Appendix 3A Water Demand Projections

Transcription

1 Appendix 3A Water Demand Projections

2 213 Water and Wastewater Master Plan Water Demand Summary GRAND TOTAL MAXIMUM DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E..... Peel TOTAL , , Peel Total including York , , , , West TOTAL Central TOTAL East TOTAL Bolton TOTAL York TOTAL (Agreement) Lorne Park WTP DEMAND Lorne Park WTP CAPACITY Lakeview WTP DEMAND Lakeview WTP CAPACITY Page 1 of

3 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan Average Day Demand (L/cap.d) WATER DEMAND CALCULATIONS FOR RESIDENTIAL POPULATION RESIDENTIAL POPULATION Maximum Day Factor Peak Hour Factor 28 L/cap.d RESIDENTIAL POPULATION PRESSURE ZONE W 3,731 3,817 3,938 31,129 31,37 31,437 31,581 31,726 31,873 32,18 32,164 32,325 32,487 32,649 32,811 32,973 33,135 33,298 33,46 33,622 33,798 1C 42,628 42,811 43,4 43,396 43,741 44,25 44,462 44,892 45,329 45,764 46,196 47,87 49,545 51,221 52,896 54,572 56,247 57,923 59,598 61,274 62,932 2W 51,146 5,991 5,831 5,691 5,549 5,41 5,346 5,288 5,224 5,162 5,1 5,123 5,146 5,169 5,191 5,214 5,237 5,259 5,282 5,35 5,323 2C 111,11 11,927 11,761 11, ,44 112, , , , , , , ,39 118, ,632 12, , , ,28 125, ,541 3W 78,783 78,712 78,678 79,71 79,429 79,679 8,25 8,377 8,726 81,78 81,424 81,885 82,346 82,87 83,268 83,729 84,19 84,651 85,112 85,572 86,6 3C 114, , ,276 12,79 123,7 124, ,88 127, ,853 13, , , , , , ,17 136, , , ,523 14,368 4W 176, , , , , , ,579 19, ,1 193,11 194, , , , , ,439 2,45 21,363 22,288 23,177 24,51 4C 78,524 79,155 79,893 8,412 8,91 81,281 81,553 81,823 82,92 82,366 82,636 82,828 83,19 83,21 83,41 83,592 83,784 83,975 84,166 84,357 84,543 4E 42,935 44,815 46,142 47,481 48,714 49,664 5,528 51,292 51,941 52,535 53,11 53,587 54,75 54,563 54,973 55,332 55,73 56,58 56,382 56,651 56,957 5W 98,572 12,237 15,56 18,437 11, ,91 115, , , , , , , , ,775 13, , , , , 135,924 5C 14,778 14,749 14, , , ,71 147, ,12 15,78 152, , ,16 157, , , , , ,66 168, ,93 173,78 5E 5,78 52,667 55,99 57,33 59,28 6,648 62,948 64,99 67,612 7,34 72,434 74,266 76,15 77,937 79,439 8,95 82,356 83,693 84,89 85,974 86,99 6W 1,545 13,572 16,348 19, , , , , , , ,45 135, , , , , , , , , ,12 6C 125, ,323 13,18 132,75 135, , ,25 143, ,72 146, ,14 149,438 15,63 151, , , , , , , ,9 6E 1,14 1,18 1,23 1,3 1,4 1,49 1,65 1,8 1,91 1,13 1,116 1,475 1,833 2,197 2,549 2,99 3,262 3,624 3,98 4,339 4,696 6B 27,97 28,137 28,37 28,475 28,645 28,812 28,979 29,149 29,317 29,485 29,653 29,695 29,739 29,78 29,822 29,866 29,97 29,95 29,991 3,35 3,76 7W ,22 2,83 2,83 3,429 3,96 4,434 4,889 5,327 5,763 6,187 6,599 7,1 7,45 7,772 8,11 8,39 8,659 7C 11,45 12,115 12,774 13,421 14,1 14,776 15,434 16,87 16,746 17,391 18,59 18,83 18,12 18,154 18,197 18,232 18,26 18,314 18,354 18,374 18,417 7E 8E Non-Lake-Based 34,46 35,252 36,469 37,687 38,93 4,139 41,639 43,153 44,633 46,126 47,616 49,434 51,248 53,58 54,868 56,677 58,47 6,294 62,78 63,894 65,69 Total 1,317,888 1,337,149 1,357,363 1,379,948 1,42,564 1,423,766 1,445,245 1,464,53 1,482,922 1,5,352 1,519,253 1,536,127 1,554,474 1,572,792 1,59,978 1,68,896 1,626,761 1,644,88 1,66,428 1,675,832 1,692,7 Total Lake-Based 1,283,842 1,31,896 1,32,894 1,342,261 1,363,661 1,383,627 1,43,65 1,421,35 1,438,289 1,454,226 1,471,637 1,486,693 1,53,226 1,519,734 1,536,111 1,552,22 1,568,291 1,583,794 1,598,35 1,611,938 1,627,1 AVERAGE DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL water demand is from the Starting Point Method Page 1 of 6

4 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan MAXIMUM DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL PEAK HOUR DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL ,9.88 1, , , , , , , , , Page 2 of 6

