19961033 Ver 1_COMPLETE FILE_19961111

IMPORTANT
To 0&
Date__f Time
WHILE YOU WERE OUT
Phone _
AREA CODE NUMBER EXTENSION
Message
f??s
-/fIh /te S -y c _e s zv Gorr,
? gned
TELEPHONED PLEASE CALL
CALLED TO SEE YOU WILL CALL AGAIN
WANTS TO SEE YOU URGENT
RETURNED YOUR CALL
N.C. Dept. of Environmen Health. and Natur I es ur-cTes
State of North Carolina
Department of Environment,
Health and Natural Resources AT4 • •
Division of Water Quality,
James Hunt, Governor p E H N R
Jonathon B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
December 13, 1996
Guilford County
DWQ Project # 961033
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Mr. Martin Ruegsegger
Pine Needle LNG Co., LLC
P.O. Box 33068
Charlotte, NC 28233
Dear Mr. Ruegsegger.
You have our approval to place fill material in 0.91 acres of wetlands or waters for the purpose of
constructing natural gas pipelines and fire pond between SR 2019 and NC 68, as you described in your
application dated 25 October 1996 with a revision dated 3 December 1996. After reviewing your application,
we have decided that this fill is covered by General Water Quality Certification Numbers 3022, 2732 and
2671. These certifications allow you to use Nationwide Permit Numbers 12, 14 and 26 when they are issued
by the Corps of Engineers. This certification replaces one issued on 8 November 1996.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h) (6) and (7). For this approval to be
valid, you must follow the conditions listed in the attached certification and any additional conditions listed
below. The length of the culvert embankment at Rock Branch shall be reduced by 40 feet. A 75 foot wide
construction corridor is allowed across the small wetland area at the edge of the Haw River flood plain. A 45
foot wide maintained corridor is allowed at this site as well.. In addition, you should get any other federal,
state or local permits before you go ahead with your project including (but not limited to) Sediment and
Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations. This
approval will expire when the accompanying 404 or CAMA permit expires unless otherwise specified in the
General Certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone John Dorney at 919-733-1786.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Winston-Salem DWQ Regional Office
Mr. John Dorney
Central Files
961033.Itr
Division of Water Quality • Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
MEMO
TO:
??4pih?c;J4?
DATE:
SUBJECT:

Alf

From:
STArf
'Are it ?`
•? Y QW m v?a?'??
`RSSrri.
North Carolina Department of
Health, and Natural Resources
Environment,
?v ?? Printed on Recycled Paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt,Jr., Governor
Jonathan B. Howes, Secretary
A. Presto n Howard, Jr., P.E., Directo r
APPROVAL of 401 Water Quality Certification
Mr. Martin Ruegsegger
Pine Needle LNG Co., LLC
P.O. Box 33068
Charlotte, NC 28233
Dear Mr. Ruegsegger.
?EHNF=1
November 8, 1996
Guilford County
DWQ Project # 961033
You have our approval to place fill material in 0.91 acres of wetlands or waters for the purpose of
constructing a natural gas pipeline and fire pond between SR 2019 and NC 68, as you described in your
application dated 25 October 1996. After reviewing your application, we have decided that this fill is
covered by General Water Quality Certification Numbers 3022, 2732 and 2671. These certifications allow
you to use Nationwide Permit Numbers 12, 14 and 26 when they are issued by the Corps of Engineers.
This approval is only valid for the purpose and design that you described in your application. If you
change your project, you must notify us and you may be required to send us a new application. For this
approval to be valid, you must follow the conditions listed in the attached certification. In addition, you
should get any other federal, state or local permits before you go ahead with your project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a
written petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its
conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John Dorney at 919-733-1786.
Sincerely,
Pr ston Howard, Jr. P.E.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Winston-Salem DWQ Regional Office
Mr. John Dorney
Central Files
961033.1tr
Division of Water Quality • Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
DEC 83 '96 / O? : 58PM TRANSCO ENERGY CO
FAX COV-ER Sl 6r'l
,> ; S
Jett 7
?r'r
DELIVER FAX TO: Eric r 1
FAX PHONE #[phone]
NUMBER OF PAGES FOLLOWING: 2
FAX FROM :
Loretta M. Earnest
TELEPHONE #: [phone]
FAX #:
[phone]

P.1/3
Vj
40
DATE: 12/03/96 TIME: 2:40 p.m. (CST)
Request for clarification of condition #7 - The construction corridor is limited to 40
feet in width and must be minimized to the maximum extent practicable.
For your convenience, I'm sending: 1) the Attachment from our application - Please
see No. 14, last paragraph; and 2) the Figure 1.2.2, Typical Right-of-Way Cross
Section for the proposed construction corridor - The construction corridor in this
detail depicts a 100' wide construction corridor. As stated in our application, we
will reduce this to a 75' wide construction corridor across this wetland area (127'
in length).
If there is no rock/foreign material in the bottom of the trench, the pipeline will be
laid on the bottom of the trench. If rock/foreign material is present, then the pipe
will be placed on sand bag or dirt berm supports and the acceptable spoil or select
backfill will be used to pad the ditch to cradle the pipe,
If you have any questions, please call. Thanks!
DEC 03 '96
?lyioyl!!L•• 4? -
ab.
?SL:.J?y?,,GGfi l.e11•ML?4.44 .
02:59PM TRANSCO ENERGY CO Pr2i3
Vii? - .a'- .r. M_. ,... ,.? • .. __
-'"c•• :.^ ::^ ..r.• 1?ti•:.•.• 'i•w%y-r.?..-.? •••; _r':.ir??-ate" : -.,. . , ? . ..
.•?• ?•.neci+a.?-??..?'r?::_`?_??-.?, -.. ".sx'v='+?r?.??aai..e?•??a?.?r, _ '+-?%ra1'.:.7"?a_?n,.?•'f'::•: ._.
Joint Application for
Form
- ryi•.Y.?18:? ' •iMRrMJ•rw
r 4'. : r _ ?`I`/`W.MI d'+-T - £r• - 1
0 5<?:. •.:
.•lr:_ •. :k? -, i'•, "*q` _ wy -,y:- . 6z;.
' ..-.iv:.?°" - "' ,ir;:ii"?ayAx.:ti.••::::! •, .r.. r , _. r •r•:•y:•C::!?+•F.r• ?':...•"'?
• ,•r, ,.=1rr.-;?y:r... '???+•.?a.'xrxra.??.•_ x f '..r.:ggtiR•s;a.?.,.:,,?•• :•:a:.?;•:-.r?,..?.
'' ' ;•,:• ,;; Installation of •.,-;:...; ? .... ?:?• ?z? ?.?._.....z??,? , •:.
earthen dam and Srewater'pond o d .
tributary to
_ Rock Branch (a/k/a East Branch) - ixnpacts'waters of U S. only.
4
• ?:? , ?:;?:. . 2) Installation of -' •.... , - •- .. .:.: •• ....:?.°;.,,,,:: .- -',•;'.'? ,.'.•
three-sided box culvert and embankment on Rock Branch
for permanent road crossing - impacts waters of U.S. only,

3) Open-cut installation of 10" & 24" inlet/outlet natural gas pipelines across
0.2 acres of Haw River wetlands - temporary wetland impact only. [Note:
Pipelines will be installed under the main body of the Haw River and
associated wetlands by the construction technique of horizontal directional
drill - No permanent or temporary wetland impact.]
14. Wetlands directly adjacent to the Haw River will be avoided by installing the Inlet
and Outlet pipelines by horizontal directional drill. A small unnamed tributary
and associated wetlands on the south side'of the Haw River will be affected by the
installation of the Inlet and Outlet pipelines (0.2 acres). The temporary impact to
this wetland could not be avoided. The final design for the horizontal directional
drill of the Haw River was dependent upon the local substructure (i.e., hard rock
vs. alluvial deposits). In order to avoid hard rock during the directional drill, the
drilling equipment must be placed in the upland area located between the
unnamed tributary/associated wetland (0.2 ac) and the Haw River/Associated
Wetlands - See Site Plan, During the planning stages, an alternative pipeline
route was reviewed by the Corps and NCDEHNR Water Quality. It was
determined than the plan herein proposed by Pine Needle is superior to the
alternate route as it results in the least amount of wetland impact possible.
` During a November 1995 onsite meeting with the Corps of Engineers and the
NCDEHNR Water Quality planning, pine Needle agreed to limit its pipeline .
construction corridor to 75 feet wide across this open-cut wetland crossing. After
construction, in only this area, the permanently maintained right-of-way will be
55 feet wide, the pipelines spaced 25 feet apart with a 15-foot wide strip on the
outside of each pipeline.
f

DEC 03 '96 02:59PM TRANSCO ENERGY CO
P.3/3
PROPOSED !C' PIPELINE ROW CROSS-'SECTION

c -° NATURAL ?n N?-
OlJ
f?SPOIL
r
i
25' 25' 25, ?
TEMPORARY F'/:- SPACING
C POWER ROW
L_iNc -?
NEW PERMANENT ROW
CONSTRUCTION ROW
PROPOSED
?OWERLINE ROW
----------------------------------------------------------------------------------
PROPOSED 24' PIPE?_INE ROW CROSS-SECTION

?4.
K-7

L C - - NATURAL GROUND
SPOIL .'

? u ray; ? / ' ?:?r? I
1
2t' 25' 25'
TEMPORARY °/L SPACING
POWFR? ROW
75
CIN,
NEW PERMANENT ROW
100'
CONSTRUCTION ROW
ss'
PROPOSED
POWERLINE ROW
LEGEND
I PROPOSED PIPELINE
rRQW RIGHT-OF-WAv
NC =S:
i) PJWER 'OLES ANO -TNES TQ 3c NS-ALLEl
FOLLOWING iNS-ALLATION OF 'THE' PIP_-_INES,
2,1 a0T_ ?Hc IC" AND 2P' `PE _NES ARE
PRC?OSED -C SEE ?NS"l AL_ED CURING TmE
SAMa CON3TP.l__7iDP: 'E?IOO.
I PINEa:?,NEE?LE
PINE NEEDLE LNG PROJECT PIPELINES
TYPICAL RIGHT-OF-WAY
CROSS-SECTIONS
FOR 24" & !C" PIPELINES
FGUR = ?a?e?
NOV 01 196 iO:23AM TRANSCO ENERGY CO P.2i3
FIN EEDLE'
LNG COMPANY. LLC
October 25, 1996
U.S. Army Corps of Engineers Water Quality Planning
Raleigh Regulatory Field Office Division of Environmental Management
Attention: Mr. John Thomas NC Department of Environment, Health & Natural Resources
6S 12 Falls of Neuse R., Suite 105 P.O. Box 29535
Raleigh, NC 27615 Raleigh, NC 27626-0535
Attention: Mr. John Dorney (Ron Linnville Winston-Salem)
RE: , Notification/Application for Joint 404/401 Certification
Proposed Pine Needle LNG Project - W.O.6920.01
Guilford County, North Carolina
Gentlemen:
Pine Needle LNG Company, LLC (Pine Needle), is proposing to cons=et a ligaeFied natural gas (LNG) peak
demand facility in Guilford County, North Carolina. The proposed facility will be located near Transcontinental
Gas Pipe Line Corporations ('Transco's) natural gas pipeline right-of-way, approximately 13 miles northwest of
Greensboro and 1.8 miles southeast of the town center of Stokesdale, This facility will be constructed and operated
to liquefy and store natural gas received from Transco's mainline natural gas transmission system for the purpose of
meeting the winter peak shaving heating requirements to Pine Needle's subscribers in the rapidly developing North
Carolina region. ,
The project site, including buffer area comprises 829 acres. In addition to the 49.9 acre LNG plant site, several
ancillary facilities will be constructed to support the plant - I mile long inlet and outlet pipelines, a 1.7 mile long
electric power line, two 24-foot wide a=SS roads, an earthen dam and a firewater pond.
Pine Needle appreciates the assistance both agencies provided in addressing environmental concerns and issues
durinb the planning stages of this project. As a result of our collaborative effort, we have moved the location of the
proposed installation of the earthen dam and firewater pond away from Rock Branch to the unnamed east tributary
of Rock Branch (we call it East Branch). As you recall, the purpose of the dam is to create a pond of sufficient
capacity to hydrostatically test the LNG tanks during construction of the facility and later to provide an emergency
firewater source during the operation of the LNG plant The earthen dam will also serve as a permanent road
crossing for Fast Branch. After crossing the dam, the road will continue westward across Rock Branch, then enter
the plant facility, At the road crossing of Rock Branch, a three-sided box culvert will be utilized, thereby leaving
the rock bottom stream channel relatively unaffected by culvert installation,
Although Pine Needle has proposed•to install piping in the dam to provide downstream releases during periods of
higher flow when the firewater pond is full, Pine Needle does not propose to maintain a minimum flow in East
Branch downstream of the dam. It has been determined that the 7-day, 1-in-10 year low flow for the subject
drainage basin is generally a zero value; therefore, there is no minimum release requirement according to the North
Carolina Administrative Code, It should be noted that Pine Needle's construction/filling schedule for the dam will
permit passage of water to downstream habitats in the April 1 to June 1, 1997 time window. Pine Needle estimates
that the impoundment will fill in approximately 290 days; during subsequent years overflow from the pond would
provide downstream flow to lower reaches of East Branch.
2800 Posr Oak Boulevard ¦ P.O. Box 1396 ¦ Houston, Texas 77251.1396 r 713439.2000
NOV 01 '96 iO:23AM TRANSCO ENERGY CO
P.3/3
Pine Needle does not anticipate the need to divert water from Rock Branch in order to fill the East Branch
Impoundment either on initial filling or at a later date. However, we have included a provision for a sump and
connecting piping to transfer water between Rock Branch and the East Branch Impoundment as suggested in
NCDE M correspondence dated February 9, 1996 (filed with FERC 42/96). , We propose to install a 3' diameter
by 5' deep sump in Rock Branch for the purpose of potentially transferring water to the East Branch Impoundment,
if necessary and under favorable water quality conditions. Pine Needle does not intend to install a permanent pump
or connecting piping at the Rock Branch sump. In the unlikely event that transfer from Rock Branch to the East
Branch Impoundment is newmary, a pump and piping would be temporarily installed.
In prior conversations, it was requested that pond maintenance be addressed. It has been determined that due to
relatively low flows present in East Branch, the sediment load is low; therefore, no dredging of the fire pond is
expected during the life of the project.
Pine Needle respectfully requests that you review its application for Joint 404/401 Certification. • Enclosed for your
review and approval are the following documents:
F Joint Form for Nationwide Permits that require Notification to the Corps of Engineers or Section 401
Certification;
? Project Location Map of the Pine Needle Facility, Drawing No. 20-15-50/A-00002, Sheet 1 of 1, Rev. 0;
• 8 %" x I I" Plan View of Proposed Firewater Pond;
Site Plan - Wetland Delineation (Overall Project), Drawing No. 106, RevA;
? 8 %" x 11" Plan & Profile (Wetland Delineation) for 24" & 10" Lateral Pipeline Crossing the Haw River &
Wetlands; Drawing No. 24-11501CE-3718-24, Sheets l to 4 of 4, Rev. 0 and Drawing No.'24-1 150/CE-
3 718- 10, Sheets 1 to 4 of 4, Rev. 0;
? Site Plan, Drawing No. 101, Sheet I, Rev. 0 and Rock Branch Creek Culvert and Embankment, Drawing
No. 308, Sheets I to 10, Rev. 0
} Design/Spec Book - Rock Branch Creek Culvert & Embankment (ONLY I copy to COS & 2 copies to
NCDEHNR Water Quality, please advise if more required).
Construction of the Pine Needle LNG Project requires approximately 27 months from start to finish. The proposed
construction start date for the facility is-February 1, 1997.
During your review, please do not hesitate to contact me with questions, concerns or comments that you may have.
My telephone number is [phone]. Your reply should be mailed to my attention at the following address:
Pine Needle Operating Company, c/o Transcontinental Gas Pipe )vine Corporation, Attention: Loretta Eamest-
Level 10, P.O. Box 1396, Houston TX 77251-1396. I'll be in calling you within the next two weeks.
Respectfully submitted,
Loretta M. Earnest
Environmental Scientist
Enclosures
NOV 01 '96 10:22AM TRANSCO ENERGY CO P.1i3
Z;9l70
s rW M ANWMW ?WW
FAX COVER SHEET
DELIVER FAX TO, Greg Price
FAX PHONE #[phone]
NUMBER OF PAGES FOLLOWING: 2
FAX FROM: Loretta M. Earnest
TELEPHONE #: [phone]
FAX #: [phone]
DATE: November 1, 1996 TIME: 10:10 am
Thank you very much for calling back, I'm truly sorry for the inconvenience this
has caused you.
The following letter should be attached to the 7 copies of the Joint Form that you
received via Fed-Ex. As we discussed, Ron Linville will be providing the 7 sets
of drawings that are listed in the following letter.
Once again, if it turns out that we need to provide additional copies of any or all of
the drawings, please let me know.
PIN N EEDLE
LNG COMPANY, L L C
October 25, 1996
r.NVh?? ,
0;,' j
,, ; r9vO
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
Attention: Mr. John Thomas
6512 Falls of Neuse R., Suite 105
Raleigh, NC 27615

NR
O C T 2 9 19%
Winston-Salem
?egionai Office
-7c) 4-7
L? v'eC 4e
v
al/o 1// 41"d
Water Quality Planning 4-
Division of Environmental Management
NC Department of Environment, Health & Natural Resources
P.O. Box 29535
Raleigh, NC 27626-0535
Attention: Mr. John Dorney (Ron Linnville Winston-Salem)
RE: Notification/Application for Joint 404/401 Certification In
Proposed Pine Needle LNG Project - W.O. 6920.01 1 Z
Guilford County, North Carolina ` ?p . GZ
/ _Y
Gentlemen:
?G
Pine Needle LNG Company, LLC (Pine Needle), is proposing to construct a liquefied natural gas (LNG) peak
demand facility in Guilford County, North Carolina. The proposed facility will be located near Transcontinental
Gas Pipe Line Corporations (Transco's) natural gas pipeline right-of-way, approximately 13 miles northwest of
Greensboro and 1.8 miles southeast of the town center of Stokesdale. This facility will be constructed and operated
to liquefy and store natural gas received from Transco's mainline natural gas transmission system for the purpose of
meeting the winter peak shaving heating requirements to Pine Needle's subscribers in the rapidly developing North
Carolina region.
The project site, including buffer area comprises 829 acres. In addition to the 49.9 acre LNG plant site, several
ancillary facilities will be constructed to support the plant -- 1 mile long inlet and outlet pipelines, a 1.7 mile long
electric power line, two 24-foot wide access roads, an earthen dam and a firewater pond.
Pine Needle appreciates the assistance both agencies provided in addressing environmental concerns and issues
during the planning stages of this project. As a result of our collaborative efforts, we have moved the location of the
proposed installation of the earthen dam and firewater pond away from Rock Branch to the unnamed east tributary
of Rock Branch (we call it East Branch). As you recall, the purpose of the dam is to create a pond of sufficient
capacity to hydrostatically test the LNG tanks during construction of the facility and later to provide an emergency
firewater source during the operation of the LNG plant. The earthen dam will also serve as a permanent road
crossing for East Branch. After crossing the dam, the road will continue westward across Rock Branch, then enter
the plant facility. At the road crossing of Rock Branch, a three-sided box culvert will be utilized, thereby leaving
the rock bottom stream channel relatively unaffected by culvert installation.
Although Pine Needle has proposed to install piping in the dam to provide downstream releases during periods of
higher flow when the firewater pond is full, Pine Needle does not propose to maintain a minimum flow in East
Branch downstream of the dam. It has been determined that the 7-day, I-in-10 year low flow for the subject
drainage basin is generally a zero value; therefore, there is no minimum release requirement according to the North
Carolina Administrative Code. It should be noted that Pine Needle's construction/filling schedule for the dam will
permit passage of water to downstream habitats in the April 1 to June 1, 1997 time window. Pine Needle estimates
that the impoundment will fill in approximately 290 days; during subsequent years overflow from the pond would
provide downstream flow to lower reaches of East Branch.
2800 Post Oak Boulevard ¦ P.O. Box 1396 ¦ Houston, Texas 77251-1396 ¦ 713-439-2000
Pine Needle does not anticipate the need to divert water from Rock Branch in order to fill the East Branch
Impoundment either on initial filling or at a later date. However, we have included a provision for a sump and
connecting piping to transfer water between Rock Branch and the East Branch Impoundment as suggested in
NCDEHNR correspondence dated February 9, 1996 (filed with FERC 4/2/96).. We propose to install a 3' diameter
by 5' deep sump in Rock Branch for the purpose of potentially transferring water to the East Branch Impoundment,
if necessary and under favorable water quality conditions. Pine Needle does not intend to install a permanent pump
or connecting piping at the Rock Branch sump. In the unlikely event that transfer from Rock Branch to the East
Branch Impoundment is necessary, a pump and piping would be temporarily installed.
In prior conversations, it was requested that pond maintenance be addressed. It has been determined that due to
relatively low flows present in East Branch, the sediment load is low; therefore, no dredging of the fire pond is
expected during the life of the project.
Pine Needle respectfully requests that you review its application for Joint 404/401 Certification. Enclosed for your
review and approval are the following documents:
? Joint Form for Nationwide Permits that require Notification to the Corps of Engineers or Section 401
Certification;
? Project Location Map of the Pine Needle Facility, Drawing No. 20-15-50/A-00002, Sheet 1 of 1, Rev. 0;
? 8 '/2" x 11 " Plan View of Proposed Firewater Pond;
? Site Plan - Wetland Delineation (Overall Project), Drawing No. 106, Rev. 0;
? 8 '/2" x 1 I " Plan & Profile (Wetland Delineation) for 24" & 10" Lateral Pipeline Crossing the Haw River &
Wetlands; Drawing No. 24-1150/CE-3718-24, Sheets 1 to 4 of 4, Rev. 0 and Drawing No. 24-1150/CE-
3718-10, Sheets 1 to 4 of 4, Rev. 0;
? Site Plan, Drawing No. 101, Sheet 1, Rev. 0 and Rock Branch Creek Culvert and Embankment, Drawing
No. 308, Sheets 1 to 10, Rev. 0
? Design/Spec Book - Rock Branch Creek Culvert & Embankment (ONLY 1 copy to COE & 2 copies to
NCDEHNR Water Quality, please advise if more required).
Construction of the Pine Needle LNG Project requires approximately 27 months from start to finish. The proposed
construction start date for the facility is February 1, 1997.
During your review, please do not hesitate to contact me with questions, concerns or comments that you may have.
My telephone number is [phone]. Your reply should be mailed to my attention at the following address:
Pine Needle Operating Company, c/o Transcontinental Gas Pipe Line Corporation, Attention: Loretta Earnest-
Level 10, P.O. Box 1396, Houston TX 77251-1396. I'll be in calling you within the next two weeks.
Respectfully submitted,
Loretta M. Earnest
Environmental Scientist
Enclosures
DEM ID: ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): 12, 14 & ' 26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WMIZ NGTON DISTRICT ENGINEER
CORPS OF ENGINEERS
DEPARTMENT OF THE ARMY
P.O. Box 1890
Wilmington, NC 28402-1890
ATTN: CESAW-CO-E
Telephone [phone]
Telephone [phone] g 6
WATER QUALITY PLANNING
DIVISION OF ENVIRONMENTAL MANAGEMENT
NC DEPARTMENT OF ENVIRONMENT, HEALTH,
AND NATURAL RESOURCES
P.O. Box 29535
Raleigh, NC 27626-0535
ATTN: MR- JOHN DORNEY
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINEERS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT.
1. Owners Name: Pine Needle LNG Company, LLC
2. Owners Address: P.O. Box 33068, Charlotte NC 28233
3. Owners Phone Number (Home): - (Work): 713/214-2539
4. If Applicable: Agent's name or responsible corporate official, address, phone number.
Regis red Agent - Martin C- RuPgACgger
P.O. Box 33068, Charlotte NC 28233
704/364-3120 '
5. Location of work (MUST ATTACH MAP). County. Guilford
Nearest Town or City: Approximately 13 miles northwest of Greensboro, southeast of Stokesdale
Specific Location (Include road numbers, landmarks, etc.):L.ocafed between S.R. 68 and S.R. 2019 Evers
field Rd) approximately 1.8 miles southeast of the Stokesdale town center and approx.
1.0 mile north of Transco's existing pipeline right-of-way.
6. Name of Closest Stream/River.. Rock Branch and Haw River
7. River Basin: Haw River
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ ] NO [K ]
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO V]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
Reference attached drawines
11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
Filled: East Branch = 0.10 ac Rock Branch = 0.13 ac
Drained: 0
Flooded: East Branch = 0.48 ac (Total area of proposed firepond = 4.8 ac
Excavated: 0.2 ac (Temporary impact - pipeline installation)
TotalImoacted: 0.91 ac (0.2 ac wetlands, 0.71 waters of the U.S. )
12. Description of proposed work (Attach PLANS-8 12" X 11" drawings only):
See attached sheet
13. Purpose of proposed work: Proposed Pine Needle LNG Plant and ancillary facilities
14. State reasons why the applicant believes that this activity must be carried out in wetlands. Also, note measures
taken to minimize wetland impacts.
See attached sheet
15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine Fisheries Service
(NMFS) regarding the presence or any Federally listed or proposed for listing endangered or threatened species or critical
habitat in the-permit area that may be affected by the proposed project Have you done so? YES Zx] NO [ ]
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS.-See attachment
16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic
properties in the permit area which may be affected by the proposed project? Have you done so? YES [X ] NO [ ]
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS.- See attachment
17. Additional information required by DEM:
A. Wetland delineation map showing all wetlands, streams, and lakes on the property.
B. If available, representative photograph of wetlands to be impacted by project
C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the
delineation line. (Previously provided)
D. If a stormwater management plan is required for this project, attach copy.
E. What is land use of surrounding property? Agricultural
F. If applicable, what is proposed method of sewage disposal? On-site septic system
Pine Needle LNG.Company by its Agent
PIN,,NEEDLE OPERA NG CO ANY
to Ls"?9k
Owner's Signature 5 M Date
Nick A.acilb Vice President
ATTACHMENT
Joint Application for 401/404 Certification Form
12. 1) Installation of earthen dam and firewater pond on unnamed tributary to
Rock Branch (a/k/a East Branch) - impacts waters of U.S. only.
2) Installation of three-sided box culvert and embankment on Rock Branch
for permanent road crossing - impacts waters of U.S. only.
3) Open-cut installation of 10" & 24" inlet/outlet natural gas pipelines across
0.2 acres of Haw River wetlands - temporary wetland impact only. [Note:
Pipelines will be installed under the main body of the Haw River and
associated wetlands by the construction technique of horizontal directional
drill - No permanent or temporary wetland impact.]
14. Wetlands directly adjacent to the Haw River will be avoided by installing the Inlet
and Outlet pipelines by horizontal directional drill. A small unnamed tributary
and associated wetlands on the south side of the Haw River will be affected by the
installation of the Inlet and Outlet pipelines (0.2 acres). The temporary impact to
this wetland could not be avoided. The final design for the horizontal directional
drill of the Haw River was dependent upon the local substructure (i.e., hard rock
vs. alluvial deposits). In order to avoid hard rock during the directional drill, the
drilling equipment must be placed in the upland area located between the
unnamed tributary/associated wetland (0.2 ac) and the Haw River/Associated
Wetlands - See Site Plan. During the planning stages, an alternative pipeline
route was reviewed by the Corps and NCDEHNR Water Quality. It was
determined that the plan herein proposed by Pine Needle is superior to the
alternate route as it results in the least amount of wetland impact possible.
During a November 1995 onsite meeting with the Corps of Engineers and the
NCDEHNR Water Quality Planning, Pine Needle agreed to limit its pipeline
construction corridor to 75 feet wide across this open-cut wetland crossing. After
construction, in only this area, the permanently maintained right-of-way will be
55 feet wide, the pipelines spaced 25 feet apart with a 15-foot wide strip on the
outside of each pipeline.
United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh Field Office
Post Office Box 33726
Raleigh, North Carolina 27636.3726
October 31, 1995
Ms. Loretta M. Earnest
Senior Environmental Scientist
Pine Needle LNG Company, LLC
2800 Post Oak Boulevard
P.O. Box 1396
Houston, Texas 77251-1396
Dear Ms. Earnest:
The U.S. Fish and Wildlife Service (Service) has reviewed your October 17,
1995, letter for construction of a liquefied natural gas peak demand
facility in Guilford County, North Carolina. Our comments are provided in
accordance with Section 7 of the Endangered Species Act of 1973, as amended
(16 U.S.C. 1531-1543) (Act).
Based on the information provided in your letter, the Service concurs that
this project is not likely to adversely affect any Federally-listed
endangered and threatened species, their formally designated critical
habitat, or species currently proposed for Federal listing under the
Endangered Species Act, as amended.
We believe that the requirements of Section 7 of the Act have been
satisfied. We remind you that obligations under Section 7 consultation must
be reconsidered if: (1) new information reveals impacts of this identified
action that may affect listed species or critical habitat in a manner not
previously considered; (2) this action is subsequently modified in a manner
that was not considered in this review; (3) a new species is listed or
critical habitat determined that may be affected by the identified action.
Thank you for your cooperation with our agency.
Sincerely,
Tom Augspurger
Acting Supervisor
FWS/R4:JEllis:JE:10-25-95:919-856-4520 ext. 26:B:\pineneed '
010
AV)
A
North Carolina Department of Cultural Resources
James B. Hunt Jr., Governor
Betty Ray McCain, Secretary
June 26, 1996
James D. Bloemker, Archaeologist
Transco
P.O. Box 1396
Houston, Texas 77251-1396
Re: Archaeological survey report, Pine Needle LNG
Plant, Guilford County, ER 96-7005, ER 96-
7616
Dear Mr. Bloemker:
Division of Archives and History
Jeffrey J. Crow, Director
Thank you for your letter of May 28, 1996, transmitting the archaeological survey
report by Lawrence Abbott and Kenneth Styer of New South Associates concerning
the above project.
For purposes of compliance with Section 106 of the National Historic Preservation
Act, we concur that the following properties are not eligible for the National
Register of Historic Places under Criterion D:
31 GF341 * *-31 GF345 * *, 31 GF355-357, 31 GF359-31 GF361 &361 * *,
31 GF362-31 GF366&366 * *, 31 GF367 * *, and 31 GF368-31 GF371
None of these sites retain sufficient integrity to yield information important in
prehistory or history.
Prehistoric archaeological site 31 GF358 may be eligible for the National Register,
but testing is necessary for such a determination. Since the site is located outside
your project area and will not be ?ffected, %,-.1e do not recoMmen- testing at this
time. The two cemeteries (31 GF343* * and 31 GF344*) will be protected during
construction by a temporary fence and will not be affected.
In general the report meets our guidelines and those of the Secretary of the Interior
and no further archaeological investigations are recommended.
The above comments are made pursuant to Section 106 of the National Historic
Preservation Act and the Advisory Council on Historic Preservation's Regulations
for Compliance with Section 106 codified at 36 CFR Part 800. 930.-. t?3
m ry ? ub,CP
? R JUL ?
0 ftqQQ ti-
c4
109 East Jones Street • Raleigh, North Carolina 27601-2807 ?V
James D. Bloemker
June 26, 1996, Page 2
Thank you for your cooperation and consideration. If you have questions
concerning the above comment, please contact Renee Gledhill-Earley, environmental
review coordinator, at 919/733-4763.
Sir rely,
David rook
Deputy State Historic Preservation Officer
DB:slw
cc: FERC, Washington, D.C.
L. Abbott, New South Associates, Mebane
` PROPOSED FIRE WATER POND
TOTAL FIRE POND AREA: 4.8 ACRES
AUTHORIZED UNDER NWP No.26 -
0
rr
f
a r
? / I a
JURISDICTIONAL AREA : 0.1 ACRES / r
CULVERT, EMBANKMENT AND DAM
r
AUTHORIZED UNDER NWP No.14
PROPOSED FIRE
WATER POND r PROPOSED
(SEE NOTE 1) DAM
H
\ r f .
/
UNNAMED
TRIBUTARY TO
R
CEEKBRANCH
fZ /
r
/ROCK BRANCH
r CREEK
f
SUPPLEMENTAL WATER SUPPLY
PUMP WELL. 3' DIA. X 5'-0 DEEP
NOTES: ( SEE NOTE 2 )
1. POND MAINTENANCE
DUE TO RELATIVELY LOW FLOWS PRESENT IN
EAST BRANCH THE SEDIMENT LOAD IS LOW,
THEREFORE,Nb DREDGING OF THE FIRE POND
IS EXPECTED DURING THE LIFE OF THE PROJECT
2.WATER SUPPLY WELL MAINTENANCE
WELL WILL BE OESILTEO PRIOR TO EACH USE.
AS NECESSARY
PLAN VIEW

L

hy?? , r

f
J
PURPOSE:PROVIOE FIRE WATER 400' 0 400' IN:EAST TRIBUTARY TO ROCK
FOR THE PINE NEEDLE BRANCH CREEK
LNG FACILITY AT!STOKESOALE
ADJACENT PROPERTY OWNERS: SEE SCALE IN FEET
DRAWING 101 SH.5 COUNTY OF: GUILFORD STATE: N,C.
CHICAGO BRIDGE & IRON CO.
1501 N.DIVISION ST. SHEET 1 OF 1 DATE: 12 AUG 96
PLAINFIELO,IL. 60544
DEM ID: 6 1 0 3t ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): 12, 14 6 26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
W LMINGTON DISTRICT ENGINEER
CORPS OF ENGINEERS
DEPARTMENT OF THE ARMY
P.O. Box 1890
Wilmington, NC 28402-1890
A71N: CESAW-CO-E
Telephone [phone]
WATER QUALITY PLANNING
DIVISION OF ENVIRONMENTAL MANAGE TENT
NC DEPARTMENT OF EN MONMENT, HEALTH,
AND NATURAL RESOURCES
P.O. Box 29535
Raleigh, NC 27626-0535
ATTN: MR JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINEERS
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DMSION OF ENVIRONMENTAL MANAGEMENri
PLEASE PRINT.
1. Owners Name: Pine Needle LNG Companv, LLC
2. Owners Address: P.O. Box 33068, Charlotte NC 28233
3. Owners Phone Number (Home): - (Work): 713/214-2539
4. If Applicable: Agent's name or responsible corporate official, address, phone number.
Reuister . Agent - Martin C RvPgsPgger
P.O. Box 33068, Charlotte NC 28233
704/364-3120 '
5. Location of work (MUST ATTACH NIAP). County: Guilford
Nearest Town or CitS': Approximately 13 miles northwest of Greensboro, southeast of Stokesdale
Specific Location (Include road numbers, landmark, etc.):IaratP, (I hetween S.R. 68 and S . R. 2019 (EverE
field Rd) approximately 1.8 miles southeast of the Stokesdale town center and approx.
1.0 mile north of Transco's existing pipeline right-of-way.
6. Name of Closest Stream/Riven Rock Branch and Haw River
%. River Basin: Haw River
8. Is this project located in a watershed classified as Trout, SA, HQW, ORIN, VG'S 1, or R'S II? YES [ ] NO Vi
9. Have an), Section 404 permits been previously requested for use on this properr? YES [ ] NO V]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
Reference attached drawings
11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
Filled: East Branch = 0.10 ac Rock Branch = 0.13 ac
Drained:
Flooded:_ East Branch = 0.48 ac (Total area of proposed firepond = 4.8 a
Rock Branch - 7sq ft pit
Excavated: 0.2 ac (Temporarv impact - pipeline installation)
Total Imoacted: 0.91 ac (0.2 ac wetlands, 0.71 waters cf the U. S. )
- 12 Description of proposed work (Attach PLANS-8 112" X 11" drawings only):
See attached sheet
13. Purpose of proposed woric Proposed Pine Needle LNG Plant and ancillary facilities
14. State reasons why the applicant believes that this activity must be carried out in wetlands. Also, note measures
taken to minimize wetland impacts.
See attached sheet
15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine Fisheries Service
(NMFS) regarding the presence or any Federally listed orproposed for listing endangered or threatened species or critical
habitat in the-permit area that may be affected by the proposed project Have you done so? YES $X] NO [ ]
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS:-See attachment
16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic
properties in the permit area which maybe affected by the proposed project? Have you done so? YES [X" ] NO[
]
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS: See attachment
17. Additional information required by DEM:
A. Wetland delineation map showing all wetlands, streams, and lakes on the property.
B. If available, representative photograph of wetlands to be impacted by projecL
C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the
delineation line. (Previously provided)
D. If a stormwater management plan is required for this project, attach copy.
E. What island use of surrounding property? __Agricultural
F. If applicable, what is proposed method of sewage disposal? On-site septic system
Pine Needle LNG.Company by its Agent
PINE• NEEDLE OPERA NG ,CO ANY
Owner's Signature 5 Date
Nick A. tacil& Vice President
ATTACHMENT
Joint Application for 401/404 Certification Form
12. 1) Installation of earthen dam and firewater pond on unnamed tributary to
Rock Branch (a/k/a East Branch) - impacts waters of U.S. only.
2) Installation of three-sided box culvert and embankment on Rock Branch
for permanent road crossing - impacts waters of U.S. only.
3) Open-cut installation of 10" & 24" inlet/outlet natural gas pipelines across
0.2 acres of Haw River wetlands - temporary wetland impact only. [Note:
Pipelines will be installed under the main body of the Haw River and
associated wetlands by the construction technique of horizontal directional
drill - No permanent or temporary wetland impact.]
14. Wetlands directly adjacent to the Haw River will be avoided by installing the Inlet
and Outlet pipelines by horizontal directional drill. A small unnamed tributary
and associated wetlands on the south side of the Haw River will be affected by the
installation of the Inlet and Outlet pipelines (0.2 acres). The temporary impact to
this wetland could not be avoided. The final design for the horizontal directional
drill of the Haw River was dependent upon the local substructure (i.e., hard rock
vs. alluvial deposits). In order to avoid hard rock during the directional drill, the
drilling equipment must be placed in the upland area located between the
unnamed tributary/associated wetland (0.2 ac) and the Haw River/Associated
Wetlands - See Site Plan. During the planning stages, an alternative pipeline
route was reviewed by the Corps and NCDEHNR Water Quality. It was
determined that the plan herein proposed by Pine Needle is superior to the
alternate route as it results in the least amount of wetland impact possible.
During a November 1995 onsite meeting with the Corps of Engineers and the
NCDEHNR Water Quality Planning, Pine Needle agreed to limit its pipeline
construction corridor to 75 feet wide across this open-cut wetland crossing. After
construction, in only this area, the permanently maintained right-of-way will be
55 feet wide, the pipelines spaced 25 feet apart with a 15-foot wide strip on the
outside of each pipeline.
United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh Field Office
Post Office Box 33726
Raleigh, North Carolina 27636-3726
October 31, 1995
Ms. Loretta M. Earnest
Senior Environmental Scientist
Pine Needle LNG Company, LLC
2800 Post Oak Boulevard
P.O. Box 1396
Houston, Texas 77251-1396
Dear Ms. Earnest:
The U.S. Fish and Wildlife Service (Service) has reviewed your October 17,
1995, letter for construction of a liquefied natural gas peak demand
facility in Guilford County, North Carolina. Our comments are provided in
accordance with Section 7 of the Endangered Species Act of 1973, as amended
(16 U.S.C. 1531-1543) (Act).
Based on the information provided in your letter, the Service concurs that
this project is not likely to adversely affect any Federally-listed
endangered and threatened species, their formally designated critical
habitat, or species currently proposed for Federal listing under the
Endangered Species Act, as amended.
We believe that the requirements of Section 7 of the Act have been
satisfied. We remind you that obligations under Section 7 consultation must
be reconsidered if: (1) new information reveals impacts of this identified
action that may affect listed species or critical habitat in a manner not
previously considered; (2) this action is subsequently modified in a manner
that was not considered in this review; (3) a new species is listed or
critical habitat determined that may be affected by the identified action.
Thank you for your cooperation with our agency.
Sincerely,
''
i `i
Tom Augspurger
Acting Supervisor
3to a WJ
FWS/R4:JEllis:JE:10-25-95:919-856-4520 ext. 26:B:\pineneed ,?
a 0to

t
North Carolina Department of Cultural Resources
James B. Hunt Jr., Governor
Betty Ray McCain, Secretary
June 26, 1996
James D. Bloemker, Archaeologist
Transco
P.O. Box 1396
Houston, Texas 77251-1396
Re: Archaeological survey report, Pine Needle LNG
Plant, Guilford County, ER 96-7005, ER 96-
7616
Dear Mr. Bloemker:
Division of Archives and History
Jeffrey J. Crow, Director
Thank you for your letter of May 28, 1996, transmitting the archaeological survey
report by Lawrence Abbott and Kenneth Styer of New South Associates concerning
the above project.
For purposes of compliance with Section 106 of the National Historic Preservation
Act, we concur that the following properties are not eligible for the National
Register of Historic Places under Criterion D:
31 GF341 * *-31 GF345 * *, 31 GF355-357, 31 GF359-31 GF361 &361 * *,
31 GF362-31 GF366&366 * *, 31 GF367 * *, and 31 GF368-31 GF371
None of these sites retain sufficient integrity to yield information important in
prehistory or history.
Prehistoric archaeological site 31 GF358 may be eligible for the National Register,
but testing is necessary for such a determination. Since the site is located outside
your area and will not Fi e offectod%e? .. e do not + cn ?. +
, :estirg at this
time. The two cemeteries (31 GF343* * and 31 GF344*) will be protected during
construction by a temporary fence and will not be affected.
In general the report meets our guidelines and those of the Secretary of the Interior
and no further archaeological investigations are recommended.
The above comments are made pursuant to Section 106 of the National Historic
Preservation Act and the Advisory Council on Historic Preservation's Regulations
for Compliance with Section 106 codified at 36 CFR Part 800.
109 East Jones Street • Raleigh, North Carolina 27601-2807
e93D31 6'
JUL
le of
v
L
61 RL
James D. Bloemker
June 26, 1996, Page 2
Thank you for your cooperation and consideration. If you have questions
concerning the above comment, please contact Renee Gledhill-Earley, environmental
review coordinator, at 919/733-4763.
Sirac@rely,
Z David rook
Deputy State Historic Preservation Officer
DB:slw
cc: FERC, Washington, D.C.
L. Abbott, New South Associates, Mebane
GUILFORD COUNTY. NORTH CAROLINA
1E ? f
51
?.? f ?_. ?`' ; ??,,? ??' ? t. it( 'Y? i?? ??.?., ?/ ifJ `' I ?•S
Q
u f'r
q,. I !? I ?? 1rr ! i \•? r i gam, ! 1
Y 'Z
so .-ti f PROPOSED-
PINE NEEDLE LNG PLANT
?1 - M.P. 1.047 _ ! ` ^ rr,".rt,,,..- ''' ?•
1/ Ir It y 1 F 4 " ?r y! ('??a?? 1 ? 1 ? '. _ ?r?
f ?? _ : fbOff ?Gt(ISr ?ft[YL •""» T y j( ?, , _ P11P ? ( • i. [' ty..-,r? ? r ?.
C 1 ,1 to ? t? ;;! i ,p r? ??,C?•- '??; ??.G, .r ?- ` ??'! ??,r?,i ?, ?b?? tr
i..
at: rt 1'? I•?Y#: `fj>f,.-T..i _ ?!^"5"` ?? - NrY!"11 ' -?'5?...
',,f 5•'1 . ?I It t't ? `n ? R.i1'.? M1???. ? } 7,( ? ?/ I ? fi .F'.. ? ? J , .!, ! tL1 + - ,i
{ i `. ?. X1111. .? /?,-. ?. , 1 `'S`?+1 kii )'•,? l?1yt rr((• Q.r J' ?. ?
t'4.F.; ? ` ? I??y = 1 r•" ,f? ? , ??t`?`..?`L.f, /~? ?`-? ' r}(, ?,( ,?• ? ??? 'rrr'???? (y ; ? r t ?? I ?y
-:' s? -`1'il •,? f,w r ??' '?v??1?`'r? ` ? l? rtrl ?' -h ')?? ???)- r,ryl7. y. c ! ? ?.. I' ~ • t ,?.
4? tJ
Ref...no. D-in Dr . No.
OT PINE NEEDLE
NOTE: LNO COMPANY. LLC
BASE FROM SUMMERFIELD, NORTH CAROLINA.
7.5 MIN. QUADRANGLE MAP, DATED 1969 PROJECT LOCATION MAP
0
REVISED 1994. PINE NEEDLE FACILITIES
2000 O 2000 GUILFORD COUNTY, NORTH CAROLINA
D-n a D.A.S. Det. 8/13/96 ov. Oots
SCALE IN FEET Ch.ok.d I!i " Det.6IM61 O
$ o-ef Det.5 - ?O roved D En tn. 6 ' '?
W.O. No. 6920.02 so.l. ShI DWG. - -
&n-t i of 1 NO.
n= n nn r nnr nn-=l

NOTES TO CONTRACTOR: SCALE IN
L THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL UNDER-
DRAW FACILITIES NOW EXISTING BUT DOES NOT GUARANTEE THE
ACCURACY OF THE INFORMATION SHOWN ON THIS MAP NOR DOES IT
ACCEPT ANY RESPONSIBILITY FOR ERRORS IN LOCATION OR FOR
FAILURE TO INDICATE ANY SUCH FACILITIES.
2. A MIND" CLEARANCE OF 12 INCHES BETWEEN THE PROPOSED
PIPELINE AND ANY EXISTING FACILITIES WILL BE MAINTAINED.
3. CONTRACTOR TO LOCATE ALL UNDERGROUND UTILITIES PRIOR
TO BEGINNING CONSTRUCTION.
4. ELEVATIONS SHOWN ARE REFERENCED TO THE NATIONAL GEODETIC
VERTICAL DATUM OF 1988. INAYD m
5. BERINGS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE
COORDINATE SYSTEM. HAD 19°3.
6. STATIONS SHOWN ARE BASED ON THE 24• LDE STATIONS.
7. FOR PIPE SPECIFICATIONS. REF. DWG. AND LEGEND. SEE SHEET 4 OF 4.
Ref- D-ir g D.Q. No.
PINENO? NEEDLE
PINE NEEDLE 24' LATERAL
CROSSING THE HAW RIVER & WETLANDS
GUILFORD COUNTY. NORTH CAROLINA
D,e- B .A Dote 8-14-96 Reviorod B ?L7 Date 911219(
14 6 ?w4f 4 z t
2 Den ... Deb Pro t E to , Dab /
_u r

GUILFORD CO TY NORTH CAR

AL AL ABE BRENNER,•t el ?
AL
ELLEN I. DEES A
Ak 5
Af- WETLANDS
L.L. N0. AL ?
M 4 I rH
+1
1L
L PROPOSED AL STA. 37
+18 (L HAW RIVER
' !o
c
r. A
TGPL R/W X= 1716118 8 74
Y= 897102.0309 ch

t fl/ AL U)

N ' N
N
w 19L L
? N 40°25'05' W PROPOSED 10" PIPELINE N-
1 w
FLOW PROPOSED 24' PIPELINE N
N 1

AL 4L
4111 PROPOSED DUKE POWER CO. w
AL ,
1
i -
P-P P P P AND TGPL R/W M
z
P P-P P PAP P
-? PROPOSED DUKE POWER
o COMPANY POWER LINE J u

< • PROPOSED DUKE POWER <
A A
AL AL - COMPANY R/W illy
• WETLANDS
v •• WETLAND
• DIRECTIONAL DRILL 1
PLAN UNDER WETLANDS
+
• BOUNDARY
• ,
.,
cn 100' NDER
D U
0 100' AUT NORIIZE
2
O
WETLAND IMPACT j

1 SCALE IN FEET
1
STA, 1
37+18 ?- HAW RIVEE? 1

O
.............
...
.
. .................
...
................................. 8001
............ ..... . . . . ...... ..............
..... ...... ....... ......
O ....
.
.
........................... ........ .................. .................................
.................
.
.
..
..
. NATURAL
GROUND
......................................................................................................................................................
7 ........................
...
..
.
.
.........................................................
' 775

5 ............................................................................
..............
.
........ ...................................... ?ti)IIf .......... . ........ . 51 .. . . .
?- ............ . .. ... ....................................................................................................................................
................. 750
...
PRP
4Y
......... .... IPELME
..................... ................ ..._...._
............................................. ........
2 d
_ ........................................................?R,3?p.c?a............................._ ......... ........ _........ ...
i ......... .... _ ................................................... 725

0 '...2400 ....................................
- - - - ,-. .............................................................................................................................................
v
--
.-..- -..- ..-. --..,-...--.. O
......................................... DE . . NSE ... ROCK ...BEL.O.w ...................
...............................................................................................................................
.......................
PROFILE TBM: CONCRETE MON.

