20090842 Ver 1_401 Application_20090809

ALPHA & OMEGA GROUP
C I V I L & S T R U C T U R A L E N G I N E E R S
August 3, 2009
Division of Water Quality, 401 /Wetlands Unit
1650 Mail Service Center
09-0842
AUG 42009
Raleigh, NC 27699-1650 wETLAN mD s WATER QUALITy
Subject: Proposed BMP's for First Assembly of God,
Raleigh, Wake County, Neuse River Riparian Buffer Rules - written approval
Gentlemen:
The attached PCN Application Form is being submitted for the improvement on the existing
property of First Assembly of God at 3249 Blue Ridge Road, Raleigh, Wake County, North Caro-
lina. We are seeking approval only for Neuse River Riparian Buffer Rules.
The City of Raleigh has asked the property Owner to submit this PCN to NCDENR DWQ for
official review and approval of the BMP's proposed on this project as they relate to the existing
NRRB associated with Tributary "D" to Crabtree Creek. Tributary "D" to Crabtree Creek tra-
verses the western most portion of the property from south to north. Please refer to the maps
contained herein for reference.
The work outlined in the attached documents have no direct impact to the NRRB. The fill re-
quired for the proposed Dry Detention BMP has been relocated so that is does not impact areas
determined to contain alluvial soils as documented by S&ME. Please refer to the report attached
hereto that indicates the pond location prior to the alluvial soil investigation. We are not propos-
ing any fill to areas of alluvial soil. The proposed Level Spreader is designed to accommodate the
first one inch of rainfall and the vegetated filter strip below the level spreader is proposed to be
grassed and is placed upslope of the existing NRRB. Flows above the one inch rainfall are di-
verted and discharged by means of a pipe with stone dissipater at the pipe outlet before the storm-
water enters the NRRB.
The accompanying plans and application form(s) illustrates the proposed improvements without
direct impact to the NRRB.
Contents:
1. PCN Application Form
2. Vicinity Map
3. Existing Conditions Map
4. Improvement Layout & Grading Plan
5. Preliminary Stormwater Drainage Report dated July 28, 2009.
6. Alluvial Soil Investigation, by S&ME, dated July 17, 2009.
4911 Green Road Suite 107 Raleigh, North Carolina 27616 Phase 919 981 0310 Pax 919 981 0451 u,tuui.aogrouh.r•onz
August 3, 2009
Page 2 of 2
7. Appendix
a. Site Aerial Photograph (11x17)
If you require additional information or have any questions, please do not hesitate to contact me
at 919-981-0310 or t zr?, eblo@a ogroup.com .
Thank you for your prompt attention to this matter.
Sincerely,
T"&? T. Glenn Zeblo, PE
Alpha & Omega Group, PC
P:\2008_000\2008_021 - First Assembly Church\corresp\letter\DWQ PCN_Cover Letter-no RDWY.doc

ALPHA & OMEGA GROUP
C I V I L & S T R U C T U R N t E N G I N E E R S
09-0842
1F=@1N9%q1'D9
AUG 4 2009
DENR • WATER QUALITY
WETLANDS AND STORMWATER BRANCH
LETTER OF TRANSMITTAL
TO: NC DWO, 401/ Wetlands Unit Telephone: [phone]
2321 Crabtree Blvd.
Raleigh, NC, 27604
Suite 250
Facsimile: 919-733-6893
FROM: T. Glenn Zeblo, P.E.
DATE: August 4, 2009
RE: First Assembly of God of Raleigh (City of Raleigh # SP-103-08)
WE ARE SENDING YOU:
COPIES: DATE: NO. DESCRTPTTON:
5 8-3-09 1 PCN a lication and supporting documentation
1 44 2 PCN application fee
5 64 3 Cover Letter
5 7-14-09 4 Report for Alluvial Soil Evaluation
- 5 7-28-09 5 Preliminary Stormwater Drainage Report
THESE ARE TRANSMITTED: For review.
COMMENTS:
p:\2008_000\2008021 - first assembly church\corresp\transmittal\nc dwq pcn sumittal 8-4-09.doc
4911 Green Road Suite 107 Raleigh, North Carolina 27616 Phone [phone] Fax [phone] wwtu.aogroup.com
p9-0842
? "9' wnr Q
- r
t] Y
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ? No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: First Assembly of God MIM P-"
2b. County: Wake
2c. Nearest municipality / town: Raleigh
2d. Subdivision name: N/A AUG 2009
2e. NCDOT only, T.I.P. or state
project no: N/A DENR-WATER QUALITY
WETLANDS AND STORMWATER BRANCH
3. Owner Information
3a. Name(s) on Recorded Deed: First Assembly of God of Raleigh
3b. Deed Book and Page No. DB: 02461 DP: 0590
3c. Responsible Party (for LLC if
applicable): First Assembly of God (Attn: David Allsbrook)
3d. Street address: 3249 Blue Ridge Road
3e. City, state, zip: Raleigh, NC 27612
3f. Telephone no.: [phone]
3g. Fax no.. [phone]
3h. Email address: [e-mail]
Page I of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: T. Glenn Zeblo, P.E.
5b. Business name
(if applicable): Alpha & Omega Group
5c. Street address: 4911 Green Road
5d. City, state, zip: Raleigh, NC 27616
5e. Telephone no.: [phone]
5f. Fax no.: [phone]
5g. Email address: [e-mail]
Page 2 of 11
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 0785-85-9551
Latitude: 35.492863 Longitude: -
1b. Site coordinates (in decimal degrees): 78.415573
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 13.88 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Crabtree Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: Crabtree Creek/ c and b nsw
2c. River basin: Neuse River Basin
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site has two church buildings and two parking lots. The land use is category 1.03.03. The site is 37% covered with
impervious surfaces. The surrounding properties include Medium Density Residential (1.01.01.03) Medium Density
Multi-family (1:01.03.02) and Commercial office (1.02.02.0).
3b. List the total estimated acreage of all existing wetlands on the property:
unknown
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
256 If
3d. Explain the purpose of the proposed project:
Construct a building addition to the two existing builidings,and add additional parking.
3e. Describe the overall project in detail, including the type of equipment to be used:
The property Owner wishes to construct additional educational space to be added to the existing buildings on the upslope
area of the property. Additional parking is desired between the existing buildings and Blue Ridge Road upslope from the
water feature.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments: Field Determination by DWQ Staff (attached)
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ? Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ? No ® Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain. ,
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ? Streams - tributaries ® Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - or
(PER)
(Corps - 404, 10
stream
length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ? P ? T ? PER ® Corps
? INT ® DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number -
Permanent (P) or
Temporary T 4b.
Name of waterbody
(if applicable) 4c.

Type of impact 4d.

Waterbody type 4e.

Area of impact (acres)
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a.

Pond ID 5b.

Proposed use or purpose 5c.
Wetland Impacts (acres) 5d.
Stream Impacts (feet) 5e.
Upland
(acres)
number of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ?Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6d. 6e. 6f. 6g.
Buffer impact
number- EReaso:n Buffer Zone 1 impact Zone 2 impact
Permanent (P) or Stream name mitigation (square feet) (square feet)
Temporary T required?
B1 ?P?T ElYeos 0 0
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts 0 0
6i. Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ? Yes ? No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps
? Mitigation bank
2c. If yes, which mitigation option will be used for this ? Payment to in-lieu fee program
project?
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
® Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 52.67%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
An open detention/retention pond is planned to be located upslope from the stream to meet the requirements of Raleigh
for attenuating post construction discharge, Nitrogen Export and TSS.
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? Clty of Raleigh
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes
? No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Public Sanitary Sewer service is available to the property and will be utilized.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
® Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted. ? A
h
ill
ev
s
e
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Contacted USFWS office and web site.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ? No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ? No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? Per Fema map # 37200785500J Dated 5/02/06.
T. Glenn Zeblo -?,,? S 1310 !
I
Applicant/Agent's Printed Name -
A icant/Agent's nature Date
(Agent's signature is valid only if an autho iz ion letter from the applicant
is provided.
Page 11 of 11
PCN Form - Version 1.3 December 10, 2008 Version
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aQF W A 7"9Q Beverly Eaves Perdue, Governor
O Dee Freeman. Secretary
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C Coleen H, Sullins, Director
Division of Water Quality
Q ?
January 22, 2009
John Picha, PE
Alpha & Omega Group
4911 Green Rd Suite 107
Raleigh, NC 27616
JAN 2'12009
r40 -4 1002, o2/
NBRRO408-239
Wake County BASIN:
Neuse River X Tar-Pamlico
(15A NCAC 2B.0233) (15A NCAC 2B.0259)
Project Name: First Assembly of God Church
Location/Directions: Subject property is a church located at 3249 Blue Ridge Rd in Raleigh. USGS Raleigh West,
NRCS Wake County Sheet 48;
Subject Stream: UT to Crabtree Creek
Date of Determination: December 2, 2008
Feature(s) Not
Subject Subject Start @ Stop@ Stream
Form Pts. Soil Survey USGS
Topo
A X Throughout X X
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
'riot Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream, There may be
other streams located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWQ or Delegated Local Authority that a surface water
exists and that it is subject to the buffer rule may request a determination by the Director. A request for a
determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly, DWQ
Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination
by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for
an ad judicatory hearing. You must act within 60 days of the date that you receive this letter. Applicants are
hereby notified that the 60-day statutory appeal time does not start until the affected party (including
downstream and adjacent landowners) is notified of this decision. DWQ recommends that the applicant
conduct this notification in order to be certain that third party appeals are made in a timely manner. To ask
for a hearing, send a written petition, which conforms to Chapter 1508 of the North Carolina General
Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
determination is final and binding unless you ask for a hearing within 60 days.
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Intemet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper
OR
hCaroli
Nna
Naturally
First Assembly Church of God
Wake County
January 22, 2009
Page 2 of 2
The (owner/future owners) should notify the Division of Water Quality (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property
(stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries
should be directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army
Corp of Engineers (Raleigh Regulatory Field Office) at (919)-876-8441.
Respectfully,
Martin Ric and
Environmental Specialist
CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
RRO/SWP File Copy
Nom` Carolina
Naturu!!y
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Internet: h2o,enr.state.mus 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 509,fi Recycled/10% Post Consumer Paper
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?S&ME
July 17, 2009
First Assembly of God
3429 Blue Ridge Road
Raleigh, North Carolina 27612
Attention: Mr. David Allsbrook
Reference: Report for Alluvial Soil Evaluation
First Assembly of God
3429 Blue Ridge Road
Raleigh, North Carolina
S&.ME Project No. 1054-08-294
Dear Mr. Allsbrook:
S&ME, Inc. (S&ME) appreciates the opportunity to submit this soil evaluation report for
the above-referenced project. S&ME has performed these services in accordance with
S&ME Proposal No. PI 31-09E dated July 7, 2009.
PROJECT BACKGROUND
The existing First Assembly of God is located at 3429 Blue Ridge Road in Raleigh, North
Carolina. S&ME has performed a subsLrface exploration for proposed additions to the
facility and submitted a Subsurface Exploration Report dated September 12, 2008, which
provided geotechnical recommendations for the proposed development.
This report describes the findings of our assessment of the presence of on-site alluvial
soils at locations proposed to be used for the placement of fill material associated with
the construction of stormwater control devices. Mr. Zeblo of Alpha and O nega provided
S&ME with a copy ofa site Map attached to an email on June 29, 2009 indicating two
general areas intended for evaluation.
FIELD OBSERVATIONS
The Natural Resources Conservation Service (NRCS) has mapped the soils in the study
area as the Mantachie Series, as shown in Wake County Sol] Survey. Mantachie soils
were formed by alluvial processes and are classified as `somewhat poorly drained', with a
depth to seasonally high water table of approximately 1.0 to 1.5 feet below the (,round
surface. According to the MRCS Official Series Description, these soils are characterized
(; :%7C
-0 6 h ) 3 ;72.2PiFiQ ! 99 876.39.i
Alluvial Soil Evaluation SWE Project No. 1054-08-294
First Assembly of God - Raleigh, NC July 17, 2009
most notably by multi-colored loarny surface and subsoil layers and have a prevalence of
low chrorna colors (array or grayish colors). These gray colors indicate past occurrences
of saturation.
The upland soils mapped ad}acent to the Maritachic soils on-site are, classified as the
Cecil Series. These soils arc very common in North Carolina and are classified as `wc l
drained' characterized by red clay subsoil.
The soils observed by S&ME on-site ranged in characteristics associated with both the
Mantachie and Cecil Series_ Soil profile descriptions at the test locations arc attached to
this report and describe the depths, textures, and colors observed during our Field
evaluation.
RESULTS
Table 1, below, indicates our determination of whether or not the soil at each hand auger
boring location was formed by alluvial processes.
Table 1: Soil Profile Testing Results (See Figure 1 for approximate locations)
Boring Number Soil Type
Ci?aracteristias Boring Number

