ML20080A792
| ML20080A792 | |
| Person / Time | |
|---|---|
| Site: | Catawba  |
| Issue date: | 02/01/1984 |
| From: | Tucker H DUKE POWER CO. |
| To: | Adensam E, Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8402060273 | |
| Download: ML20080A792 (30) | |
Text
DUKE POWER GOMPANY P.O. HOX 03180 CI*ARLOTTE, yr.G. Sil242 IIAL IL TUCKER TELEPHONE vnon ruumisewv (704) 373-4531 February 1, 1984
= = = - - -
Mr. Harold R. Denton, Director Office of Nuclear Reactor Regulation U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Attention: Ms. E. G. Adensam, Chief Licensing Branch No. 4 Re: Catawba Nuclear Station Docket Nos. 50-413 and 50-414
Dear Mr. Denton:
Ms. Elinor G. Adensam's letter of August 19, 1983 transmitted Question 240.21 from the Hydrologic Engineering Branch. This question was related to Confirma-tory Item 1 which is discussed in Section 2.4.3.2 of the Catawba Safety Evaluatirn Report.
In response to this question, please find attached revised Section 2.4.2.3 for the Catawba FSAR.
This material will be incorporated in Revision 9 to the FSAR.
Very truly yours, a
Hal B. Tucker ROS/php Attachment cc: Mr. James P. O'Reilly, Regional Administrator U. S. Nuclear Regulatory Commission Region II 101 Marietta Street, NW, Suite 2900 Atlanta, Georgia NRC Resident Inspector Catawba Nuclear Station Mr. Robert Guild, Esq, Attorney-at-Law p
P. O. Box 12097 Charleston, South Carolina 29412 h$0 kbb!
0 0 E
l Mr. Harold R. Denton, Director j
February 1, 1984 Page 2 l
i cc: Palmetto Alliance 21351 Devine Street Columbia, South Carolina 29205 4
Mr. Jesse L. Riley
' Carolina Environmental Study Group 854 Henley Place Charlotte, North Carolina 28207 i
I
+
i i
l i
f 2.4.2.3 Effect of Local Ihtense Precipitation 2.4.2.3.1 General The plant site 's provided with a surface water drainage system that is i
designed and constructed to protect all safety related facilities from f;ooding during a local probable maximum precipitation-(PMP). The drainage system consists of 1) catch basin inlets which are connected by corrugated metal pipes to form several networks and 2) graded areas which permit-free surface wtflow to Lake Wylie when ponding in the powerhouse yard reaches elevation 593.5 feet. All pipe networks and graded arc.s discharge at elevations which are higher than Lake Wylie full surface elevation (Elev. 569.4). A discussion of the PMP critically centered over Lake Wylie and the resulting lake elevations are discussed in Section 2.4.3.4.
Q240.13 During a local intense PMP, water will pond in the powerhouse yard to elevation Q240.18 Q240.19 593.82 feet which is 2.0 inches below the entrances to'any safety related Q240.20 structure. The following sections describe the detailed analyses which were performed to verify the adequacy of the site drainage system for controlling runoff during a local intense PMP.
2.4.2.3.2 Probable Maximum Precipitation and Runoff Models Based upon the Hydrometeorological Report No. 33 (Reference 1), the site index PMP is 30.1 in. (76.5 cm.) within a six hour period, 32.5 in. (82.6 cm.)
within a twelve hour period, and 35.2 in (89.4 cm.) within a twenty-four hour period. To provide for the imperfect fit of storm isohyetal patterns to the i
shape of a particular basin, the Corps of Engineers recommended a transposition j
coefficient for reducing the PMP when the storm area is larger than the drainage basin area.
In accordance with the Corps of Engineers Circular EC 1110-2-27, the minimum transposition coefficient of 0.8 is applicable to
- the site index PMP. The following equation is used to determine the coefficient:
TPSPC =
[1-0.3008/TRSDA 0.17718) where TPSPC~= transposition coefficient (0.80 minimum)
TRSDA = site drainage area = 0.20 sq. mi.
The Pf1P used in the analyses is therefore 24.1 in. (61.2 cm) for the peak six hour period, 26.0 in. (66.0 cm) within a twelve hour period, and 28.2 in (71.6 cm) within a twenty-four hour period. The peak six hour precipitation (24.1 in.) is distributed according to the U. S. Army Corps of Engineers procedure (Reference 2) as follows:
Q240.13
-Q240.18 Q240.19 Time Incremental PMP Accumulative PMP
.Q240.20 (Ending Hour)
Percent Inches Percent Inches 1
10 2.4 10 2.4 2
12 2.9 22 5.3-3 15 3.6 37 8.9 4
38 9.2 75 18.1 5
14 3.4 89 21.5 6
11 2.6 100 24.1 To obtain time dependent inflow for the PMP, the site is divided into subareas as shown on Figure 2.4.2-1.
