1 cfs.
OUTPUT DATA:
0.36 (in.) =S Ultimate soil storage
2.98 (ire.) =Q* Runoffdepth
(asterisk added to distinguish between discharge "Q")
54,137 (cu ft.) =VoL Volume ofnuioff
26 (min) = Tp Time to peak from time of significant rise
857.62 (ft.) = Z max OK
12.74 (cfs) = Q max OK
WHERE:
S- 1000-10
CN
(P -0.2S)2
P + 0.8S
Vol.= Q *A
Vol.
Tp 1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min)
INFLOW STORAGE
Q
(cfs) (c.£)
STAGE
Z
(Ft.)
OUTFLOW
TOTAL
Q
(cfs)
Primary Secondary
Q Q
(cfs) (cfs)
Primary
Q
(cis)
6.73
(in.) =Q* Runoff depth
4
1.5 -
-
-
- -
8
12
5.5 353
11.3 1,681
0.02-
0.09-
0.00 -
-
161
17.3 4,382
0.23
-
- -
20
I 22.2 8,529
0.44
-
- -
241
24.9 13,861
1 0.70
-
- -
28
24.7 19,840
0.98
-
- -
32
21.7 25,776
1.26
3.3
3.3 -
36
! 17.8 30,207
1.47
7.8
7.8 -
40
14.5 32,603
1.58
11.3
10.7 0.6
44
11.9 33,374
1.62
12.7
11.71 1.0
48
9.7 33,166
1.61
12.3
11.5 j 0.9
52
7.9 32,532
1.58
11.2
10.6 ; 0.6
56
6.5 31,749
1.54
9.9
9.6 0.2
60
5.3 30,934
1.51
8.7
8.7 0.0
64
4.3 30,126
1.47
7.7
7.7 -
68
3.5 29,316
1.43
_
6.8
_
6.88
72
2.9 28,537
1.39
5.9
5.9 , -
76
2.4 27,805
1.36
5.2
5.2 -
80
, 1.9 27,130
1.33
4.5
4.5 I -
84
1.6 26,511
1.30
3.9
3.9-
88
1.3 25,949
1.27
3.4
3 4 -
92
1.1 25,440
1.25
3.0
3.0 -
96
0.9 24,980
1.23
2.6
1 2.6 -
OUTPUT DATA:
0.36 (in.) =S Ultimate soil storage
4.41 (in.) =Q* Runoff depth
(asterisk added to distinguish between discharge "Q")
80,092 (cu. ft.) =VoL Volume of runoff
30 (min.) = Tp Time to peak from time of significant rise
857.83 (ft.) = Z max OK
22.54 (cfs) = Q max OK
WHERE:
S - 1000 _ 10
CN
(P -0.2S)2
P + 0.8S
Vol.= Q *A
Vol.
Tp _ 1.39Qp
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min.)
INFLOW
Q
(cfs)
, STORAGE
(c.£)
OUTFLOW
STAGE TOTAL Primary Secondary
Z Q Q Q
(Ft.) (cfs) (cfs) (cfs)
OUTFLOW
TOTAL
Q
(cfs)
Primary
Q
(cis)
6.73
(in.) =Q* Runoff depth
0.3
_
-
(asterisk added to distinguish between discharge "Q")
--2
4
1.4
41
0.00 -
-
-
6
3.01
204
0.01 -
-
-
8
5.2
' 564
0.03 -
-
-
10
7.9
1,187
0.07 -
-
-
12
10.91
2,130
0.11 -
-
-
14
14.1
3,433
0.18 -
-
-
16
18
_ 17.4
20.6
5,123
7,210
0.27 -
0.37 -
-
-
-
-
20
23.7
9,685
0.49 -
-
-
22
26.4
12,524
0.63 -
-
-
24
28.6
15,687
0.78 -
-
-
26
30.3
19,120
0.95-
39,841
1.92
28
1 31.4
22,756
1.12 1.0
1.0
-
30
31.8
26,401
3.8
3.8
-
32
31.5
_
29,758
_1.29
1.45 7.3
7.3
-
34
30.6
32,668
1.59 11.4
10.8
0.6
36
29.0
34,965
1.69 16.0
13.9
2.1
38
26.9
36,528
1.77 19.5
16.1
3.3
40
24.7
37,419
1.81 21.6
17.5
4.1
42
22.6
37,788
1.83 22.5
18.0
4.5
_ 44
20.8
37,805
1.83 _ _ 22.5
18.0
4.5
46
19.1
37,592
1.82 22.0
17.7
4.3
48
17.5
_
37,237
1.80 21.1
_
17.2
4.0
OUTPUT DATA:
=Cw Weir Coeficient
= L Length of Weir along Crest
= D Crest of weir to pond bottom
IEN4
0
U
z
Q) 0
V; L
0 -�
(n -�
C
to
: c
0
a
cu
F-
(::)
0 0
ry
M
-4
00
0
-0 cY)
m Q
Y
i
to
C:
W
J
0.36
(in.) =S Ultimate soil storage
STORAGE
(c.f)
STAGE
Z
(Ft.)
OUTFLOW
TOTAL
Q
(cfs)
Primary
Q
(cis)
6.73
(in.) =Q* Runoff depth
(asterisk added to distinguish between discharge "Q")
1.0
-
-
-
-
122,237
(cu ft.) =Vol. Volume ofninoff
' 4.1
251
0.01
-
-
38
(mire.) = Tp Time to peak from time ofsignificant rise
! 8.8
, 1,230
0.07
-
-
858.05
(ft.) = Z maxO
14.6
, 3,331
0.18
Y
35.85
_
(cfs) = Q max
20.9
[i
0.35
-
Z
-
24
27.1
11,851
0.60
a
U
-
WHERE:
32.4
18,350
0.91
-
O
-
32
36.3
Z
1.28
C)
3.6
-
36
38.3
33,979
1.65
13.9
12.5
' 1.4
S CN -10
38.3
39,841
1.92
W_
itw
6.6
44
36.2
42,369
2.04
H
O:2
9.5
(P -0.2S)2
32.4
m
2.05
35.8
m J
9.9
P+0.8S
28.2
0
2.02
O
Z�
8.9
Vol.= Q* AO
24.6
40,621
1.96
Q
LLJ C)
W Q
7.4
Vol.
21.5
a-
1.90
W_
�W
(, 3:_
i 6.0
Tp 1.39Qp
18.7
Q_
1.84
23.4
LLJ
4.8
68
16.3
�
1.79
O
W
�
O
3.8
72
14.2
35,993
1.74
N
N
�
2.9
76
12.4
35,035
1.70
00
14.0
CHAINSAW ROUTING APPLIED TO A SITE WITH CULVERT AND OVERFLOW WEIR
TIME
t
(min.)
INFLOW
Q
(cfs)
STORAGE
(c.f)
STAGE
Z
(Ft.)
OUTFLOW
TOTAL
Q
(cfs)
Primary
Q
(cis)
_
Secondary
Q
(cfs)
4!
1.0
-
-
-
-
-
8
' 4.1
251
0.01
-
-
-
12
! 8.8
, 1,230
0.07
-
-
_-
16
14.6
, 3,331
0.18
-
-
20
20.9
6,830
0.35
-
-
-
24
27.1
11,851
0.60
-
-
-
28
32.4
18,350
0.91
-
-
-
32
36.3
26,125
1.28
3.6
3.6
-
36
38.3
33,979
1.65
13.9
12.5
' 1.4
40
38.3
39,841
1.92
27.8
21.2
6.6
44
36.2
42,369
2.04
34.9
25.4
9.5
48
32.4
42,696
2.05
35.8
26.0
9.9
52
28.2
41,866
2.02
33.4
24.61
8.9
56
24.6
40,621
1.96
29.9
22.5
7.4
60
21.5
39,351
1.90
26.5
20.4
i 6.0
64
18.7
38,147
1.84
23.4
18.6
4.8
68
16.3
37,028
1.79
20.6
16.9
3.8
72
14.2
35,993
1.74
18.2
15.4
2.9
76
12.4
35,035
1.70
16.1
14.0
2.1
80
10.8
34,148
1.66
14.3
12.8
1.5
84
9.4
33,324
1.62
12.6
11.7
1.0
88
8.2
32,556
1.58
11.2
10.7
0.6
92
7.2
31,836
1.55
10.0
9.8
0.3
96
6.3
1 31,156
1.52 1
9.0
8.9
0.1
S
D oil1�
fli 9
F 1.8
Z
14
.0.
fb
141
01A
5/13/16
JOB NO: KM.152V
SHEET:
C4z6

5'-8"
� �5'-0
IT0
m
J
B" WALL
DEDUCTIONS FOR {1) PIPE CY
PIPE SIZE CN I
RC
30" 0.139 1
0.185
36 " 0. 195 1
0.253
12" WALL
DEDUCTIONS FOR (1) PIPE CY
PIPE SIZE I CM I
RC
30" 1 0.18-4 1
0.279
36 1 0.261 1
0.390
QUANTITIES
"'
BASE H
PIERS
(CY) (CY PER FT HT)
(CY EA)
0.620 B "wall (.430)
0.006
12 "wall (. 642)
__
PLAN NOTES:
(WITHOUT TOP) 1 WALLDEPTH, FOR YARDL THE BRICK MASONRYETS TICAL
WALL THICKNESS WILL BE 12" BEGIN-
NING AT 4'-8" DEEP.
Y. I. COVER, 2. SECTION "B " OF THE PROPOSED WALL
Lwwi!_
STD. #442 SHALL BE B" THICK. SECTION "A" SHALL
BE 12" THICK.
X 5'
0 X WSO 3. IF PROP. STRUCTURE EXCEEDS 12'-0"
W E VERT. HEIGHT A DESIGN WILL BE REO.
FOR APPROVAL.
4. BRICK MASONRY CAN BE COMMON CLAY
BRICK, ✓UMBO BRICK OR CONC. BRICK.
m
8" X 6" 5. ALL MORTAR JOINTS ARE TO BE 112%
BRICK mi 0 3'-8" PIER @ EA. 6. CONC. BOTTOMS, WALLS, G PIERS SHALL
v CORNER BE PAID AS MASONRY DRAIN. STRUCTURE.
h y 2 COURSES 7. CONC. COVER TO BE PAID AS FURNISH 6
HIGH INSTALL 5' X 5' YARD INLET COVER, SEE
ulJ 2 8" COG STD. #442.
12" 8. YARD INLETS OVER 3'-6" IN DEPTH SHALL
PROVIDE STEPS 16" ON CENTER. STEPS
y cWrl SHALL BE IN ACCORDANCE WITH COG STD.
Q Q 0414. STEPS WILL BE IN ALIGNMENT
W L WITH THE LOCA TION OF THE RING 6 COVER
Q o IN THE COG STD. 0442 YARD INLET COVER.
Q O 9. WHEN CONSTRUCTING THIS STRUCTURE OVER
' I I AN EXIST. PIPE LINE, SAW CUT 6 REMOVE
A SECTION OF PIPE EGUAL TO THE
o PIPE j j PIPE DIAMETER OF THE STRUCTURE. POUR ASNEW
BOTTOM AS SHOWN AND CONSTRUCT THE NEW
STRUCTURE. NEW STRUCTURES ARE NOT TD
Do BE BUIL T ON TOP OF THE PIPE.
o CLASS A.--// SECTION X X FOR PRECAST CONCRETE MODELS OF THIS
CONCRETEW STRUCTURE, THE MANUFACTURER SHALL
s 3000 PSI, ( I TH TOP) STAMP OR STENCIL ITS LOGO OR NAME ON
THE INSIDE AND OUTSIDE OF THE STRUCTURE
BASE SLAB
C/ T Y O F G R E E N S B O R O
STANDARD 5' X 5' BRICK MASONRY STD. ND. REV.
YARD IX 441 °2 °7
O
NL
,ENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIMAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR N4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE G" WALLS AND BOTTOM SLAB. OVER
81-0" TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
m
O Z
O
Zco
H
i
N
-m m
�mz
C C) O
01
� = D
�W M
m N G)
N m
go
x
v
L7 m
r•L �
z
q O O O
ro"n-1cn
�z��pxD
=�DDm
05
Z H O% 02 �
�DyD
ca
O O '
z
SECTION Y -Y
RISER HT.
VARIES
0 6" -
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES
A
WHERE 42" TO 54"PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
S�
SECTION X -X
LL
0
0
I
Ln
i I ( @) I
COG STD. #411
RING 6 COVER
FL USH WI TH SURFACE
PLAN OF TOP SLAB
5' X 5' W10 X W10 W. W. F.
B" X B" BRICK
PIER AT EACH CORNER SUFFICIENT FOR 6' SQUARE
3" RADIUS \ 2 COURSES HIGH TOP SUPPORTED AT 4 CORNEAS
T
1 I .' ( FLOW ❑ OPENING ❑ _ III-)
i I Ed I I -III -I 1900 ooQo I I I I I I I I) I= I i
I I I -I I P9 I I COG STD. #441
YARD INLET
SIDE VIEW OF SLAB
NOTES.'
CONCRETE SHALL BE CLASS A, 3000 PSI.
TOP SHALL HAVE A SMOOTH FINISH. THE
MAITS LOGO
UITSHALL STAMP
ON AT
STENCIL
g YARD INLET COVER TO BE PAID AS FURNISH LEAST ONE EDGE OF THE TOP.
6 INSTALL 5' X 5' YARD INLET COVER
COG STD. #442
m
C/ T Y
OF G REENSB O R O
STANDARD 5' X 5' PRECAST CONCRETE STD. NO. REV.
YARD INLET COVER W 442
ITH RING & COVER 12-07
-B
1
C-
T / SECTION J -J
SEE NOTE-/ WHERE 30" TO 96" PIPE IS USED
J o A- - o o J
.01 H
B M
:9 c
'.cam
aw
m PLAN OF TOP SLAB SECTION S-
r
Zco
L- L
j
N
- m o g„ E a8 1,W," SARs #4 BAR
=mz I N
_ ��L
c C)> m
x
v 6J.
>* SECTION R -A
DOWEL
w
m i
Z 0
PLAN
/ a4 0
WHERE 42" TO 54" PIPE IS USED
N
YINIII!• DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEI6NT R WITH NO RISER
HEAD CAPACITY
r- -on co
PIPE
D
DIMENSIONS OF 60% AND PIPE
SPAN WIDTH WIDTH SPAN
A B C 0
eye.,
p
BAfl3-U
N0. LENOTH
II
BARS -W
N0. LENGTH'
R
CU. YDS. CONC. IN BOX
TOP BOTTOM m•
SLAB SLAB KL'
"'
Nr1
A
2-.g"
__ __
�
m
aw
m PLAN OF TOP SLAB SECTION S-
r
Zco
L- L
j
N
- m o g„ E a8 1,W," SARs #4 BAR
=mz I N
_ ��L
c C)> m
x
v 6J.
>* SECTION R -A
DOWEL
w
m i
Z 0
PLAN
/ a4 0
WHERE 42" TO 54" PIPE IS USED
PLAN
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2'§ AND UNDER
DEPRESSED GUTTER LINE
EXPANSION JOINT m
ISI
ELEVATION
NORMAL. CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT
TOP
.USE ON GRADES VER 2% E.
DEPRESSED GUTTER LINE
10" I 6,-01,
EXPANSION JOINT 1 - " I I MAX. -�
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
N
YINIII!• DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEI6NT R WITH NO RISER
HEAD CAPACITY
r- -on co
PIPE
D
DIMENSIONS OF 60% AND PIPE
SPAN WIDTH WIDTH SPAN
A B C 0
o�
p
BAfl3-U
N0. LENOTH
BARS -V
NO, LENGTH
BARS -W
N0. LENGTH'
TOTAL
LBS.
CU. YDS. CONC. IN BOX
TOP BOTTOM m•
SLAB SLAB KL'
L
U. v' :.•7 •::v ••.•7':rd '•
'
PLAN
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2'§ AND UNDER
DEPRESSED GUTTER LINE
EXPANSION JOINT m
ISI
ELEVATION
NORMAL. CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT
TOP
.USE ON GRADES VER 2% E.