100' 35.01' RT. M/L "A'
0 100' M/L "A" STA. 5824+41
; in ELEV. 885.35
NOTES TO CONTRACTOR: SCALE IN FE T Ref- Drertng a No.
T
L THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL UNDER-
EXISTING BUT
FACILITIES
NOW
°
?
`S
O
E
° C3 E E 0. L E
m P I N E
ORMATION SHOWN O
OR DOE S
Ac
c
INF
IT
URACY
THIS MAP
N o ?
ACCEPT ANY RESPONSIBILITY FOR ERRORS IN LOCATION OR FOR
FAILURE TO INDICATE ANY SUCH FACILITIES.
Z A MINIMUM CLEARANCE OF 12 INCHES BETWEEN THE PROPOSED PINE NEEDLE 24' LATERAL
PIPELINE AND ANY EXISTING FACILITIES WILL BE MAINTAINED.
3. CONTRACTOR TO LOCATE ALL UNDERGROUND UTILITIES PRIOR CROSSING THE HAW RIVER & WETLANDS
TO BEGINNING T
UC GUILFORD COUNTY. NORTH CAROLINA
OWN ARE REFERENCED
TO THE NATIONAL GEODETIC
4. ELEVATIONS SHOWN A
VERTICAL DATUM OF 1SS& dAVD 68)
5. BRINGS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE
0roa- 8 A.S. Dete 8-14-96S FD,, /Z/
COODINATE STSTEMNAO 1983. STATIONS SHOWN ARE BASED ON THE 24' LINE STATIONS
. e. Deb
7. FOR PIPE SPECIFICATIONS. REF. DWG. AND LEGEND. SEE SHEET 4 OF 4.
N.O. No. IS-1. 4 -1150
'c ? o.. w??
5-t ,f4 Dr No. CE-3718-24
II
GUILF RD COUNTY, NORTH CAROLINA
DISTURBED A2EA
' LIMIT
PROP SED PINE EDLE
DIRECTIONAL DR LL ' 1 r ` LNG PLA
ILL
UNDER WETLANDS I l
? AUTHORIZED
UNDER I r
NWP 12. NO
WETLAND IMPACT ;' 1 r I r ' G
1 p O . i, i rl I I( i r? r
N -f TGPLREW
~ N AL
in I
w N N 40°25'05" W PRO OSEO 10" PiP'EL••I
"
N N A' OW ; PR OSED 24 PIP L14
1
f.:: :: ;).':(+::i+:`:r;;rr;.::.'.'..??.;'.':...''2j?'!'"'`rrii: r;:: rriii:rr.•7•.? ;???i:'!:'lij'??'::;+::°i.'::'>:i>°;+r:'i;?:."?;?ir;?a?°i??• ii;iii;i;r ':,; ... ....
04
w AL
ti
-?PR POSED DUKE P WER
u C MPANY POWER INE
ABE BRENNER et eI PROPOSED DUKE POWER
/ o COMPANY R W m$
• WETLAND
BOUNDARY
+ 1 Alt.
I
PLAN SILT FENCE FOR PLANT
1 50' WETLAND CONSTRUCTION. TO BE
BUFFER ZONE 100' 0 100' REMOVED AS NEEDED
I
DIRECTIONAL DRILL SCALE IN FEET
1 ENTRY POINT
STA. 44+79 10° FROM HORIZ.
10 ....... ........................ .........................................:................................. ........... ............ ..... ....... ... ........................................................................
NATURAL.. GROUND .....................'. MIN,..... ...................... ...... 800
..............................................
P5 .........................................................................................................................
............................................................................. 77
..........................................................................................................
i0 ............................... .........................................
"
?:? .. ................................................. PROPOSED 24
........................................................................................................... 750
`_..'423:or ......................................... ........... ?9.4................................................................... PIPELINE........... .
. ...................................................................
!5.........R= 200' ..................................... ..... ........ ....................... ................................... .................... ............. ..............................-err--W -......................... 725
......... a.. i0°........ ..................................................................................... ..........................................................................................FLOW............................. .
1O .............................................................................................. W
ENSE ROCK BELO ........................................................................................................................................................................... 700
.........i........._ J,..D...... ..........................................
PROFILE TBM: CONCRETE MON.
100' 0 100' 35.01' RT. M/L "A"
M/L "A" STA. 5824+41
ELEV. 885.35
q
-Mmommol NOTES TO CONTRACTOR: SCALE IN FEET Rerenenoe D-i
i. THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL UNDER- dT
AROUND FACILITIES N EXIST ND DOES NOT GUARANTEE THE
PINE O O N E E D LEA
ACCURACY OF THE INFORMATION TIO ION SHOW OWN ON THIS MAP NOR ODES IT ACCEPT ANY RESPONSIBILITY FOR ERRORS IN LOCATION OR FOR Pm oft V-.4 -r
FAILURE TO INDICATE ANY SUCH FACILITIES.
2. A MINIMIM CLEARANCE OF I2 INCHES BETWEEN THE PROPOSED PINE NEEDLE 24' LATERAL
PIPELINE AND ANY EXESTING FACILITIES WILL BE MAINTAINED. 3. CONTRACTOR TO LOCATE ALL urDERGRAIIND Ui[LITIES PRIOR > CROSSING THE HAW RIVER & WETLANDS
TO BEOIWIMO CONSTRUCTION. GUILFORD COUNTY, NORTH CAROLINA
4. ELEVATIONS ONS SHOWN ARE REFERENCED TO THE NATIONAL GEODETIC
VERTICAL DATUM OF 1SSL OHAVD W
5. BEHINDS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE D-ern Elo .A. Dote 8-114-96 Bu ;60
Deb 9 !/2/9
COORDINATE SYSTEM, NAD 1983
& STATIONS SHOWN ARE BASED ON THE 24-LINE STATIONS. • pen fne•r Ddb b Pro E tnw Deb
7. FOR PIPE SPECIFICATIONS, REF. DWG. AID LEGEND, SEE SHEET 4 OF 4. ° v.0. No Soal. r °-
& 24-1150
Sh.et eF p.a. ?. 7--1-E- f - 44 ,
.1 lzdl
GUILFORD COUNTY. NORTH CAROLINA
- ,90
LEGEND
ELEVATIONS
DISTURBED AREA LIMIT
PROPOSED SILT FENCE
DIVERSION TRENCH
PIPE SPECIFICATIONS
1
P P-
WETLANDS
ROCK FILTER OUTLET
WETLAND BOUNDARY
BUFFER ZONE BOUNDARY
TRENCH PLUG
PERMANENT RIGHT-OF-WAY
OVERHEAD POWER LINE
TEMPORARY WORK SPACE
24' O.D. x 0.562' W.T.
WT. PER FT. 140.810
MATERIAL: API-5L-X42
STEEL PIPE
TYPE JOINT: WELDED
METHOD OF INSTALLING: DIRECTIONAL DRILL
L.L. No. 4 & 5 LINE 7-106
LOCATION MAP 20-15-50/A-00002!
ALIGNMENT SHT. 24-1150/E-000-A SHT. 2 & 3
Refererwe Dr-tng org. No.
PINENO? NEEDLE
PINE NEEDLE 24' LATERAL
CROSSING THE HAW RIVER & WETLANDS
GUILFORD COUNTY. NORTH CAROLINA
Dra- A De. 8-14-96 Rertered B . 9 9
,e, Dept E tnwr D is Pro o sneer Date
a ._ _ 7d-i1 f1
of 4 1 D- No.
c?v N 40°25
0 ,14
N _T
FLOW
?TPROPOSED DUKE POWER
COMPANY POWER LINE
PROPOSED DUKE POWER J
COMPANY R/W
ELLEN I. DEES
L.L. N0.
4
8° FROM HORIZ.
17251...........
PROPOSED 10"

4L 4L
WETLAND
BOUNDARY
AL
DIRECTIONAL DRILL
UNDER WETLANDS
AUTHORIZED UNDER
NWP 12. NO WETLAND
r..
N ' IMPACT
PROPOSED 1
_ _ _ _ • TGPL R/W
:-
I?IL I N
PIPS NE `.
24' PIPELINE ••• i N
(wn
I
PROFILE TBM: CONCRETE MON.
35.01' RT. M/L 'A"
100' 0 100' M/L 'A' STA. 5824+41
ELEV. 885.35
SCALE TN FFFT Reference D-img 0."'% No.
NOTES TO CONTRACTOR:
L THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL UNDER-
GROUND FACILITIES NOW EXISTING BUT DOES NOT GUARANTEE THE
ACCURACY OF THE INFORMATION SHOWN ON THIS MAP NOR DOES IT
ACCEPT ANY FIESPONSMILITY FOR ERRORS IN LOCATION OR FOR
FAILURE TO INDICATE ANY SUCH FACILITIES.
2. A MIND" CLEARANCE OF 12 INCHES BETWEEN THE PROPOSED
PIPELINE AND ANY EXISTING FACILITIES WILL BE MAINTAINED.
3. CONTRACTOR TO LOCATE ALL UNDERGROUND UTILITIES PRIOR
TO BEGINNING CONSTRUCTION.
4. ELEVATIONS SHOWN ARE REFERENCED TO THE NATIONAL GEODETIC
VERTICAL DATUM OF 1988.RNAVD 88)
5. BERINGS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE
COORDINATE SYSTEM,NAD 1983.
& STATIONS SHOWN ARE BASED ON THE 24' LIE STATIONS.
7. FOR PIPE SPECIFICATIONS, REF. DWG. AND LEGEND. SEE SHEET 4 OF 4.
PINE?? EEDLE
? o
N
PINE NEEDLE 10' LATERAL
c
CROSSING THE HAW RIVER & WETLANDS
GUILFORD COUNTY. NORTH CAROLINA
Deft Weer Dete IPso Englnser Deu
ro
7A - I I r%n

GUILFORD CO UNT Y
NORTH CAR
jv--.
AL A(- NYC 3L ABE BRENNER" et at ?
AL I
ELLEN I. DEES AL L.L. N0.
5

4 ?
WETLANDS 1
L.L. NO.
?
AL
4 I?
7

P
o ?I?Ic PROPOSED
ROPOSED STA. 3
+12 C HAW RIVER ? w

GPL
- T ?
R/W X= 1716096.1661 10
Y= 897089
9510
- .
m
X AL
N I F-

Iw A?- N 40°25'05" W A- AL PROPOSED 10' PIPELINE Af- N 4-L 1 w
N -T'-
FLOW PROPOSED 24' PIPELINE In I N
w b.
AL Al//] PROPOSED DUKE POWER CO. 'v
w
-
J -p -p P P P AND TGPL R/W ch I w
P --p P P P -P P P-I Z
PROPOSED DUKE POWER '

= v I
COMPANY POWER LINE cr>
x
H' •
• U
?
?
? AL AL ? AL
ROPCOMPANYKR/WOWS
• WETLANDS - 1
+ •• WETLAND
r
N
BO DIRECTIONAL DRILL 1 00

PLAN
DARY
U
cl) 1. UNDER WETLANDS +?
100' 0 100' AUTHORIZED UNDER I

1 NWP 12. NO

I WETLAND IMPACT 1
SCALE IN FEET
1
STA, I
37+12 E HAW RIVE I
O ................................................................................................. .............. .............................................................................................
.......................................................... 800
7 ... ? iiTUl?iit:...Get'dURCf ................................................... .
.............
.........................................................................................................................................................

.
........................................................ ..............
......................................... 775

5
F.L ........
...................... ............ ....... ...................................................................................................................
.............................................................PROPOSED...1fl•.... ..... .............. ............... .............. ........
750

2 ..
.._ . . ......................
.............. ................ ..........................
.............. _ ...............................PIP
?...........................
..............
............
.
3
..
-'...--...... .-.. ?.?.._ ................... °. .............

.............. ...... .....
.. ......... ... ...........-
-6-.. ,- .- .
.
.......... ...................... ..
................................... _ _
--- ---- ._ .. _.._...................L _ 2400'..............
................ -.....................................................................................
- 725
_
................................. ..
DENSE ROCK BELOW. `......0.........._.
............
.................................aa a2............... . .. . .. ........ .. .... ............... :.................. 700
PROFILE TBM: CONCRETE MON.
100' 0 100' 35.01' RT. M/L "A"
M/L "A" STA. 5824+41
ELEV. 885.35
NOTES TO CONTRACTOR: SCALE IN FE T Ref- D-L
q D.y. No.
1. THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL LNOER-
GROUND
BUT DOES NOT THE
DTI EXISTING
Y O
H
a

m PINE
N EEDLE
FF T
E
N
ACCEPT ANY RESPONSIBILITY FOR ERRORS IN LOCATION OR FOR NO ?
?
p- dft 1?4 -4-
FAILURE TO INDICATE ANY SUCH FACILITIES.
2. A MINIMUM CLEARANCE OF 12 INCHES BETWEEN THE PROPOSED PINE NEEDLE 103 LATERAL
PIPELINE AND ANY EXISTING FACILITIES WILL BE MAINTAINED.
3. CONTRACTOR TO LOCATE ALL UNDERGROUND UTILITIES PRIOR 2. CROSSING THE HAW RIVER & WETLANDS
TO BEGINNING CONSTRUCTION.
4
EV
T
N
E
GUILFORD COUNTY
NORTH CAROLINA
?
.
A
L
IO
S SHOWN ARE REFERENCED TO THE NATIONAL GEODETIC ,
VERTICAL DATUM OF ISM ENAVD 88t
5. BERINGS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE D,a- A S. Date 8-14-96 Revle"ed B Dete
COORDINATE SYSTEM,NAD 1983
/¢
??w
`
6. STATIONS SHOWN ARE BASED ON THE 24• LINE STATIONS. G
v'
g.
7. FOR PIPE SPECIFICATIONS, REF. OWG. AND LEGEND, SEE SHEET 4 OF 4. S De•t t
Dete
Pro t t »e o
M.O. No 24 O
Soel•
Sheet or4 D+ . No. CE-3718-in,

GUILFORD. COUNTY, NORTH CAROLINA
1 2 ;? , J 1 '? DISTURBED ?IREA
" LIMIT I
' ?
PROPOSED PINE NEE E
DIRECTIONAL DRILL 1 '/ I I ` N PLANT
1
UNDER WETLANDS
I 1
I
I
AUTHORIZED UNDER .
1 AL NWP 12P NO '
W
L
LL I
PROPOSED '&
AL
TGPL R/W
F- N AL .
- `
ml
N 1 6 o ' PRO OSED 10' O'fPEL'•I "
W N N 40 25'05" W '
N1 N AL A PR OSED 24' PIPELIIj `
N-

v FLOW
r.
Z P '-P P -P
P P
-?PR POSED DUKE P WER

u MPANY POWER INE

i AL ABE BRENNER et el PROPOSED DUKE POWER

/ 0
WETLAND
•
BOUNDARY COMPANY R W
8
L.L. NO. g
N
/
co
+I L % 5
S
i
PLAN SILT FENCE FOR PLANT
I 50'WETLAND CONSTRUCTION, TO BE
BUFFER ZONE 100' 0 100' REMOVED AS NEEDED
DIRECTIONAL DRILL
SCALE IN FEET
ENTRY POINT
STA.45+31 FROM HORIZ

O
........ NATURAL...GROUND ...............................'3'.MIN.

........................................................................
....
......... ...
. . . ..
. ..........................................................
...........
.....
....
.
00

?

77
............................... .
.
........................
....
775
1
......... PROPOSED .10` .... ... .'
750
................. ..................................... . PIPELINE
72 ...... I..... %.-.... .... ....... .............................
R=
..log ........................................................................................................................................................
725
70 ...............
. _
............. .......................... ............. -...... ........ ...... ................ ..........
-, . _ .. ............................................................................................... F sr.........................................
.................. ...............................................................................
..........................................................................................................................................................
700
DENSE ROCK BELOW PRO FILE
TBM: CONCRETE MON.

100' 35.01' RT. M/L "A'
0 100' M/L 'A' STA. 5824+41
ELEV. 885.35
-iiiiii
NOTES TO CONTRACTOR: SCALE IN FEET Raferarwe D,-trg N-
L THE COMPANY HAS MADE AN EFFORT TO LOCATE ALL U114ER
GROUND FACILITIES NOW EXISTING BUT DOES NOT GUARANTEE THE
PIN1B NEEDLE
ACCURACY OF THE INFORMATION SHOWN ON THIS MAP NOR DOES IT
ACCEPT ANY RESPONSIBILITY FOR ERRORS IN LOCATION OR FOR
L- 1-4 C2 " p- oft P?4
FAILURE TO INDICATE ANY SUCH FACILITIES.
2. A MINIMUM CLEARANCE OF 12 INCHES BETWEEN THE PROPOSED PINE NEEDLE 10' LATERAL
PIPELINE AND ANY EXISTING FACILITIES WILL BE MAINTAINED.
3. CONTRACTOR TO LOCATE ALL UNDERGROUND UTILITIES PRIOR CROSSING THE HAW RIVER & WETLANDS
TO BEGDRTatNp CONSTRUCTION. GUILFORD COUNTY.
NORTH CAROLINA
4. ELEVATIONS SHOWN ARE REFERENCED TO THE NATIONAL GEODETIC -
VERTICAL DATUM OF 198B. (MAVD 88)
5. BERINDS SHOWN ARE BASED ON THE NORTH CAROLINA STATE PLANE D,a- .A S. Dote 8-14-96 Rerler a D. milli
COORDINATE SYSTEM, MAD 1583.
eel r Z y/iz?f6 ?r'ln?! G

S,.
STATIONS SHOWN ARE BASED ON THE 24* LINE STATIONS. S Dser t Dete Pro of trees. Dete
7. FOR PIPE SPECIFICATIONS. REF. DWG. AND LEGEND. SEE SHEET 4 OF 4 .
6920.02 WA. No. Style 1'.100, • on
5h..t ef4 D.,,. N. CE-3718-10,
GUILFORD COUNTY. NORTH CAROLINA
LEGEND
Tw ELEVATIONS
- - - - - - - - - - DISTURBED AREA LIMIT
PROPOSED SILT FENCE
DIVERSION TRENCH
AL A- 411- 4& 4& WETLANDS
ROCK FILTER OUTLET
-?-??- ..... WETLAND BOUNDARY
- - - - - - BUFFER ZONE BOUNDARY
TRENCH PLUG
PERMANENT RIGHT-OF-WAY
- OVERHEAD POWER LINE
TEMPORARY WORK SPACE
PIPE SPECIFICATIONS
10.75' O.D. x 0.375' W.T.
WT. PER FT. 41.59 •
MATERIAL: API-5L-X42
STEEL PIPE
TYPE JOINT: WELDED
METHOD OF INSTALL ING:DIRECTIONAL DRILL
L.L. No. 4 & 5 LINE 7-106
LOCATION MAP
Refsrenoe
20-15-50/A-00002
000-A SHT.2 & 3
0.a No.
PINE NEEDLE
VIVO COMf?AN?'. f`?C
PINE NEEDLE 10' LATERAL
CROSSING THE HAW RIVER & WETLANDS
GUILFORD COUNTY. NORTH ''OOC??AROLINA
Dre.n 8 .A. Date 8-14-96 Revfered B P& Date 9?2 ?o
Den E f Date Pro t E mer Dete
C.ro.w
0
Rock. Branch Creek
Culvert and EmbanIc-ment
Pine Needle ]LNG Plant
Guilford County, North Carolina
0
Contents:
1. Design Report
2. Technical Specifications
3. Design Computations
11
1
•
•
C?
-r,
,- =T HANSON
y - ENGINEERS
INCORPORATE D
*?` ® AN EMPLOYEE-OWNED COMPANY
August 8, 1996
Chicago Bridge & Iron Technical Services Company
1501 North Division Street
Plainfield, Illinois 60544-8929
Attn: Mr. James T. Julien
Senior Design Engineer
Re: Final Report
Design of Rock Branch Creek Culvert and Embankment
Pine Needle LNG Facility
Guilford County, North Carolina
Dear Mr. Julien:
This letter report summarizes our analysis and design of the Rock Branch Creek
Culvert and Embankment in Guilford County, North Carolina. The earth embankment will
have a maximum height of 43 ft and a length of 380 ft at the crest. The top of the
embankment has a 5.4 percent grade with a crest width of 28 ft, to accommodate an access
road to the proposed LNG facility. The embankment upstream face and the downstream
face slopes will be at 3.0:1.0 (horizontal to vertical). There will not be any permanent
impoundment upstream from the embankment. A three-sided concrete culvert will carry
the creek flow through the embankment. The purpose of the three-sided culvert is to
minimize the modifications to the existing creek channel bottom and to preserve the natural
rocky course of the stream.
HYDROLOGIC AND HYDRAULIC CONSIDERATIONS:
Some of the hydrologic parameters for the project were obtained from the Law
Engineering hydrologic report. The upstream watershed drainage area is about 1,318 acres
(2.06 square miles). A precipitation amount of 7.44 inches in 24 hours was used for the
100-yr design flood. Other hydrologic parameters considered were the runoff coefficient,
the type of soil and vegetative cover in the watershed, and the time of concentration.
Exhibit 1 shows the watershed area boundary and the site location of the proposed culvert
and embankment across the Rock Branch creek. Exhibit 2 shows the General Plan for the
project, including the roadway along the crest of the embankment.
The three-sided culvert was designed as an open channel. The culvert will be able
0 to pass all floods, up to the 100-yr design flood event, without flowing full (under pressure).
1525 South Sixth Street • Springfield, Illinois 62703-2886 • 217/788-2450 • Fax: [phone]
Corporate Office: Springfield, Illinois
Peoria, Illinois • Rockford, Illinois • La Grange, Illinois • Kansas City, Missouri
culvert.ltr Herndon, Virginia • Pleasanton, California • Atlanta, Georgia 95s3055A
8/8/96 ® PRINTED ON RECYCLED PAPER
•
The existing channel has a supercritical slope. Since we are not modifying the existing
channel slope, the flow through the culvert will remain supercritical. The width of the
culvert (16 ft) was selected to span the average existing channel width (see Exhibits 3, 4, and
5 for the culvert dimensions). The height of the culvert was designed as 10 ft with a
provision of 8 ft minimum clearance above any obstruction on the creek. This provision will
allow the culvert to pass the 100-yr design flood partially full. A bend in the alignment at
the culvert entrance was introduced to better match the existing meander of the approach
channel.
The three-sided culvert was designed as a cast-in-place structure. Concrete wing
walls and riprap were provided at the inlet and the outlet of the culvert to protect the
structure and the earth embankment during floods. No energy dissipator is needed at the
culvert outlet, because the proposed culvert will not change the existing supercritical flow
conditions, and existing velocities will not increase significantly. The culvert outlets on a
rocky channel bottom. There is no need to modify the existing natural conditions of the
channel at the culvert outlet.
Charts from the "Hydraulic Design of Highway Culverts" (Federal Highway
Administration) were used to develop a culvert rating curve at the inlet. The HEC-1
computer program (U.S. Corps) was used to route the 100-yr flood event through the culvert
to determine any backwater effects. The HEC-RAS computer program (U.S. Corps) was
used to determine a water surface profile, for different floods, along the existing channel.
The program assumed "critical flow" due to the supercritical slope of the channel. The
result is conservative, since a lower water surface elevation will be produced if the actual
flow is supercritical.
In conclusion, the three-sided culvert will not change the hydraulic characteristics of
the stream. It will continue to operate as an open channel, and no significant backwater or
detention effects will be caused by the culvert and the embankment.
GEOTECHNICAL CONSIDERATIONS:
Geology:
The location of the culvert and embankment is on the Rock Branch Creek near the
confluence with the Haw River. The site is approximately 2 miles southeast of Stokesdale,
North Carolina. The embankment lies in the Piedmont physiographic providence of the
Appalachian Highlands. The Piedmont province is described as having rolling uplands,
where the altitudes in the north are usually below 500 ft and the altitudes in the south are
usually between 500 and 2,000 ft. The dominant bedrock material in this area is a
Precambrian-aged metamorphic rock called mica gneiss. This material is composed
primarily of mica gneiss, but also includes mica schist. Intruding the mica gneiss in this area
HANSON
ENGINEERS
Culvert.ltr _ -i\000PCPATED 9SS3055A
8/8/96
® TimTED p?NECVCEED VAVER
0 -3-
is a Paleozoic-aged granite. The granite is a massive to weakly foliated, even-grained to
porphyritic rock.
The USDA Soil Survey of Guilford County indicates that the upper portions of the
overburden are sandy loams and sandy clay loams. The typical soil profile in upland areas
is generally described as consisting of a few inches of a sandy loam underlain by several feet
of a clayey loam, which is in turn underlain by several feet of sandy loams and sandy clay
loams. In valley areas, alluvial soils have not been significantly weathered by drying and
desiccation, and thus are softer and have less clay content.
Subsurface Profile:
Exhibit 6 shows the boring locations at the culvert and embankment site. The
borings were made and the logs provided to us by Law Engineering. In the area of the
embankment in the valley (borings 24, 27, and 28), only a few feet of silty sands and sandy
silts overlie a very hard and competent bedrock. In the abutments of the embankment
(borings 25 and 26), sandy silts and silty very fine sands overlie shallow bedrock. In the west
abutment, the overburden was approximately 12.5 ft thick. In the east abutment, the
overburden was only about 3.5 ft thick.
The locations for the upland (plant and tank area) borings are also shown in
Exhibit 6. In the upland borings, the overburden is much thicker and consists of residual
and alluvial sandy clayey silts, sandy silts, and silty sands over partially weathered rock, over
rock.
Seismic Considerations:
We were provided with the seismic response spectra for the SSE and the OBE
events, as developed by Law Engineering. A site period of 0.5 seconds (frequency = 2Hz)
was chosen based on the minimum period recommended by the Structural Engineers
Association of California (SEAOC) Standard No. 1 "Determination of the Characteristic Site
Period." The SSE response spectra graphs were entered with a period of 0.5 seconds and
a damping ratio of .15 to arrive at a site peak horizontal ground acceleration of 0.275 g. A
seismic coefficient of 0.28 g was thus used in embankment slope stability analyses.
Embankment Design:
Exhibit 3 shows the proposed typical section of the embankment and a profile along
the centerline of the embankment. The slopes of the embankment have been set at 3H:1V,
based on the stability analyses. Soil parameters used for foundation materials were
estimated based on N-values from the boring logs and descriptions contained in the Law
Engineering soils report. Soil parameters used for compacted embankment were based on
HANSON
p, ENGINEERS
Culvert.ltr vCC a>o:>rE
95S3055A
8/8/96
® vpNtED ON RECVCLEO OAYED
0 -4-
Table 5.1 in Chapter 5 of "Design of Small Dams" by the Bureau of Reclamation (1987).
Exhibits 7 and 8 summarize the computerized slope stability analyses performed for the long
term without seismic, and the long term with seismic cases. A seismic coefficient of .28 g
was used for the seismic case, as discussed in the previous section of this report. Computed
factors of safety are above normally accepted values, and the design is governed by the
relatively high seismic coefficient used in the analysis.
The embankment could consist of the typical sandy silt (and preferably, sandy clayey
silt) materials encountered in the upland borings. Exhibit 9 and the Specifications provide
guidelines for maximum rock fill sections, if construction schedules permit blasted rock from
upland excavations to be used in the embankment. The guideline sections include a buffer
earth zone between the rock fill and the culvert structure. A transition crushed stone is used
between the rock fill and the earth fill, and earth fill buffer zones are incorporated above
the rock fill and beneath the embankment surface. Also, an upstream sandy silt fill section
with key trench is incorporated.
It is estimated that 2 ft to 4 ft of bedrock removal will be required in the area of the
culvert footings. The Specifications require that bedrock removal be done by mechanical
methods. The Contractor may employ "controlled blasting" methods, provided he
demonstrates that his method will not cause excessive fracturing of the surrounding rock.
It should be noted that we are recommending the complete removal of the remains
of an old rock dam that exist on the left bank of the creek channel at the centerline of the
embankment (see Exhibit 4).
We have been pleased to provide this information. Please contact us if there are any
questions regarding this report.
Very truly yours,
HANSON ENGINEERS INCORPORATED
David E. Daniels, P.E.
Associate Partner
el.
N2oxrr J. Morales, PIE
S Associate
HANSON
ENGINEERS
Culvcrt.ltr NC0`10CF e 95S3055A
s/s/9G
® FMWTED Ch PEDVttEDV.vEP
cesLzs
1
•
2
0

•
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
TECHNICAL SPECIFICATIONS
0
•
I hereby certify that this plan, specification,
or report was prepared by me or under my
direct supervision and that I am a duly Regis-
tered Professional Engineer under the laws
of the State of North Carolina.
Date Reg. No. 4033
Culvert.cov
S/6/96
o¢.?N CAROB
Q SEAL
c) 4033
S•.F QJv
*NA L L PGA
95S3055A
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
TECHNICAL SPECIFICATIONS
CONTENTS
DIVISION 2 - SITE WORK
SECTION 02111 - CLEARING & GRUBBING
SECTION 02112 - STRIPPING EXCAVATION
SECTION 02206 - BORROW EXCAVATION
SECTION 02222 - ROCK EXCAVATION
SECTION 02223 - STREAM DIVERSION
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
SECTION 02225 - EMBANKMENT CONSTRUCTION - ROCK FILL
SECTION 02226 - INTERNAL DRAINAGE
SECTION 02228 - BEDDING FOR RIPRAP
SECTION 02229 - RIPRAP
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
SECTION 03200 - CONCRETE REINFORCEMENT
SECTION 03300 - CAST-IN-PLACE CONCRETE
•
Culvert.spc 9553055A

DIVISION 2 - SITE WORK
SECTION 02111 - CLEARING & GRUBBING
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item shall include the removal and disposal of all existing trees, stumps,
logs, brush, plants, and other perishable material under the culvert and
embankment, or as directed by the Engineer.
PART 2 PRODUCTS
Not Used
•
•
PART 3 EXECUTION
3.01 CLEARING
A. Clearing shall consist of trees, shrubs, and any other obstructions above
ground surface.
3.02 GRUBBING
A. Grubbing shall consist of the removal of roots, woody materials, and other
debris, to a depth of not less than twelve (12) inches below ground surface.
3.03 FILLING HOLES
A. Excavated holes below the original ground surface as a result of the clearing
and grubbing operation shall be backfilled and compacted to the density of
the adjacent soil to the original ground surface.
Culvert.spc
02111-1
9SS3055A
DIVISION 2 - SITE WORK
SECTION 02111 - CLEARING & GRUBBING
3.04 DISPOSAL
A. The contractor is responsible for the method of removal and disposal of all
cleared and grubbed materials.
B. When burning is permissible under controlling air pollution regulations, all
burning of products of clearing and grubbing shall be done under the care of
a competent watchman at such times and in such manner that neither
vegetation on adjacent property nor that designated to remain will be
jeopardized.
C. Ashes or waste materials which will not burn shall be buried with a minimum
of twelve (12) inches of soil cover or removed from the area by other methods
approved by the Owner.
D. In the interest of conservation, it is suggested that the Contractor make a
reasonable effort to dispose of the material offsite for some useful purpose.
Timber may be cut into appropriate lengths and utilized for making saw logs,
posts, ties, cordwood, wood chips for papermaking or other uses, or other
• similar use.
is
02111-2
Culvert.spc 9553055A
•
DIVISION 2 - SITE WORK
SECTION 02112 - STRIPPING EXCAVATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. Stripping excavation shall include the stripping of the site, including cleaning
the existing stream channel under the embankment of all unsuitable material.
1.02 RELATED SECTIONS
A. Section 02937 - Topsoil, Seeding, Fertilizing, and Mulching
PART 2 PRODUCTS
Not Used
•
C
PART 3 EXECUTION
3.01 STRIPPING
A. Stripping the site shall include the carrying off and disposal of all weeds,
grass or other vegetation, and removing topsoil to a minimum depth of
six (6) inches as shown on the plans and as directed by the Engineer.
B. The natural ground immediately below the stripped surface in the
embankment areas shall be disked parallel to the longitudinal axis of the
embankment, to a depth not less than six (6) inches in order to effect an
intimate bond between the exposed ground surface and the embankment.
3.02 DISPOSAL
A. All vegetation resulting from stripping operations shall be disposed of by
burying, or as directed by the Engineer.
B. All earth material which is of topsoil variety shall be stockpiled for placement
later as specified under "Topsoil, Seeding, Fertilizing, and Mulching."
C. Any excess topsoil shall be wasted within 300 yards of the site and shall be
graded off to a smooth surface to blend with the existing topography or as
directed by the Engineer.
culvcrt.spc
02112-1
9SS3055A
DIVISION 2 - SITE WORK
SECTION 02206 - BORROW EXCAVATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item shall include earth excavation from the upland borrow areas.
Materials for the embankment shall be taken exclusively from upland borrow
areas identified by the Owner. No materials shall be removed from the lake
valley for embankment construction.
1.02 RELATED SECTIONS
A. Section 02224 - Embankment Construction
B. Section 02110 - Clearing and Grubbing
C. Section 02111 - Stripping Excavation
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 CONSTRUCTION
A. All suitable materials from upland borrow areas, to be used in the
embankment, shall be placed in a manner described under the heading
"Embankment Construction." Suitable materials for the embankment include
sandy clayey silts (CL), sandy silts (ML), and silty or clayey sands (SM or SC).
B. Boring logs for borings taken in the dam and upland areas shall be provided
by the Owner.
•
02206-1
Culvert.spe 95S3055A
DIVISION 2 - SITE WORK
SECTION 02222 - ROCK EXCAVATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item shall include rock excavation that will be required in the Culvert
footing areas. It is estimated that the depth of rock removal will be 2 ft to
4 ft.
1.02 RELATED SECTIONS
A. Section 03300 - Concrete Structures
B. Section 02229 - Riprap
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 EXCAVATION
A. Rock shall be excavated primarily with mechanical equipment, such as
hydraulic hoe rams, air operated jackhammers, and other similar equipment.
B. The Contractor may employ controlled blasting, provided he shall
demonstrate to the satisfaction of the Engineer that his method does not
cause excessive fracturing of the surrounding rock. The demonstration shall
be done at a location at least 300 ft downstream of the embankment and
culvert, or in an upland location at least 300 ft from the embankment. The
location of the demonstration shall be approved by the Engineer.
3.02 DISPOSAL
A. Excavated rock may be used for riprap or embankment, provided it conforms
to the requirements of Sections 02225 or 02229. Excess excavated rock shall
be wasted as directed by the Engineer.

02222-1
culvert.spc 9553055A
DIVISION 2 - SITE WORK
SECTION 02223 - STREAM DIVERSION
PART1 GENERAL
1.01 SECTION INCLUDES
A. Stream diversion during construction is the contractor's sole responsibility.
This work consists of the design and scheduling of any necessary stream
diversion so as to control erosion, prevent sedimentation or trap sediments,
and maintain stream flow. The Contractor shall submit a plan for this work
at least one week prior to the pre-construction meeting, for review and
approval by the Engineer.
1.02 RELATED SECTIONS
A. Section 02224 - Embankment Construction
PART 2 PRODUCTS
Not Used
is PART 3 EXECUTION
3.01 DESIGN
A. The Contractor shall design and prepare the construction schedule, including
stream diversion with any necessary erosion control measures, sediment traps,
stream control measures, and culvert designs.
3.02 PRE-CONSTRUCTION MEETING
A. The Contractor shall submit a plan for this work at least one week prior to
the pre-construction meeting for review and approval by the Engineer.
11
02223-1
Culvert.spe 95S3055A
•

•
DIVISION 2 - SITE WORK
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
PARTI GENERAL
1.01 SECTION INCLUDES
A. This item shall include the selecting, transporting, placing, and spreading in
layers, wetting or drying, rolling, compacting, moisture control, and all other
work incidental to the construction of the Earth Embankment as herein
specified.
1.02 RELATED SECTIONS
A. Section 02111 - Clearing and Grubbing
B. Section 02112 - Stripping Excavation
C. Section 02206 - Borrow Excavation
PART 2 PRODUCTS
A. Earth materials required for embankment construction shall be taken from
upland borrow areas, as described in Section 02206 - Borrow Excavation.
2.01 MATERIALS
PART 3 EXECUTION
3.01 EQUIPMENT
A. Equipment used for mechanical compaction of the embankment shall be
approved by the Engineer and shall comply with, but not be limited to, the
following general requirements.
B. Disk Harrow: The disk harrow shall be the tandem type, weighing not less
than 150 pounds per foot of width. It shall be not less than seven (7) feet in
width and shall be equipped with solid disks not less than 18 inches in
diameter.
Culvertspc
02224-1
95S3055A
DIVISION 2 - SITE WORK
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
C. Tamping Roller: Compaction shall be accomplished with "Sheep's Foot"
rollers exerting foot pressure of 300 to 400 psi. Tractors shall have sufficient
power to pull the rollers satisfactorily when the drums are fully loaded with
sand and water. During the rolling operation, the contractor shall keep the
spaces between the tamping feet clear of material which would prevent
obtaining the required compaction.
3.02 PREPARATION OF EXISTING GROUND SURFACES
A. After all vegetation and earth materials unsuitable for embankment
construction have been removed and disposed of as previously specified, the
embankment area shall be prepared by plowing or disking to a depth of not
less than six (6) inches, after which it shall be compacted to the density
required for the construction of the embankment.
B. When in the opinion of the Engineer additional precautions are necessary to
bind the embankment materials to existing ground on hillsides or slopes, steps
shall be cut into existing slopes before placement of the embankment material
is started.
C. In Key Trench areas, bedrock shall be exposed and cleaned to make tight
contact with clayey materials. Loose and semi detached blocks of rock shall
be removed. Knobs and overhangs shall also be removed. Depressions,
cracks, and joints exposed will be filled with moist clay or cement grout at the
direction of the Engineer, leaving a rock surface with smooth contours, against
which the clayey soils can be compacted by heavy equipment.
D. The remnants of an old rock dam, which is located on the east side of the
valley immediately upstream of the centerline of the dam, shall be completely
removed.
3.03 PLACING MATERIALS
A. The Engineer shall direct the distribution and placement of all embankment
materials to produce a mixture blended sufficiently to secure the best practical
degree of compaction and, for this purpose may designate the location for
placing individual loads.
•
02224-2
Culvert.spc 9553055A
DIVISION 2 - SITE WORK
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
B. No stones or broken concrete larger than five (5) inches in diameter shall be
placed in the embankment. Should stones of such size or larger be found in
otherwise approved material, they shall be removed by the Contractor and
disposed of at no extra cost.
C. The embankment shall be constructed in uniform layers not to exceed eight
(8) inches in thickness, measured in the loose condition. Each layer of
material shall extend for the entire length and width of the embankment, be
true to cross sections and thoroughly compacted before the next layer is
started. The embankment materials shall be leveled by means of bulldozers,
blade graders or other approved equipment and disked sufficiently to break
down oversized clods and to thoroughly mix the different soils or to obtain a
uniform moisture content. If satisfactory results cannot be obtained by means
of the disk, the use of a spiked tooth harrow may be permitted, but its use
shall be substituted only with the permission of the Engineer.
D. The compacted density of each fill layer shall be tested by a qualified soils
technician before the next layer of fill is placed. If the density is below that
specified, then that layer shall receive additional compaction until the
required density is achieved.
E. The top of each layer of fill shall be lightly disked prior to the placement of
the next layer of fill so as to assure a good bond between successive layers of
fill. If the surface of a completed layer of fill becomes dry prior to the
placement of the next layer of fill, then that surface shall be moistened and
disked prior to the placement of the next layer of fill.
F. The Contractor shall maintain the embankment in a manner satisfactory to
the Engineer until the final completion and acceptance of all work under this
contract. In the event that approved material is lost after being placed in the
embankment and before completion of the contract, due to floods, actions of
the streams, or other causes, which in the opinion of the Engineer are
avoidable or under control of the Contractor, then such material shall be
replaced by the Contractor in a manner satisfactory to the Engineer at the
expense of the Contractor.
•
02224-3
Culvert.spc 95S3055A
DIVISION 2 - SITE WORK
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
3.04 MECHANICAL COMPACTION
A. The required degree of compaction for the entire length and width of each
layer shall not be less than 95 percent of the maximum dry density as
determined by the Standard Proctor Compaction Test (ASTM D698).
B. All uneven areas in the bottom of the Key Trench, or other areas of limited
access, especially those around the culvert, shall be built in continuous
horizontal layers not more than four (4) inches in thickness, loose
measurement, and each layer shall be thoroughly compacted with a
mechanical hand tamper weighing not less than twenty (20) pounds and
having a tamping face not larger than six (6) inches by six (6) inches. No
extra compensation will be paid for hand compaction, but it will be considered
incidental to the item of work being accomplished.
3.05 MOISTURE CONTROL
A. Prior to and during compaction of materials in the general embankment, the
material in each layer shall have a moisture content of between minus
two (-2) percent and within three (3) percent greater than the optimum
moisture content as determined by the Standard Proctor Compaction Test
(ASTM D698). The first three (3) feet of material placed in the Key Trench
shall be placed at a moisture content between optimum and four (4) percent
greater than optimum.
B. If the moisture content of embankment materials as placed is less than herein
specified or required for compaction, than application of water for this
purpose shall be done at the site of excavation and shall be supplemented as
required by sprinkling on the earth fill embankment if necessary.
D. If the moisture content of embankment materials as excavated or placed is
greater than that herein specified before compacting then the moisture
content shall be reduced to within the limits specified above. The Contractor
shall perform any or all work as may be necessary to aerate or otherwise dry
the embankment fill materials to the required moisture content. No rolling
shall be done until this has been accomplished.
•
02224-4
Culvert.spc 9553055A
• DIVISION 2 - SITE WORK
SECTION 02224 - EMBANKMENT CONSTRUCTION - SOIL BORROW
3.06 FINISHED GRADING
A. Finished grading of embankment shall mean surfaces true to grade, line and
slopes indicated on the plans. The finished surfaces shall be free of all roots,
rock, broken concrete, clods, and other objectionable material or debris
resulting from construction operations.
•
E
02224-5
Culvert.spc 9553055A
•
E
•
DIVISION 2 - SITE WORK
SECTION 02225 - EMBANKMENT CONSTRUCTION - ROCK FILL
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item includes selection, placement, and compaction of rock fill in the
embankment. Guidelines for maximum rock fill sections are shown on the
plans, with a transition zone and a minimum thickness earth fill zones beneath
the embankment surface. If rock fill is used, an upstream earth section with
key trench shall be incorporated, as shown on the plans. A buffer earth
section between the rock fill and the culvert shall also be incorporated.
1.02 RELATED SECTIONS
A. Section 02111 - Clearing and Grubbing
B. Section 02112 - Stripping Excavation
C. Section 02206 - Borrow Excavation
D. Section 02224 - Embankment Construction - Soil Borrow
PART 2 PRODUCTS
2.01 MATERIALS
A. Rock fill shall be taken from upland plant cut areas and/or from footing
excavation for the culvert. Pieces of rock no larger than 2 square feet for any
area of surface shall be used, and the rock fill shall be well graded so that the
interstices are filled with smaller pieces or smaller material.
B. The transition zone shall consist of crushed stone or gravel of the same
gradation as subsequently specified in Section 02228 for Bedding for Riprap.
PART 3 EXECUTION
3.01 EQUIPMENT
A. Mechanical compaction of rock fill shall be accomplished by heavy vibratory
compactors (4 tons or greater), hauling equipment and/or heavy tamping
plates.
Culvert.spc
02225-1
9553055A
• DIVISION 2 - SITE WORK
SECTION 02225 - EMBANKMENT CONSTRUCTION - ROCK FILL
3.02 PLACING MATERIALS
A. Rock fill shall be placed in approximately horizontal layers not exceeding
3 feet in thickness and compacted by as many passes as determined to be
necessary by the Engineer to achieve satisfactory density.
•
•
02225-2
Culvertspc 9553055A
DIVISION 2 - SITE WORK
SECTION 02226 - INTERNAL DRAINAGE
PART1 GENERAL
1.01 SECTION INCLUDES
A. The Internal Drainage shall include all the work necessary for the
construction of the Culvert weep holes, as shown in the plans or as directed
by the Engineer.
1.02 RELATED SECTIONS
A. Section 02224 - Embankment Construction
PART 2 PRODUCTS
2.01 FILTER FABRIC
A. Filter fabric cloth for the weep holes (woven or nonwoven) must be composed
of rot-proof, low-water absorbent fibers. The fiber network (woven or
nonwoven) must be dimensionally stable (i.e., fibers must maintain their
relative position with respect to each other) and resistant to delamination.
The fabric must be free from any chemical treatment or coating that might
significantly reduce porosity and permeability. The fabric must also be free
from any flaws or defects which might significantly alter its physical properties.
B. The following physical property requirements must be met:
(1) Weight (ASTM D1910) - min. 4.0 oz./sq. yd.
(2) Grab Strength (ASTM D1682 Specimen Tested Wet) - min. 100 lb.
(3) Grab Elongation (ASTM D1682 Specimen Tested Wet) - min. 60%
C. The fabric shall retain soil particles larger than 106 microns (No. 140 sieve),
and shall pass aggregate particles finer than 25 microns. Handling of fabric
shall be in accordance with the manufacturer's recommendations. Torn or
punctured fabric shall not be used.
2.03 MATERIALS
A. The Weep Hole Drains shall consist of crushed stone or gravel of the same
gradation as subsequently specified in Section 02228 for Bedding for Riprap.
•
02226-1
Cuivert.spc 9553055A
•
•
r?
DIVISION 2 - SITE WORK
SECTION 02228 - BEDDING FOR RIPRAP
PART1 GENERAL
1.01 SECTION INCLUDES
A. Bedding Material shall be constructed to the lines and grades as shown on the
drawings and shall be 6 in. thick.
1.02 RELATED SECTIONS
A. Section 02226 - Internal Drainage
B. Section 02229 - Riprap
PART 2 PRODUCTS
2.02 MATERIALS
A. The Bedding Material shall have the following gradations and consist of either
crushed limestone or gravel:
Sieve Sizes Percent Passing
1 1/2" 100
1" 70-100
1/2" 40-70
#10 10-40
#40 4-10
#100 0-4
PART 3 EXECUTION
3.01 PLACEMENT
A. Before placing the bedding material, the subbase shall be graded to the
elevations and sections shown on the plans. The material shall be spread on
the subgrade in uniform layers using spreader boxes or other equipment
approved by the Engineer. The material shall be placed to a thickness of
6 in. and in the manner approved by the Engineer. The top surface of the
bedding material shall be graded smooth.
Culvert.spc
02228-1
9553055A
DIVISION 2 - SITE WORK
SECTION 02229 - RIPRAP
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item shall consist of furnishing, transporting, placing, and finish grading
Riprap as hereinafter specified and as shown on the plans. The Riprap shall
be 12 in. thick.
1.02 RELATED SECTIONS
A. Section 02228 - Bedding for Riprap
PART 2 PRODUCTS
2.01 MATERIALS
A. Riprap shall be hard, heavy, durable stone quarried from undisturbed,
consolidated deposits of rock. It shall be free from segregation, seams, cracks,
and other structural defects, and when subjected to five (5) cycles of the
sodium sulfate soundness test, it shall show no disintegration and not more
than fifteen (15) percent of the pieces may show splitting, crumbling or
spalling.
B. The stone for riprap shall have a maximum weight per piece of 150 pounds
and not more than five (5) percent shall weigh less than three (3) pounds per
piece. The material shall be evenly graded and 30 to 70 percent of the
material shall weigh 75 pounds or more per piece.
PART 3 EXECUTION
3.01 PLACEMENT
A. Riprap shall be placed as to produce a surface of approximate regularity and
to a minimum thickness of 12 in. Some hand work may be required in areas
adjacent to structures where careful handling shall be required or in other
areas to obtain a relatively smooth and tight surface. The finished surface
shall not project more than four (4) inches from a true plane for all other
riprap areas. As near as practicable, the larger stone shall be placed along
exposed final surfaces of the riprapped areas.
•
02229-1
Culvert.spc 95S3055A
DIVISION 2 - SITE WORK
SECTION 02831 - CHAIN-LINK FENCES AND GATES
PART1 GENERAL
1.01 WORK INCLUDED
A. Fence framework, fabric and accessories
B. Gates and related hardware
C. Installation
1.02 SUBMITTALS
A. Shop Drawings: Include complete details of fence and gate construction,
fence height, post spacing, dimensions and unit weights of framework and
concrete footing details. Actual samples and certificates of compliance may
be requested.
PART 2 PRODUCTS
2.01 MATERIALS
A. Framework:
Type I - Schedule 40 steel pipe with 1.8 ounces of zinc coating per square foot
of surface area conforming to Standard Specification ASTM F-1083.
All coatings to be applied inside and out after welding.
Pipe shall be straight, true to section and conform to the following weights:
Pipe Size
Outside Diameter Weight Lbs ff t.
1 5/8" 2.27
2" 2.72
2 1/2" 3.65
3" 5.79
3 1/3" 7.58
4" 9.11
6 5/8" 18.97
•
02831-1
Culvert.spe 9553055A
DIVISION 2 - SITE WORK
SECTION 02831 - CHAIN-LINK FENCES AND GATES
B. Fabric: Aluminized fabric shall be manufactured in accordance with
ASTM A-491 and coated before weaving with a minimum of 0.4 ounces of
aluminum per square foot of surface area. The steel wire and coating shall
conform to ASTM A-817. Fabric to be 9 gauge woven in a 2 in. diamond
mesh. Top selvage to be twisted and barbed. Bottom selvage to be knuckled.
or,
Zinc-coated fabric shall be galvanized after weaving with a minimum
1.2 ounces of zinc per square foot of surface area and conform to
ASTM A-392, Class I. Fabric to be 9 gauge wire woven, in a 2 in. diamond
mesh. Top selvage to be twisted and barbed, bottom selvage to be knuckled.
2.03 COMPONENTS
A. Fence Posts:
Fabric Line Post Terminal Post
Height O.D. O.D.
Under 6' 2" 2 1/2"
6' to 9' 2 1/2" Y
B. Gate Posts: 3 in. O.D.
C. Rails and Braces: 1 5/8 in. O.D.
D. Gates: Frame assembly of 2 in. O.D. pipe with welded joints. Weld areas
repaired with zinc-rich coating applied per manufacturer's directions. Fabric
to match fence. Gate accessories, hinges, latches, center stops, keepers and
necessary hardware of quality required for industrial and commercial
application. Latches shall permit padlocking.
E. Fittings:
Post Caps - Pressed steel, cast iron or cast aluminum alloy designed to fit
snugly over posts to exclude moisture. Supply cone type caps for terminal
posts and loop type for line posts. All fittings to conform to ASTM F-626.
Rail and Brace Ends - Pressed steel, cast iron or cast aluminum alloy, cut-
shaped to receive rail and brace ends.
C.
02831-2
Culvert.spc 95S3055A