Inflow to the power block area is due to precipita-tion which falls on 129 acres which include the powerhouse yard, buildings, and the construction yard. The switchyard and cooling tower yard subareas will use berms or barriers to route water away from the power block area.
Elevations of these berms j
are conservatively set by neglecting outflow from the switchyard and cooling i
. tower yard storm drainage systems.
Inflow to the switchyard and cooling tower yard subareas is due to precipitation which falls directly on the yards and structures, excluding the cooling towers.
Sections 2.4.2.3.4 and 2.4.2.3.5 present the flood routing for the switchyard and cooling tower yard, respectively.
The inflow hydrograph for the power block area is determined by combining the inflow hydrograph for the construction yard and powerhouse yard subareas.
Each hydrograph is based on a Soil Conservation Service (SCS) dimensionless unit hydrograph. The HEC-1 computer program (Reference 21) was used to develop a total hydrograph for a given lag time with lag time (L) being defined as the time in hours from the center of mass of rainfall excess to the peak discharge.
Lag time is calculated using the following equation (Reference 22):
Q240.13 Q240.18 Q240.19 0*8(S + 1) 0'7 Q240.20 t
0.5 1900 y where 2 = hydraulic length in feet y = slope in percent l
S = maximum retention = 0.20 l
I Forethe construction yard, a hydraulic length of 1815 feet and an average slope of 1.18 percent is obtained from site topography as shown on Figure 2.4.2-1.
The maximum retention is based on the SCS Curve Number 98 and results in a total rainfall loss of 0.12 inches for the 24-hour PMP.
Lag time for the construction yard subarea is therefore 13.4 minutes.
The SCS has determined that the time l
of concentration is approximately 1.67 times the lag time, therefore, the time l
l of concentration for the construction yard is 22.4 minutes.
Lag time for the l
powerhouse yard subarea is conservatively assumed to be zero to approximate an l
4 instantaneous tima of concentration.
Since the time of concentration used to develop the inflow hydrograph is small, the peak one hour precipitation (9.2 in.) is distributed according to the U. S.
Army Corps of Engineers procedure for five minute durations as shown below:
Time Incremental PMP Accumulative PMP (Ending Minu te)
Percent Inches Percent Inches 5
3 0.28 3
0.?8 10 4
0.37 7
0.65 15 5
0.46 12 1.11 20 6
0.55 18 1.66 25 9
0.83 27 2.49 30 17 1.56 44 4.05 Q240.13 2 0. 8 35 25 2.30 69 6.35 Q240.20 40 11 1.01 80 7.36 45 8
0.74 8e 8.10 50 5
0.46 93 8.56 55 4
0.37 97 8.93 60 3
0.27 100 9.20 The following sections present the methodology and resalting water surface elevations for routing the inflow hydrographs through the powerhouse yard, switchyard, and cooling tower yard.
2.4.2.3.3 Powerhouse Yard
. 4 Yard Characteristics Figure 2.4.2-1A shows detailed drainage features for.the power block area.
In-cluued on the figure are locations of catch basins, locations of permanent and l
temporary facilities, locations and elevations of perimeter fences, location and elevation of cable trenches, roads and railroads, i
During a local intense PMP, water will pond in the power block area and on the roof of the service building. With the exception of the reactor building, the roofs of safety-related structures are designed with no obstructions, so that water flows directly off roofs and there is no accumulation. A gutter drain system catches the water and routes it to collection points which discharge
]240.13 directly into the yard drainage system. The reactor builc' oof drainage 2240.18 4 ]240.19 system is designed for a rainfall intensity of 5.0 in/hr (12.7 cm/hr).
Inten-2240.20 sities in excess of 5.0 in/hr (12.7-cm/hr) result in ponding, however, once the l
water level reaches El. 711.34 feet (216.8 m) msl, the water flows directly off i
the roof. The reactor building roof is designed to safely carry live loading due to ponding as discussed in Section 3.8.