DEPRESSED GUTTER LINE
10" I 6,-01,
EXPANSION JOINT 1 - " I I MAX. -�
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
41 0.180 0.386 2.387 0.297 0.401
' RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
z
O co
Q Q
H00Lj
LL- CL"2Z
0000=
cc
H U = O x0.
F�-
H
cnHLLOJ
Z O H
.1CL>
CL 1.4
O O
o Z
LL 1"i
c; N
3 m [L
= CL
C3 d
L0
G O
Z¢ W =
F H
co W -
= W N
co) 0r
J O
z V
MEET 1 OF 2
840.02
Z
00
F- Q
Q Q
H¢�v
LLJa1-'Z
O O O x
¢z
Q0
=010.1
W I_ LL O J
zoo¢
H>
0-"
Q O
¢
o Z
L- N
cs N uj
3 m IL
=a
ooL0
G V �
z ¢
H F �
07 W
x Ic N
co Z
J O
O
Z
W
N
YINIII!• DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEI6NT R WITH NO RISER
HEAD CAPACITY
r- -on co
PIPE
D
DIMENSIONS OF 60% AND PIPE
SPAN WIDTH WIDTH SPAN
A B C 0
YIN. HEIGHT
H
COVER
DIMENSION
E F
BAfl3-U
N0. LENOTH
BARS -V
NO, LENGTH
BARS -W
N0. LENGTH'
TOTAL
LBS.
CU. YDS. CONC. IN BOX
TOP BOTTOM m•
SLAB SLAB KL'
DEDUCTIONS
ONE PIPE
C.Y. R.C.
12"
3r O'_
2'-2" ._ ._
2-.g"
__ __
_. __
._
__
__
__
__
__ 0.255.
0.772
-0.015
0.028.
15"
3'-0"
2'-2"
3'-0'
�L
o
a CB -2000
1�" 2111 �
G
Z
�D m
- WATER FLOW -� SAG �- WATER FLOW �-
0.235
0.629
0.023 0.036
18"
3'-0"
2'-2".
3'-3"
R O
Z Q
�RAISED
ao
o
STD. NO.
REV.
STANDARD
0.235
0.087
0.033 0.049
24"
3'-0"
2'-2"
3'-8"
oZgco
a oaC i
co
0.235
1
0.059
0.085
30"
3'-0"
2'-2" 9'-4"
4'-3"
V-2" 4'-0"
4 1'-5"
2
5'-9"
3
3'-9"
39
0.123 0.321
1.433
0.092
0.127
36"
3'-0"
2'-2" 9'-10"
4 -8"
1'-8" 4'-0"
4 V-11"
3
3'-9"
3
9'-g"
43
0.161 0.358
1 .714
0.132
0.178
-2" 4'-6"
5 -3
1'-6" 9'•2"
4 1'-8"
2
2'-11"
3
2'-11"
32
0.112 0.318
1.738
0.180
0.243
2'•2" 5'-0"
6 -8
2'-0" 9'-2"
4 2'-9"
9
2' -it"
3
2'-11"
95
0 145 0 952
2052
0 236
0 917
54",
3'-0"
2'-2" 5'-7"
6'-3"
2'-7" 3'-2"
4 2,_10„
5
2,_11,•
3
2,_11„
41 0.180 0.386 2.387 0.297 0.401
' RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
z
O co
Q Q
H00Lj
LL- CL"2Z
0000=
cc
H U = O x0.
F�-
H
cnHLLOJ
Z O H
.1CL>
CL 1.4
O O
o Z
LL 1"i
c; N
3 m [L
= CL
C3 d
L0
G O
Z¢ W =
F H
co W -
= W N
co) 0r
J O
z V
MEET 1 OF 2
840.02
Z
00
F- Q
Q Q
H¢�v
LLJa1-'Z
O O O x
¢z
Q0
=010.1
W I_ LL O J
zoo¢
H>
0-"
Q O
¢
o Z
L- N
cs N uj
3 m IL
=a
ooL0
G V �
z ¢
H F �
07 W
x Ic N
co Z
J O
O
Z
W
h
C3 z
HMo - 43„ ZUSE AND 0�
�1� 0 oz NOTE: UNLESS OTHERWISE""NOTED,"G" GRATE P +{���d-" p U
IT, -1 B ^ II ^ OOoiZ
oT7D
0m 2- AH 2 n Lu U-:
t-
z�oo-cn" - ---� (-- N� NT~n�LLO_j
C> ==Z _ _ SECTION LL SECTION - dM OO��
Q o
D D A �_ _� A ALIGN FRAME WITH INSIDE 13y8 Z H f> -r
N O O o EDGE OF WALL TO ALLOW L
I� W p
Z �0 FOR VERTICAL ADJUSTMENT .':v; -� 1„ �A ' p
WALL SECTION '0•'
0 0��
SECTION - BB T
B
SECTION - PP SECTION - NN
PLAN " Z
z FRAME, GRATE, & HOOD ASSY J �N -� SII f idl O O O
¢ r ��� I �_ u -Om
O , , S"1 - c7 Z
m m x _ z C v
z 0 3'-0„ - c e 1 4" o, Q Z Q
-co 1 01 - ¢av
D v K K- N N N 1 1 0i O (� ¢
zM> L M �- ¢WQ
y p SECTION - AA p H Z
O
Z 4c Q
DZ L M " �"� 7,1 a vcoz
pZ J FRAME PLAN SECTION - JJ c= W O
1.jf. I� R 311 R Z
UJ Z "u
-� e O
n gn > 1" 21-0„ s.1 � n � LL
3A" 31.0"1 31�2n„ O
T494- - KK 2'--111"
HEET 1 OF 2 1 R SHEET 1 OF 2
1840.031 HOOD ELEVATION SECTION - RR 840.03
v m
-I
H Z
D H o �
N
rr
2'-1131$" f� 24/4
1%2"
HEAD CAPACITY
r- -on co
BRICK MASONRY CAN BE STAAVAR9 LYAY
B
LLJ10L
1"
2.6 cfs
rP� 14
9
O O MO L :
x m D m
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zMcp
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II II It 11 it II
TYPE G TYPE E TYPE F
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3"
4.5 cfs
-n
OOI..r
VIA
co 00.1
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6"
6.4 cfs
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STRlf7WE. NEN STRUCTURES ATE NOT TO BE
B 11/2"
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w o
USF -4137-6237
-----------------------
12"
9. 05 cfs
�L
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a CB -2000
1�" 2111 �
G
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D H
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V-4867
SECTION A -A
D C/ T Y
O F G REENS
B O
R O
Z Q
�RAISED
ao
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STD. NO.
REV.
STANDARD
24" X 36" GRATE AND FRAME
/ts HIGH �.I
434
os-oa
A (HEAVYWEIGHT)
C3 z
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IT, -1 B ^ II ^ OOoiZ
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B
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PLAN " Z
z FRAME, GRATE, & HOOD ASSY J �N -� SII f idl O O O
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m m x _ z C v
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pZ J FRAME PLAN SECTION - JJ c= W O
1.jf. I� R 311 R Z
UJ Z "u
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HEET 1 OF 2 1 R SHEET 1 OF 2
1840.031 HOOD ELEVATION SECTION - RR 840.03
v m
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DETAIL SHOWING TYPES GRATES
USE ACCORDING TO WATERER FLOW.
rr
2'-1131$" f� 24/4
1%2"
0 0
r -I y.
a
r- -on co
BRICK MASONRY CAN BE STAAVAR9 LYAY
B
LLJ10L
r"Z-1x0
FOR DEPTHS OVER 3'-6' LSE STEPS ON 18"
SHALL BE IN ACCORDANCE
rP� 14
2i
000x
O O MO L :
x m D m
o
zMcp
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II II It 11 it II
TYPE G TYPE E TYPE F
�.
T
A A " T rr
I 9�
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co 00.1
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STRlf7WE. NEN STRUCTURES ATE NOT TO BE
B 11/2"
i1-1-rr
I.-:>
w o
THIS STAAVAogD ORAMAIG ALSO APPLIES TO
-----------------------
II
1•if-i811
I~ `9 SECTION B -B
PRECAST CONCRETE INLETS IS SUBJECT TO THE
�L
o
------------------"--------•------
1�" 2111 �
G
Z
�D m
- WATER FLOW -� SAG �- WATER FLOW �-
D H
O
o Q
co r
m m o
SECTION A -A
= DD
z x
Z x
TYPE "F" TYPE "E" TYPE "G"
TYPE - E
Z Q
�RAISED
ao
o
FLOW ARROW 2� „
DoE vy
RAISED FLOW ARROW 2341 �.-
1i�ll
/ts HIGH �.I
N Q
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HIGH 1
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GLU
HQ
oZgco
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2'-1134 4 4-
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2'-1141'
W U= �
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itbrr ii,r_n 7�"
{iiu
134" SECTION A -A
X81,
TYPE - F
TYPE G SECTION A -A
MET 2 OF 2
ISHEET 2 of 2
1840.031
1840.03
NO TES:
I I BRICK MASONRY SHALL BE
I I COMMON CLAY BRICK, ✓UMBO
I I BRIO OR CONCRETE BRICK.
I I CONCRETE BOTTOMS SHALL
BE PAID AS BRICK MASONRY.
* Q - - - - ALL MORTAR JOINTS ARE
TO BE 1/2 " t 1/8 ".
FOR DEPTHS OVER 3 ' -6 "
USE STEPS ON 16 " CENTERS.
I STEPS SHALL BE IN ACCORD-
ANCE WITH COG STD. 0414.
CO
FOR PRECAST CONCRETE MODELS OF THIS
B " 35_314.
B=_
" STRUCTURE, THE MANUFACTURER SHALL
STAMP OR STENCIL ITS LOGO OR NAME ON
171-3/4" THE INSIDE AND OUTSIDE OF THE STRUCTURE.
PLAN
COG STD. #434
QUANTITIES
GRATE 6 FRAME111 J
I
I
I
SECTION A -A
a
a
CT Y O F G R E E N S B O R O
/
STANDARD BRICK MASONRY DROP
08-02
INLET
NO. REV.
q INLET FOR 24 " X 36 " GRATE 435 -0;
BASE X.
EXPANSION
✓DINT (TMP.)
COG STD. #412
-
4 - - - - - - - - - -
N07ES'
H' (PER FT. HEIGHT)
ALL MORTAR JOINTS ARE TO BE 1/2" 1 1/8".
0.310 CY4�
BRICK MASONRY CAN BE STAAVAR9 LYAY
0.032
BRICK, JUMBO BRICK OR CO&AFTE BRICK.
UVA.03'
1
FOR DEPTHS OVER 3'-6' LSE STEPS ON 18"
SHALL BE IN ACCORDANCE
rP� 14
CENTERS. STEPS
KITH COG STD. 5414.
0.065
24 "
-6
A'AE7V CONSTRUCTING THE STRUCTURE OVER
AN EXISTING PIPE LINE SAA° CUT ANO REMOVE
A SECTION OF PIPE EQUAL TO THE INSIDE
DIAMETER OF 77E STRUCTURE. POUR A PEN
BOTTOV AS SHaW AND CONSTRUCT THE AEN
STRlf7WE. NEN STRUCTURES ATE NOT TO BE
BUILT ON T6P OF THE PIPE.
THIS STAAVAogD ORAMAIG ALSO APPLIES TO
PRECAST CONCRETE Cu7RY INLETS. THE USE OF
�
PRECAST CONCRETE INLETS IS SUBJECT TO THE
POLICY STATEAENT FOR THE USE OF PRECAST
CONCRETE DRAINAGE STRUCTURES IN CITY
MAINTAINED STORM MAER SYSTEM' AVAILABLE
IN THE REVISED "2007 STOW+! DRAINAGE bE516N
MANUAL' ON PE STOWWMATER MANAGEMENT
hF85ITE
1
FOR ACAST CONCRETE MODELS OF THIS
STRUCTURE TIE MAMFACRU�R SMALL
A
MW OlV
OW 7H
S> LF
AW�OU75IDE OFOF SE
-
4 - - - - - - - - - -
Y.)
H' (PER FT. HEIGHT)
0.261
0.310 CY4�
DEDUCTIONS FOR ONE PIPE
PIPE SIZE
C. M. P.
R. C. P.
12"
0.020
0.032
15"
0. 031
0.047
18"
0..044
0.065
24 "
0.078
0.122
5'-10 - (#4021
7'-4" (#403)
(#402) COG STD. 0411 STONE
3'-8' (#403) RING 6 COVER 6" BASE
=.•_--- 'mer. -�'- � - _ _
v V
5' v v.
_ H
4� g 8" 4' VCP
(#402) LO
8" 6'-0" (5403)
2'-3'
FLOW
1 " PER FT. I 1 " PER FT
'•e' -_L
CLASS B MORTAR
OR CONC.
CONCRETE;
2500 PSI SECTION A -A SEMON 8-8
I (F It
`C
/T Y OF 0REENSB0R0
STD. NO. REV.
STANDARD BRICK MASONRY CURB INLET 402 n °OB -99213 077
I I
COG STD. #412 OR #428
CUT{B INLET TOP
STANDARD CURB INLET THROA T
FOR 2'-6" CURB B GUTTER
CDG STD. 1
412 (A4 #428
CURB TETLEY TOP
� '�. +'. 0•x_4-- .
B"
STANDARD CURB INLET THROA T
FOR 2'-0" CURB &GUTTER
C14
C/ T Y OF GREENSBORO
STANDARD BRICK MASONRY STD. NO. REV.
CURB INLET MAMA T) �® oe-92 13-a8
26_70,-07 12-09
lit -0
z�W=
:•L
+n
ss
�g
G
Q
M
S
®s
DATE: 5/13/J6
FILE: M+1DN.U'�Gi0R1/G4GIY�7A
DRAWN BY- KED
Jos No: KM -16217
SKEET:
C4.7
LL
O
O
�
ss
�g
G
Q
M
S
®s
DATE: 5/13/J6
FILE: M+1DN.U'�Gi0R1/G4GIY�7A
DRAWN BY- KED
Jos No: KM -16217
SKEET:
C4.7

REQUIRED
RAISED LETTERING
3/4"
(2) OPEN
PICKHOLES
C/O TOP (TOP VIEW)
8 1/4- DIA
6 3/4" DIA
�95/16" DIA ---.
13 1/4" DIA=
C/O BASE
(SECTION VIEW)
8" DIA 1='
4`''
C/O TOP (SECTION VIE)
NO TES.
I. LOAD BEARING7
CLEAN -OU 70 8E <NSTALLED. M LOAD BEARING AREAS AS DESILYVA7ED BY
1Nf DESIGN ENGINEER OR FIELD ENGINNER
2. THE- wrANOUr A
SSEMBY S TO BE SET A MIN. 1/2' NO 7HAM 4; FROM NE [DAD
EATER
BE4MNO ASSEMBLY COVER. '
3. 77IE DESIGN SHOULD BE A: HEAVY DUTY TYPE,. GRAY IRON (ASTM A48 CC35B),, WITH A.
DIPPED COAING.
4. A 15 XI5" CONCRETE PAHO IS REQUIRED FOR '7HE BASE. :THE CONCR£7E:PAD HILL NEED :TO
BE 9' THICK (GIBES 2" OF CONCRETE UNDERNEATH THE 7" TALL BASE).
B ALL CASANGS SHALL MEET THE NVUIREMEN7S OF AASHTO M306.
6. THE CLEAN-OUT COVER AND COVER BASE SHALL B£ HEAVY DUTY SUCH AS E✓ MODEL
029652JAOI OR COG PRE -APPROVED EQUIVALENT.
