HYDRAULIC REPORT - dotdom1.state.pa.us

HYDRAULIC REPORT

CAMERON COUNTY S.R. 120, Section A14

Segment 0580, Offset 0000 Over Johnson Run

We submit this report to obtain waterway approval for the 1 !

replacement of the structure herein described.

SITE DATA

1. Location

S.R. 120 crosses Johnson Run at Segment 0580, Offset 0000 in Gibson Township, Cameron County. The site is located north of the. Borough of Driftwood. See project location map at end of report.

I

The project is located in a rural area of Cameron County, with terrain comprised of steep hills. The Johnson Run watershed consists almost entirely of forestland.

Johnson Run is classified as a HQ-CWF stream in 25 Pa. Code 593.91. Disturbance to the natural stream channel will be minimized. Only clean rock will be used for the required rip- rap. Temporary culverts for the stream diversion will consist of clean metal pipes to carry the flow around the construction area.

Traffic will be detoured during construction by utilizing a temporary roadway to be constructed downstream of the structure. The temporary stream diversion culverts will carry the stream flow around the construction area and through the temporary roadway embankment.

The existing structure is a single-span reinforced concrete slab bridge overlayed with bituminous material. The clear span is 14'-O", has a minimum underclearance of 4'-8", and is located on a 90°-00' skew to the roadway. The existing structure has become structurally deficient due to severe spalling of the concrete and deterioration of the steel reinforcement.

The purpose of this project is to remove the existing structure and construct a precast concrete box culvert meeting current design loadings and standards. All work will be performed under contract.

The proposed structure is a precast concrete single-cell box culvert skewed at 85O-00' to the roadway to better fit the alignment of Johnson Run. The clear span will be increased to 15'-0" and the minimum underclearance will be increased to 4'-9".

Cameron County S.R. 120, Section A14 Segment 0580, Offset 0000 Over Johnson Run Page 2

The cross-section of the roadway will be corrected during the project in order to more closely meet current roadway design standards. This correction will result in an increase in the roadway grade approaching and over the proposed structure. No increase in backwater elevation is anticipated due to supercritical flow in Johnson Run and the ability of overtopping flows to be conveyed through the roadside ditch,.

2. Existing Structures

There are no existing structures upstream or downstream of the Johnson Run Bridge.

3. Flood History

There is no known history of the bridge flooding or overtopping during high water events.

4. Fish Habitat

Johnson Run is classified as a High Quality Cold Water Fishery Stream which runs continuous. Fish baffles willbe provided in the bottom slab of the box culvert to aid the fish habitat.

Johnson Run flows continuous with no indications of debris buildup or icing problems.

6. Photographs

See Section i for photographs of project site.

7. Factors Affecting Water Stages

The factor controlling the high water at the project location is the Johnson Run Water Shed Area - 1.57 square miles.

8. Site Inspection

The site was visited on June 9, 2005 ,for the ~nvironrnental and Engineering Field View.

9. Line and Grade

Line and grade approval was not necessary since the roadway grade is not changing.


HYDROLOGIC ANALYSIS

The watershed for the project was computed using the Watershed Modeling System (WMS) and verified using U.S.G.S. 7% Minute Quadrangles for Driftwood, PA; Cameron, PA; Sinnemahoning, PA; and First Fork, PA. The drainage area was found to be 1.57 square miles using both methods. (See Appendix A)

The flood discharge calculations were performed in WMS utilizing the HEC-1 model. The results of the analysis were as follows :

The project is not 'located within a detailed FEMA study area. A 25-year design storm is required based on the Design Manual 2 Roadway Classification as a "Rural Minor Arterial". Since there is a residence located approximately 50 feet north (50 feet upstream) of the structure, the 50-year storm event was evaluated to ensure there was no increase in the water surface elevation (WSE) that would affect the residence.

HYDRAULIC ANALYSIS

An in-depth hydraulic investigation was .performed on the existing and proposed structures for the Q2sr QsO, and Qloo design flows utilizing the FHWA Culvert Analysis, HY8 computer model. A summary of this analysis is as follows:

The design flow for the upstream side of the proposed structure produces a WSE of 837.18 ft., compared to the existing WSE of 837.36 ft. This is a reduction in WSE of 2.2 inches from the existing. The velocity through the proposed structure decreases from 13.74 feet per second (fps) to 13.10 fps. Roadway overtopping will occur with both the existing and proposed structure, however the existing structure will begin to overtop with approximately a 20 year storm event while the proposed will not overtop until the 25 year event.


Qso (635 cfs)

The design flow produces-a proposed WSE of 837.19 ft. compared to the WSE of 837.91 ft. for the existing structure. The proposed WSE is 8.6 inches lower than the existing for this storm event. Flow velocity through and downstream of the structure is decreased from 14.45 fps to 13.78 fps. The design flow continues to overtop the roadway and flows down the roadside ditch for both the existing and proposed structure.

