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UNITED ST ATES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMATION

MAS7EA?.

FILE COPY BUREAU OF RECLAM AT ION HYDRAULIC LABORATORY

..,

NOT TO BE REMOVED iROM FILES

HYDRAULIC MODEL STUDIES OF THE OUTLET

WORKS AT CARTER LAKE RESERVOIR DAM NO. 1

JOINING THE ST. VRAIN CANAL

Hydraulic Laboratory Report No. Hyd-394

ENGINEERING LABORATORIES

COMMISSIONER'S OFFICE DENVER, COLORADO

January 12, 1955

FORBWORD

B)draulic model studies of Carter Lake Dam 10. 1 outlet works Joining the st. Vrain Canal, a part of the Colorado-Big Thompson Project, were conducted 1n the laboratory of the Bureau of Reclamation at Demer, Colorado, during the period from .nm. to September 195Jt., attar the structllre had been built and operated.

~ modif'ications to the stl'llcture evolved from this study were developed through the cooperation of the statts of the Spillway and Outlets Works Design Section, the Canals Branch, and the llydraulic Laboratory •

During the course of the model studies Messrs. H. w. Tabor, R. w. Whimlerab.1 F. D. Reed of the Spillway and Outlets Section, Messrs. 11. K. Brickey, w. E. Schneider, and M. w. ·scrivner of the Canals Branch frequentl.7 visited the laboratory to observe the model tests and to discuss the results.

~ae studies were conducted by G. L. Beichley with the aid of Charles Yang and Philip Chao. The studies were supervised by A. J. Peterka and J. 1'. Bradley under the B)draulic laboratory direction of H. M. Martin.

__ .,,...-~--. ,, _, __ ,,____ __ ~-~ · • • ~ -~~ ~

COWltii'S

SUJIBIBrJ' •••• ••••••••••••••••••••••••• Introduction • • . . . . . . . . •· . . . . . . .. •·· ....... . Th.e llodel •••••••••••••••..•••• • •.••••• The Imestigation ............... •· ....... .

The Original. Structure· • • • • • • • • • • • • • . • • • . • • • Model and Prototype S:h•i l ar1 ty • • • • • • • • • • • .• • • • Tunnel Modifications Tested ••••••••••••••••• Stilling Basin llodif'ications '.rested and Recommencled ••••• Waft Suppressing 'feats • • • • • • · • • • • • • • • • • • • • Recommend,ed Waft Suppressor ••••••••••••••••• The RecODlll8Dded Structure ••••••••••••••••••

Waft Heights 1D Feet--Prototype I MaxiJIIJ• Head • • • • • ••••

1 2 3 4

4 6 7 9

11 12 13

Table

1

Carter Iake 011tlet works and st. VraiD Canal • • • • • • • • • • Location map • • • • • • • • • • • • • • • • • • • • • • • • • • Carter Iake Reservoir Dam. Bo. 1--General plan and sections • • • Carter Iake Reservoir Dam.Bo. 1--0Utlet works--Plan, prof'ile1

Figure

1 2 3

and sections • • • . • • • • • • • • • · • • • • • • • • • • • Carter·Lalte Reservoir Dam. ·:10. 1--0Utlet works--Inlet structure

and stilling basin • • • • • • • • • • • • • • • • • • • • • Carter Lake Reservoir Daa Bo. 1--0Utlet works--Gate chamber

and transition • • • • • • • • • • • • • • • • • • • • • • • St. Vrain supply Canal--Station l0+90.56 to Station 64+oo--

Plan1 profile,, and sections· • • • • • • • • • • • • • • • • • st. VraiD SUP.Ply cana1---station 10+90.56--Flume and Parshall

tlume--Plans and sections •••••••••••••••••• Model views • • • • • • • • • • • • . • • • • • • • • • • • • • • OrigiDal. structure--625 seconcl-teet--Head 100 f'eet--Prototype

views • • • • • • • • • • • • • • • • • • • • • • • • • • • • OrigiDal. structure--625 seconcl-teet--Max1mm head ••••••• OrigiDal stiucture--560 seconcl-teet--Head approxilately

100 f'eet--Prototype views •••••••••••••••••• OrigiDal. structure--560 seconcl-teet at high head •••••••• Original. structure--230 second-f'eet--Head 45 f'eet--Prototype

vievs • • • • • • • • • • • • • • • • • • • • • • • • • • • • Original. stru~ture--230 second-feet at high head •••••••• Battle piers 1n tunnel •••••••••••••••••••••

4

5

6

7

8 9

10 11

12 13

14 15 J.6

CONTENTS--Continued

Baffle piers in tunnel at portal •••••••••••••••• Pressures on center line of stilling basin trajectory ••••• Recommended baffle piers in stilling basin. e ••••• ~ •••

Recommended baffle piers in stilling basin--625 second-teet--Maxinnun head • • • • • • • • • • • • • • • • • • • • • • • •

Carter Lake Reservoir Dam No. 1--0utlet works--Stilling basin modific~tion baffles • • • • • • • • • • • • • • • • • • • •

Carter Lake Reservoir Dam No. 1--0utlet works--Stilling basin modification • •. • • • • • • • • • • • • • • •. • · • • • • • •

Wave height records--Original structure •••••••••••• Wave height recordse-Original structure with battle piers ••• Typical wave suppressors tested--Sheet lot 2 ••••••••• Typical wave suppressors tested--Sheet 2 ot 2 ••••••••• Water surface fluctuation for underpass type wave suppressors • St. Vrain Supply Canel--Station 10+90.56--Moditications of

flume e e e f e 9 e e ' • 0 . Cl Cl e e e e & • e e e o •·· • e o e • • Comparison of types of outlet tor recommended wave suppressors. Discharge characteristics of the underpass • •••••••••• Performance ot recommended structure--Sheet 1 of 2 ••••••• Performance of recommended structure--Sheet 2 of. 2· ••••••• Wave height records--Recommended structure· ••••••••••• Recommended sill at entrance to rectangular flume downstream

from Parshall flume • • .- • • • • • • • • • • • • • • • • • •

ii

Figure

17 18 19

20

21

22 23 24 25 26 27

28 29 30 31 32 33

34

u:RITED STATES . DEPAmMEIT OF THE DTERIOR

BUREAU OF RECLAMATION

Office of the Assistant Commissioner and Chief Engineer

Engineering Laboratories Denver, Colorado January 12, 1955

Laboratory Report No. Hyd-394 Hydraulic Laboratory Compiled by: G. L. Beichley Reviewed by: A. J. Peterka

SUbJect: Hydraulic model studies of the outlet works at Carter Lake Reservoir Dam No. 1 joining the St. Vrain Canal

Hydraulic model studies of the outlet works at Carter Lake Reservoir Dam No. 1 Joining the St. Vrain Canal (Figures 1 through 8) were. made after the prototype had· been constructed and operated. Unsat­isfactory performance of the prototype structure, followed by attempts in the· field to improve. the performance, resulted in· a request for a model study to determine the necessary corrective measures. Studies were made on a 1:16 scale model (Figure 9) to improve the outlet works stilling basin performance, to reduce wave heights in the Parshall flume in order to improve its accuracy as a measuring device, and to reduce the waves in the st. Vrain Canal to prevent overtopping of the canal lining.

For discharges near maximum ( 625 second-feet) Yi th high heads, the original prototype stilling basin of the outlet works had been found inadequate to hold the Jump within the basin (Figures 10 and 11). For lesser discharges (560 second-feet), and for small discharges (230 second-feet), the Jump remained in the basin, but the excessive water surface ·roughnes's in the Parshall flume prevented obtaining accurate staff gage readings from which discharges are determined (Figures 12, 13, 14, and 15).

As a result of extensive model tests it was rec01111ended that six hook-shaped piers (Figures 21 and 22)- be added to the stilling basin to hold the jump within the basin. These piers provided the least amount of water surface disturbance of' the several types tested. In addition, a short-tube underpass t:ype of wave suppressor was recommended for use downstream f?'Olll the stilling basin to decrease the water surface fluc­tuation in the measuring flume. The wave suppressor was installed in the rectangular flume between the stilling basin and the Parshall flume (Figure 28) • The baffle piers and the wave suppressor operating together produced a higher water level in the stilling basin, making

it necessary to extend the basin walls 3 feet upward and to project them inward 1 foot (Figure 22). A short cover over the basin was recommended at the entrance to the wave suppressor to prevent splash­ing over the walls when the waves struck the vertical ~ace of the suppressor (Figure 22).

.The recommended modified basin discharging a range of flows through the recommended underpass is shown i.n Figures 31 and 32. The Jump remained in the basin for all flows up to 625 second-feet and for velocities at the tunnel portal up to 60 feet per second. Wave heights in the measuring flume were reduced for discharges of 100 second-feet and above.

Model wave heights were measured in the original structure (Figure 23), in the original structure modified with baffle_piers (Figure 24), and in the recommended structure (Figure 33). Wave heights at the staff gage in the Parshall flume were reduced from over 3 feet to a.bout 4 inches (Table 1, page 15) for 625 second-feet.

Waves generated at the downstream end of the Parshall flume, where it joined the rectangular flume (Figures 12 and 33), were reduced by installing a sill, 1 foot by 1 foot in cross section, on the floor at the entrance to the rectangular flume.

In addition to this hydraulic report, a motion picture in color, approximately 6oo feet long, was prepared to illustrate the maJor po·rtion of' this study. The film carries the same title as this report. It is hoped that pictures of the recommended prototype struc­ture in operation can be added when the prototype is completed.

INTRODUCTION

Carter Lake, Dam No. 1, and the St~ Vrain Canal are a pa.rt of the Colorado-Big Thompson Project. The outlet works at Dam No. 1 dis­charging water from the Carter Lake Reservoir into the St. Vrain Canal is shown in Figure 1. The reservoir is located in the southwest corner of Larimer County, Colorado, approximately 7 miles west of Berthoud, Colorado, Figure 2. ·

The Carter Lake Reservoir is approximately 2 miles long, north and south, e.nd approximately 0.6 mile wide, east and west. The reser­voir was formed by construction of three earth-fill dams across gaps in the eastern rim of the basin.

Dam Noe 1, across the greater of the three gaps, has a maximum height of approximately 200 feet, a 40-foot-wide crest at elevation 5769, and a cre~t length of approximately 1,235 feet. A concrete outlet works, utilizing a tunnel approximately 895 feet in length, is constructed normal to the axis of the dam near the right abutment with inlet sill at

2

elevation 5618, Figure 3. The outlet works, Figure 4, consists of an inlet structure; a 6-toot 3-inch inside-diameter upstream conduit in open cut; a 6-toot 3-inch inside-diameter tunnel upstream f'rom the gate chamber; a transition section; a gate chamber containing two 3- by 3-foregulating gates and two 3- by 3-foot emergency gates; a hoist house an7-foot inside-diameter access shaft; an 8-foot 6-inch-wide·by 7-foot 3-inch-high tunnel downstream from the gate chamber; and an 8-toot 6-inch-wide by, approximately, 100-foot-long stilling basin. The inlet structure and stilling basin are shown in Figure 5 and the gate chamber in Figure 6. The outlets are designed to discharge a maximum of 625 second-feet with heads up to 159 feet •

Flow f'rom the stilling basin enters the St. Vrain Supply Canaas shown in Figure 1. The canal extends trom Station 10+90.56 at the downstream end of the stilling basin to Station 520+75 at St. Vrain Creek near Lyons, Colorado, Figure 2. The upstream portion of the canalin plan and profile is shown in Figure 7. This portion of the canal contains a Parshall flume and a section of rectangular nume immediatelyupstream and downstream from the Parshall flume as shown in Figure 8. The rectangular flume between the Parshall nume and the stilling basin is 16 feet 3 inches wide and 31. 77 feet long. The Parshall f'lume is 92 feet long and varies in width up to 30 feet. The rectangular flume downstream from the Parshall is 15 feet wide and 120 feet 9 inches lone and is followed by a 15-foot-long transition from the rectangular flume to the trapezoidal canal section 24 feet 6 inches in top width. The rectangular flume and the canal downstream from the Parshall flume contain a series of horizontal bends as shown in Figure 7 •

The original prototype structure was operated in June of 1954,prior to this model investigation, for a range of discharges up to approximately 625 second-feet with heads of approximately 100 feet. Thestilling basin did not function properly, resulting in unsatisfactory :flow through the Parshall flume and in the canal. Attempts were made in the field to smooth out the flow using the log raft shown supported on the stilling basin walls in Figure 1. Since unsatisfactory performance still-persisted, a model study was requested.

THE MODEL

The model, Figure 9, constructed in the laboratory was a 1:16 scale reproduction of the outlet works-, the Parshall flume, and the rectangular flume joining the Parshall flume. The rectangular flume section downstream from the Parshall flume was added later. The outlet works included the gate chamber and gates, the tunnel from the gate chamber to the stilling basin, and the stilling basin.