In determining the effect of a local intense PMP on the powerhouse yard, it is assumed that water flows directly off the reactor building and service building without ponding or discharging through the roof drainage system. Water which ponds in the powerhouse yard will discharge into catch basins and over the northeast and south ends of the yard, t
Two types of catch basin inlets are designed for the site as shown on Figure l
[
2.4.2-1B.
Type II inlets consist of slotted catch basin covers with an effective l
opening of 0.69 square feet.
Type I inlets have no slotted cover but are t
l protected by steel angles with steel grating on the sides and top.
The i
l l
L
. total effective opening in the grating on any one side is at least equal to the effective opening of the pipe inlet (1.48 sq. ft.) but may be as much as 1.7 times the effective opening. The open area provided by all four sides and top of the Type I inlet varies from 4 to 11.7 times the pipe opening, virtually elimirating the possibility of complete blockage by debris accumulation. As shown on Figure 2.4.2-1A, 80 Type I and 61 Type II inlets are located in the power block area.
All inlets are connected to corrugated metal pipes which are fully coated with a paved invert.
The yard drainage pipes, individually and within a network are designed using Manning's equation for pipe flowing full. Accumulative totals are used throughout the networks to determine pipe sizes. All pipe gradients are 0.5 percent or greater.
Energy equations are used to verify that each network is capable of Q240.13 Q240.18 discharging inflows during a PMP, conservatively assuming all inlets, including 0240.19
' Q240.20 those in the switchyard, are 100% efficient.
Invert elevations at pipe discharge points are shown on Figure 2.4.2-1.
Water in the power block area is assumed to rise and fall as a " level pool."
Inspection of Figure 2.4.2-1 indicates conservatism in the level pool assumption due to the proximity of the free surface outflow areas to safety related structures. Obstructions in the powerhouse yard which may reduce the volume of water near safety related facilities have been conservatively neglected.
One obstruction is the gravel or concrete berms which are located at the base of sections of the administration and protected area fences.
Figure 2.4.2-1A indicates that these berms are located in a manner which adds conservatism to the level pool assumption.
Details of the conditions at the base of the fences are
. shown on r'igure 2.4.2-1C.
Another obstruction in the powerhouse yard is the cable trenches, with top elevation 594.0, which are located near the Turbine Building. These trenches will not impede water flowing away from the safety related structures.
All railroad tracks and roads in the powerhouse yard are at elevation 593.5 except as shown on Figure 2.4.2-1A.
Water Level Determination Water levels in the power block area are predicted by routing the inflow hydro-graph through the area using the modified Puls routing method (Chow, 1974). The HEC-1 computer program is used to perform the routing with a five minute time increment.
Input for the program includes a storage versus elevation relation-Q240.13 Q240.18 Q240.19 ship and outflow rating curves for catch basin inlets and sheet cutflow areas.
Q240.20 Storage in the power block area is determined by assuming the area is an inverted pyramid with a top plane of 38.0 acres and a corresponding apex depth of 1.27 feet below the yard high point (Elev. 593.5 ft.).
This assumption accounts for the depressed drainage area around each catch basin inlet.
The top area represents 54.5 acres in the power block area less 16.5 acres which are occupied by the permanent and temporary structures as shown on Figure 2.4.2-1A.
Storage 1
on the roof of the service building and reactor building is neglected.
The j
l following elevation-storage data are used in the analysis:
i l
P l
l
. Elevation, Ft.
Storage, Acre-Ft.
592.23 0
b92.50 0.7 592.75 2.7 593.00 5.9 593.25 10.4 593.50 16.1 593.75 25.6 594.0 35.1 The outflow rating curve for the catch basin inlets is determined using the orifice equation Q240.13 Q240.18 Q o = c a / 2 gH Q240.19 Q240.20 where Qo = orifice outflow, cfs c = orifice coefficient = 0.60 a = sum of effective opening of all catch basin inlets 2
g = acceleration due to gravity = 32.2 ft/sec H = depth of ponding above average catch basin inlet elevation (592.23 feet)
Three orifice rating curves, based on 0%, 50%, and 100% clogging of Type II inlets, are used. As previously discussed, Type I inlets are designed to prevent clogging of the vertical pipe. The following table lists discharge data for 80 Type I inlets and 61 Type II inlets:
i
..m.
.m_-
. Discharge, cfs Elevation (feet) 100% Type II 50% Type II 0% Type II 592.2 9
0 0
592.5 401.5 348.9 296.2 592.8 583.4 506.9 430.4 593.1 720.8 626.3 531.7 593.4 835.9 726.3 616.7 593.7 936.9 814.1 691.2 594.0 1028.1 893.3 758.5 Once ponding reaches the yard high point (Elev. 593.5), sheet outflow over the nortneast and south ends of the yard begins.