The design flow produces a WSE of 838.22 ft. which is the same for the proposed and existing structure. The velocity through the structure has been decreased from 15.40 fps to 14.69 fps. Flooding is inevitable both along the roadway and the roadside swale down to a low spot located approximately 200ft northwest of the structure.

CONC LUS IONS

The proposed structure will provide an adequate opening for the runoff from the Johnson Run watershed. The new box culvert will replace the existing' reinforced concrete slab bridge, providing a wider roadway surface, improved safety features, and adequate structural capacity for all current legal loads. The proposed structure provides a larger waterway opening than the existing structure, enhancing the hydraulics of the structure and decreasing the amount of water that overtops the stream banks and flows along the roadside ditch.

RECOMMENDATIONS

We, therefore, request that a waterway permit be granted for the new structure indicated below:

Single-Cell Precast Concrete Box Culvert Clear Span 15.00 feet Minimum Underclearance 4.75 feet Skew 85°00'00"

Cameron County S.R. 1 2 0 , Section A14 Segment 0580, Offset 0000 Over Johnson Run Page 5

TEMPORARY STRUCTURES

A temporary roadway will be used to route traffic around the site during construction of the proposed structure. The water will be carried underneath the temporary roadway for utilizing 2-48" corrugated metal pipes as determined using the nomographs.

= PROJECT LOCATION

CAMERON COUNTY, GIBSON TWP. S.R. 0120 SEC. A14

SEGMENT 0580 OFFSET 0000

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 1 15 ' - 0" X 5 ' - 9" PRECAST CONCRETE BOX CULVERT - 10 0 YR EVENT

CURRENT DATE: 08-23-2006 CURRENT TIME: 10:00:34

FILE DATE: 8/23/2006 FILE NAME: 120PRBX-100

FHWA CULVERT ANALYSIS HY-8, VERSION 6.1

I I I I I C I SITE DATA I CULVERT SHAPE, MATERIAL, INLET 1 I u l I I L I INLET OUTLET CULVERT I BARRELS I V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET

I INO. ( (ft) (ft) (ft) ( MATERIAL (ft) (ft) n TYPE

I 1 1 1832.42 829.69 51.50 1 1 R C B

I 15.00 4.75 .012 CONVENTIONAL I

1 I I I

SUMMARY OF CULVERT FLOWS (dfs) FILE: 120PRBX DATE: 8/23/2006

ELEV (ft) 832.42 833.79 834.60 835.32 835.96 836.56 837.15

25a$b? 837.18 837.83 838.04

goavp 838.22

'2 2 5 Y R 837.18

TOTAL 0.0

77.6 155.2 232.8 310.4 388.0 465.6 471.0 620.8 698.4 776.0 468.9

6 ROADWAY ITR 0.0 . 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.02 3 0.0 71.23 4 0.0 123.06 4 0.0 179.49 4 0.0 OVERTOPPING

SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 120PRBX DATE: 8/23/2006

HEAD ELEV (ft) 832.42 833.79 834.60 835.32 835.96 836.56 837.15 837.18 837.83 838.04 838.22

HEAD ERROR (ft)

0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.006 '-0.002 -0.003 -0.003

TOTAL FLOW (cfs)

0.00 77.60 155.20 232.80 310.40 388.00 465.60 471.00 620.80 698 .'40 776.00

FLOW ERROR ( c ~ s )

0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.58 0.89 1.50 1.58

% FLOW ERROR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.34 0.14 0.21 0.20

c1> TOLERANCE (ft) = 0.010 c2> TOLERANCE ( 8 ) = 1.000

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 2 1 5 ' - 0 " X 5'-9" PRECAST CONCRETE BOX CULVERT - 1 0 0 YR EVENT

CURRENT DATE: 08-23-2006 FILE DATE: 8/23/2006 CURRENT TIME: 10:00:34 FILE NAME: 120PRBX-100

PERFORMANCE CURVE FOR CULVERT 1 - 1( 15.00 (ft) BY 4.75 (ft)) RCB

DIS - HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. -DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)

0.00 832.42 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 77.60 833.79 1.37 1.37 1-S2n 0.31 0.94 0.40 0.74 12.86 6.63 155.20 834.60 2.18 2.18 1-S2n 0.55 1.50 0.70 1.12 14.87 8.53 232.80 835.32 2.90 2.901-S2n 0.70 1.96 0.96 1.43 16.17 9.84 310.40 835.96 3.54 3.541-S2n 0.85 2.37 1.22 1.70 16.90 10.87 388.00 836.56 4.14 4.141-S2n 0.99 2.76 1.46 1.94 17.78 11.72 465.60 837.15 4.73 4.731-S2n 1.10 3.11 1.70 2.18 18.25 12.50 469.40 837.18 4.76 4.76 5-S2n 1.10 3.13 1.72 2.37 18.21 13.10 548.68 837.82 5.40 5.40 5-S2n 1.22 3.47 1.95 2.57 18.75 13.68 573.84 838.04 5.62 5.62 5-S2n 1.26 3.58 2.03 2.75 18.88 14.20 594.93 838.22 5.80 5.80 5-S2n 1.29 ' 3.66 2.06 2.92 19.22 14.69