7. CLEAN-OUT MAYBE REQUIRED TO BE 'MADE 1N U.SA." F FEDERAL FUNDS ARE 1NVOLWD:: t,
C/ TY OF GREENSBORO
CLEANOUT (C/O) ASSEMBLY. STD. Alli. REV,
LOAD SEARING 1 224 2-1
TI
rn
CMZ
M
G)
m CA =
N CAI
CD�Z
n A
Nmo
m m Z
Z C)
°vim
ao
CD
FOR 8AR SIZE
ELEVATION
PLAN
I 4"
51Zr5 3" - 8''
P2 PUCr-P FFF:55U:� PACKR-OW ppF_VF_N1'F_12
A130VF- CKOUN12 IN5TA_L_A110N
"HEAT SOURCE RECOMMENDED"
1 �1. NOTE!
DITCH MUST REMAINOPEN UNTIL THE BACKFLOW
IS INSPECTED BY WATER RESOURCES PERSONNEL
D.I.P. REQUIRED FROM MINIMUM OF 2' OF D.I.P.
METER TO BACKFLOW ON OUTLET SIDE OF BACKFLOW
1. THE BACKFLOW DEVICE SHALL BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
2. ALL REDUCED PRESSURE BACKFLOW DEVICES SHALL BE INSTALLED ABOVE GROUND,
IN A HORIZONTAL POSITION.
3. SHUT OFF VALVES SHALL BE RESILIENT SEAT WITH FLANGED ENDS AND HANDWHEEL.
4. .ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO
CONFORM TO ANSI/AWWA C550, OR MANUFACTURED OF STAINLESS STEEL.
5. THE BACKFLOW DEVICE SHALL HAVE 4 TEST COCKS WITH ONE INSTALLED ON THE CITY
SIDE OF THE INLET GATE VALVE.
6. FOR A LIST OF APPROVED BACKFLOW DEVICES CALL METER SERVICES AT [phone]
7. APPROVED ABOVE GROUND ENCLOSURES: "HOT BOX". HYDROCOWL, SAFE -T -COVER, SMI
6 -HPD 880-EHPZD 8110-EHPZD 8155-EHAZD OR BFP MODEL 80 -APO
MODEL B 8 E Z
( # ) #3
640 -APD, 800 -APD, 950 -APD OR 1150 -APD. ENCLOSURE MUST HAVE A DRAIN.
8. A FLOOR DRAIN IS REQUIRED IF INSTALLED INSIDE OF A BUILDING.
9. TANDEM BACKFLOWS REQUIRED IF SERVING MULTIPLE USERS OR SERVICE CANNOT BE
INTERRUPTED.
DATE:
REDUCED PRESSURE
tl CITY OF GREENSBORO
GSO-15
6-15-88
11 BAC"LOW PREVENTER
6
MINIMUM
REVISED:
TYPE:
TER SSfiOU CES
SCALE:
z-s-1zNOT
8" - 8"
IF
SCALE
• THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
IZy �r V
LL. J d 1•-1 Z
v3�
Q UJ a
LL1 IL
G LL1 N
� � n
zz=
Q 0 H
;v
N
_ � r
wy Lu
1-4(D V Z
W = W
CCO
LL
.DIP REQUIRED FROM
METER TO BACKFLOW
6•
DOUBLE CHECK VALVES
3"-8"
MINIMUM - 2' OF
D.I.P. ON OUTLET
SIDE OF BACKFLOW
12'
6'-0' MIN.
7'-0' MAX
mlla:-asmrQr
6• SUPMM Ts
POURED CONCRETE / a DRAIN
FLOOR OR PRECAST J
FLOOR PANEL NOTE:
THE DITCH MUST REMAIN OPEN UNTIL BACKFLOW
IS INSPECTED BY WATER RESOURCES PERSONNEL.
1. THE BACKFLOW DEVICE MUST BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
2. SHUT-OFF VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH FLANGED ENDS AND HANDWHEEL.
3. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO CONFORM WITH
ANSI/AVWA C550, OR MANUFACTURED OF STAINLESS STEEL
4. THE BACKFLDW DEVICE SHALL HAVE FOUR (4) TEST COCKS WITH ONE INSTALLED ON THE CITY SIDE
OF THE INLET GATE VALVE.
5. AN ABOVE GROUND ENCLOSURE CAN BE USED, AS PER CITY SPECIFICATIONS.
6. A FOUR INCH GRAVITY FLOOR DRAIN SHALL BE PROVIDED, OR A 2' SUMP PUMP, INSTALLED IN A 12'
SQUARE BY 12' DEEP SUMP BASIN.
7. VAULT TOPS SHALL BE ONE PIECE, REINFORCED CONCRETE (SEPARATE UNIT FROM THE VAULT) WITH
ACCESS DOOR CAST IN. ACCESS DOOR TO BE 36'x36' ALUMINUM WITH SPRINGS AND SLAM LOCK
MECHANISM. ALL HARDWARE MANUFACUTRED OF STAINLESS STEEL. USE U.S. FOUNDRY APS 300 OR
APPROVED EQUAL. DOOR SHALL OPEN TO THE CENTER OF THE VAULT.
B. VAULT WALLS SHALL BE 6' PRECAST WALL SECTIONS, OR 8' BLOCK. IF BLOCK WALLS ARE USED,
COAT OUTSIDE OF WALLS WITH THORO-SEAL, OR APPROVED EQUAL.
9. TANDEM BACKFUOWS REQUIRED IF SERVING MULTIPLE USERS OR IF SERVICE CANNOT BE INTERRUPTED.
10. ALL DOUBLE CHECK VALVES SHALL BE INSTALLED IN A HORIZONTAL POSITION, EXCEPT FOR THOSE
UNITS APPROVED FOR VERTICAL INSTALLATION.
11, A FLOOR DRAIN IS REQUIRED IF UNIT IS INSTALLED IN A PAVED AREA OR INSIDE OF A BUILDING.
12. FOR A LIST OF APPROVED BACKFLOW DEVICES CALL METER SERVICES AT [phone].
CITY OF GREENSBORO DOUBLE CHECK VALVES GSO-14
WATER RESOURCES DEPT. 311 - 8" REVISED
2-3-12
8" THICK, 3,000 PSI CONCRETE PAD
REINFORCED WITH 6'x6'.W1.4 WWF
ON COMPACTED EARTH. SLOPE 1/8"
PER FOOT.
10'-0"
SECTION "A"
FILL WITH
CONCRETE
6" I.D. STANDARD
STEEL PIPE
8'-0"
- I
to
iy
CITY OF GREENSBORO
DUMPSTER PAD - SECTION A STD. NO. REV.
1003 9(12/07
m
N
Z
ENDWALL DIMENSIONS
USF -4137-6237
CB -2000
g V-4867
OO
FT.
MINIMUM
M
Q
MIN./MAX.
NOTES:
Q
MIN./MAX.
PIPE DIA.
Q
D 6"
• THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
IZy �r V
LL. J d 1•-1 Z
W1
838.39, 838.51, 838.57, 838.63 AND 838.69.
0 ¢ 0 =
#5 0
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q Q LL 3
1 0"
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
U CC O (D
5.50/6.00
* USE 4000 PSI CONCRETE.
H = F Z W
8"
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
CO) ALL 0 J
-
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMINGp
0 " Q
O 1
TO ASTM A185 WITH 2" MIN. CLEARANCE.
Z 1-4
1 H2
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
d H
3.50/3.75
OSHA STANDARD 1926.704.
LU
i
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
1
O
LJ:
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM (913.
4.00/4.25
- - - -
t
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR AEBAR
#5 @
1-
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
4.00/6.00
2.00/3.00
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
10.00/11.50
6.= 6" o.o.(TYP.)
#5 @
8"
REFER TO CHART
5.00/6.00
3
FOR BAR SIZE
11.50/11.75
3.5
#5 @
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J y
SIDE
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
6.00/6.75
12.00/13.25
4.0
a C
v3�
Q UJ a
LL1 IL
G LL1 N
� � n
zz=
Q 0 H
;v
N
_ � r
wy Lu
1-4(D V Z
W = W
CCO
LL
.DIP REQUIRED FROM
METER TO BACKFLOW
6•
DOUBLE CHECK VALVES
3"-8"
MINIMUM - 2' OF
D.I.P. ON OUTLET
SIDE OF BACKFLOW
12'
6'-0' MIN.
7'-0' MAX
mlla:-asmrQr
6• SUPMM Ts
POURED CONCRETE / a DRAIN
FLOOR OR PRECAST J
FLOOR PANEL NOTE:
THE DITCH MUST REMAIN OPEN UNTIL BACKFLOW
IS INSPECTED BY WATER RESOURCES PERSONNEL.
1. THE BACKFLOW DEVICE MUST BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
2. SHUT-OFF VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH FLANGED ENDS AND HANDWHEEL.
3. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO CONFORM WITH
ANSI/AVWA C550, OR MANUFACTURED OF STAINLESS STEEL
4. THE BACKFLDW DEVICE SHALL HAVE FOUR (4) TEST COCKS WITH ONE INSTALLED ON THE CITY SIDE
OF THE INLET GATE VALVE.
5. AN ABOVE GROUND ENCLOSURE CAN BE USED, AS PER CITY SPECIFICATIONS.
6. A FOUR INCH GRAVITY FLOOR DRAIN SHALL BE PROVIDED, OR A 2' SUMP PUMP, INSTALLED IN A 12'
SQUARE BY 12' DEEP SUMP BASIN.
7. VAULT TOPS SHALL BE ONE PIECE, REINFORCED CONCRETE (SEPARATE UNIT FROM THE VAULT) WITH
ACCESS DOOR CAST IN. ACCESS DOOR TO BE 36'x36' ALUMINUM WITH SPRINGS AND SLAM LOCK
MECHANISM. ALL HARDWARE MANUFACUTRED OF STAINLESS STEEL. USE U.S. FOUNDRY APS 300 OR
APPROVED EQUAL. DOOR SHALL OPEN TO THE CENTER OF THE VAULT.
B. VAULT WALLS SHALL BE 6' PRECAST WALL SECTIONS, OR 8' BLOCK. IF BLOCK WALLS ARE USED,
COAT OUTSIDE OF WALLS WITH THORO-SEAL, OR APPROVED EQUAL.
9. TANDEM BACKFUOWS REQUIRED IF SERVING MULTIPLE USERS OR IF SERVICE CANNOT BE INTERRUPTED.
10. ALL DOUBLE CHECK VALVES SHALL BE INSTALLED IN A HORIZONTAL POSITION, EXCEPT FOR THOSE
UNITS APPROVED FOR VERTICAL INSTALLATION.
11, A FLOOR DRAIN IS REQUIRED IF UNIT IS INSTALLED IN A PAVED AREA OR INSIDE OF A BUILDING.
12. FOR A LIST OF APPROVED BACKFLOW DEVICES CALL METER SERVICES AT [phone].
CITY OF GREENSBORO DOUBLE CHECK VALVES GSO-14
WATER RESOURCES DEPT. 311 - 8" REVISED
2-3-12
8" THICK, 3,000 PSI CONCRETE PAD
REINFORCED WITH 6'x6'.W1.4 WWF
ON COMPACTED EARTH. SLOPE 1/8"
PER FOOT.
10'-0"
SECTION "A"
FILL WITH
CONCRETE
6" I.D. STANDARD
STEEL PIPE
8'-0"
- I
to
iy
CITY OF GREENSBORO
DUMPSTER PAD - SECTION A STD. NO. REV.
1003 9(12/07
m
N
RING 6 COVER
ENDWALL DIMENSIONS
USF -4137-6237
CB -2000
g V-4867
42"
FT.
MINIMUM
MIN./MPJ(.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
Ht(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 0
8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @
8"
1.25/2.00
3.00/3.75
1.25/2.00
3_50/3.75
6.5016.75
1.50
#5 @
8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @
8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.5018.25
2.5
#5 @
8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @
8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @
8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @
8"
3.50/4.50
6.5017.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @
8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @
8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @
8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00115.75
6.0
#5 111
8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
v3�
Q UJ a
LL1 IL
G LL1 N
� � n
zz=
Q 0 H
;v
N
_ � r
wy Lu
1-4(D V Z
W = W
CCO
LL
.DIP REQUIRED FROM
METER TO BACKFLOW
6•
DOUBLE CHECK VALVES
3"-8"
MINIMUM - 2' OF
D.I.P. ON OUTLET
SIDE OF BACKFLOW
12'
6'-0' MIN.
7'-0' MAX
mlla:-asmrQr
6• SUPMM Ts
POURED CONCRETE / a DRAIN
FLOOR OR PRECAST J
FLOOR PANEL NOTE:
THE DITCH MUST REMAIN OPEN UNTIL BACKFLOW
IS INSPECTED BY WATER RESOURCES PERSONNEL.
1. THE BACKFLOW DEVICE MUST BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
2. SHUT-OFF VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH FLANGED ENDS AND HANDWHEEL.
3. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO CONFORM WITH
ANSI/AVWA C550, OR MANUFACTURED OF STAINLESS STEEL
4. THE BACKFLDW DEVICE SHALL HAVE FOUR (4) TEST COCKS WITH ONE INSTALLED ON THE CITY SIDE
OF THE INLET GATE VALVE.
5. AN ABOVE GROUND ENCLOSURE CAN BE USED, AS PER CITY SPECIFICATIONS.
6. A FOUR INCH GRAVITY FLOOR DRAIN SHALL BE PROVIDED, OR A 2' SUMP PUMP, INSTALLED IN A 12'
SQUARE BY 12' DEEP SUMP BASIN.
7. VAULT TOPS SHALL BE ONE PIECE, REINFORCED CONCRETE (SEPARATE UNIT FROM THE VAULT) WITH
ACCESS DOOR CAST IN. ACCESS DOOR TO BE 36'x36' ALUMINUM WITH SPRINGS AND SLAM LOCK
MECHANISM. ALL HARDWARE MANUFACUTRED OF STAINLESS STEEL. USE U.S. FOUNDRY APS 300 OR
APPROVED EQUAL. DOOR SHALL OPEN TO THE CENTER OF THE VAULT.
B. VAULT WALLS SHALL BE 6' PRECAST WALL SECTIONS, OR 8' BLOCK. IF BLOCK WALLS ARE USED,
COAT OUTSIDE OF WALLS WITH THORO-SEAL, OR APPROVED EQUAL.
9. TANDEM BACKFUOWS REQUIRED IF SERVING MULTIPLE USERS OR IF SERVICE CANNOT BE INTERRUPTED.
10. ALL DOUBLE CHECK VALVES SHALL BE INSTALLED IN A HORIZONTAL POSITION, EXCEPT FOR THOSE
UNITS APPROVED FOR VERTICAL INSTALLATION.
11, A FLOOR DRAIN IS REQUIRED IF UNIT IS INSTALLED IN A PAVED AREA OR INSIDE OF A BUILDING.
12. FOR A LIST OF APPROVED BACKFLOW DEVICES CALL METER SERVICES AT [phone].
CITY OF GREENSBORO DOUBLE CHECK VALVES GSO-14
WATER RESOURCES DEPT. 311 - 8" REVISED
2-3-12
8" THICK, 3,000 PSI CONCRETE PAD
REINFORCED WITH 6'x6'.W1.4 WWF
ON COMPACTED EARTH. SLOPE 1/8"
PER FOOT.
10'-0"
SECTION "A"
FILL WITH
CONCRETE
6" I.D. STANDARD
STEEL PIPE
8'-0"
- I
to
iy
CITY OF GREENSBORO
DUMPSTER PAD - SECTION A STD. NO. REV.
1003 9(12/07
m
N
RING 6 COVER
m #4@7" O.C.
USF -4137-6237
CB -2000
g V-4867
42"
@ #6@7" O.C.
S"
3"
12"
2.6 cfs
4.5 cfs
cfs
9.05 cfs
k1 Q m
OF GREENSBORO
#4@7" O.C.
NOTES -
!Z1
#6@7" O.C.
H U
- v
#4@7" O.C.
24" X 36" GRATE AND FRAME
(HEAVYWEIGHT)
STD. W.
a
s
434
1 " COVER
IT)
" COVER
ci
0
CONCRETE SHALL BE CLASS AA,
PSI AS PER ASTM C-476.