Discharge data for the sheet out-Q240.13 flow are determined using the weir equation Q240.18 3/2 Q240.19 Qw = C L h Q240.20 where Qw = weir outflow, cfs C
weir coefficient = 2.70 L
length of weir = 913 feet b=
depth of ponding above yard high point A check on the hydraulic conductivity of the area below the outflow weirs is made using Manning's equation for open channel flow with 1) a Manning Coefficient, n = 0.060, for natural channels flowing sluggish with weedy or deep pools and
- 2) a ground slope of 0.333 (3H:lV).
Resulting flow is supercritical, tnerefore confirming that the area will not adversely affect water levels in the power block area.
Figures 2.4.2-2A, 2.4.2-28, and 2.4.2-2C present inflow hydrographs, outflow hydrographs, and staging curves from flood routings for 0%, 50%, and 100%
blockage of Type II inlets, respectively. Maximum water level elevation in the powerhouse yard will be 593.82 feet assuming cat (n basin inlets perform as expected. Should the Type II inlets become blocked, the water levels will be 593.87 feet for 50% blockage and 593.94 feet for 100% blockage.
Modifications and Inspections i
Any modifications to the drainage system will be evaluated and accomplished under pertinent requirements of the operational quality assurance program to ensure against increasing the flood vulnerability of safety related systems or components.
Q240.13 The catch basin inlets will be inspected prior to Unit 1 fuel loading and in-spections will be conducted annually for at least two years after Unit 2 fuel-Q240.20 loading. The inspections will be performed and documented in accordance with j
Reg. Guide 1.127 " Inspection of Water Control Structures Associated with Nuclear i
Power Plants." Any condition which may increase the flood vulnerability of safety related systems and components will be corrected. The inspection program i
will be re-evaluated two years after Unit 2 fuel loading and the need for any subsequent inspections will t,e determined at that time.
4 i
Ice accumulation occurs only at infrequent intervals because of the temperate j
climate. Maximum winter precipitation concurrent with ice accumulation do not i
result in flooding of Category I structures.
t 2.4.2.3.4 Switchyard j
The PMP discussed in Section 2.4.2.3.2 is routed through the switchyard using j
the modified Puls method for an instantaneous time of concentration.
It is con-servatively assumed that no outflow occurs from the switchyard drainage system.
A 8 inch high earth berm is provided on the North, South, and East ends of the switchyard as shown in Figure 2.4.2-1 to prevent water from flowing onto the 4
l powithouse yard. The flood routing is performed with the HEC-1 computer program using storage and discharge data which are based on the switchyard topography.
Storage in the switchyard is determined by characterizing the yard as en inverted pyramid with a top area of 16.5 acres and a corresponding apex depth of 1 foot below elevation 632. The following elevation-storage data are used in the analysis:
Elevation Storage
_ Acre-feet)
(
(Feet) 631.0 0
631.2 0.04 631.5 0.69 Q240.13 631.8 2.82 Q240.18 Q240.19 632.0 5.51 Q240.20 632.5 13.77 633.0 22.04 When ponding in the switchyard reaches elevation 632.0, sheet outflow over the west side of the yard begins. The natural topography below the overflow area will route discharge away from the site.
Outflow is determined using the weir equation 3/2 Qw = C L h where Qw = weir outflow, cfs C = weir coefficient = 2.70 L = weir length = 350 feet h = depth of ponding above weir crest Figure 2.4.2-20 presents the inflow hydrograph, outflow hydrograph, and staging
. curve for the routed flood. Water will pond to a maximum elevation of 632.38 feet which is 3.4 inches below the earth berms.
2.4.2.3.5 Cooling Tower Yard The PMP discussed in Section 2.4.2.3.2 is routed through the cooling tower yard using the modified Puls method for an instantaneous time of concentration.
It is conservatively assumed that no outflow occurs from the cooling tower yard drainage system. The area occupied by the cooling towers is neglected for the inflow and storage calculations since all precipitation which falls on the towers will be contained within the system.
A six inch high earth berm is provided on the northwest end of the cooling tower yard as shown in Figure 2.4.2-1 to prevent water from flowing onto the powerhouse yard.
The flood Q240.13 routing is performed with the HEC-1 computer program using storage and discharge Q240.18 Q240.19 data which are based on the cooling tower yard topography.