5 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan WATER DEMAND CALCULATIONS FOR EMPLOYMENT FORCE EMPLOYMENT FORCE Average Day Demand (L/cap.d) Maximum Day Factor Peak Hour Factor 28 L/cap.d EMPLOYMENT FORCE PRESSURE ZONE W 11,556 11,838 12,134 12,398 12,668 13,34 13,154 13,278 13,398 13,518 13,64 14,36 14,432 14,828 15,224 15,62 16,16 16,412 16,88 17,24 17,62 1C 13,387 13,452 13,536 13,659 13,783 13,89 14,36 14,183 14,323 14,474 14,614 15,97 15,581 16,65 16,549 17,33 17,517 18,1 18,485 18,969 19,462 2W 12,272 12,427 12,449 12,479 12,675 12,686 12,73 12,72 12,735 12,748 12,769 12,781 12,792 12,83 12,814 12,825 12,836 12,848 12,859 12,87 12,887 2C 33,177 33,163 33,171 33,634 33,711 33,88 34,3 34,199 34,394 34,591 34,788 34,854 34,921 34,987 35,53 35,119 35,185 35,251 35,317 35,384 35,41 3W 24,39 24,36 24,668 24,883 25,355 25,641 25,741 25,844 25,942 26,45 26,146 26,244 26,343 26,441 26,54 26,638 26,737 26,835 26,934 27,32 27,124 3C 12, ,54 124,14 127, ,54 132, ,2 137,25 139,43 141,68 143,84 145,71 147, , ,39 153, , ,8 158,977 16, ,317 4W 68,49 7,939 73,694 77,544 8,717 82,166 83,551 84,918 85,91 87,127 87,971 88,489 89,299 9,119 9,578 91,412 92,242 92,739 93,577 94,418 94,353 4C 169, , , ,57 176, , , , , ,894 18,294 18,496 18,681 18, ,6 181, , , , , ,82 4E 24,54 25,173 26,548 27,978 29,522 3,612 31,431 31,597 32,14 32,313 32,352 32,43 32,78 32,857 33,87 33,352 33,473 33,59 33,668 33,792 34,299 5W 17,836 19,76 2,158 21,71 23,145 28,545 3,768 32,371 33,878 34,927 35,924 36,443 36,8 37,273 37,671 38,169 38,599 39,46 39,827 4,211 4,844 5C 86,872 87,53 89,15 91,245 95,393 97,45 99,519 1,775 12,188 13,182 15,2 16,611 17,949 19,556 11,66 112, , , , ,81 119,221 5E 25,164 25,91 27,86 28,573 3,239 3,888 34,898 37,822 4,572 41,656 42,54 43,278 43,665 44,9 44,259 44,543 45,47 45,384 45,86 46,12 46,489 6W 13,757 14,819 15,772 17,4 18,185 19,186 19,728 21,715 23,558 25,24 26,497 28,681 3,686 32,619 35,4 36,798 39,12 41,78 43,142 45,228 46,744 6C 14,717 15,52 16,396 17,894 19,167 19,975 2,323 2,864 21,26 21,84 22,91 22,335 22,423 22,563 22,627 22,91 23,29 23,116 23,237 23,37 23,724 6E 2,39 2,72 2,896 2,948 3,486 4,584 5,14 5,442 5,868 6,31 6,734 7,6 7,375 7,676 7,967 8,23 8,48 8,717 8,797 8,915 9,62 6B 15,159 15,597 16,37 16,478 16,916 17,357 17,795 18,234 18,674 19,114 19,555 19,6 19,645 19,69 19,734 19,78 19,825 19,87 19,915 19,96 2,4 7W ,29 1,436 1,599 1,78 1,955 2,32 2,623 2,928 7C 3,621 4,96 4,697 5,34 5,97 6,434 6,914 7,42 7,881 8,359 8,832 8,91 8,95 8,97 8,914 8,924 8,943 8,963 9,11 9,49 9,15 7E 8E Non-Lake-Based 34,46 35,252 36,469 37,687 38,93 4,139 41,639 43,153 44,633 46,126 47,616 49,434 51,248 53,58 54,868 56,677 58,47 6,294 62,78 63,894 65,69 Total 691,153 74,77 721,48 743,87 765, ,66 84,772 82,88 836,47 849, , , , ,849 95, , , ,59 949, ,92 97,12 Total Lake-Based 657,17 668, ,12 75,4 726, , , , ,837 83, , , ,78 841,791 85,65 859, ,82 878, , ,8 94,412 AVERAGE DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL Page 3 of 6

6 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan MAXIMUM DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL PEAK HOUR DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL Page 4 of 6

