﻿334 
  NEW 
  YORK 
  STATE 
  MUSEUM 
  

  

  H— 
  head-on 
  

   weir, 
  in 
  feet 
  

  

  h 
  — 
  head-on 
  

   dam, 
  in 
  feet 
  

  

  over 
  weir, 
  in 
  cubic 
  

   feet 
  per 
  second, 
  for 
  

   heads 
  = 
  H 
  

  

  over 
  dam, 
  in 
  cubic 
  

   feet 
  per 
  second, 
  for 
  

   heads 
  = 
  h 
  

  

  Percentage 
  

   fere 
  nee 
  

   discharges 
  

  

  (1) 
  

  

  0.50 
  

  

  (2) 
  

  

  0.60 
  

  

  

  (3) 
  

  

  185 
  

  

  U) 
  

  

  135 
  

  

  (5) 
  

  

  —37.0 
  

  

  0.70 
  

  

  0.83 
  

  

  

  310 
  

  

  330 
  

  

  + 
  6.0 
  

  

  0.80 
  

  

  0.90 
  

  

  

  450 
  

  

  445 
  

  

  — 
  1.0 
  

  

  1.02 
  

  

  1.00 
  

  

  

  540 
  

  

  505 
  

  

  — 
  7.0 
  

  

  1.86 
  

  

  1.55 
  

  

  

  1 
  325 
  

  

  1 
  260 
  

  

  — 
  5.0 
  

  

  2.01 
  

  

  1.75 
  

  

  

  1 
  490 
  

  

  1 
  605 
  

  

  +10.0 
  

  

  2.42 
  

  

  2.00 
  

  

  

  1 
  965 
  

  

  2 
  100 
  

  

  + 
  7.0 
  

  

  2.65 
  

  

  2.50 
  

  

  

  2 
  250 
  

  

  3 
  230 
  

  

  +44.0 
  

  

  3.20 
  

  

  2.75 
  

  

  

  2 
  990 
  

  

  3 
  860 
  

  

  +29.0 
  

  

  3.78 
  

  

  3.00 
  

  

  

  3 
  840 
  

  

  4 
  554 
  

  

  +19.0 
  

  

  4.37 
  

  

  3.25 
  

  

  

  4 
  770 
  

  

  5 
  280 
  

  

  +11.0 
  

  

  4.65f 
  

  

  3.35f 
  

  

  

  5 
  240 
  

  

  5 
  590 
  

  

  + 
  7.0 
  

  

  In 
  order 
  to 
  correlate 
  the 
  measurements 
  at 
  the 
  Hydraulic 
  Power 
  

   Company's 
  dam 
  with 
  those 
  at 
  the 
  weir, 
  observations 
  were 
  taken 
  

   at 
  each 
  place 
  as 
  nearly 
  cotemporaneously 
  as 
  they 
  could 
  be 
  made 
  

   by 
  a 
  man 
  going 
  immediately 
  from 
  one 
  to 
  the 
  other. 
  The 
  fore- 
  

   going 
  tabulation 
  gives 
  some 
  of 
  the 
  heads 
  actually 
  observed 
  at 
  the 
  

   weir 
  and 
  dam, 
  together 
  with 
  the 
  discharge 
  over 
  the 
  weir 
  in 
  com- 
  

   parison 
  with 
  the 
  computed 
  discharge 
  over 
  the 
  dam, 
  and 
  the 
  per- 
  

   centage 
  difference. 
  

  

  The 
  crest 
  of 
  the 
  Mount 
  Morris 
  dam 
  was 
  quite 
  irregular, 
  and 
  in 
  

   order 
  to 
  apply 
  weir 
  formulas 
  an 
  accurate 
  profile 
  was 
  taken 
  and 
  

   the 
  crest 
  subdivided 
  into 
  a 
  number 
  of 
  approximately 
  level 
  sec- 
  

   tions 
  with 
  each 
  section 
  computed 
  separately, 
  advancing 
  by 
  0.1 
  foot 
  

   up 
  to 
  10 
  feet. 
  The 
  flow 
  over 
  the 
  entire 
  dam 
  was 
  obtained 
  by 
  

   adding 
  together 
  the 
  sums 
  of 
  the 
  several 
  sections 
  at 
  the 
  corres- 
  

   ponding 
  hights 
  and 
  tabulating 
  them. 
  A 
  gage 
  graduated 
  to 
  0.05 
  

   foot 
  was 
  erected 
  on 
  the 
  river 
  bridge 
  a 
  short 
  distance 
  away, 
  with 
  

   its 
  zero 
  level 
  coinciding 
  with 
  the 
  lowest 
  point 
  of 
  the 
  dam. 
  During 
  

   ordinary 
  stages 
  of 
  the 
  river, 
  readings 
  of 
  this 
  gage 
  were 
  taken 
  

   twice 
  each 
  day, 
  but 
  in 
  time 
  of 
  high 
  water, 
  in 
  order 
  to 
  obtain 
  the 
  

   movement 
  of 
  floods 
  as 
  accurately 
  as 
  possible, 
  readings 
  were 
  taken 
  

   several 
  times 
  a 
  day. 
  In 
  order 
  to 
  compute 
  the 
  flow 
  readily 
  a 
  

   curve 
  was 
  projected 
  from 
  which, 
  with 
  the 
  given 
  gage 
  hights, 
  the 
  

   flows 
  in 
  cubic 
  feet 
  per 
  second 
  could 
  be 
  read 
  off. 
  

  

  + 
  Approximate; 
  taken 
  from 
  curve. 
  

  

  