Q240.20 Storage in the cooling tower yard is determined by characterizing the yard as an inverted pyramid with a top area of 32.4' acres and a corresponding apex depth of 1.5 feet below elevation 620.0. The following elevation-storage data are used in the analysis:
Elevation Storage (Feet)
(Acre-Feet) 618.5 0
619.0 0.46 619.5 3.65 620.0 12.31 620.5 24.62 621.0 36.93
. When ponding in the cooling tower yard reaches elevation 620.35, sheet outflow over the southwest side of the yard begins. The natural topography below the outflow area will route water away from the site. Outflow is determined using the weir equation 3/2 Qw = C L h Q240.13 where Qw = weir outflow, cfs C = weir coefficient = 2.70 Q240.20 L = weir length = 1000 feet h = depth of ponding above weir crest Figure 2.4.2-2E presents the inflow hydrograph, outflow hydrograph and staging curve for the routed flood. Water will pond to a maximum elevation of 620.28 feet which is 1.80 inches below the earth berm.
l l
. 2.4.2.3.6 Site Evaluation Using HMR 51 and 52 i
The preceeding analysis conforms to General Design Criteria 2 of Appendix A to_
10CFR50, NRC Standard Review Plan 2.4.2, PSAR commitments and is conservative based on expected return periods for the rainfall events evaluated. The analysis indicates a maximum ponding elevation of 593.82 for the Catawba site during a Probable Maximum Precipitation (PMP) event as defined in HMR No. 33 using time distributions from COE Engineering Manual 1110-2-1411. This Q240.21 elevation is 2.0 inches below exterior door entrances of safety related buildings, resulting in no adverse effect on the safe operation of the plant.
However, at the request of the NRC, Duke has evaluated site drainage using the.following PMP values and rainfall distribution from HMR No. 51 (reference
- 23) and HMR No. 52 (reference 24) respectively.
4 t
1 1
i
. Incremental PMP Accumulative PMP Time (Ending Hour)
Percent Inches Percent Inches 1
2.3 0.7 2.3 0.7 2
5.3 1.6 7.6 2.3 3
16.6 5.0 24.2 7.3 4
63.2 19.0 87.4 26.3 5
8.3 2.5 95.7 28.8 6
4.3 1.3 100.0 30.1 No reduction was taken to account for the imperfect fit of isohyetal patterns to the basin shape. Rainfall percentages given in HMR No. 52 for the five, Q240.21 fifteen, thirty, and sixty minute intervals were used to estimate rainfall for each five minute interval during the peak one hour with the resulting rainfall distributed according to the US Army Corps of Engineers procedure as shown below.
Incremental PMP Accumulative Pf{P_
Time (Ending Minute)
Percent Inches Percent Inches 5
1.8 0.35 1.8 0.35 10 4.2 0.80 6.0 1.15 15 5.6 1.05 11.6 2.20-20 6.1 1.16 17.7 3.36 25 8.5 1.61 26.2 4.97 30 10.6 2.02 36.8 6.99 35 32.5 6.18 69.3 13.17 40 7.9 1.49 77.2 14.66 45 8.4 1.60 85.6 16.26 50 6.0 1.14 91.6 17.40 55 5.0 0.95 96.6 18.35 60 3.4 0.65 100.0 19.00 Q240.21 Inflow hydrographs for the powerhouse yard, switchyard, and cooling tower yard were developed using the SCS method and routed using the modified Puls routing method as discussed in Sections 2.4.2.3.3, 2.4.2.3.4 and 2.4.2.3.5.
Berms around the switchyard and cooling tower yard are high enough to prevent water from flowing from these yards onto the powerhouse yard.
. This distribution above indicates that water will pond on site to a maximum elevation of 594.59 feet.
Since some of the entrances to safety related structures are (0.59 feet lower) at elevation 594.0, water could enter these buildings. Doors where water could enter safety related buildings are shown on Figure 2.4.2-3.
Concrete curbs have been installed (top el. 594+74) at the entrances to the Unit 1 and 2 Diesel Generator Buildings, thus eliminating any inflow during a PMP event.
Other exterior door entrances considered in Q240.21 this analysis include doors entering the Auxiliary Service Building and the Unit 1 and 2 Turbine Building.
(See FSAR Figures 1.2.2-3 and 2.4.2-5 for door locations).
The Turbine Building is not a safety related structure and security hardware is not required at the exterior entrances.