7 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan WATER DEMAND CALCULATIONS FOR TOTAL EQUIVALENT POPULATION TOTAL RESIDENTIAL POPULATION AND EMPLOYMENT FORCE PRESSURE ZONE W 42,287 42,655 43,71 43,528 43,975 44,47 44,735 45,4 45,271 45,536 45,84 46,361 46,919 47,477 48,35 48,593 49,151 49,79 5,267 5,825 51,418 1C 56,15 56,262 56,576 57,55 57,524 57,915 58,498 59,75 59,652 6,238 6,81 62,967 65,126 67,286 69,445 71,65 73,764 75,924 78,83 8,243 82,395 2W 63,417 63,417 63,28 63,17 63,224 63,96 63,5 63,8 62,958 62,91 62,868 62,94 62,938 62,972 63,5 63,39 63,73 63,17 63,141 63,174 63,21 2C 144, ,9 143, , , , , , , ,14 149, ,2 152,23 153, , , , , ,597 16, ,951 3W 12,822 13,72 13,346 13,954 14,784 15,32 15,766 16,221 16,668 17,122 17,57 18,129 18,688 19,248 19,87 11,367 11, , ,45 112,65 113,13 3C 235, , ,29 247, , ,184 26, ,57 268, , , , , , , , , , ,646 3,396 32,685 4W 245,276 25, , ,66 267,38 27, ,13 275, ,912 28, , , , , ,45 29, , ,13 295, , ,43 4C 248,464 25,29 252, , ,13 258, ,811 26, , , , , , ,85 264, , ,39 265, , , ,362 4E 66,989 69,988 72,69 75,459 78,235 8,276 81,959 82,889 84,45 84,847 85,462 86,17 86,855 87,42 88,61 88,684 89,176 89,648 9,5 9,443 91,255 5W 116,48 121, ,664 13, , , ,421 15, , , ,743 16, , ,62 166, ,318 17, , , , ,768 5C 227, , , , , , ,5 249, , ,624 26, , , , ,38 275, , , , , ,929 5E 75,943 78,577 82,185 85,876 89,446 91,536 97,846 12,73 18, ,69 114, , ,77 121, , , ,43 129,77 13, ,94 133,399 6W 114,32 118, , ,22 131,39 136, ,84 146,291 15, , , , , ,25 18, ,14 192, ,696 22,911 27,78 211,756 6C 139, , ,53 15, , ,63 161, , , ,491 17, , ,54 174,51 175, , , , ,97 18, ,814 6E 3,323 3,737 3,919 3,978 4,526 5,634 6,79 6,522 6,958 7,44 7,85 8,535 9,28 9,873 1,516 11,14 11,742 12,341 12,777 13,254 13,758 6B 43,129 43,734 44,344 44,952 45,56 46,168 46,774 47,383 47,991 48,599 49,28 49,295 49,383 49,469 49,556 49,646 49,732 49,82 49,95 49,994 5,8 7W ,324 2,291 3,96 3,798 4,386 4,917 5,391 5,973 6,597 7,216 8,35 8,68 9,185 9,728 1,43 11,13 11,586 7C 15,7 16,211 17,471 18,725 2,7 21,21 22,348 23,489 24,628 25,749 26,891 26,984 27,24 27,61 27,111 27,156 27,23 27,277 27,365 27,423 27,522 7E 8E Non-Lake-Based 68,92 7,55 72,937 75,375 77,87 8,278 83,279 86,35 89,266 92,251 95,233 98,869 12,495 16,116 19, , ,939 12, , , ,38 Total 2,9,4 2,41,226 2,78,843 2,123,35 2,168,55 2,21,833 2,25,17 2,285,311 2,319,392 2,349,896 2,381,122 2,49,244 2,438,429 2,467,641 2,496,45 2,525,26 2,554,313 2,582,597 2,69,651 2,635,733 2,662,82 Total Lake-Based 1,94,948 1,97,721 2,5,96 2,47,66 2,9,248 2,13,554 2,166,738 2,199,6 2,23,126 2,257,645 2,285,89 2,31,375 2,335,933 2,361,525 2,386,715 2,411,96 2,437,373 2,462,9 2,485,496 2,57,946 2,531,422 AVERAGE DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL Page 5 of 6

8 SHEET 13 WATER DEMAND calculations from population and employment forecasts 213 Water & Wastewater Master Plan PEAK HOUR DEMAND MAXIMUM DAY DEMAND PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL ,4.3 1,17.9 1,29.9 1, , , ,8.5 1,91.7 1, , YORK REGION PRESSURE ZONE W C W C W C W C E W C E W C E B W C E E TOTAL 1, , , , , , , , , , , , ,6.94 1, , , , , , , , YORK MDD Page 6 of 6

9 Appendix 3B Historical Water Flows

10 Region of Peel Water Treatment Plants Monthly Treated Volumes Monthly Volumes Flows for Lakeview Water Treatment Plant January 6,496 8,216 7,923 7,95 8,491 9,456 9,342 8,98 9,428 February 5,827 6,988 7,446 7,254 8,211 8,574 8,757 7,719 9,138 March 6,476 8,153 7,814 8,192 8,653 9,417 9,132 8,635 1,276 April 6,861 7,464 7,94 8,528 8,547 8,823 8,313 8,439 1,11 May 8,89 1,27 8,699 9,835 12,16 9,313 9,753 9,912 12,119 June 9,164 1,165 9,48 1,378 11,9 1,741 11,142 12,966 13,35 July 1,116 12,313 9,918 11,836 13,531 12,157 11,737 13,541 13,454 August 1,781 1,298 9,823 12,258 13,23 11,1 11,478 11,949 13,827 September 8,916 8,86 8,721 1,461 11,671 11,95 1,881 1,657 11,473 October 7,617 8,215 8,18 8,656 9,682 9,91 9,754 9,486 11,416 November 7,664 7,929 7,837 8,11 9,118 9,243 8,851 8,814 1,597 December 8,93 8,1 7,657 8,48 9,18 9,212 9,276 9,55 1,287 Year Totals 96,82 16,639 1,97 111,93 123,44 119,33 118,416 12, ,376 Flows for Lorne Park Water Treatment Plant January 4,93 4,479 4,693 4,75 4,847 4,39 4,585 4,883 5,573 February 4,5 4,423 4,514 4,4 4,226 3,966 4,639 5,42 4,622 March 5,159 4,97 4,695 4,668 4,548 4,419 4,887 5,568 4,898 April 4,99 4,892 4,658 3,938 5,167 4,637 5,63 5,447 5,342 May 5,338 5,674 5,32 4,97 2,574 5,344 5,61 6,33 5,381 June 5,744 5,848 5,274 5,35 5,55 5,663 5,684 7,659 6,356 July 6,211 6,446 5,897 5,791 6,475 6,369 6,78 7,66 6,347 August 6,427 5,378 5,769 6,7 6,436 5,94 5,95 6,28 6,186 September 6,16 5,934 5,543 5,255 5,973 5,416 5,855 5,526 5,358 October 5,593 4,962 5,399 5,19 4,636 4,65 5,347 5,431 4,767 November 4,384 4,123 5,132 4,676 4,721 4,25 4,648 5,332 4,35 December 4,295 4,649 5,144 4,823 4,495 4,593 4,512 5,495 5,483 Year Totals 63,479 61,715 62,17 59,24 59,151 59,59 62,264 69,51 64,663 Total Water Flows January 11,399 12,695 12,615 12,7 13,338 13,765 13,927 13,863 15,1 February 1,327 11,411 11,959 11,294 12,436 12,54 13,395 12,761 13,76 March 11,635 13,6 12,59 12,86 13,21 13,836 14,19 14,23 15,174 April 11,77 12,356 12,561 12,466 13,714 13,46 13,376 13,887 15,353 May 14,147 15,71 14,1 14,85 14,679 14,657 14,814 15,945 17,51 June 14,98 16,13 14,322 15,413 16,145 16,43 16,826 2,625 19,76 July 16,327 18,759 15,815 17,626 2,6 18,526 17,815 2,67 19,81 August 17,28 15,676 15,592 18,328 19,666 17,41 17,383 17,977 2,13 September 14,932 14,794 14,264 15,715 17,644 16,512 16,736 16,183 16,831 October 13,21 13,177 13,579 13,846 14,318 14,56 15,11 14,917 16,182 November 12,48 12,52 12,968 12,777 13,84 13,493 13,499 14,145 14,947 December 12,388 12,659 12,81 13,32 13,63 13,84 13,788 14,55 15,77 Year Totals 16, , , , , ,542 18,68 189,662 2,39 Report Lakeview Lorne Park Monthly Volumes Treated 1 of 4