Wim=
ccH
ZU
4000
X
8206
N 2
W
00
c�
ASTM C-185 (4' DIA) OR ASTM
"0" RING
Aa,
C-478 (5' DIA).
✓DINT_
11101
______
- W - - T.:
o
MANHOLES OVER 3'-6" IN DEPTH
ct
z
a
W
SHALL BE PROVIDED WITH STEPS
U)
4'-0" I. D. (8200)
o ^ o
yQ
m
5"
ombo L-
SECTION 8-8
6 1/2" 2'-10 1/2"
3
„e;Ne Q
01
vom
ak
PLAN
3'R-\
NO TES:
1.
CONCRETE: 28 DAY COMPRESSIVE
CONCRETE: 28 DAY COMPRESSIVE
STRENGTH f 'c = 4, 500 psi
STRENGTH f 'c = 4, 500 psi
2.
REINFORCING.' ASTM A-615, GRADE 60
5"
3.
ALL COVER TO REINFORCING IS 1"
ALL COVER TO REINFORCING IS 1"
4.
ALL STEEL CUT OUT FOR OPENINGS
A LL STEEL CUT OUT FOR OPENINGS
WILL BE REPLACED, 1/2 THE
#6 @ 7" o.c. SECTION A ,q #4 @ 7" D.C.
T-
OPENINGCING ON EACH SIDE OF
REINFORCING ON EACH SIDE OF
5.
FOR COMMERCIAL AND INDUSTRIAL
p
INTERSECTIONS USE STD. #412-H
N THE MANUFACTURER SHALL STAMP OR STENCIL
ITS LOGO OR NAME IN TWO LOCATIONS ON
#4@7" D.C. SECTION 4-4 #6@7" O.C.
a
6.
THE SIDE OR REAR EDGES OF TRA USE ON HE TOP. '/4ce
21
mer 1 4
INTERSECTIONS.
THE MANUFACTURER SHALL STAMP OR STENCIL
CITY OF GREENSBO
R O
THE SIDE OR REAR EDGES OF THE TOP. FM UM ON #403
STD. NO.
REV.
STANDARD PRECAST CONCRETE
N S B O R O
412
12-07
oa-oe
s CURB INLET TOP FOA STD* #402 CURB INLET
�
STANDARD PRECAST CONCRETE
oe-oe
v3�
Q UJ a
LL1 IL
G LL1 N
� � n
zz=
Q 0 H
;v
N
_ � r
wy Lu
1-4(D V Z
W = W
CCO
LL
.DIP REQUIRED FROM
METER TO BACKFLOW
6•
DOUBLE CHECK VALVES
3"-8"
MINIMUM - 2' OF
D.I.P. ON OUTLET
SIDE OF BACKFLOW
12'
6'-0' MIN.
7'-0' MAX
mlla:-asmrQr
6• SUPMM Ts
POURED CONCRETE / a DRAIN
FLOOR OR PRECAST J
FLOOR PANEL NOTE:
THE DITCH MUST REMAIN OPEN UNTIL BACKFLOW
IS INSPECTED BY WATER RESOURCES PERSONNEL.
1. THE BACKFLOW DEVICE MUST BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
2. SHUT-OFF VALVES SHALL BE RESILIENT SEATED GATE VALVES WITH FLANGED ENDS AND HANDWHEEL.
3. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO CONFORM WITH
ANSI/AVWA C550, OR MANUFACTURED OF STAINLESS STEEL
4. THE BACKFLDW DEVICE SHALL HAVE FOUR (4) TEST COCKS WITH ONE INSTALLED ON THE CITY SIDE
OF THE INLET GATE VALVE.
5. AN ABOVE GROUND ENCLOSURE CAN BE USED, AS PER CITY SPECIFICATIONS.
6. A FOUR INCH GRAVITY FLOOR DRAIN SHALL BE PROVIDED, OR A 2' SUMP PUMP, INSTALLED IN A 12'
SQUARE BY 12' DEEP SUMP BASIN.
7. VAULT TOPS SHALL BE ONE PIECE, REINFORCED CONCRETE (SEPARATE UNIT FROM THE VAULT) WITH
ACCESS DOOR CAST IN. ACCESS DOOR TO BE 36'x36' ALUMINUM WITH SPRINGS AND SLAM LOCK
MECHANISM. ALL HARDWARE MANUFACUTRED OF STAINLESS STEEL. USE U.S. FOUNDRY APS 300 OR
APPROVED EQUAL. DOOR SHALL OPEN TO THE CENTER OF THE VAULT.
B. VAULT WALLS SHALL BE 6' PRECAST WALL SECTIONS, OR 8' BLOCK. IF BLOCK WALLS ARE USED,
COAT OUTSIDE OF WALLS WITH THORO-SEAL, OR APPROVED EQUAL.
9. TANDEM BACKFUOWS REQUIRED IF SERVING MULTIPLE USERS OR IF SERVICE CANNOT BE INTERRUPTED.
10. ALL DOUBLE CHECK VALVES SHALL BE INSTALLED IN A HORIZONTAL POSITION, EXCEPT FOR THOSE
UNITS APPROVED FOR VERTICAL INSTALLATION.
11, A FLOOR DRAIN IS REQUIRED IF UNIT IS INSTALLED IN A PAVED AREA OR INSIDE OF A BUILDING.
12. FOR A LIST OF APPROVED BACKFLOW DEVICES CALL METER SERVICES AT [phone].
CITY OF GREENSBORO DOUBLE CHECK VALVES GSO-14
WATER RESOURCES DEPT. 311 - 8" REVISED
2-3-12
8" THICK, 3,000 PSI CONCRETE PAD
REINFORCED WITH 6'x6'.W1.4 WWF
ON COMPACTED EARTH. SLOPE 1/8"
PER FOOT.
10'-0"
SECTION "A"
FILL WITH
CONCRETE
6" I.D. STANDARD
STEEL PIPE
8'-0"
- I
to
iy
CITY OF GREENSBORO
DUMPSTER PAD - SECTION A STD. NO. REV.
1003 9(12/07
m
N
RING 6 COVER
HEAD CAPACITY
USF -4137-6237
CB -2000
g V-4867
42"
A
S"
3"
12"
2.6 cfs
4.5 cfs
cfs
9.05 cfs
k1 Q m
OF GREENSBORO
(S Qti
° o Q
NOTES -
!Z1
#6@7" O.C.
- v
#4@7" O.C.
24" X 36" GRATE AND FRAME
(HEAVYWEIGHT)
STD. W.
a
s
434
1"
ON NEW INSTALLATION A MAX. OF
TWO GRADE RINGS SHALL BE USED.
" COVER
ci
0
CONCRETE SHALL BE CLASS AA,
PSI AS PER ASTM C-476.
Wim=
Xm
ZU
4000
8206
N 2
W
00
c�
ASTM C-185 (4' DIA) OR ASTM
"0" RING
C-478 (5' DIA).
✓DINT_
11101
______
- W - - T.:
o
MANHOLES OVER 3'-6" IN DEPTH
ct
z
@
o W
U)
SHALL BE PROVIDED WITH STEPS
16" ON CENTERS STEPS SHALL BE
4'-0" I. D. (8200)
o ^ o
�Q
m
5"
ombo L-
tiEn
oa
PLAN
3
„e;Ne Q
01
vom
ak
6 1/2" 2 -10 1/2"
NOTES:
3'-5"
1.
CONCRETE: 28 DAY COMPRESSIVE
2.
STRENGTH f 'c = 4, 500 psi
____________
3.
REINFORCING., ASTM A-615, GRADE 60
#411518" D.C.
4•
ALL COVER TO REINFORCING IS 1"
3'R BOTH WAYS
A LL STEEL CUT OUT FOR OPENINGS
WILL BE REPLACED, 1/2 THE
T-
REINFORCING ON EACH SIDE OF
in
OPENING.
5.
FOR COMMERCIAL AND INDUSTRIAL
INTERSECTIONS USE STD. 8412-H.
#4@7" D.C. SECTION 4-4 #6@7" O.C.
a
6.
STD. #403 IS NOT ALLOWED AT
COMMERCIAL AND INDUSTRIAL
`
INTERSECTIONS.
THE MANUFACTURER SHALL STAMP OR STENCIL
ITS LOGO OR NAME IN TWO LOCATIONS 4N
THE SIDE OR REAR EDGES OF THE TOP. FM UM ON #403
DIM BOX 2 OF 4
C/ T Y O F G R E
E
N S B O R O
STD. NO.
REV.
STANDARD PRECAST CONCRETE
412
12-07
a CURB INLET TOP FOR STD. 0403 CURB INLET
oe-08
Mr. Alston Team
Carolina Investment Properties
16 South Main Street
Lexington, North Carolina 27292
March 3, 2016
Seasonally High Water Table
Qorvo Building
7628 Thorndike Road
Greensboro, North Carolina
Geo -Hydro Project Number 160061.20
Dear Mr. Team:
Geo -Hydro Engineers, Inc. has completed the authorized test pit exploration for the above referenced
project. The scope of services for this project was outlined in our proposal to increase scope of services for
proposal number 18624.2, dated March 2, 2015.
SEASONALLY HIGH WATER TABLE (SHWT)
To better evaluate the seasonally high water table (SHWT) in the vicinity of the proposed east and west
bioretention ponds, test pits was excavated to depths of 8 feet. Groundwater was not observed in the test
pit at the time the test pit was excavated or after 24 hours. Soils excavated from the test pit had a high
moisture content but did not exhibit other signs of a fluctuating water table. It is our opinion that the SHWT
does not extend above the bottom of test pit elevation of about 848 for the east pond (TP -6) and 868 for the
west pond (TP -13).
0
h�I�III aL�III
= I I q
T_ A __TT
\
�' �1
N QI M Nt
IN
IN
ti
� � M
I d
N
SMP *2 TIEST PIT LOCATION
RING 6 COVER
COG STD. 0413
Il
m
�2 -0 -
N
14
Y
4 '-0 " (0400)
5'-0" (#401) B"
I � L6.
1,.1/1 Ir
s C)
6'-4" (/400)
7'-4" (0401)
SECTION ON CENTERLINE
v
NOTES.'
THIS STANDARD DRAWING APPLIES TO
BOTH BRICK AND PRECASE CONCRETE
MANHOLES.
COG STD. 0400 MANHOLE IS FOR PIPE
SIZES 12" MRU 30" (DIA.)
COG STD. 6401 MANHOLE IS FOR PIPE
SIZES 36" 6 42" (DIA.).
FOR PIPE SIZES 48" DIA. OR LARGER,
BRICK OR PRECAST CONCRETE MANHOLES
ARE TO BE OF ADEQUATE DIAMETER TO
ACCEPT THE PIPE SIZES. CALLOUT THE
DIAMETER ON THE PLAN 6 PROFILE DWG.
WITHIN rHE RIGHT OF MAY BRICK CORBELLING
OR PRECAST CONCRETE CONE SECTIONS
ARE TO BE USED. FLA T TOP MANHOLES ARE
NOT ALLOWED IN THE RIGHT OF MAY. OUTSIDE
THE RIGHT OF NAY, FLAT TOPS ARE ALLOWED
ONL Y IF NECESSARY BECAUSE OF UNAVOIDABLE
SHALLOW PIPE DEPTH.
COG STD 0411 OR #413 RING AND COVERS ARE
REQUIRED ON ALL MANHOLES ON PUBLIC LINES.
ALL MORTAR ✓OINTS ARE TO BE 1/2"t 1/8".
CONCRETE IS TO BE CLASS B. 2500 PSI FOR
BASE.
UMBO BRICK WILL BE PERMITTED. CONCRETE
BRICK OR 4" SOLID CONCRETE BLOCKS MAY BE
USED IN LIEU OF CL Y BRICK.
MANHOLES OVER 3'-6" IN DEPTH SHALL BE
PROVIDED WITH STEPS 16" ON CENTERS.
STEPS SHALL BE IN ACCORDANCE WITH
COG STD. 8414.
FOR MANHOLES WITH A VERTICAL WALL DEPTH
LESS THAN 12'-0". BRICK MASONRY WALL
THICKNESS SHALL BE B'.
FOR MANHOLES OVER 12'-0" VERTICAL WALL
DEPTH, BRICK MASONRY #ALL THICKNESS SHALL
BE 1'-0" BEGINNING AT 12'-0 " DEPTH.
WHEN CONSTRUCTING THIS STRUCTURE OVER AN
EXISTING PIPE LINE, SAW CUT AND REMOVE A
SECTION OF PIPE EOUAL TO THE INSIDE
DIAMETER OF THE STRUCTURE. POUR A NEW
BOTTOM AS SHOWN AND CONSTRUCT THE NEN
STRUCTURE. NEN 57RCICTIl9E5 ARE NOT TO BE
BUIL T ON TOP OF THE PIPE.
SPECIAL SIMATIONS OTHER THAN DESCRIBED ON
THIS ORANING ARE TO BE APPROVED BY THE
e - STORMAWATER MANAGEMENT DIVISION OR THE
ENGINEERING DIVISION.
I
V .1
to N
0 II
Ii
6'' -4" (#400) I I
7'-4" (8401) 'c --''.'•'•:'.']:= -:;
SECTION X -X PART SECTION Y -Y
C/T Y OF GREENSBORO
STD. NO. REV.
STANDARD BRICK MASONRY STORM 400 009-9506-7
6-99 OB -04
SEh/ER MANHOLE 401 OB -D2
We appreciate the opportunity to serve as your geotechnical consultant for this project, and are prepared to
provide any additional services you may require. If you have any questions concerning this report or any
of our services, please call us.
Sincerely,
lo�
GEO-HYDRO ENGINEERS, INC�t`,p•�y
s � °`6SEAL
MM
* W7735 �'..
-� se
. wM""`•ti:;1::a /"�Is.R� �1�..`.
1 Chris Busch, P.E. .Dou Ith, P
Principal/EngineeringManager Principal/Branch M
ana e
r
[e-mail] [e-mail]
GDS/CB/160061 20 QBuilding SWGW 5 -12 -16.d -
G.
May 12, 2016 12 H GDRO
J�
i
N
RING 6 COVER
HEAD CAPACITY
USF -4137-6237
CB -2000
g V-4867
42"
32"
S"
3"
12"
2.6 cfs
4.5 cfs
cfs
9.05 cfs
1
SMP *2 TIEST PIT LOCATION
RING 6 COVER
COG STD. 0413
Il
m
�2 -0 -
N
14
Y
4 '-0 " (0400)
5'-0" (#401) B"
I � L6.
1,.1/1 Ir
s C)
6'-4" (/400)
7'-4" (0401)
SECTION ON CENTERLINE
v
NOTES.'
THIS STANDARD DRAWING APPLIES TO
BOTH BRICK AND PRECASE CONCRETE
MANHOLES.
COG STD. 0400 MANHOLE IS FOR PIPE
SIZES 12" MRU 30" (DIA.)
COG STD. 6401 MANHOLE IS FOR PIPE
SIZES 36" 6 42" (DIA.).
FOR PIPE SIZES 48" DIA. OR LARGER,
BRICK OR PRECAST CONCRETE MANHOLES
ARE TO BE OF ADEQUATE DIAMETER TO
ACCEPT THE PIPE SIZES. CALLOUT THE
DIAMETER ON THE PLAN 6 PROFILE DWG.
WITHIN rHE RIGHT OF MAY BRICK CORBELLING
OR PRECAST CONCRETE CONE SECTIONS
ARE TO BE USED. FLA T TOP MANHOLES ARE
NOT ALLOWED IN THE RIGHT OF MAY. OUTSIDE
THE RIGHT OF NAY, FLAT TOPS ARE ALLOWED
ONL Y IF NECESSARY BECAUSE OF UNAVOIDABLE
SHALLOW PIPE DEPTH.
COG STD 0411 OR #413 RING AND COVERS ARE
REQUIRED ON ALL MANHOLES ON PUBLIC LINES.
ALL MORTAR ✓OINTS ARE TO BE 1/2"t 1/8".