DIVISION 2 - SITE WORK
SECTION 02831 - CHAIN-LINK FENCES AND GATES
Top Rail Sleeves - Tubular steel, 0.051 thickness x 7 in. long, expansion type.
Tension Bars - Steel strip, 5/8 in. wide x 3/16 in. thick.
Tension Bands - Pressed steel, 14 gauge thickness x 3/4 in. wide.
Brace Bands - Pressed steel, 12 gauge thickness x 3/4 in. wide.
Truss Rods - Steel rod, 3/8 in. diameter merchant quality with turnbuckle.
Barbed Wire Arms - Pressed steel, cast iron or cast aluminum alloy fitted with
clips or slots for attaching three strands of barbed wire. Arms shall be set
outward on a 45 degree angle and be capable of supporting a 250 pound load
at outer barbed wire connecting point without causing permanent deflection.
•
Eli
F. Tension Wire: Marcelled 7 gauge steel wire with minimum coating of
0.80 ounces of zinc or 0.40 ounces of aluminum per square foot of wire
surface and conforming to ASTM A-824.
H. Hog Rings: Steel wire, 11 gauge, with a minimum zinc coating of 0.80 ounces
per square foot of wire surface.
G. Tie Wires: Aluminum, 9 gauge, alloy 1100-H4 or equal.
I. Barb Wire: If required, commercial quality steel, 12 1/2 gauge, two strand
twisted line wire with 4 point barbs at 5 in. spacing. Coating shall consist of
a minimum of 0.80 ounces of zinc per square foot of wire surface conforming
to ASTM A-121 or a minimum of 0.30 ounces of aluminum per square foot
of wire surface conforming to ASTM A-585.
PART 3 EXECUTION
3.01 INSTALLATION
A. General: Installation to conform to ASTM F-567.
B. Height: Provide height as indicated on contract drawings.
culvert.spc
02831-3
9553055A
DIVISION 2 - SITE WORK
SECTION 02831 - CHAIN-LINK FENCES AND GATES
C. Post Spacing: Space line posts at intervals not exceeding 10 feet.
D. Post Setting: Set terminal, gate and line posts plumb on steel base plates.
Secure base plates to mounting surface with 4 1/2 in. diameter expansion
anchors.
E. Bracing: Brace gate and terminal posts back to adjacent line posts with
horizontal brace rails and diagonal truss rods.
F. Top Rail: Install through line post loop caps connecting sections with sleeves
to form a continuous rail between terminal posts.
G. Top Tension Wire: When top rail is omitted stretch tension wire through
loop caps and fasten to terminal posts.
H. Bottom Tension Wire: Stretch between terminal posts 6 in. above grade and
fasten to outside of line posts with tie wires.
1. Fabric: Pull fabric taut with bottom selvage 2 in. above grade. Fasten to
terminal posts with tension bars threaded through mesh and secured with
tension bands at maximum 15 in. intervals. Tie to line posts and top rails with
tie wires spaced at maximum 12 in. on posts and 24 in. on rails. Attach to
bottom tension wire with top rings at maximum 24 in. intervals.
J. Barbed Wire: Anchor to terminal extension arms, pull taut and firmly install
in slots of line post extension arms.
K. Gates: Install gates plumb, level and secure for full opening without
interference. Anchor center stops and keepers in concrete.
L. Fasteners: Install nuts for fittings, bands and hardware bolts on inside of
fence.
3.02 COMPLETION
A. The area of installation shall be left free of debris caused by the installation
of the fence.
is
02831-4
Culvert.spc 9553055A
DIVISION 2 - SITE WORK
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
PART1 GENERAL
1.01 SECTION INCLUDES
A. This item shall include the furnishing and spreading of topsoil to a depth of
approximately six (6) inches as shown on the plans and herein specified or as
directed by the Engineer. Furnishing and planting of seed and furnishing and
application of mulch covering shall also be included.
B. Areas to be covered with topsoil, seeded, fertilized, and mulched could
include but not necessarily be limited to:
a. Earth embankment surfaces.
b. Areas disturbed by construction operations, and as directed by the
Engineer.
1.02 RELATED SECTIONS
A. Section 02224 - Embankment Construction
• PART 2 PRODUCTS
2.01 MATERIALS
A. Topsoil: This material shall consist of loose, friable, loamy nonacid soil, rich
in organic matter and free from weeds and other objectionable vegetation
which will prevent the formation of a suitable seed bed. Topsoil shall have
demonstrated, in its original position, the ability to grow healthy grass.
Material shall be obtained from the previously stockpiled topsoil associated
with the stripping operation. If sufficient stockpiled stripping topsoil is not
available, additional material shall be obtained from borrow areas as directed
by the Engineer at no additional cost to the Owner.
B. Seed: Purity of seed shall be a minimum of 95 percent and germination shall
be a minimum of 85 percent. Label in conformance with USDA Federal
Seed Act and applicable N.C. State laws. Seed mixtures shall be as follows:
PJ
02937-1
Culvert.spc 9553055A
DIVISION 2 - SITE WORK
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
Permanent seed mixture:
Tall Fescue
Sericea Lespedeza
Kobe Lespedeza
Annual Rye
Browntop Millet
Bahiagrass
Crimson Clover
Temporary seed mixture:
100 lb. per acre
30 lb. per acre
10 lb. per acre
35 lb. per acre
20 lb. per acre
15 lb. per acre
5 lb. per acre
Fall (Aug. 15 - Dec. 15)
Rye Grain 120 lb. per acre
Winter/Spring (Jan. 1 - May 1)
Rye Grain 120 lb. per acre
Kobe Lespedeza 50 lb. per acre
Summer (May 1 - Aug. 15)
German Millet 40 lb. per acre
C. Fertilizer: The fertilizer mix shall be ten (10) percent Nitrogen, ten (10)
percent Phosphoric Acid and ten (10) percent water-soluble Potash (10-10-10)
and applied at the rate of 1,000 pounds per acre. The following information
shall be shown on the fertilizer bags:
(1) Name and address of manufacturer
(2) Name, brand or trademark
(3) Number of net pounds of ready-mixed material in the package.
(4) Chemical composition of analysis.
(5) Guarantee.
D. Mulch: All mulch material shall be small grain straw or other approved
material free from weeds and noxious weed seed, and shall be approved by
the Engineer.
•
02937-2
Culvert.spc 9553055A
DIVISION 2 - SITE WORK
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
ASPHALT for anchoring mulch shall be ASTM D977, Type RS-1 Emulsion.
Asphalt shall not be applied to areas within 100 feet of any watercourse or
wetland boundary.
Straw shall be stalks of wheat, rye, oats, or approved straw, and shall be
reasonably dry. Partially decomposed straw of the previous year's crop is
preferred. Straw may contain a mixture of not more than 50 percent by
volume of coarse, barnyard manure.
Hay shall be obtained from field of timothy, red top, mature brome grass, or
other native grasses, or from sources approved by the Engineer. It shall be
reasonably dry. Partially decomposed hay of the previous year's crop is
preferred.
PART 3 EXECUTION
3.01 TOPSOIL
A. The areas to be covered shall first be shaped, trimmed and finished in
compliance with the plans, after all construction work in the area has been
completed. Any irregularities or depressions in the surface due to weathering
or other causes shall be filled or smoothed out before topsoil is placed at no
additional cost.
B. The topsoil shall be graded by machine and/or hand graded to produce a
finished surface which is smooth, properly drained and free from ruts, stones,
rocks, roots, and other foreign materials.
3.02 SEEDING
A. Seeding Dates:
Best Aug. 25 - Sept. 15 and Feb. 15 - Mar. 21
Possible Aug. 20 - Oct. 25 and Feb. 1 - Apr. 15
C7
02937-3
Culvert.spc 95S3055A
DIVISION 2 - SITE WORK
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
No seeding shall be done during high winds, when the ground surface is too
wet, nor when, in the opinion of the Engineer, soil and weather conditions are
unfavorable for seeding. Seeding shall consist of the following operations:
1. Disking
2. Harrowing
3. Seeding
4. Brushing
5. Rolling
Each operation shall follow the preceding one in as short a time as is practical
to do so.
B. Disking: This operation shall be accomplished with a disk harrow, the disks
of which are set at a slight angle. The disking shall be performed both
lengthwise and crosswise whenever practicable to do so. Should the area
become crusted or hardened prior to harrowing, then it shall again be disked.
C. Harrowing: Just prior to sowing seed, the surface of the area shall be
thoroughly smoothed by means of a harrow. The harrow used shall be either
a Meeker Smoothing Harrow or a 3-section Meeker Disking Machine or
approved equal. Harrowing shall be first crosswise and then lengthwise where
practical to do so.
D. Seeding: The seeding shall be accomplished with a wheel-harrow grass seeder
similar and equal to the ten (10) foot Thompson Grass Seeder. Whenever
practical, the sowing operations shall be conducted in two directions at right
angles to each other. The seeder shall be calibrated to give the proper rate
of distribution.
E. Brushing: Immediately following the sowing, the seed shall be lightly brushed
into the soil by means of an approved chain drag.
F. Rolling: Immediately after brushing, the seeded area shall be rolled with a
tractor-drawn type roller known as the "Farmer Roller" or Golf Roller."
G. Each area shall be brushed and rolled the same day the seed is sown.

02937-4
culvert.spc 9553055A
• DIVISION 2 - SITE WORK
SECTION 02937 - TOPSOIL, SEEDING, FERTILIZING, AND MULCHING
3.03 FERTILIZING
A. Fertilizer shall be evenly spread over the seeding area before harrowing.
Spreading of fertilizer shall be by any approved method which will insure
uniform distribution over the seeding area.
3.04 MULCHING
A. This method shall consist of applying a layer of asphalt-anchored straw mulch
within 24 hours from the time of seeding on seeded ares. Mulch shall be
applied at a rate of 1.5 tons per acre.
B. The mulch shall be placed by equipment which will blow or eject, by means
of a constant air stream, controlled quantities of the straw in a uniform
pattern over the specified area. The rate of distribution shall be
approximately 1.5 tons per acre with the exact rates to be specified by the
Engineer. If, in the opinion of the Engineer, the straw mulch is excessively
cut or broken, the Contractor shall take measures to reduce the cutting or
breakage to a limit acceptable to the Engineer. The mulch shall be loose
enough to permit air to circulate but compact enough to reduce erosion.
C. Following the mulching operation, every precaution shall be taken to prohibit
foot or vehicular traffic, or the movement of equipment over the mulched
area. At any location where mulching has been displaced, the seeding or
other work damaged as a result of that displacement shall immediately be
repaired and the mulch covering replaced, at the Contractor's expense, in a
manner satisfactory to the Engineer.
U
02937-5
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
PART1 GENERAL
1.01 SECTION INCLUDES
A. The complete installation of the formwork for cast-in-place concrete, with
shoring, bracing and anchorage, openings for other work, form accessories,
form stripping.
1.02 RELATED SECTIONS
A. Section 03200 - Concrete Reinforcement
B. Section 03300 - Cast-In-Place Concrete
1.03 REFERENCES
A. ACI 347 - Recommended Practice For Concrete Formwork
B. ACI 301 - Specifications For Structural Concrete For Buildings
1.04 DESIGN REQUIREMENTS
A. Design, engineer and construct formwork, shoring and bracing to conform to
design and code requirements; resultant concrete to conform to required
shape, line and dimension.
1.05 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 347 and 301.
1.06 REGULATORY REQUIREMENTS
A. Conform to applicable code for design, fabrication, erection and removal of
formwork.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Store off ground in ventilated and protected manner to prevent deterioration
from moisture.

03100-1
culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
1.08 COORDINATION
A. Coordinate this Section with other Sections of work which require attachment
of components of formwork.
B. If formwork is placed which results in insufficient concrete cover over
reinforcement, request instructions from Architect/Engineer before
proceeding.
PART 2 PRODUCTS
2.01 WOOD FORM MATERIALS
A. Softwood Plywood: 3/4 in. PS 1-83 "B-B" (concrete form) plywood, Class I,
exterior grade or better, mill-oiled and edge sealed with each piece bearing
legible inspection trademark.
B. Architectural Plywood: 3/4 in. PS 1-83 "B-B" plyform, Class I, with High
Density smooth overlay, 1 surface, edge sealed with each piece bearing legible
• inspection trademark.
2.02 MANUFACTURERS - PREFABRICATED FORMS
A. Weyerhauser Concrete Form
B. Georgia Pacific, G-P Exterior Soft Wood Plywood Product
C. Plywood and Door Corporation's Finn-Form
2.03 PREFABRICATED FORMS
A. Preformed Steel Forms: Minimum 16 gage matched, tight fitting, stiffened to
support weight of concrete without deflection detrimental to tolerances and
appearance of finished surfaces.
B. Glass Fiber Fabric Reinforced Plastic Forms: Matched, tight fitting, stiffened
to support weight of concrete without deflection detrimental to tolerances and
appearance of finished concrete surfaces.
•
03100-2
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
2.04 FORMWORK ACCESSORIES
A. Form Ties: Snap-off type, galvanized metal, adjustable length, 1 inch back
break dimension, free of defects that could leave holes larger than one inch
in concrete surface; by Dayton-Sure Grip snap-in-form ties as manufactured
by Dayton Superior Corp., Symons Ties as manufactured by Symons
Corporation, Snap-Tys as manufactured by Richmond Corporation. Provide
stainless steel form ties for all exterior surfaces exposed to view. Ties shall
be removed after forms are removed, and holes filled with mortar that
matches the adjacent surfaces.
B. Form Release Agent: Colorless mineral oil which will not stain concrete, or
absorb moisture; by Magic Kote manufactured by Symons Manufacturing Co.,
Form Coat manufactured by Concrete Services Co., Formcel manufactured by
Lambert Corp.
C. Corners: Chamfered, wood strip type; 3/4 X 3/4 inch size; maximum possible
lengths.
D. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of
sufficient strength and character to maintain formwork in place while placing
concrete.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify lines, levels and centers before proceeding with formwork. Ensure that
dimensions agree with Drawings.
3.02 EARTH FORMS
A. Earth forms are not permitted, except for footings.

03100-3
Culvertspc 9553055A
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
3.03 ERECTION - FORMWORK
A. Erect formwork, shoring and bracing to achieve design requirements, in
accordance with requirements of ACI 301. Metal forms shall be installed in
strict accordance with manufacturer's directions and specifications.
B. Provide bracing to ensure stability of formwork. Shore or strengthen
formwork subject to overstressing by construction loads.
C. Arrange and assemble formwork to permit dismantling and stripping. Do not
damage concrete during stripping. Permit removal of remaining principal
shores.
D. Align joints and make watertight. Keep form joints to a minimum.
E. Obtain approval before framing openings in structural members which are not
indicated on Drawings.
F. Provide chamfer strips on external corners of walls.
0 3.04 APPLICATION - FORM RELEASE AGENT
A. Apply form release agent on formwork in accordance with manufacturer's
recommendations.
B. Apply prior to placement of reinforcing steel, anchoring devices, and
embedded items.
C. Do not apply form release agent where concrete surfaces will receive special
finishes or applied coverings which are affected by agent.
3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Provide formed openings where required for items to be embedded in or
passing through concrete work.
B. Locate and set in place items which will be cast directly into concrete.
•
03100-4
Cuivert.spc 9553055A
. DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
C. Coordinate work of other Sections in forming and placing openings, slots,
reglets, recesses, chases, sleeves, bolts, anchors, and other inserts.
D. Install accessories in accordance with manufacturer's instructions, straight,
level, and plumb. Ensure items are not disturbed during concrete placement.
E. Provide temporary ports or openings in formwork where required to facilitate
cleaning and inspection. Locate openings at bottom of forms to allow flushing
water to drain.
F. Close temporary openings with tight fitting panels, flush with inside face of
forms, and neatly fitted so joints will not be apparent in exposed concrete
surfaces.
3.06 FORM CLEANING
A. Clean and remove foreign matter within forms as erection proceeds.
B. Clean formed cavities of debris prior to placing concrete.
C. Flush with water or use compressed air to remove remaining foreign matter.
Ensure that water and debris drain to exterior through clean-out ports.
D. During cold weather, remove ice and snow from within forms. Do not use
de-icing salts or water to clean out forms. Use compressed air or other means
to remove foreign matter.
3.07 FORMWORK TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 301.
3.08 FIELD QUALITY CONTROL
A. Inspect erected formwork, shoring, and bracing to ensure that work is in
accordance with formwork design, and that supports, fastenings, wedges, ties,
and items are secure.
B. Do not reuse wood formwork more than three times for concrete surfaces to
be exposed to view. Do not patch formwork.
0
03100-5
Culvert.spc 95S3055A
DIVISION 3 - CONCRETE
SECTION 03100 - CONCRETE FORMWORK
3.09 FORM REMOVAL
A. Do not remove forms or bracing until concrete has gained sufficient strength
to carry its own weight and imposed loads.
B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against
finished concrete surfaces scheduled for exposure to view.
C. Store removed forms in manner that surfaces to be in contact with fresh
concrete will not be damaged. Discard damaged forms.
END OF SECTION 03100
•
•
03100-6
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03200 - CONCRETE REINFORCEMENT
PART1 GENERAL
A. The complete installation of the reinforcing steel bars, wire fabric and
accessories for cast-in-place concrete and reinforced masonry.
1.02 RELATED SECTIONS
A. Section 03100 - Concrete Formwork
B. Section 03300 - Cast-in-Place Concrete
1.03 REFERENCES
A. ACI 301 - Structural Concrete for Buildings
B. ACI 318 - Building Code Requirements For Reinforced Concrete
C. ACI SP-66 - American Concrete Institute - Detailing Manual
. D. ASTM A615 - Deformed and Plain Billet Steel Bars for Concrete
Reinforcement
E. CRSI - Concrete Reinforcing Steel Institute Manual of Practice
1.04 SUBMITTALS
A. Shop Drawings: Indicate bar sizes, spacings, locations, and quantities of
reinforcing steel and wire fabric, and bending and cutting schedules. Contract
drawings shall not be reproduced as the basis for shop drawings.
B. Manufacturer's Certificate: Certify that products meet or exceed specified
requirements.
1.05 QUALITY ASSURANCE
A. Perform Work in accordance with CRSI Manual of Standard Practice, 25th
Edition.
•
03200-1
Cuivert.spc 95S3055A
DIVISION 3 - CONCRETE
SECTION 03200 - CONCRETE REINFORCEMENT
B. Submit certified copies of mill test report of reinforcement materials analysis.
1.06 QUALIFICATIONS
A. Design reinforcement under direct supervision of a licensed Structural
Engineer experienced in design of this work.
1.07 COORDINATION
A. Coordinate with placement of formwork, formed openings and other Work.
PART 2 PRODUCTS
2.01 REINFORCEMENT
A. Reinforcing Steel: ASTM A615, 60 ksi yield grade; deformed billet steel bars.
2.02 ACCESSORY MATERIALS
A. Tie Wire: Minimum 16 gage.
B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and
support of reinforcement during concrete placement conditions including load
bearing pad on bottom to prevent vapor barrier puncture.
C. Special Chairs, Bolsters, Bar Supports, Spacers Adjacent to Weather Exposed
or Architectural Concrete Surfaces: Plastic coated steel type; size and shape
as required.
2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with CRSI Manual of Practice
and ACI SP-66.
B. Locate reinforcing splices not indicated on Drawings, at point of minimum
stress. Indicate location of splices on shop drawings.

03200-2
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
00 SECTION 03200 - CONCRETE REINFORCEMENT
PART 3 EXECUTION
3.01 PLACEMENT
A. Place, support and secure reinforcement against displacement. Do not deviate
from required position. Clean reinforcement of foreign particles or coatings.
B. Do not displace or damage vapor barrier.
C. Accommodate placement of formed openings.
D. Conform to ACI 318-89 code for concrete cover over reinforcement.
3.02 SPECIAL AND MINIMUM REINFORCING STEEL REQUIREMENTS
A. Where walls or other items are shown as built integrally with other sections,
but are placed as separate pours, keys and dowels shall be provided. Dowels
shall be the same size and at the same spacing as reinforcing.
B. Provide corner bars of same size and spacing as main reinforcement at all
intersections and corners.
C. Where openings occur in walls or slabs, provide two (2) #5 bars at all sides
and extending at least 2 feet beyond the corners and two (2) #5 bars at least
3 feet long diagonally across each re-entrant corner.
3.03 FIELD QUALITY CONTROL
A. Contractor shall notify the Engineer at least 24 hrs. in advance of concrete
placement for a particular portion of the culvert. Placement of reinforcing
shall occur in such sequence that the Engineer has sufficient time to inspect
the correctness of the reinforcing within the placement area. The Engineer
retains the right to require necessary revisions be made before concrete is
placed.
END OF SECTION 03200

03200-3
Culvert.spc 95S3055A
. DIVISION 3 - CONCRETE
1. ASTM C33 - Concrete Aggregates
SECTION 03300 -CAST-IN-PLACE CONCRETE
PART1 GENERAL
1.01 WORK INCLUDES
A. Culvert
B. Wing Walls
1.02 RELATED SECTIONS
A. Section 03100 - Concrete Formwork: Formwork and Accessories
B. Section 03200 - Concrete Reinforcement
1.03 REFERENCES
A. ACI 301 -Structural Concrete for Buildings
B. ACI 302 -Guide for Concrete Floor and Slab Construction

C. ACI 304 -Recommended Practice for Measuring, Mixing, Transporting and
Placing Concrete
D. ACI 305R -Hot Weather Concreting
E. ACI 306R -Cold Weather Concreting
F. ACI 308 -Standard Practice for Curing Concrete
G. ACI 318 -Building Code Requirements for Reinforced Concrete
H. ASTM C31 - Concrete Test Specimens

J. ASTM C94 - Ready-Mixed Concrete
K. ASTM C150 - Portland Cement
03300-1
Culvert.spc 9553055A
U
r?
LJ
•
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
L. ASTM C260 - Air Entraining Admixtures for Concrete
M. ASTM C494 - Chemical Admixtures for Concrete
N. ANSI/ASTM D994 - Preformed Expansion Joint Filler for Concrete
(Bituminous Type)
1.04 SUBMITTALS
A. Product Data: Provide data on joint devices, attachment accessories,
admixtures.
B. Manufacturer's Installation Instructions: Indicate installation procedures and
interface required with adjacent Work.
1.05 PROJECT RECORD DOCUMENTS
A. Accurately record actual locations of embedded utilities and components
which are concealed from view.
1.06 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301.
B. Acquire cement and aggregate from same source for all work.
C. Conform to ACI 305R when concreting during hot weather.
D. Conform to ACI 306R when concreting during cold weather.
1.07 PRODUCT DATA
A. Submit proposed mix design to Engineer for review prior to commencement
of work. Identify source and provide material certificates for cement, fine and
coarse aggregates. Provide recent laboratory gradation for fine and coarse
aggregates and mix design information in accordance with ACI 301.
B. Submit Control/Construction joint plan.
03300-2
Culvcrt.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. Cement: ASTM C150, Type I - Normal Portland Type, Gray Color
B. Fine and Coarse Aggregates: ASTM C33
C. Water: Potable
2.02 ADMIXTURES
A. Air Entrainment: ASTM C260
B. Chemical: ASTM C494. Maximum 0.0501c Chloride Ion Contents
C. The use of calcium chloride in any concrete is not permitted.
2.03 ACCESSORIES
A. Non-Shrink Grout: Premixed compound consisting of non-metallic aggregate,
cement, water reducing and plasticizing agents; capable of developing
minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in
28 days.
B. Curing Compound: Dress and Seal No. 18 by L&M Construction Chemicals,
MB-429 by Master Builders, or Sikagard Cure/Hard by the Sika Corporation.
C. Epoxy Grouted Adhesive Anchors: Hilti, Red Head or Rawl
2.04 CONCRETE MIX
A. Mix concrete in accordance with ACI 304. Deliver concrete in accordance
with ASTM C94.
B. Select proportions for normal weight concrete in accordance with ACI 301.
•
03300-3
Culvert.spc 9SS3055A
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
C. Provide normal weight concrete of the following characteristics:
1. Compressive strength at 28 days: 4,000 psi
2. Slump: 4 inch - A tolerance of up to 1 inch above the maximum shall
be allowed for one batch in any five consecutive batches tested.
D. Use accelerating admixtures in cold weather only when approved by Engineer.
Use of admixtures will not relax cold weather placement requirements.
E. Use set-retarding admixtures during hot weather only when approved by
Engineer.
F. Water-reducing admixtures may be used in all concrete except footings and
in strict compliance with the manufacturer's directions. Admixture to increase
cement dispersion, or provide increased workability for low-slump concrete,
may be used at the Contractor's option subject to the Engineer's acceptance.
G. Add air-entraining agent to concrete mix for concrete exposed to the exterior
H. Add air-entraining agent to concrete mix for concrete not exposed to the
exterior (3% ± 1%).
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify requirements for concrete cover over reinforcement.
B. Verify that anchors, seats, plates, reinforcement and other items to be cast
into concrete are accurately placed, positioned securely, and will not cause
hardship in placing concrete.
3.02 PLACING CONCRETE
A. Place concrete in accordance with ACI 301.
B. Notify Engineer minimum 24 hours prior to commencement of operations.
•
03300-4
Culvert.spc 95S3055A
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
C. Ensure reinforcement, inserts, waterstops and embedded parts are not
disturbed during concrete placement.
D. Maintain records of concrete placement. Record date, location, quantity, air
temperature, and test samples taken.
E. Place concrete continuously between predetermined expansion, control, and
construction joints.
F. Contraction joints shall be tooled or saw cut in slab to a depth shown on the
plans.
G. When air temperature is between 80°F and 90°F, reduce the mixing and
delivery time specified in ASTM C94 from 1-1/2 hours to 75 minutes. When
the air temperature is above 90°F, reduce the mixing and delivery time to 60
minutes.
H. Cold weather concreting. Comply with ACI 306 except as follows:
1. In freezing weather, provide suitable means for maintaining concrete
temperature at a minimum of 70°F for three days, or 50°F for five
days after placing.
2. Cooling of concrete to outside temperature: Not faster than 1° per
hour for first day and 2° per hour thereafter until outside temperature
is reached.
3. Maximum temperature of concrete produced with heated aggregated,
heated water, or both, at any time during its production or
transportation: 90'F.
4. Do not mix chemicals or other foreign materials in concrete to prevent
freezing or to accelerate hardening of concrete, unless approved in
writing by the Engineer.
I. Hot weather concreting. Comply with ACI 305R.
1. ACI recommendations shall be observed when any combination of high
air temperature, low relative humidity and wind velocity tend to impair
the quality of fresh or hardened concrete.
•
03300-5
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
2. Retarding and water reducing admixtures shall be approved in writing
for each concrete mix design prior to placement.
3.04 CONCRETE FINISHING
A. Provide exterior concrete formed surfaces to be left exposed with smooth
rubbed finish in accord with ACI 301.
3.05 CURING AND PROTECTION
A. Immediately after placement, protect concrete from premature drying,
excessively hot or cold temperatures, and mechanical injury.
B. Maintain concrete with minimal moisture loss at relatively constant
temperature for a period necessary for hydration of cement and hardening of
concrete in accordance with ACI 308.
3.06 FIELD QUALITY CONTROL
is A. Field inspection and testing will be performed in accordance with ACI 301.
B. Testing firm will take cylinders, perform slump and air entrainment tests in
accordance with ACI 301.
C. Provide free access to Work and cooperate with appointed firm.
D. Submit proposed concrete mix design to inspection and testing firm for review
14 days prior to commencement of Work.
E. Three concrete test cylinders will be taken for every 50 or less cubic yards of
concrete placed each day.
F. One additional test cylinder will be taken during cold weather concreting,
cured on job site under same conditions as concrete it represents.
G. One slump and air content test will be taken for each set of test cylinders
taken.

03300-6
Culvert.spc 9553055A
DIVISION 3 - CONCRETE
SECTION 03300 - CAST-IN-PLACE CONCRETE
3.07 PATCHING
A. Defective Concrete: Concrete not conforming to required lines, details,
dimensions, tolerances or specified requirements.
B. Repair or replacement of defective concrete will be determined by the
Engineer at no additional cost to the Owner.
C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon
express direction of Engineer for each individual area.
E
•
03300-7
Culvert.spc 9553055A
Precast Culvert Alternatives
The contractor may propose for consideration by the Engineer a precast concrete
culvert alternative. The alternative should be limited to replacing the cast-in-place concrete
walls and slab with precast concrete alternative sections.
Any contractor proposed alternatives shall comply with the following:
a) Stresses in the concrete and steel at all sections shall meet the requirement
of the design criteria noted on the plans.
b) The contractor fully designs the elements of the precast concrete culvert.
c) The contractor submits complete shop drawings and design calculations sealed
by N.C. Registered Engineer for Engineer approval.
d) The use of additional materials, such as concrete, reinforcement, joint
materials necessitated by such alternative design, shall be at the Contractor's
expense.
e) The contractor shall bear all engineering and testing costs incurred by the
owner in reviewing the contractor's alternative design.
U
•
Culvert.spc 95S3055A
•
3
•
0
•
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
COMPUTATIONS
•
I - HYDRAULICS DESIGN COMPUTATIONS
2 - GEOTECHNICAL DESIGN COMPUTATIONS
(Refer to Final Report for Stability Analyses
and to the Law Engineering Report for boring logs)
3 - STRUCTURAL DESIGN COMPUTATIONS

I hereby certify that this plan, specification,
or report was prepared by me or under m_v
direct supervision and that i am a duly Regis-
tered Professior.,-1 Er^rin nr u-der the laws
of the Slate of N; )r; (':: ;>!irzi.
?A
Reg. No. 4033
culvert.cov
8/6/96
?(`p"'.?S,?°
T1 °pr .'?eSSlo y'
0
SIB Q SEALr
oCC
0
C s 4033 0
95S3055A
•
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
HYDRAULICS DESIGN COMPUTATIONS
0
•
Culvert.cov
S/G/9G
95S3055A
5Y_LV1_1_!_!-___DATE€ ANSON ENGINEERS, INC.
ENGINEERS - CONSULTANTS
CHKD. 6Y------- DATE --------- S?=I!,!GFi_LD, ?FOF.;A d ROCKFORD, ILLINO!S
/.'Vy,)2f3yG/C ,Je-'516.1
?o?y?vr.9rio?s
C 0 Al 7';!51V7-5
SHEET NO.____ /-_.OF_/-__
J0B N0.9553Q5?L? _6D0
yD2oG0 ?/? ff/(/D ?fyD?.s'f/G/c G'd/l!5/D?2?9T/DNS
x/7 4/Q/Ts
• ZfW,E - 6 /DAD c 616 ve-2 T - Zf7-IW6 C 642 vE
• ft?C-/ /??UT-OUT?UT S'Utillilft? y ?lDO-ye? 5?-Y?.? 25-y??
FCoo a .s
• ff?C-/ 100 - ye CO •yPGeyE cO??v>?i2 O UTpUT
Ourj?IJT
0
•
HYDROLOGIC AND -HYDRAULIC
CONSIDERATIONS
0
0
• HYDROLOGIC AND HYDRAULIC CONSIDERATIONS
Some of the hydrologic parameters for the project were obtained from the Law
Engineering hydrologic report. The upstream watershed drainage area is about 1,318 acres
(2.06 square, miles). A precipitation amount of 7.44 inches in 24 hours was used for the
100-yr design flood. Other hydrologic parameters considered were the runoff coefficient,
the type of soil and vegetative cover in the watershed, and the time of concentration.
Exhibit 1 shows the watershed area boundary and the site location of the proposed culvert
and embankment across the Rock Branch creek. Exhibit 2 shows the General Plan for the
project, including the roadway along the crest of the embankment.
The three-sided culvert was designed as an open channel. The culvert will be able
to pass all floods, up to the 100-yr design flood event, without flowing full (under pressure).
The existing channel has a supercritical slope. Since we are not modifying the existing
channel slope, the flow through the culvert will remain supercritical. The width of the
culvert (16 ft) was selected to span the average existing channel width (see Exhibits 3, 4, and
5 for the culvert dimensions). The height of the culvert was designed as 10 ft with a
provision of 8 ft minimum clearance above any obstruction on the creek. This provision will
allow the culvert to pass the 100-yr design flood partially full. A bend in the alignment at
the culvert entrance was introduced to better match the existing meander of the approach
channel.
The three-sided culvert was designed as a cast-in-place structure. Concrete wing
walls and riprap were provided at the inlet and the outlet of the culvert to protect the
structure and the earth embankment during floods. No energy dissipator is needed at the
culvert outlet, because the proposed culvert will not change the existing supercritical flow
conditions, and existing velocities will not increase significantly. The culvert outlets on a
rocky channel bottom. There is no need to modify the existing natural conditions of the
channel at the culvert outlet.
Charts from the "Hydraulic Design of Highway Culverts" (Federal Highway
Administration) were used to develop a culvert rating curve at the inlet. The HEC-1
computer program (U.S. Corps) was used to route the 100-yr flood event through the culvert
to determine any backwater effects. The HEC-RAS computer program (U.S. Corps) was
used to determine a water surface profile, for different floods, along the existing channel.
The program assumed "critical flow" due to the supercritical slope of the channel. The
result is conservative, since a lower water surface elevation will be produced if the actual
flow is supercritical.
In conclusion, the three-sided culvert will not change the hydraulic characteristics of
the stream. It will continue to operate as an open channel, and no significant backwater or
detention effects will be caused by the culvert and the embankment.
•
Culvert.hyd 9553055A
8/12/96
•
EXMIB[T-S
•
0
E
•
0
0
0
1]
•
•
r- -I
LJ

i6 B
,
w.t 735
i
d / 11

i I OM 73S

. ?I
t
II I
I
II i
A
I ? Ie.
i
' lY
6
I
'
?r
g7
I
O[.l '335
d
80
'II

e ° II ?i
w d
5C+1 735

I
i
i
8 I
d i
8
I
I`
R ?
8 ?
d
1
:.?.. u
u u ? a
x t ?' ? v e j
W
s W
A =
W3i
R W(
Z
? w aaa
1
G
a
F
d
r O N m
o
F?
W
N
J ?
-
Z
O
U
2
O
J

S
Z
N
O Z
?

W 5 O Z
?
U
S
O

j
7 yo
Y W

R V S W 7
? Z O
W

g ? O.

til !i

z
Q

C
F
V)
?E ?tl0 UI

o
d' ^
C V N
a
o
W
Z
g

e
g z ? a
a _
V
L,
u H
? C
J
U
u u u c
x
L_ J
Ytl
$a R
i
K R o ?
d d d
d - -
?W
W° R
8 ? t
o

•
•
i 8 r a,
a ;P Q in
i
w
a
} s !!! 8889 01
?
P.1 ? ?
te

< C N'. 6 6 ib E 3
« K
? ?? ? 7 ?? 4?
b b b

? WS

Z! 11

f
i 1

f 1?
yy
? _ q
w Mpgp8g
?=
!- D ?[ e ? ?K ? Kb b
$
ee g
b z5
~
?
,

/ ld e,f??c1 Y$ 1y 1? yy qQ ? C J
g =
W g`B ?e Ya gX .g a a €
d ( F
< ac
ci

-.fl quy?j5 iF
' =$
G8 $B
N
H1 ib a v
v
?x
i5
f
r
77.1 Xe 3€ ?:a? $ ?5ilf)f85:ii
d d C7
3
?
I '?? u u u aS .t-.1 ?? W y
a? W J
_ .D'W
A A ? $5
g e
?+ Z t!