11 Region of Peel Water Treatment Plants Monthly Treated Volumes Monthly Volumes Flows for Lakeview Water Treatment Plant Conv. ML OBM ML Total Plant Conv. OBM Total Plant Conv. OBM Total Plant Max Day January February March April May June July August September October November December 1,484 1,484 7,755 2,784 1, ,364 4,248 11, ,878 9,878 6,825 3,49 1, ,743 4,884 1, ,778 1,778 6,653 3,792 1, ,98 4,98 1, ,37 1,37 7,6 3,541 1, ,869 6,22 1, ,628 11,628 5,555 7,69 12, ,17 7,362 12, ,425 13,425 5,962 7,144 13,16.1 8,415 5,91 13, ,92 4,662 14, ,264 7,653 13, ,411 5,385 13, ,732 4,786 14, ,357 8,265 13, ,377 4,976 13, ,264 4,5 12, ,246 8,124 12,37.6 7,373 4,84 12, ,312 3,847 11, ,775 7,3 12,75.4 4,563 4,21 8, ,768 3,52 8, ,145 3,88 1, ,122 4,655 8, ,444 2,473 8, ,594 3,52 11, ,525 2,98 8, Year Totals 113,984 23, ,33 76,138 65, ,8 76,84 58, , Flows for Lorne Park Water Treatment Plant Conv. Total Plant Conv. Total Plant Conv. Total Plant Max Day January February March April May June July August September October November December 5,94 5,94 6,479 6, ,267 5, ,27 5,27 6,37 6,37.2 4,74 4, ,29 5,29 5,663 5,663. 5,663 5, ,493 5,493 5,57 5,57.3 4,884 4, ,89 5,89 5,957 5, ,564 5, ,958 6,958 5,52 5, ,685 5, ,924 6,924 6,158 6, ,664 5, ,778 7,778 5,563 5, ,467 5, ,414 7,414 5,956 5, ,395 5, ,827 6,827 6,733 6, ,897 5, ,813 6,813 5,36 5,36.4 4,856 4, ,313 6,313 5,215 5, ,232 5, Year Totals 76,587 76,587 7,148 7,148 64,278 64, Total Water Flows Conv. ADV Treatment Total Plant Conv. ADV Treatment Total Plant Conv. ADV Treatment Total Plant Comb. Max Day January February March April May June July August September October November December 16,424 16,424 14,234 2,784 17, ,631 4,248 16, ,96 14,96 12,862 3,49 16, ,447 4,884 15, ,68 16,68 12,316 3,792 16, ,571 4,98 16, ,862 15,862 12,513 3,541 16,53.6 9,753 6,22 15, ,437 17,437 11,512 7,69 18,58.9 1,734 7,362 18,96. 2,383 2,383 11,481 7,144 18, ,1 5,91 19, ,827 4,662 21,488 12,422 7,653 2, ,75 5,385 19, ,51 4,786 22,295 1,92 8,265 19, ,844 4,976 18, ,678 4,5 2,179 1,23 8,124 18, ,768 4,84 17,68. 14,139 3,847 17,986 11,58 7,3 18,88.6 1,46 4,21 14,67. 12,581 3,52 15,633 12,56 3,88 16, ,978 4,655 13, ,757 2,473 15,229 13,89 3,52 16, ,757 2,98 13,855. Year Totals 19,571 23, , ,286 65, , ,118 58, , Report Lakeview Lorne Park Monthly Volumes Treated 2 of 4

12 Region of Peel Water Treatment Plants Monthly Treated Volumes Monthly Volumes Flows for Lakeview Water Treatment Plant Conv. OBM Total Plant Max Day Conv. OBM Total Plant Max Day January February March April May June July August September October November December Year Totals 9,28 9,27.8 3, ,8 2,417 9, , ,897 4,29 1, , ,673 2,856 11, , ,785 3,463 14, , ,816 3,192 13, , ,91 4,897 14, , ,58 5,239 14, , ,561 4,229 12, , ,362 3,497 11, , ,924 2,97 11,21. 4, ,347 3,279 11, , ,789 39, ,983 52, Flows for Lorne Park Water Treatment Plant Conv. Total Plant Max Day Conv. MUG Total Plant Max Day January February March April May June July August September October November December Year Totals 5,147 5,147 4, , ,432 4,432 3, , ,893 4,893 4, , ,774 4, , , ,887 4, , , ,887 4, , , , ,466 5, , , , ,8 5, , , , ,189 5,189 2, ,38.5 5, ,891 4,891 1, ,26.6 5,18. 4,493 4,493 1, ,82. 4, ,121 4,121 1, , , ,978 58,978 42, , , Total Water Flows Conv. ADV Treatment Total Plant Comb. Max Day Conv. ADV Treatment Total Plant Comb. Max Day January February March April May June July August September October November December Year Totals 14,355 14,355 8, , , ,232 2,417 13,648 7, , , ,79 4,29 15,818 8,23.8 7, , ,447 2,856 16,33 7, , , ,672 3,463 19, , ,6.1 16, ,73 3,192 17, , , , ,376 4,897 2, , ,77. 24, ,38 5,239 2, , ,86.4 2, ,749 4,229 17,978 6, , , ,253 3,497 16,75 6, , , ,416 2,97 15,514 6,54.6 8, , ,467 3,279 15,746 6, , , ,767 39,194 23,961 94, , , Report Lakeview Lorne Park Monthly Volumes Treated 3 of 4