Portions of the previously tested Willow Creek Dam outlet works model, including the gate chamber and part of the tunnel down­stream, were adapted for use in the Carter Lake model. The gate chamber

3

vas constructed of transparent plastic and modified by use of wood inserts so that the portion of the chamber downstream f'rom the gates vas an exact geometrical model of the prototype. The gates and the

. portion: of the chamber upstream f'roa the gates were :modified to make a satisfactory- entrance section ~t were not exact geometrical dupli­cates of the protot,i,e. This vas not important, however, since the studies vere made downstream from the gate chamber.

The outlet works tunnel was 22.56 feet long in the model • .Approximately 12 :f'eet of this length was taken from the Willow Creek model which had been constructed ot. transparent plastic. The remainder of the tumael was. constructed of .sheet-mtal. Alternate sections of transparent and •tal tunnel were assembled in the. model. A wood floor, treated in oil, vas inserted in the tunnel in order to adapt the Willow Creek tunnel for use in the Carter Lake model.

The stilling basin was constructed of marine plywood except :f'or the curved traJectory- floor at the upstream end which was of sheet metal. The rectangular flume section and the Parshall flume were also constructed of marine plywood.

Water was supplied to the model by- •ans of a vertical 8-inch pump. A portable 8-inch orifice venturi •ter was used to :measure the discharge. Two piezometers, each 3 feet upstreaa f'roa.the gates on the outside walls of the gate chamber entrance, l. 5 f'eet aboft the floor, were used to measure the head on the gates. A Pitot tube was used to :measure the velocity- head at the outlet portal ot the tunnel and a statf' gage was used to measure the wave heights at the gaging station in the Parshall flume. Wave height records were made on the final tests using laboratory- developed condenser-type. wave measuring probes connected · to a. two-pen recording oscillograph. Bo tail-water regulation was neces­sary- since the f'lov passed through critical depth in the Parshall flume •

THE INVESTIGATIOR

. The investigation vas concerned primarily with the outlet works and Parshall flume discharging the design flow of' 625 second-feet at maximm reservoir elevation, 159 f'eet above the floor of' the gate chamber. However, the investigation was also concerned with the com­plete range of operating discharges and reservoir elevations to be sure that the structures performed properl.y f'or all operating conditions.

The Original Structure

The original structure, as built in the f'iel.d, is sh.own in Figures 3 through. 8. On June 17, 1954, engineers from the Denver office

4

observed and photographed the prototype outlets discharging an esti­mated 625 second-f'eet. The reservoir elevation was about 70 f'eet below maximum; therefore, the bead was only about 56 percent of' maximum. At this f'low the jump.was swept out ot the basin as shown in Figure 10. Shooting·f'lov occurred throughout the Parshall f'lume and contimed into the· canal where the tlov stabilized with a rather mil.a. jump and some wave action. Just bef'ore the jump swept out, waves were sufficiently high to overtop the walls of' the stilling basin and Parshall flume as well as the rectangular f'lume and concrete lined canal. The model dis­charging 625 second-f'eet under the same conditions is shown in Figure 11. Action in the model is similar to that :f'ound in the prototne.

On the same day, an estimated 475 second-:f'eet was also observed. '?he Jump in the basin was rough, producing waves which traveled through the Parshall f'lume and on into the canal. These waves caused some bank erosion above the canal lining, particularly at the canal bends •

On June 111 1954, Denver of':f'ice engineers observed the outlets discharging approximately 560 second-f'eet as shown in Figures 1 and 12 • The head was about 100 f'eet, which is approximately 60 percent of maxi­mwa. The jump was very rough and was close to sweeping out of the basin. Waves estimated to be 2. 7 f'eet high traveled from the JUDlP through the Parshall f'lum.e and into the canal,·overtopping the training walls of the Parshall and rectangular flumes as well as the canal lining near bends. A log raft·, shown in Figures l and 10, had been used in the rectangular f'lume in an unsuccessful attempt to quiet the· waves entering the Parshall flume. Sandbags were placed as shown in Figures 10 and 12 to prevent erosion of' the . canal banks. The downstream end of the Parshall flume, where it joined the rectangular flume, created a disturbance, Figure 12, which also produced waves in the· canal downstream.. The model discharg­ing 560 second-feet is shown in Figure 13 and was similar to the proto­type operation shown in Figure 12.

On August 17, 1954, personnel from the laboratoey and Region 7 observed the outlets discharging 230 second-feet as shown in Figure 14. The reservoir was at elevation 5658.63, and both gates were open 10-1/2 inches. The head, therefore, was 44.63 f'eet which is 28 percent of rnax1 mJm •

A Jump fol"lll8d in the basin with the toe immediately downstream. from the tunnel portal. The water surface throughout the basin was quite rough and waves over a foot high passed through the Parshall flume. The model discharging 230 second-feet is shown in Figure 15 and was similar to the prototype operation shown in Figure 14.

5

Model and Prototype Similarity

To obtain the similarity between model and prototype described above, it was necessary to resolve (1) certain discrepancies between the assumed conditions in the prototype tunnel at the time it was being designed and the conditions which actually existed after it was built, and (2) the difference 1n friction losses when a prototype is scaled down to model size.

In the design of' the original basin the Manning formula with a roughness coef'f'icient "n" of' 0.014 was used to compute the friction losses in the proposed concrete lined tunnel. For 625 second-feet at rna:x:1mum head the velocity at the tunnel portal, where the flow enters the hydraulic jump, was found to be 39 feet per second. The hydraulic jump basi11 was proportioned according to this figure by the usual means.

WheD the prototype structure was operated, however, the jump swept out of' the basin before the ma:x:1Jl\lm conditions of' either head or discharge we.re reached, indicating that the velocity entering the proto­type basin was considerably greater than 39 f'eet per second f'or 625 second-feet and that the assumed value of' n • 0.014 used in the com.pu­tatio11 was too high •

. The model could not be used to determine the proper "n" value directly because the roughness of' the prototype tunnel could not be measured .or modeled. Also, as is.always the case f'or high velocity f'low in .relatively long and f'lat model channels, ~cale heads measured at the gate piezQmeters we.re not suf'f'icie~t to produce true prototype veloc­ities at the entrance to the Jump, since actual friction head losses in a model are always greater than the prototype values divided by the model scale. Thus, the true prototype velocity had to be determined by some other means. Direct measurement of' the velocity in the prototype tunnel was not possible since at the time of' the model tests the .reser­voir had been drawn down and would not be re-filled until the next year.

Operation of' the'model, however, for 625 second-feet, with a portal velocity of 39 feet per second mea~red by Pi tot tube, showed the Jump to be retained in the basin, indicating that the basin propor­tions we.re adequate.for the velocity calculated for design purposes. In fact a velocity of' 53 f'eet per second was required at the model portal to cause the Jump to be swept completely out of' the basin. It was logical therefore that the maximum prototype velocity was greater than 53 feet per second.

Thus, the first problem in the model study was to determine the true prototype velocity at the tunnel portal for the design discharge.

6

On August 17 1 19541 laboratory- personnel measured the dis­charge and portal velocity in the prototype structure. A Pitot tube constructed in the laboratory shops especially f'or these measurements was used to obtain tvo measurements, one on the center line-and one on the quarter point. of'the twmel portal. On that day the reservoir was at elevation 5658.63 with both gates open 10.5 inches. The discharge was. 230 second-f'eet. The average velocity at the portal was f'ound to be 24.9 feet per second.

Using these values, the rou~ss coefficient "n"· for the prototype tunnel was computed to be 0.008. Then1 using this value of "n" to determine the portal velocity for 625 second-feet and maximum reservoir elevation, the velocity was computed to be 58 feet per secondThis calculated value checked the model performance which showed that a velocity greater than 53 feet per second was required to cause the jumpto sweep out. Because of the uncertainties involved it was decided to use 60 feet per second as the prototype portal velocity for the model tests.

Velocities in the model were· set by increasing the head upstream from- the gates until the average velocity 1 measured at the model tunnel portal With a Pitot tube at seven points across the tunnel opening, matched the newly computed velocity for the-design discharge. The same increased head was also used tor the tests involving discharges less than maximum. ·

Instead of' increasing the head in the model it would have beepossible, as an alternate method, to reduce the length of the model tunnel sufficiently to obtain the desired portal velocity. This was not done, however, since at the time of model construction it was thought that energy dissipating devices might be used in the tunnel to reduce the portal velocity:. Consequently', a geometrically similar length of' tunnel was constructed for the model tests.

Tunnel Modifications Tested

Based on the velocity computations described above, it appeared feasible to install ene;i-gy dissipating devices on the tunnel floor to reduce the velocity at the portal sufficiently to use the basin originally constructed. The stilling basin had been designed for a max:1mum velocity of 39 feet per second but required a velocity, in the model, of about 53 feet per second to sweep the jump out of the basin. It was thought that since 60 feet per second would be the maxi­mum prototype velocity possible, a velocity reduction in the tunnel of' something over say 10 feet per second might make the original basin usable Without modification.

7

Several devices were tested in the model tunnel. The most satisfactoey scheme tested consisted of two sets of piers placed at about the third points along the tunnel between the gate section and the tunnel portal. Each set of piers was as shown in Figure 16A and performed as s~ in Figure 16B. The upstream set of piers used alone reduced the velocity- of flow at the tunnel portal from 60 to 50 feet per second. The combined effects of' the two sets of' piers reduced the velocity- at the portal to about 45 f'eet per second. This was suffi­ciently- close to the original design velocity- of' 39 f'eet per second that the hydraulic Jump remained in the basin with some factor of' safety-. However, the Jump produced waves that traveled downstream to overtop the training walls of' the ·Parshall flume •

To help quiet the flow in the basin and reduce the waves, a third set of' piers shown in Figure 17A was added at the tunnel portal • Figure 17B shows the performance of' the stilling basin with the portal piers and two sets of' tunnel piers installed. The portal piers stab­ilized the flow considerably, but objectionable waves still persisted in the downstream structure. Other devices to quiet the flow in the basin were tested including chute blocks, baf'f'le piers, and trajectoey splitter rails,-· but none of' these were entirely satisfactoey. In addition to the wave problems, the piers placed in the tunnel caused· large Jets of' water to be thrown upward against the tunnel crown, and it was feared that proper tunnel ventilation would be hampered.

Other devices f'or reducing the velocity- of' f'lov in the tunnel were also tried including two groups of' 1-f'oot cubes. The cubes created much more disturbance to the f'low than the piers, throwing large Volumes of' water against the tunnel crown. Even with the upstream faces of' the cubes cut on a 45° slope, much more disturbance was CI'.E!ated than vith the piers. A small 4-inch angle iron anchored to the floor across the width of' the tunnel was tested _but deflected _mch of' the flow to the tunnel roof'. Variations in the number of piers per set, the height and width of' piers, and in the shape of' the pier nose were all tested and found to be unsatisfactory. Whether five piers were spaced as shown in Figure 16 or three wider piers were spaced farther apart made ver;y 11 ttle improvement in the performance. · Short submerged piers caused more dis• turbance than those that were taller than the f'lov depth. Pier noses that were shaped like the bow of a ship and those that sloped downstream _on a 45° angle both offered less resistance to the flow, and, therefore, were not as effective as the vertical nosed piers •

I'.n general, blunt nosed devices introduced into the super­critical flow · in the tunnel provided some reduction in velocity, but the large. scale disturbances they- created either sealed off tbe tunnel, preventing proper venting of' the tunnel, or increased the air flow beyond the capacity of the existing venting facilities. When these same devices

8

l-·~-·.--,--~~-·-·

were streamlined to reduce the disturbances, there was not sufficient energy loss to warrant their use. To obtain sufficient energy losses, a considerable number of sets of streamlined devices would have been required. It was decided, therefore, to test other devices in the stilling bas in.

Stilling·Basin Modifications Tested and Recommended

The trajectory curve on the upstream end of the stilling basin floor had been. designed for 39 feet per second. With higher velocities up to 6o feet per second entering the basin, it was necessary to check the trajectory surface for the possible existence of negative or cavi­tation producing pressures. Seven piezometers on the trajectory curve were used to measure pressures for a discharge of 625 second-feet and a .velocity of 57 feet per second. Figure 18 shows that the lowest pres­sure recorded was only about 1 foot of water below atmospheric p~essure. The original trajectory curve was therefore considered satisfactory for use with the higher tunnel velocities.

_Various types and arrangements of baffle piers were tested in the stilling. basin to determine whether the resistance to sweepout created by the baff~e piers was sufficient to hold the Jump in the basin for the maximum conditions. Tests showed that baffle piers with vertical blunt faces caused the high velocity flow in the basin to be directed upward, causing a very rough water surface in the basin. Streamlined piersdid little good. The most effective piers tested had a curved, hook-shaped front face as shown b~ the dotted curve in Figure 19.