El. inlet face invert 832.42 ft El. outlet invert 829.69 ft El. inlet throat invert 0.00 ft El. inlet crest 832.42 ft

* * * * * SITE DATA * * * * * CULVERT INVERT * * * * * * * * * * * * * * INLET STATION 0.00 ft INLET ELEVATION 832.42 ft OUTLET STATION 51.43 ft OUTLET ELEVATION 829.69 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0531 CULVERT LENGTH ALONG SLOPE 51.50 ft

* * * * * CULVERT DATA SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . BARREL SHAPE BOX BARREL SPAN 15.00 ft BARREL RISE 4.75 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE (30-75 DEG. FLARE) INLET DEPRESSION NONE

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 3 1 5 ' - 0 " X 5 ' - 9 " PRECAST CONCRETE BOX CULVERT - 1 0 0 YR EVENT



TAILWATER

***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: l2OPRDS MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 8/21/2006 LEFT CHANNEL BOUNDARY 3 RIGHT CHANNEL BOUNDARY 8 MANNING n LEFT OVER BANK 0.080 MANNING n MAIN CHANNEL 0.040 MANNING n RIGHT OVER BANK 0.080 SLOPE OF CHANNEL 0.0530 ft/ft

CROSS-SECTION COORD. NO.

1 2 3 4 5 6 7 8 9

******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL

FLOW W.S.E. FROUDE DEPTH VEL. (cfs) (ft) NUMBER (ft) (f/s) 0.00 829.69 0.000 0.00 0.00

77.60 830.43 1.389 0.74 6.63 155.20 830.81 1.469 1.12 8.53 232.80 831.12 1.514 1.43 9.84 310.40 831.39 1.545 1.70 10.87 388.00 831.63 1.568 1.94 11.72 465.60 831.87 1.588 2.18 12.50 471.00 832.06 1.602 2.37 13.10 620.80 832.26 1.616 2.57 13.68 698.40 832.44 1.627 2.75 14.20 776.00 832.61 1.637 2.92 14.69

Note: Shear stress was calculated using R.

SHEAR (psi) 0.00 2.45 3.72 4.74 5.63 6.43 7.21 7.84 8.48 9.09 9.67

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 4 15'-0" X 5'-9" PRECAST CONCRETE BOX CULVERT - 100 YR EVENT


F I L E DATE: 8/23/2006 F I L E NAME: 120PRBX-100

ROADWAY OVERTOPPING DATA

ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 36.00 ft

* * * * * USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft

1 0.00 837.18 2 25.00 837.18 3 50.00 837.46 4 75.00 837.90 5 100.00 838.33 6 125.00 838.68 7 150.00 838.91 8 161.68 839.02 9 168.26 839.09

10 175.00 839.15 11 191.61 8.3 9 . 44 12 200.24 , . 839.60 13 208.88 839.77 14 225.00 840.11

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 1 1 5 ' - 0 " X 5'-9"RECAST CONCRETE BOX CULVERT - 5 0 YR 'EVENT




I

I C I SITE DATA i CULVERT SHAPE, MATERIAL, INLET i " I I / L ( INLET ' OUTLET CULVERT / BARRELS

1 V ( ELEV. ELEV. LENGTH ( SHAPE SPAN RISE MANNING INLET I

(NO. 1 (ft) (ft) (ft) 1 MATERIAL (ft) (ft) n TYPE I

I 1 ( 832.42 829.69 51.50 1 1 RCB I

15.00 4.75 .oi2 CONVENTIONALI

SUMMARY OF CULVERT FLOWS (cf s )

ELEV (ft) 832.42 833.62 834.33 834.93 835.50 836.01 836.50 836.99

2S'gR 837.19 837.66 837.87 837.18

TOTAL 0.0 63.5

127.0 1'90. 5 254.0 317.5 381.0 444.5 471.0 571.5 635.0 468.9

FILE: l2OPRBX DATE: 8/23/2006

6 ROADWAY ITR 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.00 1 0.0 0.03 5 0.0 41.59 4 0.0 80.22 4 0.0 OVERTOPPING

SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 12OPRBX DATE: 8/23/2006

HEAD ELEV (ft) 832.42 833.62 834.33 834.93 835.50 836.01 836.50 836.99 837.19 837.66 837.87

HEAD ERROR (f t)

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000'

-0.005 -0.005 -0.004

TOTAL FLOW (cf S)

0.00 63.50

127.00 190.50 254.00 317.50 381.00 444.50 471.00 571.50 635.00

FLOW ERROR ( c ~ s )

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.38 1.79 1.66

I FLOW ERROR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.29 0.31 0.26

el> TOLERANCE (ft) = 0.010 <2> TOLERANCE ( % ) = 1.000




PERFORMANCE CURVE FORCULVERT 1 - 1( 15.00 (ft) BY 4.75 (ft)) RCB

DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) cF4> (ft) (ft) (ft) (ft) (fps) (fps)