All the doors entering the Turbir,e Building are conservatively assumed open during the entire PMP event. The inleakage through each door is calculated by the weir equation:
3/2 Q = Cw LH where:
Cw = Weir Coefficient (3.0)
L = Total Door Widths (Ft.)
H = Driving Head, the vertical distance measured from the water surface to elevation 594.0.
As water enters the Turbine Building at elevation 594+0 it is intercepted by the floor drain system and numerous large openings in the floor slab. All Q240.21 the water is routed to the basement level of the Turbine Building at elevation 568+0. Neglecting any pumping, the water ponds to e maximum elevation of 568'+6".
A 12 ft. high concrete flood barrier, located on column line 34, retains all the water within the Turbine Building (see FSAR Figure 1.2.2-4).
Therefore, no water enters the safety related areas from the Turbine Building.
. t All doors entering Units 1 & 2 Auxiliary Building (Elec. Pen. Room), Outside Doghouse, UHI Building and the Auxiliary Service Building are assumed closed during the thirty-five minute period water remains above elevation 594.0. All doors entering safety related buildings are pressure doors (designed for 3 psi) i and all exterior doors are equipped with automatic closures and security hardware. They are acc.:ssible only by magnetic key and are continuously monitored in the security control room. The leakage into the building around cracks at each door is calculated by the orifice equation:
.i Q=CD A / 2gh where: CD = Coefficient of discharge (.61)
A = Crack. size x door width (Ft.2), includes crack at the sides of each door as the water elevation increases (see FSAR Figure 2.4.2-3).
2 g = gravitational acceleration (32.2 Ft/Sec )
Q240.21 h = driving head, measured to the bottom of the orifice (Ft)
(Note: The crack sizes used to determine the inleakage are consistant with i.
manufacturer's drawings and specifications.
Field measurements varify that i
i the actual crack sizes are much smaller than those used in the analysis).
i i
As water enters the buildings it spreads across the floor and is intercepted l
by the floor drain system (all openings in the floor slabs of safety related structures are sealed to serve as fire barriers). The floor drain system routes the entire volume of water to four floor drain sumps and a floor drain tank, all located in the Auxiliary Building at elevation 543+0.
(see FSAR Figure 1.2.2-2 for locations).
Conservatively assuming no pumping, water will pond as follows:
l I
' l
. l Area Maximum Depth of Ponding Unit 1 and 2 Auxiliary Feedwater Pump Room ----- 4 inches (outside pits) and Shutdown Panel Room (El. 543+0)
Units 1 and 2 Outside Doghouse (El 577+0) ----- 3 inches Unit 1 and 2 UHI Building (El. 550+0) ---------- 4 inches Floor Drain Tank Room (El. _543+0) --------------' 2 inches Waste Evaporator Package Room (El. 537+0) ------ 3 feet, 3 inches Chemical Drain Tank and Pump Room (El. 537+0)--- 6-feet (completely filled)
Q240.21 Thus, using the conservative PMP values and time distributions from HMR No. 51 and No. 52, no safety related equipment will be affected by the resulting water levels from the PMP event, and the plant can be safely shutdown by established normal shutdown procedures.
4
References 21.
U. S. Army Corps of Engineers, HEC-1 : Flood Hydrograph Package, Computer Program 723-X6-L2010, 1981.
- 22. McCuen, R.
H., A Guide to Hydrologic Analysis Using SCS Methods, Prentice-Hall Inc., New Jersey,1982.
- 23. Hydrometeorological Report No. 51, " Probable Maximum Precipitation Estimates, United States East of the 105th Meridian," National Oceanic and Atmospheric Administration, June 1978.
24.
Hydrometeorological Report No. 52, " Application of Probable Maximum Precipitation Estimates, United States East of the 105th Meridian," National Oceanic and Atmosphere Administration, August 1982.
(
O
- I DOCUMENT PAGE PU _ LED
~
8 ANO.woauna N
NO. OF PAGES REASON D PAGE LLEGIB2 O mo core FaEo A7. poR cr owEn -
3 3
D BETTER COP (REQUESTED ON Anornu g
. 1,oM OTHER -
D FEMED ON APERTURE CARD N O\\ MAOS
~
~ ~ ~ ~ ~
t
//!,E Grafinj,
=
Y
.Y......,
-r h
_______-______-_--_..____2,l c,
- p...
. Ji r
a 1
I
=
, Grating I
l Catdr Basin -
I 15
~
I
~.
_ o..._
l i,
l
+_7p i
-'-+-t-i 1
..t I
DETAIL
'A l
i I
I l
I i
l l
l l L.3 x B x 'z.
l fr.