CONCRETE IS TO BE CLASS B. 2500 PSI FOR
BASE.
UMBO BRICK WILL BE PERMITTED. CONCRETE
BRICK OR 4" SOLID CONCRETE BLOCKS MAY BE
USED IN LIEU OF CL Y BRICK.
MANHOLES OVER 3'-6" IN DEPTH SHALL BE
PROVIDED WITH STEPS 16" ON CENTERS.
STEPS SHALL BE IN ACCORDANCE WITH
COG STD. 8414.
FOR MANHOLES WITH A VERTICAL WALL DEPTH
LESS THAN 12'-0". BRICK MASONRY WALL
THICKNESS SHALL BE B'.
FOR MANHOLES OVER 12'-0" VERTICAL WALL
DEPTH, BRICK MASONRY #ALL THICKNESS SHALL
BE 1'-0" BEGINNING AT 12'-0 " DEPTH.
WHEN CONSTRUCTING THIS STRUCTURE OVER AN
EXISTING PIPE LINE, SAW CUT AND REMOVE A
SECTION OF PIPE EOUAL TO THE INSIDE
DIAMETER OF THE STRUCTURE. POUR A NEW
BOTTOM AS SHOWN AND CONSTRUCT THE NEN
STRUCTURE. NEN 57RCICTIl9E5 ARE NOT TO BE
BUIL T ON TOP OF THE PIPE.
SPECIAL SIMATIONS OTHER THAN DESCRIBED ON
THIS ORANING ARE TO BE APPROVED BY THE
e - STORMAWATER MANAGEMENT DIVISION OR THE
ENGINEERING DIVISION.
I
V .1
to N
0 II
Ii
6'' -4" (#400) I I
7'-4" (8401) 'c --''.'•'•:'.']:= -:;
SECTION X -X PART SECTION Y -Y
C/T Y OF GREENSBORO
STD. NO. REV.
STANDARD BRICK MASONRY STORM 400 009-9506-7
6-99 OB -04
SEh/ER MANHOLE 401 OB -D2
We appreciate the opportunity to serve as your geotechnical consultant for this project, and are prepared to
provide any additional services you may require. If you have any questions concerning this report or any
of our services, please call us.
Sincerely,
lo�
GEO-HYDRO ENGINEERS, INC�t`,p•�y
s � °`6SEAL
MM
* W7735 �'..
-� se
. wM""`•ti:;1::a /"�Is.R� �1�..`.
1 Chris Busch, P.E. .Dou Ith, P
Principal/EngineeringManager Principal/Branch M
ana e
r
[e-mail] [e-mail]
GDS/CB/160061 20 QBuilding SWGW 5 -12 -16.d -
G.
May 12, 2016 12 H GDRO
J�
i
N
RING 6 COVER
HEAD CAPACITY
USF -4137-6237
CB -2000
g V-4867
42"
32"
S"
3"
12"
2.6 cfs
4.5 cfs
cfs
9.05 cfs
C/T Y
OF GREENSBORO
(S Qti
° o Q
NOTES -
!Z1
p
ItjrW
- v
STANDARD
n
24" X 36" GRATE AND FRAME
(HEAVYWEIGHT)
STD. W.
REV.
434
oe-oB
ON NEW INSTALLATION A MAX. OF
TWO GRADE RINGS SHALL BE USED.
.W0
W Q
nhN W
toN
CONCRETE SHALL BE CLASS AA,
PSI AS PER ASTM C-476.
SMP *2 TIEST PIT LOCATION
RING 6 COVER
COG STD. 0413
Il
m
�2 -0 -
N
14
Y
4 '-0 " (0400)
5'-0" (#401) B"
I � L6.
1,.1/1 Ir
s C)
6'-4" (/400)
7'-4" (0401)
SECTION ON CENTERLINE
v
NOTES.'
THIS STANDARD DRAWING APPLIES TO
BOTH BRICK AND PRECASE CONCRETE
MANHOLES.
COG STD. 0400 MANHOLE IS FOR PIPE
SIZES 12" MRU 30" (DIA.)
COG STD. 6401 MANHOLE IS FOR PIPE
SIZES 36" 6 42" (DIA.).
FOR PIPE SIZES 48" DIA. OR LARGER,
BRICK OR PRECAST CONCRETE MANHOLES
ARE TO BE OF ADEQUATE DIAMETER TO
ACCEPT THE PIPE SIZES. CALLOUT THE
DIAMETER ON THE PLAN 6 PROFILE DWG.
WITHIN rHE RIGHT OF MAY BRICK CORBELLING
OR PRECAST CONCRETE CONE SECTIONS
ARE TO BE USED. FLA T TOP MANHOLES ARE
NOT ALLOWED IN THE RIGHT OF MAY. OUTSIDE
THE RIGHT OF NAY, FLAT TOPS ARE ALLOWED
ONL Y IF NECESSARY BECAUSE OF UNAVOIDABLE
SHALLOW PIPE DEPTH.
COG STD 0411 OR #413 RING AND COVERS ARE
REQUIRED ON ALL MANHOLES ON PUBLIC LINES.
ALL MORTAR ✓OINTS ARE TO BE 1/2"t 1/8".
CONCRETE IS TO BE CLASS B. 2500 PSI FOR
BASE.
UMBO BRICK WILL BE PERMITTED. CONCRETE
BRICK OR 4" SOLID CONCRETE BLOCKS MAY BE
USED IN LIEU OF CL Y BRICK.
MANHOLES OVER 3'-6" IN DEPTH SHALL BE
PROVIDED WITH STEPS 16" ON CENTERS.
STEPS SHALL BE IN ACCORDANCE WITH
COG STD. 8414.
FOR MANHOLES WITH A VERTICAL WALL DEPTH
LESS THAN 12'-0". BRICK MASONRY WALL
THICKNESS SHALL BE B'.
FOR MANHOLES OVER 12'-0" VERTICAL WALL
DEPTH, BRICK MASONRY #ALL THICKNESS SHALL
BE 1'-0" BEGINNING AT 12'-0 " DEPTH.
WHEN CONSTRUCTING THIS STRUCTURE OVER AN
EXISTING PIPE LINE, SAW CUT AND REMOVE A
SECTION OF PIPE EOUAL TO THE INSIDE
DIAMETER OF THE STRUCTURE. POUR A NEW
BOTTOM AS SHOWN AND CONSTRUCT THE NEN
STRUCTURE. NEN 57RCICTIl9E5 ARE NOT TO BE
BUIL T ON TOP OF THE PIPE.
SPECIAL SIMATIONS OTHER THAN DESCRIBED ON
THIS ORANING ARE TO BE APPROVED BY THE
e - STORMAWATER MANAGEMENT DIVISION OR THE
ENGINEERING DIVISION.
I
V .1
to N
0 II
Ii
6'' -4" (#400) I I
7'-4" (8401) 'c --''.'•'•:'.']:= -:;
SECTION X -X PART SECTION Y -Y
C/T Y OF GREENSBORO
STD. NO. REV.
STANDARD BRICK MASONRY STORM 400 009-9506-7
6-99 OB -04
SEh/ER MANHOLE 401 OB -D2
We appreciate the opportunity to serve as your geotechnical consultant for this project, and are prepared to
provide any additional services you may require. If you have any questions concerning this report or any
of our services, please call us.
Sincerely,
lo�
GEO-HYDRO ENGINEERS, INC�t`,p•�y
s � °`6SEAL
MM
* W7735 �'..
-� se
. wM""`•ti:;1::a /"�Is.R� �1�..`.
1 Chris Busch, P.E. .Dou Ith, P
Principal/EngineeringManager Principal/Branch M
ana e
r
[e-mail] [e-mail]
GDS/CB/160061 20 QBuilding SWGW 5 -12 -16.d -
G.
May 12, 2016 12 H GDRO
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W BRICK
Oy
MH DIA 45 ' DEFL 90 - DEFL
4'
RING 6 COVER
25"
- - - - -
42"
32"
Vg
7"24"
38-
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ON NEW INSTALLATION A MAX. OF
TWO GRADE RINGS SHALL BE USED.
.W0
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toN
CONCRETE SHALL BE CLASS AA,
PSI AS PER ASTM C-476.
Wim=
COG STD.
ZU
4000
8206
N 2
STEEL REINFORCING SHALL MEET
00
ASTM C-185 (4' DIA) OR ASTM
"0" RING
C-478 (5' DIA).
✓DINT_
______
- W - - T.:
ASTM C-361
MANHOLES OVER 3'-6" IN DEPTH
SHALL BE PROVIDED WITH STEPS
16" ON CENTERS STEPS SHALL BE
4'-0" I. D. (8200)
o ^ o
R
IN ACCORDANCE W/ COG STD. 8206.
5"
ombo L-
5'-0" I.O. (8201)
„e;Ne Q
MANHOLES
(MAX. PIPE O.D.)
____________
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4'
31-1/2"
25"
5'
42"
32"
6
51"
38-
A, PRECAST INVERT (OPTIONAL)
a•°
S-10" STD. #200
��-- 6''-10" STD. 0201 PLACE 12" OF 857
6'-0" PRECAST INVERT STONE UNDER BASE
SECTION A -A
C/ T Y OF GREENSS OR O
STANDARD 4' I.D. 17 5' I.D. ECCENTRIC PRECAST STD. NO. REV.
CONCRETE SANITARY MANHOLE WITH EXPANDED BASE 200204 os93 008-02
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RETURN
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FLARE
C.
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L ETH
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•J
I L.M
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BErALLM AaA7IN M AVr LESS 7MN 2 FEET aF FLLL AEr6i1T am Gull BE PLACZV BETA SEW nE MWS.
P
Z
f
7'-0'
2'-0'
5'-0.
3-0'
4'
3•-0'
4'-0'
7'$'
2'$-
5'-0'
10. A 1/2' BIPAA6raV &WNT A7LL BE AEOUDED Ar PPE Bw aF RE Mfg CYAIA RAAP AAD EVERY 39 FT
AD1Es
AAD 6 FT FM 6 FT MILE SILEMU"
�
B'-0'
3'-0'
5'-0'
4'-0-
4'
E
- - - ��
B'$'
3'$'
5'-0'
4'$'
WA
4'$'
3'-0-
9'-0.
4'-0'
5'-0'
5'-0-
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5'-0-
2'-5-
-9'-6-14'-6-
FACE
S'-0'
S'$'
WA
5•$-
2'$'
STANDARD WHEELCHAIR RAMP
" VI9LIL
21 ZBENFIAM16 av
S9' S OM 0 FAX aF amSra
LSAW
A GRASS STRIP
B - SrMNALK
C - FLARE
M - RAAP (W - At! 'J
X - APB
!w6
C/TY OF GREENSBORO
STD. NO. I REV.
STANDARD WHEELCHAIR RAMP 418
os-oso9-as
S/M aW AE7ZM
LTA99 fE7Lw Cm SM.
owl cm
■ LAB SC
Owl�=
4'-0' ADT LESS 7NAN
PI M 2
' FLLL FOc CUM B17�rilS9V
AMAPS
FACE OF CL19B FACE DF C 4V
PLAN VIEW
AV7E&
A FWrX0V aF AW MAY MrrS 0 WNZVE 77E AE 0 N.
DIA6aVAL RAM MAXIMAY 25• RODIr WITH 60- MINIAAdV FZOav mrli (MDT PaNrssr&E FOR
AEN CON1577WrrQW .
DUAL AMAPS ANY RMrr MITH MIN. 4' FZOaR WIDTH.
715E INSIDE PIFWM1AN CRUSSMUX LIMES SHALL BE SET AD LYOSM rM 77E rN7E7WVrr0V
rMW APOLLO BE EBTA&r&W BY BISECTION OF nE rNrAFAWTrOV A40rZ WITH ALLOWANCE
OF A 4'-0' CLEAR Za4E rN RE VENICLLAR IMMELMY MEN alE RAAP rS rAISTALLED. TARO
RAAPS #ILL LTE AEWrAEU AWERE PPE =57ANCE aF 77E BISECTrOV IS LESS 77MN 4'-0'.
Q
SIOEMALX SIDEWALK
SEE
AAD7E 12 5' MIN. SMP LIRE
(TVP.) SEE AD7F 15
1 !0' MXN. COS WALK
SIOENALK SIDEWALK
SEE AD7E 4
DETAIL TYPICAL LOCATION NCR
4DF6
C/ T Y O F G R E E N S B OR O
STD. NO. REV.
STANDARD WHEELCHAIR RAMP Q18 09-M 0-*-"
0903 os-o�
Cm SM.
00
Wi
AMET
J) nwAC47EI7 aws M/
WMAIL cafflu T 7V AF
AAaV 2' RW A C
21 OLI®IBda16 BA997 ON
JV' RlaW 0 FACE er aAe
JV SUS !2! (B.w
DETAIL TYPICAL LOCATION MCR
( �`�6". �! 6• 2' RMP 4'-0• LAADIMB 4-
sO
cLA� j �l
--- 6- WALK -------- i
3 A i --- _ ----- 9F(MAX.) — '
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AD LIP _ .«
I ----------- E J E. J.
SECTION A A
SrZEMQ EL ATraV
dow�VlTop a
CUM AE7UWV CIM o BA L�IA6� VA9M 00 B�
SECTION B 8
2ZF6
C/ T Y OF GREENSBORO
STANDARD WHEELCHAIR RAMP STD. NO. REV.
(NO„ GRASS STRIP) 418 09- 2 903 -MM
09-M 09-07
cm SAwl �
NFv
CtA9B !li EIl�A�lll
Mi
LAMM —+�4'�F"
�S�
8�3 sr�IP �(i.T- 5_"°-
54*$ AS PER RDS STAADtW FW SIZE AAD SPACrMs AEWDE Ov7S MSaWY rAWM KAY BE
a�S
AFFROM IRI RE Caffn ►i r= RAN AEME#. 5=777ME DWMrS SPALL C11FOW 7O RE SSE VACIM
FACE �
Pmrc
S77#EET
Fag gaimmir SnEW779 ASPM D 638-03 Fav 7BIBILE SrAEM74 AAD ASM D M0-03 FM FLE aML
SIA WFN AEA7M RIM aF AWALE SPALL MET A57M D S4p0 A7RL AD FADIMP a7 CVALKIM4.
•J
I L.M
`7i
BErALLM AaA7IN M AVr LESS 7MN 2 FEET aF FLLL AEr6i1T am Gull BE PLACZV BETA SEW nE MWS.
P
Z
f
AIZ1MM TIFF 3W MID 6W7EA rS IAHED AaMC9vi 7D QEPAEssEu CLAS. RN. FKJ
5. S Y MM AAD PAPA MM #ILL BE aA1 ramw Ru LL7WMTrav Fal ALL MA7EAIAL% LAUK
r
6. AD SLa E aV RE Mf OMM RAM SLILL EXCS97 ! %1 ' 0Z JJ IJV AELArMADWP 7O RE GRADE &F 77E
SIAEET.
SrEIF AD7E 01.
RAP AID7H VARIES
4'-0• A/INIMM
!2 ! MAX
A
9. A 1/2' BIPAA6raV &VINT #ILL GE AEWDED Mf7E 77E CaWMW MEELOUD7 RAM X2W RE CYIE
AAD AS SATAN aV PHIS STAAVAAV.
10. A 1/2' BIPAA6raV &WNT A7LL BE AEOUDED Ar PPE Bw aF RE Mfg CYAIA RAAP AAD EVERY 39 FT
AD1Es
AAD 6 FT FM 6 FT MILE SILEMU"
�
12. RE rMUX FI9WnMW QWMALK LINES MULL BE SET AV CLOSM rN 77E IMEFl9ECTIQN MW AV"
y : 1 yAA)rE8
m.
=o oT
13. RE am CUT AAD RE AME37RIAN OVWW LK LDES MILL BE CxADIM179V 57 TAE FLOav M RE
E
- - - ��
PYiaAERTY LIRE
2'
WAX.4
61 Daw M FLLW AZIDI(AS
77
WITH SIDEWALK
T L L� � -
T
ALAM 2f-0- AM AMM
frVA7
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logo
6.