To determine the need for the curved front face of the baffle piers, tests were made with the curve replaced by 5 and also 4 tangents. Five tangents, Figure 19, approximated the curve so closely that no difference in performance could be detected. ~ith only four tangents the piers did not perform as efficiently as before. It was concluded that piers with a curved front face or with the curve approximated by five tangents could be- used with equal effectiveness.

The hook-shaped front face of the pier intercepted the high velocity flow and sprayed it sideways from the hook as shown in Figure 20A. Six of these baffle piers were recommended for use in the basin as shown in Figure 21, but in Figure 20A only one pier wa~ used with the tailwater purposely lowered to demonstrate the action. None of the water was thrown upwards from the pier. The flying spray in the photograph is caused by the flow deflected into basin side walls and the lack of covering tailwater.

A single pier near the base of the trajectory curve on center line was sufficient to hold the Jump in the basin, but the addition of other piers aided in bringing the jump farther upstream into the

9

basin and in smoothing the water surface downstream. With six.piers in the basin, much air was entrained in the flow and flow velocities were lower, therefore the depth of flow in the basin was increased. As a result, the basin walls did not provide enough. freeboard to con­tain all of the surges that developed in the basin. It was evident that the walls would need to be raised. Several arrangements of the piers were tested with tvo different pier widths, 12 inches and 16 inches. The best arrangement and most effective pier widths, however, are those shown in Figures 21 and 22.

Pressure.s were checked at critical locations on the upstream center pier for maximum flow with maximum and near maximum head as shown in Figure 19. This pier was chosen for the pressure test because it was exposed to the direct action of the jet emerging from the tunnel. Pressures were only slightly below atmospheric at the tvo locations thought to be critical. Pressures were not sufficiently low, however, to indicate that cavitation can occur.

At the point where maximum pressure was believed to occur, Piezometer 3, the pressure was about 25 feet of water. This pressure was considered to be reasonable by the designers from the structural viewpoint.

The unbalanced forces tending to tip the pier sideways were also determined by means of piezometers. Two pairs, one near the top of the pier and one near center line, Figure 19, showed only about 4 inches of differential water pressure. Trials with the gate open­ings unbalanced in various degrees showed unbalanced forces of only about 8 inches of water including the surges that occurred. No lateral stability problem on the baffle piers should occur.

The baffle piers shown on Figures 21 and 22 were superior in performance to any of the other devices or any other arrangement of baffle piers. Without baffle piers, at maximum reservoir elevation, the design discharge of 625 second-feet swept through the basin and shooting flow continued past the staff gage in the Parshall flume. With the baffle piers a satisfactory jump was formed, and the fluctua­tion in water surface from the maximum crest elevation to the minimum trough at the staff gage was 1.2 feet, Table 1. Performance for 625 second-feet with maximum head is shown in Figures 20B and c. For 550 second-feet the baffle piers reduced the wave heights from 3.2 to 1.7 feet and for 400 second-feet from 2.7 to 2.5 feet. For lower flows the baffle piers were of benefit only in that they improved the appear­ance of the flow; actual maximum wave heights were as great or greater

• than ~i thout the piers. This was probably due to the fact that flows of 200 or less tended to flow over the tops of the baffle piers whereas higher flows plunged beneath the tailwater.

10

Complete wave records, obtained in the model Yi.th the elec­

tronic wave measuring device, are shown in Figures 23 and 24 for the original basin and with the recommended baffle piers installed. Upstream and downstream records were recorded simultaneously using two measuring probes connected to a two-pen recorder. Therefore, E!, wave passing the upstream station can be identified on the charts at the downstream station a few seconds later. For example, a wave travels from the upstream to the downstream station in 6 seconds for 4oo second­feet.

The baffle piers therefore accomplished their intended pur­pose; that of holding the jump in the stilling basin and of reducing the wave heights for the higher flows. Objectionable waves still per­sisted in the- Parshall flume, however, and the deeper water in the stilling basin·:caused some surging over the walls. Using the piers, therefore, req~ired raising the walls of the stilling basin and developing a devlce to suppress the waves in the Parshall flume for all discharges. Testing continued on this phase of the work •

Wave Suppressing Tests

Several types of wave suppressing device& were tested, Figures 25· and·26. The curtain wall in Figure 25 proved effective tor ·the discharge f'or which it was set. It was less effective :for smaller or larger :fJ.ows and had little effect on long period surges. Rafts, both rigid and articulated, were tried but these were also not too effective on surges. Underpass suppressors in the stilling basin area were totally ineffective since turbulence created by the baffle piers and the hydrauJ.ic jump extended beyond the suppressor. Suppressors in the transition section were less effective than those located downstream for ·the same reason. Various arrangements of underpass suppressors were tested in the '1,ownstream location, Figure 26. Those With J.ong sloping surfaces were less effective than those with long horizontal surfaces because the effective length of the underpass was thereby reduced, par­ticularly for the shallow depth flows. Doubling the length of the underpass, Figure 26, reduced the wave heights about 50 percent. Per­forating the roof of the underpass increased the tendency to surge in the Parshall fJ.ume.

The best device tested was a short-tube type underpass installed in the rectangular section upstream from the Parshall flume. Experiments on the necessary length of underpass showed that longer structures performed better than short ones as shown by the data in Figure 27. Experiments vi th this type of underpass indicated that it would be possible, by lowering the .roof, to make the suppressor effec­tive for flows as low as 100 second-feet. To accomplish "this, it was necessary to place the roof of the underpass sufficiently low to be in

ll

;,;;\'.::L~ .. ~~iL,.L:..1lSi~~£;;:;~}.~(:i:.:'...:,\.~-~,~{~;;;:,:;;:.:iL:.:~.:::> ::_':_,_;_;·. · . .:. _: .. _ .. :~·.;;;.;:.:~;-~.:-·:~~-~--~=:;~~---: ...... ~:..::_a·.-~" "·· ·'·-· ... :... .....

contact with the water surface for 100 second-feet or to make its height above the floor ad.-justable. The latter was not practical from a cost standpoint, therefore_., the former was recommended.

Recommended Wave Suppressor

The root of the underpass was placed 4 feet 8 inches above the floor which is about 2/3 of.the normal flow depth for 625 second­feet instead of 4/5 previously tested. Test showed that the lower root was slightly more effective for the high flows, Figure 27, and in addition made the underpass effective for flows as low as 100 second­feet. The low roof prod,uced _mo;re tur.bulence at the underpass exit than was desirable, however. The turbulence was caused by the high velocity flow from the underpass expanding rapidly as it entered the deeper water downstream. To smooth out the flow near the underpass exit, an expanding or draft tube type of exit was used.as shown in the recommended design in Figure 28. A comparison of the performance of the draft tube type exit and the square exit is s}?.own in Figure 29. Flow leaving the expanding exit had less visible turbulence in the flow and fluctuations at the staff gage appeared less frequently.

Lowering the root ot the underpass to suppress the waves for 100 second-feet increased the depth of flow upstream from the suppressor as shown in Figure 30. Since the baffle piers in the basin also increased the depth of flow, it was necessary to increase the height of the stilling basin walls 3 feet and add al-foot inward projection at the top of the walls as shown in Figure 22. A short cover extending up­stream from the underpass entrance was also required, Figure 22, to contain the surges and splash within the basin.

The water surface elevations upstream and-downstream from the wave suppressor were used to determine the discharge coefficient "C" ot the underpass in the equation:

where

Q = CA ~2g{ h+hv)

Q is the total discharge A is the area of the flow passage through the underpass his the head loss through the underpass

hv is the velocity head upstream from the underpass

The coefficient "c" is plotted versus the velocity of flow through the underpass, Figure 30. This curve should be useful in estimating the amount of heep. loss through future underpass type wave suppressor designs.

12

The Recommended Structure

The structure recommended for use in the field consisted of the structure originally built plus the following additions: six baffle piers.in the stilling basin, Figures 21 and 22, the wave suppressor shown in Figures 22 and 28, wall height extensions as shown in Figure 22, and a 1-foot-high sill at the downstream end of the Parshall flume which is discussed later.

The performance of the recommended structure, including flows from. 100 to 625 second-feet at any operating head, was considered to be satisfactory. Performance is illustrated in Figures 31 and 32. Some spray occurred at the toe of the model jump. If this condition is objectionable in the prototype, a short cover over the basin will prevent flying spray from wetting the adjacent area.

Maximum water surface fluctuations at the Parshall flume staff gage with the recommended structure are shown in Table 1. The wave height records from which these values were taken are shown in Figure 33. These records show that fluctuations at the staff gage will be less for the higher flows than for 200 second-feet. An interesting compari­son of Figure 33 with Figures 23 and 24 shows that waves upstream from the wave suppressor are increased due to reflections from the suppressor entrance while waves downstream from the suppressor were reduced by its use.

The maximum values in Table 1 are determined from maximum crest and minimum trough readings which are not consecutive, Figure 33. The ordinarily obse~ed fluctuation from the mean water surface will be somewhat less than the maximum values, and it is anticipated that satis­factory staff gage readings in the prototype may be obtained by eye or from recorder charts.

Photographs of the prototype in operation and inspection of the model indicated that another objectionable wave producing condition existed in the structure which was wholly independent of the wave problem upstream from the Parshall flume. This condition occurred at the down­stream end of the Parshall measuring flume where it joined the rectan­gular flume. The waves were caused·by the converging walls at the downstream end of the flume. Concentrations of flow along the converg­ing walls produced standing waves in,the flume, Figure 34A.

In the prototype, waves had also been observed in the flume and in the canal downstream, Figure 12. These waves were particularly objectionable for flows near canal capacity since they were at least partly responsible for the overtopping of the canal liniL.g •

\

13

J

Table l

.... VI

Discharge

Original structure With six baffle

WAVE BEIGBTB~IR FEET••PRO'l'OTYPE Maximum Bead

: 625 : 55 : 400 I 200 I · 100 I Up- I Down- I Up- 2 Down-: Up- : Down-: Up- : Down-1 Up- I Down­: stream*: stream*: stream: stream: stream: streams strea .. u streanu stream: stream I I I I I I, : : I I z • : • : 4.7+ 1 3.2 1 3.2 1 2.7 _ !_!~8. tJ .• L_: 1.3 -1 1.3 I I I I : : I I I I : 2. : 1.2 : 2.8 : 1.1 : 2.7 : 2.5- : 2.1 : 2.3 : 1.1 : 1.1

pier-and: : : : : I • • : : : wave suaressor : 3.8+ I 0._3 : 4.2 I 0.3 I 4,5_ : o.4- I 3.6

*Upstream station is just downstream from the stilling basin. is at staff gage in Parshall flume. See Figures 23, 24, and 33.

+Recorder ~edle reached. limit of travel.

: o.4 : 1.1 : 0.3

Downstream station

Figure 1 Report Hyd 394

I

.. . ' ~

,~1'1l

10~

I

31~ 11 II -==~, II

" II II ::

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TSN. ! 'S,, ~\ I :::::-\I\ ,,~~mL~

POL£ HILL ACCESS ROAO--·

PENSTOCKS---

30 29

36 37 I ~TM I :: nN·~ ----" 'f 11 CH II "' II

HA~~ 5 ii II I \16 I\ ,~,4n

27

34

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30

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15

BERTHOUD 11 11 11 11

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11 II

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22

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15

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27

V' I II II ;:i4 13 II 18 17 :: 16 . H 15

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1 111 l: ~

~ ::23 24 I: 19 :1 20 ,: 21 /l ~ a r1 II :: :: :1 22

<lfr_;dil __ 1r" ______

7\=-• ___ -j~------+- ----i~ __ (f£ __ _

g 26 :: 25 1\ 30 II 29 ii 28 ii 27

: u ::= = = ~ :: II II ~ s II II ~~ II II II~

~.I I ::;;:::::r r::i :: I L===~,,====={~====~:i "'o!l=======~~ ===~~====== i: H !: ~i":ts1 n

..l! 35 1: 36 :: 31 33 ll 34 : fl ll ti :

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2 :: I It== =: = = !l 11 II II 6 11 l

I q@l10Jnfij] 1 4 \!

33

I?

t R69W R68W

SCALE OF MILES

N.