13 Region of Peel Water Treatment Plants Monthly Treated Volumes Monthly Volumes Flows for Lakeview Water Treatment Plant Conv. OBM Total Plant Max Day Conv. OBM Total Plant Max Day January February March April May June July August September October November December Year Totals Flows for Lorne Park Water Treatment Plant 4,36.7 6, , ,58 7,65 12, ,72.1 5, , ,92 5,49 1, ,499. 6, , ,555 6, , , ,54.9 5,377 6, , , , ,286 7, , , , ,845 7, , , , ,36 9, , ,63. 14, ,781 9, ,2.1 7, , ,985 8, , , , ,438 8, , ,18. 11, ,318 6, , ,36.9 1, ,968 6, , , ,746 63,548 88, Conv. MUG Total Plant Max Day Conv. MUG Total Plant Max Day January February March April May June July August September October November December Year Totals Total Water Flows 1, ,51.2 4, ,16 3,433 5, , ,67.3 4, ,891 3,125 5,16.6 2,27.4 3,129. 5, ,198 3,453 5,65.6 1, , , ,951 3,483 5, ,55.9 3, , ,27 4,6 6, , ,59. 6, ,68 3,858 5, , , , ,69 4,376 6, , , , ,118 4,46 6, ,778. 4,353. 6, ,888 4,5 5, , ,8.8 5, ,185 3,389 5, ,913. 3, , ,959 3,438 5, ,88.6 3, , ,983 6, , ,73.6 7, ,425 47,54 69, Conv. ADV Treatment Total Plant Comb. Max Day Conv. ADV Treatment Total Plant Comb. Max Day January February March April May June July August September October November December Year Totals 6, , , ,74 1,498 17, , , ,89.4 6,794 8,534 15, , , , ,753 9,73 17, , , , ,328 9,898 17, , , ,65.6 8,313 11,123 19, , , , ,913 11,436 19, , , , ,15 13,686 21, , , , ,899 13,996 21, , , , ,873 12,575 19, , , , ,623 11,56 18, , , , ,277 1,365 16, ,27.8 9, , ,22 12,569 17, , , , , , , Report Lakeview Lorne Park Monthly Volumes Treated 4 of 4

14 Region of Peel York Water Transfer Volumes Total Monthly Volume of Drinking Water To York 25 to Megaliters Average Daily Drinking Water Flow To York 25 to ML per day Total Monthly Volume of Drinking Water To York Megaliters Jan- Feb- Mar- Apr- May- Jun- Jul-1 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-11 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-12 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-13 Aug- Sep- Oct- Nov- Dec Average Daily Drinking Water Flow To York ML per day Jan- Feb- Mar- Apr- May- Jun- Jul-1 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-11 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-12 Aug- Sep- Oct- Nov- Dec- Jan- Feb- Mar- Apr- May- Jun- Jul-13 Aug- Sep- Oct- Nov- Dec Charts

15 Region of Peel York Water Transfer Volumes Month Total Monthly Volume Ave Daily Flow (MLD) Max Day Commitment (MLD) Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Data Summary 1 of 2

16 Region of Peel York Water Transfer Volumes Month Total Monthly Volume Ave Daily Flow (MLD) Max Day Commitment (MLD) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Data Summary 2 of 2

17 Appendix 3C Water Design Criteria and Starting Point Methodology

18 AECOM 15 Commerce Valley Drive West, Floor tel Markham, ON, Canada L3T 7W fax Technical Memorandum To Martin Pendlebury, Kolsoom Motamedi (Region of Peel) Page 1 of 1 CC Subject From Chris Hamel (AECOM) Water Design Criteria and Starting Point Review Miriam Polga Date December 5, 211 Project Number This technical memorandum provides a review of the Region s existing water design criteria to determine the criteria to be used in the 212 Peel Region Water and Wastewater Master Plan. In addition, the document provides an overview of the methodology for determining future water demand projections. This technical memorandum is structured as follows: 1. Introduction 2. Existing Water Design Criteria 3. Historical Demand Analysis 4. Starting Point Methodology 5. Summary and Recommendations The goals of this review include: Determine if the existing water design criteria is appropriate for the long term planning and design of the Region s water system Identify any considerations or changes needed moving forward 1. Introduction The Region of Peel has engaged AECOM to update the Water and Wastewater Master Plan. As part of this project, AECOM undertook a review of the water design criteria, the derivation of the starting point to represent historical consumption, and a sensitivity analysis on future demand projections. This review is common practice within a Master Plan study and ensures that the projected water demands are not only accurate but also reflect new trends to support decision making for the sizing and timing of future infrastructure including pipes and facilities. 2. Existing Water Design Criteria Table 1 shows the current water design criteria used at a master planning level within the Region of Peel. M Final Wdc Review Peel -Final