W
d
? ?
•y 1
1
I gy ti
yg
d ?
as Z
? a
S

a
Z r
(
@ p ?
Y _ e ?
Wa
g

• ? H
?
??
3 ;d

? ? E .
=
G
g
b Z
? g
apNi.

i
i ?g?1n?? O
?
BY`sb b
I
? AI-.1
m ?
l ? ------ E?
a m
J a 3

a

- -- t?
?.. d

?' w
o

Q 5!8 88 b
i-J
n.-o k w d
a.a-??.?.n i tg ` g
? ? ? Q cSa cEa
e
e ? J
«
Q

x o
s $ i
?kx I W
? 0
,
c3
6 R ?
d i
R $

a
c
c?a c4
wo wo rro
•
THREE-SIDED- CULVERT
0 RATING CURVE
0
BY ___? -DATE __65---96 HANSON ENGINEERS, INC.
ENGINEERS - CONSULTANTS
CHKD. BY------- DATE --------- SPRINGFIELD. PECK:;; a ROCKFORD, ILLINOIS
-4w-e-//- ----------------
U G VFW
SHEET NO ------ /--__OF-
JCe no.?53D5SA__6oc
rlX /? 9A!5 -,5l b4 /) C'(JLV?4 7- e U/z VE
__
?? '114
EX/57/kG C ?,¢n/.VEC ?3aTTO?1 ? \• \ ? . `? _ ?/r ? ? r ? ?•
L- zoo,
6D TjO" 51601-0e (if y4e'f6E)
= o' o X 75 5= 0 ,0!75 (svPeeeleIrle4c)
28o zoo
I) f?55U?/E !? oX - cyL YES T W/TH -A'IVT74- C4 ?ON T,20L
? tvSED ?N ME,e-i ? yT2/J?ICE Y?caci?Y
W, S, EG ?D f? f?) i / Cofs) G?/I?? VE?oGi? y -D (?v?
_
0 0
'79 6.35 2 ,'g 76 4?8 3 93 02?
794,7 o.¢O 3.2 ?¢ -Z Z4- 5-1.2 ¢'?8 0,30
795,5 0,50 40 z0 320 64-.o 5.00 0.39
7r11o,3 0-60 ¢$ 26 4-16 76,0 5)4?- O.¢G
796-7 0,65 5.Z 29.E 4-74 83.2 5G9 0.50
797-/ o•7o 5-6 33 5728 89.6 5189 0.54
ioQ-Y2?9?-5 0,75 G,o ?77 5q?- 9G-o 61117 0,69
797-9 0180 (-14- 41 6 5( /0 2,? 6,40 o,64
798.7 01,70 -71 2 417 78 ? //51Z 6 • So 0172
'7 19.5 4,00 g,0 57 9/2 /za,o 71/2 0.79
R65614-7*5 12e0N1
gioo = 592 c; S 797,5 0
(-'? Go = 50 / s 7 9G, 9 /
Zs = 395 c fs 796•/2
BY--A- ?%?l ----DATEHANSON ENGINEERS, INC.
-- ENGINEERS - CONSULTANTS
CHKO. BY------- DATE --------- SPRINGFIELD, PEOR: & ROCKFORD, ILLINOIS
sex-----------
•
Gv vG Y,40--teT dl F?11313WIt /L "7'
SHEET NO.___2
JCB
2? CSC /? C (,1G Vz:2 T ?Lou?/?G ,?TL yUL G
_Z A-= W o H
z
2 ff ? tit!
v_
00'0!5
H (?"-) R ae) Pw (R) A (-ft) v (fps) q (cfs)
4 6 4 24- 2, ?? 7.5G 4-84- > 32o s,?c?r
9? 28 3¢3 8.9 q' S SS > 592 0- DAt7% s
° G? UGY?2 T Gf1 /GC- /t?0 T ,?Gou??UCL ?v?DE.??2?55 U? E )
• Ve-G oc /Tid-'55 /f 7,"Z ? ?E 1-c-04 A Ro c4 y 60ml-
•
70 /O - (Wrhl- /5?- 4uel1A11 UlbW C Z -0fAZAle,!5 Oz-- S, Ci To
I6 G0 4u 7`f}? ?5 X
?r?ie 's c /f?•?/.?G 6D TTo? .
?GOGtJ W/6& %61t-11?-1A1-s lei//Ti?7itl life oz--f7`7391 m e-
/VO 516 *1jam/C4W 7- 0,'Z T> 4 7EAlT/fill( E`j??G TS
•
MEC-1 INPUT-OUTPUT SUMMARY
(100-YR, 50YR & 25YR) FLOODS
•
0
HEC-1 INPUT /DO-y2 y?oOD PAGE 1
LINE ID ....... 1. ...... 2. ...... 3. ...... 4....... 5....... 6....... 7....... 8....... 9...... 10
• 1 ID ROCK BRANCH CREEK EMB - GUILFORD CO. - 100-YR FLOOD/TYPE-II DIST - 24-HR
2 ID NORT H CAROLI NA STATE - FOR CHICAGO BRIDGE & IRON- COUNTY NAME GUILFORD,NC
3 ID BY HANSON ENGINEERS INC., JOB #F 95S3055A-0600 NCEMBCU5.HC1 CULVERT
* 24-HR 12-HR 6-HR
* - 7.44 6.50 5.50
*DIAGRAM
4 IT 15 192
5 IO 1 0
6 JR PREC 1.00
7 KK POND
8 KM INFLOW HY DRDGRAPH COMPUTATION FOR CULVERT ENTRANCE
9 BA 2.06
10 IN 60
11 PB 7.44
12 PI .011 .022 .035 .048 .064 .080 .100 .120 .147 .181
13 PI .235 .663 .772 .820 .850 .880 .898 .916 .934 .952
14 PI .964 .976 .988 1.000
15 UD 1.20
16 LS 66 2
17 BF 0 -0.10 2
18 KK EMB
19 KM RESERVOIR ROUTING BY MODIFIED PULS - 16' X 8' THREE-SIDED CULVERT
20 KO 3 2
21 KP 1
22 RS 1 ELEV 791.5
23 SV 0 0.3 1.46 2.64 7.63 18.75 36.6 48.09 54.48 86.00
24 SE 790.0 794.0 798.0 800.0 804.0 808.0 812.0 814.0 815.0 820.0
25 SO 0 176 224 320 416 528 592 656 784 912
26 SE 791.5 794.3 794.7 795.5 796.3 797.1 797.5 797.9 798.7 799.5
27 SS 791.5
28 ST 832.1
29 ZZ

0
/00--//Z ?G00D
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
is TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
OPERATION STATION AREA PLAN RATIO 1
1.00
HYDROGRAPH AT POND 2.06
ROUTED TO EMB 2.06
1 FLOW 593.
TIME 24.00
1 FLOW 592.
TIME 24.00
** PEAK STAGES IN FEET **
1 STAGE 797.50
TIME 24.00
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION EMB
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 791.50 791.50 832.10
STORAGE 0. 0. 162.
OUTFLOW 0. 0. 6128.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 797.50 0.00 1. 592. 0.00 24.00 0.00
*** NORMAL END OF HEC-1 ***

•
•
HEC-1 INPUT 50-yk / 9 _5600b
LINE ID. ...... 1. ...... 2 ....... 3.. ..... 4....... 5.. ..... 6.. ..... 7....... 8... .... 9...... 10
1 ID ROCK BRANCH CREEK EMB - GUILFORD CO. - 50-YR FLOOD/TYPE-II DIS T - 24-HR
2 ID NORTH CAROLINA STATE - FOR CHICAGO BR IDGE & IRON- COUNTY NAME GUILFORD,NC
3 ID BY HANSON ENGINEERS INC., JOB #r 95S3055A-0600 NCEMBCU6.HC1 CULVERT
* 24-HR 12-HR 6-HR
* - 6.60 5.70 4.80
*DI AGRAM
4 IT 15 192
5 IO 1 0
6 JR PREC 1.00
7 KK POND
8 KM I NFLOW HYDROGRAPH COMPUTATION FOR CULVERT ENTRANCE
9 BA 2.06
10 IN 60
11 PB 6.60
12 PI .011 .022 .035 .048 .064 .080 .100 .120 .147 .181
13 PI .235 .663 .772 .820 .850 .880 .898 .916 .934 .952
14 PI .964 .976 .988 1.000
15 UD 1.20
16 LS 66 2
17 BF 0 -0.10 2
18 KK EMB
19 KM R ESERVOIR ROUTING BY MODIFIED PULS - 16' X 8' THREE-SIDED CULVERT
20 KO 3 2
21 KP 1
22 RS 1 ELEV 791.5
23 SV 0 0.3 1.46 2.64 7.63 18.75 36.6 48.09 54.48 86.00
24 SE 790.0 794.0 798.0 800.0 804.0 808.0 812.0 814.0 815.0 820.0
25 SQ 0 176 224 320 416 528 592 656 784 912
26 SE 791.5 794.3 794.7 795.5 796.3 797.1 797.5 797.9 798.7 799.5
27 SS 791.5
28 ST 832.1
29 ZZ
PAGE 1
0
50 - y2 ,moo
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
OPERATION STATION AREA PLAN RATIO 1
1.00
HYDROGRAPH AT POND 2.06
ROUTED TO EMS 2.06
1 FLOW 502.
TIME 24.00
1 FLOW 501.
TIME 24.25
** PEAK STAGES IN FEET **
1 STAGE 796.91
TIME 24.25
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION EMS
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 791. 50 791.50 832.10
STORAGE 0. 0. 162.
OUTFLOW 0. 0. 6128.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 796.91 0.00 1. 501. 0.00 24.25 0.00
0
HEC-1 INPUT ZS-y/Z PAGE 1
LINE ID....... 1. ...... 2. ...... 3.. ..... 4....... 5.. ..... 6....... 7....... 8... .... 9...... 10
1 ID ROCK BRANCH CREEK EMB - GUILFORD CO. - 25-YR FLOOD/TYPE-II DIS T - 24-HR
2 ID NORT H CAROLI NA STATE - FOR CHICAGO BRIDGE & IRON- COUNTY NAME GUILFORD,NC
3 ID BY HANSON ENGINEERS INC., JOB # 95S 3055A-0600 NCEMBCUT.HC1 CULVERT
* 24-HR 12-HR 6-HR
* - 5.60 4.80 4.00
*DIAGRAM
4 IT 15 192
5 IO 1 0
6 JR PREC 1.00
7 KK POND
8 KM I NFLOW HY DROGRAPH COMPUTATION FOR CULVERT ENTRANCE
9 BA 2.06
10 IN 60
11 PB 5.60
12 PI .011 .022 .035 .048 .064 .080 .100 .120 .147 .181
13 PI .235 .663 .772 .820 .850 .880 .898 .916 .934 .952
14 PI .964 .976 .988 1.000
15 UD 1.20
16 LS 66 2
17 BF 0 -0.10 2
18 KK EMB
19 KM R ESERVOIR ROUTING BY MODIFIED PULS - 16' X 8' THREE-SIDED CULVERT
20 KO 3 2
21 KP 1
22 RS 1 ELEV 791.5
23 SV 0 0.3 1.46 2.64 7.63 18.75 36.6 48.09 54.48 86.00
24 SE 790.0 794.0 798.0 800.0 804.0 808.0 812.0 814.0 815.0 820.0
25 SQ 0 176 224 320 416 528 592 656 784 912
26 SE 791.5 794.3 794.7 795.5 796.3 797.1 797.5 797.9 798.7 799.5
27 SS 791.5
28 ST 832.1
29 ZZ
i/ 1l
?_ 1
25-?'/? `GOOD
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
TIME TO PEAK IN HOURS
0
RATIOS APPLIED TO PRECIPITATION
OPERATION STATION AREA PLAN RATIO 1
1.00
HYDROGRAPH AT POND 2.06 1 FLOW 394.
TIME 24.25
ROUTED TO EMB 2.06 1 FLOW 395.
TIME 24.25
** PEAK STAGES IN FEET **
1 STAGE 796.12
TIME 24.25
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION EMB
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
•
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 791.50 791.50 832.10
STORAGE 0. 0. 162.
OUTFLOW 0. 0. 6128.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 796.12 0.00 1. 395. 0.00 24.25 0.00
0

HEC-1 100-YR-
COMPLETE COMPUTER OUTPUT
•
0
HEC1 S/N: 0134300997 HMVersion: 6.33 Data File: NCEMBCU5.hcl
*RR*R***** *****R****RRR***
OGRAPH PACKAGE (H EC-1) *
0!*L*O*O*D*H**Y*D*R*
* MAY 1991
* VERSION 4.0.1E
* R
* RUN DATE 08/12/1996 TIME 12:58:13
* *
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
:.. Full-Microcomputer Implementation :..
by
Haestad Methods, Inc.
...........................................
...........................................
...........................................
...........................................
* *
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
* *
37 Brookside Road * Waterbury, Connecticut 06708 * [phone]
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN T3), HEMS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRANT7 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
I ? ]l
HEC-1 INPUT
LINE ID ....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID ROCK BRANCH CREEK EMB - GUILFORD CO. - 100-Y R FLOOD/TYPE-II DI ST - 24-HR
2 ID NORT H CAROLI NA STATE - FOR CHICAGO BR IDGE & IRON- COUNTY NAME GUILFORD,NC
3 ID BY HANSON ENGINEERS INC., JOB # 95S 3055A-0 600 NCEMBCU5.HC1 CULVERT
* 24-HR 12-HR 6-HR
* 7.44 6.50 5.50
*DIAGRAM
4 IT 15 192
5 IO 1 0
6 JR PREC 1.00
7 KK POND
8 KM I NFLOW HY DROGRAPH COMPUTATION FOR CULVERT ENTRANCE
9 BA 2.06
10 IN 60
11 PB 7.44
12 PI .011 .022 .035 .048 .064 .080 .100 .120 .147 .181
13 PI .235 .663 T72 .820 .850 .880 .898 .916 .934 .952
14 PI .964 .976 .988 1.000
15 UD 1.20
16 LS 66 2
17 BF 0 -0.10 2
18 KK EMB
19 KM R ESERVOIR ROUTING BY MODIFIED PULS - 16' X 8' THREE-SIDED CULVERT
20 KO 3 2
21 KP 1
22 RS 1 ELEV 791.5
23 S:' 0 0.3 1.46 2.64 7.63 - -18.75 35.6 48.09 54.48 86.00
24 SE 790.0 794.0 798.0 800.0 804.0 808.0 812.0 814.0 815.0 820.0
25 SO 0 176 224 320 416 528 592 656 784 912
26 SE 791.5 794.3 794.7 795.5 796.3 797.1 797.5 797.9 798.7 799.5
27 SS 791.5
28 ST 832.1
29 ZZ
PAGE 1
0
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
(V) ROUTING (--->) DIVERSION OR PUMP FLOW
(.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
7 POND
V
V
18 EMB
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
•
0
HEC1 S/N: 0134300997 HMVersion: 6.33 Data File: NCEMBCU5.hc1
www«www«w«wxx««w«««w«««««x«xx«xwxww«w««ww
w
49FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991
* VERSION 4.0.1E
w x
* RUN DATE 08/12/1996 TIME 12:58:13
w w
wwxw«wwwwxwwwxxwx««wwwwwwwwwwwxxxwwxw«www
«««www«www««xwxw«wx*««xxw««««««««««««x«
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
w x
«xwx«w««xw«x«xxx«««wwwwww««wwwwwwxwx«ww
ROCK BRANCH CREEK EMB - GUILFORD CO. - 100-YR FLOOD/TYPE-II DIST - 24-HR
NORTH CAROLINA STATE - FOR CHICAGO BRIDGE & IRON- COUNTY NAME : GUILFORD,NC
BY HANSON ENGINEERS INC., JOB # 95S3055A-0600 NCEMBCU5.HC1 CULVERT
5 IO OUTPUT CONTROL VARIABLES
IPRNT 1 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 15 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 192 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 2345 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.25 HOURS
TOTAL TIME BASE 47.75 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
JP
MULTI-PLAN OPTION
NPLAN
JR
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
1 NUMBER OF PLANS
MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
1.00
www w«w www xww xww www www www www xww xww www www www wxw www wxw wxw www wwx www www wxw w«w www w«w www «wx w«w wwx www ««w xx«
www«w«xxxwwwx«
w w
401KK * POND
w x
wwwwwwwwwxwwxw
INFLOW HYDROGRAPH COMPUTATION FOR CULVERT ENTRANCE
10 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 60 TIME INTERVAL IN MI NUTES
JXDATE 1 0 STARTING DATE
JXTIME 0 STARTING TIME
SUBBASIN RUNOFF DATA
9 BA SUBBASIN CHARACTERISTICS
TAREA 2.06 SUBBASIN AREA
17 BF BASE FLOW CHARACTERISTICS
STRTQ 0.00 INITIAL FLOW
QRCSN -0.10 BEGIN BASE FLOW REC ESSION
RTIOR 2.00000 RECESSION CONSTANT
PRECIPITATION DATA
11 PB STORM 7.44 BASIN TOTAL PRECIPI TATION
12 PI INCREMENTAL PRECIPITATION PATTERN
0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01
0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.02
0.02 0.02 0.02 0.02 0.03 0.03 0.02 0.03 0.03 0.03
0.03 0.03 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05
0.06 0.06 0.06 0.06 0.17 0.17 0.17 0.17 0.19 0.19
0.19 0.19 0.20 0.21 0.20 0.20 0.21 0.21 0.21 0.21
0.22 0.22 0.22 0.22 0.22 0.22 0.22 0.22 0.23 0.23
0.23 0.23 0.23 0.23 0.23 0.23 0.24 0.24 0.24 0.24
0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.25 0.25
0.25 0.25 0.25 0.25 0.25 0.25
c SCS LOSS RATE
STRTL 1.03 INITIAL ABSTRACTION
CRVNBR 66.00 CURVE NUMBER
RTIMP 2.00 PERCENT IMPERVIOUS AREA
15 LID SCS DIMENSIONL ESS UNITGRAPH
TLAG 1.20 LAG

UNIT HYDROGRAPH
26 END-OF-PERIOD ORDINATES
69. 213. 448. 662. 747. 730. 634. 503. 347. 254.
190. 141. 103. 76. 55. 40. 30. 22. 16. 12.
9. 7. 5. 4. 2. 1.
HYDROGRAPH AT STATION POND

DA MON HRMN
ORD
RAIN
LOSS
EXCESS
COMP Q *
*
*
DA
MON HRMN
ORD
RAIN
LOSS
EXCESS
COMP Q
1 0000 1 0.00 0.00 0.00 0. 2 0000 97 0.15 0.03 0.12 593.
1 0015 2 0.00 0.00 0.00 0. * 2 0015 98 0.00 0.00 0.00 591.
1 0030 3 0.00 0.00 0.00 0. 2 0030 99 0.00 0.00 0.00 572.
1 0045 4 0.00 0.00 0.00 0. * 2 0045 100 0.00 0.00 0.00 524.
1 0100 5 0.00 0.00 0.00 0. * 2 0100 101 0.00 0.00 0.00 451.
1 0115 6 0.00 0.00 0.00 0. * 2 0115 102 0.00 0.00 0.00 366.
1 0130 7 0.00 0.00 0.00 0. * 2 0130 103 0.00 0.00 0.00 282.
1 0145 8 0.00 0.00 0.00 0. * 2 0145 104 0.00 0.00 0.00 209.
1 0200 9 0.00 0.00 0.00 0. 2 0200 105 0.00 0.00 0.00 151.
1 0215 10 0.01 0.01 0.00 0. 2 0215 106 0.00 0.00 0.00 111.
1 0230 11 0.01 0.01 0.00 0. 2 0230 107 0.00 0.00 0.00 82.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
lei
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
ol
1
1
1
1
1
0245 12 0.01 0.01 0.00 0. * 2 0245 108 0.00 0.00 0.00 60.
0300 13 0.01 0.01 0.00 0. * 2 0300 109 0.00 0.00 0.00 50.
0315 14 0.01 0.01 0.00 0. * 2 0315 110 0.00 0.00 0.00 42.
0330 15 0.01 0.01 0.00 0. * 2 0330 111 0.00 0.00 0.00 36.
0345 16 0.01 0.01 0.00 0. * 2 0345 112 0.00 0.00 0.00 30.
0400 17 0.01 0.01 0.00 1. * 2 0400 113 0.00 0.00 0.00 25.
0415 18 0.01 0.01 0.00 1. * 2 0415 114 0.00 0.00 0.00 21.
0430 19 0.01 0.01 0.00 1. * 2 0430 115 0.00 0.00 0.00 18.
0445 20 0.01 0.01 0.00 1. * 2 0445 116 0.00 0.00 0.00 15.
0500 21 0.01 0.01 0.00 1. * 2 0500 117 0.00 0.00 0.00 13.
0515 22 0.01 0.01 0.00 1. * 2 0515 118 0.00 0.00 0.00 11.
0530 23 0.01 0.01 0.00 1. * 2 0530 119 0.00 0.00 0.00 9.
0545 24 0.01 0.01 0.00 1. * 2 0545 120 0.00 0.00 0.00 7.
0600 25 0.01 0.01 0.00 1. 2 0600 121 0.00 0.00 0.00 6.
0615 26 0.01 0.01 0.00 1. * 2 0615 122 0.00 0.00 0.00 5.
0630 27 0.01 0.01 0.00 1. * 2 0630 123 0.00 0.00 0.00 4.
0645 28 0.01 0.01 0.00 1. * 2 0645 124 0.00 0.00 0.00 4.
0700 29 0.01 0.01 0.00 1. * 2 0700 125 0.00 0.00 0.00 3.
0715 30 0.02 0.02 0.00 1. * 2 0715 126 0.00 0.00 0.00 3.
0730 31 0.02 0.02 0.00 1. * 2 0730 127 0.00 0.00 0.00 2.
0745 32 0.02 0.02 0.00 1. 2 0745 128 0.00 0.00 0.00 2.
0800 33 0.02 0.02 0.00 2. 2 0800 129 0.00 0.00 0.00 2.
0815 34 0.02 0.02 0.00 2. 2 0815 130 0.00 0.00 0.00 1.
0830 35 0.02 0.02 0.00 2. * 2 0830 131 0.00 0.00 0.00 1.
0845 36 0.02 0.02 0.00 2. * 2 0845 132 0.00 0.00 0.00 1.
0900 37 0.02 0.02 0.00 2. * 2 0900 133 0.00 0.00 0.00 1.
0915 38 0.03 0.03 0.00 2. 2 0915 134 0.00 0.00 0.00 1.
0930 39 0.03 0.03 0.00 2. * 2 0930 135 0.00 0.00 0.00 1.
0945 40 0.03 0.03 0.00 2. * 2 0945 136 0.00 0.00 0.00 0.
1000 41 0.03 0.03 0.00 2. * 2 1000 137 0.00 0.00 0.00 0.
1015 42 0.03 0.03 0.00 2. 2 1015 138 0.00 0.00 0.00 0.
1030 43 .-0.03 0.03 0.00 3. 2 1030 139 0.00 0.00 0.00 0.
1045 44 0.03 0.03 0.00 3. * 2 1045 140 0.00 0.00 0.00 0.
1100 45 0.03 0.03 0.00 3. * 2 1100 141 0.00 0.00 0.00 0.
1115 46 0.10 0.10 0.00 3. 2 1115 142 0.00 0.00 0.00 0.
1130 47 0.10 0.10 0.00 4. * 2 1130 143 0.00 0.00 0.00 0.
1145 48 0.10 0.10 0.00 4. * 2 1145 144 0.00 0.00 0.00 0.
1200 49 0.10 0.10 0.00 5. * 2 1200 145 0.00 0.00 0.00 0.
1215 50 0.11 0.11 0.00 6. * 2 1215 146 0.00 0.00 0.00 0.
1230 51 0.11 0.11 0.01 8. * 2 1230 147 0.00 0.00 0.00 0.
1245 52 0.11 0.10 0.01 11. * 2 1245 148 0.00 0.00 0.00 0.
1300 53 0.11 0.10 0.02 16. * 2 1300 149 0.00 0.00 0.00 0.
1315 54 0.12 0.10 0.02 24. * 2 1315 150 0.00 0.00 0.00 0.
1330 55 0.12 0.09 0.03 35. 2 1330 151 0.00 0.00 0.00 0.
1345 56 0.12 0.09 0.03 49. 2 1345 152 0.00 0.00 0.00 0.
1400 57 0.12 0.09 0.03 65. 2 1400 153 0.00 0.00 0.00 0.
1415 58 0.12 0.09 0.04 84. * 2 1415 154 0.00 0.00 0.00 0.
1430 59 0.12 0.08 0.04 103. 2 1430 155 0.00 0.00 0.00 0.
1445 60 0.12 0.08 0.04 123. * 2 1445 156 0.00 0.00 0.00 0.
1500 61 0.12 0.08 0.05 143. * 2 1500 157 0.00 0.00 0.00 0.
1515 62 0.13 0.08 0.05 163. 2 1515 158 0.00 0.00 0.00 0.
1530 63 0.13 0.07 0.06 182. * 2 1530 159 0.00 0.00 0.00 0.
1545 64 0.13 0.07 0.06 202. * 2 1545 160 0.00 0.00 0.00 0.
1600 65 0.13 0.07 0.06 221. 2 1600 161 0.00 0.00 0.00 0.
1615 66 0.13 0.07 0.06 240. * 2 1615 162 0.00 0.00 0.00 0.
1630 67 0.13 0.06 0.07 258. * 2 1630 163 0.00 0.00 0.00 0.
1645 68 0.13 0.06 0.07 276. * 2 1645 164 0.00 0.00 0.00 0.
1700 69 0.13 0.06 0.07 293. * 2 1700 165 0.00 0.00 0.00 0.
1715 70 0.13 0.06 0.08 309. 2 1715 166 0.00 0.00 0.00 0.
1730 71 0.13 0.06 0.08 325. 2 1730 167 0.00 0.00 0.00 0.
1745 72 0.13 0.06 0.08 340. * 2 1745 168 0.00 0.00 0.00 0.
1800 73 0.13 0.05 0.08 355. * 2 1800 169 0.00 0.00 0.00 0.
1815 74 0.14 0.05 0.08 369. * 2 1815 170 0.00 0.00 0.00 0.
1830 75 0.14 0.05 0.09 382. 2 1830 171 0.00 0.00 0.00 0.
1845 76 0.14 0.05 0.09 396. 2 1845 172 0.00 0.00 0.00 0.
1900 T7 0.14 0.05 0.09 409. * 2 1900 173 0.00 0.00 0.00 0.
1 1915 78 0.14 0.05 0.09 421. * 2 1915 174 0.00 0.00 0.00 0.
1 1930 79 0.14 0.05 0.09 433. * 2 1930 175 0.00 0.00 0.00 0.
1 1945 80 0.14 0.04 0.10 445. * 2 1945 176 0.00 0.00 0.00 0.
1 2000 81 0.14 0.04 0.10 456. * 2 2000 177 0.00 0.00 0.00 0.
1 2015 82 0.14 0.04 0.10 467. * 2 2015 178 0.00 0.00 0.00 0.
1 2030 83 0.14 0.04 0.10 478. * 2 2030 179 0.00 0.00 0.00 0.
1 2045 84 0.14 0.04 0.10 488. * 2 2045 180 0.00 0.00 0.00 0.
1 2100 85 0.14 0.04 0.10 498. 2 2100 181 0.00 0.00 0.00 0.
1 2115 86 0.14 0.04 0.11 507. * 2 2115 182 0.00 0.00 0.00 0.
1 2130 87 0.14 0.04 0.11 516. * 2 2130 183 0.00 0.00 0.00 0.
1 2145 88 0.14 0.04 0.11 525. * 2 2145 184 0.00 0.00 0.00 0.
1 2200 89 0.14 0.04 0.11 533. * 2 2200 185 0.00 0.00 0.00 0.
1 2215 90 0.15 0.03 0.11 541. * 2 2215 186 0.00 0.00 0.00 0.
1 2230 91 0.15 0.03 0.11 549. 2 2230 187 0.00 0.00 0.00 0.
1 2245 92 0.15 0.03 0.11 557. * 2 2245 188 0.00 0.00 0.00 0.
1 2300 93 0.15 0.03 0.11 565. * 2 2300 189 0.00 0.00 0.00 0.
1 2315 94 0.15 0.03 0.12 572. * 2 2315 190 0.00 0.00 0.00 0.
1 2330 95 0.15 0.03 0.12 579. * 2 2330 191 0.00 0.00 0.00 0.
1 2345 96 0.15 0.03 0.12 586. *
* 2 2345 192 0.00 0.00 0.00 0.
*R*RRRRR*RR***RRR14***RRRRR*RR*RRR*RRRRRRR *RRR*RRRRRRRRRRR•RR R*******RRR*RRRRRRRR**RRR **R*RR **RRRR*R R***RR* RRRR**RRRRRRRRRRRRRI4RRRRtk
TOTAL RAINFALL = 7.44, TOTAL LOSS = 3. 81, TOTAL EX CESS = 3.63
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
(CFS) (HR) 6-HR 24-HR 72-HR 47.75-HR
593. 24.00 (CFS) 518. 203. 102. 102.
(INCHES) 2.336 3.656 3.661 3.661
(AC-FT) 257. 402. 402. 402.
CUMULATIVE AREA = 2.06 SQ MI
RR?RRRRRRRRRR 814141414#R14R*R*R1414**#*RRR*RR RRRRRRRRRRtRRRRRRRR RRRRRRRRRRRRRRRR***RRRRRR R*RRRR RRRRRRRR R}[RRRR* RRRR*RRR*RR*RRR*RR*RRRRRR
HYDROGRAPH AT STATION POND
PLAN 1 , RATIO = 1.00
88RR*88888888RRRRRRRRRRRRRRRRRRRBRR*RRR*8 8RRRRRRRt888R88RRRt R8RR8RR8RRRRR88888RRRR888
* RRR8RR RRRRRRRR R8RR8R8 R*RRRRR8R888RR8RRRR8R8RR8
DA MON HRMN ORD RAIN LOSS EXCESS COMP Q *
* DA MON HRMN ORO RAIN LOSS EXCESS COMP 0
1 0000 1 0.00 0.00 0.00 0. 2 0000 97 0.15 0.03 0.12 593.
1 0015 2 0.00 0.00 0.00 0. * 2 0015 98 0.00 0.00 0.00 591.
1 0030 3 0.00 0.00 0.00 0. 2 0030 99 0.00 0.00 0.00 572.
1 0045 4 0.00 0.00 0.00 0. * 2 0045 100 0.00 0.00 0.00 524.
1 0100 5 0.00 0.00 0.00 0. * 2 0100 101 0.00 0.00 0.00 451.
1 0115 6 0.00 0.00 0.00 0. * 2 0115 102 0.00 0.00 0.00 366.
1 0130 7 0.00 0.00 0.00 0. 2 0130 103 0.00 0.00 0.00 282.
1 0145 8 0.00 0.00 0.00 0. * 2 0145 104 0.00 0.00 0.00 209.
1 0200 9 0.00 0.00 0.00 0. * 2 0200 105 0.00 0.00 0.00 151.
1 0215 10 0.01 0.01 0.00 0. * 2 0215 106 0.00 0.00 0.00 111.
1 0230 11 0.01 0.01 0.00 0. 2 0230 107 0.00 0.00 0.00 82.
1 0245 12 0.01 0.01 0.00 0. * 2 0245 108 0.00 0.00 0.00 60.
1 0300 13 0.01 0.01 0.00 0. * 2 0300 109 0.00 0.00 0.00 50.
1 0315 14 0.01 0.01 0.00 0. * 2 0315 110 0.00 0.00 0.00 42.
1 0330 15 0.01 0.01 0.00 0. * 2 0330 111 0.00 0.00 0.00 36.
1 0345 16 0.01 0.01 0.00 0. 2 0345 112 0.00 0.00 0.00 30.
1 0400 17 0.01 0.01 0.00 1. * 2 0400 113 0.00 0.00 0.00 25.
1 0415 18 0.01 0.01 0.00 1. * 2 0415 114 0.00 0.00 0.00 21.
1 0430 19 0.01 0.01 0.00 1. * 2 0430 115 0.00 0.00 0.00 18.
1 0445 20 0.01 0.01 0.00 1. * 2 0445 116 0.00 0.00 0.00 15.
1 0500 21 0.01 0.01 0.00 1. 2 0500 117 0.00 0.00 0.00 13.
1 0515 22 0.01 0.01 0.00 1. 2 0515 118 0.00 0.00 0.00 11.
1 0530 23 0.01 0.01 0.00 1. 2 0530 119 0.00 0.00 0.00 9.
1 0545 24 0.01 0.01 0.00 1. * 2 0545 120 0.00 0.00 0.00 7.
1 0600 25 0.01 0.01 0.00 1. 2 0600 121 0.00 0.00 0.00 6.
1 0615 26 0.01 0.01 0.00 1. * 2 0615 122 0.00 0.00 0.00 5.
1 0630 27 0.01 0.01 0.00 1. * 2 0630 123 0.00 0.00 0.00 4.
1
1 0645
0700 28
29 0.01
0.01 0.01
0.01 0.00
0.00 1.
1. *
* 2
2 0645
0700 124
125 0.00
0.00 0.00
0.00 0.00
0.00 4.
3.
1 0715 30 0.02 0.02 0.00 1. * 2 0715 126 0.00 0.00 0.00 3.
1 0730 31 0.02 0.02 0.00 1. 2 0730 127 0.00 0.00 0.00 2.
1 0745 32 0.02 0.02 0.00 1. * 2 0745 128 0.00 0.00 0.00 2.
1 0800 33 0.02 0.02 0.00 2. * 2 0800 129 0.00 0.00 0.00 2.
1 0815 34 0.02 0.02 0.00 2. * 2 0815 130 0.00 0.00 0.00 1.
1 0830 35 0.02 0.02 0.00 2. * 2 0830 131 0.00 0.00 0.00 1.
1 0845 36 0.02 0.02 0.00 2. * 2 0845 132 0.00 0.00 0.00 1.
1 0900 37 0.02 0.02 0.00 2. * 2 0900 133 0.00 0.00 0.00 1.
1 0915 38 0.03 0.03 0.00 2. 2 0915 134 0.00 0.00 0.00 1.
1 0930 39 0.03 0.03 0.00 2. * 2 0930 135 0.00 0.00 0.00 1.
1 0945 40 0.03 0.03 0.00 2. * 2 0945 136 0.00 0.00 0.00 0.
1 1000 41 0.03 0.03 0.00 2. 2 1000 137 0.00 0.00 0.00 0.
1 1015 42 0.03 0.03 0.00 2. * 2 1015 138 0.00 0.00 0.00 0.
1 1030 43 0.03 0.03 0.00 3. * 2 1030 139 0.00 0.00 0.00 0.
1 1045 44 0.03 0.03 0.00 3. * 2 1045 140 0.00 0.00 0.00 0.
1 1100 45 0.03 0.03 0.00 3. * 2 1100 141 0.00 0.00 0.00 0.
1 1115 46 0.10 0.10 0.00 3. 2 1115 142 0.00 0.00 0.00 0.
1 1130 47 0.10 0.10 0.00 4. * 2 1130 143 0.00 0.00 0.00 0.
1 1145 48 0.10 0.10 0.00 4. * 2 1145 144 0.00 0.00 0.00 0.
1 1200 49 0.10 0.10 0.00 5. * 2 1200 145 0.00 0.00 0.00 0.
1 1215 50 0.11 0.11 0.00 6. * 2 1215 146 0.00 0.00 0.00 0.
1 1230 51 0.11 0.11 0.01 8. 2 1230 147 0.00 0.00 0.00 0.
1 1245 52 0.11 0.10 0.01 11. * 2 1245 148 0.00 0.00 0.00 0.
1 1300 53 0.11 0.10 0.02 16. * 2 1300 149 0.00 0.00 0.00 0.
1 1315 54 0.12 0.10 0.02 24. 2 1315 150 0.00 0.00 0.00 0.
1 1330 55 0.12 0.09 0.03 35. * 2 1330 151 0.00 0.00 0.00 0.
? 1345 56 0.12 0.09 0.03 49. * 2 1345 152 0.00 0.00 0.00 0.
1 1400 57 0.12 0.09 0.03 65. 2 1400 153 0.00 0.00 0.00 0.
1 1415 58 0.12 0.09 0.04 84. 2 1415 154 0.00 0.00 0.00 0.
1 1430 59 0.12 0.08 0.04 103. * 2 1430 155 0.00 0.00 0.00 0.
1 1445 60 0.12 0.08 0.04 123. 2 1445 156 0.00 0.00 0.00 0.
1 1500 61 0.12 0.08 0.05 143. * 2 1500 157 0.00 0.00 0.00 0.
1 1515 62 0.13 0.08 0.05 163. 2 1515 158 0.00 0.00 0.00 0.
1 1530 63 0.13 0.07 0.06 182. 2 1530 159 0.00 0.00 0.00 0.
1 1545 64 0.13 0.07 0.06 202. 2 1545 160 0.00 0.00 0.00 0.
1 1600 65 0.13 0.07 0.06 221. * 2 1600 161 0.00 0.00 0.00 0.
1 1615 66 0.13 0.07 0.06 240. 2 1615 162 0.00 0.00 0.00 0.
1 1630 67 0.13 0.06 0.07 258. * 2 1630 163 0.00 0.00 0.00 0.
1 1645 68 0.13 0.06 0.07 276. * 2 1645 164 0.00 0.00 0.00 0.
1 1700 69 0.13 0.06 0.07 293. * 2 1700 165 0.00 0.00 0.00 0.
1 1715 70 0.13 0.06 0.08 309. 2 1715 166 0.00 0.00 0.00 0.
1 1730 71 0.13 0.06 0.08 325. 2 1730 167 0.00 0.00 0.00 0.
1 1745 72 0.13 0.06 0.08 340. 2 1745 168 0.00 0.00 0.00 0.
1 1800 73 0.13 0.05 0.08 355. 2 1800 169 0.00 0.00 0.00 0.
1 1815 74 0.14 0.05 0.08 369. 2 1815 170 0.00 0.00 0.00 0.
1 1830 75 0.14 0.05 0.09 382. * 2 1830 171 0.00 0.00 0.00 0.
1 1845 76 0.14 0.05 0.09 396. * 2 1845 172 0.00 0.00 0.00 0.
1 1900 77 0.14 0.05 0.09 409. * 2 1900 173 0.00 0.00 0.00 0.
1 1915 78 0.14 0.05 0.09 421. * 2 1915 174 0.00 0.00 0.00 0.
1 1930 79 0.14 0.05 0.09 433. 2 1930 175 0.00 0.00 0.00 0.
1 1945 80 0.14 0.04 0.10 445. * 2 1945 176 0.00 0.00 0.00 0.
1 2000 81 0.14 0.04 0.10 456. * 2 2000 177 0.00 0.00 0.00 0.
1 2015 82 0.14 0.04 0.10 467. 2 2015 178 0.00 0.00 0.00 0.
1 2030 83 0.14 0.04 0.10 478. 2 2030 179 0.00 0.00 0.00 0.
1 2045 84 0.14 0.04 0.10 488. * 2 2045 180 0.00 0.00 0.00 0.
1 2100 85 0.14 0.04 0.10 498. 2 2100 181 0.00 0.00 0.00 0.
1 2115 86 0.14 0.04 0.11 507. * 2 2115 182 0.00 0.00 0.00 0.
1 2130 87 0.14 0.04 0.11 516. 2 2130 183 0.00 0.00 0.00 0.
1 2145 88 0.14 0.04 0.11 525. * 2 2145 184 0.00 0.00 0.00 0.
1 2200 89 0.14 0.04 0.11 533. * 2 2200 185 0.00 0.00 0.00 0.
1 2215 90 0.15 0.03 0.11 541. 2 2215 186 0.00 0.00 0.00 0.
1 2230 91 0.15 0.03 0.11 549. * 2 2230 187 0.00 0.00 0.00 0.
1 2245 92 0.15 0.03 0.11 557. * 2 2245 188 0.00 0.00 0.00 0.
1 2300 93 0.15 0.03 0.11 565. * 2 2300 189 0.00 0.00 0.00 0.
1 2315 94 0.15 0.03 0.12 572. * 2 2315 190 0.00 0.00 0.00 0.
1 2330 95 0.15 0.03 0.12 579. * 2 2330 191 0.00 0.00 0.00 0.
1 2345 96 0.15 0.03 0.12 586. *
k 2 2345 192 0.00 0.00 0.00 0.
kk*kk**kk*** *kkkkk*k kkk *kkkkk*kkk**kk**kkk kkk*kkkkkkkk*kk* *kkkkkk*kk *kkktkkkkkk k**kkk **kk*k kk*k**k* kkkkk**k kkkkkkkkk*kkkkk*kkkkkkk*
TOTAL RA INFALL = 7.44, TOTAL LOSS = 3.81, TOTAL EXCESS = 3.63
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
(CFS) (HR) 6-HR 24-HR 72-HR 47.75-HR
593. 24.00 (CFS) 518. 203. 102. 102.
(INCHES) 2.336 3.656 3.661 3.661
(AC-FT) 257. 402. 402. 402.
CUMULATIVE AREA = 2.06 SQ MI
![k* kkk kkk kkk kkk kkk kkk kkk kkk kk* kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk kkk k*k kkt kkk kkk kkk #kk
******kkkk*kkk
* *
18 KK * EMB
* *
***kk*********
RESERVOIR
ROUTING BY MODIFIED PULS -
16' X 8'
THREE-SIDED
CULVERT
0 OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
kkk kkk
21 KP kkk kkk
PLAN 1 FOR STATI kkk kk* *** kkk kkk
ON EMB *** kkk kkk kkk kkk kk* k*k kkk
HYDROGRAPH ROUTING DATA
22 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 791.50 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
23 SV STORAGE 0.0 0.3 1.5 2.6 7.6 18.8 36.6 48.1 54.5 86.0
24 SE ELEVATION 790.00 794.00 798.00 800.00 804.00 808.00 812.00 814.00 815.00 820.00
25 SQ DISCHARGE 0. 176. 224. 320. 416. 528. 592. 656. 784. 912.
&E ELEVATION 791.50 794.30 794.70 795.50 796.30 797.10 797.50 797.90 798.70 799.50
27 SS SPILLWAY
CREL 791.50 SPILLWAY CREST ELEVATION
SPWID 0.00 SPILLWAY WIDTH
CODW 0.00 WEIR COEFFICIENT
EXPW
28 ST TOP OF DAM
TOWEL
DAMWID
COQD
EXPD
1.50
832.10
0.00
0.00
0.00
EXPONENT OF HEAD
ELEVATION AT TOP OF DAM
DAM WIDTH
WEIR COEFFICIENT
EXPONENT OF HEAD

COMPUTED STORAGE-OUTFLOW-ELEVATION DATA
(INCLUDING FLOW OVER DAM)
STORAGE 0.00 0.11 0.30 0.39 0.50 0.74 0.97 1.20 1.32 1.43
OUTFLOW 0.00 0.00 157.14 176.00 224.00 320.00 416.00 528.00 592.00 656.00
ELEVATION 790.00 791.50 794.00 794.30 794.70 795.50 796.30 797.10 797.50 797.90
STORAGE 1.46 1.87 2.35 2.64 7.63 18.75 36.60 48.09 54.48 86.00
OUTFLOW 672.00 784.00 912.00 992.00 1632.01 2272.02 2912.03 3232.04 3392.04 4192.05
ELEVATION 798.00 798.70 799.50 800.00 804.00 808.00 812.00 814.00 815.00 820.00
HYDROGRAPH AT STATION EMB
FOR PLAN 1, RATIO = 1.00
PEAK OUTFLOW IS 592. AT TIME 24.00 HOURS
FLOW TIME MAXIMUM AVERAGE FLOW
S) (HR) 6-HR 24-HR 72-HR 47.75-HR
592. 24.00 (CFS) 518. 202. 102. 102.
(INCHES) 2.336 3.655 3.661 3.661
(AC-FT) 257. 402. 402. 402.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
(AC-FT) (HR) 6-HR 24-HR 72-HR 47.75-HR
1. 24.00 1. 1. 0. 0.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
(FEET) (HR) 6-HR 24-HR 72-HR 47.75-HR
797.50 24.00 797.01 793.86 792.69 792.69
CUMULATIVE AREA = 2.06 SQ MI
0
STATION EMB
(I) INFLOW, (0) OUTFLOW
0. 100. 200. 300. 400. 500. 600. 0. 0. 0. 0. 0. 0.
0 (S) STORAGE
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.8 1.2 1.6 0.0 0.0
DAHRMN PER
10000 1I------------------------------------------- ------------------- S---------------------------------------------------------
10015 21 S
10030 31 S
10045 41 S
10100 51 S
10115 61 S
10130 71 S
10145 81 S
10200 91 S
10215 101 S
10230 111 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10245 121 S
10300 131 S
10315 141 S
10330 151 S
10345 161 S
10400 171 S
10415 181 S
10430 191 S
10445 201 S
10500 211 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10515 221 S
10530 231 S
10545 241 S
251 c
261 S
10630 271 S
10645 281 S
10700 291 S
10715 301 S
10730 31I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10745 321 S
10800 331 S
10815 341 S
10830 351 S
10845 361 S
10900 371 S
10915 381 S
10930 391 S
10945 401 S
11000 411 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
11015 421 S
11030 431 S
11045 441 S
11100 451 S
11115 461 S
11130 471 S
11145 481 S
11200 49.1 S
11215 50.1 S
11230 51.I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
11245 52.1 S
53. I S
54. I S
11330 55. I S
11345 56. I S
11400 57. OI S
11415 58. I S
11430 59. 1 S
11445 60. . I S
1150061....... I ..........................5...........................
11515 62. I S .
0 63. I S
64. I S
0 65. I S
11615 66. I S
11630 67. I S
11645 68. OI S
11700 69. I. S
11715 70. I S .
1173071 ....... .........I.......................5.....................
11745 72. I S.
11800 73. I S
11815 74. i S
11830 75. I S
11845 76. oI S
11900 77. I S
11915 78. I S
11930 79. I S
11945 80. I S
12000 81 . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . .
12015 82. I S
12030 83. I S
12045 84. 1. S .
12100 85. I S .
12115 86. I S.
12130 87. .01 S.
12145 88. I S
12200 89. I S
12215 90. I S
91 . . . . . . . . . . . . . . . . . . . . . . . . . . . .. S
.
92.
f : S
93.
oo I S
12315 94. I S
12330 95. I S
12345 96. I. S
20000 97. I. S
20015 98. I. S
20030 99. I S
20045 100. Io s
20100 101 . . . . . . . . . . . . . . . . . . . . . . .Io . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . .
20115 102. 10 . S
20130 103. I0. S
20145 104. .I0 S
20200 105. Io s .
20215 106. .I S
20230 107. 10. S
20245 108. I S
20300 109. I S
20315 110. I 5
20330111.I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . .
20345 112. I S
20400 113. I S
20415 114. I S
20430 115. I S
20445 116.1 S
20500 117.I S
20515 118.1 S
119.I S
120.1 S
20600 121.1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
20615 122.1 S
20630 1231 S
20645 1241 S
20700 1251 S
20715 1261 S
20730 1271 S
20745 1281 S
160 1291
5 130I S
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . .
0 131I .S.
20845 1321 S
20900 1331 S
20915 1341 S
20930 1351 S
20945 1361 S
21000 1371 S
21015 1381 S
21030 1391 S
21045 1401 S
21100141I' ...............................S.............................
21115 1421 S
21130 1431 S
21145 1441 S
21200 1451 S
21215 1461 S
21230 1471 S
21245 1481 S
21300 1491 S
21315 1501 S
21330 1511 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
21345 1521 S
21400 1531 S
21415 1541 S
21430 1551 S
21445 1561 5
0 1571 S
5 1581 S
0 1591 S
21545 1601 S
21600 1611 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
21615 1621 S
21630 1631 S
21645 1641 S
21700 1651 S
21715 1661 S
21730 1671 S
21745 1681 S
21800 1691 5
21815 1701 S
21830171I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
21845 1721 S
21900 1731 S
21915 1741 S
21930 1751 S
21945 1761 S
22000 177I S
22015 1781 S
22030 1791 S
22045 1801 S
22100 1811 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .S. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
22115 1821 S
22130 1831 S
22145 1841 S
1851 S
1861 S
30 1871 S
22245 1881 S
22300 1891 S
22315 1901 S
223301911 ...............................5.............................
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION EMB
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 791 .50 791.50 832.10
STORAGE 0. 0. 162.
OUTFLOW 0. 0. 6128.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 797.50 0.00 1. 592. 0.00 24.00 0.00
*** NORMAL END OF HEC-1 ***
•
0
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
0 TIME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
OPERATION STATION AREA PLAN RATIO 1
1.00
HYDROGRAPH AT POND 2.06
ROUTED TO
EMB 2.06
•
1 FLOW 593.
TIME 24.00
1 FLOW 592.
TIME 24.00
** PEAK STAGES IN FEET **
1 STAGE 797.50
TIME 24.00
C
P-.?
HEC-RAS
WATER SURFACE PROFILE
SUMMARY OUTPUT
E
0
S U2 ??? P20?/GE
•
NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 6/3/96
ROCK BRANCH
800] ------
WS 3
WS 2
798
796
794
0 792
cz
a?
w
790-
788-
?g7
7861
784
0
50 -yk
25-y?
WS1
Invert
0 1 Main Channel Distance (ft)
100 200 300 400 500 600 700
IKIxf- p /--Lo w
I 1,
•

394.00 HEC-RAS Plan: Plan 03 Re
794.501 798.17 1 ach: ROCK
798.53 BRANCH 8/
0.006043 12196
u4.84
81.42
30.51
111` 502.00 794.501 798.61 1 799.04 0.005973 5.32 94.96 31.82
593.001 794.501 798.951 799.44 0.005908 5.66 105.99 32.84