J Soil Type
Characteristics
HA-1 Not Alluvial HA-7 Not Alluvial
HA-2 Alluvial HA-8 Not Alluvial
HA-3 Not Alluvial HA-9 Not Alluvial
HA-4 Alluvial HA-10 Alluvial
HA-5 Not Alluvial HA-11 Not Alluvial
HA-6 Alluvial HA-12 Alluvial
During our field assessment, S&ME observed an existing drainage feature located in the
western portion of the site. Most notably, our soil profile evaluation at hand-auger boring
HA-I2, apparently within an area proposed to be used for the placement of fill, is located
within this drainage feature and did indicate past occurrences of saturated conditions and
recent surface flooding. See Figure l for hand-auger boring locations.

Alluvial Soil Evaluation SWE Project No. 1054-08-294
First Assembly of God - Raleigh, NC July 17, 2009
CLOSURE
S&ME is pleased to submit this report on our soil evaluation. If you have any questions
or need additional information, please call us at [phone],
Sincerely,
S&ME, Inc.
ason Volker, L.S.S. Nathan Peeves, P.E.
Environmental Scientist Senior Engineer
Senior Reviewed: RW
Attachments: Figure I
Hand Auger Soil Profile Descriptions
MRCS Official Soil Series Descriptions
S:1PR0JEGTS12008108-294 First Assembly of God AddnstStandard Environ\ReporflRepod First Assembly of God.doc
3

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SRME, INC
SOIL PROFILE DESCRIPTIONS
HA-1
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
A 0-4 1OYR 5/4 Sil, gr vfr
I 4-8 10YR tilt SiCI. 6'r fr
BC 8-21 7.5YR 5/8 Sid' 1,SBK fr rocky
Hand auger refusal at 21
Apparent Water Table: =-21"
Seasonal High Water Table: = 21
COMMENTS:
HA-2
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
A 04 l OYR 613 SiL gr vfr
Cg 4-20 l OYR Ell 7.5YR 5/8 SiL massive fr low chroma
0 4"
(:OMMENTS.
Borin terminated at 20"
-???
Apparen# Water Table: ?-20""
Seasonal Filth V4'ater Table4'
HA-3
Horizon Depth (in.) Matrix Mottles feature Structure Consistence Notes
F 0-6 10YR 6/0 SiL l.Sf3K
BC; 6-22 2.5YR 5/8 SiC I,SBK
C1 2240 1OYR 5/6 SjCL massive rocky
C2 40-43 10YR 6i8 2.5YR 4/8
7.5YR 6/2 SiCT., massive low chroma
r?i) 40"
COMMI3M`S:
Boring terminated at 43"
N Apparent Water Table: - 43"
Seasonal HiLTh Water Table: 40"
HA-4
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
A 0.S I OYR 5,16 SiL gr vfr rocky
Bw 5-9 19YR 5/6 StCL 1,SBK fr low chrorna
I OYR 6/2 t«? 5'
5YR 5/8 rocky
COMMENTS:
Hand auger refusal at 9"
Apparent Water Fable: =>9"
Seasonal High Water Table:: 5"
HA-5
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
A 0-1 IOYR 5/4 L ff Vfr
Bt' 1-6 7.5YR 5/6 SiL l,SBK fr
BC 6-25 2.5YR SiCL massive fir
COMM ENIFS
Hand auger refusal at 28'
A arent Water Table: >28
E Seasonal High Water Table: •281' I
HA-6
Horizon [depth (in.) Matrix Mottles Texture Structure Consistence Notes
AB 0-10 5YR 4/6 Sit. Ur vfi
BC 10-15 5YR 4/6 5YR 5/1 SiCL massive fr low chroma
(c? 10•,
Cg 17-2I T5YR 5/2 S1CL massive fi
COMMENTS:
"-_..?-______.._??____.____?_.__
Hand auger refusal at 21
a_
Apparent Water fable: >>21"
Seasonal Hip-h Water Table: X10„

HA-7
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
C 0-10 2.5YR 4ig Sil, massive v.finn rocky
COMMENTS:
Hand au per refusal 91_1 0"
A anent W ter Table: >10"
Seasonal High Water Table: >10"
HA-8
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
C 0-8 7.5YR 4/6 Si massive firm rocky
COM-MENTS:
HA-9
Horizon Depth (in.) Matrix Mettles Texture Structure Consistence Notes
BC 0-10 10YR 4/6 SiCL 1,SBK fr rocky
COMMENTS:
Hand auger refusal at 10"
Aunt Water Table: > 10"
SOSOnal I Iigh Water Table: > 10" 1
HA-10
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
CB 0-24 SYR 5/6 SKI, massive fr/finn rocky
SYR S/1
10YR 7/2
2.5YR 5/
COMMENTS:
Hand auger refusal at 24"
Apparent Water Table: >24"
-
Seasonal Hi<dh Water Table: 4"