0.00 832.42 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 63.50 833.62 1.20 1.20 1-S2n 0.25 0.82 0.35 0.66 12.08 6.15

127.00 834.33 1.91 1.91 1-S2n 0.49 1.31 0.59 1.00 14.39 7.94 190.50 834.93 2.51 2.51 1-S2n 0.61 1.71 0.81 1.27 15.59 9.18 254.00 835.50 3.08 3.08 1-S2n 0.74 2.08 1.04 1.51 16.33 10.15 317.50 836.01 3.59 3.59 1-S2n 0.86 2.41 1.24 1.72 17.07 10.95 381.00 836.50 4.08 4.081-S2n 0.98 2.72 1.42 1.92 17.86 11.65 444.50 836.99 4.57 4.571-S2n 1.07 3.02 1.62 2.18 18.33 12.50 469.59 837.19 4.77 4.77 5-S2n 1.10 3.13 1.72 2.28 18.21 12.82 528.12 837.65 5.23 5.23 5-S2n 1.19 3.38 1.88 2.44 18.69 13.32 553.12 837.86 5.44 5.445-S2n 1.23 3.49 1.96 2.60 18.82 13.78


* * * * * SITE DATA * * * * * CULVERT INVERT INLET STATION INLET ELEVATION OUTLET STATION OUTLET ELEVATION NUMBER OF BARRELS SLOPE (v/H) CULVERT LENGTH ALONG SLOPE

* * * * * CULVERT DATA SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . BARREL SHAPE BOX

1

BARREL SPAN 15.00 ft BARREL RISE 4.75 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE (30-75 DEG. FLARE) INLET DEPRESSION NONE




TAILWATER

* * * * * USER DEFINED CHANNEL CROSS-SECTION BILE NAME: 120PRDS MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 8/21/2006 LEFT CHANNEL BOUNDARY 3 RIGHT CHANNEL BOUNDARY 8 MANNING n LEFT OVER BANK 0.080 MANNING n MAIN CHANNEL 0.040 MANNING n RIGHT OVER BANK 0.080 SLOPE OF CHANNEL 0.0530 ft/ft


1 2 3 4 5 6 7 8 9

******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL

FLOW W.S.E. FROUDE DEPTH (cfs) (ft) NUMBER (ft) 0.00 829.69 0.000 0.00

63.50 830.35 1.366 0.66 127.00 830.69 1.446 1-00 190.50 . 830.96 1.492 1.27 254.00 831.20 1.523 1.51 317.50 831.41 1.547 1.72 381.00 831.61 1.566 1.92 444.50 831.87 1.588 2.18 471.00 831.97 1.596 2.28 571.50 832.13 1.607 2.44 635.00 832.29 1.618 2.60

Note: Shear stress was calculated using R

VEL. SHEAR (f/s) (psf) 0.00 0.00 6.15 2.17 7.94 3.30 9.18 4.20 10.15 4.99 10.95 5.70 11.65 6.36 12.50 7.21 12.82 7.54 13 -32 8.08 13.78 8 -60

HY8 CULVERT DESIGN - PROPOSED STRUCTURE 4 15 ' - 0" X 5 ' - 9" PRECAST CONCRETE BOX CULVERT - 50 YR EVENT





* * * * * USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft

1 0.00 837.18 2 25.00 837.18 3 50.00 837.46 4 75.00 837.90 5 100.00 838 -33 6 125.00 838.68 7 150.00 838.91 7 161.68 839.02 9 168.26 839.09

10 175.00 839.15 11 191.61 839.44 12 200.24 839.60 13 208.88 839.77 14 225.00 840.11

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN R C SLAB BRIDGE - lOOYR EVENT

CURRENT DATE: 08-23-2006 CURRENT TIME: 09 :32 :25

FILE DATE: 8 /23 /2006 FILE NAME: 120EXBR-100

FHWA CULVERT ANALYSIS HY-8, VERSION 6 . 1

I I I

I C I 1

SITE DATA I CULVERT SHAPE, MATERIAL, INLET I l u l I I L ( INLET OUTLET CULVERT I BARRELS I V ( ELEV. ELEV. LENGTH ( SHAPE SPAN RISE MANNING INLET

1 [NO- 1 (ft) (ft) (ft) 1 MATERIAL (ft) (ft) n TYPE

1 1 1 1 832 .42 8 3 0 . 8 3 30 .00 ( 1 RCB

1 1 4 . 0 0 4 .67 .012 CONVENTIONALI

SUMMARY OF CULVERT FLOWS (cf S) FILE : l2OEXBR DATE: 8 /23 /2006

ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 832 .42 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 .00 1 833 .86 77 .6 77 .6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 1 834 .70 1 5 5 . 2 1 5 5 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 1