19 Page 2 Memorandum December 5, 211 Table 1 Existing Water Design Criteria Used within the Peel Region Type Average Day Demand Max Day Peaking Factor Residential 28 L/cap/d 2. Employment 28 L/emp/d 1.4 Historical data demonstrates that average day flows equated to 28 L/cap/d for residential and 417 L/cap/d for equivalent Industrial / Commercial / Institutional (ICI) population. The equivalent area-based ICI consumption equates to approximately 13,5 L/ha/d. The combined maximum day peaking factor was calculated at 1.54, based on historical max day versus average day plant production data. Based on the format of planning projections received from the Region of Peel, it is considered appropriate to utilize the employment (ICI) design criteria as a function of employees. Based on employment land criteria for lot coverage and employee density, it was determined using an employment density of 48 employees/ha, that the employment consumption rate equates to 28 L/emp/d. New development can often generate higher water requirements, for uses such as new sod watering and due to changes in resident demographics and water use patterns. In the previous Master Plan Update, potential short term water demand criteria for new development was identified and is summarized in Table 2. The higher peaking factor used for new ICI development makes the max day demand criteria for ICI comparable to the historical max day flows for ICI. Table 2 Potential Short Term Water Demand Criteria for New Development Type Average Day Demand Max Day Peaking Factor Residential 49 L/cap/d 2. ICI 9,123 L/ha/d 2. This short term water demand criteria was utilized for isolated analyses such as the Northwest Brampton analysis. Nevertheless, over the long term, it would be inappropriate to use this elevated value considering that the water use is lower once residents are established in their home and don t have higher requirements and it is also estimated that water use would ultimately be decrease through water conservation programs and other factors attributed to declining rates of consumption. As such, for the purposes of projecting long term water requirements in the Master Plan, the water demand criteria in Table 1 will continue to be utilized. 2.1 Design Criteria for System Components and Operation The following sections describe the existing design criteria for the water system s components and operation, including pumping, storage, transmission, distribution and treatment capacity Pumping Capacity Pumping stations are rated on their firm capacity to supply water. In the Peel system, the traditional approach has been to establish firm capacity based on the largest pump out of service between the M Final Wdc Review Peel -Final

20 Page 3 Memorandum December 5, 211 stations servicing the east and west sub-zones given that, typically, multiple stations supply each pressure zone. However, based on system performance and recent facility implementation requirements, it is recommended that the traditional pumping station firm capacity with the largest pump out of service for each pumping station be utilized. For each pressure zone, the east and west trunk pumping stations must provide local peak hour demands in the immediate serviced zone and have sufficient capacity to transfer maximum day demands for the subsequent zones to the north Storage Capacity In Peel, reservoir storage capacity at each pumping station is based on typical MOE criteria and fire underwriter s survey criteria as identified. Equalization storage at 25% of the maximum day demand for the lower pressure zone at the reservoir s Hydraulic Grade Line (HGL) Fire storage in accordance with the Standard of Municipal Fire Protection of the Canada Underwriters Association. Typically 33 L/s for 4 hours in each zone Emergency storage at 25% of the equalization plus fire storage for the lower pressure zone at the reservoir s HGL. However, as outlined in the previous Master Plan Update, given that the existing Peel system typically operates under pumped supply, the reservoirs do not typically supply the pressure zone at the reservoir s HGL, but do however float the lower zone and control the system s operating pressure. As such, the typical storage capacity criteria is also cross-referenced against storage volumes required for the pressure zones supplied by pumping from the given facility. The northern pressure zones in the Peel system operate under slightly different circumstances, as there is no floating storage to support meeting the current system demands. Therefore the previous Master Plan Update provided for an additional 5% of the average day demand over and above the standard calculation within the emergency storage for the pumped zone. The additional equalization storage was identified for the Alloa and North Brampton facilities since there was no floating Zone 6 storage identified. In the last Master Plan Update, it was noted through operating records, that it has been difficult to maintain reservoir levels and maintain typical operating procedures, particularly in the northern zones. This may be a result of insufficient storage volume or delayed implementation of system upgrades (including new facilities and capacity upgrades). Following on from these recommendations and based on the previous Master Plan Update, it was recommended that floating storage meeting MOE guidelines be provided for Zones 6 and Capacity The trunk capacities are required to convey the total pumping capacity requirements of the receiving pumping station to the north. As noted, this capacity is based on the component of the peak hour demand for the local zone and the maximum day demand requirements for each subsequent zone to the north. M Final Wdc Review Peel -Final

21 Page 4 Memorandum December 5, 211 Theoretical capacities have been approximated using capacity calculations with a reasonable allowable head loss. For larger s, a factor of 1.5 m/km of headloss has been typically used. Further refinement of capacities was undertaken using the existing Peel hydraulic model. Additional criteria developed with Peel staff and utilized to establish existing and future Transmission Main capacities are as follows: The s must be capable of transferring flow within acceptable HGL and typically below 1 psi The s are typically fed from the low lift pumps which also directly feed the local distribution system. As such, maximum flow is based on current pump capacities and pressure head and the need to operate these pumps within acceptable HGL Velocities within the s should be maintained below 2 m/s Distribution Capacity The distribution system is sized to convey the greater of peak hour flows or maximum day plus fire flows. Within each pressure zone in the distribution system, the range of acceptable pressures under normal conditions is approximately 4 psi (275 kpa) to 1 psi (69 kpa). Under fire flow conditions, it is acceptable for pressures to drop to 2 psi (14 kpa) Treatment Capacity Water treatment capacity is based on providing maximum day water demand requirements. Plant expansions have been traditionally scheduled on a just in time basis. Additional capacity has been scheduled and installed in steps based on growth projections and in order to stagger capital expenditures. With potential fluctuations in demand requirements and the potential fluctuations in plant capacities due to operating conditions, equipment performance and emergency conditions, it has been noted that plant capacity can be reached sooner than anticipated. It has been determined, that scheduling of plant expansions should be based on, where possible, not exceeding approximately 85-9% of full capacity. This approach should establish scheduling the future expansions before water demand projections meet available capacity. M Final Wdc Review Peel -Final