:2 F 394.001 793.001 795.471 795.471 796.52 0.025297 8.22 47.92 22.87

< 502.001 793.001 795.86 795.861 797.06 0.0244081 8.77 57.24 23.98
a%
<.: 593.00 793.001 796.161 796.161 797.47 0.024138 9.20 64.46 24.80

394.00 791.601 794.28 1 795.07 0.0185151 7.14 55.17 26.26
X37 '; 502.001 791.601 794.18 794.43 795.59 0.0343441 9.53 52.66 25.85
593.00 791.601 ! 794.43 794.731 795.99 0.034373 10.02 59.16 26.89
1 1 5 qt 2 /I r/e* ? I-C4U
92 394.001 789.101 791.23 791.231 792.05 0.025736 7.28 54.18 33.18
n:t1t92 502.00 789.101 791.52 791.52 1 792.48 0.024711 7.88 64.00 34.17
,Qtl.A2 r 593.001 789.10 1 791.76 791.76 1 792.82 0.023636 8.27 72.27 34.99

1,561`89 1 394.001 786.20 1 789.20 1 789.39 0.003695 1 3.54 118.60 59.32
1.0189 502.00 786.20 ] 789.511 1 789.75 1 0.004010 3.971 137.66 1 61.94
1:0189 593.00 786.20 1 789.981 1 790.21 1 0.003317 1 3.96 167.26 65.80

'1.U 394.00 1 785.50 787.99 787.99 1 788.70 1 0.023228 6.82 64.46 65.80
1.0 502.00 785.50 1 788.501 788.27 1 789.09 0.014619 6.32 99.94 71.75
to 593.00 785.50 1 789.50 788.49 1 789.80 0.005149 1 4.65 176.77 1 81.92
0
MixED 14?Co w
HEC-
798.53 798.17 RAS Plan:
0.36 Plan 03 Re
1.95 ach: ROCK B
0.07 RANCH 811 2M
394.00
30.51
799.04 798.61 0.44 1.91 0.08 502.00 31.82
799.44 798.95 0.50 1.89 0.08 593.00 1 32.84

796.52 795.47 1.05 1.10 0.08 394.00 22.87
797.06 795.86 1.19 1.10 0.071 1 502.001 23.98
797.47 796.16 1.31 1.121 0.071 1 593.00 24.80

795.07 794.281 0.79 3.01 0.00 394.00 1 26.26
795.59 794.18 1.41 1.46 0.02 502.00 25.85
795.99 794.43 1.56 1.46 0.02 593.00 26.89

792.05 791.23 0.82 2.35 0.19 393.98 0.02 33.18
w 792.48 791.52 0.96 2.30 0.22 1 501.84 0.16 34.17
792.82 791.761 1.06 592.57 0.43 1 34.99
Y
1 89,` :" 789.39 789.20 0.19 0.64 1 0.05 0.00 394.00 59.32
1.0189 k 789.75 1 789.51 0.24 0.63 0.04 0.28 501.72 61.94
1.0189 790.21 789.98 1 0.24 0.40 1 0.01 0.95 592.05 65.80
n: 1
1 788.70 787.99 0.71 0.00 1 0.00 4.32 389.68 65.80
1.0- 789.09 1 788.50 1 0.59 0.00 1 0.00 1 22.76 479.24 71.75
1.0 789.80 1 789.50 0.30 0.00 0.00 57.50 1 535.50 1 81.920

NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
1 DWNSTR SECTION-1 I
805
800
0 795
cz
a?
w
790
WS 3
WS 2
WS1
Ground
•
Bank Sta.
785
0 50 100 150 200
0 1 Station (ft)
.15 .045 .15 -?
NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
I CULVERT EXIT SECTION -- 2 1
.15 045 T 15
805
800
0 795
cz
a?
w
790
785
WS 3
WS 2
WS 1
¦
Ground
•
Bank Sta
0 1 Station (ft)
0 50 100 150
. NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
I SECTION AT EMBANK AXIS - 2A I
15 i 045 -?I - .15
815
810
805
0 800
cu
am
w
795
790
785
WS 3
WS 2
WS1
Ground
•
Bank Sta
0 1 Station (ft)
0 50 100 150 200
• NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
CULVERT ENTRANCE SECT--3 I
815
810
805
c
0
cis
m
w 800
795
790
WS 3
WS1
WS2
¦
Ground
•
Bank Sta
0 50 100 150 200
0 1 Station (ft)
.15 .045 1 .15
1 114
NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
I UPSTREAM SECTION -- 4 I
815
810
805
c
0
cz
m
w 800
795
790
WS 3
WS 2
WS1
Ground
•
Bank Sta
0 50 100 150 200 250
Station (ft)
.15 ?' .045 .15 ---?
NORTH CAROLINA EMBANK CULVERT-NAT Plan: Plan 03 8/12/96
i UPSTREAM SECTION -- 5 I
815
810
805
c
0
:r
W
CD
w 800
795
790
WS 3
WS 2
WS 1
Ground
•
Bank Sta
0 50 100 150 200 250
Station (ft)
.15 .045- .15 --?
?J
Plan: Plan 03 Reach: ROCK
798.95
0.50 BRANCH Riv Sta: 1.1231 Profil
Leff
0.15
0 e: 3 8112195

0.045 0.150
799.44 an. {fi)
F 200.00 200.0011 200.00
0.005908 a {aq fo
7 0.67 104.65 0.67

„ Cts) 593.00 1.
?lowr ds)
593.00
th {ft) 32.84 fl op Width (ft) 1.421 30.00 1.42
I (fUs) ,- 5.59 wog. vet (tug) 0.411 5.66 0.41
*&$I Dpth (it) 4.45 r Depth (ft) 0.471 3.49 0.47
, {fi) Netted Pil .' (to 1.71 31.41 1.71
;; (cfs) 7715.0 V. (mss) 3.61 7707.81 3.6
Plan: Plan 03 Reach: ROCK BRANCH Riv Sta: 1.0852 Profile: 3 8112196
1
. ?I@Y-ift} 796.16t8tr>attt ' Left 06• harmets tl?llt OB
HeBe(t) 1.31 :,t!-IAt. 0.045
s: EI@V {ft) 797.47 1 teeth' Len. (ft) 50.001 50.00 50.00
. Sfape'(ft)ft} 0.024138 low Area (sq ft) 64.46
otai {cfs) 593.00 Or!! {cfa) 593.00
°'1Altdttl {ft} 24.80 TO' Width (ft) 24.80
Y Tadaf MIS)
9.20 Avg. Vet. (*s)
9.20
f41Ax Chi Dpth (ft) 3.16 t*r. Depth (ft) 1 2.60
t 796.16 Wetted Per. (ft) 26.84
(cfa)..:??-. 3816.8 Conv.. (Cis) ! 3816.8;
Plan: Plan 03 Reach: ROCK BRANCH Riv Sta: 1.0757 Profile: 3 8/12196
S.l ev ft) 794.43 £fement leftC M Chenrtet1-
- , )Right ©B
,Head (ft) 1.56 Wt: n-Val. 0.045
00. Elev (ft) 795.99 Reach 1811. {ft} 140.00 140.00 140.00
$topes'{f M) 0.034373 f16W Area (sq ft) ? 59.16
{L-fit) 593.00 filmi (de) 593.00
!? Witflh,(ft} 26.89 ?op Width (ft). 26.89
ip Fj TdtitiffJs) ` 10.02 AVS. Yet. (ft/s) 10.02
titatc CM Dpth (ft) 2.83 Mydr. Depth (ft) 2.20
794.73 WettesdPer. ,(ft) 28.24 1
Cony:"lot (cfs) 3198.5 taN1v. (cfs)
3198.5

•
Plan: Plan 03 Reach: ROCK BRANCH Riv Sta: 1.0189 Profile: 3 8/12/96
is
(f t) { 789.98 Le#t "' I Ott t?B
_... Ott} 0.24 t1-lief. 0.150 0.045
I rfl Elev (tt) 790.21 R+etich'LBn. (ft) 100.00 100.00 100.00
0.003317 E1t+w Area (sq ft) 20.581 146.68
;CIOlal {Cfa} 593.00 tCfB} , , : 0.951 592.05
Width (ft) ; 65.80
m:W
1
" op, Width (ft)

17.861

47.95
s ?f xws) 3.55 Wig. VOL (ftls)
0.621
3.96
?
Melt 00th (it) 3.78 4#0# ,D*h (ft)
1.151
3.06
r 11lr.S,{itj ,.,: i+VetfedPer (ft) 17.98 48.90
fit C}$) 10296.0 Cfmr = ?" 1 223.1 ! 10072.9!;
Plan: Plan 03 Reach: ROCK BRANCH Riv Sta: 1.0 Profile: 3 8/12/96
"yam , 789.50 `"'` t: Left :: Channel
n ' .; Right a''
"rQ :3
(ft) 0.30 . Tt-Val.
0.1501
0.045
?tltt {it) 789.80 . {ft}
(ttlft) 0.005149 Ar00 (sq ft) 61.56 115.21

(da} 593,00 Fbw(cfe)
:. z
57.501
535.50
Wktth (ft) 81.92 TOp VVidth (ft) 40.75 41.17
{tdi (ftls) 3.35 3ltrg: VOL (ftfs) 0.931 4.65
i tt ht`Dpth (ft) 4.00 0fdr4 'Opth (ft) 1 1.51 2.80
t1 1At 5. 788.49 ettsd Per. (ft) 40.87 1 41.93
Cov. Total {cfs) - 8264.1 00"(W., (sfs) 801.4 1 7462.8 1

Plan: Plan 03 Reach: ROCK BRANCH Riv Sta: 1.0492 Profile: 3 8/12196
•
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
GEOTECHNICAL DESIGN COMPUTATIONS
(Refer to Final Report for Stability Analyses
and to the Law Engineering Report for boring logs)
•
•
culveri.cov
8/6/96
95S3055A
-v-- tJ ?----CP.TE-------- •. --_: C0 T r, F------
g - - -- -
----------- ?--- ------ --------------
o-
t`

M
w
•

V
nm
v
a
to
11
o-
0
a „
tA
0 ? ,o to I
?t
ao v e- ?
?L
0
C16. S" -40
,lotions and Construction Materials
bution. The procedure for determining
w ch of many submitted samples should be
tested is in itself conducive to obtaining a rep-
resentative range of values, since samples were
selected from the coarsest, finest, and average
soil within a potential source.
For each soil property listed, the average
and its 90 percent confidence limits are given
`where sufficient data were available to deter-
mine them. Since all laboratory tests, except
large-sized permeability tests, were made on
the minus No. 4 fraction of the soil, data on
'average values for the gravels are not available
for most properties. However, an indication
as to whether these average values will be
greater than or less than the average values
for the corresponding sand group is given in
the table. The averages shown are subject to
uncertainties that arise from sampling fluctua-
tions, and they tend to vary from the true aver-
ages more widely if the number of observations
is small. The plus or' minus limits given are
determined mathematically from the number
of observations and from the standard devia-
f the data used to determine the average.
limits imply that the true average, ob-
tained by securing and testing more and more
,samples under the same essential conditions,
lies within the plus or minus values 9 chances
13"
out of 10 [4].
The values for Proctor maximum dry densit3
and optimum water content were obtained by
tests described in section 120. The other
properties are based on tests made on samples
compacted to Proctor maximum dry density at
optimum water content. The value of void
ratio, ec, is the ratio of the portion of the vol-
ume of the soil mass occupied by water and air
to the volume of the soil grains. It is derived
from the Proctor maximum dry density and
the specific gravity of the grains. The MH
and CH soil groups have no upper boundary of
liquid limits in the classification; hence, it is
necessary to give the range of those soils in-
cluded in the table. The maximum liquid lim-
its for the MH and the CH soils tested were 81
and 88 percent, respectively. Soils with high-
er liquid limits than these will have inferior
engineering properties.
(b) Permeability.-The voids in the soil
mass provide passages through which water
may move. Such passages are variable in size
and the paths of flow are tortuous and inter-
connected. If, however, a sufficiently large
number of paths of flow are considered as act-
ing together, an average rate of flow for the
soil mass can be determined under controlled
conditions that will represent a property of the
TABLE 8.-Average properties of soils
Proctor compaction Compressibility Shearing strength
Soil classifi- Permeability,
cation group maximum optimum Void ratio, e, k,
dry density water feet per year Q 20 p.s.i„ G 50 p.s.i., C. C'.1 tan 0
in pounds content, percent percent p.s.i. P.S.I.
per cubic root percent
GW >110 <13.3 (') 27,0001 <1.4 >0.79
13.000
GP >110 <12.4 (') 64.0001 <0.8 >0.74
34, 000
GM >114 <14.5 (') >0.3 <1.2 <3.0 >0.67
GC >115 <14.7 (') >0.3 <1.2 <2.4 >0.60
SW 119}5 13.312.5 0.371' (') 1.4=' (') 5.710.6 (1) 0.7910.02
SP 11012 12.411.0 0.50=0.03 >15.0 0.6=0.3 (1) 3.30.9 (') 1 0.74-±-0.02
SM 114=1 14.5=0.4 0.46=0.02 7.5118 1.210.1 3.0=0.4 7.4-!-0.9 2.9=1.0 0.67-0.02
SM-SC 119=1 12.8=0.5 0.41=0.02 0.8=0.6 1.410.3 2.9=1.0 7.3=3.1 2.1=0.8 0.66=0.07
SC 115=1 14.710.4 0.48=0.01 0.310.2 1.2=0.2 2.410.5 10.9=2.2 1.6=0.9 0.60=0.07
M L 103}1 19.2=0.7 0.63=0.02 0.59=0.23 1.510.2 2 6=0.3 9. 711.5 1.3=' 0. _-0.04
'SL CL 109=2 16.8=0.7 0.54=0.03 0.13=0.07 1.0=0.2 2.2=0.0 9.2=2.4 3 2= 0.62=0.
CL 10811 17.3=0.3 0.56=0.01 0.00.=0.03 1.4=0.2 2.6=0.4 12.611.5 ? 3 0.54=0.04
OL (') (') (') (')
14H 82=4 36.3=3.2 1.15=0.12 0.16=0.10 2.0=1.2 3.6=0.8 10.5=4.3 2.9=1.3 0.47=0.05
CH 94=2 25.5=1.2 0.8010.04 0.05=0.05 2.6=1.3 3.9=1.5 14.9=4.9 1.6=0.86 0.35=0.09
OH

entry indicates 9o percent confidence limits of the average value. • Denotes insufficient data, > is greater than, < is less than.
3•uQ Q

96
DESIGN OF SMALL DAMS
Table 5-1.-Average engineering properties of compacted soils. From the Western United States. Last updated October 6, 1982.
Compaction Shear strength

Laboratory Index Avg. placement
USCS
unit
Mois- Effective
soil
type
Specific
gravity Maximum
unit Optimum
moisture weight Unit ture, stress
No. 4 No. 4 weight,
' content,
% Max.
lb/ft' Min.
lb/ft' weight,
lb/ft' content,
% e s
lb/in V,
degrees Values listed
minus plus lb/ft
2.69 2.58 124.2 11.4 133.6 108.8 - - - -
- Average of all values
Standard deviation
0.02 0.08 3.2 1.2 10.4 10.2 - - - - Minimum value
GW 2.65 2.39 119.1 9.9 113.0 88.5 - - - - Maximum value
2.75 2.67 127.5 13.3 145.6 132.9 - - -
0 Total number of tests
16 9 5 16
2.68 2.57 121.7 11.2 137.2 112.5 127.5 6.5 5.9 41.4
5
2 Average of all values
Standard deviation
0.03 0.07 5.9 2.2
1
9 6.3
3
118 8.3
85.9 7.2
117.4 1.2
5.3 -
5.9 .
38.0 Minimum value
GP 2.61
2.76 2.42
2.65 104.9
127.7 .
17.7 .
148.8 123.7 133.9 8.0 5.9 43.7 Maximum Total umber value tests
35 12 15 34 3
2.73 2.43 113.3 15.8 132.0 108.0 125.9 10.3
2 13.4
7
3 34.0
6
2 Average of all values
Standard deviation
0.07 0.18 11.5 5.8
5
8 3.1
128
9 0.2
107.8 0.9
125.0 1.
9.1 .
9.7 .
31.4 Minimum value
GM 2.65 2.19
92
2 87.0
0
133 .
29.5 .
135.1 108.1 126.9 11.5 17.0 36.5 value
xi
2.92 . .
2 2 tests
number
Total
34 17 36
2.73 2.57 116.6 13.9 - - 111.1 15.9 10.2
1
5 27.5
7
2 Average of all values
Standard deviation
0.08 0.21 7.8 3.8 - - 10.4
96
8 1.6
11
2 .
5.0 .
17.7 Minimum value
GC 2.67 2.38 96.0 6.0
6
23 -
- -
- .
120.9 .
22.2 16.0 35.0 Maximum value
3.11 2.94 129.0 . 3 Total number of tests
34 6 37 0
2.67 2.57 126.1 9.1 125.0 99.5 - - - -
- Average of all values
Standard deviation
0.03 0.03 6.0 1.7 6.0 7.1 - - - - Minimum value
SW 2.61 2.51 118.1 7.4 116.7 87.4 - - - - Maximum value
2.72 2.59 135.0 11.2 137.8 109.8 - - -
0 Total number of tests
13 2 1 12
2.65 2.62 115.6 10.8 115.1 93.4 103.4 5.4 5.5 37.4
0
2 Average of all values
Standard deviation
0.03 0.10 9.7 2.0
7
8 7.2
105
9 8.8
78.2 14.6
88.8 -
5.4 3.0
2.5 .
35.4 Minimum value
SP 2.60
2.77 2.52
2.75 106.5
134.8 .
13.4 .
137.3 122.4 118.1 5.4 8.4 39.4 Taal number value
tests
36 3 7 39 2
2.68 2.18 116.6 12.5 110.1 84.9 112.0 12.7 6.6
5
6 33.6
7
5 Average of all values
Standard deviation
0.06 0.11 8.9 3.4
6
8 8.7
5
88 7.9
61.6 11.1
91.1 5.4
1.6 .
0.2 .
23.3 Minimum value
SM 2.51
3.11 2.24
2.63 92.9
132.6 .
25.5 .
122.9 97.1 132.5 25.0 21.2 45.0 Total number value
tests
149 9 123 21 17
2.69 2.17 118.9 12.4 - - 115.6 14.2 5.0 33.9
9
2 Average of all values
Standard deviation
0.04 0.18 5.9 2.3 - - 14.1
91
1 5.7
7
5 2.5
0.7 .
28.4 Minimum value
SC 2.56 2.17 104.3 6.7
18
2 -
- -
- .
131.8 .
22.7 8.5 383 Maximum value
2.81 2.59 131.7 . 10 Total number of tests
88 4 73 0
9
98 22
1 6 34.0
3 Average of all values of •
2.69 - 103.3 19.7 - - .
11
5 .
8
9 ' Standard deviation
0.09 - 10.4
6
81 5.7
6
10 -
- -
- .
80.7 .
11.1 0.1 25.2 Minimum value
ML 2.52 - .
0
126 .
34
6 - - 119.3 40.3 11.9 37.7 Maximum value
3.10 - . . 0 14 Total number of tests
65 0 39
2.71 2.59 109.3 16.7 - - 106.5 17.7 10.3 25.1
7
0 Average of all values
Standard deviation
0.05 0.13 5.5 2.9 - - 7.8
85
6 5.1
11
6 7.6
0.9 .
8.0 Minimum value
CL 2.56 2.42 90.0 6.4
29
2 -
- -
- .
118.7 .
35.0 23.8 33.8 Maximum value
2.87 2.75 121.4 . 0 31 Total number of tests
270 3 221
- - - Average of all values
2.79 - 85.1 33.6 - - - - Standard deviation
0.25 - 2.3 1.6 - - - - - _ Minimum value
MH 2.47 - 82.9 31.5 - - - - - - Maximum value
3.50 - 89.0 35.5 - - - - 0 Total number of tests
10 0 5 0
C?
.7
C7
X
fo
co
4-1
IM-4
n.4
m
V110
OCIS
Q+ I
01
Zoo
m
0
hH
/•1Z.
wa
xz
um
zo
m
0m?,
um
f4f.N
oa
4404
P4.
P-4
Z CA
t7 V?
la
tV
ati
x
s~ ?
VO
PA41)
VIA
C fr
foV
S?
00?'
N
xo
vE
0
ac
a?
F
m
m
a
t+7
r,
qjj?
V
1n
N.K
a
x
Nm
i!
c
..,
m
NH
U7
a
ov
a
SH
m(A
•-1V
a
a
1n
m
vi
tD m m,w nm m m
In m n X 4?3
117 m
0? Q+ WQ 4400 h h
I v
N
** PCSTABL5 **
by
------Purdue University
---------------- --------------------------------------------------
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencers Method of Slices
Run Date: 08-06-96
Time of Run: 11:18am
Run By: BOB MANNS
Input Data Filename: J:CULVSSS.IN
Output Filename: J:CULVSSS.OUT
Plotted Output Filename: J:CULVSSS.PLT
PROBLEM DESCRIPTION
BOUNDARY COORDINATES
6 Top Boundaries
8 Total Boundaries
Rock Branch Creek Dam - Gullford Co., NC
HEI Job No. 9553055
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 .00 90.00 100.00 90.00 2
2 100.00 90.00 226.00 132.00 1
3 226.00 132.00 261.00 132.00 1
4 261.00 132.00 312.00 115.00 1
5 312.00 115.00 387.00 90.00 1
6 387.00 90.00 400.00 90.00 2
7 100.00 90.00 387.00 90.00 2
8
-------------------- .00
------------ 86.00
---------- 400.00
----------- 86.00
----------- 3
----------------
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 120.0 460.0 32.0 .00 .0 1
2 125.0 125.0 .0 32.0 .00 .0 1
3 150.0 150.0 9999.9 .0 .00 .0 0
-----------------------------------------------------------------------------
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 2 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 .00 90.00
2 400.00 90.00
--------------------------------------------------------------------------------
Searching Routine Will Be Limited To An Area Defined By 1 Boundaries
Of Which The First 1 Boundaries Will Deflect Surfaces Upward
Boundary X-Left Y-Left X-Right Y-Right
No. (ft) (ft) (ft) (ft)
1 .00 86.00 400.00 86.00
--------------------------------------------------------------------------------
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
100 Trial Surfaces Have Been Generated.
10 Surfaces Initiate From Each Of 10 Points Equally Spaced
Along The Ground Surface Between X = .00 ft.
and X = 100.00 ft.
Each Surface Terminates Between X = 199.00 ft.
and X = 234.00 ft.
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = .00 ft.
8.00 ft. Line Segments Define Each Trial Failure Surface.
•
•

Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
* * Safety Factors Are Calculated By The Modified Bishop Method * *
Failure Surface Specified By 19 Coordinate Points
Point X-Surf
No. (ft)
1 100.00
2 107.81
3 115.71
4 123.68
5 131.67
6 139.67
7 147.63
8 155.53
9 163.34
10 171.02
11 178.54
12 185.88
13 193.00
14 199.88
15 206.48
16 212.79
17 218.78
18 224.43
19 229.38
Circle Center At X
*** 2.604
Y-Surf
(ft)
90.00
88.26
87.01
86.27
86.03
86.29
87.05
88.31
90.07
92.31
95.03
98.22
101.86
105.95
110.46
115.38
120.68
126.35
132.00
131.5 ; Y = 213.2 and Radius, 127.1
***
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.83 88.34
3 115.73 87.14
4 123.70 86.40
5 131.70 86.15
6 139.69 86.36
7 147.66 87.04
8 155.58 88.20
9 163.42 89.82
10 171.14 91.90
11 178.73 94.43
12 186.16 97.40
13 193.39 100.81
14 200.42 104.64
15 207.20 108.88
16 213.72 113.51
17 219.96 118.52
18 225.89 123.89
19 231.50 129.60
20 233.59 132.00
Circle Center At X = 132.1 ; Y = 221.6 and Radius,
*** 2.606 ***
135.4
-----------------
Failure ---------------------------------------------------------------
Surface Specified By 16 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.75 88.03
3
4 115.64
123.62 86.71
86.07
5 131.62 86.10
6 139.59 86.80
7 147.47 88.18
8 155.21 90.21
9 162.75 92.89
10 170.03 96.19
11 177.01 100.09
12 183.64 104.57
13 189.87 109.59
14 195.65 115.12
15 200.95 121.12
16 203.45 124.48
Circle Center At X = 127.3 ; Y = 180.9 and Radius, 94.9
* ** 2.686 ***
Failure Surface Specified By 16 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.74 87.99
3 115.63 86.66
4 123.61
5 131.61
. 6 139.57
7 147.44
8 155.16
9 162.67
10 169.91
11 176.82
12 183.37
13 189.49
14 195.14
15 200.28
16 201.50
Circle Center At X =
*** 2.690
86.02
86.07
86.81
88.24
90.35
93.11
96.52
100.54
105.14
110.29
115.96
122.09
123.83
127.0 ; Y = 178.3 and Radius,
***
92.3
--------------------------------------------------------------------------------
Failure Surface Specified By 21 Coordinate Points

•
Point X-Surf Y-Surf
No. (ft) (ft)
i 88.89 90.00
2 96.78 88.69
3 104.73 87.76
4 112.71 87.21
5 120.71 87.04
6 128.70 87.26
7 136.68 87.86
8 144.62 88.85
9 152.50 90.22
10 160.31 91.96
11 168.02 94.08
12 175.63 96.56
13 183.10 99.41
14 190.44 102.61
15 197.60 106.16
16 204.59 110.05
17 211.39 114.28
18 217.97 118.82
19 224.33 123.68
20 230.45 128.83
21 233.86 132.00
Circle Center At X = 120.1 ; Y = 253.5 and Radius, 166.5
* ** 2.697 ***
Failure Surface Specified By 19 Coordinate Points
. Point
No X-Surf
(ft) Y-Surf
(ft)
.
1 100.00 90.00
2 107.87 88.54
3 115.81 87.57
4 123.79 87.09
5 131.79 87.11
6 139.78 87.62
7 147.71 88.62
8 155.57 90.11
9 163.33 92.09
10 170.94 94.54
11 178.39 97.45
12 185.65 100.82
13 192.68 104.63
14 199.46 108.87
15 205.97 113.52
16 212.18 118.57
17 218.07 123.99
18 223.61 129.76
19 225.32 131.77
Circle Center At X = 127.5 ; Y = 216.4 and Radius, 129.4
* ** 2.698 ***
------- ----------
Failure ---------------------------------------------------------------
Surface Specified By 17 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 88.89 90.00
2 96.68 88.16
3 104.57 86.89
4 112.54 86.18
5 120.54 86.04
6 128.53 86.47
7 136.47 87.47
8 144.31 89.03
9 152.03 91.14
10 159.57 93.80
11 166.91 96.99
12 174.00 100.70
13 180.81 104.90
14 187.30 109.58
15 193.44 114.70
16 199.20 120.25
17 202.81 124.27
Circle Center At X = 118.5 ; Y = 198.2 and Radius, 112.2
•
E
*** 2.703 ***
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 88.89 90.00
2 96.76 88.56
3 104.69 87.55
4 112.67 86.96
5 120.67 86.81
6 128.67 87.08
7 136.64 87.79
8 144.56 88.92
9 152.40 90.48
10 160.16 92.45
11 167.79 94.84
12 175.29 97.64
13 182.62 100.83
14 189.77 104.42
15 196.72 108.38
16 203.45 112.71
17 209.93 117.40
18 216.15 122.43
19 222.09 127.78
20 226.30 132.00
Circle Center At X = 119.6 ; Y = 235.6 and Radius,
* ** 2.708 ***
148.8
------------------
Failure ------------------
Surface Specified --------------------------------------------
By 18 Coordinate Points
Point X-Surf Y -Surf
No. (ft) (ft)
1 88.89 90.00
2 96.72 88.38
3 104.64 87.26
4 112.62 86.63
5 120.62 86.50
6 128.61 86.87
7 136.56 87.74
8 144.45 89.10
9 152.23 90.96
10 159.88 93.29
11 167.37 96.10
521 593
O• r.
f'1F

? © \\\\
co
10
1 V
' I 1 1 r
f l 1 1 ° ° I
to ; ° ; ( 1 CI ` i a
, I 1 m ? 1 n.
1 1 0 O co I 1 O i
mr 1
r L.
-V
1 r O ? 1
ca r--- - - - -
?
?`
Z ! r 1 41.

•
ik" 1 1 , ? 1 > 0 1

r
r r
H 1 I
1

5;
;M= -
I
I L16

r :G1
Z 1 1

• ;Zy
j?
mo ?
r ,' 1Q
1 1 I

O .
;mz , -
0

n ;a
,
\.1

e
9 1 , ?
r .
L
r+t 2 °
to I
o GG . -
w •? ° I = o n
o f•
C O
I AM
C?a
p n LA 'V r i
o
Ul x r / poc
V) Z n % 'wA
ul Q Z n m o ?? go
to C m 2 ?C.* r4l:51-16.en6/.n
m m o o p ®00400000 $ /:?? o\
v r
1 - ?
C\/r N O r?nI i7?2
m c o C?i CI O ,z' ? n i ? Z S ice :. 'a
Z Z R xn0 Z z n? g? e^ 0 8 1. - 8.? = N
> £ 4
51
o n p g x /: d 6
o N
Z > 7 4"=•.
•
m
CA
Q
b
(7F+
Nm
?jm
9
I:0
r
(A
Ms -
NCA
m
3
r7
N
0
mmN
m
X
D
X
w•N
IA U
m
n
M
et
v
W
m
m
w
m m
x
m
m
H
A
7 ;a
0
30
0W
IA
etW
IS
moo
Iz
r.C)
et'S'
Id.
/?
0 0
IL Ii
j.+A
• A
k'
C,C
.. 9A
03
C
rl
c
N?
N?
N?.
r0
oil
Ad
ICC0
OZ
wo
X=
DM
zw
z
NCr
O
m
Ooz
10
m•
I?
?OLlI
O+N
W
m
FICA
rcn
r/?
W
a
3
E
•
K
n I
a =? aN 0 W
m CA met X N m CA
m my MID m m
IA
K
n I
m N me* X cn m to
m eD ONO eD m m
eD
to
'b
Nm
Hm
a
r
Gll
?F+
Vf N
m
3
1+.
7
I I
r
w
x
I
a
Id'N
U1 CA
m
n
e'F
v
W
m
m
w
N
m m
,p
m ?
H
A
7
on
IA
f+
bd
M?
r
• A
A
X
4
..t%
C3
CI
N
MY/)
r+r.
N?.
. r
H?
A+
Ot
wo
mo Z ?'q
VZi4
0
m
coz
10
I ?D
?DCJI
C+N
W
m
F•ut
rcn
cn
p
3
h
O?DOO?C?C11?1WNF+yC
N
m

?
i
l
? wwwwwwwwww??
! o+ a+ o+ cn cn cn ,p ,? ? o y
? i
n
O i
m

I
II
I ' ?
V
(B G
I
M N II t) m (n

I i

O
Z '? w

..i r

I ?i?
C•
C

m i N
'
Cl) r

i
n

I
I

I r
co
I
I
w
I
w
I
r
I
i
I

O D K p
n z o)

?
O
D r

r r*i

C

CT N
O v O ?

n
o ^? r

O O O)
?
? U')
D
o ?o
D
Z

o?
m?
O N N ?Z

mD
N Z

r
m
u
•
L_J
0
z
0
3
e

"45.3 awW 1{-/-t "WO "0'70 Y- O-
96-" TWO 71Y0 ups
190196
am ,>wwoo
3-1Q33N 3N Id
*t 7'IVOLSGIdOtld
cm
m
li- 1VA01"
'0'N ',l1h
^ MOISM
0011 'AlNd0044
0
1N311NNYOR3 V a=5
3Lro
31YN8311M 1N°';
N
G
+ N
N +
O S
is
0£8
O?e
099
099
OL8
•
u
Ot OL 0 OZ
USV3HLMON ONIH001)
(SS31 80 'lJ Ol 1HO13H)
NO1103S SSOaO 1N3WNNd8Y43 ld;
SST, 80.0 n n V-13 AQNYS
avu-
9L
AVMOVOM V 1N3ANNV8A3 3 -i
('dLL) TOSdo1 ,9
'NIA ,8
0> OZ 0 OZ
(1SV3H! MON 9NINO0I)
(0'OL2 '13 3/10811 3S` E)
N0003S SSONO 1N3WNNVGV43 11
AVMOVOM 11N3AHNVBA3 3 --1
HOOM 01 H3N32ll AD
33VJ6ns
oeL
O6L
0o9
o L9
ON
LOCB
Oy8
`I J1
\' J
12 174.67 99.37
13 181.75 103.10
14
15 188.59
195.15 107.25
111.83
16 201.41 116.80
17 207.36 122.16
18 212.62 127.54
Circle Center At X = 118.7 ; Y = 214.5 and Radius, 128.0
*** 2.722 ***
Failure Surface Specified By 22 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 77.78 90.00
2 85.66 88.64
3 93.60 87.62
4 101.57 86.95
5 109.56 86.63
6 117.56 86.66
7 125.55 87.03
8 133.52 87.75
9 141.45 88.82
10 149.32 90.23
11 157.13 91.98
12 164.85 94.06
13 172.48 96.49
14 179.99 99.24
15 187.38 102.31
16 194.62 105.70
17 201.71 109.41
18 208.63 113.42
19 215.38 117.72
20 221.92 122.32
21 228.27 127.20
22 233.98 132.00
Circle Center At X = 113.0 ; Y = 270.6 and Radius, 184.0
* ** 2.723 ***
?J
1 7-?
•
r?
U
u?
u7*•I
u7•a
m
m
W ka
In
0i1
01
zc0
.R
O
?7VJ
z
aaz
W¢
=E
VW
zo
m
0m
um
oa
(ww
.r .
.wy
Zw
ow
y
I=0
a
IOU
A..
x
a•
&P4
V?
V
pc.M
V'+'1
c.rq
ff A
!, V
410
xw
00
ox
a
c
d
H
m
OR
d'
u7
M

r.
v
m
N IA
N.Fj
x
a
x
m
Nis
m
•q
c
M
u?y
•IG4
0
a
GO
C
mH
ISO
••W
a
is
in
m
In
? m m? •-•m m m
u7 m N x +?m u7 m
c+ c+ ooa aoo N N
I ?
** PCSTABL5 **
by
0 --------------------------Purdue University
------------------------------------------------
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencers Method of Slices
Run Date: 08-06-96
Time of Run: 11:15am
Run By: BOB MANNS
Input Data Filename: J:CULVSEIS.IN
Output Filename: J:CULVSEIS.OUT
Plotted Output Filename: J:CULVSEIS.PLT
PROBLEM DESCRIPTION
BOUNDARY COORDINATES
40 6 Top Boundaries
8 Total Boundaries
Rock Branch Creek Dam - Gullford Co., NC
HEI Job No. 9553055
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 .00 90.00 100.00 90.00 2
2 100.00 90.00 226.00 132.00 1
3 226.00 132.00 261.00 132.00 1
4 261.00 132.00 312.00 115.00 1
5 312.00 115.00 387.00 90.00 1
6 387.00 90.00 400.00 90.00 2
7 100.00 90.00 387.00 90.00 2
8
-------------------- .00
----------- 86.00
----------- 400.00
----------- 86.00
----------- 3
----------------
ISOTROPIC SOIL PARAMETERS
3 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 120.0 460.0 32.0 .00 .0 1
2 125.0 125.0 .0 32.0 .00 .0 1
3 150.0 150.0 9999.9 .0 .00 .0 0
-----------------------------------------------------------------------------
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No
Point X-Water
No. (ft)
1 .00
2 400.00
1 Specified by 2 Coordinate Points
Y-Water
(ft)
90.00
90.00
A Horizontal Earthquake Loading Coefficient
Of .280 Has Been Assigned
A Vertical Earthquake Loading Coefficient
Of .000 Has Been Assigned
Cavitation Pressure = .0 psf
--------------------------------------------------------------------------------
Searching Routine Will Be Limited To An Area Defined By 1 Boundaries
Of Which The First 1 Boundaries Will Deflect Surfaces Upward
Boundary X-Left Y-Left X-Right Y-Right
No. (ft) (ft) (ft) (ft)
1 .00 86.00 400.00 86.00
--------------------------------------------------------------------------------
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
100 Trial Surfaces Have Been Generated.
10 Surfaces Initiate From Each Of 10 Points Equally Spaced
Along The Ground Surface Between X = .00 ft.
and X = 100.00 ft.
Each Surface Terminates Between X = 199.00 ft.
and X = 234.00 ft.
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = .00 ft.
8.00 ft. Line Segments Define Each Trial Failure Surface.
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
* * Safety Factors Are Calculated By The Modified Bishop Method * *
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.83 88.34
3
4 115.73
123.70 87.14
86.40
5 131.70 86.15
6 139.69 86.36
7 147.66 87.04
8 155.58 88.20
9 163.42 89.82
10 171.14 91.90
11 178.73 94.43
12 186.16 97.40
13 193.39 100.81
14 200.42 104.64
15 207.20 108.88
16 213.72 113.51
17 219.96 118.52
18 225.89 123.89
19 231.50 129.60
20 233.59 132.00
Circle Center At X = 132.1 ; Y = 221.6 and Radius, 135.4
*** 1.302 ***
40 Failure Surface Specified By 19 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.81 88.26
3 115.71 87.01
4 123.68 86.27
5 131.67 86.03
6 139.67 86.29
7 147.63 87.05
8 155.53 88.31
9 163.34 90.07
10 171.02 92.31
11 178.54 95.03
12 185.88 98.22
13 193.00 101.86
14 199.88 105.95
15 206.48 110.46
16 212.79 115.38
17 218.78 120.68
18 224.43 126.35
19 229.38 132.00
Circle Center At X = 131.5 ; Y =
*** 1.305 ***
213.2 and Radius, 127.1
-----------------------------------------------------------------------------
Failure Surface Specified By 17 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 88.89 90.00
2 96.68 88.16
3 104.57 86.89
4 112.54 86.18
5 120.54 86.04
6 128.53 86.47
7 136.47 87.47
8 144.31 89.03
9 152.03 91.14
10 159.57 93.80
11 166.91 96.99
12 174.00 100.70
13 180.81 104.90
14 187.30 109.58
15 193.44 114.70
16 199.20 120.25
17 202.81 124.27
Circle Center At X = 118.5 ; Y =
*** 1.343 ***
198.2 and Radius, 112.2
•
E
Failure Surface Specified By 16 Coordinate Points
Point X-Surf
No. (ft)
1 100.00
2 107.75
3 115.64
4 123.62
5 131.62
6 139.59
7 147.47
8 155.21
9 162.75
10 170.03
11 177.01
12 183.64
13 189.87
14 195.65
15 200.95
16 203.45
Circle Center At X
*** 1.344
Y-Surf
(ft)
90.00
88.03
86.71
86.07
86.10
86.80
88.18
90.21
92.89
96.19
100.09
104.57
109.59
115.12
121.12
124.48
127.3 ; Y = 180.9 and Radius,
***
94.9
-----------------
Failure ---------------------------------------------------------------
Surface Specified By 16 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.74 87.99
3 115.63 86.66
4 123.61 86.02
5 131.61 86.07
6 139.57 86.81
7 147.44 88.24
8 155.16 90.35
9 162.67 93.11
10 169.91 96.52
11 176.82 100.54
12 183.37 105.14
13 189.49 110.29
14
15 195.14
200.28 115.96
122.09
16 201.50 123.83
Circle Center At X = 127.0 ; Y = 178.3 and Radius, 92.3
*** 1.346 ***
9
•
Failure Surface Specified By 21 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 88.89 90.00
2 96.78 88.69
3 104.73 87.76
4 112.71 87.21
5 120.71 87.04
6 128.70 87.26
7 136.68 87.86
8 144.62 88.85
9 152.50 90.22
10 160.31 91.96
11 168.02 94.08
12 175.63 96.56
13 183.10 99.41
14 190.44 102.61
15 197.60 106.16
16 204.59 110.05
17 211.39 114.28
18 217.97 118.82
19 224.33 123.68
20 230.45 128.83
21 233.86 132.00
Circle Center At X = 120.1 ; Y = 253.5
*** 1.347 ***
and Radius, 166.5
-----------------
Failure ------------------
Surface Specified ---------------------------------------------
By 22 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 77.78 90.00
2 85.66 88.64
3 93.60 87.62
4 101.57 86.95
5 109.56 86.63
6
7 117.56
125.55 86.66
87.03
8 133.52 87.75
9 141.45 88.82
10 149.32 90.23
11 157.13 91.98
12 164.85 94.06
13 172.48 96.49
14 179.99 99.24
15 187.38 102.31
16 194.62 105.70
17 201.71 109.41
18 208.63 113.42
19 215.38 117.72
20 221.92 122.32
21 228.27 127.20
22 233.98 132.00
Circle Center At X = 113.0 ; Y = 270.6
*** 1.348 ***
and Radius, 184.0
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 88.89 90.00
2 96.76 88.56
3 104.69 87.55
4
0 112.67 86.96
5 120.67 86.81
6 128.67 87.08
7 136.64 87.79
8 144.56 88.92
9 152.40 90.48
10 160.16 92.45
11 167.79 94.84
12 175.29 97.64
13 182.62 100.83
14 189.77 104.42
15 196.72 108.38
16 203.45 112.71
17 209.93 117.40
18 216.15 122.43
19 222.09 127.78
20 226.30 132.00
Circle Center At X = 119.6 ; Y = 235.6 and Radius,
*** 1.356 ***
148.8
---------------------------------------------------------------
Failure Surface Specified By 19 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 100.00 90.00
2 107.87 88.54
3 115.81 87.57
4 123.79 87.09
5 131.79 87.11
6 139.78 87.62
7 147.71 88.62
8 155.57 90.11
9 163.33 92.09
10 170.94 94.54
11 178.39 97.45
12 185.65 100.82
13 192.68 104.63
14 199.46 108.87
15 205.97 113.52
16 212.18 118.57
17 218.07 123.99
18 223.61 129.76
19 225.32 131.77
Circle Center At X = 127.5 ; Y = 216.4 and Radius,
*** 1.357 ***
LI
•
Failure Surface Specified By 18 Coordinate Points
Point X-Surf
No. (ft)
1 88.89
2 96.72
3 104.64
4 112.62
5 120.62
6 128.61
7 136.56
8 144.45
9 152.23
10 159.88
11 167.37
12 174.67
13 181.75
14 188.59
15 195.15
16 201.41
17 207.36
18 212.62
Circle Center At X
Y-Surf
(ft)
90.00
88.38
87.26
86.63
86.50
86.87
87.74
89.10
90.96
93.29
96.10
99.37
103.10
107.25
111.83
116.80
122.16
127.54
129.4
118.7 ; Y = 214.5 and Radius, 128.0
*** 1.358 ***
•
SEISMIC
11

_Y ___- . _ -- n - - if P?SQf? El -INT_'ERS INC.
c _.j ---D ATE5H--E
T nO. --------OF____--
ENGINEERS - CONSULTANT S
CNKD. BY_------ DATE --------- ?-?F.INGF;E-LD. ?=ORIA S =OCKFCR?, 1_LINO'S JOE NO..--------------------
--------- ---` ---------------------------------
•

T=
RX ?
ba4e-,Q en 5,540e 9,L No. ! C/
- E{ ° 5 &,z M iuEti e 5's
CS S?e !.t/'a.v< Vc/a c i
?nb s?Cu/ve?? y = S ` 7a 30
7leca-aw?? Z ?,r e= 2 e?, e Z
--
?s = (6 C)
f?= O. sr - see a7%-Zs
see G. ?j?i?
_ Ifx 3 d Z3
,8x6Go
O. S 5eG u? O• $-?e C-
?j bo ?f, s ??es

(.Lse .7- Ff 44 se-s 6(;1% - 40
,? of T_ • rs ec. (r/,rtq - T- = a. fir
p Ct ? riz?k.,0 o? ?- 0. Z-7 S- IS ob ur e,:•Q L111

a
•
d) CL)
v
O
a u
=
. -'
O
C
'c
a C IT
n
x = 3 ? p s ?.
E
c
O
o=
`a?uH
v
C
?r
c?v

y ?' L ? y U? C O y
Q
v a? C ^
... y H .. y? _.? a O : L
O c O O ^' E

O H ? O x
W ?.
v G c v 32
3
_
c
_?
y
Z cif aor _ ?;=: c U c? oco`
LL ? _

Z Z F V« G v C u v C O C C y s '= A 'C '>
W
d

V
r`n ? ? C
r0

Q
V C W
- C
C O
O
C1 ^
_ -
- ?1
U O
O
=
v r
-. y=
as
O W F-
QF L) v1 c O r_
U C ••
" ..1 N O .O - ?' O ea

-
U r. L u c '^ r ? y C' j E" O e?i Z C C p ? Q G C^ a= c> 0 0 u
_
m
2
?.
2
N- ->
1 ^-?
E O. H d
Q v
G 1 ?;
p CO
u
.
u v •C ,
. 0 = C C u y C
O " = •J L: .Z C E '?'v II If
II
N Cn :.? O N a C ?"` -. 3 U C .
U o-- C v: ^ O N 17 O

0 21

0

v v v = a? p`?ca3a= °'
C a n A a •? a) Z C G U tj u- v N a C N '^ .D v ? ?
L'. N r •? N Q C7 CxS Q ? V ? C ? O ` ?3 ` 7 Y O
?
• E C7 ?./ ?./
? N,`? C c c c " = _
NQ ?c??o.°.`sr
-• cE
cc
•
• ,
N -J U V
•> N4M`
N
?
? - P.
. CS CS Q ^
u O
• -_ J y .7 7 C
C".'7 U 1?
? u _C
d O C C C es U '-' - ` " C N` v-.. V ??. ?
w

G
E = 04
c
::
?
=
_
a
c o?
. N N
? -.0?_? go
> u? u C C. G G •in O U
O N ? y Z .O ., N C_ C .O C. N> _
.Y
' a a , G
3
E
N
c,
;
IJ
u
.? a
?; J
i c =? c
u
ci - '
•-
V
?? c c
v; c c c „? NEB °tj >

?=
>+?`
?.
C ?.
C p
N ,
GO^ E O??.y• rAC'' ,'?
`
r ?
I a C'? II CiJ II
v v G T Off'- E
N Y ? ` c- O H st l
°N ? u `' "o
r-'
c.4' Eo 46
U? I
IN II ^
N
Co
^?.c e;7
no
eu eo c

• ?
c.?
a ?= a c-"" c c-?
`
Cu
u F IL,``
Q C O •C O C O C O 9 C C U G Q== 0 O E` J U E J U C N
0 0
° E ?>
E d
a,
4 p u C3 a
Ec a
?
Ec Ec T
?y N V 0
N?c r-
ms.
X30 ?E c?°I lu o
a''z
GE `" ID aE> v0 yN;
oiC h?-???