C/ T Y OF GREENSBORO
3aF5
C/ T Y O F G R E E N
FACE
R O
418
DF CLM
STD. NO.
2J 9997r" BASS ov
STANDARD WHEELCHAIR RAMP
" VI9LIL
21 ZBENFIAM16 av
S9' S OM 0 FAX aF amSra
25' AWDTL6 f FAZE LIF am
37 ff"w 12! A' MV lAL4X!
09-03 09-07
DETAIL TYPICAL
LOCATION MCR
SILEWALX RAP
6SM. 001'am
$1 s' avm !2!(Bmv
GUN affrov
!$ ! 7MM') 2'
SEE ADTE /!.
M X. ELME $SD
DETAIL TYPICAL LOCATION MCR
E. J.
VARIES VARIES .)
E. ✓.
SECTION A -A
E. J. - E MAAI'SraV XIMr
5 OF 5
C/ T Y OF G R
E E N S B O
R O
STD. NO.
REV.
STANDARD WHEEL CHAIR
RAMP
418
09-M 031-M
OB -M 03
(PRI VA TE DRIVE)
0"7
"
COS SM.
"I Cm
A
ROW
AC Pavement (Typical)
,a•,. e P
8 a < 8
9`
n d. a (VAN=
d
I<SLOPE. ,(eak). crasQ lopE� O �
e •.. I'
NFv
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Mi
LAMM —+�4'�F"
LEWrAdEE AUWW SAFACE #ILL FA9VIEF A 703 C fflN8T 7O nE SGN91'XMIM? SAFACr RE
8�3 sr�IP �(i.T- 5_"°-
54*$ AS PER RDS STAADtW FW SIZE AAD SPACrMs AEWDE Ov7S MSaWY rAWM KAY BE
S US777MM Fag WC LE7EL7AEI!E SAaFALES FREMMM C7WnWr1W PWVISIa16 AAE ZETArLM AAD
AFFROM IRI RE Caffn ►i r= RAN AEME#. 5=777ME DWMrS SPALL C11FOW 7O RE SSE VACIM
4-
--_-_-
;� B•..
Fag gaimmir SnEW779 ASPM D 638-03 Fav 7BIBILE SrAEM74 AAD ASM D M0-03 FM FLE aML
SIA WFN AEA7M RIM aF AWALE SPALL MET A57M D S4p0 A7RL AD FADIMP a7 CVALKIM4.
•J
I L.M
E.J.
BErALLM AaA7IN M AVr LESS 7MN 2 FEET aF FLLL AEr6i1T am Gull BE PLACZV BETA SEW nE MWS.
P
----- E.J.
4. ALL LEAESSM L7.IELS AT A1fgC5'AIR RMPS MILL BE PAM Fav AS 2'-6' C ACWW CLAS AAD GUT7B4 M
AIZ1MM TIFF 3W MID 6W7EA rS IAHED AaMC9vi 7D QEPAEssEu CLAS. RN. FKJ
5. S Y MM AAD PAPA MM #ILL BE aA1 ramw Ru LL7WMTrav Fal ALL MA7EAIAL% LAUK
SECTION A A
6. AD SLa E aV RE Mf OMM RAM SLILL EXCS97 ! %1 ' 0Z JJ IJV AELArMADWP 7O RE GRADE &F 77E
SIAEET.
7. M AD CASE SPALL RE #IDPH aF RE MERCIM R RAPP BE LL36 71AAN 48- (4'-01 MDEM 11MYN ALLY
RAP AID7H VARIES
4'-0• A/INIMM
S. LIGE LYASE A' CaWWZF #r7N A SrZ EW" FINISH IN aWM 7O WrADV A R7LliY1 A4 V -SCID TYPE
SWPACE.
9. A 1/2' BIPAA6raV &VINT #ILL GE AEWDED Mf7E 77E CaWMW MEELOUD7 RAM X2W RE CYIE
AAD AS SATAN aV PHIS STAAVAAV.
10. A 1/2' BIPAA6raV &WNT A7LL BE AEOUDED Ar PPE Bw aF RE Mfg CYAIA RAAP AAD EVERY 39 FT
AD1Es
AAD 6 FT FM 6 FT MILE SILEMU"
�
12. RE rMUX FI9WnMW QWMALK LINES MULL BE SET AV CLOSM rN 77E IMEFl9ECTIQN MW AV"
�•6� 1
m.
=o oT
13. RE am CUT AAD RE AME37RIAN OVWW LK LDES MILL BE CxADIM179V 57 TAE FLOav M RE
!%
- - - ��
FACE
15. Slap LIRE$ Ap91GLLY PD7�E]IDILTLAA t0 TLE LAAE LIRE$ MU BE LSED NOW IT rS rM�L rANT 70
WAX.4
SrSrt6lL. SIM SIGN av 07AI94 LMAL /ES/IMOff. AN LMAYLGL AMMCV SASY MAY PEOf DE 7 E
77
am
T L L� � -
T
ALAM 2f-0- AM AMM
!B. LMATrOW Fav afV DMS M PAl aMV AAD FURAE Mft OUrR RAPS #ILL BE 81WWalED
OV ALL rN7EA67ECTIav rAFWM9WW ff".
6OF6
C/ T Y OF GREENSBORO
3aF5
C/ T Y O F G R E E N
S B O
R O
418
09- 0-05
STD. NO.
2J 9997r" BASS ov
STANDARD WHEELCHAIR RAMP
PEZWMIM
(WI TH GRASS STRIP)
S9' S OM 0 FAX aF amSra
00"2 09-M
09-03 09-07
$1 s' avm !2!(Bmv
M X. ELME $SD
DETAIL TYPICAL LOCATION MCR
A
ROW
AC Pavement (Typical)
,a•,. e P
8 a < 8
9`
n d. a (VAN=
d
I<SLOPE. ,(eak). crasQ lopE� O �
e •.. I'
cues AE7LAV-,,
a9M fm -� 6.1 4'-0-
Mi
LAMM —+�4'�F"
LEWrAdEE AUWW SAFACE #ILL FA9VIEF A 703 C fflN8T 7O nE SGN91'XMIM? SAFACr RE
8�3 sr�IP �(i.T- 5_"°-
54*$ AS PER RDS STAADtW FW SIZE AAD SPACrMs AEWDE Ov7S MSaWY rAWM KAY BE
S US777MM Fag WC LE7EL7AEI!E SAaFALES FREMMM C7WnWr1W PWVISIa16 AAE ZETArLM AAD
AFFROM IRI RE Caffn ►i r= RAN AEME#. 5=777ME DWMrS SPALL C11FOW 7O RE SSE VACIM
4-
--_-_-
;� B•..
Fag gaimmir SnEW779 ASPM D 638-03 Fav 7BIBILE SrAEM74 AAD ASM D M0-03 FM FLE aML
SIA WFN AEA7M RIM aF AWALE SPALL MET A57M D S4p0 A7RL AD FADIMP a7 CVALKIM4.
2. MASELaMIR R WS SLAU BE PWVIQED AT LwArraw AS SA9AM av RE FLAA6 av AS DILEcrm BY
I L.M
E.J.
BErALLM AaA7IN M AVr LESS 7MN 2 FEET aF FLLL AEr6i1T am Gull BE PLACZV BETA SEW nE MWS.
3. All CaVDWW L5W File Cd167 WrraV a= AFE8OMM RAPS #ILL BE PAID Fav AS STAALMAD
----- E.J.
4. ALL LEAESSM L7.IELS AT A1fgC5'AIR RMPS MILL BE PAM Fav AS 2'-6' C ACWW CLAS AAD GUT7B4 M
AIZ1MM TIFF 3W MID 6W7EA rS IAHED AaMC9vi 7D QEPAEssEu CLAS. RN. FKJ
5. S Y MM AAD PAPA MM #ILL BE aA1 ramw Ru LL7WMTrav Fal ALL MA7EAIAL% LAUK
SECTION A A
6. AD SLa E aV RE Mf OMM RAM SLILL EXCS97 ! %1 ' 0Z JJ IJV AELArMADWP 7O RE GRADE &F 77E
SIAEET.
7. M AD CASE SPALL RE #IDPH aF RE MERCIM R RAPP BE LL36 71AAN 48- (4'-01 MDEM 11MYN ALLY
RAP AID7H VARIES
4'-0• A/INIMM
S. LIGE LYASE A' CaWWZF #r7N A SrZ EW" FINISH IN aWM 7O WrADV A R7LliY1 A4 V -SCID TYPE
SWPACE.
9. A 1/2' BIPAA6raV &VINT #ILL GE AEWDED Mf7E 77E CaWMW MEELOUD7 RAM X2W RE CYIE
AAD AS SATAN aV PHIS STAAVAAV.
10. A 1/2' BIPAA6raV &WNT A7LL BE AEOUDED Ar PPE Bw aF RE Mfg CYAIA RAAP AAD EVERY 39 FT
T IKOL
AAD 6 FT FM 6 FT MILE SILEMU"
11. OTOMALK NM716 AAD C W1afMT1aW PARI' BUT EACH M6T Ca1FM 7O 7RIFFIC MU9V STAADAIW
12. RE rMUX FI9WnMW QWMALK LINES MULL BE SET AV CLOSM rN 77E IMEFl9ECTIQN MW AV"
�•6� 1
Al1D RMPS A7LL AEOUIfJM MERE TAE DISrANGE
=o oT
13. RE am CUT AAD RE AME37RIAN OVWW LK LDES MILL BE CxADIM179V 57 TAE FLOav M RE
- - - ��
14. RE XMIMM #IDR/ ZF RE MSff IAN CAM59VALK SPALL EE 10 FEET.
15. Slap LIRE$ Ap91GLLY PD7�E]IDILTLAA t0 TLE LAAE LIRE$ MU BE LSED NOW IT rS rM�L rANT 70
WAX.4
SrSrt6lL. SIM SIGN av 07AI94 LMAL /ES/IMOff. AN LMAYLGL AMMCV SASY MAY PEOf DE 7 E
77
T L L� � -
T
DOME DETAIL
!B. LMATrOW Fav afV DMS M PAl aMV AAD FURAE Mft OUrR RAPS #ILL BE 81WWalED
OV ALL rN7EA67ECTIav rAFWM9WW ff".
6OF6
C/ T Y OF GREENSBORO
3aF5
C/ T Y O F G R E E N
S B O
R O
418
09- 0-05
STD. NO.
REV.
STANDARD WHEELCHAIR RAMP
(WI TH GRASS STRIP)
418
00"2 09-M
09-03 09-07
A
ROW
AC Pavement (Typical)
,a•,. e P
8 a < 8
9`
n d. a (VAN=
d
I<SLOPE. ,(eak). crasQ lopE� O �
e •.. I'
AVYM
!. ZETE?X&E NAF3W SWAM AAE &WMW AT 7AE www aF (Am RAP$ Balm aF AEDIAAS
AAD rSLfAVS AAD AT R izwA0 C917L£SrAw Fav RE FILL NI075 a' RE RAP a7 SIaENAL.K. RE
LEWrAdEE AUWW SAFACE #ILL FA9VIEF A 703 C fflN8T 7O nE SGN91'XMIM? SAFACr RE
LE7ECTAKE MOFaW SAIFACE #ILL BE A YrMTFrM AXYAER C7WWr7E MW Dwmr A77H mmmu
54*$ AS PER RDS STAADtW FW SIZE AAD SPACrMs AEWDE Ov7S MSaWY rAWM KAY BE
S US777MM Fag WC LE7EL7AEI!E SAaFALES FREMMM C7WnWr1W PWVISIa16 AAE ZETArLM AAD
AFFROM IRI RE Caffn ►i r= RAN AEME#. 5=777ME DWMrS SPALL C11FOW 7O RE SSE VACIM
s
AAD 0Ii616raW0 AEK4RB09M.
A AM MN 48'X 4B- LAWDW IS AEWDW AT 77E 7W aF EAa1 afU RAP. 71E MIXD1N 0VW SEavE
aV 7NIS LAADIAG rS 2i' IJV EACY DrAWrIM. MMM SWAC94 9VALL MET a7 BMW ASTM D 635-072
Fag gaimmir SnEW779 ASPM D 638-03 Fav 7BIBILE SrAEM74 AAD ASM D M0-03 FM FLE aML
SIA WFN AEA7M RIM aF AWALE SPALL MET A57M D S4p0 A7RL AD FADIMP a7 CVALKIM4.
2. MASELaMIR R WS SLAU BE PWVIQED AT LwArraw AS SA9AM av RE FLAA6 av AS DILEcrm BY
77E BW AEE71. MMLYUIR RAPS SMALL BE LWA7ED AS DIIEVW SY RE ETBIAESV AfglE EXISrrAg
LISVT PISES FIRE M714N74 ZNF DU= ETC. aD ADT AFFECT PLACSOff Mf7E 7M7 AMPPS AAE
BErALLM AaA7IN M AVr LESS 7MN 2 FEET aF FLLL AEr6i1T am Gull BE PLACZV BETA SEW nE MWS.
3. All CaVDWW L5W File Cd167 WrraV a= AFE8OMM RAPS #ILL BE PAID Fav AS STAALMAD
MASELOMIR RMP- (S. Y.J.
4. ALL LEAESSM L7.IELS AT A1fgC5'AIR RMPS MILL BE PAM Fav AS 2'-6' C ACWW CLAS AAD GUT7B4 M
AIZ1MM TIFF 3W MID 6W7EA rS IAHED AaMC9vi 7D QEPAEssEu CLAS. RN. FKJ
5. S Y MM AAD PAPA MM #ILL BE aA1 ramw Ru LL7WMTrav Fal ALL MA7EAIAL% LAUK
EO7L AWK,, TOMS AAD IACID9WALS AEQESSMY 70 SITr9FACTOMY CL VVZff TAE M W.
6. AD SLa E aV RE Mf OMM RAM SLILL EXCS97 ! %1 ' 0Z JJ IJV AELArMADWP 7O RE GRADE &F 77E
SIAEET.
7. M AD CASE SPALL RE #IDPH aF RE MERCIM R RAPP BE LL36 71AAN 48- (4'-01 MDEM 11MYN ALLY
E n2w 46'.
S. LIGE LYASE A' CaWWZF #r7N A SrZ EW" FINISH IN aWM 7O WrADV A R7LliY1 A4 V -SCID TYPE
SWPACE.
9. A 1/2' BIPAA6raV &VINT #ILL GE AEWDED Mf7E 77E CaWMW MEELOUD7 RAM X2W RE CYIE
AAD AS SATAN aV PHIS STAAVAAV.
10. A 1/2' BIPAA6raV &WNT A7LL BE AEOUDED Ar PPE Bw aF RE Mfg CYAIA RAAP AAD EVERY 39 FT
7A MLIIlRff 77E SIZE#ALK. 70a: X07S #ILL BE /L°WDIED EYEAY 5 FT Fa? 5 Fr NILE SILENALKS
AAD 6 FT FM 6 FT MILE SILEMU"
11. OTOMALK NM716 AAD C W1afMT1aW PARI' BUT EACH M6T Ca1FM 7O 7RIFFIC MU9V STAADAIW
12. RE rMUX FI9WnMW QWMALK LINES MULL BE SET AV CLOSM rN 77E IMEFl9ECTIQN MW AV"
BE EBrABLrS'® BY BrSI<r= M RE IN7DRSLVr2W RfDrb #IRR ALLOIVAACE M A 4' CLEARIa1E IN 17E
Al1D RMPS A7LL AEOUIfJM MERE TAE DISrANGE
ai7E rr Anr
13. RE am CUT AAD RE AME37RIAN OVWW LK LDES MILL BE CxADIM179V 57 TAE FLOav M RE
M'EELCVAIR RAP MILL FALL #ZYM RE PSES LW CAM1" LIAE.'S. 8M RAPS NIR1
RAW SATO "LL BE PLACM SD 24' ZF FLLL am PEIGNT FALLS BE7Al9<Jv FZAAES.