1 4= - --- - -- - -- _ - - -- - -- - - _ -- --. - - -[d g
t.
........I PL AN
/!i Gmbu 4'- C
- g..
t!t &ang..
~
{
l
,s i
!i G
i b
i!
A
~
O
}i l
h i!
i
'i
"'E 771_ EZl~~.'_
?_-- '.
._. _ _ _? _ ',- f1l --
_ ~_ Z ~ ~ ~
_J
~ ~Z E. 1]
l i
- l0-5 /!
JE
/
J-- - -f-
'l l
- l
/ g",
~Yf
/[
!l
).
m
~
-/
- - -. 7 g--
}% cha,j X, l
5 l
' ' L 3 0 x'z t - G,a,c l-
-l
_ aa a u-wg r
i m
g
- g. l i
e
---p g
W l
tur i
7,,, -
J l
&p,a i
c..,
l
'g l
I x.j l
v I
l l
t acir eawn I
ELEVATICAI i
TYPE I INLET
r 4y
--e F
/
A A
(
a a
\\
/
I s
A ? ET R E I
PLAA/
CARJ I
1.'
2d 17 4' y
l cover vR i
r 9
7
(
m s
LE 'z'%//
jl' 4perture Canl u
IMas'Ivallable Oig
/* 't
/ 7 k" 3
SECTICAI A-A TYPE H INLET 9
DUKE POWER COMPANY flGURE 2.4. 2 -1 B CATCH BASIN INl.E T DE TAILS OR N.
$f1l &nn, l $ /2/s/93 C H K'O.
IN S P.
l APPR.
O E S IGN ER R -
.1 A
4 r
.. g. -.
.e
.-w.._--...
., +. -
g.
- -I'~~""*""~~
~ ~ " "
- o.
0 1
Ni 3'
.{...
.a y
1 t
t t
~oi
'o f Vorles 4'- 6~ Mir,.
-.-_-_Va.rie. s
. - n,
-. - w.,, - -.
8 j
{ Trench i
fin Grude W l0'd ~~1 ' ~.
Fin. Grade 8
%"e El. W3-6
}
El.594+0 9
g s
. rm I
sT f
_G c
s I
~
-g [rughed.
~
)
shne
)
C* PVC Perforoled '
~
~
Drair, Pipe CONDITION a
CONDITION I
SECUPITY FENCE
{
1
-p l
,1 J
L i
f i4 t
~. _.. _.
-[i T p.
l-n Ouin Link Fence i
C-g Min. j f
L_{fMin.
\\':> rie s N
j L Trer,ch 4 Trench
-Fin. Grade g_...
g i El. 596*O Hat 3
..._...-...-_1
}
~,
2' fo 2'-G* Crashed Stone
~
i B
CONDITION C
gprR-yR
~
Enuts CARJ
- = = =
&ldlvallable On 1%perture Card DUKE POWER COMPANY FIGURE 2.4.2-IC ADMINISTRATION AND 3ECURITY FENCE EASE DETAIL.5 j
L. _
4 AF FR. '
j,,
lusP 3! ?
- ) G _ N Q.
1 I
l I
3,000--
l Ui l
-- 594.5 t
[
I I 2,500-- --
f,i i
a.
<t
~
l NFLOW l
T HVdROlM PH d
~
~~
~~ * * *
~
~
Q I e Pecik Eteyotion 593.92 up O 2,000-L u-5 i
T li
- WATER S.URFACE
! j--_ ELEVATION-
--593.5 g i
r
'i
+
I g 1,500 -- - -
-l---
7 l
O O
J
' (_ i
~
n_
--- 593.0 g,
i {
OUTF, LOW g
O i,ooo___
~
-HYDROGRAPH tu o
y g
_ _j,.,. _. ) _,, (
-- 592.5 Ld d__.
g
\\
N 500-- -.
Ag._
_2%
o
~
. u.
d
.p q __.
. _. - -- 5 92.o
~
i z
l i
.i i
i
..i i
i i
i
.i,i.i.u 1
u-o 4
I I
I I
I I
I O
I 2
3 4
5 6
7 8
9 10 I
TIME, hrs.