HA-1 I
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
L 0-4 5YR 4/6 Sil, gr fl.
BC' 4-20 2.5YR 5/6 SiCL l,SBK fi
C 20-27 1 OYR 4/3 1 OYR 7/4
7.5YR 5/8 Si massive fir
COMMENTS
Hand auger refusal at 27" -?- _ _
Apparent Water Table: >27"
Seasonal High Water Table: >27"
HA-12
Horizon Depth (in.) Matrix Mottles Texture Structure Consistence Notes
A 0-2 7.5YR 3/2 SiS sg
C 2-10 5YR 5/6 2.5Y 6/2 LS massive low chroma
(a) 4"
C2 10-20 2.5YR 614 Si massive fr rocky
COMMENTS:
hand auger refusal at 20"
Apparerrt WaterTable:>20' ?-
Seasonal Hi6 Water Table: 4"
ABBREVIATIONS:
1 OYR 3/2 -- Mansell Color Chip #
_ gr -- Granular
MC - multi-colored sg - Single grain
S -- Sand I,SBK - Weak, Subangular Blocky
LS - Loamy Sand vfr - Very friable
Si(-'- Silty Clay fr - Friable
fi -Finn
Official Series Description - -JAN I ACHIL Series t'avw I of'
L,OCP,j'ZC)N M ANTACHI E MSS A:L AR FL KY LA TIC: ':'td TX VA
Established Series
Rev. WIS:R.BH,PGM
09/2004
MANTACHIE SERIES
The Mantachie series consists cif somewhat poorly drained, rnoderateiy permeable; soils. They formed in loamy alluvir.rni.
These soils are on flood plains. They usually flood late in Nvintcr and early in spring. The seasonally high water table is at
a depth of 1.0 to 1.5 feet. Slope is dominantly less than 1 percent but ranges to 3 percent.
TAXONOMIC CLASS: Fine;-loamy, siliceous, active, acid, thermic Fluventic Endoacluepts
TYPICAJ, PEAON: Mantachie loam, on a I percent slope., in cropland. (Colors are for moist soil.)
Ap--O to 5 inches; dark grayish brown (I OYR 4/2) loam. weak fine granular structure; friable; common fine roots; few
fine concretions of iron and manganese oxides; common fine distinct dark yellowish brown (I OYR 4/4) masses of iron
accumulation, slightly acid; abrupt smooth boundary. (3 to 8 inches thick.)
A-_5 to i I inches; brown (IOYR 4/3) fine sandy loam; weak fine granular structure; friable; few fine roots; few fine
concretions of iron and manganese oxides; many fine and medium faint grayish brown (IOYR 5/2) iron depletions; many
fine and medium distinct light yellowish brown (IOYR 6114) masses of-iron accumulation; very strongly acid; clear warty
boundary,'. (O to 6 inches thick)
Bw I -- I I to 15 inches; 40 percent grayish brown (10YR 512), 30 percent brown (1 OYR 4/3), and 30 percent dark
yellowish brawn (10YR 4/4) loam; weak tine subangular blocky structure; friable; few fine roots; few fine concretions of
iron and manganese oxides; areas of grayish brown are iron depletions; areas of dark yellowish brown are masses of iron
accumulation, very strongly acid; clear wavy boundary.
Bw2--15 to 19 inches; 00 percent strong brown (7.5YR 5/6) and 40 percent gray (I OYR 5/1) loam; weak medium
subwigular blocky structure; friable. fcw fine roots; areas of gray are iron depletions; areas of strong brown are masses of
iron accumulation; very strongly acid; gradual wavy boundary. (Combined thickness of the Bw, horizon is 4 to 13 inches.)
Bg1--19 to 29 inches; gray (I OYR 011) loam; weal: medium subangular blocky structure; friable; few fine roots; many
rnceliu171 prominent strong brown (7.5YR 5/6) masses of fit-on accr.rnlulation; very strongly acid; gradual wavy boundary.
Bat--2c? to 48 inches; gray (10YR 51) loam; weak medium subangular blocky structure:; friable; Few fine; roots; many
medium prominent strong brown (7.5YR 5`6) and fete fine prominent yellowish red (5YR 5/6) masses of iron
accumulation; very strongly acid: gradual wavy boundary.
Bg3-48 to 0 1 inches ur<ry (I CIYFZ !? 1) loam; weak coarse subzunLI?ulrrr blocky structure; friable-,
few €irut and medium
concretions of iron anti nzangaricse oxides; many fine and medium prominent strong brown (7.5YR )-,'6) and yellowish rc(
SYR 5 6) masses of iron accumulation; very strongly acid. (Combine d thickness of the Bo hori/crn is 27 to 60 inches or
nxrre . I
TYPF LOCATION: Lee County, Mississippi, 14.0 niile;s northeast of-Tupelo; 350 feet south of -"r,rvel roricl, 50IL"-,t
,vest and :130 feet south of the no rthcEtsl corner of tyre W.71 /4, Sl.:`l ?t scc. 1.. 'F 9 S.. R. 6 F.
R,XN(1'E IN CHARACTERISTIC'S: tire: thickness of the solun7 t,jrri.=.c5 from 30 to inure than W) !nches Reaction i vcr
trcrn _dy acid or strongly ac iof thrtytr .i +?ut the profile. cXcept 601-Strr-I, CC lavers that have been hired Uoncretions and or
V VAN"1'AC1llf„i-Emd Itr'`r?is;
uitrc;tat ;)cries iac:scrtption - 'sat 4x;\ a r r t r . -cries r°4agc - 01
soft masses ol'iron and mangancsc oxide; ravage fTorn none. to con-irrion throughout the profile. Content (If*Uravel rangyes
from U to 10 percent, by volutne, throughout the: profile. Buried horizons, with colors and textures sinai lar to those of the
Bw• or Bs; horizons, occur in many peck>ns below a depth of 40 inches.
The. A or Ap hortz-on i omrnonly has hue of l OYR or 2.55, value of 3 to 5. and chroma of 1 to 4. Some pedons do not
have a dominant matrix color and are multicolored in shades of'brow•n and gray. Texture is clay loam, fine sandy loam,
loam, sandy loam, or silt loam.
The Bw horizon commonly lacks a dominant matrix color and is multicolored in shades of grray, brown, red, and yellow:
or it has hook of I t)YR or 2,5Y, value of 4 to 6, and chroma of") to S. Redoximorphic features in shades of gray, red,
yellow, or brown are common or many. Texture is clay loam, sandy clay loans, or loam.
The Bg horizon has hue of I OYR or 2.5Y, value of4 to 7, and chrorna of I or 2. Redoxinaorphic features in shades of
brown, yellow, gray, or red range from few to many. Texture is clay loam, sandy clay loam, or loam.
The Cg or C" horizon, if it occurs, commonly has hue of I QYR or 2.5Y, value of 4 to 7, and chroma of ] or 2.
Redoxi€aaorphic features in shades of brown, yellow, gray, or red range from few to many. Texture is clay loam, sandy
clay loam, loam, or sandy loans. Thin strata of finer- and coarser-textured material occur in many pedons.
COMPETING SERFS, There are no competing series in the same family. Closely related soils are tlae Ltiville, luka,
and Mloorcville series. Enville soils are coarse-loamy, Mooreville soils are moderately well drained. The moderately well
drained luka soils are coarse-loamy.
GEOGRAPHIC SETTING: Mantachie, soils are on flood plains of streams that drain areas of tile Sotathem Coastal Plaii
Major Land Resource Area. They formed in loamy alluvium. Slopes rang from 0 to 3 percent. Near the type location the
mean annual temperature is about 63 degrees Fahrenheit, and the mean annual precipitation is about 3 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: These: are the competing luk a and Moor. vlllc soils and the 13i171a, .3cnra,
Kinston, h irkville, Ochloch-once and Riverviev. series. All of these soils are on the nearly lineal surfaces of flood plains.
The poorly chained Bibb and Kinston soils are in depressed areas, Tile moderately well drained luka. Jena, and Moorevilh
soils, and the well elrained tchl0ckonee and Rive rvicw soils area on higher parts of natural levees.
DRAINAGE AND PERMEABILITY: ,i'vlantachie soils are someuvliat poorly drained, Runoff is slow, and p :rmeability
is moderate. These soils are subject to rare, occasional, or fi-ccluent flooding; for brief to lone; duration. unless protected.
The water table, is within 1.0 to L5 feet of the surface during periods of high rainfall, generally in late winter and spring.
USE AND ` FGETATION: Many areas of these soils have been cleared and are used for grooving cotton, soybeans.
corn, small grains, pasture, and hay. Some areas are in bottornland hardwoods or in loblolly or slash pine; plantations.
Common trees are green ash, eastern cottonwood, cherrybark oak.,: water oak, willow oak, loblolly pine, swcctiylurn, and
yellow-poplar.
DISTRIBUTION AND EXTENT: Alabani a, Arkansas, Florida, Kentucky. Louisiana, Mississippi, North Carolina,
South Carolina, Tennessee, and Texas. The series is of larve extent.
MLRA OFF1CI,' RESPONSIBLE: Anhiii-ti, Alabama
SERIES ESTABLISIIED: Prentiss County. Mississippi, 11)50.
RE.k1 IRKS: T)i4aa;noslic hori/ons and featt€res rccognir.ed ira this pcdon arc
'khric eprpc<lon - the none from then stnrf"acc, to ,t depth of about S inn hc?c {Ap hnrizcsta}.
Fluverlt€c f-C atures - (a) the zone from appr0xialaatc.ly 1 1 to 19 inches, have hoth ., moist color v-alnc tint, t it+c?rnltr F?1? ? or
more it) percent or more (if, the nmattix (1111 1. Rxv'' horizons); and (b) tltc /onc !"cans apprclxinmtck ( 11.r f-, 11tache";,
ha% `' :_171 it !4%L l:ar decr t S In f13 t??anr ' is<art7t3:7 C'txllti',rlt r B"l' and j4x 1101'17i?riz i.
3r,tl?` v, t=.'' [i l;rC: C tsar )t(l.',Ll .1t'.a1ra??,' l :'^ C'I £ll.llt7lil ;SE'?t1;1C
,,)mcia! ,?Perlcs LJesL1w1jol, - 1VIM.114 I4e%k lilt; ?t,r1CS Cate( .? of
r four pedons are from tlle Soil Cicnsis and Morpiloloury
Ai)D111-1CaNA1. DATA: Laboratory data.: Laboratory data fb
Laboratory of the Mississippi Agricultural and Forestry Experiment Station, Mississippi State, Ni ississippi. Engincr.rim!
test data for one pedon are published in Soil Survey of Lue County, Mississippi (issued March 1973) pp. S4-55.
National C'oopcrative Soil Survey
LJ- S. A.