22 Page 5 Memorandum December 5, Historical Demand Analysis 3.1 Average Day Demand Historical demand data as well as population and employment data was reviewed for the years 1999 to 21. In order to determine the consumption trends within the Region of Peel, the supply to York Region was subtracted from the flow data prior to the analysis being undertaken. Population and employees figures for the years 26 to 21 were taken from the SGU (Small Geographic Unit) data supplied by the Region. The 21 population and employment figures were taken from the previous Master Plan Update and interim years were interpolated using the 21 and 26 population and employment figures. It was also assumed that residential and employment consumption would continue to be the same (28 L/cap/d or L/emp/d). The average day per capita/employee consumption for each year and each plant were calculated using the population and flow datasets. The results are presented in Figure 1. Figure 1 Graph of Average Day Consumption for Residential and Employees in South Peel 4 Consumption L/cap/d South Peel Lorne Park Lakeview South Peel Trendline Year It can be seen from Figure 1 that the current trend of water consumption is declining, however there are peaks occurring within this trend which are likely to be caused by warmer years. The 5- and 1- year average day per capita consumption are summarized in Table 3. Table 3 Average Day Per Capita Consumption Average Day Consumption (L/cap/d) Facility 5-Yr Average 1-Yr Average Lorne Park WTP Lakeview WTP South Peel Total M Final Wdc Review Peel -Final

23 Page 6 Memorandum December 5, Maximum Day Peaking Factor Table 4 summarizes historical WTP flows starting from 1992 to the most recent, 211. Up until 211, the greatest maximum day value on record was 28, at a combined total actual max day value of 95.1 MLD. Recent flow records show that 211 has surpassed this value at MLD. Table 4 Historical Max Day WTP Flows ( ) Year Total Max Day (MLD) Lakeview Lorne Park Note: Sum of Max Day demand at plants will not equal the total actual max day because each max day could occur on a different date. The maximum day peaking factor is the ratio between the maximum day WTP flows and the average day WTP flows. Max day peaking factors were reviewed for the South Peel system. The Region currently uses separate residential and ICI peaking factors for projecting future demands. In order to compare the observed peaking factors at the plants with the Region s current peaking factor, a composite peaking factor was calculated using historical daily flows and maximum day flows at the plants. This is shown in Table 5 as the Historical 5 and 1-year Average. Similarly, a combined peaking factor was also calculated by utilizing the Region s current design criteria to determine the M Final Wdc Review Peel -Final

24 Page 7 Memorandum December 5, 211 average day and maximum day demands and then back calculate the ratio. Table 5 shows these values under the Calculated 5 and 1-year Average. Table 5 Max Day Peaking Factors Historical 5-Year Average Max Day Peaking Factors Historical 1-Year Average Calculated 5-Year Average Calculated 1-Year Average Lorne Park WTP Lakeview WTP South Peel Total This analysis shows that the historical or observed peaking factors are lower than those presently in use by the Region for design purposes. This is reasonably expected and is considered beneficial in terms of providing the flexibility to provide a security buffer when projecting future water demands. 4. Starting Point Methodology The approach moving forward is based on establishing a yearly starting point, calculated from historical flows, and projecting growth flows from this starting point forward. Projected water demands will be determined using the planning data for residential and non-residential users and applying the design criteria. Under this approach, the design criteria will be applied to the residential and employment growth only and added to the starting point to project interval year flows. As such, the design criteria must estimate what will be consumed/generated and not necessarily what was consumed/generated. An overall guiding principle for the design criteria is to ensure that the flow projections are adequately predicted with an appropriate level of safety and risk management. This is to ensure that the infrastructure has sufficient capacity to meet the servicing requirements and that the timing of key infrastructure does not compromise operation of the facilities or impede planned and approved growth. On this basis, for Master Planning purposes, the design criteria should reflect a total water production need which includes consumption and non-revenue water use. As a basis for projecting future demands at the treatment facilities, a baseline 21 maximum day demand was calculated at each WTP using historical demands. Equivalent per capita consumption was calculated for each year by dividing the year s maximum day demand production by the year s population (based on the planning data). An average per capita consumption was calculated for each plant over the last five and ten years. This represents the 5-year Rolling Average and 1-year Rolling Average. The intent is to update these rolling averages every year moving forward. M Final Wdc Review Peel -Final

25 Page 8 Memorandum December 5, 211 The 21 Max Day Starting Point was defined as the 211 Serviced Population multiplied by the 5- year or 1-year Rolling Average. Residential and employment growth was then added to this baseline using the water design criteria presented in Table 1. Historically the Region has applied the design criteria directly to the population and employment data to determine the water demand projections. The rolling average methodology will take into account yearly fluctuations between dry/warm years and wet years (In dry/warm years consumption will be higher due to increased water usage). A sensitivity analysis was done on the projected demands to 231 by comparing different methodologies and evaluating its impact on the 231 demands. Six scenarios were reviewed using the 27 Master Plan demand calculation methodology and the rolling average methodology and applying different design criteria to each. The scenarios are described as follows: 1. SGU planning data x 28 L/cap/d 2. SGU planning data x 275 L/cap/d 3. 5-yr Rolling Average Starting Point + 28 L/cap/d x Growth (SGU planning data) 4. 5-yr Rolling Average Starting Point L/cap/d x Growth (SGU planning data) 5. 1-yr Rolling Average Starting Point + 28 L/cap/d x Growth (SGU planning data) 6. 1-yr Rolling Average Starting Point L/cap/d x Growth (SGU planning data) York Region has an agreement with the Region of Peel which allows them to take a maximum daily volume. flows to York were subtracted from the plant s production data to obtain a maximum day demand within the Region of Peel. This was used to calculate the 5-year and 1-year rolling averages for each of the plants and the overall system. To determine the starting point, these averages were added to the maximum allowable demand for York Region as per the current agreement. The Region s current max day peaking factors were used in this analysis. The results are presented in Table 6. Table 6 Sensitivity Analysis of Projected Demands for Differing Starting Points and Design Criteria. Scenario Scenario Description 211 Projection 231 Projection 21 SP (includes Flows to York) (from 21 SP) (from 21 SP) Scenario 1 SGU x 28 L/cap/d MLD MLD MLD Scenario 2 SGU x 275 L/cap/d MLD MLD MLD Scenario 3 28 L/cap/d Growth MLD MLD MLD + 5year rolling Average Starting point Scenario 4 28 L/cap/d Growth MLD MLD MLD + 1 year rolling Average Starting point Scenario L/cap/d Growth + 5year rolling Average Starting point MLD 955. MLD MLD M Final Wdc Review Peel -Final