835 .46 232'.8 232 .8 0 . 0 0 .0 0 . 0 0 . 0 0 . 0 0 .00 1 836 .13 310 .4 310 .4 0 . 0 0 . 0 . O . O 0 . 0 0 . 0 0 .00 1

836 .78 3 8 8 . 0 3 8 8 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 . 0 .00 1 8 3 7 . 3 3 4 6 5 . 6 453 .0 0 . 0 0 .0 0 . 0 0 . 0 0 . 0 1 0 . 2 4 4

JS ' fR837.36 471 .0 456 .3 0 . 0 0 . 0 0 . 0 0 . 0 0 .0 1 2 . 5 3 3 837 .88 6 2 0 . 8 5 1 4 . 5 0 .0 0 . 0 0 .0 0 . 0 0 . 0 104 .32 4 838 .06 698 .4 5 3 4 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 1 6 1 . 1 5 4

~ ~ Q Y Q 838.22 776 .0 551 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 . 222 .13 4

;;3by~ 837 .10 , 4 2 6 . 1 4 2 6 . 1 0 . 0 0.0 0 . 0 0 . 0 0 .0 OVERTOPPING

SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: l2OEXBR DATE: 8 /23 /2006

HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cf s) ERROR (cfs) ERROR 832 .42 0 .000 0 .00 0 . 0 0 0 .00 8 3 3 . 8 6 0 .000 77 .60 0 .00 0 . 0 0 8 3 4 . 7 0 0 . 0 0 0 155 .20 0 .00 0 . 0 0

8 3 5 . 4 6 0 .000 232.80 0 .00 0 . 0 0

836 .13 0 .000 310.40 0 .00 0 . 0 0

836 .78 0 .000 388 . O O 0 . 0 0 0 . 0 0

8 3 7 . 3 3 - 0.009 465.60 2 .39 0 . 5 1

837 .36 -0 .006 471.00 2 . 2 0 0 . 4 7

837 .88 - 0.004 620.80 1 . 9 4 0 . 3 1

838 .06 -0 .004 698.40 2 . 7 2 0 . 3 9 838 .22 -0 .003 776 .00 2 . 5 1 0 . 3 2

<1> TOLERANCE (ft) = 0 . 0 1 0 <2> TOLERANCE ( 0 ) = 1 . 0 0 0

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN RC SLAB BRIDGE - lOOYR EVENT


FILE DATE: 8/23/2006 FILE NAME: 120EXBR-100


DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) cF4> (ft) (ft) (ft) (ft) (fps) (fps)

0.00 832.42 0.00 0.00 0-NF 0.00 0.00 0.00 0.04 0.00 0.00 77.60 833.86 1.44 1.44 1-S2n 0.34 0.99 0.47 0.84 11.88 6.92

155.20 834.70 2.28 2.281-S2n 0.57 1.57 0.83 1.27 13.42 8.93 232.80 835.46 3.04 3.04 1-S2n 0.73 2.05 1.15 1.63 14.43 10.31 310.40 836.13 3.71 3.711-S2n 0.90 2.49 1.46 1.95 15.23 11.40 388.00 836.78 4.36 4.36 1-S2n 1.03 2.88 1.74 2.24 15.88 12.30 452.98 837.33 4.91 4.915-S2n 1.13 3.20 1.98 2.53 16.35 13.12 456.28 837.35 4.93 4.93 5-S2n 1.14 3.21 1-99 2.77 16.34 13.74 514.54 837.87 5.45 5.455-S2n 1.23 3.48 2.18 3.01 16.84 14.35 534.52 838.06 5.64 5.645-S2n 1.26 3.57 2.26 3.25 16.88 14.90 551.36 838.22 5.80 5.80 5-S2n 1.29 3.65 2.32 3.47 17.00 15.40


* * * * * SITE DATA ***** ' CULVERT INVERT * * * * * * * * * * * * * * INLET STATION 0.00 ft INLET ELEVATION 832.42 ft OUTLET STATION 29.96 ft OUTLET ELEVATION 830.83 ft NUMBER OF BARRELS 1 SLOPE (v/H) 0.0531 CULVERT LENGTH ALONG SLOPE 30.00 ft

***** CULVERT DATA SUMMARY BARREL SHAPE BARREL SPAN BARREL RISE BARREL MATERIAL BARREL MANNING'S n INLET TYPE INLET EDGE AND WALL INLET DEPRESSION

. . . . . . . . . . . . . . . . . . . . . . . . BOX 14.00 ft 4.67 ft

CONCRETE 0.012 CONVENTIONAL SQUARE EDGE (30-75 DEG. FLARE) NONE

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN RC SLAB BRIDGE - lOOYR EVENT



TAILWATER

* * * * * USER DEFINED CHANNEL CROSS-SECTION FILE NAME: 120EXDS MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 8/18/2006 LEFT CHANNEL BOUNDARY 4 RIGHT CHANNEL BOUNDARY 10 MANNING n LEFT OVER BANK 0.080 .MANNING n MAIN CHANNEL 0.040 MANNING n RIGHT OVER BANK 0.080 SLOPE OF CHANNEL 0.0530 ft/ft


* * * * * * * UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL

FLOW W.S.E. FROUDE DEPTH VEL.