U V V
G 6Xi V
C C C ^?
G7
C N 7 C cE3
oA L
C

?Y ei
N
M [?
O
Z`
? u
C :? N_ C X 6)
u V E
C
T d
` C
?O u u
C O _ u C v_
r1
u H O C
G
E

O Cl E ° d N
Q
C'1
^ ` e E
r.u V-
..e=?-
= = ^ O C .

'y O y ? 'yC p ' ?

' F
- V u C _ E
O C _ N .` v T N eS C N T O >
_
•
° V H
? . N N U _ ?. G
:.r .O
N C N N O ^' '> U Z U >, (^.
_ .
?' ? _ C U u r .
^ a? u u O N O C w G E 3 ?! ei a O
.... • •
Go .?. N O N .. N :S y -_ U
` y U r T ?'" T U
7 C
6r y 0 °

N
N
N
> V _
- p 0 u U u Y V O
v
u O
` >
^` N v C_
-7
.7 C V v V y
.N j N T
V G
L O G C u y C
?' G
v T W O .
O C R N u 0. F T u
- N
e?o?"?• ? a.c ? oo::>? c?;,?`ou?
•
? '^?' Ec+ covi?_.=•o
N u .- G L > •??, O C u O '.'
O C O'
;/: ' .? ^ .?_ G E .. T ° '•? N .C
C x !7:
•C
• v G u N C >` u u O
?
0 C a `J^
ru
V ?°
' P
C
`
_
-14
O _
G
i
V
zo_
v _
C O
cam.
O C
Q
GY 2
'

V

•?
N O- O N O K
V
'
C v
v
?
u
E
O O T 3 y v a >'? C
O r - - ?,
?
„ O
_ - - - y E
-
? O 3 > E

O O O
'
C» O Y p
.` G
_ •C C
u u ;/; ai - - C ?' e`s
O C vrn
C ??, C --_' > +
yr
L. ° 'J a? y = Y e^.p..?
u O p J p C? . C ?.
•

_
O
_. -

-•
';?

L i

_"
C
C- C C u
> -. 7
N
.
O

c
G u y u

`^ T _ _ u? L. _. u T u
67 C O
3 u C
' G
: u

•?
u u y
rn
C
=-
O u •C
es ?
.
° Z u u_ V u C
7--0? ?„ v
u :r C
__ u ?. ,
u ' ..
7 >
- .
T
Q
v CO O m :? C y
lu < C

C
r .: a i? 3
G
>u e
?
O :!
`•
C a
C' H C <c L7 '^ E E •-
U T
C u C •N N G O C
Y U O
r. c? 7 .. .
.. :
V r' u O .V O ._ in `= ,? r C
O y O N O u u u O
V
J O v 0 u T
Y ? C `- O C a E G7 .; ,_ ^-? C
v J ?r t? N
T
O u y u C e,?
?
C•'W FG- tj E>°?'U UE pCr"? v Ov` L p? O?C?0
•C 0
0?
II II II II 11 II 11 _ N ' C N
Cu
N GO C u u
,
n
P3 c
? p ? _
: N V
u
N
C
C _
tr c
CJ
G

M
N

p yr N

O - OD .:. x C O ,? N -C ..... N
C3 C di ca
Q C
? N ..
'Cy
.
.C
r : j -- O V
N •`c
N
a? N L- 0
O C 7-J TV p a
N n? O
,C
c G
E .
...
cu 0
O
? ?t 4?V RY
c c p
G O E

O
t2 ?" O r^.
y 0,0
"• C3
C tz O O C 0 Tlu C to C U V `•
4 0
ea a? 3 v
cs y W
..pp
CS a? ¢? fn m

C7
^ O ? C.1 i GY C G U
C' vl V U U R d p y G ?.
-
O r C
N 4 r U O U- x .? 7 E H •`
•
as
O
?+

a0 v0
C\
T
m
O ? 41
?, y
V
no E o"b> c a >
o000
0.0 a

O O N ? ?`-•
U
O
eC4 C^
G O
C 4? C .^ 4 rn E"' O
o
- tJ
N.
E'er en-
` u c E
E w? o
°
.- ? o ?• ° r
3 c
?.
r r C
O :: 'C _
.
r H L:.. %. ..., c.. C CS vi
p a C O in O O N
? Q 61
f C O
V _
C v C' O C C C C O Cc
y
0 0 p C G U^ O U ?0 ?
a+ O y v N M C N
j
-tj

> O

,v E 0 Et
-= 0 43
t; C4
O erg O o o 0 a y v y N v O v `y
7 N C C' C -- C1 V e3 4 vi U-s
Q h C _

? C CI 7 a ... n v v e0 L
v •H ^ ? r
3• >= c^
_ c _ CG

C- C3
C) 8- Q w
a? C3^ to t O h = O TC a O _U
C -
Gp of v C. 7 C O
O C - C < HrD
_ C C-
v G Cl U O ci O vi h

O r
nn-T C UL
7 C
^ . - C y C
Vf ? VI O? O C -L'Ll -z; ai v
y
^ T _? V ...
CJ IJ
r -
O y

v
?-
cd
V
_ n
?.n ?_
CU

U° U r 6ri N ... O O J v V 11 a ,,, N. r-.+
C Ord ,O ?... -'- C
_
° 3- v tj c=
G E° c u
c I
- -24
o °
c -
O t M y z q p, n- p r _ e3 .C -C I C S ?? OU
C3 to
C
R V C c..• C O
^ °
0
> u 6 C3
2; E
I Q
F
o

°?

o

FTcz?
25 c°
F
to
o
f
C i cU =' o

c
v:
,&:i F

O .?
V O
N
C C
O G
N C
p G
N r
Z?
N
a r
H U
r U
n
?O y
E N°
r
u- a a
n> a
G] g v,
0
O
N
G1
O
V
ca:
O
G
U
h
42
v
x
U
O
v
p
a?
3
T
c
<
O
r
r. U
O
H
C
v O
7 ?
H
>
° o
7
C
V °
"J
T '.
C
v
3 ?
c
-- N
ON

U
O H
N
CS O
C ?
a0O
O
V
V ?
V ?
'O ? CO
T G
T
O v
3 c
?
U
y
O
C
c
ri ?

di ?u u r.,
03

u v y F
03
v+ .v O

a H Y1

?. y> yl

C

> C7 r
13
cz
CJ

Z
°
u
V -
E
...
c
41
O
C%1
C4 vl
Z
_ O u .rn
di M u ?, n u C C C

H 0 ej ac, 'r
?' ` 3' cn c= u 'c 'E v' ` N T
N G C c
` O
X V O 7 7 ?• O- "l
Z Q ... al u G ` U J C cr "a G
O O `u" u u '? ` 7 "> >''y G."
W W O C v es u= O l O a ut C a C`
CL. rn e.°- H ?_ c 3" E G
' a, ° E o o o c
'i
G ZO ` a G u _?- 3 u O a_ ?
T? ° ai O> c a- C
s
Fc ? ? o c

E ?al E cc
'nai?v
-13 O
c-?
c.o`n o c

W
u'
C V) tu
C-
7
O
C
C ^ = n = C-
r O u -
C - C
G.. ?'
?
'
? I ^ .r
v
O

U r ° C
O 7
Hy . T i ` C
O ?^
'u
N
Y =
V '
v. G) ¢l
y
` '
? O>> C
.i C
I v
a C>
3
?. .ate ': '
> C
? C
Vf
=z r: -
. H
ea ,7: u7
t 3 >^ O ^..p E
C C p O Y u V O O
ai ,n
. ?.. rn C ^ T C C '"'X
C ' h
y u C eCS
u u
i ??•

ll cn
O O
z F u
i u v u '?
? v° c
- v' p C C

° ?' ?' u •E
O Q N C
u
n Ev, a E Q
v cc u'--

1
1 X
1 C
\` G
G
C
_
11
i-
Al!
{ ' 1 I.II _r.. Il I •f ( I.y. `I-.I_ -ht I-. I -? I L- F

? -T A
_ - _ - - - -77

_ { r - I O -I I I lid f I.I -
1 - -

O O O O N N
M h
^L1??1
?l - taRal laQdn ?o poiia: laluawepvn? oy
sl - WalsRi la.(al-L to Oo.?a? laluawapu^i {° o!lay
CN
G\
n
G;
Y/ N
r ,
o

? I
> r
Y
e u U

? O
O . s C

a O
CL o
O ? ° W
J
O V p W LL
O
v
o. O

?
\
o ?
C `

-l c
a
F = CL Z J
n c _ W O
E ? a
A Y
? E
c G
z
?
o
W

9
c e1 c
W

N
?
o -

< y
a
J

Q y
O

m

N
C W
c

O LL

r
c
6
Cr
x
C
u
C
C

•
X_
O
C
-G
-• ai 7 C C n >. C 7 a H v C ani N ?. = O y a. > .D u v
E v_ "' ?? ?_' ?•? o n o a c C? E?.c c,_ o ? "" ? o a o :: 30
•` '? a - ?• u ?? ,v, u ;; O O 7 ?- N C C.. N y •„ V O M
y a, G E v -' ?+ 4o8, N NC C u= O C" H U a>i >' L a o
y ? o ? ? E o? ? ? 0 3 ?•?, = `"= -n
23 -2 4ci 03
r ?+ = v p O °? C G C Z= G u 7 T^ N U. r U T CiV > ?• !? y C >. v
C-- __?Ec ?a? ??=cow 3na.°_a`,? ?' ac u E?? Tea,'
N C O ^. U V C >. •E y_' ?+L O C^ -, E ur.. >+ Y a C
uo N.NHu> oz= C =??' _°? c > u 3"No` E"E-_E• E2^
V u v •? y a a y >. C u G p 0 L O y r. O u C
V
•N G Vii .` vCf V C C ..O ° C - .,? O e? C O of N T? L- N V '? •N
yr p r n _ 's O _ -' C C O T N? T O O i- u _ u it v O G
7°= C C O- C= 'y E r7 L_ G: tj O L 3? O>
O O C H ?' N^ j N u u a' J C Z u' C 3 u? ?' O -^ -> y n a
>1 --3 v h_ V° V^° u E C G w- C O O C ?' " T C C" G C C u V C .Q O O
cc C3 CJ
i?o J N uc_• O T u'_ E C G C -? u u 3 C= C
> N u - c o o 3
= 3 3 v XY ?? c c c Via` 30 Oo
-j CA
E' C u E u ?^ v a O O CN C ??^ N .C Cu. O n "= CVivl HO N
O- E N 7 _ ?• _ N -+ O C O CJ .. ?' .. 3
w O X V V O CCJ O C z ?^ -• 3 H^ IO d C r p _ N v_ G_ TAO ... V c3
- d t. v ? ` _ ^ ? O v ? a> G ? r. is - v "' ? • ? - ?' O 7 ^ - C - ? - ?
E^ F- - c E "'3 E a ?? o ?; c c u a C u_ = E ,?„0 7 C u o
N H N U_° C U .O v+ E y '7 a •N W N^ .?•C >'- ?- C O -.2 H
c o >,.
E ° u c? F= n E- uac E--u?cr _cC-N 5 q
> u a G? ?•N v = c u
•• C .? u u c. O u es > u
n
C\
C
C O L ? O .-. C O ? L G V? C V? O 'N O= .. ?_` _ p^ E C
•r V 3 r_ u v? E O ° _ u a? C r C O .. !+ c p° c i ? :17 .J. o >, C ?• c
N_> N E u .o a
u N E c - V N u
'c
V E C C V` E 0 0" ^ (- > C G tj > O 7 = p C^ n G_ V C .V- u^ u
u 3` E u
7 = '' V C " `•'„ r •I 'N -J _. ._.. c N C ^ •.? E N C 6 n v :J .. T•7 .-. - :! N -ej
tj ° ? ? '.• u L _ v-, G'.. T7 N - ,»_ a c? C .-J.. C ? `, a '? O _"
_ '_ • ` :p v1 C ?; J C - .. N C ? G :j
T•r. O r; ? J ... v V CV ? V O v ?^ ?-?-? .. C v O- L O v ? ?_ ? V A N .. ;? z
v_ O U' a 7 V L E u_ C c - N V N J J O v C >_ _ C
V O O -.. C? '^ ?. C v G C `^ ?.? - ^. H v? C.D J V C= ?^ C y, n
v C `u O "' G C O C N V C `? u? 'Vi N_ ?. C "? > •N .Vn ° 3 U.
_ y• V T C r ?' ^ E u C C _ N O N C ?. C ?. y T v J '^,' C ` v U
t :5
C3 > 0 .1
C4 t.)
_^ ^ u DoE >?
O C? .J.. - V C C 7 C C 'u j ?' E H r. O^ V N- _. O v CO
O V O - S+ O- C V - L7
^.? 'CJ - ? ... 'a N a? F•. ?^ C C - ^C•+ •C >.J v ` _ O C - r. y ,_ _ ` O u L p V N
?'?uu=?"v ?. a?7 `e-
u_?O N?p3'T_O,„'` ?^r -?? •?
p 0___ - T v v O C y, G p u_ p_ C _ C` y` y c O C
n O .?''. ^_ _>• C j J' V V L - O :? '? ` 7 C v G7 U -'O?s O 7 V cs ° •?
J O 7_ .. `? a V C C/1 H .' L r-- J C V T C .' v? .. >. E"" ?' p` ?, N vi
F v
;r
s
cs z u,_c e, `?'t?u
a- arm ^u E i to `
o c r-
x u u>
• = UE- 0
F
?+ ci a,
_ ? u cc ?•?
_ z 7 u 3
-
C cr 3

w
O C•
- N N M
CO
E C C .r
°
3 3
-- to
= p C C
> lu
'?.
'
-u m co0o I o 'oa'-
c.v -co
EEN-; E ?
? =a
4
3 fo
_ LSE
W LnZ u< u•CZT•^?•?- 3?o.za <-

C O H
•
`
? C C
> H Cam C
y C
E v`'i e
C u
i? ??
? ?
_
G•
O `? /1 a '- ?
:? n_ ;n
. C OO C Oc. -
p C H
O

'
`
__
t)
Lu

F- m d, vNxr%n 3/7 N ,0 ?E ->."?c
3 u c-, u zo e :s ?-. 3 COO Nv?
LL O O O O O p O_ t, V7
en \0 0 vl?

Y « '
'
?
> -
p ? ? E? ? O C C V e
o i
.
.- '-? 3 `n O e
C
_ > U O O
cz -6
C - - u ar
30 ??
c CJ - `
°O 4.)
J
u
• o 00000 L° c
' <
,? -43?°.
N' = c
=
? - ^•NM'n ? * :' C u.> ? c
- C p C
O
? ?+
^ LV
? C u ^
v H C y
u. C u?` N
y u=> > O y 0 7 Y u 0 'C ar Ci] O
H _ ?. - O n v - O v = u
? z> w Z< Z
-

.{•^r T Q u p U •S
p-
, H C ' O^ VI N
'C.? ?:. >
-
u
•` G 7 Ci

_
Cn -
.,
uu
u C C C Boa,°?
of ..
• N
... -
?-
p ?. N
.
p •
-. E ._
O_ v
- .N T 7 - >, Z. C
7 a ? •_, O ¢? >.
?
ei '? > j, u v ?,,, C
?, ... ? v ? O 7 .. C .
?
,
O y C v
^, C ` O
F
' E
u c o u 4u
c
?
. = c .. z c3 .-'-c o or: u = _
C O ? ` C?
` ° u u C C < u ` ? > ^ a, 3 C cui CO ^? 3 J E' '.n
O _
- C x
C
? u v> .: `
G ' H_,
• ,, u O O u a O yi O
J U
F
H y > V C ;j
•C- C O v _• O 7
O= O O
.-.'v? H C C C '? v v >
es. C' Co G
E_ C O rn C _ E" u u ? y
L 7
a O x-
y
•
'
•
C
' p- V V E
O rif C '? ,n ?^
u C` :OY
?' O
?
?-' .
..
?
- u r .?
-
e ?? N G H C. O C
•
-, ?•. E
-.. n
u ^ v
i -
ci3-E ,?,
rn ?
ae>>.?_ -
... r
ii
uc 3 E> `
u U _
E ?, p U •
O
- up
C
E .-:ac_ emu
? --= p``u_a,?^
-'`

• ? ; ?
_
.
,
?-? ? w, O-^, O C C O 7 v > H :-0 U w C .'? u _ 3 p "'? ' C ?
•/? p

ej
-3 r- r
N o c
u 3N? ° c u 3 u J ?, c E•= u° •5 N='c o` ° C u
o cu
v u
O
?y€
Cc

u
?

1

O

? aCO

?
?
•o ?'
J
04 z
?
°
C =
°3rc °' °E wCav -• "
1
=
°'co N
u " °?° O
°
1 _
-r ` u
a? ?
E
r cv c c c
`-' =
` 3
' v ° c>.•N >.`._ > LL
v O eo? u E
y'

C
u a? :? _
a
,
^ :s _ >? =
°?
O H O
- v y? ?,_ _ G C
F- c
^_
^ v C C ?
o
O v ..
c c E-=
; c
`er '= < ° O.

< U
7 CS `/ T
o
- n _ .C_. T
ao`-_
'? 3 u u :s E, u" _
?-• - - •? 3`^ c
?• n _. N ..• J
?/ :J u
`/ ... V .? O c,
U VI
E

:: .5 t
o
c C-
o u
v ai u
U ? .7
=3 ? L
U .x C
u

a v

O C n?
u
C y
? t>i G T

?U U
c
_
c
•
o
u
.. ?
> u H
C.
Z? v
?
-cs o as C/?1
>
c ?
n
k O v ? C1
C D v o
C L?N
L`
G N
N
C
V1

3

N

N
cl
z
I
, L
N
' =3
I
1
C14 o

1
I C)
° 9 II

s ,, J i I I ?IIO
Q

r 1 g"
?z
`
- _ N
u

fV

?Z o .9
I L I
.
._. .
II
• _ I
?._?_?
I I ?j_ I o ? c ?
? Z? N
?
u Z\

?
u
ZLZ

t? G T =- C ?. O y II
L•J ae_?9 C e a.
h h- ; c o c -

' 9 Z`
" c
o
b
'
C o N E u

fY L ""P O p
O 'p T
? CL o00o E om3? c
EECC q?q C?pT C
q q R e0 O u? u q

?_• / U 2?uo u?mig a
\
N /? /
O ul N n -"
/

? N w w w w w w
zz z
z z
w 0 0 0 ?

o
.? (n N N N NN NN
b b
UBC - 1979
FICIRE 15
SEISMIC ZONE MAP OF THE UNITED STATES
)
. (
For areas outside of the United States see Appendix Chapter 23

c?
li
e)
i
•
U
Y
U
O
c`0
c
? o
E
LL .!
U-
N
0
o n
a U
U
O
? N
N O
C V
o a
G ?
r
o
U
'O
v
U y
3 o
1'7
F- x
C C)
' U
V co
C N
p C
C.)
N
U `
N U
N
c7 ..
U >.
'y C
0
G c
E M
N
O
O U
T ?
C
ro
G CZ
tz U
U
C a
o E
tz r,3
U
LL
CL --
E
Q .O
e
e a
E
ra
F-
10-28

p M 1 0
= ?
rfl ? o o
Q
v
G ?p
U V C
G >

3 3 o C
0 0
O
5=

• C
C
• > Co O L') C') Ln
CO LL p ,- r- N C? o
r ?
U O.
w O p CI U O _
E LL O .- N a
Q q
3 N
to,
X E
M
U ?I
O
C:
r
U E
(o C
C
O
C
U
v:
v
r
U
N
N
r
U
v

e7
O O Lo O o
O O r, O
C !? () N o
E

P N
O O O
' O C
O
Lo O
CI) C
) Lo

O

_
y

C
< N t:
V N

O
O
O C)
O p n
? N E

O T
J ?
O E O
O
O C1 Lo
Lo M N Lo
N - T

U T
N _
C C
1' U
O N C
` 'o

H
L')
U'
a

v
O V
y O 'C e C
O N v
N N ?- O e?
>

- O
- v L7
O
v
O
?- w C N >- -

LI)
C
LM y
e7
II V

O
r U y
>
U
O -
p N C O
G r
E LL

L
C
y
O -j
..
-.7 E N h C C r) n 3
? ro
7 .C O G o
V) v
N M LL p U
N
z

>
Y
U >
= .+
p O
T P
(? C7 to (o v - H
O > O
U Q ra

C Q O C
ro C] U > > H it U
U U - > U U ,o
(o
e V) a
E
U U U U Q
N co 0 to
Seminar Technical Papers
ATC-35-1
co
0
A
•
? ,-? cD
Q1 Ca co 0)
v
v ? ai - „v
O .-
O coo E_
C? ti O G N ?,
(n > Q v
_ Z a?
Jr.
O p 0'a O C O Q
1A Q1 W W N O OJ
L 10 7 C O
N C 10 E Y w O E
lL- z N J Y Y !n Joc
C>XE<OHT
Q
J
U
U
z
T
00
vV
'x
ca ?
G _
O
X
0
O
0
T-
0
H
O
X
w
0
z
N
y
L
U
U)
Q
O a_
1
•
?UD
papjn joS
n to n

O
O
N ^
iN133813d NI `% I Oildd JNIdAVG
& Iron
•
TELEFAX TRANSMISSION
Technical Services Company
1501 North Division Street
Plainfield. Illinois 6064443929
Phone: [phone]
FAX. [phone]
Rae Aranas
September 15. 1996
FAX NO.: 217-788-2603 8 OF PAGES: 12 (including cover page)
TO:' Dave Daniels FROM:
COMPANY: Hanson Engineers DATE:
RE: Seismic Response Spectra
Pine Needle LNG Facility
Guilford County, North Carolina
Dave,
Attached is the site specific response spectra for the Pine Needle LNG Facility made by LAW
Environmental. The response spectra covers damping ratios from 0.0 to 0.20 for both OBE and SSE
events. Tabular coordinate points as well as smoothed response spectra curves for the OBE and SSE
events are provided. Peak horizontal ground motions are also provided. Please note that vertical
motion can be computed by taking 2/3 of the horizontal ground motion.
Also attached is a correspondence from LAW Environmental regarding a request to clarify 'questions
posed by CBI pertaining to the response spectra plots. The report samn=izes with the statement that
one can conservatively connect the peaks to fill in the saddles found on the SSE response spectra plot.
If you have any questions, please feel flee to can me, 815-439-6522.
Sincerely,
Rae R Aranas
Associate Design Engineer ; J \? ? L4 r-
cc: TDV/JTJ/RRA/JJG/Efile 951065
`.Dhl' In 'tin 1 7: C10 r KUM C.H 1 1 IVUUS I K 1 t5
JUL-14-1995 15:00 LAW ENa1Ra4lD4TAL INC
r
IU U1c1 rrztc-:)Uj r'HUM. Uri r?UlG
404 421 3486 P.es
/- ?1 5CA
1007
r?
C 10-
V
4w
U
a 1-
W
a?
i-t6
O
O 0.1
W
CL
0.01
0.01

I 5?

1
I
0.1 2 10
Frequency (Hz)
SSE 0.0 dwr+ping
SSE 0.005 davcr "
---------- SSE 0.02 damping
- - - - - - - SSE 0.04 damping
SSE 0.05 damping
- - - - - SSE 0.10 damping
- - - - SSE 0.15 dampng
- - - - SSE 0.20 dKnping
Piedmont Natural Gas Co.
LNG Facility
Guitford County, NC
JUL 14 95 13:53
7 AYxr Smoothed
LAW SSE
EWOWEMNG Amb EWOOMONTAI 7ERVCEE Spe=a
100
Job Nk22-07963 Fgur• 7.14
TOTAL P.05
404 421 3486 PAGE.005
---
O
O

v+ v+ cn
O
_ CT
adC p? C C
C'?p?
O D O O 0 0
0 -

O ??
p
? 1 T
TQ!R sty
O
O
t!7
O

O
O
v
0

U
O N
M
O 'O
0

0
0
N
O
H t I

O
O
O
1

O
O
I ?
O O O O O O O O O O t37 O `O O O O O O O O O O H O
O O Lo O O u) O
tf) c M M N N O - O
( E) uoiaojajaooy alnjosgy-opnas,?
A
r
V
m
a
CD
N
C
0
a
N
m
cr.
W
N
to
'O
N
L
O
a
e
V)

N
m
Q

t
to
O
N
l37
N
Q
O
Cl)
0
Z
.O
0
n
<4
T
U
A
LL.
CD
Z
J
m
m
m
z
m
C
a
•
ROCK BRANCH CREEK
CULVERT AND EMBANKMENT
PINE NEEDLE LNG COMPANY, LLC
Guilford County, North Carolina
STRUCTURAL DESIGN COMPUTATIONS
•
E
Culvcrt.cov
S/6/9G
95S3055A
Bl? ---- ',7E: -III ?l %
-r-rte
9
5'ec
*,4016 "
•

6-D 9
i
=I ?
141, /, 5,
?Ctn h//ciiG, aetjk c OOZ(/ZX/S)_
/D/ ? lT. S I /?7 S ?' = 00/ $ /? X ZL? = 47j/z - , ZGl ?SZ d C?? ' ea c -PAS V
------------- -- -- ---
----------- dG(G ? ---
-----------------
7'-0 "-?
I
•E ?n? ;?
?/Se ?vee??i%5
c}-

- ?e ------------------ --
•
CGcIUi°('?yv[G?7,(1? Des??1 r /o?,? ??? C/?cri />7s?a`e
s??/?r? 1 - ?HQ ? LE of Ccn??? rE r3 Q ?? E : (See ( - - h ?o'r- J21?4 aoAsl;

??Ume Z4''
I
I a, ,Ci?rnc
eor7.5lder olso
/2 )Yls ode ?f. (see p7a--h
? ?r 2/SA oar y ?.?
6; nc si, c ?rSic`e
- (See /•? b'a.. - ?? ? ? ??SA a ?t a!?s r
Z"Ire q'?pi>rc? 6ac?t!?/?
?vee/???/?s glan9
.S?lewal/ _ _.
Ef=P = 4o n abo/e ,?,n s/a ? ?e% (Pet-
/0 T
I
1 ? I G 1 ?+• F f/

'04
------------ac _<??ej ---=------------------
SC<.- ??( t( =ADS ? (N2 2r!? ?"NG%Y???" In LkGrle/' V%A&
y
J2-2 7
12 3i;.,s?rccjG(= G, l7 11 4, =
L/Z
/,.37) _ .017 J= , ?mss Gg30z? = 2?.?{ =2$;?3 C135
474 GS.?/ti3??1.59? ?L-
"337s
. (/zaw)
M '5 = , 07-1 Z
z, s?,Y If, 37 - X? x = . 997
z
2(4577) 7 -9,997 ?fo0?
3
?D = ? ? (POA-s -/7,37 ?/ -, (0 4(l x•37)/
4'r 5ho- cr r?JaQl1 = /(? ¢O
C PGsL??; ,? ??h?{? ww,
rPq r/
(u/„1ed- /3so (/% i?/Sf?>
0479 l c = .0979 ?3375? (/ ;v¢7g;{/? o??
a?- supPa?? - l? ??

•
C,
-------------------
= /OS- (G?f3 s??? (fie 2Z
tea. i? a,! _ /mod (?9 Svc)
/05= ?z? GOr 17371-.(,71/z?)>
%I tJi Co '' /45 = 1. SP l? ??`
cl« cr?:,4?
Z = Z7• la
z
Fm,a - Z'n,
Z7, (o
/-?,frqd = /,Z,7 Z
177
07
_ l/ (v C l 30 ?D,?
474 00!4 /??.= 6,4, 5

X4.31; z = .?`? 3
=343 z 1 = l??
Mao
(M ) 3 ? ??3 , 2og7
/2"v (/9.37x = 6.5al
Z

9

------Roc, ----- -----------
po-5 /41 v-e
/50-?? (a9 Svc
/30 = 9 &04, - 19.37 /- , to ?O
As, r cg,? ? S9 ire ?CT /rJ k g 7 /A
Z/FT
Z _
30, to 30• /o j Z(? 4ZL_z = l3/ 130 - a-j OA

ua2 # 9 0 Co
2
??, _ /z(s???3 f 8<Z??/9.9-?--s•??g? Z = 375
7 9
T = , 0791 (1064?) f (l , - , d 79/)(3750 = 4099 (a-?- mi(d1e)
•
?f- pp?o5N? Old) z' s?de? L.213 = , 479
Cg9 /

474
le,
GL?1d
7(4z9 9) 4- 3 (576/ \ C73 U?d
a&6 z z #16 0 & " lzo/? ?6?el
-? # 9 C? 6 p ??m sue/
Ic(', k3)
- 1,?3
7-

---------/?oc Cep--------------------

%?
wa S S Gt l? ew ;CIO/?
Gee Vt, ;/- s/aio
2 ? /c = I /u A, -- UICt (?
r ern n?c to -Pace
-OL
494-
_ 79CZ) .9?
P iz 19.s?- 00675
.5 f LO7 1,95
? Z? WU-? iz
25 ^ :,
?o?b w 4P
?l
• ?`z
-5cco (?-)
ac%
-tea /.9,SXrZ=
=1937
/t/a slue ?{r•c -?. ?; a ir-c?

per ?u_?v? ? Yr rum
W z7-/JS
cii?? sec??T? ?u =2v 1e
evil
l/G ^ Z < ? ?.. Z? 3 ? ?` fo o / Z * /2.37 = 2 /. 3 ? ZO ?6 lL
tamp /?? ,
6a-
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job -7S600 s-s-A
1525 South Sixth Street Page
&ingfield, IL 62703 Date/ 9(O
jCK BRANCH CULVERT-16'SPAN-SECTION 1 I
J:\USERS\STRUCT\95S3055A\£HtVl6-1.R20 -??G?/I?Ot -F3 ?ZzD
Units Option : US Standard
AISC Code Checks : 9th Edition ASO
Shear Deformation: No
P-Delta Effects Yes
Redesign No
Edge Forces No
A.S.I.F. 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 0.00 R R 0.00
2 0.00 9.00 0.00
3 17.00 9.00 0.00
104 17*00 *00 .iteriaL Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database MatL. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in"2)--------- (in"4)-----------------
WALLIE CONC 144.00 1350.000 1.20
SLABIE CONC 288.00 4745.000 1.20 ?
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 9.00
2 2 - 3 SLABIE 17.00
3 3 - 4 WALLIE 9.00
F 7-T -t-a //
4f-v1,(
r

0
3
f1 Cow
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
.CK BRANCH CULVERT-16'SPAN-SECTION 1
J:\USERS\STRUCT\95S3055A\CULV16-1.R2D
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)------- -- (ft)----- ---- (ft)----
1 1 - 2 X 1.740 1.290 0.000 9.000
?
3 3 - 4 X -1.290 -1.740 0.000 9.000
Member Distributed Loads,BLC 2: EARTH DEADLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -4.020 -4.020 / 0.000 17.000
-- -----------------------------------------------------------------------
-)ad Combination Self Wt BLC BLC BLC BLC BLC W E
Description Dir Fac Fac Fac Fac Fac Fac DYNA S V
----------------------------------------------------------------------------
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4
9
6?
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
WICK BRANCH CULVERT-16'SPAN-SECTION 1
J:\USERS\STRUCT\95S3055A\CULV16-1.R2D
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
--------------------- (in)------------ ----- (in)---------- ------ (rad)---------
1 0.00000 -0.00000 0.00090
2 0.00120 -0.00712 -0.00324
3 -0.00120 -0.00712 0.00324
4 -0.00000 -0.00000 -0.00090
Load Combination is 1 LATERAL + EARTH
Reactions
Node Global X Global Y Moment
------------ ----------(K)------------------(K)---------- -----(K-ft)---------
1 -1.42678 34.17000 0.00000
4 1.42678 34.17000 0.00000
Totals 0.00000 68.34000 0.00000
Load Combin ation is 1 LATERAL + EARTH - ,'-
0 Member End
--------- Forces
----------------------
----------------------
--------------------
Nodes - --_= I-End = - -- J-End -
No I J Axial Shear Moment Axial Shear Moment
------------ ---(K)--------( K)------(K-ft)-------(K)----- ---( K)------(K-ft)--
1 1- 2 34.17 1.43 0.00 -34.17 12.21 -51.55
2 2- 3 12.21 34.17 51.55 -12.21 34.17 -51.55
3 3- 4 34.17 12.21 51.55 -34.17 1.43 -0.00
Load Combination is 1 LATERAL + EARTH
AISC Code Checks
----------------------------------------------------------------------------
Nodes Member Quarter Points
No I J Maximum 0 1/4 112 3/4 L Shear
----------------------------------------------------------------------------
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0

MEMBER DETAILED ANALYSIS
ad Comb 1: LATERAL + EARTH
Memb 1 : 1 - 2
Property : WALLIE
Shape
Length 9.88 ft
Max Shear : 1.43 K
Location : 8.88 ft
Min Shear : -12.21 K
Location : 9.88 ft
Max Moment: 51.55 K-ft
Location : 9.88 ft
Min Moment: -8.59 K-ft
Location 8.81 ft
Max +Defl 8.8511 in
Location 5.85 ft
Max -Defl -8.8812 in
Location 9.88 ft

•
Shear
OgAj Moment
hhh.- 4"qqq Max Unck : No Calc
Deflected
Shape
Unity Check Not Calculated

lD e,
MEMBER DETAILED ANALYSIS
*Ad Comb 1: LATERAL + EARTH
Memb 2 : 2 - 3
Property : SLABIE
Shape .
Length 17.88 ft
Max Shear 34.17 K
Location 8.88 ft
Min Shear -34.17 K
Location 17.88 ft
Max Moment: 51.55 K-ft
Location . 17.88 ft
Min Moment:
Location .
Max +Def 1 :
Location .
Max -Def 1 :
Location .
Max Unck .
0?1
-93.67 K-ft 14,+MAX
8.58 ft
or S?L+b
8.8888 in
8.88 ft
-8.2539 in ?= -
8.58 ft
No Calc
Shear
Moment
94 Deflected
Shape
Unity Check Not Calculated
/ob
0
?F
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703

RISA-2D (R) Version 3.03
Job
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 1
J:\USERS\STRUCT\9553055A\CULV16-1.R2D
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 0.00000 -0.00000 0.00096
2 0.00190 -0.00997 -0.00436
3 -0.00190 -0.00997 0.00436
4 -0.00000 -0.00000 -0.00096
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
---------------------- (K)------------------(K)---------------(K-ft)---------
1 -3.86478 47.83800 ? 0.00000
4 3.86478 47.83800 0.00000
Totals 0.00000 95.67600 0.00000
Load Combination is 2 L + E FACTORED
Member End Forces
--------------------
-------------------
----------------------
Nodes ----------
I-End ----- J-End
No I J Axial Shear Moment Axial Shear Moment
---------------(K)---- ----(K)------(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 47.84 3.87 0.00 -47.84 19.31 -74.68
2 2- 3 19.31 47.84 74.68 -19.31 47.84 -74.68
3 3- 4 47.84 19.31 74.68 -47.84 3.87 -0.00
Load Combination is 2 L + E FACTORED
AISC Code Checks
-------
------------------------
--------------------
----------------------
Nodes --- Member Quarter Points
No I J Maximum 0
------- 1/4 1/2 3/4
------------------------ L Shear
--------------------
----------------------
1 1- 2 --- - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0

MEMBER DETAILED ANALYSIS
id Comb 2: L + E FACTORED
Memb 1 : 1 - 2
Property : WALLIE
Shape .
Length 9.88 ft
Max Shear : 3.87 K
Location . 8.88 ft
Min Shear : -19.31 K
Location . 9.88 ft
Max Moment: 74.68 K-ft
Location . 9.88 ft
Min Moment: -2.56 K-ft
Location . 1.35 ft
Max +Defl : 8.8638 in
Location . 6.83 ft
Max -Defl : -8.8819 in
Location . 9.88 ft
Max Unck : No Calc

Shear
Moment
........ ,P--.0aMAi Deflected
Shape
Unity Check Not Calculated
is
6h
MEMBER DETAILED ANALYSIS
ad Comb 2: L + E FACTORED
Memb 2 : 2 - 3
Property : SLABIE
Shape
Length 17.08 ft
Max Shear : 47.84 X
Location : 0.00 ft
Min Shear : -47.84 K
Location . 17.00 ft
Max Moment: 74.68 K-ft
Location . 17.00 ft
Min Moment : -128.63 K-f t
Location 8.50 ft.
, or Slalp
Max +Defl : 0.0000 in
Location . 0.00 ft
Max -Defl -0.3462 in
Location 8.50 ft
Max Unck : No Calc
•

Shear
Moment
Deflected
Shape
Unity Check Not Calculated

•
nt

.e

Diagram
0
? - 7a--.,
RISA-2D (R) Version 3.03 q
Hanson Engineers, Inc. Job /S53OS3-?
1525 South Sixth Street Page
0 ringfieLd, IL 62703 Date
CK BRANCH CULVERT-16'SPAN-SECTION 1
J: \USERS\STRUCT\9553055A\^ "cr 6-r.=? "C- ?* eZ D
Units Option : US Standard
AISC Code Checks : 9th Edition ASO
Shear Deformation: No
P-Delta Effects Yes
Redesign No
Edge Forces No
A.S.I.F. 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 0.00 R R 0.00
2 0.00 13.00 0.00
3 17.00 13.00 0.00
4 17.00 0.00 R R 0.00
----------------------------------------------------------------
V Jaterial Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database Matt. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in"2)--------- (in"4)-----------------
WALLIE CONC 144.00 1350.000 1.20
SLABIE CONC 288.00 4745.000 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 13.00 /
2 2 - 3 SLABIE 17.00 ?
3 3 - 4 WALLIE 13.00

E
/,D
RISA-20 (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
K BRANCH CULVERT-16'SPAN-SECTION 1
:\USERS\STRUCT\95S3055A\CULV16-1.R20
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEAOLOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
1 1 - 2 X 1.940 1.290 0.000 13.000
3 3 - 4 X -1.290 -1.940 0.000 13.000
Member Distributed Loads,BLC 2: EARTH DEAOLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -4.020 -4.020 0.000 17.000
----------------------------------------------------------------------------
ad Combination Self Wt BLC BLC BLC BLC BLC W E
. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V
----------------------------------------------------------------------------
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4
0
/G
RISA-20 (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
K BRANCH CULVERT-16'SPAN-SECTION 1
:\USERS\STRUCT\95S3055A\CULV16-1.R2D
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
---------------------------------------------------------------------------
Node Global X Global Y Rotation
------------- -------- (in)------------- ---- (in)---------------- (rad)---------
1 0.00000 -0.00000 -0.00084
2 0.00139 -0.01028 -0.00291
3 -0.00139 -0.01028 0.00291
4 -0.00000 -0.00000 0.00084
Load Combination is 1 :. LATERAL + EARTH
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------------------(K)------------------(K)---------------(K-ft)---------
1 -6.87551 34.17000 0.00000
4 6.87551 34.17000 0.00000
Totals 0.00000 68.34000 0.00000
Load Combination is 1 LATERAL + EARTH
Member End Fords
I*-- Nodes - I-End = J-End -
No I J AxiaL Shear Moment Axial Shear Moment
---------------(K)--------( K)------(K-ft)-------(K)--------( K)------(K-ft)--
1 1- 2 34.17 6.88 0.00 -34.17 14.12 -56.24
2 2- 3 14.12 34.17 56.24 -14.12 34.17 -56.24
3 3- 4 34.17 14.12 56.24 -34.17 6.88 0.00
Load Combination is 1 LATERAL + EARTH
AISC Code Checks
----------------------------------------------------------------------------
Nodes Member Quarter Points
No I J Maximum 0 1/4 1/2 3/4 L Shear
----------------------------------------------------------------------------
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0
-/C(
MEMBER DETAILED ANALYSIS
d Comb 1: LATERAL + EARTH
b 1 : 1 - 2
Property WALLIE
Shape .
Length 13.88 ft
Max Shear 6.88 K
Location 8.88 ft
Min Shear -14.12 K
Location 13.88 ft
Max Moment: 56.24 K-ft
Location . 13.88 ft
Min Moment: -12.58 K-f t
Location . 3.77 ft
Max +Def 1 : 8.8356 in
Location . 18.53 ft
Max -Defl : -8.8228 in
Location . 3.51 ft
Max Unck : No Calc

•
Shear
Moment
-qqq??A Deflected
Shape
Unity Check Not Calculated

0
7,,--
MEMBER DETAILED ANALYSIS
0h d Comb 1: LATERAL EARTH
Max Unck No Caic
b 2 2 - 3
Property SLABIE
Shape
Length 17.66 ft
Max Shear 34.17 ]{
Location 8.88 ft
Min Shear -34.17 K
Location 17.86 ft
Max Moment: 56.24 X-ft
Location 17.88 ft
Min Moment: -88.99 K-ft
Location 8.58 ft
Max +Defl 8.6688 in
Location 6.68 ft
Max -Defl -8.2367 in
Location 8.56 ft
?J
Shear
Moment
Deflected
Shape
Unity Check Not Calculated

0
7-
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 1
J:\USERS\STRUCT\95S3055A\CULV16-l.R2D
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 0.00000 -0.00000 -0.00209
2 0.00228 -0.01440 -0.00361
3 -0.00228 -0.01440 0.00361
4 -0.00000 -0.00000 0.00209
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------- -----------(K)------- -----------(K)---------------(K-ft)---------
1 -12.48825 47.83800 0.00000
4 12.48825 47.83800 0.00000
Totals 0.00000 95.67600 0.00000
Load Combination is 2 L + E FACTORED
Member End Forces
-
------------------------
--------------------
-----------
Nodes --------------------
I-End J-End
No I J Axial Shear Moment Axial Shear Moment
----------- ----(K)--------(K)--- ---(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 47.84 12.49 0.00 -47.84 23.20 -85.20
2 2- 3 23.20 47.84 85.20 -23.20 47.84 -85.20
3 3- 4 47.84 23.20 85.20 -47.84 12.49 0.00
Load Combination is 2 L + E FACTORED
AISC Code Checks
--------
------------------------
--------------------
-----------
Nodes ------------- Member Quarter Points
No I J Maximum 0
------- 1/4 1/2 3/4
------------------------ L Shear
--------------------
-----------
1 1- 2 -------------- - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
E
- 1?j
MEMBER DETAILED ANALYSIS
41d Comb 2: L + E FACTORED
mb 1 1 - 2
Property WALLIE
Shape
Length 13.88 ft
Max Shear 12.49 K
Location 8.88 ft
Min Shear -23.28 K
Location. 13.88 ft
Max Moment: 85.28 K-ft
Location . 13.88 ft
Min Moment: -24.48 K-ft
Location . 4.83 ft
Max +Defl : 8.8341 in
Location . 11.18 ft
Max -Defl : -8.8655 in
Location . 4.16 ft
Max Unck : No Calc
1 ]
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
is
?h
MEMBER DETAILED ANALYSIS
Comb 2: L + E FACTORED
let 2 : 2 - 3
Property : SLABIE
Shape
Length 17.88 ft
Max Shear : 47.84 X
Location : 8.88 ft
Min Shear : -47.84 X
Location : 17.88 ft
Max Moment: 85.28 X-ft
Location : 17.88 ft
Min Moment: -118.11 X-ft
Location 8.58 ft
Max +Defl 8.8888 in
Location 8.88 ft
Max -Defl -8.3878 in
Location 8.58 ft
Max Unck No Calc

•
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
40

Moment Diagram
.10

.8

0

RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date 7 ( 9?
0K BRANCH CULVERT-16'SPAN-SECTION 1 ?
J:\USERS\STRUCT\9553055A\6o6.!61.R29 GV!(o I - 877, 4?'a. b
Units Option : US Standard
RISC Code Checks : 9th Edition ASO
Shear Deformation: No
P-Delta Effects : Yes
Redesign No
Edge Forces No
A.S.I.F. 1.333
-------
Node --------- ------------------------------------------------------------
Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)- ------- (ft)----- (in,K/in)-- -- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 4.00 R R 0.00
2 0.00 13.00 0.00
3 17.00 13.00 0.00
4 17.00 0.00 R R 0.00
-----------------------------------------------------9-----------------
teriaL Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------
Section ----- ---------
Database -----------
MatL. -------------
Area -----------------
Moment of ------
As -----
y/y
Label Shape Set Inertia Coef
---------- -------------- -------------- (in"2)---- ----- (in"4)------ ------ -----
WALL1 CONC 144.00 1350.000 1.20
SLABIE CONC 288.00 4745.000 1.20
WALL2 CONC 144.00 1350.000 1.20
----------
I -----
J --------- ------------------------
I Releases J -----------------
End Offsets ------ -----
No Node Node Section x y z x y z Sec Sway I J L ength
---------- -------------- ------------------------ ------(in)----(in )----- -(ft)
1 1 - 2 WALL1 9.00
2 2 - 3 SLABIE 17.00
3 3 - 4 WALL2 13.00
e? G j
8 i Z j h f.
1
0