14. RE XMIMM #IDR/ ZF RE MSff IAN CAM59VALK SPALL EE 10 FEET.
15. Slap LIRE$ Ap91GLLY PD7�E]IDILTLAA t0 TLE LAAE LIRE$ MU BE LSED NOW IT rS rM�L rANT 70
IADICAIE LAE POINT L�71IAD Al/ICV W9IILXES APE IEBI/IFfD 7D S7W IM C V:LrAACE MIM A 7R4FFIC
SrSrt6lL. SIM SIGN av 07AI94 LMAL /ES/IMOff. AN LMAYLGL AMMCV SASY MAY PEOf DE 7 E
PLAL7ENENT aF RE SPM LrA£ PAMLLB: 70 RE IM&7ECTIA6 Alt?AOWAY.
16. PAAFCIAB SPALL. 9E ELIM2AM7ED A XMI" a= 20 FEET BACC M PEOWnUAM QNSAWLK.
17. ALL PAIDeff MMDCDW SMALL BE IM ACCOMMACE #r7H VE LA?Mr Mrrrav aF RE MAMLAL aF
LNIFaw nUFFIC gainvaL LEMCES AV7= FfALTSfa BY RE FEVBM HrNMY AAVrN1SnUrr0V
AAD RE AWN CAAELIMI SEFFLSkUff 7V nE MFRS.
!B. LMATrOW Fav afV DMS M PAl aMV AAD FURAE Mft OUrR RAPS #ILL BE 81WWalED
OV ALL rN7EA67ECTIav rAFWM9WW ff".
6OF6
C/ T Y OF GREENSBORO
STD. NO.
REV.
STANDARD MHEEL CHAIR RAMP
418
09- 0-05
09-03 09-07
A
ROW
AC Pavement (Typical)
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ed .
W
�. A PLAN
RADIUS (R
15'
20'
115E N IV OT
GRASS
STRIP
CLASS
3'
GRASSaqo�-e�o�El
aUTTFli STRIP SIDEWALK
MINIM
2'-0 VARIES I VARIES I VARIED
REQUIRED ON COLLECTOR STREETS BASED ON BUSINESS TYPE AND TRAFFIC
W.
S.
.• . �.. a.
T CROSS SECTION A -A
24'
MINIMUM REQUIREMENTS**
srD.No.
**SEE COS DRIVEWAY MANUAL FOR DETAILED INFORMATION
LOCAL
COLLECTOR
THOROUGHFARE
RADIUS (R
15'
20'
25'
GRASS
STRIP
3'
3'
5'
MINIM
REQUIRED ON COLLECTOR STREETS BASED ON BUSINESS TYPE AND TRAFFIC
VOLUME. SUCH DETERMINATION WILL BE MADE DURING THE COMMERCIAL DRIVEMAY
1596YP
24
24'
24'
srD.No.
(W)
DRIVEWAY -COMMERCIAL STREET TYPE
416-B
2-g2
**SEE COS DRIVEWAY MANUAL FOR DETAILED INFORMATION
-NO DRIVEWAY SHALL BE LOCATED WITHIN S' (AS MEASURED ALONG THE
STREET CURB STARTING AT THE DRIVEWAY RADIUS) OF ANY MUNICIPAL
OR STATE OWNED FEATURE (I.E. CURB INLETS. FIRE HYDRANTS. UTILITY
POLES OR SIMILAR STRUCTURES)
-STREET TYPE DRIVEWAY SHALL BE USED ON ALL COMMERCIAL DRIVEWAYS
LOCATED ON THOROUGHFARES. STREET TYPE DRIVEWAYS MAY ALSO BE
REQUIRED ON COLLECTOR STREETS BASED ON BUSINESS TYPE AND TRAFFIC
VOLUME. SUCH DETERMINATION WILL BE MADE DURING THE COMMERCIAL DRIVEMAY
PERMITTING PROCESS.
C/ T V OF GREENSO OR
O
srD.No.
REV.
DRIVEWAY -COMMERCIAL STREET TYPE
416-B
2-g2
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JOB NO: KM.152V
SHEET -
C4,9

RETAINING WALL DESIGN PARAMETERS
WALL AND GEOGRID
WALL/ BLOCK SYSTEM: Rockwood Classic 8
WALL BATTER (deg): 7.1
GEOGRID TYPE(S): Geostar 'HP500
GEOGRID COVERAGE (%): 100
MINIMUM FACTORS OF SAFETY
SLIDING: 1.5
OVERTURNING: 1.5
BEARING CAPACITY: 2.0
PULLOUT: 1.5
GLOBAL STABILITY: 1.3
WALL SURCHARGE LOADS
DEAD LOAD: 0 psf
LIVE LOAD (PAVEMENT): 250 psf
BUILDING LOAD: 0 psf
SOIL PARAMETERS
IN 1ilk 10101e:to�Ce7 1m
UNIT WEIGHT, pcf: 135
FRICTION ANGLE (PHI), degrees: 34
COHESION, psf: 0
RETAINED ZONE
UNIT WEIGHT, pcf: 110
FRICTION ANGLE (PHI), degrees: 28
COHESION, psf: 0
FOUNDATION ZONE
UNIT WEIGHT, pcf: 110
FRICTION ANGLE (PHI), degrees: 28
COHESION, psf: 100
REQUIRED SOIL BEARING CAPACITY: 4,000 psf
RETAINING WALL(S) DESIGNED BASED ON LINES AND ELEVATIONS INDICATED ON
GRADING PLAN PREPARED BY LANDMARK BUILDERS, SHEET C2.3, DATED
JANUARY 13, 2016.
THE SITE PLAN SHOWN ON THIS SHEET IS PROVIDED FOR INFORMATIONAL USE
ONLY. MODULUS, PLLC ASSUMES NO RESPONSIBILITY FOR ITS ACCURACY, AND IS
NOT RESPONSIBLE FOR GRADING, DRAINAGE, OR EROSION CONTROL OF THE
PROJECT.
SME (IN FEET) REFER TO OTHER SHEETS FOR ADDITIONAL INFORMATION.
5 10
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SITE PLAN
05/11/2016
SHEET
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ENDWALL
0 W W w w w W
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48"
RCP
See
Details
Through wall drains
Extend to daylight
GL=16'—
l
0+00 0+10 0+20 0+30
STATION
Wall with Pipe Penetration
ClaSSiCTM
Notes:
1. Pipe to extend beyond base course of wall no less than 12"
Concrete Headwall or
Cut Modular block —
Scour protection
as required
Filter Fabric
0
Pipe
Grid not shown
for clarity
Fabric
Rockwood Classic 8
modular block
6" Leveling
Pad
0+40
0+50
TOW=850.3+/-
BOW=848.7+/-
0+60
Scour protection as
required
GEOGRID LEGEND
GEOSTAR
HP200
GEOGRID
OR APPROVED
EQUAL
GEOSTAR
HP300
GEOGRID
OR APPROVED
EQUAL
,00-- GEOSTAR
HP500
GEOGRID
OR APPROVED
EQUAL
860 GL = 10' GEOGRID LENGTH FROM
FACE OF WALL, FEET
X CHANGE IN GRID TYPE
TOW = TOP OF WALL ELEVATION
M BOW = BOTTOM OF WALL ELEVATION
M
850
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GENERAL CONSTRUCTION NOTES:
840 1. ALL CONTRACTORS AND TRADES TO COORDINATE WITH WALL
CONSTRUCTION, INCLUDING UTILITYAND LANDSCAPING
CONTRACTORS.
Cut blocks to fit
around pipe and
provide bond break
at wall opening
Reinforced concrete headwall
shall be a minimum of 12" wider
than pipe.
No. Date. Revision. By. Legend rojecr Nome: Prepared For. CCC
This drawing is furnished for preliminary XX
design purposes only, and should not be �l Crushed Rock DDD
WIN
� III -1 I I—I � .Project Location: raven
used for final design drawings or C7 1K W��' 00111,
Compacted FII YY Y• Checked By:
construction drawings without the sheer # of $
Native Soil Drawing Descrip}ion:
certification of a professional engineer ,_� RETAINING WALLS Leveling Pad
registered in the state in which the wall Wall with Pipe Penetration Dare:MM/DD/YYYY
WIII be COrlstnlCtCd---�--�— Geogrid ProjecrNumber: WWWPRO#
2. EXCAVATIONS WITHIN REINFORCED ZONE SHOULD BE
PERFORMED BY HAND. CONTRACTORS SHALL PROTECT GEOGRID
AND OTHER RETAINING WALL COMPONENTS. CONTACT ENGINEER
PRIOR TO BEGINNING EXCAVATION.
Segmental Retaining Walls (SRW) are mechanically stabilized
reinforced earth structures. Due to the inherent nature of soils used
as construction materials, it is not uncommon for the foundation
soils and the reinforced soils to settle under load and their own
self -weight.
Large trees, particularly those with aggressive root systems, planted
within the reinforced zone can adversely impact the long term
integrity of the retaining wall
BEFORE YOU DIG !
CALL 81 1
IT'S THE LAW !
NOTE:
ALL RETA I N I NC NALL5 OVER 4 FT REQUIRE A 5EPARATE BUILDING PERMIT.
SCALE (IN FEET)
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05/11/2016
SHEET
2
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II
Typ*ical
Classic6 with PCS
,Y
(Dimensions may vary by region)
Universal Cap - back Universal Cap - front
Classic with PCS Classic with PCS
unit (Straight) unit (Beveled)
-----------------------
-------------
------------------------
4'
---------------------------
Slice grid parallel to
machine direction and Fencepost*
place over SLEEVE-ITTm.
DRAINAGE ZONE - 12" ZONE
OF NCDOT No 57 STONE
Fence Near Wall
CAP WITH CONTINOUs I ELLInstall Sonotube.
ADHESIVE (AS PER CONSTRUCT Classic,, with PCS - SLEEVE -ITT'" p grid
MANUFACTURER'S Slice parallel to rid
AND/OR BERM BEHIND "°' r ` '""`• . • 1. `.•� ' '-
RECOMMENDATION) 6„ '-` "'y:`ra� �'° "�'
DRAINAGE ZONE TO DIRECT s,,*:F c �'p°r
min. ;.w ••- .�.�8' tendous and place
RUNOFF AWAY FROM WALL*^; ; .�i! 4 i', r ��=' 3 Plan View
over sonotube.
Fence post*
2' min Aggregate
iHIMAM C14-1-
14
8X17%18" UNIT + 12" MIN. COVER
" Aggregate
I OVER DRAIN FILL A ate
�P) a SLEEVE-ITTm 1224R Concrete or grout
Plan VIeW
Set position of sleeve immediately 1Z'OX24" deep
behind topmost SRW unit. Filter fabric
.4
Note: Cut successive layers of eOrid
GEOSTAR HP500 GEOGRID (TYP) A y g g
'.' around
HEIGHT H' i
VARIES proposed fence post or guardrail post
Concrete ___ ;� installation points.
' r
backfill and compact around sonotube.
check fence design for embedment depth
SOLID HDPE THROUGH -WALL WEEP; MIN. 4" a•' �• ' t
� DIAMETER; INSTALL AT LOWEST POINTS AND � •' ' f f e ce post
SPACE EVERY 20' MAX. FOR ENTIRE WALL '
4"min < • Cut filter fabric and lace over SLEEVE -ITT" 1S a Or
REINFORCED ZONE P
COMPACT FILL TO 95% .. t: Y r r Min. dept
STANDARD PROCTOR Fill sleeve with concrete, set
EMBEDMENT VARIES* 1 /2 heig th Of fence,
fence post.
2' min which ever is greater
, '
�,a ' \ Cut the geogrid around the
11 U
'' Concrete Base '
:•
y/�\� ' ••:r•t 's' •r � SLEEVE-ITrm system if necessary
Reinforced Backfill Zone st
*Non wind bearing fence. If lateral loads will be applied,
6' LEVELING PAD - NCDOT NO. 57 STONE N' PERFORATED DRAINAGE PIPE *Fencing systems approved for use with SLEEVE-ITrm 1224R are limited to the following heights: fence should be designed by structural engineer.
Minimum 24" wide Chain link - up to 8ft, Privacy: up to 6ft (Wooden, PVC, Metal). Post size 4"X4" max.
TYPICAL CROSS SECTION
Leveling Pad Detail Connection Detail fence Near Wall Fence Post Near Wall
Not to Scale Classic,, with PCS - SLEEVE-ITTM
i
Place geogrid in next layer of
block with the main , ' , • . •• ' , •• ' :,t;'..
reinforcement running 901 to the • •, ' . • "
previous direction below. Place • ' / •�'
•t l . :.t �'.:
within t -i inrA only - •' •r"�'
Place geogrid in next 8" layer of
block in a manner to reinforce Min. 3" of soil between Additional geogrid overlap
Lp
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a uu■.■ru.•:.■■..a..u.r"■ru•++ ■________■`=u.� grade
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NOTE:
ALL RETAI NI NC WAtLL5 OVER 4 ET REQUIRE A 5EPARATE E31JI LD1 NG PERMIT.
04.12
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05/11/2016
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STANDARD
DETAILS
05/11/2016
SHEET
3
C•�

PART 1 - GENERAL
DESCRIPTION
The construction of the retaining wall shown on these plans shall be monitored and tested by an
independent testing firm to ensure that the retaining wall is constructed in accordance with the
intent of the design.
This wall was designed using Rockwood Classic 8 modular block and Geostar geogrid design
parameters.
ABBREVIATIONS
AASHTO - American Association of State Highway and Transportation Officials
ASTM - American Society for Testing and Materials
NCMA - National Concrete Masonry Association
REFERENCE STANDARDS
ASTM C 90 - Load Bearing Concrete Masonry Units
ASTM C 140 - Sampling and Testing Concrete Units
NCMA TEK 50 A - Specifications for Segmental Retaining Wall Units
NCMA SRWU-1 - Determination of Connection Strength between Geosynthetics and
Segmental Concrete Units
NCMA SRWU-2 - Determination of Shear Strength between Segmental Concrete Units
NCMA - Design Manual for Segmental Retaining Walls
NCMA - Segmental Retaining Walls Seismic Design
Where specifications and reference documents conflict, the Engineer shall make the final
determination of applicable document.
POST -CONSTRUCTION CERTIFICATION
The Owner's Soils' Consultant shall provide to the Owner a post -construction certification by a
professional engineer registered in the State of North Carolina, who is competent in the design
of Mechanically Stabilized Earth retaining walls. The certification shall be based on an
appropriate level of field observations during wall construction, and shall state that, in the
Engineer's professional opinion, construction of the wall system has been completed in
accordance with the approved Drawings and Specifications, and consistent with good
construction practice.
The Contractor shall conduct and coordinate his construction work in such a way as to give
proper notice and time for adequate inspections for this purpose.
DELIVERY, STORAGE AND HANDLING
Contractor shall check the materials upon delivery to ensure that the specified materials have
been received.
Contractor shall prevent excessive mud, wet concrete, epoxies, and like materials which may
affix themselves, from coming in contact with the wall materials.
Contractor shall protect the materials from damage. Damaged material shall not be
incorporated into the reinforced wall system.
PART 2 - PRODUCTS
Modular Block Wall Units:
Retaining wall units shall consist of 8" Rockwood Classic masonry units. All masonry retaining
wall units shall be in strict accordance with the latest specifications furnished by the
manufacturer.
Wall units shall be masonry load-bearing units that conform to NCMA TEK 2-4 and ASTM C90.
Units shall have a minimum 28 -day compressive strength of 3000 psi. Units shall have
maximum absorption of 8% by weight determined by ASTM C140.
The masonry units shall have nominal height of 8 inches and a minimum depth of 12 inches.
Contractor shall provide samples to the Owner for color and texture selection. The Owner shall
have 30 days to select from the provided samples.
Finish of units shall be split face or rough textured.
All units shall be sound and free of cracks or other defects that would interfere with the proper
placing of the units or significantly impair the strength or permanence of the construction.