(cfs) (ft) NUMBER (ft) (f/s) 0.00 830.87 0.000 0.04 0.00

77.60 831.67 1.371 0.84 6.92 155.20 832.10 1.433 1.27 8.93 232.80 832.46 1.462 1.63 10.31 310.40 832.78 1.480 1.95 11.40 388.00 833.07 1.491 2.24 12.30 465.60 833.36 1.499 2.53 13.12 471.00 833.60 1.504 2.77 13.74

620.80 833.84 1.507 3.01 14.35 698.40 834.08 1.509 3.25 14.90 776.00 834.30 1.511 3.47 15.40

Note: Shear stress was calculated using R.

SHEAR ipsf 0.00 2.66 4.08 5.27 6.32 7.28 8.23 9.02 9.83

10.61 11.35

HY8 CULVERT DESIGN - EXISTING STRUCTURE 4 14'-0" SINGLE SPAN RC SLAB BRIDGE - lOOYR EVENT





* * * * * USER DEFINED ROADWAY PROFILE CROSS - SECTION X Y COORD. NO. f t ft

1 0.00 837.10 2 25.00 837.10 3 50.00 837.40 4 75.00 837.70 5 100.00 838.05 6 125.00 838.30 7 150.00 838.50 8 168.26 838.70 9 175.00 838.80

10 191.61 839.30 11 200.24 839.40 12 203.88 839.50 13 225.00 839.90

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN RC SLAB BRIDGE - 50YR EVENT




I I I I I c I SITE DATA 1 CULVERT SHAPE, MATERIAL, INLET . I I W I I I L I INLET OUTLET CULVERT / BARRELS I V I ELEV. ELEV. LENGTH I SHAPE SPAN RISE MANNING INLET

I I N O . 1 (ft) (ft) (it) I MATERIAL (ft) (ft) n TYPE

I ( 1 1 832.42 830.83 30.00 1 1 RCB

I 14 .00 4 . 6 7 .012 CONVENTIONAL(

I I I

SUMMARY OF CULVERT FLOWS (cf s) FILE: 120EXBR DATE: 8/23/2006

ELEV ( f t ) TOTAL 1 2 3 4 5 6 ROADWAY ITR 832.42 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 833.68 63.5 63.5 0.0 0.0 0.0 0.0 0.0 0.00 1 834.42 127.0 127.0 0.0 0.0 0.0 0.0 0.0 0.00 1 835.06 190.5 190.5 0.0 0.0 0.0 0.0 0.0 0.00 1 835.65 254.0 254.0 0.0 0.0 0.0 0.0 0.0 0.00 1 836.19 317.5 317.5 0.0 0.0 0.0 0.0 0.0 0.00 1 836.72 381.0 381.0 0.0 0.0 0.0 0.0 0.0 0.00 1 837.22 444.5 440.3 0.0 0.0 0.0 0.0 0.0 3.35 5

JSYR 837.35 471.0 456.2 0.0 0.0 0.0 0.0 0.0 12.34 4 837.73 571.5 499.2 0.0 0.0 0.0 0.0 0.0 69.70 4

S O V R 837-91 635.0 518.5 0.0 0.0 0.0 0.0 0.0 113.97 4 837.10 426.3 426.3 0.0 0.0 0.0 0.0 0.0 OVERTOPPING

SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: l2OEXBR DATE: 8/23/2006

HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cis) ERROR (ci s) ERROR 832.42 0.000 0.00 0.00 0.00

833.68 0.000 63.50 0.00 , 0.00 834'. 42 0.000 127.00 0.00 0.00

835.06 0.000 190.50 0.00 0.00

835.65 0.000 254.00 0.00 0.00

836.19 0.000 317.50 0.00 0.00

836.72 0.000 38i. 00 0.00 0.00

837.22 -0.004 444 .50 0.86 0.19 837.35 -0.007 471.00 2.48 0.53 837.73 -0.006 571.50 2.60 0.45 837.91 -0.004 635.00 2.56 0.40

<I> TOLERANCE (it) = 0.010 <2> TOLERANCE ( % ) = 1.000

HY8 CULVERTDESIGN - EXISTING STRUCTURE 1 4 ' - 0 " SINGLE SPAN RC SLAB BRIDGE - 50YR EVENT

CURRENT DATE: 08-23-2006 FILE DATE: 8/23/2006 CURRENT TIME: 09:34:31 FILE NAME: 120EXBR-50


HEAD- INLET OUTLET DIS- CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (it) (ips) (ips)

El. inlet face invert 832.42 it ~ l . outlet invert 830.83 ft El. inlet throat invert 0.00 ft El. inlet crest 832.42 ft

***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 832.42 ft OUTLET STATION 29.96 ft OUTLET ELEVATION 830.83 ft NUMBER OF BARRELS 1 SLOPE (v/H) 0.0531 CULVERT LENGTH ALONG SLOPE 30.00 ft

* * * * * CULVERT DATA SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . BARREL SHAPE BOX BARREL SPAN 14.00 ft BARREL RISE 4.67 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE (30-75 DEG. FLARE) INLET DEPRESSION NONE

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN RC SLAB BRIDGE - SOYR EVENT


FILE DATE: 8 /23 /2006 FILE NAME: 120EXBR-50

TAILWATER

* * * * * USER DEFINED CHANNEL CROSS-SECTION FILE NAME: 120EXDS MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 8 /18 /2006 LEFT CHANNEL BOUNDARY 4 RIGHT CHANNEL BOUNDARY 1 0 MANNING n LEFT OVER BANK 0.080 MANNING n MAIN CHANNEL 0.040 MANNING n RIGHT OVER BANK 0.080 SLOPE OF CHANNEL 0.0530 f t / f t


1 2 3 4 5 6 7 8 9

1 0 11 1 2 1 3 1 4

* * * * * * * UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL

FLOW W.S.E. FROUDE DEPTH VEL. SHEAR ( c f s ) ( f t ) NUMBER ( f t ) ( f / s ) ( p s f ) 0 . 0 0 8 3 0 . 8 7 0 .000 0 .04 0 .00 0 . 0 0

. 6 3 . 5 0 8 3 1 . 5 8 1 . 3 5 2 0 . 7 5 6 . 4 2 2 . 3 5 1 2 7 . 0 0 8 3 1 . 9 6 1 . 4 1 6 1 . 1 3 8 . 3 0 3 - 6 1 1 9 0 . 5 0 832 .27 1 . 4 4 8 1 . 4 4 9 . 6 1 4 . 6 4 254 .00 8 3 2 . 5 5 1 . 4 6 8 1 . 7 2 1 0 . 6 3 5 . 5 6 317 .50 8 3 2 . 8 1 1 . 4 8 1 1 . 9 8 1 1 . 4 9 , 6 . 4 1 3 8 1 . 0 0 833 .04 1 . 4 9 0 2 . 2 1 1 2 . 2 2 7 . 1 9 4 4 4 . 5 0 8 3 3 . 3 6 1 . 4 9 9 2 . 5 3 1 3 . 1 2 8 . 2 3 4 7 1 . 0 0 833 .48 1 .502 2 . 6 5 1 3 . 4 5 8 .64 571 .50 8 3 3 . 6 9 1 . 5 0 5 2 . 8 6 1 3 . 9 7 9 .32 6 3 5 . 0 0 833 .89 1 . 5 0 8 3 . 0 6 1 4 . 4 5 9 . 9 8

Note: Shear stress w a s c a l c u l a t e d using R.

HY8 CULVERT DESIGN - EXISTING STRUCTURE 14'-0" SINGLE SPAN RC SLAB BRIDGE - 50YR EVENT





***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. f t f t

1 0.00 837.10 2 25.00 837.10 3 50.00 837.40 4 75.00 837.70 5 100.00 838.05 6 125.00 838.30 7 150.00 838.50 8 168.26 838.70 9 175.00 838.80

10 191.61 839.30 11 200.24 839.40 12 203.88 839.50 13 225.00 839.90

Summary Data Sheet

Location Data

Channel Data

County I

I Cameron Location - U.S.G.S. Map j Driftwood Latitude 1 41°21' 30" Longitude j 78" 07' 48" Present ADT: 71 8 !year: 2006

Municipality 1 Gibson Twp. State Route - Section i 00120-A14 Station I 848+73.50 I

SegmentIOffset I 058010000 I I

Future ADT: 862!~ear: 2016

River Basin (US-ACOE) Susquehanna

I

I

Stream Name I Johnson Run

iydr

Stream Slope ! 5.29% @ Structure Normal Stream Flow D e ~ t h

I I

Side Slope (looking downstream) Type of Channel i Trapezoidal

I Average TOD Width I 22'

lology ! PennDOT study: FEMA (if applicab1e)i Other: N/A

Hydrology Method Used I I I

I HEC-1 1 N/ A I

Left: ! 1.5:1

Right: i 1.5:1

I I I

I 1.57 mi2 Drainage Area I I

QlO (CFS) I I I I

I 326 I I

425 (CFS) * I I 47 1 I 1 I I

I

Q50 (CFS) I m 635 I I 1 .

0100 (CFS) I I I

I 776 I I

Stream Bed Elevation at Inlet 1 832.42' @ Proposed

EXISTING STRUCTURE PROPOSED STRUCTURE

Skew

Stream Bed Elev. -500' upstream

Average Bottom Width I

I 1 0' Exact Dist. ! 317.0' Elevation j 846.0'

Stream Bed Elev. -500' downstream

I

Average Stream Channel Depth ' 1 4'

Exact ~ i s t . j 290.0'

Elevation 81 7.0'

- Minimum Underclearance I I 4.67' Lenrrth of Channel Im~acted I I 40.0'

I

High Water Elev. and Date 1 . Unknown

I Minimum Underclearance I 4.75' I

Length of Channel Im~acted I 72.0'