FIGURE 2 REPORT HYO. 394

KEY MAP

EXPLANATION

Contractors Access Roods_ ______________ =====

UNITED STATES DEPARTMENT OF THE INTERIDlt

tJVREAV 01' RECLAMATION

COLORADO - BIG THOMPSON PRo./ECT- COLO.

sr VRAIN SUPPLY CANAL

LOCATION MAP

~--i~

0

~

~ ~ ~

0 ~

~

~ ~ ~

----

W. 26,095··----------5.46,640/

El 5100···.,,

I ·t··- ---

_, ______ , __ I I

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I I "'"t I \

I -------r---

,' L1 1? ; ~/ ,' L9'r::r=,d--- I Crest El 516 9--.J:-.-:-~

I I

·, ~----~ l l Ho,~t house---{-------f

I L

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cap .. •' ,,

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' .... El 5615----·· ~ '-20· Berm /'\,. / I

_f_ln_l_et_st_r_u_c~u.:,e S~2rOa-•\ I 1

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~, .... --Limits al disposal area---.::.~:

0·:,, ~l \ ':;,\

PLAN ·--. ~ °\ ----- I IOO O 100 200 --------?>/

_,Ei-,o

t ~ (.-Not in this ! contract

Mm WS. El 5618--3

3 + 00 4,1, 00

ELEVATION

5169. 00 5169.JI

5169. 63

5169.88

5110.06

5110./ 6

3_•00 I 5110.20 1+ 00 5110.11

5+ 00

8+00 I 5110.09 9+00 5169.95

,a,oo 5169.15

11+00 5169.50 12+00 5169.19 12+ 55 5169.00

Max. WS. El 5163-, N W.S. El 5159-·)J.,_ ~

12' Grovel surfacing_

Slope variable depending on comber; Max. 2.23: '\

Rolled embankment;,

SECTION A-A

MAXIMUM SECTION

100 0 100 200

SCALE OF FEET

CREST DETAIL AT MAX. CAMBER

10 0 10 20

SCALE OF FEET

SECTION B-B

Drainage hole---·

SECTION C-C

57

57 z 0

I- 568 .. > w .J lt.l &88

564,

582

0

' , , 5600

I

7

.,, ... SCALE OF FEET / CREST ELEVATIONS WITH CAMBER 10 0 10 20

ueo

12

Iii ~+20

1.0011,:. f ·+--·t,"l~:-f±i-·+··-l---+---i j { STATIQNU 5 -~l:-•• ·l ·--· t:-~~i-~-~ Jc~~~:~~iEiifu--- --- ---1--,.l 1.so I-

1.00 w w .. 1.00

0.50

000

5750

z 5700

!? ... ~ 5650 w -' w

5600

5550

' l----if'~-r-·T··r--,----,-L,+-- i 1 >f-·--r-:·· ----- · 1nea~etica/;;,esf

1

El51~9----,/ I -~000

N;:::::J· 050

CAMBER ON CREST OF DAM

t-',-.,s;;---------------------------------------,----------c,.#'0\--15750 Grout holes (ii) 2a' crs or

less as directed---. 5700

Graut cop-., 5650

,,,-=- ,{ ~""" ... . ~3}"' .-·"'

5550 -<··r..··---Umey shales and cloy shales · · · ·,:

PROFILE ON AXIS OF DAM

SCALE OF FEET

Nar: WS. El 5~_9-)

(Axis at dam

- -· """ i ,.,...w.+L.:-£1 516 9

,f Inlet structure ( Sta 2,00

\ ._:£_ V _ Br>

I: 0

·E_I _56o~o -r'l"'"'tJ\ . B1';: : .., {5·-3 = 01~ -~i~: ~~~duit · -- .. c5'.3··1x,; iunner'-

AL,_

,·Assumed rock line

;Original ground surface

0

,j ,... /rw El 5610.0 "!'-rii,;iii:;=,,:::::::,1,l:: Sc_t,/I,ng basin-, ;·: o = 62 5 c. t. s.

-~=:-~-:_--;-:~,h:.i'~.:~:.-:.:::­CL> El,5603.5-' :'E/5596.5\ i '·£/ 5602.58

Sia 9+88.5···"" :' '-;<--Sta. 10+90.56

'-Ei 5596.0

PROFILE ALONG i OUTLET WORKS ~-! 100 100

SCALE OF FEET

200 ' :_Not in this conlracf

/

,,,,..

-

FIGURE 3 REPORT HYO. 394

EMBANKMENT EXPLANATION 0) Impervious material of cloy, sond ~nd grovel compacted by rollers r... to 6" layers. \VRock fines compacted lo 12· loyers by crow/er type

0 truclo~

Rockfi/1 increasing r'n coarseness toword outer slope.

.· 3'Mm, max. as directed ! depending on nature of J, rack encountered-----·' .i• ......

,.-,{ Diameter grout pipe ( embedded in concrete

:•t ~ mi7W'v'

-~ .-Graul hales (ii) approx : 2o'crs. or less as

, ':Jr<~.-f directed. : 3'A,f,n : ~~i""AV."1

CONCRETE GROUT CAP

OUTLET WORKS DI SCHA

- - - - - ·- .. .. Maximum Reservoi~ ,, .... -- - - ...... -- - -

·ws E'l.5'13-~--1-- -· ~ I,., ~

Nor. ws. [/. 5159 .... ,,,,.. V I,," V II"

;V / II" - .,,,, / /

.,,.,; / /

00;11.,,' V /

C.C!J V /

f"~ /· -v" -l'~Yr--· ... ~ of~

-

V [;l~ o•" 7

-i)~ ,.1,..;-o'' 19!/l--,.._,

I'~ ,.,... ... ,,,.

90 100 IJO 120 130 CITY IN THOUSANDS OF AClitE FEET

4 5 6 7 89 10 12 ,. AREA IN HUNOREOS OF ACRES

AREA-CAPACITY-DISCHARGE CURVES

UNITE:O STATES OEPA"TME:NT Ofr THE INTE:ft10"

8U"EAU OF ftECLAMrliTION

C:OLORAOO- 9 IG THOMPSON PROJEC:T • COLO.

CARTER LAKE: RESERVOIR

DAM No. I GtrNtrRAL PLAN AND SlaCTIONS

Oft AWN- rll.Z • _____ :.. _________ sueM1TTED-L~~--------

r~•c•o ...•• ".vc~·--------~«oMMENo<o .. r~-----C,-,ECHE0./(11,1,J __ f't;,,:_y)_ ___ A,,.,-fl/O'YE.O- .. -.--~- : c;,j,i,, •Hi~Hi-i-"i.···- -·-···

.:::.:.:OLOfllAOO. AP"- 3, 1950 I 2 4 5-0-55 74

..,2_!___

jY.

... , ... -"

~ ~

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,,.,~o-·

/

1,00" .-• ,·""\o'

':•,·" I

<:> ~--· _.,., ~

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,,.----__ ,,,,"

0 g1.---· __ ,,. ·,....

"'

,, /

3::/ S 46,750

~

__ ?L!_ c

·- ---- r·c,_ 21:, "'1 2:1 ~ • ••,o.__ _i__ "' --~ "' ---- . .,610_

--- ...... .,tIOo ...

~ .-:;-.---- .... --"

-- --_::.-· { Inlet structur!,, ' _,•' _,,, 0 -- 2 1

~-- ---7~E?'::~--~ ____ ~v1f ~-0-~-~~------~~

!1· --- --------- ----- ------ ~ ~ iQam ax,s Sta 2•9250 ;; IOW{Sfa6•45 __

""''"®'k·,. · J '. .. ·, --1 "'· ""' L .......... _

..,.,~o ...

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

', ... .,.,"o ...... ,

-gl-. ~ ~

-~ .........

-.,.,.,0.. ... .,,,.0 ...

... .,.,.,.o_

-----~~------ ---

< -2o ____ -5/a 2•00 ______ • , ,, , ~-/ ___________ --- - ----

-'----e-L;;, _/.,- 7:-- -- , --- --~~±~i:2::5:~ ~2 c:~~~~~;;i:Yr'":~":_-:::,-:::~~ -~ _j___ ._,,---·- ol>-

--~"""-=----~ -------- - Tunnel portal - ___ ,. --- _,.•0 cl>-

___ Sta J • 79.-- -- --

- -- ,oo· --

__ .5610--

,6eo--

-- I ~

i "-"'-- --- -~

20' n;; ---1-~-

-:,-- . -T- c~3~ ~-;;_,.j__[_'J,~.,_.~:L. _ :-'-' -

·--------l -,--. - I I ·i- .> _),-

--~--~, L 1,- -,----_-_·:-----,---J._ i~:1~ x .. ,"_ ~:,;l,J\~"•o '••o

,/

.... -----,no-

··40'-'1,

vi -- '{ -y-i-- ------""_· -::· --~~--- .-

~ G L::,,- ••,o ... , ''•01 \ ~

···~ "'"1 ) , I I

{Expansion joint cement on rim of sp,got~,--.

.\ ........

' ·i_-~-: ·: ~-:_tfl ~

11'-i~ .! I~ r

__ 4<5'Unds not to be placed until ,,-;;;,/;, 10 days after adjacent unils

~-- ... // ,,,,._~\Q

·:o· Line I

~-7 .:..'..21

~ I I ...

~ . .Jr_ --4--6~ --­: 2 I~

I .

I ·-- , -:-,----- I i5 f-<-2' --Typ,caf condud ;omt -----I- !'.'

'• I In t I "' _: I -

A Line - ver fi.5604,00 I ,:' B Line._ I

Nwy·:~,·>~i-~J.0~k~:;:t:J-•:·=s:1l-i~~ "M ~ ,. ,. f1,Ri..J1,,1 .... ---,----+- -

21 m\_: .. , ) ;;_ ~--Sta. J•82 24" Av.' Tunnel portal,-

J Sta J<TB--' SECTION A·A

Slo. 3•92--'

,;: In/et structure Sia. 2•00. _______

1

Hoisl hoose _ ...... ,\

Normal W.S. Max. WS. Ei.5759.0-. fl. 57630 • ~ ',

'- 7' Oio access shaft

Sia. 6+17.50-------

Assumed rack line----

Cutoff trench----- ···-::, __ --------~------ '

P L A N 20 0 20 40 eo eo

SCALE OF FEET

,,,.crest fl. 5769

,Axis of dam

_ •• -r1,e"Air mlet pipe

100 120

Original ground line_ ,

11. . ,· "'"' =" ', , / "P1··-cmg-.__ _J - '':f ,1- rock line

~:f 5,002 '

SECTION G-G SECTION H-H

_,,-Original ground line El 5615.00.,, E/56/J<X!-.,, ., • .Roadway €1. 5608.J r' ff·/ \ 1 I

- ________ __:__________ ~- l· --,, \Stilling basin-., i '. (rWEl.56100

. ~-:'Gofechomber ""'"."~,/fN,- ------- -,--___ ',i '. /lQ•625cfs.

f<-b.i--3~~ To~~ei_}__~~s~~ -~-r-;:·---_:iridg~- --f- --- ---- --- -- ---~------jJJ_ -· --- - -~:;~:-=·f ~ ~-=--: 1

, ~:~ ~=~ :' -- 1~1"19'~ /nverl Ei:'5604.oo/ I: ! ;~~;: / fE ··.,_ S 111 11 · D L.;,;:Dowsfreom / ·--Slope•OOOIJ9 /i;l

05596<Xi, .,{ \'----El.561125

::: , .:: ~/,>- ,.:: , ,:: , ,._;: 1----- ______ ?:' _____________________ ,-.J: :/ _.:i\ - pI erwo funnel .- El.560350-':, ···Ft lR': ··--El.5602.58

· .,,,J,2B-6-.,~28'-6-~1r-2B-6..,1;211'6..,1~21r~ Ir , • f Sta 5•86.50- - - ___ _; : : : , ··-£/ 5604 00 '--0ra,·nageh-'es 2o't deen r.azo'tcrs. '.;-, oar .. <:1

,,,,, "' '" '4'5"' 4'6" '4'6 '46 ' · '':X c:,' "'' ~,- ,-- translf1on "' Sfa2'iJB50--__,,,;·-~~-

5 ·.4-~,, '.· - :- - ·- - ',::._: _______ 1'------6'-J"Diafunnel-------------- ;..., "'l ,$fa6•27 Sta6t50toSfa.9t70incl.

1;:"'§ .- , ..

· · '--<---------6-30,a condud------------:,.., 1 , , Sia ,o ~ ~- , 1 Q:, ~ ----Notmth,scontracf--------

: , ,.-r' '-Groulholes20!deep@)201crs 4•18 :,i, io :....----------------------------Settlemenlpoints@)25-rfcrs-----------------------~ •'"" ·

FIGURE 4 REPORT HYO. 39A

,,,_

" ,JI , ,).,ful. .';'. . . ~-1 1,-J F

~.:.-...:,-;.,·-.'.::,_. -...:., ·.- ~~~~-=:':~~~__j Se/1/emenfpoinl fvb:.1/.M?.'M ·:/·"1(f----,i· Line--] , · "B'Line ____ ,,

Sia. 6•27 ___ ,--~= SECT I ON E • E

!H50

~ ~ i:, J

"' "' f 5700

~ a: "' >-; ~ 5650

~ IX "' a:

5600

Construction joint,, f.,,.,,---------'

'·-.Sta. 6• 27. 50

fu2 finish ,, ,,--- \~lope fop of wall J in 1z" from£

~ ,--El 5607. 50

--1------------

VLM4'/l%0 ~Jjf: ~-- ~-:7'*\~~*~~~~:Jt~j~i ·5= Q00/39

~- 1--- --

- .,____ ··-··

-

0

-r ·--

SECTION F·F SPLITTER WALL

I 0

SCALE OF FEET

--=-+--:-J--l--- --1--

-- Mox. W. 5 fl. 57630

,/ ,. ,,,

/

/ I/

1..,.., ./

10

'-- --

, /

:/

," /

--- ., --Inlet structure sill El.561 - - - - r- ·1 1

·~ /

00 ~

400 800 1200

OUTLET WORKS DISCHARGE c~r.,l

DISCHARGE CURVE

\-, --

- ·-

l

Sta Z•IB- __ J SfaJ 78-- . ,to _s1o 5•78/st~~~~:e:._5:~_c_-:! __ j[J, tl Sill 9,77 ____ _, il t\ ---------------------- ----Settlement points @)25-0 crs.----- Sfa.