PMP FLDOD L'OLATlW6 r
TTPE I iMLE15 - 100% EFFlatEM1 1YFlil[ INLEls - 100% Ern&ENT dATAWEL NLICLULE. STATIOM E6L P_. FlOICE Ns 2 4 7 - 2. A
3,000 -
p vi
_ _._. J
-- 594.5 i
j I 2,500 --
+
O_
l l
{
I --
-~-- - -
A 8i i
INFLOW l:
~
<t i
O 2,000 --
t
- =l ! f- ~si~sJJ
~
~'
~~ ***'
~
{
fiYDfROGRAPH~~~
G 393.
7 WATER S
ACEi E
cr i
!:i - - - ELEVATION - -- 593.5 g O
i I
i i
i
+
g i,300 _ _ l
- j. ;.
j O
l O
i ii
_j
.{
j.g..
-- -- 5 9 3. 0 g._
~
l jii OU, LOW g
t a i ooO --
i t
HYD GRAPH w
O l
j
\\,.,
_ _ _.K
-- 592.5 W
_.J g
j 4
[t M,/./-- - ~ ?
\\ \\
\\
3 i
N '-- -A - --- - -- T 500 --'
g c
O, i
h
(
h
-- 592.O t.g_
7 I
z 1
a i
~
O i
i i
i i
i i
i O
I 2
3 4
5 6
7 8
9 10 TIME, hrs.
FMP FLOCD R.ot1Titt TYFt1I 14L% - 100% Elf tellirM IVT 15 Il it4LET6 - DOLITTlalGir dATAWBA NLldLEAP sTATIcH E'iAR. Fi6tlcE IIn. 2 4 1 - E t6
3,000--
g l
y
}
-- 594.5 o
l I
i I
I I 2'500 -
sT
-n--
ER SURFACE
/_..W 4
i c_
l_
E EVATION i
__594.0 E
' Peak Elevation O93.94
? I O
O
~
-l y
d 2,000--
d t.j. _. _. _ _
- 593.5 g y
l I
INFLOW OUTFLOW
+
O I=,; - -
TDROGRAPH
}-
3 i,5oo --
HYDNOGRAPH z
O j
1
__.l.
i
- -593.0 p
! ;g 4
4 I
I;
\\;
l,000-o l
-- 592.5 Lij
__j g
jr 4 -
1
\\d
~
3 300 __
. /l J
{
-- 592.0 O
Lh I
_.;w
(__
s z
1 e
l 0
1,i.!.
.;,i,
.i.
.i.i.
O I
2 3
4 5
6 7
8 9
10 TIME, hrs.
atr rtcco ecurius TviE l iittETS - 100 % E4it.lEt t T 1'4 E Il ltitETb - O'fs ETrtalEt1T tj ATAveA r tuSEt P. STATI o' '
F9/ ftGuce Ho 2.4 2 2 C
l 900-632.6 L
800-- -'
Peak. Elevation 632.3B
_..l__.--_--. _ _ _..-632.4 ll y
WATER SURFACE g
f ELE /ATI ON H
709-
_ __ _ { -
(
I
-- --632.2 O
I 1
i
a f
__... x_.
999 ___
_/
620.0 o
[
800 -
j
- p,-
--6 I 9. 8
<t INFLOW -
J i O
70 0 -
-H YDROG MPH-il-
69.6 M
E oa:
O 600--
---[-l---
I
- 619.4 C
l Z
l- ['
- - - - - - - - -- 619.2 C
3-SOO-3 ll;iiL HYDROGRAPH OUTFLOW r-i 3
[
g 400 ---
--~~
[
t
- 619. O b
I. ! (
W D
8 i
-}i
~
l
-_I O
300 -
8 g
I, f -
t -- - 618. 8 g
I 8
200_.
/,.
.._ 61 8, 6 3
l
\\
3 q*'
\\ -(--_ _:::,
l t
10 0 -
~- 618.4
_ _ L _L _t _ _ _ t __.g -[ i /}j /,
z y
l l. _ _l
.__ L l L._ i
_CL
_ L _L. l L - ' --6is. 2 o_
O I
2 3
4 5
6 7
8 9
10 T IME, hrs.
- r
/ 1.t'\\?
< t. ' )
\\
. f.Tl ' * !.- l-f.:,. : 1-,~, % Tt.%')
3 -
-e
DOCUMENT PAGE j
PU_ LED
~
9 ANO.snum 1
NO. OF PAGES REASON O PAGE LLEGS2 O meo cerv rao A1. ron er o,,e D BETTER COP (REQUESTED ON _J 1
l AE10PLM.
.1-OTHER _
nab @
D FEMED ON APERTURE CARD NO
,,,-w
_,h,
,,,_,..,,.y,_
'