(I ticial Series Description - CF('11. Bearers gage t of
Established Series
Rev. DT,'1. R14B
02!2titl7
CECIL SERIES
1`he ("ecil series consists of very creep„ well drained moderately permeable soils on ridges and side slopes of the Piedmon
uplands. They are deep to saprolitc and very deep to bedrock. They formed in residuum weathered from felsic, igneous
and high-grade metarriorphic rocks of the Piedmont uplands. Slopes range from O to 25 percent. Mean annual precipitatio
is 48 inches and mean annual temperature is 59 degrees F. near the type location.
'1"AXONOMICCLASS: Fine, kaohnitic, thermic Typic Kanhapludults
TYPICAL PEDON: Cecil sanely loam--forested. (Colors are for moist soil unless otherwise stated.)
Ala--O to 8 inches; dark yellowish brown (l OYR 4/4) sandy loam; weak medium granular structure, very friable; slightly
acid; abrupt smooth boundary. (2 to 8 inches thick)
Btl--8 to 20 inches; red (I OR 4t8) clay; moderate medium subarigular blocky structure; firm; sticky, plastic, common cla
films on faces ofpeds; few fine flakes of mica, strongly acid; gradual wavy boundary.
Bt2--26 to 42 inches; red O OR OR 4/8) ,clay; few fine prominent yellowish red (5YR 518) mottles; moderate rneditrm
subangular blocky structure; firm; sticky, plastic; common clay films on faces ofpeds; fete fine flakes of mica; very
strongly acid,- gradual wary boundary. (Combined thickness of the Bt horizon is 24 to 50 itches)
BC-421 to 50 inches, red (2.5YR 4'8) clan loam, few distinct yellowish red (5YR 5!8) inottle;s; weak rnedium subangular
blocky structure. friable; few fine flakes of mica; very strongly acid; vgraclu I1 wavy boundary. (0 to it) inches thick)
C--50 to 80 inches; reel (2.5YR 4r8) loam srrprolite; common medium distinct pale yellow (2.5Y 7/4) ind common distint
brown (7,5Y R /4) mettles; massive,- verv friah1c, few fine flakes of nrica; very strongly :acid.
TYPE L0C:zk1'14N: Franklin County. North Carolina; about 9.7 nniles west of Louisburg on Noah Carolina Highway 5,
to Franklinion. about 4.4 miles south on U.S. I lighway 1, about 0.4 mile cast on North Carolina Higlrway 96, about 500
fect north of the road, in a field; Franklinton USES topographic quadrangic; lat. 36 degrees 02 minutes 24 seconds N. an(
long. 78 de ;rc;cs 29 minutes 27 seconds W.
RANGE IN CIIARA(-rERI-STit°S: The Fat horizon is at least 24 to 50 it,iches thick and extends to 40 inches or morc.
Depth to bedrock ranges from () to 10 feet or more, The soil ranges from very strongly acid to mo€le.railuly tread in the A
horizons and is ;trorrgly acid or very strc>m0N• acid in the B and C horizons. Linied soils are typicaliv ino dcsrttely acid or
slightiy acid in the tipper- pat't. Content of' coarse fragments range from 0 to > percent by volume in the A horizon arid 0
to 10 pcrce.nt In volume in the Eat hori:?on. Fra-ments are dominantly is cl or cobble in size, Most pe.don: }live, fow to
coinnion flakes of mica in the Rt hcrrizcrn ind few to many flares of mica in the BC acid C horizons
The A or =tp horizon has title of 2.5Y'R to 1 {JYR, Value of 3 to 5, and chrorlia of 2 to 8. A horizons with %aluc of 3 are les!
than 0 inches, thick. The texture is sand, k"u n. tints s tndv lotirn, or loam in the line earth fraction. Frodc?cl phases, arc
sandv c inv icy ini, or clan loam in th : frn? .°?zi alt Emit Lion.
he I" horirz?Il. hcre pI-c;.sent, likes hue o!' '?) C or I OY R, v;ilue of 4 to 0 Ind chrovil I 01''I to "'. It i to, ur,,. tine
sandy loam, tai lour) in the ling-; ,,mh lrj,:! l on

C?fficial Series I )escripilon - Serics
Pit2e 2 of
The 9A or IIE horizon, "here press nt, has hut: tlf'15YR to I OYR, valuC of 4 1o 6, and c-hrorna o1_3 to 8. It is San 0Y clay
loam, loam, or clay loam.
The I31 horizon avcraty 35 to 00 percent clay in tat; control section but may r;rn?e to 70 percent in some suhltorirons. It
has hue of I OR or 2.5YR, value of4 or 5. and chrorna of 6 or 8. Flue also ranks to 5YR ife;vident patterns of inotiling ar-
lacking in the Fat and RC horizons. Mottles that are few and random arc included. The Flt horizon is clay loarn, clay, or
sandy clay and contains less than 30 percent silt.
The BC horizon has hue of I OR to 5Y'R. value of 4 or {, and chrorria of 4 to S. Mottles in shades of vellow or brown arc
few to common in some pedons_ The texture; is sandy clay loan, clay loam. or• loans.
The C horizon is similar in color to the BC; horizon or it is variegated. It is loamy saprolitc weathered front felsic, igncou:
and high-grade rnetarnorphic rocks.
COMPETING SERIES: These are the .tippling, Bethlchern, Getwoc6llc, Flentclon, Madiscan Nastf lrci. Nankin, t'arolet,
Saw, TarrUs, and Wedo vee series in the same family. Those in closely related families are the C, a(aula, C'heslatce, Callen
Hulett, Lloyd, ;viayodan., and Mecklenburg series. >Appling soils have dominant hue of 7.5YR or yellower or where hue; is
5YR it has evident patterns of mottling in it subhorizon of the Bt or BC horizon. Bethlehem soils have soft bedrock at
depths of 20 to 40 inches. Cataula soils have a perched water table at 2 to 4 feet, Chestatee soils contain more than 15
percent, by volume, coarse fragments throughout. Cullen soils have more clay in the Bt horizon. Mayodan and
Mecklenburg soils have mixed mineralogy and in addition, Mayodan soils formed in Triassic age sediments and
Mecklenburg soils iorrtred from basic diabase parent material. Georgevilic, Herndon, Nanford, and Tarrus soils fortned it)
Carolina slate and contain more than 30 percent silt. Hulett, Nankin, and Wedowee soils have a Bt horizon with hue of
5YR or yellower. In addition, Nankin soils formed from marine sediments. Lloyd soils have rhodic colors to depths of 4f}
inches or more. Madison. Pacolet, and Wedowee soils have thinner argillic horizons. Saw soils have hard bedrock at
depths of 20 to 40 inches.
GEOGRAPHIC SITTING: Cecil soils arc oil nearly level to steep Piedmont uplands. Slope gradients are C3 to 25
percent, most commonly between 2 an(] 15 percent. These soils have developed in weathered felsic igneous anti hid'lz
grade metarnorphic rocks. Averair c annual precipitation is about 48 inches. Mean annual soil temperature is about 59
degrees F.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Applitt,:,, li thIchern, ('ataulit, { "he Ojtee,
C 1.111c11, l_Itlycl, M. diSM). y'lCCk C1lbtrrg, Pacolct, Sivvv, and \Vcdo%v et,- series these are the Durharn, lmii'shtq, .. Ijon, and
Wor ,ham series. Durham. Louisburg, and Rion soils have less clay in the Eat horizon. Worsham sods are poorly drained
and are around the heads of drains,
DRAINAGE AND PERMEABILITY: Well drained; rnediuin to rapid runoff; moderate permeability.
USE AND VEGETATION: About Ila]fof the total acreage is in cultivation, with the
remainder in pasture and arrest. Common craps are Srrlall (>.rains, corn, cotton, "Ind 101);rcco.
DISTRIBUTION --kND EXTENT: The Pi (niont of Mibitnla, Cicoroia, North Carohn't,
South Carolina, and Virginia. Thc: scrie.s is oi'lar*-e exie.nt, with an area of inore than 10 nlillicln .rots.
MI,RA. OFFICE ItE:SI'C?N?+II31.E:: Ridei ,li, North Carolina
SERIES ESTABLISHED: C"ecil Courl(v, iLtlarykind.- 1`01).
REMARKS: 'I'llc #iinc 1088 revBlon charlLcd the c!?t.,Sll)ti:111011 It.) '1 VIIic h:31111:1f)I.ttlul:s a.ncl rct01_1ni/ea site low :tcti'? 1st
i lay pr'ol?c tic4; c fthi? sail a:; defiried in the l.cni lctrt ity C'lav° ,?nlenclnlcnt to Stlii Taxc?rlr}llrv, ltrtiust 1?1ti(?. `('hc
DCCL-1111her2r.10revlsio!l challoed the t`;'pe location jro?ll Catawba (, otinty. North Carolina to a r to}rc : prc,Ci€L1l! (,
locaitiOll. ] lle flat`' '000 l e% PSiOrl ChJr1'_'Ci1 Iatrl4 ll<! 't Ill 'ttt;lj?? irtt Scr ).'S Cot

Utticia.t Nc;rles [)CSCr1pt1or1 - 4- l'.1.1L. ;lerics
A
I IalAstic hbrizons and fcature? recognized in this hedon are:
(cone epipedon--the: ;none from the surface of the soil to a depth of 8 inches (Ap horizon)
Kandic horizon--the otic bet,,veen 8 and 42 inches ntect.s the low activity, clay
requirement in niore than 50 percent of the horizon (1311 and 1.3t2 horizons)
Argillic horizon--the rune between 8 and 42 inches (13tl and Bt2 horizons)

ADDITIONAL DA, A: McCracken. R. J., editor: Southern (:cooperative Series Bulletin 61, issued JW111ary, 1959,
Virginia At ricultur:rl Fxperimcrtt Station, Blacksburg, Virginia. Soil Survey of Catawba County, North Carolina, issued
1775. Soil SLirvey of Forsyth County. North Carolina. issued 1976,
MI. RA-- 136
REVISED--09/1997, RLV-, 12/2005, DTA, 05/2006, R1 1B
TABULAR SERIES DATA:
Sol 5 Soil Name Slope. 4irtemp
NC0018 CECIL 0-25 57-65
NC02 68 CECIL 0-25 57-65
SOT-1i FloodL FioodH Watertable
NCOO18 NONE >6.0
NC'0268 NONE "6.0
Sol ` Depth Texture
NC0018 0 8 SL FSL. L.
N(..^1")01a 0 9 vP S1, OR F'SL
Nr ,) 18 0 8 SCL CL,
NCO018 8-50 C CL
HCO018 50-80 VAP
NC0268 0-8 UR-SCL OR.. CL,
NC 68 8 50 C CL
t1C,,;'68 50-80 VAR
C"; C) l Depot PH O . M,
NCr::! i Fi 0 8 4.5 6. _. 0. 5 1. 0
tvCO(118 0-8 4.5 6.5 0.5 1.0
NCUJ'18 0 8 4.5 6.5 0.`.,-1.0
NC0018 6 50 4.5-5,5 0.0-0.5
NCO,') 18 50-80
NCOS6d i 8 4.5-6.0 C.'..5 1.0
NCO268 6-50 4.5-5.5 0.0 0.5
t., I F'rF'r./Seas Pr
National ('0c)l-)CN-111VC Soil Sur,cy
175-200 45
160-190 44
Kind Months
3-Inck? Nc?-10
0-5 80-100
S i S5 g5
0-5 '75 100
0-5 92-100
0-10 608`i
rt 5 4 -.?)O
Sal in Permeah,
0-0 J.0-6.0
0-0 2.0-6-+7
0-0 0.6-2.0
0-0 0.6"2).0
0-0 0.6--2.0
0.0 o.6--'.C
t?: ip Elevation
-55 200-900
55 300-600
Bedrock Hardness
>60
60
c ay% --CEC
1-5
2J I
.10 35 5 10
5-70 3-:12
:'0- 35 5-'l0
Cl 3 1 ?
c:c.rw
1.a^J
L04J
L?C}UJ
t;,lw
1Gt•J

0 8 4 2
Preliminary Stormwater Drainage
Report
July 2s, 2009
First Assembly Church
3249 Blue Ridge Road
Raleigh, North Carolina
Contents:
Stormwater Detention and
Nitrogen Export Loading Calculations
ALPHA & OMEGA GROUP
Cty1t. d:. STRU C:TU nL €N GI N E'E I?S
ALPHA & OMEGA GROUP
C I V I L & S T R U C T U R A L E N G I N E E R 5
I HEREBY CERTIFY THAT THESE CALCULATIONS CONTAINED HEREIN WERE
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION.
A
SIGNED, SEALED, AND DATED THIS DAY OF `o O 2009.
blo, PE
onal Engineer
North Carolina
No. 032724
l:\jnasters\a&ooffice\tgz calculations certification2009.doc
4911 Green Road Suite 107 Raleigh, North Carolina 27616 Phone [phone] Pax 919 981 0451 u,tvw.aogroupxonr
TABLE OF CONTENTS
Narrative
Summary
2
Pre & Post Development Site Calculations 3-11
Nitrogen Export Calculations
Dry Pond Calculations
12-15
16-28
Splitter Box and Level Spreader Hydraulic 29-33
Grade Line Computations
Blue Ridge Road Drainage System Hydraulic 34-36
Grade Line Computations
Pre Development Drainage Areas Exhibit DA-1
Post Development Drainage Areas Exhibit DA-2
BMP Treatment Area Exhibit DA-3
INTRODUCTION:
This project involves an addition to an existing building on the First Assembly Church
property located on Blue Ridge Road in the City of Raleigh. Additional class room space
will be added and an additional parking lot will be added. The additional impervious
surface will require storm water runoff control and nitrogen mitigation / buy-down.
The site area is 13.88 acres. There are two existing buildings, three modular class rooms
and two parking lots that contain 387 parking spaces. The site has an existing drainage
system that collects stormwater from the northeastern side of the site and drains it to a
stream (Tributary "D") located on the northern end of the site. The stormwater from the
west side of the site sheet flows to a drainage swale which also drains into the stream on
the northern end of the site. A small drainage area southwest of the site drains into a
drainage swale that is located within the Blue Ridge right of way. The proposed site
will add a building expansion and an additional asphalt parking area. Because of the
building expansion the existing modular buildings will be removed. Since the post
development runoff is over 10% of the pre development runoff we are proposing a dry
pond to control the runoff to pre development flows. In addition to the dry pond we are
proposing the use of a vegetative filter strip with a level spreader to work in conjunction
with the dry pond to provided nitrogen control on the site. The drainage area with the
proposed additions will be routed the dry pond then though a splitter box diverting the
1 "storm to the level spreader and the vegetative filter strip before it is routed to the
stream (Tributary "D"). The rest of the stormwater will by diverted through the splitter
box to the bypass pipe then on to the stream. Other portions of the site will continue to
drain as they do at present. See Exhibits DA-1 and DA-2 to see the pre and post
development drainage patterns for the site. See Exhibit DA-3 to see the BMP treatment
areas.
SUMMARY:
Pre and Post Development Runoff Calculations:
Return Period Existing Proposed
2 Yr 44.9 cfs 51.7 cfs
10 Yr 56.3 cfs 64.8 cfs
100 Yr 75.8 cfs 87.2 cfs
Percent increase = 15.1 % exceeding the 10% requirement, requiring stormwater
detention.
We are proposing a dry detention pond to control the proposed additional runoff.
Nitrogen Export Calculations:
Existing Conditions Proposed Conditions
8.94 lbs/ac/yr 11.32 lbs/ac/yr
The nitrogen export exceeds the 10 lbs/ac/yr limit, requiring Nitrogen control (BMP).
We are proposing the combined use of a dry detention pond and a vegetative filter strip
with a level spreader to control the proposed additional nitrogen export.
PRE AND POST DEVELOPMENT RUNOFF CALCULATIONS
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT STORM RUNOFF DATA FOR WHOLE SITE
Existing Conditions: (Pre Develonmentl Prnnneael Cnnrlifinnc- tonef nauai-no
Total Area
Building 1.17 acres 50,977 sf
Concrete 0.22 acres 9,668 sf
Asphalt 3.72 acres 162,075 sf
Gravel 0.13 acres 5,701 sf
Rubber Chi la area 0.13 acres 5,701 sf
Grass 6.28 acres 273,383 sf
Woods 2.23 acres 97,110 sf

Total 13.88 acres 604,615 sf
Total Area
Building 1.49 acres 64,903 sf
Concrete 0.41 acres 17,901 sf
Asphalt 4.94 acres 215,095 sf
Gravel 0.18 acres 7,872 sf
Rubber Chi play area 0.00 acres 0 sf
Grass 5.98 acres 260,433 sf
Woods 0.88 acres 38,411 sf

Total 13.88 acres 604,615 sf
Forest 2.23 acres
Grass 6.28 acre
Total impervious area 5.37 acre
Forest 0.88 acres
Grass 5.98 acre
Total impervious area 7.02 acre
Proposed impervious surface area increase 23.43%
Total impervious surface area in drainage area 49.43%
T.N. 9 9 Cifv of P. nh R1n ..??e, n..;- r.--1
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Development) 0.56

Proposed Conditions:
Post Develoment 0.65
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.56 4.52 13.88 35.2
Proposed conditions 0.65 4.52 13.88 40.6
% increase 15.11%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.56 5.76 13.88 44.9
Proposed conditions 0.65 5.76 13,88 51.7
% Increase 15.11%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.56 7.22 13.88 56.3
Proposed conditions 0.65 7.22 13.88 64.8
% Increase 15.11%
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.56 9.72 13.88 75.8
Proposed conditions 0.65 9.72 13.88 87,2
% Increase 15.11%
The proposed conditions stormwater runoff exceeds the 10% storm water increase limit, detention will be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, $toonwater Design Marnial.
All Tc=5 min.
Intensity for 1 year storm calculated using I = 104/(t+108).
P:\2008000\2008021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-021 overall Pre &
Post cals for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
Project Name: First Assembly Church
Project Number: 2008.021
Date:7/6/2009
PRE CONSTRUCTION IMPERVIO US AND PERVIO US AREAS CHA RT
DRAINAGE AREA
#1 DRAINAGE AREA
#2 DRAINAGE AREA
#3 UNDISTURBED
AREA ON NORTH
SIDE OF STREAM TOTAL SITE
DRAINAGE AREAS
SURFACE TYPE AREAS AREAS AREAS AREAS AREAS
(AC) (SF) (AC) (SF) (AC) (SF) (AC) (SF) (AC) (SF)
IMPERVIOUS
ASPHALT 3.08 133,950 0.65 28,125 0.00 0 0.00 0 3.72 162,075
BUILDING 0.50 21,811 0.67 29,166 0.00 0 0.00 0 1.17 50,977
CONCRETE 0.11 4,717 0.11 4,852 0.00 99 0.00 0 0.22 9,668
GRAVEL 0.02 918 0.03 1,422 0.08 3,361 0.00 0 0.13 5,701
RUBBER CHIP 0.00 0 0.03 1,422 0.00 0 0.00 0 0.03 1,422
TOTAL 3.71 161,396 1.49 64,987 0.08 3,460 0.00 0 5.28 229,843
PE RVIOUS
GRASS 2.15 93,867 3.23 140,685
WOODS 0.00 0 1.84 80,083
TOTAL 2.15 93,867 5.07 220,768
TOTAL 5.86 255,263 6.56 285,755
1PERCENT IMPERVIOUS AREA ON EXISTING SITE 0.90 39,229
0.00 0
0.90 39,229
0.98 42,689
38.01% 0.09 3.8821 1
0.39 17,027
0.48 20,909
0.48 20,9091 1 6.37
2.23
8.60
13.88 277,662
97,110
374,772
604,615
POST CONSTRUCTION IMPERVI OUS AND PERVIOUS AREAS CHAR T
DRAINAGE AREA DRAINAGE AREA DRAINAGE AREA UNDISTURBED TOTAL SITE
#1 #2 #3 AREA ON NORTH DRAINAGE AREAS
SIDE OF STREAM
SURFACE TYPE AREAS AREAS AREAS AREAS AREAS
(AC) (SF) (AC) (SF) (AC) SF) (AC) (SF) (AC) (SF)
IMPERVIOUS
ASPHALT 3.07 133,939 1.86 81,156 0.00 0 0.00 0 4.94 215,095
BUILDING 0.50 21,811 0.99 43,092 0.00 0 0.00 0 1.49 64,903
CONCRETE 0.22 9,380 0.20 8,521 0.00 0 0.00 0 0.41 17,901
GRAVEL 0.02 918 0.16 6,954 0.00 0 0.00 0 0.18 7,872
RUBBER CHIP 0.00 0 O.Do 0 0.00 0 0.00 0 0.00 0
TOTAL 3.81 166,048 3.21 139,723 0.00 0 0.00 0 7.02 305,771
PE RVIOUS
GRASS 1.82 79,196 4.07 177,356 0.00 0 0.09 3,882 5.98 260,433
WOODS 0.00 0 0.49 21,384 0.00 0 0.39 17,027 0.88 38,411
TOTAL 1.82 79,196 4.56 198,740 0.00 0 0.48 20,909 6.86 298,844
TOTAL 5.63 245,244 7.77 338,463 0.00 0 0.48 20,909 13.88 604,616
PERCENT IMPERVIOUS AREA ON PROPOSED SITE 50.57%
PERCENT INCREASE OF IMPERVIOUS AREA OVER EXISTING SITE 33.03%
P:\2008000\2008021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-
021 overall Pre & Post cals for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
Project Name: First Assembly Church
Project Number: 2008.021
Date:7/29/2009
PRE AND POST STORMWATER RUNOFF SUM MARY
DISCHARGE
POINT
C-FACTOR AREA
(AC) 2 YEAR
DISCHARGE
(CFS) 10 YEAR
DISCHARGE
(CFS) 100 YEAR
DISCHARGE
(CFS) PERCENT
INCREASE
(%) DETENTION
REQUIRED
1 PRE-CONSTRUCTION 0.73 5.86 24.6 30.9 41.5
POST-CONSTRUCTION 0.76 5.63 24.5 30.7 41.4 -0.38% NO

2 PRE-CONSTRUCTION 0.46 6.56 17.2 21.5 29.0
POST-CONSTRUCTION 0.59 7.77 29.3 36.8 49.5 53.36% YES

3 PRE-CONSTRUCTION 0.39 0.98 1.0 0.0 2.8
POST-CONSTRUCTION 0.00 0 0.0 0.0 0.0 -100% NO
DISCHARGE POINT 2 - PRE AND POST STORMWATER RUNOFF SUMMARY
WITH DRY POND ROUTING
DISCHARGE
POINT
C-FACTOR AREA
(AC) 2 YEAR
DISCHARGE
CFS 10 YEAR
DISCHARGE
CFS 100 YEAR
DISCHARGE
CFS PERCENT
INCREASE
% 10 YR
2 (DRY POND) PRE-CONSTRUCTION 0.52 5.03 15.2 19.0 25.6
POST-CONSTRUCTION 0.63 6.21 22.6 28.4 38.2 48.97%
DRY POND ROUTING 9.8 15.1 16.9 -20.65%

2 (BYPASS) PRE-CONSTRUCTION 0.41 1.56 3.7 4.6 6.2
POST-CONSTRUCTION 0.42 1.56 3.8 4.7 6.4 2.72%

2 (TOTAL) PRE-CONSTRUCTION 6.59 18.9 23.7 31.8
POST-CONSTRUCTION 7.77 13.6 19.8 23.3 -26.90%
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-021 overall Pre &
Post cals for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT STORMWATER RUNOFF DISCHARGE POINT # 1
Existina Conditions: (Pre Develonmentl Prnnncori f r%nriitinnc• /pnct Ilnvni--ft
Total Area
Building 0.50 acres 21,811 sf
Concrete 0.11 acres 4,717 sf
Asphalt 3.08 acres 133,950 sf
Gravel 0.02 acres 918 ii
Rubber Chi la area 0.00 acres 0 sf
Grass 2.15 acres 93,867 sf
Woods 0.00 acres 0 sf

Total 5.86 acres 255,263 sf
Total Area
Building 0.50 acres 21,811 sf
Concrete 0.22 acres 9,380 sf
Asphalt 3.07 acres 133,939 sf
Gravel 0.02 acres 918 sf
Rubber Chi la area 0.00 acres 0 sf
Grass 1.82 acres 79,196 sf
Woods 0.00 acres 0 sf

Total 5.63 acres 245,244 sf
Forest 0.00 acres
Grass 2.15 acre
Total Impervious area 3.71 acre
Forest 0.00 acres
Grass 1.82 acre
Total Impervious area 3.81 acre
Proposed impervious surface area Increase 2.80%
Total Impervious surface area In drainage area 34.95%
Table 22. Citv of Raleinh Atnrmwat- npsinn u,ni,oi
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Develo ment 0.73

Proposed Conditions:
Post Develoment 0.76
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.73 4.52 5.86 19.3
Proposed conditions 0.76 4.52 5.63 19.2
% increase -0.38%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.73 5.76 5.86 24.6
Proposed conditions 0.76 5.76 5.63 24.5
% increase -0.38%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.73 7.22 5.86 30.9
Proposed conditions 0.76 7.22 5.63 301
% increase -0.38%
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.73 9.72 5.86 41.5
Proposed conditions 0.76 9.72 5.63 41.4
% increase -0.38%
---- r•• ---- --••-••-- IUnVn UUCP twL rxceeu me iu-/o storm water increase limit, aetention will not be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, Stormwater Dpcig Manual,
All Tc=5 min.
Intensity for 1 year storm calculated using I = 104/(t+108).
P:\2008000\2008021 - First Assembly Church\eng\Drainage calculations\Overall pre and post talcs to determine if detention is needed\2008-021 overall Pre &
Post cats for detention on site determination 7-6-09.xis
ALPHA OMEGA GROUP,PC
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT STORMWATER RUNOFF DISCHARGE POINT # 2
Existing Conditions: (Pre Develooment) Prenesad Conditions, (Pest navaiemantl
Total Area
Building 0.67 acres 29,166 sf
Concrete 0.11 acres 4,852 sf
Asphalt 0.65 acres 28,125 sf
Gravel 0.03 acres 1,422 sf
Rubber Chi la area 0.03 acres 1,422 sf
Grass 3.23 acres 140,685 sf
Woods 1.84 acres 80,083 sf

Total 6.56 acres 285,755 sf
Total Area
Building 0.99 acres 43,092 sf
Concrete 0.20 acres 8,521 sf
Asphalt 1.86 acres 81,156 sf
Gravel 0.16 acres 6,954 sf
Rubber Chi la area 0.00 acres 0 sf
Grass 4.07 acres 177,356
Woods 0.49 acres 21,384
I

Total
7.77
acres
338,463 sf
Forest 1.84 acre

Grass 3.23 acre
Total impervious area 1.49 acres
Forest 0.49 acres
Grass 4.07 acres
Total impervious area 3.21 acres
Proposed impervious surface area Increase 53.49%
Total impervious surface area in drainage area 51.10%
Tahla 9 9 r:ih, of Rnlainh Cfnrmwamr nevi.... hA- -i
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Development) 0.46

Proposed Conditions:
Post Develoment 0.59
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.46 4.52 6.56 13.5
Proposed conditions 0.59 4.52 7.77 20.7
% increase 53.36%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.46 5.76 6.56 17.2
Proposed conditions 0.59 5.76 7.77 26.4
% Increase 53.36%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.46 7.22 6.56 21.6
Proposed conditions 0.59 7.22 7.77 33.1
% increase 53.360
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.46 9.72 6.56 29,1
Proposed conditions 0.59 9.72 7.77 44.6
% increase 53.36%
The proposed conditions stormwater runoff exceeds the 10% storm water increase limit, detention will be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, Sformw_ at re Decign pan al.
All Tc=5 min.
Intensity for 1 year storm calculated using 1 =104/(t+108).
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Overall pre and post caics to determine if detention is needed\2008-021 overall Pre &
Post cats for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT STORMWATER RUNOFF DISCHARGE POINT # 3
Existing Conditions: (Pre Develoomentl Pronosad Conditinns- (Pnst npvainmontl
Total Area
Building 0.00 acres 0 sf
Concrete 0.00 acres 99 sf
Asphalt 0.00 acres 0 sf
Gravel 0.08 acres 3,361 sf
Rubber Chi la area 0.00 acres 0 sf
Grass 0.90 acres 39,229 sf
Woods 0.00 acres 0 sf

Total 0.98 acres 42,689 sf
Total Area
Building 0.00 acres 0 sf
Concrete 0.00 acres 0 sf
Asphalt 0.00 acres 0 sf
Gravel 0.00 acres 0 sf
Rubber Chi la area 0.00 acres 0 sf
Grass 0.00 acres 0 sf
Woods 0.00 acres 0 sf

Total 0.00 acres 0 sf
Forest 0.00 acres
Grass 0.90 acre
Total impervious area 0.08 acres
Forest 0.00 acre
Grass 0.00 acres
Total Impervious area 0.00 acres
Proposed impervious surface area increase 0.00%
Total impervious surface area in drainage area 100
Tabla 2 2. Citv of Ralwinh Rtnrmwafor n-inn Unn. ml
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Development) 0.39

Proposed Conditions:
Post Develoment 0.35
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.39 4.52 0.98 1.7
Proposed conditions 0.35 4.52 0.00 0.0
% increase -100.00%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.39 5.76 0.98 2.2
Proposed conditions 0.35 5.76 0.00 0.0
% increase -100.00%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.39 7.22 0,98 2.8
Proposed conditions 0.35 7.22 0.00 0.0
% increase -100.00%
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.39 9.72 0.98 3.8
Proposed conditions 0.35 9.72 0.00 0.0
% increase -100.00%
- - IM-wF-WU ?.Uf fnwarer runorr uoes not exceea the lu io storm water increase limit, detention will not be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, Stnrmwafer Design Manual,
All Tc=5 min.
Intensity for 1 year storm calculated using I = 104/(t+108).
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-021 overall Pre &
Post cals for detention on site detennination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT DRY POND AREAS FOR DISCHARGE POINT # 2
Existina Conditions: (Pre Develonmentl Proposed Conditions: (Post Develomentl
Total Area
Building 0.67 acres 29,166 sf
Concrete 0.11 acres 4,852 sf
Asphalt 0.65 acres 28,125 sf
Gravel 0.03 acres 1,422 sf
Rubber Chi la area 0.02 acres 901 sf
Grass 3.55 acres 154,642 sf
Woods 0.00 acres 0 sf