5,

93 ____ ,..

J', 2 {Brass _,'i- Conduit and funnel

carriage boll-, / :Conduit and upstream

·1·,1,

Assumed rock line •• ',

•.:;,, ... -~\·: /--------Rolled embankment

-~~ :;-~-~---=-~

-Selflemenl point see Oeloil Z

'f21'Min. - -- ----124'Av

' 0 "

SECTION 8-B

UPSTREAM CONDUIT 11111 I I I l l I I

SCALE OF FEET

10

J

PROFILE ON f OUTLET WORKS

',

SECTION C-C UNSUPPORTED SUPPORTED

UPSTREAM TUNNEL

Pipe ordr,1/ed hdes mhrlnel arch 'tor plaang rncrlor ,Space belund /mer plates or lagging shall be so/Idly or groul by grouting method, location as / packed with clean gravel or spoils and filled directed by contracting officer--,--. ', with morfororgrouf by grouting method.

Ven/ho/eat highest break / \ \ _:s"Line ,n excovofton.---- .. ---- .. ·--'... ... ' 1

,~

·A• Line-... ., I-"; ' '·: ... , ----Liner plates or lagging

Drainage hole----,, ·-. ______ Drainage hole 20'1 deep i '· " ,, .. '

"e"Line-.... , ;:·~. -- ... ~ .. lo....i' {:::/

I (·.-_..;,:

2{watersupplypipe ___ :~'

•

•

' ·' tunnel floor

.Downstream tunnel floor

1

DETAIL Z

SETTLEMENT POINT

NOTES

Type NI metal seals will be placed in oil transverse construction )ants in funnel lining.

A II concrete will be designed for 3000 lb~. per sq. inch compressive strength al 28 days.

Following not shown, Reinforcement, eleclrico/ conduits and apporafus, <Joie control piping and apparatus, gate chamber ventilating system, metal /adders, grate landings and handrails,

UNITED STATES 0£PARTMEliT OF THE INTERIOR

BUREAU OF RECLAMATION

COLORADO SIG THOMPSON PROJECT· COLO.

CARTER LAKE RESERVOIR

DAM No.I OUTLET WORKS

PLAN, PROFILE AND SECTIONS

DRAWN L.F. SUtJMfTTED ?. _ . - __ TRACED .. Y N "'f .. . RECOMMENDED .. a/~ .. ... CHECK£D _Cq.(fl K.Jf;.PPffDV£D,,,, ;t,.) I ));I~

'"!:!.1.U .. &"~"---

DENVER ,COLOR ADD APRIi... 3, tg,o 245·0-5575

FIGURE 5 REPORT HYD. 394

Cr>- ' ~- - - :.-- - - - - - - - ,:,::,: - -: : ::.::_~:-~.~ ..

See {}etail Z---.--;~ 2'-9 :- - - -T;;s rock- : : , Reservoir level gage p,pmg

End of tunnelL_ r-;-~~~;~~;1

~;;~; ~~;,~- - - - - - - - - - - - - · - - - - - - - - -- - - --- 102 '4 ----- - - - --- - -- - -- -- ----------- ----- - -- - ---- - - ---------- ___________________________ --->j

Sta. 9 •8850 I ;~-"'r"---1 Sta 9, 88.56 .. ,.--4"Sewer pipe drains,wilh uncemented ~~J:;::· ..---4"Sewer pipe drain : ~

r-f- · ,, -·.r-1

-

, "' - --f

L~ .°' B ~ -,:_

-t--'o,

' -~ i' ___ t10 .. ,, 1 1°-:~v

~ ......

' j:S :~ ! ~ °'___:.,B

--J >----'---l-j_j

,,· j" Expansion joint cement SECTION A-A

! r-----, ,- 2---! ___ ;l ,-_o .. _ . ·J •. -· •. -.·-· ~~ ""), ...

T,·•:,+J: 1-,,,.. ~

'o, o·

\ on rim of spigot

_ Reservoir level gage piping

Floor fronsifion---'>__,,-'--

l I -------E

S\qpe top of wall __ _ ,1 per foot----- .'

• -T£ __ ---_;(_·-.:_?j _w~~T_:_'1_1!~Y!!~ - -- - - - . --<:_i _ -~i".!_5:._ei::_bedded in grovel -----<::G·;::.--,,, [(:Jr··· with cemented ioints ------ -----,m-{-+ ~r:-------,.----- :t - 4 f-¥- - -~-----------.,~r:..,_~- :~ ---- :

I., ~ 1 , -

4" C. I. Pipe-----' -Contraction joint ,,;, l

:~ fi r.---Controclion joint

"' *' _ /"-( Stilling basin -----+-----l;i-1,,-+--- ------- -

111

-----!-c-llll- 14--"E

_;J;: f>y<- : Begin stilling basin

_:-i8,"'-\ Sta 9, 88.56 , .. '' ~;~~~::E,-5615.od------- 27 0

,, J24"

it Symmetrical about Ii:--'

'

GL;:

PLAN ___ _t

-.. ----_r------ ------ -- _,,-_,. __________ --;: ·r------ ------ -------- ,,,,._ ---------- --- -- ---- -~ ! '\' '<> .l 1' ,- ' ~ I -----------Type Ml metal seal, "' Type Ml meta/seal- •"' I t- see Owg. 40·0-4510------------ .. 1 I Top of bockf~II ',, _J I ~_tl''.:fl 5611.25

---------- 22'-6"

El. 5613. 00--.

_______________ "1 __ E_!_,5_!!83· "\.... I f -- -------- ____________________ : 'to

~\,71

ii.

,,-j Type Ml metal seal-' I

: !IL 'fl ... iilll 1 ,El.s6oz58 .t>.:J._ . 'f., -----1

-"' ' ,.:. ,' 'j

-~ ,. ,.-2{Woter supply pipe s,000139--' '----<~,· --1~1::..:

:. ;ii!:'<(

~ 0

± lo n--.:; o.· 1 t ---:~L,._~-----

: /J·~K- I": ,, : ~ 1,-~1,+++----/8 ---~

DETAIL Z

r--{ Inlet structure I Sta. 2,00

;-<-- --- - --- --- -IJ'-J"-- -- - -- --- --~

I --. .A.-,

Origin of curve: / ~ ~ Sta 9,88. 49 ~-- '!!:? ·~ El. 5603. 50 •

:,~-2,l--~9.:• _________ J+~"=: ~----- - --- --- -13'-J" -- -- - -- ----- ->-l

SECTION D·D

t4-- ----- ---- -- -13--J"-- -- ---- --- - ·>-i ' '

fr

-~16{H6{~------ 1'-9"------>-+;-16J;16{~- .. El. 5628.17--, : : :

1

: :---,--·U2 Finish "\. I I I 1 J!1 I

~16f1

;16J't',- -.. -- -- --7'- 9"- --- -:46J416{r<-El. 5628.ll---{. : -->-: t-<-5 : J---~--u2 Finish x--;~-- , , , . . ,

' '<>

,y'jl'-·Heovy burlap

:~---­~" <t ~~

~~

End of funnel': , , Sta.9,88,50 J-·"':: (Begin stilling basin

Origin of curve·: :V\ Sto.9+88.56

+ '·--4"Sewer pipe droins,wifh uncemented _.

joints,embedded in grovel--------------'

SECTION E - E Sta, 9-t-88.49 ~--------- ___ :\ ,·P.C.E/.5603.50 .-- X~104, 684Y El.5603.50 ) /.--::::,_ . _ ::¾.v . _ . _ • ._P

1

i-.-..-,--:--'--,-,--:--r.11 Floor oftunnel / lo:. c.k .: ~1,.,,i;·'. .·.: .· foo<,: l [

' 0 10

SCALE Of' FEET

S•0.00139---/

-:;-;t,~i\,'r ·---··- ·•·•

:1 '·6" Rubber woterstop

...J:_,_{Resilient joint filler

,.,.,.\_ Type MI

metal seal r·- -1111° l~I ~ 1--i 111 -·?- r2 Finish <l : -c-:.,

! t- ·n I -,~.r2 Finish

EXPANSION JOINT DETAIL KEY DETAIL

"' A .,

rT ' '

\_ Trashracks l--not shown-..-;---: i

\:) ~ \

SECTION 8 · 8

7A

'

~-Reservoir level gage piping, , ',

;.,

! '

x' 0.8789

--f •2/'Min. __ f't24"Av

~-- ... ! ~ :\ :s ~ "- _,

"-

~I ,l1r1'.f·_ ;,;,

Fl Finish to · El. 5618.oo<C'

~~Ji·" -~: 11·.r· l11. --~,1 ·. . ~, ,,,

. '\:~.......{;., ... ·· . ,;.-

INLET STRUCTURE

I I ,-r I I I

----Trashrocks ,----­not shown \:l

\

SECTION C-C

I KEY IN FLOOR ONLY)

r------- ------12'- o" ---- ----- --,>-I

1 ·- Slope t f 1·

1

El. 5615.oo--~ : ~ op a wall, ----~(t;-: -- -: I t I ~:: ' ' I I

SCALE OF FEET

<:, -.;,

~~.-j -~- ·. r • ujr:t· : , '-I~ \2J"water ·, = · · t'P' ""'!1' ~ f ¾!J · ' ,:- supply pipe-------'_f--:·

;-!: ~"-:f.

~~

SECTION F-F

STILLING BASIN

SECTION G-G

Jt~i~ 2/"Min:l _ :y-i 24"Av. ( ---

NOTES All concrete will be designed for J,000 lb. per sq. in. compressive

~trenglh at 28 days. Chamfer all exposed corners f unless otherwise noted Apply two coots of sealing compound lo one face of contraction.

joints. Reinforcement not shown.

UNITE°O sr .. re;• OE~A/ltTltfe'NT Of'" TH~ tNTe'lflO"

BV/lte'AV Of'" l'te'CLAM,.T/ON

001-0~AOO 81CI THOM,,.SON Pl'f'OJECT•COI-Q

CAftTER LAKE RESERVOIR

DAM No./ OUTLET WORKS

INLET STRUCTURE AND STILLING BASIN

O/ltAWN ______ ,1~.P ..... _______ .v.M1rre-o_-;!"_~~------

r,uc•o ____ L-..t6.. ...-coMMrNoe-o __ e?/~-.:-----cMECK~o_C.~~~,..,..~ov~o-- .x•_")J_. __ t!Flf -«R.if.l",:~)f· ----·

--····-- --· -- - - -u•Nv•ii, ;;~&...0/ltAOo,•,..,,..,L ..,, 1•00 245-0-5576

J'o", J'o" Emergency gale No. 2 --,, Hj

cL

{ Outlet works-.,

LL.t

F2 Finish---

Reservoir level gage piping-.

E'f;,-

EL,.. s~~~;~~/:

See detail Z -. . .-"B"Line ... . ,,, i-------_J:1 .... ·.~

- -.-. ,,-_:-0 ; 0- :,.-F-:-F;-,,,~ ~ __ :-:-r-G::rt) - ' LLf-.ocSto6~--~!.,({

I

' ' '

__-:---,;., ;---- I~!!! •'-0

, --~ ,;- rPCSto6•0U2·-4·; ·t

Sta. 5 • 86.50·-.,J_ .SECTION K·K

"A"Line-• "B"Line-, -- --~-i ___ JF

FZ Finish----1-/

. J:

'--"B"Line

Ay "A" Line-.

"B"Une ---- \ j_i

SECTION L-L

Reservoir level gage piping· ••

~~:-.:-:~ { Tunnel-.\

Ky\ ~ ~·.=:..·;·: .... ~

' .' 4{.-,(~~·0'~~\~~~~] ~ .;.,.,,..,, ~. ...A" Line ""' 'It- ' ~ ~ '"B"Line • . l .,., "' E .E J? ~ l/) l/)

SECTION A-A

I O Lw.l

'··-Sym. about {

SCALE Of FEET

10 J

• - { Gale chamber and / shoftSta.6•17.50

SECrlON C·C

J'o",3'0" Cond. liner __

A '-'++4th---+· -' C

E l/)

6"Rubber waters/ups-

··r2 Finish

· Splitter wall

7s

J'o"xJ'o" Emergency gates-. r.----( Gate chamber Sta. 6•17.50

l\'t'7t:'r:4<"' "<:SC << """ < '\' :< ,, ., cg"'" - -.-..:----:-. .,..... L"'-::.:.-_ -~-:.:_....,...x-·

·.;,

,· Metal grate fonding, ·, olternate sides.

'

SECTION B·B

,--10· Air inlet pipe

ro " Yf\ n. r·n; r

Finish

SECTION D•D

( Gate chamber and outlet works·,, --

• - £ Outlet works

SECTION H·H

:,-Ii_ Outlet works.

Reservoir level gage piping - - - -

,-F4 Finish

. ·:,,-{ Outlet work_s

.·_.·_";,',:',:

'<.r4 Finish DETAIL z I

SPLITTER WALL NOSE

, Symm. obout £ / except for piping

'

"A "Line- •. )

~

FIGURE 6 REPORT HYD. 39"1

, .• --{ Outlet works and gate chamber

.-"B" Line

SECTION G-G

,---Symm. about ( except far piping

----------Reservoir level gage piping--------- ,,,~

"'·.-- -- - - - -- - --~A" Line-- - ------ -- - -- - - ___ : :-~

SECTION E-E

18"Air inlet pipe----< -.

•• { Ga le chamber and outlet works

SECTION J-J

SECT/ON F·F

NOTES Concrete will be designed far J,ooo lbs. per sq. in. compressive strength of 28 days. •

Chamfer all exposed corners J; unless otherwise noted. Following not shawn, Reinforcement, electrical conduits and apparatus ond gate control piping. ~ second stage concrete.

UNlrEO srA rES DEPARTMENT OF THE INTERIOR

BUREAU OF RECLAMArlON

COLORAOO·BIG THOMPSON PROJtrCT• COLO, CARTER LAKE RESERVOIR

DAM No. I OUTLET WORKa

GA TE CHAMBER AND TRANSITION

O/ltAWN _______ 1._._'; _______ sveiw,r-rto_';?:~~-_ .------- _____ _ &. ..... ct. ' ,, .. uo _______________ ,..COMMU.O<o ... <1?..,!(. ~-----!:~ CH.Cl<tO. 9._q,{l/~A~•/ltOVEO. -- .X:c(i•~J.';,.,,,, •• ;,- ----- --··· ~= o«Nvu,.co1.o,..-oo, ,.~,.,L .s,,•.so 245·0-5577

5650

5600

FIGURE 7 REPORT HYO. 394

-----------~---~----~-~---·----rT--~;·· ,· -· I ! I

--1------+---f-- -- _; __ r-1,\j:---t I ~600

_;1.fii_Cl I ,..__l----,---(01,q 1.0, ,.... l I ,.... I Q::

·------+- -~- ~-'t,.,,1\0_~,,~- -- H--- .....- ·- --- l-----l---+--1--,~'-'4.I I I ,.._ l\aJ_.,___

__ 1 1 ~:~--~1 j:::._ ~~1~ _______ ~ -· ------+---+-·-+--+:::..:_g .~ , 1~ . .J.--l--+.-+--+--r--t---t---t--t _>._.._ _ _.. 1 ~

1 t,,. i- Or- I ..J ,._ 1 C:,

1

, --+---1---+-' ...J 1• - , --+--l---+--t--+--+--t---lf--+--+--t--1--1---i---i--, <1:11 q ,a__j\aJ 1---l---+---1--1-+--+--+--I--+--+---+--~- I:::, I o~:---t,,:"'-.,:2 1~-~.,,~ ' ···- I W>J~,._::;,. , ;::,;) ::15 '5 ~IU-'--

- -· - . .: N~ l I :___~l i- I 0.:-L-; I~-- -- - · --r- - ---t-_J_ +~ j Q.: I~ -.. -+--if--+--+--+-·-t--l --'--+---+--i-->--+-W)1 W'I L-i-1:t:,, ---1---1----1--+--+--l---t--t--+--~ 1 c.,:, -t- I Q.:_ ......______.

~~I lll -1!1~ '"-I.._ ,... -1·- -t-ff\(,J .. ~~--1---l--.-1.---lc--+--+--+---l--+--+--+--+--t---t---t----t-~'tLl\JIO.. ~:Cl: -~1Cj

L

---+---------+--t-<t: ..,,-- ,-~I .,._a:.- ~-en~~ <\II o.: ~ a: 1---1---1---t--t--+-,• '.. •.1:!:i l---1---1---1--+--+--l---+--t--+--"ll U-+--1--+--+---+--lf--t--+--t---"'lj Cl:--1

·-r--···--l---:;;;;;~-~:-·,"':~:~- y-: - -- r i .. -···t-~~:~2--I-+--+··- -- -o,-;;,;:;;a,~~~u~-;u-;,,,~·e- :;: 1_ ~:~l--+--1---1--+--+--+--+--t--+--..,::.ll: /'\ ;,·:-----< '--------l--+--l---+--+'------1--f~ ~,~-'--Jl\-,-=,+-1~/-~-,-, ----- ··--+1---jf---f---+--+--"'T, Ir\ r::) I :;;,~ V . ./ \ I ,I

o~ -......, \I./ '- ,r- ........... ' v--,__ - .__...._ "" /I U °'1 , ·, t ! i I - . +-· ' - " --...,, \

1 ./

f-----+--+----+--+--+----+---J ~ t -- - I I -f ' -+ ---1---1---'--t---+- -J ' I I f\. "" ,, / -~>--+--+--+--I--' 5600 ~---....... -~--e--+--+--+--+--+---t~ 2, ' I S•.0009--' i If

-+--+--'--+---JIii .,,----1-,---1--+ .. -·- -·· , Bottom grods-' I I I I i _L_ '· I I I

·--+---1 ' I I I i I

i I I I I ,1 : I ' I I -~--1 ~-+--+--+-- ---+--+---+-- --cc-+~~c---t . I

i FLUMES AN1>PAR,SHAl'.L FLUME--- •·-r- .L---><-<·,-- ··--· - -··-·•·-·'··- --- --+--=-1--- ·-·--·-----"---4--- --- -·- -·- --- --· ·---···LWED SECTION---- _.l

1 1 ; , , r-~ : ~~ 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I

I I i 1 ! I ·----t-·-- . _ ·-·-• i. __ ' i , I I I I I I I I I I I I I I I I I I I I I I I I l l --- -- ---+---+---- --- -- ---,----------------i--+-- -··-•·-· --- --- --- ·-·- SC-IEO'JLEI NO. I-- -•·~---!---4---~---l-·-+---l---+--+--+--1----1---+--t--+--t---~--+--~--1--+--+--+--1 I I I I ! I I ±·--,-,·-t---t . ·--- -~~~~

0 5 10 15 20 25 30 35 40 45 50

'.C.lf+J,4.I r.r. , • .,.,,., .t• ,1•5J'lf, O• 50• T • fJJ.J' L • 111.I'

P.G. ti+ Tlf 8 PT.IJ+IT.lf 41 • .,•or'R 0 • AO• . L• Ill.I' r• ,,.,.

~ ·-:. ,.

"'

GOVERNMENT

,-3o"C.M.P.

..c.--To ,,..--· Dam No.1. ~ It Access Road -1 ".i

£/ y ('-- 42"C.MP __ _y

----·ui/1 undefr Spec,·3~· I/\:~ }· "o.,;'---,

-~~

s::,A_.6+ ""Uf'11 4$ Corre IVa.,o ,. La vt1.,

~Oo / *• Res::rlts --..!!.. ~o;,.

8 ,._. " .,.

.. \

Bocldill-, w:s o,52s-, 1 , o·---.a-: / 40'i..c- / · -;c------16. : \--: . : .,~.t-: .£I.. zll~---;·-- ' ,.., th··-;;.-

~/;. ~-8.0'-+, ;. I(:• _;.-~ _......--

- I __. I

I

:: Original ground surface I

',.Compacted Embankment

~--1.0'-~

In deep cuts provide berm os directed-._

Slope os directed in rock) \ ' ,....,

,Bockfill J:1 ,,,,-:;.,... \ -f,,..-r,- \ · .. 'I.

\ _,,...,. ~ I ,c.--· 0 >-i

,,..-~4.D':--'r l JL!.., ; _.,.. \; ,, -=r......._, ,~.,,

', t,.,..,.. '..... ,, --:;-~~---..:::..._,_ __

Compacted , Embankment-'

TYPICAL LINEO SECTION

~-~ 7,rs~

----------P,~. :~ / 5~1;

1BK•

EO. P. . .,, .,. -'fl..J ~H._ .ill•Olftoz5 R.

O o•o5•, ") L• 1a.J, , T•lf4.I

SECTION

P.,.51+ lfJ.I

: ~ rll4~';,.' O• 10• T•IJ.I' L •111.0'

-. ------

I LINED SECTION I

-;;/f • 6/.JO'

"'/ t '-G. 414 ,o., + ,..r. .,,.,. "'·'

.,, 15• Jt'L. u, O• 10•

/~ r • 14.,' 0 L• 111.I'

HYDRAULIC PROPERTIES

Q I A I V I r 62!1 I 87.88 . I 1. ,, I 3,34

I n I ,014

~ u, .. + .. ~

0

I

P.c. .,, -,..oJ.!J

: ~ :: ll,~·:. o• J-'' [: ~fl~·

• I .0009

P.C.10+14.T ,,,r,., + ., .• •• J1•1•'1t. O•lf0 1 ,. 40.0' L• Tl.I'

55 60 65

EXPLANATION Existing fences _____________________ -. __ ,. __ ,._ New fencing requiremenfs_ __________ --•--•--Cottle guords_ __________________ .:-•~·-Exist inq roods ____________________ -------------

';,~~~!:~ _r~~d~---_-:_-_-_-_·_-_-_-_-_-_-_-_-_·~=~----~ = = Droinoqe diversion ditches _________ .,. , -_, __

Ditch Number and siz, ____________ ... 1/11!1-

R.D.W. Boundaries Purchased ___________________ --------Conol Act fond ______________ --------Easement ____________________ -----·--·-

100 ... SCALE OF FEET

UNI 0£PAlfTM£NT Otr TH£ INr£1fl01f

lll.llfEAU Otr lfECLAMATION

COLORADO - BIG THOMPSON PROJECT- COLO.

ST. VRAIN SUPPLY CANAL

STA. /0+90.56 to STA. 64 + 00 PLANL PROFILE, AND SECTIONS

ORAWN •• r.f.J:_:-_,_c_.r_6'. .... $UBMITT£0.-~--,I,.-~----·

T/fACEa..J!.f..~.!":'?."1 •• /fECOMMENOEO.. ••••• '&Z~~---····· ~-~·,af>p/fOVEd!(__

I

I I I I I I

A f>-,..,

,.., Cj

~

r· •' ' C> ' ., ' '1- I <\o I

rl6"

Bulfress may be omiffed if backforms are not required--.,

Undisturbed earth ar thoroughly compacted backfill·,::-··- .. .,,_

FIGURE 8 REPORT HYO. 39

_,. .,._8"Nor (; ' ' I , , ·"'1 ,~8"Nor , _ '·j] ~------- tj

' __ 1 --f -,oio'--·····- ------- ,o o :

1,.,,, · ··tn:-r -· .. - t l1, .,,. ~ ' / ; -·El 5605.83-··r·· ,, , _,

t ( . • ----,!!_@9----· Jl@9"-·

~@9

• ___ rri ~-4?.cpi4? ~ ~ • ' ~ lo; ,";I: • 6"R_:, J#@l2 --' :! ~ ~ <8'

~~

-'"~

•:-.. .. Jl@12· ·-6"R.

Sta /0+9Q56--._1 L

,--Sta 11•22.JJ ' _ _j_ __ ·-7 : ·---L·--------------.-­

•c:,

-~

;L-7

o I

--r _ __. ~ C. Sta,2•14_33 .. L 1-1-- ~---/ ·11 I IJ I

SECTION E·E

I I I I

I I I 11

•' ... ~

~AL

·~

,-12·

-~

Enameled staff gage 2r wide x 5co'long,graduated ondmorkedasshownon 40-C-71. SetOofgage occurotely ta same elevation osangle iron crest.

I I

' I

Face ot gage is fabe flush with face of wall.-. , __ .,.\ ·---,k------9'~

::_~ ...,

DL ...IE PLAN

I

12··

I O 5 l,1,l I I I I /!I I

SCALE OF FEET

10 ,.._J

r-------

~

-···J 1@12" Bath ways in

{, center of buttress. ,,

3·i T i-------------12'-3'----------·->< k,.(' If ·>; :,*6

111"" 12'.------',;,-/!4!'.i ' K···----7~6"-- ···----------7c5"-------,-J : : :

l~ I I f '' ' ELEV. K-K \lIJ r---------- ------ )JI .a•Nor. :

' •/IHI ! •i if@12 11,T-. I ·.!_

/ ,,

I, I 'ltJ.t,-3-j

Type Ml metal seal--.\

el-,, .. , .............. ,. ............. ~. , ............. ->j<· ................. ~ ,.,• ................. .,. ... ,., .... .,.. ........ ,,, ......... .,.. ........ ,,. ..... +- ... .,,.,. 4--.,. ~ ,,.,. "''"·"

: : 11"1: : : : ~ : :

. • ·-:.1,@12· -.

''·Dimension from inside foce fa outside reinf same afbase ofwaflas adjacent floor.

. 1 " I If I "Q, I w.s.-,-~ Ti fb kf1/ ..... l2 I :g >4-J·O ···6-0---,-J I ... 1 1 ~

Lt-3" op O oc I ··: ~ IC) i ~ : I:\) ; : ~ ~ I I - ....=-I I ••

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1 , -'/&)

9~;~ : : ~ .,,&)

9~ ~

SECTION G-G

HYDRAULIC PROPERTIES

I J •" f • l l~ , - • / # • I t_ , (f l~ • 10 .•• 4-----11·:i#@!;!----,-< ,, , , . ',',ti' :9,if@9·, I ' · -- • : •

h ! = '•!_J,@12·--· ... ,.J,@12·---' ~ f ,;,i.••1 ~ fl" , , _ ~ SECTION A V 0 r n •

i · : See Detail A' 1 @ ~ 'l@/2'·-' I ~- ·--.[Jl@12: __ : • Flumt1-Sfo.()"'9056 lo"'"22 . .33 120.JJ 5.19 625 3.94 .0/4 .00039

''-<------21- 1#@6=----..J ',c .. ! .... ;,@9~---..J • q,,.., Flumt1-Slo. f2"14." io tJ•S0.OO 87.65 7./3 625 3.35 .0/4 000,0

:: 1

: LONGITUDINAL SECTION Lined C1Jnal 87.88 7.11 625 3.34 ,0/4 .00090

I II f

12"-.,}. ~:c-: -----i-------->1 f~ 1,.. ·--End alternate bars of half wolf

height, and of J'-6"in floor.

Backfill between Sta. /0+90.56 and Sia 13f30 on right side of structure with loose rock as shown.

- --~8\'.-- ' ' . --- ' '--'-

;Top af backfill ~ ;B"Nor

l I I ____ {

! ,] :

Tap of IOose rack · backfill. fl. 5608. 30· •

1

->\ ':<-8"Nar I_..!

7J#@9"

:Point surface of joint i wi/h sealing compound ' to prevent bond. r Edge or chamfer

, • corners,asdirecfed--. • .... ,. --·-··7·6------'1 :·8" .,,_ ~i

~----- . ' I l"' ,...., -"' .. ... · · ·o· ... ·.·.·~·a '<---.'--16:Q'>1 ----·-·/6cJ----- r··fr}r ·-,;

' 1,,-.. · ·... l : 111 ,; . I . (; .. ,;:,i 77

r·ff_ 5608. 30

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·' I 10 I I

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1 -J#@~:;:.,.

J#@12\

·1 1#&:19'-: ;,-J,@12· ~==;::'"""~

.: .......... 9•Rubber / J'!... ~' ,. ·

.'i' wafersfop-----· .., ... 3

6" Fillets---'......... : CONTRACT/ON JOINT ' --,',' ---J#@9'., ······]--.. ''-Jl@ 9• DETAIL

·:<:a. ___ fl@9'.._ I 0

'-f#@/2~-. ': ,-9"Rubber ·---/#@12;, ': : \ wafersfop, ,·rfFillef / f\[ J\ '-~i i ""

6"R.--

•' ., .;,

I

' I

--Slope as directed

,-Loose rock backfill / as directed.

,,-6"Sewer pipe with · uncemented joints.

! : < fJt--_-_ ... _ -------.-;'-,-@-9-:-.,.-_-__ -_-;,. 4-.~ :r.:-:,-.-:=•-_ .

',,, f#@/2~. ' . ,', ··------- ,,,., 2·:,, ---:.., ':,#@12--, '. ,·',. l l~I > " 0 ', .~~~¥i~~=~~~ ··"-2-,Normof

6•/'·: ,'@6"--' : I ' !-<---~ - . ...,

,':I!:. ..... ., NOTE: Sewer pipe and cushion not shown.

See Sec lion A-A far details.

J#@12~1.-' "l !~ ... ,~:-._ '· · _,.-

6·R.·--3· Std. steel pipe

"' .. ~ J,@12'.),' !._ .. 1'@12\ ~-16:~_-2-J,,

SECTION F·F , .. ··_-._-v:.; .. ·· . '

.. ' ~ '

:~- .,,. : ,+··-:,.----""' ·-1#@6 '-End alternate·6ars·-,

'··Grovel filled trench

i-6" Sewer pipe drain with

End alternate bars 3'.6' \ from sides, half wall heigM ·' SECTION B-B

Top of operating nut is j' below fop of concrete or finished grade.--··-··;---- .••

2"Pipes. Furnish threaded protector an upper '<--3'-6!,..6:--\3c5~-~---.,

~ Edge or chamfer ~,nf surface of joint corners,asdirecfed. - •. ___ ,. with sealing compound

as directed.

3'6"from sides,ond i ofholfwallhe,ght.-' SECTION A-A

cemented Joints. Locate as directed.

><,8(<--------------15°0"---,- "-------·i , . . , , ... ---------10-0--------- ---------10-0----------,., .., ':<-8Nor.

• I ·--r .\ r--·---- ' u I ' .. .:

10 10

,;., ~

;,@,/&iPµ@9· ' I I ' I t ".--£1 5605.83--1··--. L

tJ#@/2"

J#@llt.1 '

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I 0

DETAIL OF BELL JOINT floor and end flush with wall.- .. , ~_:-

1 - '·-1 ~-~' ' ' ' ' ' '· 'f L2Jt 2, ft 20'·6'fo

, • \ "Ii;· :, : 1 · , -f'@12 Bothwoys,in t pipe end. Placelawerpipeflushw,thconcrete ·>18'f--J'-o:.~8~.-1,@12' ... i ... -J'-o~ ... :: ,.;_i-0~~8'1<-\

-><8'!<----~----/0io~-------- ·---------10-o---------·"'18'f<· \ ,1@9

,_: --,,,Ladder.: : :' both faces.

: , ·~· ', l .: ,, rungs@/2 ,. : ; fl. 5605.83- -.

,.,,, 12.)f]. , -._-if@ 2~~ , -.., io "¥.J-2"Pipe not shown. L* .I..• J

i be placed straight ', and level.

1 · 1 12'!.-/ ~ ..,., ·t\l • ,

f"'l"' ....-_Jffll I ~~._ ~-"'.; .. 1 .. ,,1 : , 11 " .·_..__,_._ •• ,·•·•··°'--

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--fl. .... , i-~- : : ", .. " 'IQ \

~ ---'f \ ,·t-. _ ·.· , lr;p6Sfroponcho~ \ ,, • -, ! : ,.c-' U. • , ··r\ wefdedfoangleoflacrs.--· 1.f#@/2 Bath ways, 1 ~ ;-- El 5604. 95--· ,_ ·--.., y :,.,_.,

in both faces.---' '}#@12:Bofhwoys, '>': ., '·J" Gate valve with in both faces.-.------ ·-, valve box and ex-

SECTION H-H '. rension stem. ',_ J" Gate valve with

,·6"R.

SECTION ,J-,J DETAIL A

SECTION C-C SCALEOFFEET ~~ SECTION D-D

extension stem.

cancre)k._ ___ ___ ...••• _________ .. _________ 2 70 Cu. Yds. Reinfbrcemenf steel _____________________ J4,900 Lbs.

NOTES Place all reinforcement so that the centers of bars in the outer

layers will be 2" from face at concrete unless otherwise shown. Lop all bars 34 diameters at splices. ' See owg.40-0-2867 fordefoifs of9"Rubber Wotersfofl. Bend o/1 bars to a minimum radius of 4 bar diameters, unless

otherwise shown. concrete design based an compressive strength of 3000 pounds

per square inch. · Extend fillets os directed and terminate an 45'faper, unless

otherwise shown. • Provide 6'min. cushion of compacted bock fill of selected material

as directed, where rock foundation is encountered.

UNITED STAT£$ OEPAflrMENT OF THE tNrERIOR

IJUR£AU O/r lfECL.AMATJON

COLORAOO-Bl/1 THOMPSON PROJECT- COLORADO

Sr. VRAIN SUPPL.Y CANAL. -STA./0+90.56

FLUME AND PARSHALL FLUME PLANS AND SECTIONS

APltlL j~-itt1

Tunnel, stilling basin, and Parshall fiume

-,_--~~~- '""'- -

'

Gate Section and Tunnel

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL . MODEL VIEWS

1:16 SCALE MODEL

Figure 9 Report Hyd 394

Looking downstream from Parshall flume

Looking downstream through basin Looking upstream toward Parshall flume

Hydraulic jump has swept out of the basin and through the Parshall flume

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL ORIGINAL STRUCTURE - 625 SECOND-FEET - HEAD 100 FEET

PROTOTYPE VIEWS

:X,12.J " ... ,:, Gil 0 s:: '1 '1 .. " 11: .... -a,o w C0 ~

Looking downstream outlet stilling basin and Parshall flume

Looking through Parshall flume

Hydraulic jump has swept out of the basin and through the Parshall flume

CARTER LAKE OUTLET WORKS AND ST-VRAIN CANAL ORIGINAL STRUCTURE - 625 SECOND-FEET - MAXIMUM HEAD

1:16 SCALE MODEL

:x:Jlzj ID ... 'C (IQ 0 s: '1 '1 .+ ID = .... « .... a. t,.)

co

""

Looking upstream into the basin. Hydraulic jump is near the sweep out condition.

Looking downstream. Waves from the stilling ba­sin travel through the Par~hall flume.

Looking downstream from Parshall flume. Stand­ing waves are developed here.

~ ~Trav'2ling wove -

'-

;· ,, . ~~·::...,;;'i,or·s_,rnd bo.g::i ~ .. -4:;.~')',;,,-:;"., ·-

.. '- ~W-4"'' 't' >, ... · 'c:{:1:".'ffrA-~er.:tw

,I 5b~:s -:,"" . · ~ '-

Looking downstream. Waves traveling through the canal over top the canal lining at the hori­zontal bends.

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL ORIGINAL STRUCTURE - 560 SECOND-FEET - HEAD APPROX'LY 100 FEET

PROTOTYPE VIEWS

~lzj

ii :i~

j~ w co ....

Hydraulic jump is near sweepout in the still­ing basin

Waves from the stilling basin travel through the Parshall fiume

CARTER IAKE OUTLET WORKS AND ST.VRAIN CANAL ORIGINAL STRUCTURE - 560 SECOND-FEET - AT HIGH HEAD

1:16 SCALE MODEL

~lzj CII ....

'g~ :1:: Ill ... "! w

w i

Water surface is rough in the still­ing basin

Waves travel through the Parshall flume

Looking upstream into basin

CARTER LAKE OUTLET WORKS AND ST. V:A.AIN CANAL ORIGINAL STRUCTURE - 230 SECOND-FEET - HEAD 45 FEET

PROTOTYPE VIE NS

~IJ:J C!I ....

"Cl (IQ (> s:: :i :il -[~ ta) (0

~

Water surface is rough in the stilling basin

The waves from the basin travel through the parshall flume

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL ORIGINAL STRUCTURE - 230 SECOND-FEET AT HIGH HEAD

1:16 SCALE MODEL

::tl"ZJ (I) ....

'O IJCI 0 s:: l:: :i: .... 'ii c.n

to) co ~

A. Vertical nose piers 2. 5 feet high and one foot wide set on tunnel floor

B. Discharge 625 second-feet - Maxi­mum head

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL BAFFLE PIERS IN TUNNEL

1:16 SCALE MODEL

Figure 16 Report Hyd 394

A. Portal Piers are 2. 5 feet high and 16 inches wide

B. Two sets of tunnel piers as shown in F_igure 16 plus three portal piers shown above. 625 second-feet discharging at maximum head.

CARTER LAKE OUTLET WORKS AND ST.VRAIN CANAL BAFFLE PIERS IN TUNNEL AND AT PORTAL

1:16 SCALE MODEL

Figure 17 Report Hyd 394

501

,..-Begin stilling basin I Sta. 9 i- 88.56

I ,,

Discharge - 625 second feet. Average velocity at portal 57 ft. per sec.

SECTION ON <i. OF BASIN

Note: Clrcled numbers indicate piezometer locations.

,-;1~UHC: Jd REPORT HYD~394

Pressures abovl! and below atmospheric are plotted above and below the trajectory of the basin floor respectively.