Cracking or excessive chipping may be grounds for rejection. Units showing chips visible at a
distance of 20 feet from the wall shall not be used within the wall.
Concrete used to manufacture wail units shall have a minimum 28 days compressive strength
of 3000 psi in accordance with ASTM C 90 and C 140.
Units shall be installed in a running bond pattern.
Units shall be capable of attaining the curvature and bends indicated on the Drawings.
Units shall have a set -back of at least 1/2 " per course but not more than 1" per course.
If the segmental retaining system requires connectors or spacersbetween blocks, then
connectors or spacers shall be provided which meet the manufacturer's specifications.
Cap Blocks: Pre -cast wall block matching the consistency, texture, and surface appearance of
the standard wall units, and having a finished face for all exposed surfaces. Cap blocks shall
be adhered to the top course of segmental units via a weatherproof masonry adhesive.
Leveling Pad Material: NCDOT No. 57 stone at a minimum of 6 inches in depth.
Drainage Aggregate: NCDOT No. 57 stone at a minimum of 12 inches behind the back of each
segmental unit. Drainage aggregate shall also be placed within cores of blocks and in all voids
between blocks.
Drainage Piping: 4" minimum diameter Corrugated Perforated High Density Polyethylene'
(HDPE) pipe and fittings. Perforated pipe shall be used at the bottom of the drainage zone.
Solid walled pipe shall be used for drain outlets and for extending drain pipe to suitable gravity
outlet away from the wall. Through -wall piping shall be 4" minimum diameter HDPE piping or an
approved equivalent.
Reinforced Backfill: Soil backfill material within the reinforced zone (the zone horizontally from
the back of the drainage aggregate to the ends of the geogrid reinforcing layers and vertically
between the top of the leveling pad and the top of the drainage aggregate) shall be compacted
soil fill free of debris and meeting the following gradation and plasticity limits:
US Standard Sieve % Passin
3/4"
100
No. 4
95 to 40
No. 10
95 to 20
No. 40
80 to 20
No. 200
20 to 0
Backfill shall have Liquid Limit of 20 or less and a Plasticity Index of 10 or less according to
ASTM D4318.
Backfill shall have a compacted Total (Wet) Density of at least 135 pcf.
Backfill shall have effective stress friction angle of at least 34 degrees according to ASTM
D3080 or ASTM D4767.
The effective stress friction angle, maximum dry density, gradation, and plasticity indices of fill
soils used as backfill shall be verified by testing in accordance with the appropriate laboratory
tests. Testing frequency shall be no more than every 500 cubic yards placed.
Unacceptable fill materials include topsoil, organic soils (OH, OL), silts and clays (CL, CH, ML,
MH), and soils not meeting the requirements noted above.
Retained Backfill: Soil backfill material within the retained zone (the zone horizontally beyond
the ends of the geogrid reinforcing layers and vertically between the top of the leveling pad and
the ground surface) shall have the properties noted on Sheet 1.
Foundation Soil Undisturbed soil or rock or compacted soil fill free of debris and meeting the
ASTM D2487 classification for ML, SM, SP or SW. Fill soils shall be compacted to at least 95%
Standard Proctor.
Foundation soil shall have a compacted Total (Wet) Density of at least 110 pcf.
Foundation soil shall have effective stress friction angle of at least 28 degrees and cohesion
value of at least 100 psf according to ASTM D3080 or ASTM D4767.
The effective stress friction angle and maximum dry density of fill soils used as backfill shall be
verified by testing in accordance with the appropriate laboratory test. Testing frequency shall be
no more than every 500 cubic yards placed.
Geogrid Reinforcement: Geogrids shall consist of Geostar geogrids or approved equivalents.
All geogrids shall be in strict accordance with the latest specifications provided by the
manufacturer.
The Contractor shall inspect all geogrid delivered to the site and shall reject materials that have
10% or more of a structural rib which has been cut or ripped. If the geogrid is damaged on the
construction site, it shall be replaced at the Contractor's expense.
Filter fabric: Filter Fabric shall be Mirafi 140N or shall be a non -woven needle -punched
geotextile fabric manufactured for the purpose of filtration and which has engineering properties
not less favorable for the intended purpose than that of Mirafi 140N.
PART 3 - EXECUTION
GENERAL
All retaining wall work shall comply with manufacturer and vendor recommendations and the
plans and specifications.
CHANGES
If the elevation, location, surcharge loading, or grading surrounding the retaining wall changes
from that depicted on these plans, Modulus, PLLC shall be notified to that modifications to the
design can be made, if necessary.
Changes to the geogrid layout, including but not limited to length, geogrid type, or elevation,
shall not be made without the explicit written consent of the Designer.
Changes to block heights (total block height for wall) or lengths of runs shall not be permitted
without the explicit written consent of the Designer.
CLEARING AND SUBGRADE PREPARATION
Clearing and stripping limits shall be extended a minimum of 1 foot in front of the retaining wall
and 2 feet behind the reinforced zone.
All existing topsoil, rootmat, and any other soft or unsuitable materials shall be removed from
the clearing and stripping limits.
Prior to initiation of fill placement, the stripped area shall be observed by the Owners testing
firm to determine the extent of any remedial work.
EXCAVATION
Contractor shall excavate to the grades required to construct the wall system per the project
grading plans, and the engineered wall system drawings. Contractor shall note that this may
require excavation to the top of leveling pad elevation for the full plan area below the reinforced
zone in those cases where the reinforced backfill has stronger properties than the foundation
soil materials.
Contractor shall take precautions to minimize over -excavation. Contractor shall also take
precautions to protect existing stormwater structures which shall remain in place.
Over -excavation shall be corrected by backfilling with material meeting the requirements of
Retained Backfill or Foundation Soil, as appropriate for the area of over -excavation, or by
backfilling with lean concrete. Backfilling of over -excavation shall be completed at the
Contractor's expense.
Contractor shall verify the locations of existing structures and utilities prior to excavation.
Contractor shall ensure all surrounding structures are protected from the effects of excavation
and backfilling.
Excavations shall be braced, shored, or sloped and benched in compliance with OSHA
requirements for temporary excavations. Temporary slopes shall be no steeper than 1:1 (H:V).
The contractor shall not stockpile excavated materials or equipment immediately adjacent to
the excavation walls or slopes. All such materials shall be kept back from the top of the
excavation a minimum distance equal to the excavation depth. where equipment or materials
must be placed immediately adjacent to the excavation walls, the excavation walls shall be
designed for the anticipated surcharge loading, or additional bracing must be provided to
support the anticipated surcharge loading.
LEVELING PAD CONSTRUCTION
Prior to placement of leveling pad materials, proofroll the foundation soil subgrade with a
rubber -tired vehicle having a single axle weight of at least 10 tons or a tandem axle weight of at
least 20 tons. If the foundation subgrade is not stable enough to permit the placement and
compaction of backfill, the unstable conditions shall be remedied as directed by the Soil
Consultant prior to continuing wall construction. Proofrolling shall be observed by the Soils
Consultant.
Place leveling pad as shown with a minimum thickness of 6 inches. The leveling pad shall
extend laterally at least 6 inches from the front and back of the lower-most wall unit.
Compact leveling pad material with at least 2 passes of a vibratory compactor to provide a level
hard surface on which to place the first course of units.
Prepare leveling pad to ensure intimate contact of wall units with pad.
WALL UNIT INSTALLATION
Place first course of wall units on the leveling pad. Align adjacent units, and level units
side-to-side, front -to -rear, and with adjacent units.
Ensure that units are in full contact with leveling pad.
Ensure that first course is placed in the correct horizontal location and alignment, and correct
vertical elevation.
Continue vertical placement of wall units in a running bond pattern per manufacturer's
recommendations. Do not stack more than one wall unit above the top of the compacted
backfill before placing drainage aggregate and backfill for the wall.
Place and compact drainage aggregate within unit cores, between units, and extending at least
12 inches behind units. Fill all voids between and within units with drainage aggregate. Tamp
drainage aggregate in place with a flat plate tamp or vibratory compactor.
Install perforated drainage pipe behind wall at the location and elevations shown on the
drawings. Install solid drainage pipe through the wall face at locations of drain outlets indicated
on the drawings. Cut the wall facing units to fit around the outlet pipe leaving an opening no
larger than 1/8".
Once the top of wall elevation has been reached, install cap units according to the
manufacturer's recommendations and the drawings. Use a weatherproof masonry adhesive to
connect the caps to the underlying wall facing units.
GEOGRID INSTALLATION
Install geogrid reinforcement on a compacted and horizontal surface at the design elevations
and lengths indicated on the drawings. Orient the geogrid with its highest -strength axis
perpendicular to the wall face. Follow wall unit manufacturer's requirements for connecting
geogrid sheets to the segmental wall units.
Use only full-length geogrids with no splices. Geogrid sheets shall butt each other at edges to
provide 100 percent coverage of the backfill. Adjacent geogrid sheets shall not overlap, except
where the wall makes an outside curve or corner. Where geogrid sheets will overlap due to a
curve or comer, place at least 3 inches of backfill between the overlapping sheets of geogrid.
Where geogrid sheets separate because of an inside curve or comer, place an additional layer
of geogrid over the gap between the adjacent geogrid sheets after first placing at least 3 inches
of backfill to separate the additional geogrid from the underlying sheets adjacent to the gap.
The additional sheet placed to cover the gap shall not be connected to the segmental wall units,
but shall be placed up to the back of the wall units.
Lay the geogrid horizontally on compacted backfill Place the next course of wall units over
geogrid. Pull the geogrid taut, and anchor prior to placing backfill on the geogrid.
During backfilling operations, place, spread, and compact soil in such a manner that produces
no slack in the geogrid. Place and compact backfill materials in a direction away from the wall
to maintain the tension in the geogrid.
Place and compact backfill soil in lifts not to exceed 8 inches loose depth, where heavy
mechanized equipment will be used to compact the fill, or not to exceed 4 inches loose depth
where hand -operated equipment will be used to compact the fill. Do not use heavy compacting
equipment immediately adjacent to the wall. Use only lightweight hand -operated equipment
within 3 feet of the concrete wall units.
Note that compaction of backfill is required over the full width of the backfill to not less than the
ends of the geogrids, including the fill immediately adjacent to the drainage aggregate. The
contractor shall use appropriate equipment and shall adjust the lift thickness of the fill to
achieve the required compaction without pushing, rotating, dislodging, or otherwise affecting the
wall units already installed. Any disturbance of the wall facing units or geogrids resulting from
excessive compaction shall be corrected at the contractor's expense.
Fill materials shall not be placed on wet, frozen, or frost heaved soils. All such soils shall be
removed prior to continuation of fill operations.
Fill materials shall not contain frozen materials at the time of fill placement. All such materials
shall be removed prior to continuation of fill operations.
Backfill shall be compacted to at least 95% of the maximum dry density of the fill determined
according to standard Proctor (ASTM D 698) methods. Backfill shall be placed and compacted
at a moisture content that is within the compactable range for the soil according to the standard
Proctor compaction curve, but in no case shall the moisture content be more than 3 percent
above or below the standard Proctor optimum moisture content for the backfill.
All fill and backfill operations shall be frequently observed by the Owners testing firm to
determine if minimum compaction requirements are being met and that materials meet or
exceed the specification requirements.
Do not operate tracked construction equipment directly upon the geogrid reinforcement. A
minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the
geogrid. Minimize vehicle turning to prevent tracks from displacing the fill and damaging the
geogrid. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less
than 10 MPH. Sudden braking and sharp turning shall not be permitted.
At the end of each day's operation, slope the last lift of backfill away from the wall units and the
compacted fill to direct runoff away from wall construction area. Do not allow surface runoff
from adjacent areas to enter the wall construction area.
Dewatering and Site Drainage
The contractor shall provide sump pit and pumping operations should dewatering be necessary.
The contractor shall provide and maintain adequate site drainage during earthwork operations,
including providing for drainage of surface water away from the construction areas.
All erosion and sedimentation control shall be controlled in accordance with sound engineering
practice and current county and state requirements.
The contractor shall provide positive drainage away from the back of the wall at all times during
construction.
CONSTRUCTION TOLERANCES
Installation of wall faces shall be within all the following tolerances:
1. Vertical control from plan:
1.25 inches over a 10 ft. distance.
2. Horizontal location control from plan:
Straight lines: 1.25 inches over a 10 ft. distance.
Straight & radius corner locations: 1.0 ft.
Curves and serpentine radius: 2.0 ft.
3. Rotation of the wall face during construction:
Maximum 2.0 degrees from established wall plan batter.
Maximum 10.0% from total established horizontal setback.
4. Bulging: 1.25 inches over a 10.0 ft. distance.
CONSTRUCTION MARKING
The contractor shall mark the wall construction with appropriate stakes and offsets to maintain
horizontal and vertical control of the wall construction.
The contractor shall establish temporary markings indicating station numbers along the wall
which are consistent with the stations indicated on the construction plans. The station marks
shall be painted on the subgrade behind the wall facing units. Ensure no paint will be visible
from the front of the wall after completion of wall construction. Station marks shall be every 40
feet beginning with Station 0+20. The contractor shall also mark the elevation of the top of the
wall unit at every station mark.
Marks shall not be applied to the exposed parts of the wall.
QUALITY ASSURANCE TESTING
Quality Assurance Testing
The Owner will provide a Testing Laboratory (TL) to perform quality assurance testing for the
benefit of the Owner. Testing by the Owner's TL is for the sole benefit of the Owner to verify
that wall construction meets the plans and specifications. Testing by the Owner's TL shall not
be relied upon by the contractor for the contractor's quality control purposes. Testing or lack of
testing by the Owner's TL does not relieve the contractor from the requirement to provide for
quality control of the work. Testing or lack of testing by the Owner's TL does not relieve the
contractor from the requirement to meet the plans and specifications during all aspects of wall
construction. The Owner's TL does not have authority or responsibility to direct the contractor's
work. Testing or lack of testing by the Owner's TL does not imply acceptance of the work by the
Owner.
The contractor shall coordinate with the Owner's TL to ensure that the minimum testing outlined
in this section is performed. The contractor shall assist the Owner's TL as necessary for the TL
to perform the required tests and observations.
Foundations and Leveling Pad
The Owner's TL shall check the bearing capacity of the foundation soils below the bottom of the
leveling pad with Dynamic Cone Penetrometer (DCP) testing performed at least every 50 linear
feet, or part thereof, along the leveling pad excavation prior to placement of leveling pad
material. DCP testing shall also be performed at least every 50 linear feet or part thereof below
the foundation subgrade behind the leveling pad in the area of the reinforced backfill.
After placement and tamping of leveling pad material, the thickness of the leveling pad material
shall be verified by excavation. The thickness shall be checked at least every 50 linear feet.
Drain Pipes and Drainage Fill
The Owner's TL shall observe installation of all drainage pipes, drainage outlet pipes, and end
caps and connectors required for the drain pipes.
The Owner's TL shall measure the horizontal dimension of the drainage fill to check that it
extends at least 12 inches behind the back of the segmental units. Measurements of the
horizontal thickness of the drainage fill shall be made at least every 100 linear feet along the
wall and at least every 2 feet vertically.
Geoarid Installation
The Owner's TL shall observe installation of all geogrid reinforcing sheets for conformance with
plans and specifications.
Testing of Compacted Fills
The Owner's TL shall perform field density tests in compacted fill placed in the reinforced and
retained zones of the wall construction to verify the compaction criteria is being met. Density
tests shall be performed at least once every 100 linear feet horizontal or part thereof along the
wall for each vertical foot of fill placed. Density tests shall be by Drive Tube (ASTM D2937),
Sand Cone (ASTM D1557), or Nuclear (ASTM D2922) methods as appropriate for the type of
fill tested.
For each apparently different type of soil fill used in the wall construction, the Owner's TL shall
perform at least one of each of the laboratory tests indicated in the specifications to verify
conformance with the specifications, except that shear strength testing need not be performed if
the fill meets all other test results.
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