THE PLOW OF WATER IN CONCRETE PIPE. 



25 



Table 4. — Summary of series of experiments upon concrete pipes running full, including 

 individual pipe equations. To be considered as supplementary to table S. 



1 



Pipe 

 No. 



2 



Experimenter. 



3 



Age 



of 



pipe. 



4 



Maxi- 

 mum 

 pres- 

 sure 

 head. 



5 



Diam- 

 eter of 

 bore. 



6 



Diam- 

 eter of 

 bore. 



7 



Length 

 of reach 

 tested. 



8 



Area of 

 bore. 



9 



Range of 

 velocities. 



10 



Individual pipe 

 equations. 



1 





Years. 

 30 

 27 

 10 

 30 

 30 

 4 

 15 



Feet. 



7 



5 



5 



4 



4 



8 



5 



8 



4 



2 



2 



18 



18 



11 



3 



10 



6 



80 



Inches. 

 8.0 

 10.0 

 10.0 

 12.0 

 12.0 

 12.0 

 12.0 

 11.8 

 16.0 

 16.0 

 16.0 

 16.0 

 16.0 

 18.0 

 18.0 

 19.7 

 19.7 

 20.0 

 20.0 

 23.8 

 24.0 

 29.9 

 30.0 

 30.0 

 30.0 

 30.5 

 31.5 

 36.0 

 36.0 

 36.0 

 36.0 

 42.0 

 42.0 

 46.0 

 46.0 

 48.0 

 54.0 

 63.5 

 86.6 

 110.0 

 120.0 

 174.0 

 174.0 



Feet. 

 0.07 

 .83 

 .83 

 1.00 

 1.00 

 1.00 

 1.00 

 .98 

 1.33 

 1.33 

 1.33 

 1.33 

 1.33 

 1.50 

 1.49 

 1.64 

 1.64 

 1.66 

 1.67 

 1.98 

 2.00 

 2.49 

 2.50 

 2.50 

 2.50 

 2.54 

 2.62 

 3.00 

 3.00 

 3.00 

 3.00 

 3.50 

 3.50 

 3.82 

 3.83 

 4.00 

 4.54 

 5.29 

 7.22 



Feet. 



1,310.9 



1, 107. 

 936.2 

 621.1 

 182.8 

 217.8 

 869.4 



1,850.8 

 785.0 

 853.8 



1,897.6 



Sq.ft. 



0. 349 



.545 



.545 



.785 



.785 



.785 



.785 



.762 



1.396 



1.396 



1.396 



1.396 



1.396 



1.767 



1.703 



2.106 



2.106 



2.166 



Ft. per sec. 

 3. 51- 3. 56 

 2. 02- 2. 10 

 4. 75- 4. 87 

 1. 60- 1. 61 

 1. 50- 3. 63 



5.85 

 1. 92- 2. 00 

 1. 29- 1. 55 

 0.9S- 1.16 

 1. 72- 2. 44 



1.72 

 2. 68- 3. 49 



2.45 



1. 97- 2. 15 



.96 

 . 37- 1. 48 

 . 63- 1. 96 

 . 99- 2. 54 

 . 95- 4. 04 



1. 55- 1. 95 

 . 63- 1. 32 

 . 67- 1. 87 



1. 04- 2. 45 



3. 39- 3. 61 

 2.73 



4. 88- 5. 78 



3. 00- 6. 59 

 1. 80- 1. 89 

 1. 91- 1. 95 



3.48 

 5. 45- 9. 06 



1. 01- 2. 91 

 . 99- 2. 59 



1.41- 3.17 



3. 98- 4. 21 

 3.77 

 4.99 



3. 02- 6. 39 

 1. 43- 4. 08 





2 



do 





3 



do 





4 



do 





5 



do 



#= 0.7406 Fi.813. 



6 



do 





7 



do 





8 



do.. 





9 



do 



32 



32 



32 



2 



2 





10 



do .. 



#= 0.3464 Fi.985. 



11 



do 





12a 







13a 



do 





14 





1,271.5 

 559.3 



1,116.0 

 771.8 



2, 163. 2 





15 



do 







16 



do 



3 



4 

 4 



#= 0.3727 yi.ses. 



17 



do 



#= 0.2484 yi.ssi. 



18 



do 



fl=0.2116yi.«». 



19 





#= 0.2186 yi.soa. 



20 





3 

 5 



4 

 5 

 1 

 4 

 4 



New. 

 3 

 3 

 3 

 5 

 1 

 1 

 • 5 

 1-2 

 4 

 7 

 7 



New. 



40 

 7 

 8 

 45 

 45 

 25 

 50 



30 

 30 



70 

 70 

 65 



110 

 110 

 25 

 60 

 40 

 38 

 Var. 

 65 

 710 

 710 



1,046.2 



2, 306. 5 



880.0 



5,026.4 



3.079 

 3.142 

 4.870 

 4.909 





21 



do 



#=0.2978 T 2 . 078 . 



22 



do... 



#= 0.2272 ViM. 



23 



do 



#=0.1394 FM«2. 



24a 







25a 



.... do 









26 



Scobey 



2,276.3 

 131.0 

 1,933.6 

 1,266.0 

 7, 282. 

 7, 285. 

 1,336.1 

 378.0 

 9, 774. 

 9,831.0 



4. 242. 3 



2. 167. 4 

 1, 138. 

 4,200.0 



5.075 

 5.413 

 7.070 

 7.070 

 7.070 

 7.070 

 9.620 

 9.620 

 11. 520 



12. 570 

 16. 188 

 21. 979 

 40. 919 



#= 0.01478 ya.iso. 



27a 





#= 0.0811 Fi.9'1. 



28 



Scobey 





28b 



do 





29 



do 





29b 



do 



#= 0.0497 W66. 



30 



do 



#=0.0711 V 1 ^ 9 . 



31 



do 



#=0.0432 F 2 . 423 . 



32 



do... 



#=0.0456 V2.W6. 



33a 







33b 



Scobey 





34 



do 





35 



do 



#=0.0787 F 2 . 4 °°. 



36a 





#=0.03345 F 1 - 912 . 



37a 







38 





3 



New. 



New. 



4 



10.00 

 14.50 

 14.50 

 18.00 



857.4 

 8,419.0 

 13,941.0 

 6, 466. 



78. 540 

 165. 130 

 165. 130 

 254. 560 



2. 84- 3. 03 

 1. 58- 4. 67 

 1. 58- 4. 67 

 4.00-20.00 





39a 





#=0.01113 F 2 . 109 . 



40a 



do 



#-0.01203 Vz.MK 



41a 





#-0.0082 V 1 . 93 . 













DESCRIPTION OF PIPES. 



The descriptions in the following pages are to be taken as supple- 

 menting Tables 3 and 4. The methods of determining the hydraulic 

 elements necessary for each observation are described. The descrip- 

 tions of pipes upon which previous experimenters have made obser- 

 vations are given in the appendix. 



No. 1, Experiment S-19. — 8-inch jointed cement pipe, Irrigation 

 Co. of Pomona, Calif. — This length of pipe line, between boxes 86 

 and 89 on Reservoir Street, near Pomona, is straight in both vertical 

 and horizontal alignment. From an examination of its inlet it is 

 probably safe to say that joints in this, as in so many other of the 

 older pipes, were not as carefully made as they are at present. 



Water columns were used for both gauges, No. 1 being attached to 

 a brass piezometer tube of type A, thrust 5.8 feet down the 8-inch 

 pipe from the 24-inch riser pipe similar to the one in Plate III, figure 