PRESSURE SCALE IN FEET OF WATER

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL

PRESSURE ON CENTER LINE OF STILLING BASIN TRAJECTORY 1:1& SCALE MODEL

A. Performance of baffle piers is demon­strated by one pier with no tailwater cover

B. Six recommended baffle piers in the stilJing basin

C. Water surface in Parshall flume when using six recommended baffle piers

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL RECOMMENDED BAFFLE PIERS IN STILLING BASIN - 625 SECOND-FEET

MAXIMUM HEAD 1:16 SCALE MODEL

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CARTER LAKE DAM NO I• OUTLET WORKS• WAVE HEIGHT RECORDS• ORIGINAL STRUCTURE. WITH BAFFLE Pt ER_S • (MODE.L SCALE I: 16)

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Curtain wall - effective for short choppy waves and a limited range of flows

Underpass in stilling basin turbulent flow shoots under the structure

Rigid raft - reduces waves, ineffective on surges

Underpass in transition section. Not as effective as underpass located downstream.

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL TYPICAL WA VE SUPPRESSO;RS TESTED Sheet 1 of 2

1:16 SCALE MODEL

,~'O IIQ 0 Ei :l, CD

1:i:p.:1"! CII

~ C0 ....

Underpass in rectangular section with 30° sloping entrance and a 45° exit

Underpass twice as long as the flow depth, submerged one-fifth of the depth. Fairly effective.

Underpass with 45° sloping entrance and 30° exit

Underpass four times as long as flow depth, submerged one-fifth of the depth. Very effective.

CARTER LAKE OUTLET WORKS AND ST.VRAIN CANAL TYPICAL WAVE SUPPRESSORS TESTED . Sheet 2 of 2

1:16 SCALE MODEL

::t11%1 (D .... 'C CIQ CS:::

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501

Stilling basin Underpass

f l k----- A -----'>t

Discharge measuring flume

1 .,.,-End of tunnel i..e" Sta. 9 + 88.50 PLAN I I I ,,-Water surface .,-staff gage here

------ I. ' 4-;:--Flow -625 cfs. ==--=· =-:..--_ -f =- = .___....._ ___ __.·IG, __ ~--t~:; __ :;:,:::_:-: __ :::_::r:;_;;::_;--=:-:_:::::a::-J=.:--==~--,----.---.--~::::,..... ~~:"'-- _;_~.;.;._!),- .t -=~L-...!:..._.J.\..L-l..-::-::dr-::-:-:~:-:-::-::-:---'--------1~~~:;:~:§ = ~- --=-- ~ , --;, Underpass , _____ ,

SECTION ·A-A

-MODEL ARRANGEMENT UNDElfPASS LENGTH 11A• HEIGHT "a" MAX. W.S. FLUCTUATION AT GAGE

Tunnel Piers No Underpass - - 2'-a" Tunnel Piers With Under poss 2d 4/5d 11-0" Tunnel Piers With Underpass 2d 3/5d o'-a" Tunnel Piers With Underpou 4.d 4/5d o'-6" Tunnel -Piers Plus Portal Piers· No Underpou - - 1'-4" Tunnel Piers Plus Portal Piers With Underpass 4d 4/5d o'-3"

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL WATER SURFACE FLUCTUATION FOR UNDERPASS TYPE WAVE SUPPRESSORS

1:16 SCALE MODEL

jA

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Remov.e existing flume wall above! ~ this line. o~ directed. - - - - - - ' ~

.L. 10 , / '7 -; '7 7 '/7, 7 -~ (· t'. /, /

'

--·, __ j

~ ,..(; .. 'u, .,t .. .-. . • ' .

,-Topofexisting • \ flume wol \.

:B~ _ /tt+~ l't } .~, L.7 .. _L_ ..

,;; 'fl '

SECTION A-A

t 0

7

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SCALt 01' l'EET

i ' I I : i I I . I

I I I :? I U) it :·-·-·.r .

Exi'5tinq 9' rubber wotersto~~;

I ,-... r-TypeMlme1olseal

1,1 : I

':,_ ___ ~ ~~1~ t--- _,J ? ~ 11\ "FIie /' . ,1 ~ '. ~lo I ts-··,

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.... - - .. - - - . - - . - . - - - ·ll'l~ - - . - - ..... - . _,.,

SECTION B-8

" I-

i V>

en C:

ui

f!.~-!i 1, « J< I ,'.)1'.t < I Z I 4/:r ~ 1 V I' 2 2 · 2 , 2 > 2 2 2

Jis~ -_-.-?'.'!c. =~·~/-. --- --------~~-..,_ - - - - - - - -- -rr-1·- - - - - ---- --- -->-:

SECTION D-D

==-d 0 Q}

,;--'

Chamfer",

t \\ . ---- -S):

: ;t· r_ --··.•,, •• I·: CJ•

Type Ml metal,,' · sea\----- ...1.'..11,1,JL

DETAIL A

..,,_

-' 0 ~ ., ..,

Ii I II 111 II 11f SCALE OF f'EET

FIGURE 28 ~ EPORT HYO. 394

.-Chomfer }

' ]l,·(xi'5ting 9" rubber

waters top.

. , -Paint surface of joint ...L1Li with 5egl1n9 compound.,

OE.TAIL B

v "' Q) EL ~:a ~ :-~" (.f-(1) '. c,,O

0 ~

"" 1 't-~

2 .!=

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C o> ~g ·~1 ~: O> E _g ~o

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: :..__ - - ·1''3Yi- - - _ ';:,;J. --See Delaif O : ; --..:e",.,. - - - - - · lf.~3· - - - - - - - - - - - --:e·~

;.. - - - - - - - - - - - 1r1· - - - - - - - - - _,..:

SECTION C-C

,.

DETAIL C

Roughen surfoce m ei1sting concrete under base of pier as ct·1rec ted. - - - - - . _ --.-.\-h..-.---

~-- , .. _______________ _ Ori\\' l\f+"tmin.l holesandembedalternole bor·s ,

on allerne1le sides of 't. in non-shrink mortar,; &" into floor. Prov"ide 1v~· min. caver at bottom :

of bar.-_; DETAIL D

ESTIMATED QUANTITIES Concrete .•.•.... _____________________ •.• ___ 25 Cu. Vda Reinforcement steel._._ .. ________ . __ .. __ · 2.;rno L~

NOTES Place all reinforcement so thol lhe centers of bars

\n the outer loyers will be z• from fQce of concrete, unle~ otherwise shown

Concrete design ba5ed on o compressive strength of 3,000 pounds per sc;iuare Inch.

Extend fillets a'<> direded ond lerminote on4S' toper; unles'1> otherwise shown.

For details of existing structure, see 24-5·0-G3GS Qev.4-11-5 For details of fransifion from stilling basin, see 24-S·D·l\f.l. Exi-s\ing waters tops lo be careful\';/ preserved during

removal rJ. concrele.

UNITED 5TATE5

OEPAffTIIIENT Ofr THE INTE,tf01f

IIU,,,EAU OF ltECLAMATION

COLORADO-BIG THOMPSON PROJECT-COLORADO

ST. VRA IN SU PPL Y CANAl:-STA. \{)190.56 MODIFICATIONS OF FLUME

.

Abrupt right angle exit

Recommended draft-tube type exit

Figure 29 Report Hyd 394

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL COMPARISON OF TYPES OF OUTLET FOR RECOMMENDED WAVE

SUPPRESSOR . 1:16 SCALE MODEL

Upstream gage wen-----

Downstream gage well----

~..1---,-------r-----,-L------ e"-center won-, ' , ~ _ -- ¾: --- 18;25 --+-+-+ :

I

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used in / :..... ...... _ • , motion pictures-' 18 ---....J

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PLAN

1+-11,0' -...l- ------- ---:s1.11!.---------+s.o--l i : ; • ,--Downstream

_,' gage l ?h ['-----un<----r-"i I I w.s. ~·~- _ __,__~1---------~ h : : -- -- ~ 1,--------~-;.-.:-~-~-

~ 4.li7' ~

'------Underpos_s SECTION

WITHOUT WITH UNDERPASS WAVE SUPPRESSOR UNDERPASS

DIS-CHARGE W.S.ELEV. W.S.ELEV. W.S.ELE\! W.S.ELEll

v,* v,11l2g h-t-vf'2g C,F. S. AT UP AT DOWN AT UP AT OOWN h c** Ve STREAM STREAM STREAM STREAM FT. Fl:ISEC. S"t/SEC.

~AGEIFT.I GASE IFT.I GASE IFT.I GAGEIF1:I FT. FT.

200 5887. 74 5607. 74 5607.83 6607.68 -0.05 I.BS 0.08 0.01 3.4~ 2.111 300 5608.08 5608.22 5608.14 5608.17 1-0.03 2.15 0.12 0.09 1.71 4.13 400 6608.52 5608.61 6608. 73 5608.80 0.13 3.42 0.18 O.ll.l 1.2.~ 5.60

:u

3.0 I

0

~ - 2.s ~ .. Cl 0 u 0

.!:

}1

2.0 I

I. i

' '·-o

\ \ ~

....., -5 10

Vz in ft. per sec.

500 6608.96 6609.02 11609.32 5809.04 0.2.8 4.00 O.H 0.63 1-17 6.68 NOTE: A2= 4.67116.25-0.67) = 72.9 sq.ft.

601

626 5609.37 5609.44 5609.99 5609.41 0.58 4.67 0.34 0.92. I.II 8.80

* "V," is the overage velocitv of flow at the upstream gage.

** •c• is in the equation Q =CAa v' 2 g I h -t V.2129 I

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL DISCHARGE CHARACTERISTICS OF THE UNDERPASS

1:18 SCALE MODEL

"' ... ...... o­:,gG) -IC :,::II -<Ill p

"'"' .. o ..

100 second-feet 200 second-feet

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL PERFORMANCE OF RECOMMENDED STRUCTURE - Sheet 1 of 2

1:16 SCALE MODEL

,:11%_1 ~~-0 s:: :1 ~ III~ ca. .... ~ (0 is.

400 second-feet 625 second-feet

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL PERFORMANCE OF RECOMMENDED STRUCTURE - Sheet 2 of 2

1:16 SCALE MODEL

::,:Jl-%J (l) ....

'tS o-:i 0 s:: '1 '1 r+ <D

~~ C. c.:, C0 ~

J i .. 6' .. f n Ii I =1 g ' 1;', ~ .. .. o1 o' li

••• •

---~ 0 0 l'T1 r (/)

n )> r 111

0\ '-"

0 WAVE. HEIGHT IN FEET - PROTOTYPE

-o f') • _ o> .P O -0 - N c,, .P O -o - N I I 63 :i:tfd. I I I ......-, I I :.i::::;£::S:fi I I ~ I l -C:-=-+_, \.=--(1,1 .p r ' -1;=;;$f,r -w~~lo

I I ::::t: :P:::P:1 4::::1:f I ~

I I -i-::a:.s Ll:J-1~

I I I I :J. V' I I 10 0

de:'.! '~

,--SHORT TUBE UNDERPASS , WAVE SUPPRESSOR I .

r DOWNSTREAM WAVE , i HEIGHT RECORDING :

N STATION, "' 0 --+---- I ___ 0 ,- ' .-

-+ ti:" -'f

---tlf=S,·+ =ti -~-~I c::::::J ~ c::::::J ~ I . -< FLOW l'·j 0 ,O I I: ,'<- , .. -J I I I .,:.. -, /

'• I :: • •~' "

-~= I I ~ I I I .,, J I

l<-STA.12+14.33 r<- STA. 11+86-33

0 ,= I I I I PLAN

, '- UPSTREAM WAVE HEIGHT !<.-STA. 10+90.56 RECORDING STATION

1~0~>1 ""s~o·;.. I<: 10'-o·~

I I

STA. 9+88. 56 --.>I

: : : ,. --- _________ F: ~~.,j::------1--------------------=~--=--==:::i ... 11 ~I I II ---- ---- ---- --------··------1--r--~,---T",--ri-------,~-----.-1----l/,--, _-1mt...:_ - , ,.c-1-0 · --.:

EL, 5605.83-,

.,, G)

C )J

.. k_ 4 ,_ 8 .. ,:',-EL.5602.58 E.L.5603.~-.;;::]f'l ···············:······················ ,•,•,·,•.·.·.·,·.-.·.·-·.·, ....... ,•.~-~---5596.00,l

S EC TIO N ..... ·.·.·.·.·.·.· ..... ~ .. -.~~-___.~;;,.,.4..;;:.,.,...4..-,,..:;;:;...,.~~:f<:':' (>l (>l -------------------------------------------------------~

Waves occur downstream from Parshall flume · without sill

Sill, one-foot square in cross-section, at en­trance to rectangular flume reduces wave heights downstream from Parshall flume

,Figure 34 Report Hyd 394

CARTER LAKE OUTLET WORKS AND ST. VRAIN CANAL RECOMMENDED SILL AT ENTRANCE TO RECTANGULAR FLUME

DOWNSTREAM FROM PARSHALL FLUME 1:16 SCALE MODEL