RISA-20 (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
K BRANCH CULVERT-16'SPAN-SECTION 1
\USERS\STRUCT\95S3055A\CULV16-1.R2D
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------ -(K/ft,F)----- (K/ft,F)---- ----- (ft)--- ------ (ft)----
1 1 - 2 X 1.740 1.290 0.000 9.000
3 3 - 4 X -1.290 -1.940 0.000 13.000
Member Distributed Loads,BLC 2: EARTH DEADLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -4.020 -4.020 0.000 17.000
----------------------------------------------------------------------------
ad Combination Self Wt BLC BLC BLC BLC BLC W E
.?--Description Dir Fac Fac Fac Fac Fac Fac DYNA S V
----------------------------------------------------------------------
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4
1]
`6 G
RISA-20 (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
K BRANCH CULVERT-16'SPAN-SECTION 1
:\USERS\STRUCT\95S3055A\CULV16-1.R20
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
------------------ --- (in)---------- ------- (in)------- --------- (rad)---------
1 0.00000 -0.00000 0.00313
2 -0.17778 -0.00731 -0.00272
3 -0.18045 -0.01000 0.00307
4 -0.00000 -0.00000 0.00248
Load Combination is 1 LATERAL + EARTH
Reactions
Node Global X Global Y Moment
---------------------- (K)--------- ---------(K)---------------(K-ft)---------
1 -0.06847 35.09600 0.00000
4 7.42847 33.24400 0.00000
Totals 7.36000 68.34000 0.00000
Load Combination is 1 LATERAL + EARTH
Member End Forces

Nodes -
--------------------
I-End
------------
-
----------------------
J-End
--------------------
No I J Axial Shear Moment Axial Shear Moment
---------------(K)---- ----( K)----- -(K-ft)-------(K)--------( K)------(K-ft)--
1 1- 2 35.10 0.01 0.00 -35.10 13.62 -64.30
2 2- 3 13.57 35.10 64.30 -13.57 33.24 -48.55
3 3- 4 33.24 13.53 48.55 -33.24 7.47 -0.00
Load Combination is 1 LATERAL + EARTH
AISC Code Checks
-
-----
------------
----------------------
--------------------
--------
--------
Nodes Member Quarter Points
No I J Maximum 0 1/4 112 3/4
----------- L Shear
--------------------
----------------------
1 1- 2 ------------ -----------
- Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
r
te?-
MEMBER DETAILED ANALYSIS
d Comb 1:
I LATERAL + EARTH
b 1 :
q
m 1 - 2
Property : WALLi
Shape
Length 9.88 ft
Max Shear 8.81 K
Location 8.88 ft
Min Shear -13.62 K
Location 9.88 ft
Max Moment: 64.38 K-ft
Location . 9.88 ft
Min Moment: 8.88 E-ft
Location 8.86 ft
Max +Defl 8.2848 in
Location 7.29 ft
Max -Defl 8.8888 in
Location 8.88 ft
Max Unck : No Calc
rJ
Shear
,qqq"q Moment
Deflected
Shape
Unity Check Not Calculated
?-1
? el
MEMBER DETAILED ANALYSIS
d Comb 1: LATERAL + EARTH
b 2 :
Fem 2 - 3
Property : SLABIE
Shape
Length 17.80 ft
Max Shear : 35.10 X
Location : 0.80 ft
Min Shear : -33.24 X
Location, : 17.00 ft
Max Moment : 64.30 X-f t /?i?s ryrC ?'
Location : 0.00 ft
s? t
(?/LL.ILS
Min Moment: -88.90 X-ft
Location 8.67 ft
Max +Defl 0.8008 in
Location 0.00 ft
Max -Defl -0.2375 in
Location 8.67 ft
Max Unck No Calc
•
Shear
Moment
Def lected
Shape
Unity Check Not Calculated
1r?
?I

MEMBER DETAILED ANALYSIS
q d Comb 1: LATERAL + EARTH
Imb 3 3 - 4
Property WALL2
Shape .
Length 13.80 ft
Max Shear 13.53 X
Location 0.08 ft
Min Shear -7.47 X
Location 13.00 ft
Max Moment: 48.55 X-ft
Location . 0.80 ft
Min Moment: -14.88 X-ft
Location 8.97 ft
Max +Defl 0.1804 in
Location 13.80 ft
Max -Defl 0.0080 in
Location 0.00 ft
Max Unck No Calc

?7-
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
•
6?
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
--------------------- (in)----------------- (in)---------------- (rad)---------
1 0.00000 -0.00000 0.00562
2 -0.37354 -0.01036 -0.00324
L_J
?vi
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
.ROCK BRANCH CULVERT-16'SPAN-SECTION 1
J:\USERS\STRUCT\95S3055A\CULV16-1.R2D
Node Global X Global Y Rotation
--------------------- (in)----------------- (in)---------------- (rad)---------
3 -0.37789 -0.01383 0.00397
4 -0.00000 -0.00000 0.00552
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------------------(K)------------------(K)---------------(K-ft)---------
1 -1.09153 49.71531 0.00000
4 13.60353 45.96069 0.00000
Totals 12.51200 95.67600 0.00000
Load Combination is 2 L + E FACTORED
Member End Forces
-----
-----------------------
--------------------
----------------------------
Nodes I-End ===______ = J-End =
No I J Axial Shear Moment Axial Shear Moment
---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 49.72 0.92 -0.00 -49.72 22.26 -101.19
2 2- 3 22.09 49.72 101.19 -22.09 45.96 -69.27
3 3- 4 45.96 21.98 69.27 -45.96 13.71 -0.00
Load Combination is 2 L + E FACTORED
AISC Code Checks
-------
-----------------------
--------------------
--------------------------
Nodes Member Quarter Points
No I J Maximum 0
------ 1/4 1/2 3/4
----------------------- L Shear
--------------------
---------------------------
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0
1? i
MEMBER DETAILED ANALYSIS
fem d C omb 2: L + E FACTORED
b 1 : 1 - 2
Property : WALL1
Shape .
Length 9.88 ft
Max Shear : 8.92 K
Location . 8.88 ft
Min Shear : -22.26 K
Location : 9.88 ft
Max Moment: 181.19 K-ft
Location . 9.88 ft
Min Moment: -8.14 K-ft
Location . 8.27 ft
Max +Defl : 8.3965 in
Location . 7.74 ft
Max -Defl : 8.8888 in
Location . 8.88 ft
Max Unck : No Calc

•
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
0

MEMBER DETAILED ANALYSIS
fem d Comb 2: L + E FACTORED
b 2 : 2 - 3
Property : SLABIE
Shape
Length 17.88 ft
Max Shear 49.72 K
Location 8.88 ft
Min Shear -45.96 K
Location 17.88 ft
Max Moment : 181.19 K-f t ?a ma?C
Location . 8.88 ft S1A4L) a"Cf-
Min Moment : 418?48r-Nr&t l vat''
Location 8.84 ft
Max +Defl 8.8888 in
Location 8.88 ft
Max -Defl -8.3897 in
Location 8.67 ft
Max Unck : No Calc
•
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
0

MEMBER DETAILED ANALYSIS
d Comb 2:
F L + E FACTORED
mb 3 :
qe 3 - 4
Property : WALL2
Shape
Length 13.00 ft
Max Shear : 21.98 K
Location . 0.00 ft
Min Shear : -13.71 K
Location . 13.00 ft
Max Moment: 69.27 K-ft
Location : 0.00 ft
Min Moment: -29.63 K-ft
Location : 8.58 ft
Max +Defl : 0.3778 in
Location . 13.80 ft
Max -Defl : 0.8000 in
Location . 0.00 ft

•
Shear
kL-Nq??? Moment
hhhhhh-? Max Unck : No Calc
Deflected
Shape
Unity Check Not Calculated
is
o If-

Moment Diagram
Z-

E
P
92.41
86.86
1069.31
57.76
46.21
34.66
23.18
11.55
6.68
-11.55
-23.18
-34.66
-46.21
-57.76
-69.31
-86.86
-92.41
-163.97
-115.52
-127.87
•
Moment Diagram(K-ft)
Load Comb 2
r? 85.281
8.8 1.7 3.4 5.1 6.8 8.5 16.2 11.9 13.6 15.3 17.8
Mode 2 Location Along Member 2 (ft) Mode 3
?i? Gam. ? o

C, CID ,
= (,,,, i.7 "->s-Z„
Zv 00
7/ 7/)0
7'_ o
?yp rr7 vI 0 ?? ? ;
n
•
c "-7 cu--- -?or POs /t7vc V--e( f; ? slat,,.
88.86
69.31
57.76
46.21
34.66
Z3.18
11.55
-8.88
-11.55
-23.18
-34.66
-46.21
-57.76
-69.31
-88.86
-92.41
-183.97
-115.52
-127.87
-138.62
Moment Diagram(K-ft)
t - -
L 128.631 '
#9@/8,1
#-90 /r, 8.8 1.7 3.4 5.1 6.8 8.5 18.2 11.9 13.6 15.3 17.8
Mode 2 Location Along Member 2 (ft) Mode 3
Cu-?o?s ?o? p0.5/
C ?1?5 /S t'?G CGt?
-A V-0 sk-,ol
8 GVE'
12??OG 6.19.44(

Ga?' ? or lZ?(?
,C = 19.44 29) _ 13 • S
/C - ?0f
?a cr,? a Z/3 ps ?? v-e Lars
"node
2 4 WOL
b1,11 / /Q 3 ?? /urn
Load Comb 2
74.681
p /0
, ,S53°ssA
7//7/96
Ss
2J
183.6:
97.88
92.12
86.36
88.68
74.85
69.89
63.33
57.57
51.82
46.86
48.38
34.54
28.79
23.83
17.27
11.51
5.76
8.88
-5.76
•
3

-S5.??1STr;
8.8 8.9 1.8 2.7 3.6 4.5 5.4 6.3 7.2 8.1 9.8
ng Member 1
Mode 1 Location Al (ft) Mode 2
o
(?C lZ-S4! - I ? q
=`?Q ?o (?`Y?? _ ?GO 7Sf'1Z 371
E 7 7 5-)
W-14
?Gu? CUB"
?-Or,7 Ce 5l
r1
Moment Diagram(K-ft) Load Comb 2
73.85 9.Z 9
67.43
• 61.81
56.19
58.57
44.95
39.33
33.71
28.89
22.46
16.86
11.24
5.62
8.88
-5.62
-11.24
-16.86
-22.48
-28.89
-33.71 -49.626
8.8 1.3 2.6 3.9 5.2 6.5 7.8 9.1 18.4 11.7 13.8
Mode 3 Location Along Member 3 (ft) Mode 4
=r Pas' 5??? ?r vv c
Just ? #P ? /z ??? ?? _
/Z
9s-53OSSA
-7/ 7/90
0
HANSON ENGINEERS, INC. /
BY DATE_7 ---!-(-? ENCINEERS-CQNSULTA.N-S SHEETItiO.OF 13
CHKD. BY ?!?-__C>TE 1'21 y 371RI`:GF:H_J. PEORIA & ROCKFCP.J. I' `JC'S JO8 --------- ejrzl? --Cr>°e

AfU;? ,c-
I?3 (3z•s? ?/- .? 3z•s??)
d4? (F 91'
slt2ar F-1017mi
?e-?Jh 6ac.2. o,` . ? L rr? ?- ??? r????i"?'-?` ? _.r?J?a ?C= .S-Z - _•? _ /Z, /vim.
All,
0
BY__? _____DATE_J?L> )% HANSON ENGINEERS, INC. SHEET NO.__? i?
ENGINEERS - CONSULTANTS
CHKD. BY!y _DATE SPRINGFIELD, PEORIA & ROCKFORD, ILLINOIS JOB NO.._?5 9 l--
---------------------
----------- R----oc -- -mch
ti o s
G
•

1 W(

M' c [ ro- -
Z r. ?;rr,ln
A09-DATE 1 1JC? HANSON ENGINEERS, INC. ?? fZ
6Y ___ __? L__lo ENGINEERS - CONSULTANTS SHEET NO.___?____OF
CHKD. BY DATE ?L-? SPRINGFIELD,, PEORA & ROCKFORD, RO?ILLINOIS JOB N0.._?? ?
0
---------_L4o C _ ?e'x- ----------------------

/ 8 U/ ti p o / 4i 11 k) Lo lim 61c 7?P s /a1_?

GG? /¢oo 74r le
egr?k' O(ead leeld _ /(• 75-(/Z) f /, Zs??s? = Z. Z ,?/?' ?
C % t /?c iCc ;? 4'5z'-11. G-a/-
J
?l s LI ?esu/?s
a-& 4
s/ 70
All- 54 %L- 4i' ? (3 9 sere t(fe
WaLL /LCx - y 76

15 -"Ia,6
4=z.s
A . Z(z,5?0z?- 30

3
HANSON ENGINEERS, INC. J1
BY ATEENGINEERS - CONSULTANTS S HEET N0.__Z-1:51- 0
CHKD. BY DATE SPRINGFIELD, PEORIA & ROCKFORD, ILLINOIS JOB NO.-_????QS?r f_
cctcz- 7- frac ? /o
?QccD ik7_ /o /OOT Cu/V?r?_/OW,72!/C[,C - ?IOVV U' e ill
L/l? Load mus/ de CC6;-S4?A Z- ,
,z r,4h DL = 8'( /?? + 1. zs( l5? _ /.15 &//?
Lq ??? a l ?. 7D ! rIIO /C
W
7- 0
-7rcoo ?- ?oQO?s
?a?sidw X11 Tack /yam Trac/oi- Z// ,? ?aC?t ?ft!G? 14 '-7" X 08" V?/G?e
oR (c57 Wh??/ Tv??r?5craper- 714
?[t l? ??PGL? 4s
oo_O?s a-5 shoV'vn
11 _516% Z i I \
I 14711
I I ?
I r I
II i
N '
? i
te- Z?,,5B3

;or- c2vvek l__ /wall
?rle lid
-!rack ?i-a?/or

I I
I I \
/ /O I \
L \

i - -i
I I
I

5&?- _oxle..lcad= 4-o4 _ (Z7/)0
W . I?j . 54 CCm r0`S
M C C I- -
per- HANSON ENGINEERS, INC. SHEET NO._Z__ .YJ__.OF'?'
By __DATE_ ENGINEERS - CONSULTANTS
CHKD. BY-) -L-DATE SPRINGFIELD, PEORIA 6 ROCKFORD, ILLINOIS JOB NO..?_-S -
• ------------?--------------
Corsi ca-' o t?

/l GtC i!7/ 0h ? a? 6epler D ruf = yi ; ?•.J`
-y-o G7?
106,

r? Jc
t
v
- - - - i l (iC?G`S CGY?•/e /f!1 Gt ? lam- 11-S

- - - 91
C4'a 2
S L? lJ- --0147WS -- -. _ -
•
M c c -1- -
//?? HANSON ENGINEERS, INC.
BY ___/?"??SHEET
ENGINEERS - CONSULTANTS U ?r---
CHKD. BY -----DATE SPRINGFIELD, ?FOR;A 8 ROCKFORD, ILLINOIS JOB NO..__!_S$?%?J
--------- -------------------
Au 54
,54 = 9 (&50,4, - /z, s(/ - , (
'45"C'rd= /,oz */D
C 'Z'C4 crGlc4 Co.vl-o/
1,07 _ , 00
TS - 3? i)'
? Ii /L.5 0.Z7)
Z 57
74,
/

?j?rd le ? _ /Z(/5 ?s = 3375
??-
-
Z?r . /z34./?s> ?- Z
a? cep-?Lcr -? of erg
/l?f?r 3 = l7 Y>3 = X95/ /7? 3 = 0579
Ge<?1er ?c = (09S/,)(3375) r (/- , 095/ (//&7) - 1577
c,?cds l? X0579 (337S l (? OSJ9?(//107) _ /Z95
s??p/? a J /Jiro vrP(p-'-d u?= 7 (1377 . f ./s?z95 * z? /?SZ
523
2 = /?S
/, / HANSON ENGINEERS, INC. 4 !L
SHEET NO.____
BY-_-/=`?___OATE-7 C??Jg6 ENGINEERS - CONSULTANTS
25L' o'2 -,4 _--
CHKD. BY_`QD?,c DATE_7_,L„_ SPRINGFIELD. PcGP.IA b ROCKFORD, ILLINOIS JC6 NO.._ ____
---------?o c---
err
7hec4 6k
Y? = zo 4-
zz.?-
z?
Z4, Z /c f
?pcr ?F /10,&7r/abl
/o > z Z , r/O,? w, WSJ

6#m. 6a,-3 _ o - _ 47.4 4 ' - o
-fop bars = 47,

'0015 (16,e isD (ACS 0/8 - 9s
,C ! a
,L= 3(l - 3 - s = Wiz. S'
14<1 7#4¢ L /z
c7 via.d
-q Z? ir?j T S?a 12-
I cE
ht&? j HANSON ENGINEERS, INC. S ?Z--
BY-------------- ?/? DATE- /? ENGINEERS - CONSULTANTS SH.EET NO._-OF______
//? pp,,
CHKD. BY4&-DATE SPRINGFIELD, PEOR;A & ROCKFORD, ILLING'S JOB NO.._!_S
• ------------ f`U Cx----C -------------
Z: <«n -14 d
Wa-ee s1<--? /
Ile 6,1 a-0 h fop
r
izxaa??? ?s,d = Z5Z
srr2 7'e--/ b ?. Z 4 ? ?, Z cv ??
?c35g J = . ° 21a -? _ ? (iz? /4,.32
- /Z9S Z? 3375 - - -
? ?r- carp sr? 1 e = 3375
f
urfu ?. 11??s is / zc1 bac irk /"?/sf? ?qa v?o l%ri' .
76- k? <74,'- ? ? i

•

RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job 9-575-3 o= 14
1525 South Sixth Street Page
Springfield, IL 62703 Date /5 b

ROCK BRANCH CULVE RT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9 5S3055A\CT?LV44-? LttD -? 6VI6, Z 8 /?zD

Units Option : US Standard
(717
,s, cue ior? - iz~t t??
RISC Code Checks : 9th Edition ASD si?.'?

Shear Deformation: No
P-Delta Effects : Yes
Redesign : No
Edge Forces : No
A.S.I.F. 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 0.00 R R 0.00
2 0.00 8.63 0.00
3 17.25 8.63 0.00
4 17.25 0.00 R R 0.00
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
--------------------------------------- (in-2)--------- (in-4)-----------------
WALLIE CONC 180.00 1400.000 j 1.20
SLABIE CONC 180.00 1400.000 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 8.63
2 2 - 3 SLABIE 17.25
3 3 - 4 WALLIE 8.63
E
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
10ROCK BRANCH CULVERT-161SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
3 8' OF FILL LATERAL LOAD 2
4 8' OF FILL DEAD LOAD 1
5 TRACTOR LOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------ ----- ------ ----- --- (K/ft,F)----- (K/ft,F)--- ------ (ft)------ --- (ft)----
1 1 - 2 X 1.130 / 0.700" 0.000 8.625
3 3 - 4 X -0.700 j -1.130/ 0.000 8.625
Member Dist
----------- ribute
------ d Loads,BLC 2: EARTH DEADLOAD
-------------------------

Memb
I
J -------
Start End ----------------
Start -----------
End
No Node Node Dir Magnitude Magnitude Location Location
------ ----- ------ -------- (K/ft,F)----- (K/ft,F)--- ------ (ft)--------- (ft)----
2 2 - 3 Y -2.200 „ -2.200 % 0.000 17.250
Member Distributed Loads,BLC 3: 8' OF FILL LATERAL LOAD
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
---------------------- --- (K/ft,F)----- (K/ft,F)---- ----- (ft)----- ---- (ft)----
1 1 - 2 X 0.780 ? 0.350 / 0.000 8.625
3 3 - 4 X -0.350 ,- -0.780 0.000 8.625
Member Distributed Loads,BLC 4: 8' OF FILL DEAD LOAD
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------ ----- -------------- (K/ft,F)----- (K/ft,F)------ --- (ft)------ --- (ft)----
2 2 - 3 Y -1.150 r/ -1.150 / 0.000 17.250
Member
------ Dist
----- ributed Loads,BLC 5: TRACTOR LOAD
----------------------------

Memb
I -------------
J Start End -------------
Start -----------
End
No Node Node Dir Magnitude Magnitude Location Location
------ ----- -------------- (K/ft,F)----- (K/ft,F)------ --- (ft)------ --- (ft)----
2 2 - 3 Y -0.540 -0.540/ 0.000 17.250
(O G
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job
Page
Date
*ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------
Load Combination Self Wt ------
BLC -----------------------------
BLC BLC BLC BLC -------------
W E
No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V
---------------------------- ------ ----------------------------- -------------
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4 Y
3 8' FILL + TRACTOR 3 1.7 /4 1.4 ,5 1.7 Y
Dynamic Analysis Data
Number of modes (frequencies) 3
Basic Load Case for masses None
BLC mass direction of action X only
Acceleration of Gravity 32.20 ft/sec**2
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 -0.00000 -0.00000 0.00104
2 0.00138 -0.00303 -0.00285
3 -0.00138 -0.00303 0.00285
4 0.00000 -0.00000 -0.00104
Load Combination is 1 LATERAL + EARTH
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------------------(K)-------- ----------(K)---------- -----(K-ft)---------
1 0.72707 18.97500 ? 0.00000
4 -0.72707 18.97500 0.00000
Totals 0.00000 37.95000 0.00000
Load Combination is 1 LATERAL + EARTH
Member End
---
- Forces
-
------
-----------------------
--------------------
----
----
Nodes --------------
I-End J-End
No I J Axial Shear Moment Axial Shear Moment
---------------(K)--------(K)---- --(K-ft)-------(K)----- ---(K)------(K-ft)--
1 1- 2 18.98 -0.73 0.00 -18.98 8.62 -42.97
2 2- 3 8.62 18.98 42.97 -8.62 18.98 -42.97
3 3- 4 18.98 8.62 42.97 -18.98 -0.73 -0.00
0
&a _
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Load Combination is 1 LATERAL + EAR
AISC Code Checks
---------------------------------------
Nodes Member
No I J Maximum 0 1/4
---------------------------------------
1 1- 2 - Not
2 2- 3 - Not
3 3- 4 - Not
TH
-----------------------------------
Quarter Points
1/2 3/4 L Shear
-----------------------------------
Calculated -
Calculated -
Calculated -
•
0
COc,
MEMBER DETAILED ANALYSIS
0m m d Comb 1: LATERAL + EARTH
Max Unck No Calc
b 1 1 - 2
Property WALLIE
Shape .
Length 8.63 ft
Max Shear -8.73 K
Location 9.99 ft
Min Shear -8.62 K
Location 8.62 ft
Max Moment: 42.97 K-ft
Location 8.62 ft
Min Moment: 9.89 K-ft
Location 9.88 ft
Max +Defl 8.9479 in
Location 5.26 ft
Max -Defl -8.8814 in
Location 8.62 ft
1*
Shear
Moment
Deflected
Shape
Unity Check Not Calculated

0
LaT
MEMBER DETAILED ANALYSIS
d Comb 1: LATERAL + EARTH
lob 2 : 2 - 3
Property : SLABIE
Shape
Length 17.25 ft
Max Shear : 18.98 K
Location 8.86 ft
Min Shear -18.98 K
Location 17.25 ft
Max Moment: 42.97 K-ft
Location . 17.25 ft
?/
Min Moment : -38.86 K-f t ,?/? ?" ' ?t rway
Location 8.62 ft !h s/a?
Max +Defl 8.6866 in
Location 8.88 ft
Max -Defl -8.3217 in
Location 8.62 ft
Max Unck No Calc
Shear
Moment
Deflected
Shape
Unity Check Not Calculated
+1-? 7
•
0
C j
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job_
1525 South Sixth Street Page
Springfield, IL 62703 Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
ENVELOPE SOLUTION
Nodal Displacements
Node Global X Global Y Rotation
-------- ----------- (in)------ LC---- ------ (in)------ LC---- ------ (rad)----- LC-
1 max 0.00000 2 -0.00000 3 0.00127 2
min -0.00000 3 -0.00000 2 0.00125 3
2 max 0.00211 2 -0.00348 3 -0.00334 3
min_ 0.00149 3 -0.00424 2 -0.00384 2
3 max -0.00149 3 -0.00348 3 0.00384 2
min -0.00211 2 -0.00424 2 0.00334 3
4 max 0.00000 3 -0.00000 3 -0.00125 3
min -0.00000 2 -0.00000 2 -0.00127 2
ENVELOPE SOLUTION
Reactions
Node Global X Global Y Moment
-------------------(K)------ LC---- -------(K)------ LC----------(K-ft)--- -LC-
1 max 1.03100 3 26.56500 2 0.00000 2
min -0.18622 2 21.80400 3 0.00000 2
4 max 0.18622 2 26.56500 2 0.00000 2
min -1.03100 3 21.80400 3 0.00000 2
ENVELOPE SOLUTION
Member Section Results
Nodes Member Quarter Points
No I J I-End 1/4 1/2 3/4 J-End
----------- ---(K,Kft,in) LC(K,Kft,in) LC( K,Kft,in) LC(K,Kft,in) LC(K,Kft,in)LC--
1 1- 2 A 26.57 2 26.57 2 26.57 2 26.57 2 26.57 2
21.80 3 21.80 3 21.80 3 21.80 3 21.80 3
V 0.19 2 -3.69 3 -5.96 3 -7.83 3 -9.31 3
-1.03 3 -3.76 2 -7.31 2 -10.47 2 -13.23 2
M 0.00 2 5.16 3 15.92 2 35.16 2 60.78- 2
-0.00 3 3.92 2 15.64 3 30.59 3 49.15 3
D 0.000 2 0.032 2 0.057 2 0.055 2 -0.002 3
0.000 2 0.031 3 0.054 3 0.050 3 -0.003 2
2 2- 3 A 13.23 2 13.23 2 13.23 2 13.23 2 13.23 2
9.32 3 9.32 3 9.32 3 9.32 3 9.32 3
V 26.57 2 13.28 2 0.00 3 -10.90 3 -21.80 3
21.80 3 10.90 3 0.00 2 -13.28 2 -26.57 2
M 60.78 2 -21.37 3 -44.88 3 -21.37 3 60.78 2
49.15 3 -25.14 2 -53.78 2 -25.14 2 49.15 3
D 0.000 2 -0.240 3 -0.373 3 -0.247 3 -0.012 3
0.000 2 -0.284 2 -0.442 2 -0.292 2 -0.015 2
(O P9
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job_
Page
Date
*ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----- ------
Nodes ------------- --- -------------
Member --------------
Quarter Points ------ --- ---------- ---
No I J I-End 1/4 1/2 3/4 J-End
----- ------ ---(K,Kft,in) LC(K,Kft,in)LC(K ,Kft,in)LC(K,Kft,in) LC(K,Kft,in)LC--
3 3- 4 A 26.57 2 26.57 2 26.57 2 26.57 2 26.57 2
21.80 3 21.80 3 21.80 3 21.80 3 21.80 3
V 13.23 2 10.47 2 7.31 2 3.76 2 1.03 3
9.31 3 7.83 3 5.96 3 3.69 3 -0.19 2
M 60.78 2 35.16 2 15.92 2 5.16 3 -0.00 2
49.15 3 30.59 3 15.64 3 3.92 2 -0.00 3
D 0.000 2 0.058 2 0.060 2 0.035 2 0.002 2
0.000 2 0.052 3 0.056 3 0.033 3 0.002 3
ENVE LOPE S OLUTION
AISC
----- Code
------ Checks
---
--
-
-
-
--
---
--
-
--
-
-
-
-
--

Nodes -
--
---- ---- --------
---
Member -
--
-
-
Quarter Points -
- --
- --
--
-- ---
No
----- I J
------ Max lc
------------- 0
---- lc 1/4
-------- lc
---- 1/2 lc 3/4
-------------- lc
------ L
---- lc Shear
--------- lc
---
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -

to /
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
*ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 0.00000 -0.00000 0.00127
2 0.00211 -0.00424 -0.00384
3 -0.00211 -0.00424 0.00384
4 -0.00000 -0.00000 -0.00127
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------------------(K)------------------(K)---------------(K-ft)---------
1 -0.18622 26.56500 0.00000
4 0.18622 26.56500 0.00000
Totals 0.00000 53.13000 0.00000
Load Combination is 2 L + E FACTORED
Member End Forces
-----------------------
----------
-----------
-----------
Nodes ------------ ---------
I-End J-End
No I J Axial Shear Moment Axial Shear Moment
----------- ----(K)----- ---(K)------(K-ft)-------(K)---- ----(K)--- ---(K-ft)--
1 1- 2 26.57 0.19 0.00 -26.57 13.23 -60.78
2 2- 3 13.23 26.57 60.78 -13.23 26.57 -60.78
3 3- 4 26.57 13.23 60.78 -26.57 0.19 -0.00
Load Combination is 2 L + E FACTORED
AISC Code Checks
------
-----------------------
----------
-----------
-----------
Nodes ------------ --- Member Quarter Points
No I J Maximum 0
----- 1/4 1/2 3/4
----------------------- L
---------- Shear
-----------
-----------
1 1- 2 ------------ ---- - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0
?j
MEMBER DETAILED ANALYSIS
',ad Comb 2: L + E FACTORED
^
Qmb 1 : 1 - 2
Property : WALLIE
Shape
Length 8.63 ft
Max Shear 8.19 X
Location 8.88 ft
Min Shear -13.23 X
Location 8.62 ft
Max Moment: 68.78 X-ft
Location . 8.62 ft
Min Moment: -8.81 X-ft
Location . 8.89 ft
Max +Defl : 8.8617 in
Location . 5.35 ft
Max -Defl : -8.8821 in
Location . 8.62 ft

•
Shear
-"4"q Max Unck : No Calc
Moment
Deflected
Shape
Unity Check Not Calculated
r?
(D ?
MEMBER DETAILED ANALYSIS
d Comb 2: L + E FACTORED
40mb 2 2 - 3
Property SLABIE
Shape
Length 17.25 ft
Max Shear 26.57 K
Location 8.88 ft
Min Shear -26.56 K
Location 17.25 ft
Max Moment: 68.78 K-ft
Location . 8.88 ft
Min Moment: -53.78 K-ft
Location 8.62 ft
Max +Defl 8.8888 in
Location 8.88 ft
Max -Defl -8.4424 in
Location 8.62 ft
Max Unck No Calc

0
Shear
Moment
Deflected
Shape
Unity Check Not Calculated

?D7a,-
RISA-2D (R) Version 3.03
Hanson Engineers, Inc.
1525 South Sixth Street Page
Springfield, IL 62703 Date ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\ D 7-
Units Option US Standard
AISC Code Checks : 9th Edition ASD
Shear Deformation: No
P-Delta Effects : Yes
Redesign No
Edge Forces : No
A.S.I.F. 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 0.00 R R 0.00
2 0.00 12.63 0.00
3 17.25 12.63 0.00
4 17.25 0.00 R R 0.00
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in^2)--------- (in-4)-----------------
WALLIE CONC 180.00 1400.000 1.20
SLABIE CONC 180.00 1400.000 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 12.63
2 2 - 3 SLABIE 17.25
3 3 - 4 WALLIE 12.63
?J
r ,~
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
3 8' LATERAL EARTH 2
4 8' OF FILL DEAD LOAD 1
5 TRACTOR LOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------ ------------------- (K/ft,F)-- --- (K/ft,F)--- ------ (ft)----- ---- (ft)----
1 1 - 2 X 1.330 - 0.700-' 0.000 12.625
3 3 - 4 X -0.700 -1.330/ 0.000 12.625
Member Distributed Loads,BLC 2: EARTH DEADLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
- - - - -----------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)----
2 2 - 3 Y -2.200 -/ -2.200 - 0.000 17.250
Member Distributed Loads,BLC 3: 8' LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)- ---- (K/ft,F)-------- - (ft)--------- (ft)----
1 1 - 2 X 0.980 0.350' 0.000 12.625
3 3 - 4 X -0.350 = -0.980- 0.000 12.625
Member Distributed Loads,BLC 4: 8' OF FILL DEAD LOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -1.150 -1.150 ' 0.000 17.250
Member Distributed Loads,BLC 5: TRACTOR LOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -0.540 -0.540 ;, 0.000 17.250
/c
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
WOCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------
Load Combination Self Wt -------
BLC ----------------------------
BLC BLC BLC BLC -------------
W E
No. Description Dir Fac
-----------
- Fac
------- Fac Fac Fac Fac
---------------------------- DYNA S V
-------------
---------------
-
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4 Y
3 8' FILL + TRACTOR 3 1.7 4 1.4 5 1.7 Y
Dynamic Analysis Data
Number of modes (frequencies)
Basic Load Case for masses
BLC mass direction of action
Acceleration of Gravity
•
3
None
X only
32.20 ft/sec**2
•
/ CA_
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job_
Page
Date
*ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 0.00000 -0.00000 0.00010
2 0.00146 -0.00444 -0.00281
3 -0.00146 -0.00444 0.00281
4 -0.00000 -0.00000 -0.00010
Load Combination is 1 LATERAL + EARTH
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
---------------------- (K)--------- ---------(K)---------------(K-ft)---------
1 -3.65343 18.97500 0.00000
4 3.65343 18.97500 0.00000
Totals 0.00000 37.95000 0.00000
Load Combination is 1 LATERAL + EARTH
Member End Forces
---------
-----------------------
-------------------
----------------------
Nodes ---
I-End J-End
No I J Axial Shear Moment Axial Shear Moment
---------------(K)---- ----(K)----- -(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 18.98 3.65 0.00 -18.98 9.16 -43.13
2 2- 3 9.16 18.98 43.13 -9.16 18.98 -43.13
3 3- 4 18.98 9.16 43.13 -18.98 3.65 -0.00
Load Combination is 1 LATERAL + EARTH
AISC Code Checks
------
-----------------------
-------------------
----------------------
Nodes ------ Member Quarter Points
No I J Maximum 0
------ 1/4 1/2 3/4
----------------------- L Shear
-------------------
----------------------
1 1- 2 ------ - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
9
/e
MEMBER DETAILED ANALYSIS
Comb 1: LATERAL + EARTH
4
Max -Defl : -0.8015 in
Location . 12.62 f t
1 1 - 2
Property WALLIE
Shape
Length 12.63 ft
Max Shear 3.65 K
Location 0.88 ft
Min Shear -9.16 K
Location 12.62 ft
Max Moment: 43.13 K-ft
Location 12.62 ft
Min Moment: -5.21 K-ft
Location 2.90 ft
Max +Defl 8.8470 in
Location 9.22 ft

.AJA Deflected
1111? Max Unck No Calc
•
Shear
Moment
Shape
Unity Check Mot Calculated
9

/-)--
MEMBER DETAILED ANALYSIS
d Comb 1: LATERAL + EARTH
b 2 2 - 3
Property SLABIE
Shape
Length 17.25 ft
Max Shear 18.98 X
Location 8.86 ft
Min Shear -18.98 X
Location 17.25 ft
Max Moment: 43.13 X-ft
Location . 17.25 ft
Min Moment: -38.78 X-ft
Location 8.62 ft
Max +Defl 8.8888 in
Location 8.88 ft
Max -Defl -8.3196 in
Location 8.62 ft
Max Unck No Calc
11
hhbbb. -qqqqq Shear
Moment
Deflected
Shape
Unity Check Not Calculated
0
I I
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job_
1525 South Sixth Street Page
Springfield, IL 62703 Date
OR OCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
ENVELOPE SOLUTION
Nodal Displacements
Node Global X Global Y Rotation
-------- ----------- (in)------ LC---- ------ (in)------ LC---- ------ (rad)----- LC-
1 max 0.00000 2 -0.00000 3 0.00016 3
min 0.00000 3 -0.00000 2 -0.00049 2
2 max 0.00235 2 -0.00510 3 -0.00331 3
min 0.00158 3 -0.00621 2 -0.00346 2
3 max -0.00158 3 -0.00510 3 0.00346 2
min -0.00235 2 -0.00621 2 0.00331 3
4 max -0.00000 3 -0.00000 3 0.00049 2
min -0.00000 2 -0.00000 2 -0.00016 3
ENVELOPE SOLUTION
Reactions
Node Global X Global Y Moment
-------------------(K)----- -LC----- ------(K)------ LC----------(K-ft)---- LC-
1 max -4.36148 3 26.56500 2 0.00000 2
min -7.08176 2 21.80400 3 0.00000 2
4 max 7.08176 2 26.56500 2 0.00000 2
min 4.36148 3 21.80400 3 0.00000 2
ENVELOPE SOLUTION
Member Section Results
Nodes Member Quarter Points
No I J I-End 1/4 1/2 3/4 J-End
------------ --(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC--
1 1- 2 A 26.57 2 26.57 2 26.57 2 26.57 2 26.57 2
21.80 3 21.80 3 21.80 3 21.80 3 21.80 3
V 7.08 2 0.37 2 -4.46 3 -7.61 3 -9.91 3
4.36 3 -0.47 3 -5.50 2 -10.52 2 -14.70 2
M 0.00 2 -5.91 3 2.10 3 22.30 2 62.33 2
0.00 2 -11.54 2 -3.21 2 21.38 3 49.25 3
D 0.000 2 0.011 3 0.039 3 0.055 3 -0.004 3
0.000 2 -0.009 2 0.015 2 0.045 2 -0.006 2
2 2- 3 A 14.70 2 14.70 2 14.70 2 14.70 2 14.70 2
9.91 3 9.91 3 9.91 3 9.91 3 9.91 3
V 26.57 2 13.28 2 0.00 3 -10.90 3 -21.80 3
21.80 3 10.90 3 0.00 2 -13.28 2 -26.57 2
M 62.33 2 -21.27 3 -44.78 3 -21.27 3 62.33 2

D 49.25
0.000 3
2 -23.59
-0.239 2
3 -52.23
-0.371 2
3 -23.59
-0.246 2
3 49.25
-0.012 3
3
0.000 2 -0.269 2 -0.423 2 -0.277 2 -0.015 2
/k?
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----- -------------
Nodes ------ --- -------------
Member --------------------
Quarter Points ---- --------- ---
No I J I -End 1/4 1/2 3/4 J-End
----- ---------(K,K ft,in) LC(K,Kft,in)LC(K,Kft,in)LC( K,Kft,in) LC(K,Kft,in)L C--
3 3- 4 A 26.57 2 26.57 2 26.57 2 26.57 2 26.57 2
21.80 3 21.80 3 21.80 3 21.80 3 21.80 3
V 14.70 2 10.52 2 5.50 2 0.47 3 -4.36 3
9.91 3 7.61 3 4.46 3 -0.37 2 -7.08 2
M 62.33 2 22.30 2 2.10 3 -5.91 3 0.00 3
49.25 3 21.38 3 -3.21 2 -11.54 2 0.00 2
D 0.000 2 0.059 3 0.041 3 0.013 3 0.001 2
0.000 2 0.050 2 0.019 2 -0.006 2 0.001 3
ENVELOPE SOLUTION
RISC
----- Code Checks
-------------
------
---
----------
---
-----------
---------
----
---------
---
Nodes Member Quarter Poi nts
No
----- I J Max
------------- lc
------ 0
--- lc 1/4
---------- lc
--- 1/2 lc
----------- 3/4 1c
--------- L
---- lc Shear
--------- lc
---
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -

RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
`ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 0.00000 -0.00000 -0.00049
2 0.00235 -0.00621 -0.00346
3 -0.00235 -0.00621 0.00346
4 -0.00000 -0.00000 0.00049
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
----------- ----------- (K)------------------(K)---------------(K-ft)---------
1 -7.08176 26.56500 0.00000
4 7.08176 26.56500 0.00000
Totals 0.00000 53.13000 0.00000
Load Combination is 2 L + E FACTORED
Member End Forces
------
-------------------------
-------------------
-----------
Nodes ----------- ----
I-End J-End
No I J Axial Shear Moment Axial Shear Moment
----------- ----(K)---- ----(K)------(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 26.57 7.08 0.00 -26.57 14.70 -62.33
2 2- 3 14.70 26.57 62.33 -14.70 26.57 -62.33
3 3- 4 26.57 14.70 62.33 -26.57 7.08 -0.00
Load Combination is 2 L + E FACTORED
RISC Code Checks
-
--------
-------------------------
-------------------
-----------
Nodes ---------- -- Member Quarter Points
No I J Maximum
-- 0
---------- 1/4 1/2 3/4
------------------------- L Shear
-------------------
-----------
1 1- 2 --------- - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
9
?J.
MEMBER DETAILED AMALYSIS
'md Comb 2: L + E FACTORED
41mb 1 1 - 2
Property WALLIE
Shape
Length 12.63 ft
Max Shear 7.88 K
Location 8.88 ft
Min Shear -14.78 K
Location 12.62 ft
Max Moment: 62.33 K-ft
Location . 12.62 ft
Min Moment: -11.57 K-ft
Location 3.28 ft
Max +Defl 8.8475 in
Location 9.85 ft
Max -Defl -8.6895 in
Location 2.53 ft
Max Unck Mo Calc
•
166 Shear
Moment
=0w,A Deflected
Shape
Unity Check Mot Calculated
0
(/c
MEMBER DETAILED AMALYSIS
Comb 2: L E FACTORED
2 : 2 - 3
Property SLABIE
Shape
Length 17.25 ft
Max Shear 26.57 K
Location 8.88 ft
Min Shear -26.56 K
Location 17.25 ft
Max Moment: 6Z.33 K-ft
Location . 8.88 ft
Min Moment: -52.23 K-ft
Location . 8.62 ft
Max +Defl : 8.8888 in
Location . 8.88 ft
Max -Defl : -8.4226 in
Location . 8.62 ft
Max Unck : Mo Calc

a
Shear
Moment
y
Deflected
Shape
Unity Check Not Calculated
9

RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job 9.553:555A
1525 South Sixth Street Page
Date !
Springfield, IL 62703
*ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\C-'U-L 1 - D--> Units Option US Standard
/Z
AISC Code Checks : 9th Edition ASD
Shear Deformation: No
P-Delta Effects Yes
Redesign : No
?Q? caters;r f ?sz Y
/?CU X?SI?f? NfOr%zscf ! V.p??s
/I?aX s1 ? M 5/ate a?? warms
Edge Forces : No
A.S.I.F. : 1.333
----------------------------------------------------------------------------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)-
1 0.00 4.00 R R 0.00
2 0.00 12.63 0.00
:o 3 17.25 12.63 ? 0.00
4 17.25 0.00 R R 0.00
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy)
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in-2)--------- (in^4)-----------------
WALLIE CONC 180.00 1400.000 1.20
SLABIE CONC 180.00 1400.000 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 8.63
2 2 - 3 SLABIE 17.25
3 3 - 4 WALLIE 12.63
r?

Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job_
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
3 8' OF FILL LATERAL EARTH 2
4 8' OF FILL DEADLOAD 1
5 TRACTOR LOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
----- -------------------- (K/ft,F)----- (K/ft,F)--- ------ (ft)----- ---- (ft)----
1 1 - 2 X 1.130 -? 0.700 - 0.000 8.630
3 3- 4 X -0.700 -1.330.( 0.000 12.630
Member Distributed Loads,BLC 2: EA
----------------------------------
Memb I J Start
No Node Node Dir magnitude
------------------------- (K/ft,F)-
2 2 - 3 Y -2.200
RTH DEADLOAD
------------------------------------------
End Start End
Magnitude Location Location
---- (K/ft,F)--------- (ft)--------- (ft)----
? -2.200; 0.000 17.250
Member Distributed Loads,BLC 3: 8' OF FILL LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
---------------------- --- (K/ft,F)--- -- (K/ft,F)---- ----- (ft)----- ---- (ft)----
1 1 - 2 X 0.780- 0.350- 0.000 8.630
3 3 - 4 X -0.350 _ -0.980-- 0.000 12.630
Member Distributed Loads,BLC 4: 8' OF FILL DEADLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -1.150 -1.150 % 0.000 17.250
Member Distributed Loads,BLC 5: TRACTOR LOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
40 2 2- 3 Y -0.540 -0.540: 0.000 17.250
G
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\95S3055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------
Load Combination Self Wt -------
BLC ----------------------------
BLC BLC BLC BLC -------------
W E
No. Description Dir Fac
---------------------------- Fac
------- Fac Fac Fac Fac
--------------- DYNA S V
-

1 LATERAL + EARTH
1 1 -------------
2 1 -------
-----
2 L+ E FACTORED 1 1.7 2 1.4 Y
3 8'+TRACTR-FACTRD 3 1.7 4 1.4 5 1.7 Y
Dynamic Analysis Data
Number of modes (frequencies) 3
Basic Load Case for masses None
BLC mass direction of action X only
Acceleration of Gravity 32.20 ft/sec**2
r
•

Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job_
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Load Combination is 1 LATERAL + EARTH
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
------------- -------- (in)---------- ------- (in)---------------- (rad)---------
1 -0.00000 -0.00000 0.00179
2 -0.06192 -0.00308 -0.00251
3 -0.06479 -0.00436 0.00295
4 -0.00000 -0.00000 0.00046
Load Combination is 1 LATERAL + EARTH
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
---------------------(K)------------------(K)---------------(K-ft)---------
1 1.08518 19.29084 0.00000
4 3.83782 18.65916 0.00000
Totals 4.92300 37.95000 0.00000
• Load Combination is 1 LATERAL + EARTH
Member End Forces
----------------------
-
Nodes -----------
I-End ---------------------- ---------
J-End -----------
No I J Axial Shear Moment Axial Shear Moment
---------------(K)--------(K)----- -(K-ft)-------(K)--------(K)--- ---(K-ft)--
1 1- 2 19.29 -1.10 -0.00 -19.29 8.99 -46.21
2 2- 3 8.98 19.29 46.21 -8.98 18.66 -40.76
3 3- 4 18.66 8.97 40.76 -18.66 3.85 0.00
Load Combination is 1 LATERAL + EARTH
RISC Code Checks
-----------
------------
Nodes ----------- -----------------------
Member Quarter Points -------- -----------
No I J Maximum
----------------------- 0
----------- 1/4 1/2 3/4
-------------- L Shear
----
--
1 1- 2 ---------
- Not Calculated - -------- ----
-
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0

MEMBER DETAILED ANALYSIS
*ad Comb 1: LATERAL + EARTH
Memb 1 : 1 - 2
Property : WALLIE
Shape
Length 8.63 ft
Max Shear : -1.10 K
Location . 0.08 ft
Min Shear -8.99 K
Location 8.63 ft
Max Moment: 46.21 K-ft
Location . 8.63 ft
Min Moment: -8.88 H-ft
Location . 0.88 ft
Max +Defl : 0.0954 in
Location . 6.21 ft
Max -Defl : 8.8808 in
Location . 0.08 ft
Max Unck : No Calc

Shear
Moment
Deflected
Shape
Unity Check Not Calculated
11
Fi f
MEMBER DETAILED ANALYSIS
*ad Comb 1: LATERAL + EARTH
Memb 2 2 - 3
Property SLABIE
Shape .
Length 17.25 ft
Max Shear 19.29 K
Location 8.88 ft
Min Shear -18.66 K
Location 17.25 ft
Max Moment : 46.21 K-f t
Location . 8.88 ft
Min Moment: -38.37 K-ft
Location . 8.88 ft
Max +Defl : 8.8888 in
Location . 8.88 ft
Max -Defl : -8.3158 in
Location . 8.88 ft
Max Unck : No Calc
hhhobb- Shear
Moment
Deflected
Shape
Unity Check Not Calculated
0

MEMBER DETAILED ANALYSIS
*ad Comb 1: LATERAL + EARTH
Memb 3 3 - 4
Property WALLIE
Shape
Length 12.63 ft
Max Shear 8.97 K
Location 8.88 ft
Min Shear -3.85 K
Location 12.63 ft
Max Moment: 48.76 K-ft
Location . 8.88 ft
Min Moment: -5.78 K-ft Q?s t
Location 9.68
?'^ar i h
ft
Vv c?.CQs
Max +Defl 8.8648 in
Location 12.63 ft
Max -Defl 8.8888 in
Location 8.88 ft

•
Shear
ikhhh, Moment
hhhh- Max Unck No Calc
Unity Check Not Calculated
Deflected
Shape
E
62L
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
ENVELOPE SOLUTION
Nodal Displacements
Node Global X Global Y Rotation
-------- ----------- (in)------ LC-- -------- (in)------ LC---- ------ (rad)----- LC-
1 max -0.00000 2 -0.00000 3 0.00344 2
min -0.00000 3 -0.00000 2 0.00207 3
2 max -0.06770 3 -0.00354 3 -0.00278 2
min -0.18449 2 -0.00437 2 -0.00296 3
3 max -0.07080 3 -0.00502 3 0.00391 2
min -0.18903 2 -0.00602 2 0.00345 3
4 max -0.00000 3 -0.00000 3 0.00211 2
min -0.00000 2 -0.00000 2 0.00046 3
ENVELOPE SOLUTION
Reactions
Node Global X Global Y Moment
--------------------(K)------ LC- ----------(K)------ LC----------(K-ft)---- LC-
1 max 1.42448 3 27.37279 2 0.00000 2
min 0.79784 2 22.15733 3 0.00000 2
4 max 7.57126 2 25.75721 2 0.00000 2
min 4.56462 3 21.45067 3 0.00000 2
ENVELOPE SOLUTION
Member Section Results
Nodes Member Quarter Points
No I J I-End 1/4 1/2 3/4 J-End
------------ --(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC--
1 1- 2 A 27.37 2 27.37 2 27.37 2 27.37 2 27.37 2
22.16 3 22.16 3 22.16 3 22.16 3 22.16 3
V -0.85 2 -4.10 3 -6.37 3 -8.25 3 -9.73 3
-1.44 3 -4.79 2 -8.35 2 -11.51 2 -14.27 2
M 0.00 2 6.16 2 20.40 2 41.89 2 69.77 2
-0.00 3 6.05 3 17.42 3 33.26 3 52.72 3
D 0.000 2 0.088 2 0.165 2 0.208 2 0.183 2
0.000 2 0.052 3 0.094 3 0.107 3 0.067 3
2 2- 3 A 14.22 2 14.22 2 14.22 2 14.22 2 14.22 2
9.71 3 9.71 3 9.71 3 9.71 3 9.71 3
V 27.37 2 14.09 2 0.81 2 -10.55 3 -21.45 3
22.16 3 11.26 3 0.35 3 -12.47 2 -25.76 2
40 M 69.77
52.72 2
3 -19.32
-19.64 3
2 -44.36
-51.76 3
2 -22.37
-26.61 3
2 55.83
46.63 2
3
D 0.000 2 -0.231 3 -0.366 3 -0.247 3 -0.014 3
0.000 2 -0.254 2 -0.417 2 -0.285 2 -0.016 2

Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
RISA-2D (R) Version 3.03
Job_
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----- -------------
Nodes ------ ---- ------------
Member --------------
Quarter Points ------ --- ---------- ---
No I J I -End 1/4 1/2 3/4 J-End
----- ---------(K,K ft,in) LC(K,Kft,in)LC(K ,Kft,in)LC(K,K ft,in) LC(K,Kft,in)L C--
3 3- 4 A 25.76 2 25.76 2 25.76 2 25.76 2 25.76 2
21.45 3 21.45 3 21.45 3 21.45 3 21.45 3
V 14.19 2 10.01 2 4.98 2 0.26 3 -4.57 3
9.70 3 7.40 3 4.26 3 -0.89 2 -7.60 2
M 55.83 2 19.40 3 0.77 3 -6.58 3 0.00 2
46.63 3 17.40 2 -6.49 2 - 13.18 2 -0.00 3
D 0.000 2 0.077 2 0.090 2 0.120 2 0.188 2
0.000 2 0.068 3 0.067 3 0.060 3 0.070 3
ENVE LOPE SOLUTION
AISC
----- Code Checks
---------
----
Nodes ------ ---- ------------
Member --------------
Quarter Points ------ ---- --------- ---
No
----- I J Max
------------- lc
--- 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc

1
1- 2 --- ---- --------
- ----
Not --------------
Calculated - ------ ---- --------- ---
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0

Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
•
RISA-2D (R) Version 3.03
Job_
Page
Date
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Load Combination is 2 L + E FACTORED
Nodal Displacements
----------------------------------------------------------------------------
Node Global X Global Y Rotation
-------------- ------- (in)---------- ------- (in)---------------- (rad)---------
1 -0.00000 -0.00000 0.00344
2 -0.18449 -0.00437 -0.00278
3 -0.18903 -0.00602 0.00391
4 -0.00000 -0.00000 0.00211
Load Combination is 2 L + E FACTORED
Reactions
----------------------------------------------------------------------------
Node Global X Global Y Moment
---------------------- (K)------- -----------(K)---------------(K-ft)---------
1 0.79784 27.37279 0.00000
4 7.57126 25.75721 0.00000
Totals 8.36910 53.13000 0.00000
Load Combination is 2 L + E FACTORED
-Member End Forces
--------------
--
-
-
-
--
---
-
---
Nodes -----
---
I-End --------------
-
------- -------------
--
J-End
No I J Axial Shear Moment Axial Shear Moment
---------------(K)--------(K)--- ---(K-ft)-------(K)--------(K)------(K-ft)--
1 1- 2 27.37 -0.85 0.00 -27.37 14.27 -69.77
2 2- 3 14.22 27.37 69.77 -14.22 25.76 -55.83
3 3- 4 25.76 14.19 55.83 -25.76 7.60 0.00
Load Combination is 2 L + E FACTORED
RISC Code Checks
-----
---
----------
-
--
-
-------
-
-
---
Nodes ----
-
- ---
--------------------
Member Quarter Points -------------
No I J Maximum
----------------------- 0
--------- 1/4 1/2 3/4
---------------------- L Shear
--------------
-
-
1 1- 2 --
- Not Calculated - -
-
--
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
•
?k-
MEMBER DETAILED ANALYSIS
*ad Comb 2: L + E FACTORED
Memb 1 : 1 - 2
Property : WALLIE
Shape .
Length 8.63 ft
Max Shear : -8.85 K
Location . 8.88 ft
Min Shear : -14.27 K
Location . 8.63 ft
Max Moment: 69.77 K-ft
Location . 8.63 ft
Min Moment: 8.88 K-ft
Location . 8.88 ft
Max +Defl : 8.2185 in
Location : 6.99 ft
Max -Defl : 8.8888 in
Location . 8.88 ft

•
Shear
Moment
Deflected
Shape
q,"" Max Unck : No Calc
Unity Check Not Calculated
0
2'z
MEMBER DETAILED ANALYSIS
Wd Comb 2: L + E FACTORED
Memb 2 2 - 3
Property SLABIE
Shape .
Length 17.25 ft
Max Shear 27.37 X
Location 8.88 ft
Min Shear -25.76 X
Location 17.25 ft
Max Moment : 69.77 X-f t ?`" k i
Location . 8.88 ft N9
Min Moment: -51.86 X-ft
Location 8.97 ft
Max +Defl 8.8888 in
Location 8.88 ft
Max -Defl -8.4178 in
Location 8.86 ft
•
Shear
bbbah.- qqqqq Max Unck No Calc
Moment
Deflected
Shape
Unity Check Not Calculated
0

MEMBER DETAILED AMALYSIS
*ad Comb 2: L + E FACTORED
Memb 3 : 3 - 4
Property : WALLIE
Shape .
Length 12.63 ft
Max Shear : 14.19 E
Location . 8.88 ft
Min Shear : -7.68 K
Location . 12.63 ft
Max Moment: 55.83 K-ft
Location 8.88 ft

Min Moment:
-13.38 r
E-ft
Location . 8.97
f 'Na e4S
ft
Max +Defl : 8.1898 in
Location . 12.63 ft
Max -Defl : 8.8888 in
Location . 8.88 ft
Max Unck : Mo Calc
•
Shear
Moment
Def lected
Shape
Unity Check Mot Calculated
9
f7. 9,'?
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date %i !? o
ROCK BRANCH CULVERT-16'SPAN-SECTION 2
lcS
J:\USERS\STRUCT\9 5S3055A\ - Z,
-//?G{?
-----
-----
----------------- ------------------- -------------- j
Units Option US Standard ''"
?
AISC Code Checks : 9th Edition ASD
T- 4'
Shear Deformation: No
Z
P-Delta Effects : Yes
r?, s /.s baced C';
Redesign : No 04UCA less pl?/'.
r?
Edge Forces : No vv"LU 4'/"am ', S;'-b_
A.S.I.F. 1.333/1/S ?Qu-..5 /t/l max -1-o 1?7Cr-Q,;C ?J
------------------------------------------ 75 vs 70 k-4
-------
Node Boundary Conditions
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
----------- (ft)-------- (ft)----- (in,K/in)---- (in,K/in)---(r,K-ft/r)-----(F)-
1 0.00 4.00 R R 0.00
2 0.00 12.63 0.00
• 3 17.25 12.63 0.00
4 17.25 0.00 R R 0.00
----------------------------------------------------------------------------
Material Elastic Poisson's Thermal Weight Yield Stress
Label Modulus Ratio Coefficient Density (Fy).
--------------- (Ksi)----------------------- (F)-------- (K/ft3)------ (Ksi)----
CONC 3600.00 0.20000 0.00000 0.150 4.000
----------------------------------------------------------------------------
Section Database Matl. Area Moment of As y/y
Label Shape Set Inertia Coef
-------------------------------------- (in-2)--------- (in-4)-----------------
WALLIE CONC 180.00 3000.000 1.20
SLABIE CONC 180.00 1400.000 1.20
----------------------------------------------------------------------------
I J I Releases J End Offsets
No Node Node Section x y z x y z Sec Sway I J Length
------------------------------------------------------(in)----(in)------(ft)
1 1 - 2 WALLIE 8.63
2 2 - 3 SLABIE 17.25
3 3 - 4 WALLIE 12.63
9

RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
*ROCK BRANCH CULVERT-161SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
BLC Basic Load Case Load Totals
No. Description Nodal Point Dist.
----------------------------------------------------------------------------
1 LATERAL EARTH 2
2 EARTH DEADLOAD 1
3 8' OF FILL LATERAL EARTH 2
4 8' OF FILL DEADLOAD 1
5 TRACTOR LOAD 1
Member Distributed Loads,BLC 1: LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)---- ----- (ft)----- ---- (ft)----
1 1 - 2 X 1.130 0.700 0.000 8.630
3 3 - 4 X -0.700 -1.330 0.000 12.630
Member Distributed Loads,BLC 2: EARTH DEADLOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)--------- (ft)--------- (ft)----
2 2 - 3 Y -2.200 -2.200 0.000 17.250
Member Distributed Loads,BLC 3: 8' OF FILL LATERAL EARTH
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)----- (K/ft,F)-- ------- (ft)----- ---- (ft)----
1 1 - 2 X 0.780 0.350 0.000 8.630
3 3 - 4 X -0.350 -0.980 0.000 12.630
Member Distributed Loads,BLC 4: 8' OF FILL DEADLOAD
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)-- --- (K/ft,F)----- ---- (ft)---- ----- (ft)----
2 2 - 3 Y -1.150 -1.150 0.000 17.250
Member Distributed Loads,BLC 5: TRACTOR LOAD
----------------------------------------------------------------------------
Memb I J Start End Start End
No Node Node Dir Magnitude Magnitude Location Location
------------------------- (K/ft,F)-- --- (K/ft,F)---- -----(ft)----- ---- (ft)----
2 2 - 3 Y -0.540 -0.540 0.000 17.250
r
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
*ROCK BRANCH CULVERT-161SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
----------------------------
Load Combination Self Wt -------
BLC -----------------------------
BLC BLC BLC BLC ------------
W E
No. Description Dir Fac
--------------------------- Fac
------- Fac Fac Fac Fac
----------------------------- DYNA S V
------------
-
1 LATERAL + EARTH 1 1 2 1
2 L+ E FACTORED 1 1.7 2 1.4 Y
3 8'+TRACTR-FACTRD 3 1.7 4 1.4 5 1.7 Y
Dynamic Analysis Data
Number of modes (frequencies) 3
Basic Load Case for masses None
BLC mass direction of action X only
Acceleration of Gravity 32.20 ft/sec**2
•
9

RISA-2D (R) Version 3.03
Hanson Engineers, Inc.
1525 South Sixth Street
Springfield, IL 62703
ROCK BRANCH CULVERT-161SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
ENVELOPE SOLUTION
Nodal Displacements
Job_
Page
Date
Node Global X Global Y Rotation
-------- ----------- (in)------ LC---- ------ (in)------ LC---- ------ (rad)----- LC-
1 max -0.00000 2 -0.00000 3 0.00177 2
min -0.00000 3 -0.00000 2 0.00096 3
2 max -0.02208 3 -0.00352 3 -0.00140 2
min -0.09412 2 -0.00435 2 -0.00165 3
3 max -0.02535 3 -0.00505 3 0.00231 2
min -0.09884 2 -0.00606 2 0.00195 3
4 max -0.00000 3 -0.00000 3 0.00085 2
min -0.00000 2 -0.00000 2 -0.00003 3
ENVELOPE SOLUTION
Reactions
Node Global X Global Y Moment
-------------------(K)------ LC---------- -(K)------ LC----------(K-ft)---- LC-
1 max 1.96258 3 27.21760 2 0.00000 2
min 1.36748 2 22.02298 3 0.00000 2
4 max 7.00163 2 25.91241 2 0.00000 2
min 4.02652 3 21.58502 3 0.00000 2
ENVELOPE SOLUTION
Member Section Results
Nodes
No I J
1 1- 2 A
V
M
D
2 2- 3 A
V
M
is D
Member Quarter Points
I-End 1/4 1/2 3/4 J-End
(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC(K,Kft,in) LC--
27.22 2 27.22 2 27.22 2 27.22 2 27.22 2
22.02 3 22.02 3 22.02 3 22.02 3 22.02 3
-1.39 2 -4.63 3 -6.90 3 -8.78 3 -10.26 3
-1.97 3 -5.34 2 -8.89 2 -12.05 2 -14.82 2
0.00 2 7.33 2 22.76 2 45.42 2 74.48 2
0.00 2 7.19 3 19.70 3 36.68 3 57.28 3
0.000 2 0.045 2 0.084 2 0.106 2 0.094 2
0.000 2 0.024 3 0.042 3 0.046 3 0.022 3
14.79 2 14.79 2 14.79 2 14.79 2 14.79 2
10.25 3 10.25 3 10.25 3 10.25 3 10.25 3
27.22 2 13.94 2 0.65 2 -10.68 3 -21.58 3
22.02 3 11.12 3 0.22 3 -12.63 2 -25.91 2
74.48 2 -14.19 3 -38.64 3 -16.07 3 63.22 2
57.28 3 -14.26 2 -45.72 2 -19.89 2 53.50 3
0.000 2 -0.178 3 -0.294 3 -0.191 3 -0.014 3
0.000 2 -0.198 2 -0.340 2 -0.225 2 -0.017 2
"L--? 9e"
RISA-2D (R) Version 3.03
Hanson Engineers, Inc. Job
1525 South Sixth Street Page
Springfield, IL 62703 Date
0(OCK BRANCH CULVERT-161SPAN-SECTION 2
J:\USERS\STRUCT\9553055A\CULV16-2.R2D
•
----------------
Nodes -------- ---- ------------
Member -------
Quarter -------------
Points ---- -------- ----
No I J I-End 1/4 1/2 3/4 J-End
--------------(K,Kft,in) LC(K ,Kft,in) LC(K,Kft,in)LC(K,Kft,in) LC(K,Kft,in) LC--
3 3- 4 A 25.91 2 25.91 2 25.91 2 25.91 2 25.91 2
21.59 3 21.59 3 21.59 3 21.59 3 21.59 3
V 14.77 2 10.59 2 5.57 2 0.81 3 -4.03 3
10.25 3 7.95 3 4.80 3 -0.30 2 -7.02 2
M 63.22 2 24.56 3 4.21 3 -4.87 3 -0.00 2
53.50 3 22.94 2 -2.80 2 -11.33 2 -0.00 3
D 0.000 2 0.049 2 0.059 2 0.071 2 0.098 2
0.000 2 0.039 3 0.038 3 0.029 3 0.025 3
ENVELOPE SOLUTION
AISC Code Checks
----------------------------------------------------------------------------
Nodes Member Quarter Points
No I J Max lc 0 lc 1/4 lc 1/2 lc 3/4 lc L lc Shear lc
----------------------------------------------------------------------------
1 1- 2 - Not Calculated -
2 2- 3 - Not Calculated -
3 3- 4 - Not Calculated -
0
52.56
46.72
48.88
35.84
29.28
23.36
17.52
11.68
5.84
8.88
-5.84
-11.68
-17.52
-23.36
-29.28
-35.84
-48.88
-46.72
-52.56
Mode
•
Moment Diagram (k-f t) Load Comb 3 ? 95 53aS?"<
51.215 7?i5/9
GvO?s4 cca2
`b Cun,C( I Z W CL?LS (a / ?-via-? /on?/i?? aT ? / fJ /CJc
- - 'rte ?S?18 l
4Z ? ?
51.573
8.8 1.7, 3.5 5.2 6.9 8.6 18.4 12.1 13.8 15.5 17.3
2 Local ionQQAlong 1 M tuber 2 (It) Mode 3
?' W F ITT
6,0 V10(52, )
4-0 l8 / z l 4 /z l? s)
/
=¢z 44L.
can Cct-4 o
r]
U "T k?". v v v v+ ? - .
cIeve(o?mcV1+ -Par- n(f?a ivr- Lot, 1%1 ?Ofz:) slab.
76.02
69.11
62.19
55.28
48.37
41.46
34.55
27.64
20.73
13.82
6.91
8.00
-6.91
-13.82
-20.73
-27.64
-34.55
-41.46
-48.37
-55.28
Moment Dia gram( K-ft) Load
69.7 7
5=2'

P-

3.?

-51. 859 '
:omb 2
0.0 1.7 5 5.2 6.9 8.6 10.4 12.1 13.8 15.5 17.3
Mode 2 L cation Along Member 2 (ft) Mode 3
3. z ' f /. ?3 = ?, 3 ' ?asf hods
or ?d = 5'-Z ?' ?asf nee ?-- ca?YoPS
atemzc aw fvsa-IIt'vz-2 ? a Leos S Z ?icr.-? o? vIGC/?
E
76.17
971,94
67.71
63.47
59.24
55.81
58.78
46.55
42.32
38.88
33.85
29.62
25.39
21.16
16.93
12.69
8.46
4.23
8.88
•
E
P?qa-?Iv-?f she/ rtzt'o t=om
#BC?/z"
B0/8%
8.8 8.9 1.7 2.6 3.5 4.3 5.2 6.8 6.9 7.8 8.6
Mode 1 Location Along Member 1 (ft) Mode 2

41
-O"

T
Moment Diagram(K-ft) Load Comb 2
74.476

58.98
55.85
51.12
47.19
43.25
39.32
35.39
31.46
27.53
23.59
19.66.
15.73
11.86
7.86
3.93
9.99
-3.93
-7.86
-11.89
-15.73
Moment Diagram(K-ft) Load Comb 2
5.8 8
I
I
I
I
-13.377
8.9 1.3 2.5 3.8 5.1 6.3 7.6 8.8 18.1 11.4 12.6
Mode 3 Location Along Member 3 (ft) Mode 4

•
1?1
C
J
Load COfe
l
,go-557a-
C7

•
l.W
so Diagram
1 s'%?c ?Z' GUa-? CGt?
0

•
.727
8.72
C a so /
•
•
Wheel Tractor-Scrapers Specifications
• Auger Scrapers. 1 Z
• AEM Equipped
I• ? *MV*
MODEL 627E 637E

Flywheel Power: Tractor 657E
272 kW 365 HP 336 kW 450 HP 410 kW

Scraper
Operating Weight (Empty) 550 HP
168 kW 225 HP 187 kW 250 HP 298 kW 400 HP
40 3
T

Scraper Capacity (Heaped) 86 kg 89,035 lb
54 583 kg 120,233 Ib 75 875 kg 167,270 1
16
82
' >

Rated Load .
m
>
22 yd 23.7 m 31 yd' 33.6 m' 44 yd'
21 770 kg 48,000 lb 34 020 k
75
000 lb

Operating Weight (Loaded) g
,
47 200 kg 104,000 I
62 156 kg 137,035 lb 88 538 kg 195
233 lb 12

Average Load Time (Minutes)' ,
3 075 kg 271,2701
7 min

AUGER ATTACHMENT .
8 min
1.0 min
Auger Diameter
Auger RPM - 1320 mm 52" 1524 mm 60" 1676 mm "
66":>;

Auger Power Variable 55 to 35 RPM
Variable 55 to 35 RPM Variable 55 to 35 RPM

Hydraulic Flow 149 kW 200 HP 201 kW 270 HP
354 kW 475 HP':
273 Umin 72 g
m 397 U

Cooling Flow p
min 105 gpm 549 Umin 145 rgptit
64 Umin 17 gpm 132 Umi
n 35 gpm 132 Umin 35
gpm
System Pressure 27 580/41 370 kPa 400016000 psi 37 923 kPa 5500 psi 41 340 kP
i
Auger Control a 6000
ps
electronic -
electronic
electronic
'Load times will vary with application and/or material type and condition. r
The auger scraper is a self-loadin g system that offers an alternative to conventional
ush
ll

auger is located in the center of the
t , p
-pu
or elevating scrapers. TI
scraper bowl and its hydraulic system is totally independent of the t
t

em. As material flows over the scra rac
or-scraper sy
pers' cutting edge, it is lifted by the'rotating auger in the same

digger works. manner that a post he
Advantages:
• Self-load in equal or less time • Increased tire life
• Requires shorter cut distance
• Com
lete mat
i
l • Broader material appetite
p
er
a
ejection
(angled ejector pushes material) • Better material retention on haul road
(closed apron instead of open elevator)
' TIRE
OPTIONS
1800,25 16 PR E<'
23,5.25
---------- 16 PR E?
--
E,

F-: 23.SR25 * E.
:'. 26.5-25 26 PR E4
k;
265R25
. * E<
° 29.5.25 22 PR E:

29.5R25 * E.

r 29.51R25 * * E:
29.5-29 28 PR E:
F 29.5-29 34 PR E.
E
29.5R29 E:
E;
29.5-35 28 PR E:
E:
29.5R35 * * E:
33.25.29 26 PR E:
33.25R29 * * E:
E:
33.25R35 * + E:
" E:
f
37.25-35
30 PR
(E-
37.25R35 * * E.
37.5-39 44 PR E.
37.5.39 52 PR E
37.SR39 * * E
40.5/75R39 * * E
1. Standard on 613C.
2 Standard on 615C.
3. Standard on 621 S.
4. Standard on 623E. Not availa
5. Standard on 621 E and 627E.
6. Not available on 623E.
7. Standard on 631E and 637E.
8. Standard on 651E and 657E.
8-6

DIU
MODEL D9N
Flywheel Power 276 kW 370 HP
Operating Weight' 42 542 kg 93,789 lb
Engine Model 3408
Rated Engine RPM 1900
No. of Cylinders 8
Bore 137 mm 5.4
Stroke 152 mm 6"
Displacement 18 L 1099 in'
Track Rollers (Each Side) 8
Width of Standard Track Shoe 610 mm 24"
Length of Track on Ground 3.47 m 11'4.8"
Ground Contact Area (W/Std. Shoe) 4.24 m' 6571 in'
Track Gauge 2.25 m 7'4.6"
GENERAL DIMENSIONS: -
Height (Stripped Top)" 2.93 m 97.3'"?
Height (To Top of ROPS Canopy) 3.91 m 12'9.8"0-
Height (To Top of ROPS) -
Overall Length (With S Blade) 6.87 m 22'6.4"
(Without Blade) 5.17 m 16'11.5"
Width (Over Trunnions) 3.25 m 10"8"
Width (W/O Trunnions - Std. Shoe) 2.89 m 9'5.9"
Ground Clearance 505 mm 19.9"¦
e Types and Widths:
f
Specifications i Track Type Tractors
M?k JW4
D10N D11N
338 kW 520 HP 575 kW 770 HP
57 410 kg 126,565 lb 95 846 kg 211,302 lb
3412 3508
1900 1800
12 8
137 mm 5.4 170 mm 6.69"
152 mm 6" 190 mm 7.48"
27 L 1649 in' 34.5 L 2104 in'
8 8
610 mm 24" 710 mm 28
3.87 m 12'8.5" 4.44 m 147"
4.73 m' 7326 in' 6.32 m' 9800 in'
2.55 m 8'4" 2.89 m 9'6"
3.197 m 10'5.9 3.50 m 11'6"?
4.24 m 1311 "? 4.56 m 14'11 "?
7.76 m 25'5.3" 8.39 m 27'6"
5.59 m 18'3.9" 6.16 m 20'3"
3.72 m 12'2.2" -
3.30 m 10'9.8" 3.78 m 12'5"
615 mm 24.2"0 623 mm 24.5"¦
5 65 m 18'6"
ight
le Straight/Angled -
Universal 4.66 m 15'3.4" 5.26 m 17'3.2" 6.41 m 21'0
Semi-U 4.32 m 14'1.9'" 4.86 m 15'11.4" -
"P" Straight/Angled -
Fuel Tank Refill Capacity 792 L 209 U.S. 981 1023 L 270 U.S. gal 1490 L 394 U.S. ga
'Operating Weight includes ROPS canopy, operator, lubricants, coolant, full fuel tank, hydraulic controls and fluids, straight dozer with till, back-up alarm,
seat belts, lights, rigid drawbar and front towing device.
- D9N-Di 1N include track guides.
- D9N and D10N equipped with SU-blades.
- D11Nequipped with 813 mm (32-) extreme service track shoes.
- D11N includes 111.1 Bulldozer, single shank ripper and ROPS cab.
"Height (stripped top) - without ROPS canopy, exhaust, seat back or other easily removed encumbrances.
?Dimensions to flat of shoe. For dimensions to grouser tips add 84 mm (3.3-) for D9N, add 93 mm (3.7-) for D10N and 101 mm (4") for D11N.
¦SAE J1234
1-5
•

•
-- l?'? ---- - -7_1L71HANSON ENGINEERS, INC.
CAT ENGINEERS - CONSULTANTS
CciKD. cY < < ? DAT= _ _'! f i ?a SP=.iP: r!_?.,. , PECP;A 8 ROCKrCP.D. I_n'C'S
Y?ir? v?a11
Des?y? v???J 1?ra//s acs l?cri?c??( c?v?/er??
?Gri 7 GhGI r ?' ??Z , /,7 Cz/??frl- / 11Ctf? iG?-?
SHEET NO.__------ CAF--/7? JO S
N O..3 --?r----
,17
4s rrov . U 5-9 /' z ?
yer?r?c?C s?c?/ 6) 0 1z (-/Z? X ZZ
(A)
?Gta./? -?ir,? cu??9 cua.C? ex?evrds ah ? ?o f?fr? of ?v? s/?,E?
0
40 --? mss; n
9oD ? /o = ? ,? t/
i'
/?L ? !i;? wad/ s?•.i?J.?, vim; ?i%?c% /z 83 W? _ 7 (/Z83> 20 (/0 = 4 3. ?-
?-/s- z - 5= iz.s
?cc?cr?1 o (moo -79 /_>, sal -. 5 ?i = 4Z- 33
%L ?(/Zfi/t.S?/ • 1 772 is
U/lde McGirr
_ he wno- /aod
-- 0115,?'4a?o cVQY
?iPLI ?r ?i,r SfG! ! jG^ `(?
y
4

041 7-8 born caL-? f.. 5,1C
<z, cJ</ /aP,oea .
/? s.?? / soz = ?3? z
l?
L
\?j ??/gel ?acl? o
<u,CveYf bu=- ?ncreasFCl ?'? e?
?n Da•c v/ i
HORIZONTAL CANTILEVER WINGWALL
r,
• USAGE
The horizontal cantilever type wingwall shall be used for culverts
requiring wing lengths 14 feet or less, and the design height (h) is 10 feet
or less. If the length of any individual wing on a culvert exceeds 14 feet,
the horizontal cantilever type wingwalls shall not be used for any wing,
except as noted on plate 3/1.3.
DESIGN CHART
The nomenclature used in'the presentation of the design chart can be found
on plates 3/2.2 and 3/2.4. The thickness of the wingwall and required
reinforcement shall be obtained from the horizontal wingwall design chart on
plate 312.5. In no case should the wingwall thickness exceed the barrel
sidewall thickness by more than 2 inches; and if such a condition exists, the
portion of barrel wall which must be cast monolithically with the wingwall
shall be modified. This portion of the barrel shall be equal to half of the
wingwall length, but not less than 6 ft. The termination of the wall
thickness curves at the upper end of the chart 3/2.6 reflect the use of a
maximum reinforcement ratio of one half of .75pb.
The area of steel required per foot of wall height, will determine the
h6 or h8 bar spacing and size. The values for area of steel on the chart
are based on assumed bar sizes, and therefore the.maximum bars which can be
used in design are given in the Table on page 3/2.3. The minimum primary
flexural reinforcement, h6 or h8 bars, shall be #4 at 12 inch centers.
The h3 and h7 bars should be the same size as the h6 and h8 bars
respectively, and spaced as shown on plate 3/2.2.
•
ILL. 1/87 3/2.1
•
AREA OF REINFORCEMENT in2/Ft. Bar Size
0.0 - 0.39 #5
0.4 - 0.59 #6
0.6 - 0.79 : #7L"
0.8 - 0.99 #8
1.0 - 1.5 #9
DESIGN EXAMPLES - Horizontal wingwall design chart 3/2.5.
EXAMPLE 1:
54??-
GIVEN: Fill = 14.51; h = 51-0"; L - 71-6"
1
Enter chart at fill equal to 14.51; project line vertically to line
h = 5'-011; extend line horizontally from the intersection of these two lines,
to the intersection of vertical length of wall (L = 71-611) line, project a
line parallel to moment curve; at the intersection of wall thickness curve
(8" wing), project a line horizontally to area of reinforcement, and read
As = .45 in2 per foot.
Referring to Table above, a 7#6 bar should be used, making the spacing of
h6 or h8 bars #6 @ 11" cts.
EXAMPLE 2:
GIVEN: Fill = 42.0'; h = 7'-0"; L = 101-0"
Enter charts at fill = 42.0'; vertically to h = 7'-0"; horizontally to
f
L = 101-011, at the intersection of these two lines draw a line parallel to
moment curve at intersection of first wall thickness curve (il" wing); project
a line horizontally to AS = .805 in2 per foot.
Referring to Table above, a #8 bar should be used, making the spacing of
h6 or h8 bars, #8 @ 11" cts.
ILL. 10/88 3/2.3
i t •
l(o an1OA
Ob ° ?' w p? p O 0 S ti w V NW b o \' ti w a V b ??
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
V? - - - - - -
IN in.
IN,
_ - --- - ?- - --- fr -- - -.? - - - ??- - ?_ .
IE'
lto-
lzi- - - 8- -- --- - - - - --- - - - --
?- -- ------ -- --- - -- - - - -
H- 1-1
of
O
r
R1
V-
r
Z
O
r
r O`
Z
ti-
w
A
saris loq
yF anva uo 0/4701 aasJ J004 ul bs ui /uacuaOJofuiay Jo DaJV

Q O

0 0 0
6 0 0
d 0 •
5704CD NJM NJN 7 24 96
AMY DAB DAB 7 24 99
wmm ?g1DED gQDED 7 IS !19 ppAINNCS 9JSJOJJ4 YCSONC 0.9 1J•I6 VAN
? ? ? ? U1 O O O 1,,
0 0 ) 0
o o $ o SEC. 0100 \\
V m \ co
O O \ °
$--i \ o
\
\
\
m
m z j/
No_ o0
F
- - - -- --------- -- ---o _SEC. MO
r' F tJ P
o
K. ?f H N
f
D ° ? it $
i 11
E m
a .I
o
0i
$
$ 00
o - SEC. 1+00
° 0 a
o 0 0 0 0 0
r
z
? I
c 0
I
Z ,
r I
r w
1
ro n z = m SEC. 1135
z ? - - -
D a ? z 1 ---- ?_
rq re)
m ° N N 10 m
o
C z
r ;u >0 o O O T
Iox + n Cb '00 i co p r
D O O n D; i ? vi Z ? Q
'o
0 c:
y 1N/I o co r A S] i p o R
Iq ;u
i
Z --? SEC. 1±70 J
N
- a o sr i>
O m
ti a?eo o- 1? Fo m
g? sa c
1 c: ? i ° o
of i n
I i r
I,
O Z n °-
C m = C I 11 ? o
cv?
<7 ? i
o 0 rq N _ SEC. 2+20 I
O m _ SKIN. I
C n n _
_ LEARANCE
Z Q A =1 1 ° TV.) I I
ZZ?
C7 --- -- -- - -- - --- - - - - - - - - I cn
m m m ,
r 1 1- (' I
f( o - V pa i
T m m cn
• ? ?/ o VI U i
t 19 ¦ [z .i
? ° 1
Y;IrlfD z
TtT
III Ed p
rm
1 1
* BBC _-- SEC. 2+80 °
?e S2
File Name:
0 0 0
w
u>i.
0

t
N III
H
L4
r'?6i3
O
IA r,
G
rn
V-l0•
m
? s
--? m N o o

s p
-----------
m
e Ij O D
0 Of I °

I
+ N
f Tl
2 Cf O
° T
>°
r
D -- + • g
F- r

m°? m {
p
fi

vvmrv-+p

UI

? v T
? II 11 II 11
N
NO ? v
-I?N 0?4,1?N1

Z
V-3'
z
15
a r g 1 P
°
c
a D
I 'I°
s
N .q 2

----------

?
N p
C d
+ r 4 ----------
N >
N

QS? ? N
Z>?1-L/iQi?x
O ? •tl '.1N=?C?7Ip O
M f'1 C p o ?i N
fk 2
D-/ms?;u
9
'o in
c
z
m

x -?1
C m
rn O
3c
O n ?rn
;u 's
v F-

C 0
pp

z z
? :<

a I

1

0 Q
Z ttt
rf frim
z
z
r I1 1
Ed
i 1"I
o
F xt
m
z MIN. CL
o z?
I
v ?
N
0
o ? D
yn
p

P
I
I
I
I T
? I
S

D

I =J
R
0
MIIINII
L11 I
t0 d
- ?F z
o id
Flle Noma:
'2k ?
n
N
a
0
V
r

Z

P
N
T \
0
.a . S I1

? a v. a fa N
.7 IA +?CO S ? ? Q
°
??? ? f.iT Gm ?61 mO?
Binz ?? >? ?? ?aa
cl
zo >r,+>
> Q ? ?i o y Iy- ?
2?Q m •3 l1 DWNNt?In? 1- I
g - fl Q . 4 m
U) r)
FFrpp yz 9 !p ¢ R g
2 ? p ? V W `
+1 C ? Z ? m
goo
O
4^
!YY!{ 'v
cl m
m r T ? >
Iip mm
8 y 1 ' 1
D
z
?g o
o
0 m
jA
..I o ,y
I•I
m V L2
X
m
? m
4 pp?
o
go I
~A I
n I
I
I
I
+I
P
S
I
V-3•11 e'-o' i 8,-0'

rl P
N I ?
?I
P
0

r
CCYGNlO MEA NEA 7 24 96
WARN DAD DAD 7 21 96
RCWNfD MDL QQMq. 7 24 96 7 6WAWKS 95YJ055A CM NA770NC W,16 F/W 15 40 OA8
N +) 2'-0' 8'-0" MINIMUM_ _
w a = MINIMUM (TO BOTTOM OF TOP SLAB)
?o
0 0 ;J
vo O
z
?r s
1-11 X00;
ilN =-+
>9 z ,
z m G) vc7,?•
M , N?;u
D owo C7
F ?C x D
°Cl;u
e g a , C g C7
A
o?
+ w
°m
n
z'-o' z'-o' 10'-0' ?
MINIMUM MAXIMUM M (TO BOTTOM OF TOP SLAB) O
EXTENSION Z
2'-1" MIN. fBARS H
MIN. BARS
o I ?•
o ? 0 8 ? to I ?
?n C f ?
m? n J
g oN9
Iva ti
I! Om N Ow nn
0?!f _99 -T1 0 $F" O ;' o??
O
m -?
Z 2'-0" 2'-0' 10'-0"
t •
MINIMUM MAXIMUM (TO BOTTOM OF TOP SUB) ALTERNATING /10 BARS
a EX?NSIION 4 (O.F. OF WALL)
(gym D 2'-0•
° z 1'- 4' 2'-0' IV-3"
r `°7 z
(n O1 MIN. MINIMUM -`
i ?i to'-o• 1'-3• P
J = 2'-0' <
-- vmi
' IA m Z {N _TT.
N ? -? -L I
C.,? ?? - I-
N 01
;I 09
MAXIMUM
? o D o
grill c D Fn
Ili,
;d Z
NI Kla ? og o
n ;az z 01
I
W
O A [ yy? Q ° ??
° N
;u
--/I
H

m L

O
C4
??
In 99 (mnn.
Dr
n v?
;u
N
m
p
0
,
V
M 14
vVli
c: O
o
--? e o
°

,
?
?
N z? o m
Q
t 1 a o
O " V 2•
Z
C3
M
o?
rn

q
cf)

`

CL
Z m
r'' 4 o
D
= g C
%
rn
C) 2"
C
r

s
C _
°
r g
L
_
rn O
cg F,
;
° rrri iu,
I
0
0 C)
Z 0 -?-1 O r
D I
r+ e M
a L
Cz' •, Z7 1 i/2•
• ! i_
7-c p
al O
0
• P ?-i C_ i z
O
Z °
g .• b o
z
? D
22
--I
? ITT EM
n IN
Ln a
P
o r
?c E L
Ir
2'-0" p i
N
Ia
y 4'-7-
CUT OFF LOC-A
710N FOR
ALTERNAIING /8 BARS = ro
(O.F. OF WALL) It I ?'
m?i2
FII• Name:
• • •

i
A
I6

C)
D

C
r z

G- s

;
D
r
z r

N
M
? n

a
4919
I lei
Y
O ? p
lCA = ?'? ! p
=7i m
N
C
m
"D
m °O D (7
c m x Z O D
oM rn
z?
A
r G-)
no C) c
c A v -I D
C
G e' r m
= M 0
? Z S O
Z
F IM
tt. Ed
r
M
? ? `?? `I R her
if m=
z
0
7

ry?
-14
0
IE f'1
i
i
0
?Z
C
?g
nle Name:
*? -?
a! °
o?
4
0
0
Z
0 0 0
1

u
CD co
\,? ?xo

R
? o a
aa?
A ? ?
'ERR
'
; ?, 5

0

Zm
C) z
G)

r' M
;OK
C2
0 '''

T.
o
z 0 -0
z
s
a +
?
n < ++
r t

H
Z

?? fTl o
Et a)
y § (? m

MMNN? z
_
C
Q C-)
m
cn qa In
.r i !
Y
ll
z-,
e
"
.
ills Nome:
x
v
OD
m
CA
co
'4 x
OD
OD
V
Z ((11 7 LL O
5?v7? y o O ^
m
ig m mid r-
WPM mga TV???? ? m
!`l O ?? Q A ? r1A m t? N
>? O
t?
II
N
v
m /
D
W Q)
x ti
OD
0
OD
v
`so 00 ?w? ooc
/? 'mss of
'x
boo
D -x-?
y - 1 00
o ? so
Ul pa
x 4D
o GV
v e
Yr
_i
kO
m
cn zz
0
O

°
x
o
r
0
0
C)
C) J
0
n.) x NO
v
1
/V,
o?
O?

m
<U
0
?pX
so

m
m
a
z
M
M
z
A
0
0
D
0 0 0
w 1cul ww0 u M107,96 M 48 OAB i
V aJ0 IJO UII Im NII DO co on w co
IO ?II OII o OII O
o TTT1TTTTTT1 IT1TrTTTTT?TITfTTTLITfTMl
23+0"
23+12.7
24+0
24112.71
lJ0 I p ?
0 0 0
0
c.?
0
F 25+0(
25+12.7(
r .x
O
71
F
00
?z
0
o °o 10
ou
A
R o rn
26+OC
o Z3 6
g
o
z- ..gig
N l6
Z
C
M I+l
-V 7 ' 27400
Z m z
M It
cm= m
?o> ?
v 'K
C
c 0 M
zoo
?pr Z I
z z = Pr !
n =? t
C ?
n ? 1
R
Q T 29+00
? H
_ Z
F F m
?
DIM
TTT Ed
r
o s M "»
IC,
, 16
M

i
z
z
o
m

F
a
;

I
D ro
0 ?
Z
0
N
O III

Z
V)
M

; k
n

z j `rA
z
w
0
0
File Name:
0 0 0
°° 11
' IAPAMNGS 95SJOSfA SiLSOMG W 7 6 AR56 OAO
s 4 x r
W;
ULL+,-? OO ? ?
03 p O 1V0 V O
O O ° O O
a
g ( i
i[ER(
L1 W _ i m
O O ?S
M
mz
°
0 A
n? o
o SFj
? o
7? - -ao
in
o
? P P P
LO
P V 0 m
:r ta
4
iF M -
O -
o\? > z
\ Ili
o
c
o
T U U
O
co co
Z t?0 f?0 O O
p O S O O O O
r
O
Z
G7
0
C
r
z
-?
z m
n
z
Q _ W 20
C Z m z
oZ _I t?
o m o
N N -?
5d r o + O O C
D ; O O O (7
N ° 'v° mo r
fn o o
$ U ;u
M (A o ` V
? m o 0
q p ° J o o?
Doti z ?_--?
q, ?@ 1n
C, ° a-
c
o
S
m
m
t{i -
Z m
r W
O -
G) z
C A = C
?FM ITI
0
v C
O CIO
C. M1 , MIN.
C
Z O 0 o ?CLTyEpA'ANCE
s+ zz t 1.
a r? vl
z z
i?:{ +?I - - -- -- --
_ ! i
'C
t P P P
r
(f ? ° ? IVa ?
1 b' T rn ?,
?? * U w
ss H iF iF
H ? A1* o
RFFF Z
?t M g
s s i EM
1t j' I
r $_
r
11
SEC. 0+00 \
\ P
\\ g
\\ a
\
1
I SEC. 0+50
O!
II o
W
'I
? II
II
y 4
r I -1
?I
11
`?
SEC. ,+00
V
'V
?w
I
SEC. 1+35
o ;
ip--i
-
-

N

I
AM o m
z
I
,?z I m!j
m

s
?r I
Ao
z

I; ?
1
P m 0
r g
J i a
l
SEC. ,+7
o i

I
J

=1io
I
l 1 ?? ?
O?

-=i?l i r

i DA Iq
m
i
90
l I ?g N
Fg ? o
I c
I '
i
i r

I OI
PE
III
O N
l
' O
I
i
SEC. 2+20 i I
\
i
1
1
I1
I?
i
Ii
I,
?I I
II I
/
1 /
SEC. 2+80
r
O O N +?
O O O +
FIIs Nome
Is
F?
is
1H
7 2A 96
7 24 96
7 24 96 1, W,4wvo 9SSJOJS4 CU 6fR170NC mlorI95 11•570AB
f7
-y-1
PT
O
R
1•
O °
T
- -
s `
M g + a
N ?
O \
Iz;
r- - Ri
7j -- m
? ?; ° vbmr?o--Ipv C
0 5-1
z
1•-3" ? ? g ?
1'-3• ? 0 8? D I
1'-3' 9'

4- - ----------
0 N R 0
z

D ?• ?

F
m x

In y
1 11
4
a
g
Rh
?4€
v ? ?SRR?
n
g Z8
N m
m
70
C-)
0
Z c
?
f*1 r+i
O Z n
a m s O
M
0

G G7 r
C= 0
Z
Z O

s ?-+
z z m t
?.
n s
r
n
z
?
t(; gI
y S
r Gf >E??s ?N
z
G-) 2
Q2 U_ ? ? p?
•u n 1/1 Z
-------- A
F
Z
5m
K 52 MIN, CL.
Q
i?
o g
.? Z =j
?M ?M
c P ® Alk ---- ----'
?f
P
.. I z
M
Etj p
r -
F9
l
8 r
? P r?
?g
1
001
O
1
I°
g
E k n,
N A

r
Z
A
16+`.>D f
9 g
y,°1 ? 'H!92 ' SKI z,?
r4p 2
Fri
To y gm m . > 5a ,r z
r?
emo x??„rfi ?rn
Q 54 UJ Ai
> O
IMP
Yak
g g g ?? X M
Cl)
48 A
4 o r Ao
A
Alin m? o
1
b 4
N

?i
SI
i
I
M? I
2'
gS?
g I
a
•o
°o
-0' 8'-0" 1'-3*
e,' *

T
0
b
7-?
t
26+00 I I f - ? J ?-
Q
It
ne Name: