APPENDIX. 



A. QUANTITIES OF MATERIALS REQUIRED FOR CONCRETE PAVE- 

 MENTS. 



1 : U : 3 mix. 



(Cement 1. 91 bbls. 



Per cubic yard-! Fine aggregate 40 cu. yd. 



[Coarse aggregate. . . 81 cu. yd. 



Fine aggregate 0" to V 



Coarse aggregate. . {"toll 





Thicluiess. 



Area. 



Quantities per lineal foot.i 



Quantities per mile.i 



Width. 



Edge. 



Cen- 

 ter. 



Per 

 linear 

 foot. 



Per 

 mile. 



C 

 cr 



Cu 

 



on- 

 ete. 



.yds. 

 204 

 213 

 167 

 194 

 222 

 237 

 1,85 

 .216 

 .247 

 .361 

 .378 

 .296 

 346 

 395 

 .407 

 .426 

 .333 

 .389 

 .444 

 .453 

 .473 

 .432 

 .494 

 .555 



Ce- 

 ment. 



Fine 

 aggre- 

 gate. 



Coarse 

 aggre- 

 gate. 



Con- 

 crete. 



Ce- 

 ment. 



Fine ' 

 aggre- 

 gate. 



Coarse 

 aggre- 

 gate. 



Feet. 



9 



9 



9 



9 



9 



10 



10 



10 



10 



16 



16 



16 



16 



16 



18 



18 



18 



18 



18 



20 



20...... 



20 



20 



20 



In. 

 6 



7 

 6 



7 

 8 

 7 

 6 



8 

 6 

 7 

 6 



8 

 6 

 7 

 6 



7 

 8 

 6 



7 

 7 

 8 

 9 



In. 



28 

 28 



6 



7 

 8 

 8 

 6 



7 

 8 

 8 

 8 

 6 



8 

 8 

 8 

 6 



8 

 8 

 8 

 7 

 8 

 9 



Sq. yds. 

 1.000 

 1.000 

 1.000 

 1.000 

 1.000 

 1.111 

 1.111 

 1.111 

 1.111 

 1.777 

 1.777 

 1.777 

 1.777 

 1.777 

 2.000 

 2.000 

 2.000 

 2.000 

 2.000 

 2.222 

 2.222 

 2.222 

 2.222 

 2.222 



Sg. yds. 

 5,280 

 5,280 

 5,280 

 5,280 

 5,280 

 5,866 

 5,866 

 5,866 

 5,866 

 9,383 

 9,383 

 9,383 

 9,383 

 9,383 

 10,560 

 10,560 

 10,560 

 10,560 

 10,560 

 11,732 

 11,732 

 11,732 

 11,732 

 11,732 



Bbls. 



0.389 

 .407 

 .319 

 .371 

 .424 

 .453 

 .353 

 .413 

 .472 

 .690 

 .722 

 .565 

 .661 

 .754 

 .778 

 .814 

 .637 

 .743 

 .849 

 .865 

 .904 

 .825 

 .943 



1.061 



Cu.yds. 

 0.081 

 .0,85 

 .067 

 .078 

 .089 

 .095 

 .074 

 .086 

 .099 

 .144 

 .151 

 .118 

 .138 

 .158 

 .163 

 .170 

 .133 

 . 156 

 .178 

 .181 

 .189 

 .173 

 .198 

 .222 



Cu. yds. 

 0.i65 

 .172 

 .135 

 .157 

 .180 

 .192 

 .150 

 .175 

 .200 

 .292 

 .306 

 .240 

 .280 

 .320 

 .330 

 .345 

 .270 

 .315 

 .360 

 .367 

 .383 

 .350 

 .400 

 .450 



Cu. yds. 

 1,077 

 1,124 



8S1 

 1,024 

 1,172 

 1,251 



977 

 1,141 

 1,304 

 1,905 

 1,997 

 1,563 

 1,827 

 2,086 

 2,149 

 2,249 

 1,758 

 2,053 

 2,344 

 2,392 

 2,498 

 2, 281 

 2,608 

 2,930 



BUS. 



2,057 

 2,147 

 1,683 

 1,956 

 2,238 

 2,389 

 1,867 

 2,179 

 2,490 

 3, 640 

 3,814 

 2,985 

 3,489 

 3,984 

 4,105 

 4,295 

 3,358 

 3,921 

 4,477 

 4,569 

 4,771 

 4,357 

 4,981 

 5,596 



Cu. yds. 

 431 

 450 

 352 

 410 

 469 

 500 

 391 

 456 

 521 

 762 

 799 

 625 

 730 

 834 

 860 

 900 

 703 

 821 

 938 

 957 

 999 

 912 

 1,043 

 1,172 



Cu. yds. 



872 



910 



713 



829 



949 



1,013 



792 



924 



1,056 



1,544 



1,617 



1,267 



1,480 



1,689 



1,741 



1,822 



1,424 



l,6a3 



1,898 



1,938 



2,023 



1,848 



2,112 



2,373 



1:2:3 mix. 



[Cement 1.74bbls 



Per cubic yard<Fine aggregate 49 cu. yd. 



ICoarse aggregate, . . 74 cu. yd. 



Fine aggregate 0" to J' 



Coarse aggregate.. J" to 2" 



9. 

 9, 

 9, 

 9, 

 9 

 10 

 10 

 10 

 10 

 16 

 16 

 16 

 16 

 16 

 IS 

 IS 

 18 

 18 

 18 

 20 

 20 

 20 

 20 

 20 



1.000 

 1.000 

 1.000 

 1.000 

 1.000 



1.111 

 1.111 

 1.111 

 1.111 



1.777 

 1.777 

 1.777 

 1.777 

 1.777 

 2.000 

 2.000 

 2.000 

 2.000 

 2. 000 

 2.222 

 2.222 

 2.222 

 2. 222 

 2! 222 



5,280 

 5, 280 

 5,280 

 5,280 

 5,280 

 5,866 

 5,866 

 5,866 

 5,866 

 9,383 

 9,383 

 9,383 

 9,383 

 9,383 

 10, 560 

 10,560 

 10,560 

 10,560 

 10, 560 

 11,732 

 11,732 

 11,732 

 11,732 

 11, 732 



0.204 

 .213 

 ,167 

 .194 

 .222 

 .237 

 .185 

 .216 

 .247 

 .361 

 .378 

 .296 

 .346 

 .395 

 .407 

 .426 

 .333 

 .389 

 .444 

 . 453 

 .473 

 .432 

 .494 

 .555 



0.355 

 .370 

 .290 



.338 

 .387 

 .412 

 .322 

 .376 

 .430 

 ,628 

 ,658 

 ,516 

 ,602 

 .687 

 .709 

 .741 

 .580 

 ,677 

 ,773 

 .788 

 ,823 

 .752 

 ,859 

 ,967 



0.100 

 ,104 

 .082 

 ,095 

 ,109 

 ,116 

 .091 

 .106 

 ,121 

 ,177 

 ,1S5 

 .145 

 .169 

 .194 

 .200 

 ,209 

 .163 

 .191 

 .218 

 .222 

 .232 

 . 212 

 !242 

 .272 



0.151 



.158 

 .123 

 .144 

 .164 

 .175 

 .137 

 .160 

 .183 

 .267 

 ,280 

 .219 

 .256 

 .292 

 .301 

 .315 

 .247 

 .288 

 .329 

 .335 

 .350 

 .320 

 .365 

 .411 



1,077 

 1,124 



881 

 1,024 

 1,172 

 1, 251 



977 

 1,141 

 1,304 

 1,906 

 1,997 

 1,563 

 1, 827 

 2,088 

 2,149 

 2,249 

 1,758 

 2,053 

 2,344 

 2,392 

 2,498 

 2,281 

 2, 60S 

 2,930 



1,874 

 1,956 

 1,533 

 1,782 

 2,039 

 2,177 

 1,700 

 1,985 

 2,269 

 3,316 

 3,475 

 2,720 

 3,179 

 3,629 

 3,739 

 3,913 

 3, 059 

 3,572 

 4,078 

 4,162 

 4,346 

 3,969 

 4,537 

 5, 098 



528 



551 



431 



502 



574 



613 



479 



559 



639 



934 



979 



766 



895 



1,022 



1,053 



1,102 



861 



1,006 



1,148 



1,172 



1,224 



1,118 



1,278 



1,436 



797 



832 



652 



758 



867 



926 



723 



844 



955 



1,410 



1,478 



1, 157 



1,352 



1,544 



1, 590 



1,664 



1,301 



1, 519 



1,735 



1,770 



1, 849 



1,688 



1,930 



2,108 



1 Quantities given are tlie theoretical quantities required. In actual practice an allowance must be made 

 for loss in handling. 



2 For pavement on one side of center line, one-way crown. 



61 