Total 5.03 acres 219,108 sf
Total Area
Building 0.99 acres 43,092 sf
Concrete 0.20 acres 8,521 sf
Asphalt 1.59 acres 69,245 sf
Gravel 0.16 acres 6,954 sf
Rubber Chi la area 0.02 acres 901 sf
Grass 3.26 acres 141,796 sf
Woods 0.00 acres 0 sf

Total 6.21 acres 270,509 sf
Forest 0.00 acres
Grass 3.55 acres
Total impervious area 1.48 acres
Forest 0.00 acres
Grass 3.26 acres
Total impervious area 2.95 acre
Proposed impervious surface area Increase 49.91%
Total impervious surface area in drainage area 41.26%
Tahio 9 9 (1W of Raloinh Cfnrmwafcr n-i- KAe..,,.1
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Development) 0.52

Proposed Conditions:
Post Develoment 0.63
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.52 4.52 5.03 11.9
Proposed conditions 0.63 4.52 6.21 17.8
% increase 48.97%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.52 5.76 5.03 15.2
Proposed conditions 0.63 5.76 6.21 22.6
% increase 48.97%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.52 7.22 5.03 19.0
Proposed conditions 0.63 7.22 6.21 28.4
% increase 48.97%
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.52 9.72 5.03 25.6
Proposed conditions 0.63 9.72 6.21 38.2
% increase 48.97%
The proposed conditions stormwater runoff exceeds the 10% storm water increase limit, detention will be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, Stormwater Design Manual.
All Tc=5 min.
Intensity for 1 year storm calculated using I = 1041(t+108).
P:\2008000\2008021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-021 overall Pre &
Post call for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP,PC
Project Name: First Assembly Church Date:7/6/2009
Project Number: 2008.021
PRE-CONDITIONS AND POST-DEVELOPMENT AREAS BYPASSING POND FOR DISCHARGE POINT #2
Existina Conditions: (Pre Develonmentl Pronosed Conditions: (Post Devplnmpntl
Total Area
Building 0.00 acres sf
Concrete 0.00 acres sf
Asphalt 0.27 acres 11,911 sf
Gravel 0.00 acres sf
Rubber Chip la area 0.00 acres sf
Grass 0.57 acres 24,996 sf
Woods 0.71 acres 31,047 sf

Total 1.56 acres 67,954 sf
Total Area
Building 0.00 acres sf
Concrete 0.00 acres sf
Asphalt 0.27 acres 11,911 sf
Gravel 0.00 acres sf
Rubber Chi la area 0.00 acres sf
Grass 0.75 acres 32,577 sf
Woods 0.54 acres 23,466 sf

Total 1.56 acres 67,954 sf
Forest 0.71 acre
Grass 0.57 acre
Total impervious area 0.27 acre
Forest 0.54 acre
Grass 0.75 acre
Total impervious area 0.27 acre
Proposed impervious surface area increase 0.00%
Total impervious surface area In drainage area 82.47%
T.N. 9 9 City of Raleinh Rt--tar n-i- Un-.l
C-Values
C
Building 0.95
Concrete 0.95
Asphalt 0.95
Gravel 0.90
Rubber Mat play area 0.50
Grass 0.35
Woods 0.25

Composite C Values
C
Existing Conditions:
Pre Development) 0.41

Proposed Conditions:
Post Develoment 0.42
1 Year Composite C Intensity Area Runoff
Existing Conditions 0.41 4.52 1.56 2.9
Proposed conditions 0.42 4.52 1.56 3.0
% increase 2.72%
2 Year Composite C Intensity Area Runoff
Existing Conditions 0.41 5.76 1.56 3.7
Proposed conditions 0.42 5.76 1.56 3.8
% Increase 2.72%
10 Year Composite C Intensity Area Runoff
Existing Conditions 0.41 7.22 1.56 4.6
Proposed conditions 0.42 7.22 1.56 4.7
% increase 2.72%
100 Year Composite C Intensity Area Runoff
Existing Conditions 0.41 9.72 1.56 6.2
Proposed conditions 0.42 9.72 1.56 6.4
% increase 2.72%
The proposed conditions stormwater runoff exceeds the 10% storm water increase limit, detention will be required.
Notes:
Intensities used are from Table 2.3, City of Raleigh, Stormwater Design Manual.
All Tc=5 min.
Intensity for 1 year storm calculated using I = 104/(1+108).
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Overall pre and post calcs to determine if detention is needed\2008-021 overall Pre &
Post cals for detention on site determination 7-6-09.xls
ALPHA OMEGA GROUP ,PC
NITROGEN EXPORT CALCULATIONS
Project Name: First Assembly Church
Project Number: 2008.021
Date: 7/6/2009
Sheets: 1 of 2
TOTAL NEW AND EXISTING SITE CONDITIONS (POST-CONSTRUCTION) TN EXPORT FROM SITE
TYPE OF LAND COVER SITE AREA TN EXPORT
COE
FFFF. TN EXPORT BY TN EXPORT FROM
(ACRES) LBS/A LAND USE (LBS/YR) SITE (LBS/AC/YR)
PERMANENTLY PRESERVED UNDISTURBED OPEN SPACE (FOREST,

UNMOWN MEADOW) 0 0.6 0.00
PERMANENTLY PRESERVED MANAGED OPEN SPACE (GRASS,

LANDSCAPING, ETC.) 6.86 1.2 8.23
IMPERVIOUS SURFACES (ROADS, PARKING LOTS, DRIVEWAYS,

ROOFS, PAVED STORAGE AREAS, ETC.) 7 02 21.2 148.82
TOTAL 13.88 157.06
AVERAGE FOR SITE 11.32
APPORTIONING METHOD CALCULATIONS
EXISTING IMPERVIOUS AREA/ PERCENTAGE 76.50% 5.37 AC
(EXISTING IMPERVIOUS AREA/TOTAL NEW AND EXISTING IMPERVIOUS AREA)
NEW IMPERVOIUS AREA/ PERCENTAGE 23.50% 1.65 AC
(NEW IMPERVOIUS AREArrOTAL IMPERVIOUS AREA)
APPORTIONED NEW PERMANETLY PRESERVED UNDISTURDED OPEN SPACE = 0.00 AC
(NEW IMPERVOIUS AREATOTAL IMPERVIOUS AREA)-REMAINING PERMANETLY PRESERVED UNDISTURDED OPEN SPACE)
APPORTIONED NEW PRESERVED MANAGED OPEN SPACE = 1.61 AC
(NEW IMPERVOIUS AREArrOTAL IMPERVIOUS AREArREMAINING PERMANETLY PRESERVED MANAGES OPEN-SPACE),
-

POST-CONSTRUCTION TN EXPORT FROM SITE USING APPORTIONING METHOD
TYPE OF LAND COVER SITE AREA TN EXPORT
FF
COE
FF TN EXPORT BY TN EXPORT FROM

(ACRES) .
LBS/A
LAND USE (LBS/YR) SITE (LBS/AC/YR)
PERMANENTLY PRESERVED UNDISTURBED OPEN SPACE (FOREST,
UNMOWN MEADOW) 0.00 0.6 0.00
PERMANENTLY PRESERVED MANAGED OPEN SPACE (GRASS,
LANDSCAPING, ETC.) 1.61 1.2 1.93
IMPERVIOUS SURFACES (ROADS, PARKING LOTS, DRIVEWAYS,
ROOFS, PAVED STORAGE AREAS, ETC.) L 21.2 34.98
TOTAL 3.26 36.91
AVERAGE FOR SITE
11.32
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Nitrogen Export\2008 021 NITROGEN CALCS 5-05-09.xis
ALPHA OMEGA GROUP, PC
NITROGEN EXPORT CALCULATIONS
Project Name: First Assembly Church
Project Number: 2008.021
NITROGEN EXPORT CALCULATIONS
Date: 7/6/2009
Sheets: 2 of 2
TN EXPORT DIFFERENCE BETWEEN PROPOSED NITROGEN EXPORT AND LIMIT OF NITROGEN EXPORT
PROPOSED PROPOSED
TN EXPORT FROM SITE (LBS/AC/YR) NEEDES TO BE LESS THAN 6 NITROGEN NITROGEN NITROGEN EXPORT

LBS/AC/YR FOR RESIDENTAIL AND 10 ABS/AC/YR FOR COMMERCIAL/ EXPORT LIMIT
EXPORT
DIFFENCE BMP REQUIRED
INDUSTRIAL OR BMP WILL BE REQUIRED (LBS/AC/YEAR) (LBS/AC/YEAR) (LBS/AC/YEAR)
10 11.32 1.32 YES
TN EXPORT FROM SITE ROUTED THROUGH DRY PO ND AND VEGETATI VE FILTER STRIP W ITH LEVEL SPREADER

TYPE OF LAND COVER SITE AREA
(ACRES) TN EXPORT
COEFF.
LBS/AC/YR TN EXPORT BY
LAND USE (LBS/YR)
PERMANENTLY PRESERVED UNDISTURBED OPEN SPACE FOREST, 0 0.6 0.00
PERMANENTLY PRESERVED MANAGED OPEN SPACE GRASS, 3.26 1.2 3.91
IMPERVIOUS SURFACES ROADS, PARKING LOTS, DRIVEWAYS, 2.95 21.2 62.54
TOTAL 6.21 i mmovirinum 66.45
TN EXPORT REDUCTION
TYPE OF BMP USED ON SITE TO REDUCE TO 6 LB/AC/YR FOR RESIDENTAIL AND 10 LB/AC/YR FOR
COMMERCAIU INDUSTRAIL TN REDUCTION
RATE (%) REDUCTED TN
EXPORT FOR ARE
(LBS/AC)
DRY POND 10 59.81
VEGETATIVE FILTER STRIP WITH LEVEL SPREADER 20 53.16
TOTAL REDUCED AMOUNT OF TN EXPORT 13.29
TN EXPORT REDUCTION SUMMARY
T (LBS/AC) ADJUSTED TN
EXPORT (LBS/AC)
APPORTIONED METHOD TN EXPORT FROM SITE 36.91 0.00
REDUCED AMOUNT OF TN EXPORT ROUTED THROUGH DRY POND AND VEGATATIVE FILTER STRIP 13.29 23.62
REDUCED AMOUNT OF TN EXPORT ROUTED THROUGH VEGATATIVE FILTER STRIP 1.41 22.22
TN EXPORT REDUCTION FROM SITE USING APPORTIONING METHOD
TYPE OF LAND COVER SITE AREA TN EXPORT
COE
FFFF. TN EXPORT BY TN EXPORT FROM
(ACRES) (LBS/A LAND USE (LBS/YR) SITE (LBS/ACIYR)
TOTAL 3.26 22.22
AVERAGE FOR SITE =MWO 'BMW, 6.81
NEUSE RIVER NITROGEN OFFSET BUY DOWN PAYMENT
OFFSET BUY DOWN PAYMET

USED TO REDUCE TN EXPORT
NITROGEN
REDUCTED TN AMOUNT OF TN
EXPORT TO BUY
OFFSET PAYM
OFFSET PAYMENT

FROM LESS THAN 6 LBS/AC/YR
LOAD LIMIT
EXPORT FOR SITE ENT
PER LB PER YEARS OFFSET PAYMENT

FOR RESIDENTAIL OR 10
(LBS/AC/YR)
(LBS/AC/YR) DOWN PER LB ($)
(YR) FEE ($)
ABS/AC/YR FOR COMMERCIAL/ (LBS/AC/YR)
INDUSTRIAL TO THE NITROGEN
LOAD LIMIT FOR NEW 3.6 6.81 3.21 28.35 30 8,908.36
DEVELOPMENT
P:\2008_000\2008_021 - First Assembly Church\eng\Drainage calculations\Nitrogen Export\2008 021 NITROGEN CALCS 5-05-09.xis
ALPHA OMEGA GROUP, PC
DRY POND CALCULATIONS
Hydraflow Table of Contents
first assembly dry pond 6-19-09.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Monday, Jul 6, 2009
Hydrograph Return Period Recap ..................................................................... 1
1 - Year
Summary Report ................................................................................................................ 2
Hydrograph Reports .......................................................................................................... 3
Hydrograph No. 5, Reservoir, dry pond trap routing ........................................................ 3
Pond Report - dry pond trap ........................................................................................ 4
2 - Year
Summary Report ................................................................................................................ 5
Hydrograph Reports .......................................................................................................... 6
Hydrograph No. 5, Reservoir, dry pond trap routing ........................................................ 6
10 - Year
Summary Report ................................................................................................................ 7
Hydrograph Reports .......................................................................................................... 8
Hydrograph No. 5, Reservoir, dry pond trap routing ........................................................ 8
100 - Year
Summary Report ................................................................................................................ 9
Hydrograph Reports .:...................................................................................................... 10
Hydrograph No. 5, Reservoir, dry pond trap routing ...................................................... 10
OF Report ......................................................................................................... 11
Hydrograph Return Peri o4y ,tqq graphs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No Hydrograph
t Inflow
H
d Peak Outflow (cfs) Hydrograph
. ype y
(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational ------ 9.439 15.53 ------- ------ 19.48 ------- ------- 26.21 Pre construction
3 Rational ------ 13.68 22.52 ------- ---- 28.23 ------- ------- 38.00 Post Construction
5 Reservoir 3 1.449 9.837 ------- ------- 15.11 ------- ------- 16.92 dry pond trap routing
Proj. file: first assembly dry pond 6-19-09.gpw Monday, Jul 6, 2009
2
H yd ro g ra p h Summary Re PyQaflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 9.439 1 5 2,832 ------ ------ ------ Pre construction
3 Rational 13.68 1 5 4,105 ------ ------ ------ Post Construction
5 Reservoir 1.449 1 9 4,099 3 403.62 3,541 dry pond trap routing
first assembly dry pond 6-19-09.gpw Return Period: 1 Year Monday, Jul 6, 2009
Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Monday, Jul 6, 2009
Hyd. No. 5
dry pond trap routing
Hydrograph type = Reservoir Peak discharge = 1.449 cfs
Storm frequency = 1 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 4,099 cuft
Inflow hyd. No. = 3 - Post Construction Max. Elevation = 403.62 ft
Reservoir name = dry pond trap Max. Storage = 3,541 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 91 - - 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (min)
Hyd No. 5 Hyd No. 3 ............. _..........1 Total storage used = 3,541 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Pond No. 3 - dry pond trap
Pond Data
Trapezoid - Bottom L x W = 26.0 x 25.9 ft, Side slope = 4.00:1, Bottom elev. = 401.00 ft, Depth = 4.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 401.00 673 0 0
0.40 401.40 849 304 304
0.80 401.80 1,046 378 682
1.20 402.20 1,263 461 1,144
1.60 402.60 1,501 552 1,696
2.00 403.00 1,759 651 2,347
2.40 403.40 2,038 759 3,106
2.80 403.80 2,337 874 3,980
3.20 404.20 2,657 998 4,979
3.60 404.60 2,997 1,130 6,109
4.00 405.00 3,358 1,270 7,379
4
Monday, Jul 6, 2009
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 6.00 0.00 0.00 Crest Len (ft) = 18.67 0.00 0.00 0.00
Span (in) = 18.00 6.00 0.00 0.00 Crest El. (ft) = 404.00 0.00 0.00 0.00
No. Barrels =' 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 401.00 401.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 6.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 401.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.40 304 401.40 0.00 0.36 is --- --- 0.00 "- - --- -- - -- 0.363
0.80 682 401.80 0.00 0.70 is --- --- 0.00 --- --- --- --- --- 0.701
1.20 1,144 402.20 0.00 0.92 is --- --- 0.00 --- --- --- --- -- 0.921
1.60 1,696 402.60 0.00 1.10 is --- --- 0.00 --- --- --- --- --- 1.098
2.00 2,347 403.00 0.00 1.25 is --- --- 0.00 --- --- --- --- --- 1.251
2.40 3,106 403.40 0.00 1.39 is --- --- 0.00 --- --- --- --- --- 1.386
2.80 3,980 403.80 0.00 1.51 is --- --- 0.00 --- --- --- --- --- 1.510
3.20 4,979 404.20 5.57 is 1.62 is --- --- 5.56 --- --- --- --- --- 7.185
3.60 6,109 404.60 14.20 is 1.73 is --- --- 14.19s --- --- --- --- --- 15.92
4.00 7,379 405.00 15.30 is 1.83 is --- --- 15.27s --- --- --- --- --- 17.11
Hyd rog ra p h Summary Re Py rXow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 15.53 1 5 4,660 ------ ------ ------ Pre construction
3 Rational 22.52 1 5 6,755 ------ ------ ------ Post Construction
5 Reservoir 9.837 1 8 6,749 3 404.27 5,144 dry pond trap routing
first assembly dry pond 6-19-09.gpw Return Period: 2 Year Monday, Jul 6, 2009
6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Monday, Jul 6, 2009
Hyd. No. 5
dry pond trap routing
Hydrograph type = Reservoir Peak discharge = 9.837 cfs
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 6,749 cuft
Inflow hyd. No. = 3 - Post Construction Max. Elevation = 404.27 ft
Reservoir name = dry pond trap Max. Storage = 5,144 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
_IIII::IiII
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 .Z. 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (min)
Hyd No. 5 Hyd No. 3 __._.... ......:...:..a Total storage used = 5,144 cuft
dry pond trap routing
Hyd. No. 5 -- 2 Year
H yd ro g ra p h Summary Re Ry9r9w Hydrographs Extension for AUtoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 Rational 19.48 1 5 5,843 ------ ------ ------ Pre construction
3 Rational 28.23 1 5 8,470 ------ ------ ------ Post Construction
5 Reservoir 15.11 1 7 8,464 3 404.44 5,596 dry pond trap routing
first assembly dry pond 6-19-09.gpw Return Period: 10 Year Monday, Jul 6, 2009
Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052 Monday, Jul 6, 2009
Hyd. No. 5
dry pond trap routing
Hydrograph type = Reservoir Peak discharge = 15.11 cfs
Storm frequency = 10 yrs Time to peak = 7 min
Time interval = 1 min Hyd. volume = 8,464 cuft
Inflow hyd. No. = 3 - Post Construction Max. Elevation = 404.44 ft
Reservoir name = dry pond trap Max. Storage = 5,596 cuft
Storage Indication method used
dry pond trap routing
Hyd rog raph Summary RePyWflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 Rational 26.21 1 5 7,864 ----- ------ ------ Pre construction
3 Rational 38.00 1 5 11,400 ------ ------ ------ Post Construction
5 Reservoir 16.92 1 8 11,394 3 404.95 7,160 dry pond trap routing
first assembly dry pond 6-19-09.gpw Return Period: 100 Year Monday, Jul 6, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 5
dry pond trap routing
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Construction
Reservoir name = dry pond trap
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
10
Monday, Jul 6, 2009
= 16.92 cfs
= 8 min
= 11,394 cuft
= 404.95 ft
= 7,160 cuft
Storage Indication method used.
Hydraflow Rainfall Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Monday, Jul 6, 2009
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 79.7413 17.3000 1.0072 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5112 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 -------
25 118.9252 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1769 19.6000 0.8692 --------
File name: raleigh.IDF
Intensity = B / (Tc + D)^E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 3.50 2.85 2.41 2.08 1.84 1.64 1.48 1.35 1.24 1.15 1.07 1.00
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57, 4.09 3.71 3.40 3 13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
Prerin No nomc• Cmm?in nrn
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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3RD COR REVIEW 7/6,(09
feet Title:
PRE
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Project Title:
RENOVATIONS AND ADDITIONS TO
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3249 BLUE RIDGE ROAD
RALEIGH, NC 27612
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Project Title:
RENOVATIONS AND ADDITIONS TO
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