*Indicate Design Return Period with a J at the appropriate year. Or if year is not shown, fill in Design Return Period in blank row. Form Version: 7/16/2001

I

I 1 Number of Spans Low Chord Elevation I

I 837.09' Hydraulic Method Used I HY8

--

loo! 776.0j 838.22'j 15.40 Overtopping 1 426.1 j 837.10'1 13.10

I Number of Spans 1 I Low Chord Elevation I 837.17'

Hydraulic Method Used I HY8 WSE I Velocity Return Period* Return Period*

loo! 776.01 838.22'1 14.69 Overtopping 1 468.61 837.18'; 13.101

* 251 471.0i 837.36'! 13.74 50; 635.01 837.91'; 14.45

Q I WSE ( Velocity Q

~ * 25j . 471.01 837.18'1 13.10

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ESTIMATED PEAK RATES OF RUNOFF PSU-IV METHOD - Version 4.0

COUNTY: CAMERON SR-SECTION: 0120/A14

MUNICIPALITY: GIBSON TOWNSHIP SEGMENT/OFFSET: 0580/0000

USGS QUADRANGLE: DRIFTWOOD STATION: 848+73.50

STREAM NAME: JOHNSON RUN HIGHWAY CLASS: A r t e r i a l

L a t i t u d e o f rain age Area cen t ro id : 41" 21' 30" ~ o n g i t u d e o f raina age Area cen t ro id : 78" 7 ' 48"

~ e g i o n umber: ~ e g i o n 2 Drainage Area (sq . m i ) : 1.57 Percent o f Forest (%): 95 s td . Dev ia t i on ~y (Plate 2) : .262 skew c o e f f i c i e n t ( p l a t e 3) : .42

Using t h e Equation f o r Ybar from able 1.1 Ybar = 1.90 + 0.81 Log A - 0.0021 FOR

where A (Drainage Area) i s i n sq. m i . and FOR (Percent Forest) i s i n %.

Ybar = 1.859

YEAR KY M R unadjusted Q (ftA3/s)

NOTE: he discharges l i s t e d are f o r a normal watershed a t a 50 percent confidence l i m i t , except *SO0 which i s (1.7 * 4100) .

Comments: PERFORMED BY JKK

Date: 7/7/2006

~ l l references r e f e r t o t h e Psu-IV Research Report.

I

Page 1

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1*

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* FLOOD HYDROGRAPH PACKAGE

(HEC-1)

t

MAY

1991

VERSION 4.0.1E

f

RUN DATE

TIME

*******t*t***t****t**********************

X

XX

XM

U[

X

xxxxx

X

X

X

X

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XX

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U.S. ARMY CORPS OF ENGINEERS

t

HYDROLOGIC ENGINEERING CENTER

t

609 SECOND STREET

t

DAVIS, CALIFORNIA 95616

t

(916) 551-1748

t

t**tt***t**tttt**t**tt*tt************t+

**

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW.

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 FORTRAN77 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

AN

D AMPT INFILTRATION

KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

LINE

HEC-1 INPUT

ID HEC-1 Analysis usinq

WM

S -

ID Johnson Run

ID

~O-YLQ~

&8

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/Gs

KK

2R

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. 10

SCHEMATIC DIAGRAM OF STREAM NETWORK

INPUT

LINE

(V) ROUTING

(-

--

>) DIVERSION OR PUMP FLOW

NO.

( . )

CONNECTOR

(c

--

-)

RETURN OF DIVERTED OR PUMPED FLOW

(***) RUNOFF ALSO COMPUTED AT THIS LOCATION

..........................................

* FLOOD HYDROGRAPH PACKAGE (HEC-1)

MAY

1991

VERSION 4.0.1E

* RUN DATE

TIME

....

....

....

....

....

....

....

....

....

....

.

HEC-1 Analysis using WMS

Johnson Run

25-year storm

OUTPUT CONTROL VARIABLES

IPRNT

0 PRINT CONTROL

IPLOT

0 PLOT CONTROL

QSCAL

0. HYDROGRAPH PLOT SCALE

HYDROGRAPH TIME DATA

NMIN

6 MINUTES IN COMPUTATION INTERVAL

IDATE

1JAN94 STARTING DATE

ITIME

0000 STARTING TIME

NQ .

300 NUMBER OF HYDROGRAPH ORDINATES

NDDATE

2JAN94 ENDING DATE

NDTIME

0554 ENDING TIME

ICENT

19 CENTURY MARK

COMPUTATION INTERVAL

0.10 HOURS

TOTAL TIME BASE

29.90 HOURS

U.S. ARMY CORPS OF ENGINEERS

HYDROLOGIC ENGINEERING CENTER

609 SECOND STREET

DAVIS, CALIFORNIA 95616

(916) 551-1748

ENGLISH UNITS

DRAINAGE AREA

SQUARE MILES

PRECIPITATION DEPTH

INCHES

LENGTH, ELEVATION

FEET

Documents

HYDRAULIC REPORT - dotdom1.state.pa.us