26 Page 9 Memorandum December 5, 211 Scenario Scenario 6 Scenario Description (includes Flows to York) 275 L/cap/d Growth + 1 year rolling Average Starting point 211 Projection 231 Projection 21 SP (from 21 SP) (from 21 SP) MLD MLD MLD As mentioned earlier, it is recommended that the starting point be updated on a yearly basis and demands projected forward based on the year s new starting point. The max day demand flows at the plants are typically observed during the summer months; therefore we were able to determine a 211 starting point using summer 211 measured plant flow data. The recorded flow for 211 is now the highest on record, and using the proposed starting point methodology, it was noted that the projected starting point demand is very close to the measured flow which also matches well with the 211 demand projected from the 21 starting point. Table 7 Starting Point Comparison Analysis Scenario 21 SP 211 Projection (from 21 SP) 211 SP MLD MLD Scenario MLD MLD MLD 35.% 16.% Scenario MLD MLD MLD 32.9% 14.2% Scenario MLD MLD MLD 12.8% -2.2% Scenario MLD MLD 17.2 MLD 2.6% 3.1% Scenario MLD 955. MLD MLD 12.8% -2.2% Scenario MLD MLD 17.2 MLD 2.6% 3.1% Table 7 shows the proposed 211 starting point and how it compares to the projected 211 demand that was calculated using the 21 starting point. It also shows how the calculated 21 starting point is between 12% and 2% higher than the actual 21 plant production and that the calculated 211 starting point is very close to the actual production observed at the plants under max day conditions. This indicates that the proposed methodology provides a level of reasonable accuracy in obtaining a starting point which is to be used in projecting demands to 231 and potentially build-out.. M Final Wdc Review Peel -Final

27 Page 1 Memorandum December 5, Summary and Recommendations 5.1 System Components Design Criteria The 212 Region of Peel Water and Wastewater Master Plan will be the 4th generation of a line of Master Plans and Master Plan Updates dating back to Design criteria has been an element that has undergone review under each of these studies and has evolved as a result over the years. However, over the past 12 years, design criteria governing the planning, design, and operation of system components, such as pumping stations, storage facilities, transmission mains and distribution system has remain unchanged. This is primarily due to the fact that the design premises have resulted in efficient system operation, as well as proper scheduling and implementation of infrastructure improvements to service capacity requirements in a timely manner. As such, it is recommended that the existing design criteria for system components be maintained for the 212 Peel Region Water and Wastewater Master Plan Update. 5.2 Water Consumption Design Criteria Review of the water consumption criteria for projecting future water demands was also undertaken. From the analysis undertaken for the average day demand criteria, it can be seen that on a Region wide level the 5- and 1-year averages of 275 L/cap/d and 28 L/cap/d are similar to those presently in use by the Region of Peel, 28 L/cap/d for residential demand and 28 L/emp/d for employment. This confirms that the existing consumption criteria is representative of historical trends in the Region and supports validation of the criteria. As such, it is recommended that the Region continue to utilize the average day consumption design criteria of 28 L per person/employee per day. The existing residential and employment max day peaking factors are 2. and 1.4, respectively. The max day peaking factors that are used by the Region are higher than those that have been observed in the last 1 years on a Region wide basis. The existing max day peaking factors, although higher than the observed trends, should be retained as they will take into consideration the effects of warmer-than-average summers. 5.3 Methodology for Projection of Future Water Demands A review and sensitivity analysis on various methodologies for projecting future water demands was undertaken to determine the most appropriate methodology for the 212 Peel Region Water and Wastewater Master Plan Update. From the sensitivity analysis performed on the starting point it can be seen that the scenarios which apply the 5-year rolling average have the lowest projected demand. Results from Scenarios 1 and 2 indicate that a reduction in the design criteria has a very limited impact on the total projected demand. Furthermore, the rolling average methodology has the largest impact on the demand projections, due to the fact that the per capita average daily consumption over the last 1 years is declining and the observed max day factors are lower than those currently in use by the Region. This occurs because the per capita average daily consumption over the last 1 years is declining and the observed max day factors are lower than those currently in use by the Region. M Final Wdc Review Peel -Final

28 Page 11 Memorandum December 5, 211 For the 212 Peel Region Water and Wastewater Master Plan Update it is recommended that a 211 starting point of MLD which corresponds to the 5-year rolling average methodology (Scenario 3). The 5-year rolling average was considered more appropriate than the 1-year average for the reason that the 1-year rolling average takes into account additional historical data when consumption was higher than today and therefore would produce overly conservative demands. The 5 year rolling average will enable an accurate baseline demand to be established. M Final Wdc Review Peel -Final

29 SHEET 12 STARTING POINT METHOD using historical water demand data 213 Water & Wastewater Master Plan Version 6.2 (27-Jan-214) Initial calculation to allocate average and maximum day starting point demands to each pressure zone STARTING POINT METHOD for historical water demand CRITERIA RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL Average Day Demand (ADD) (L/cap.d) Maximum Day Factor (MDF) Starting Point maximum day factor to compensate for the difference between the calculated maximum day demand using the criteria factor and the Starting Point maximum day demand (i.e., compared to 76.21) Peak Hour Factor (PHF) ADD Starting Point (211) Calculated MDD Historical MDF MDD Starting Point (211) Difference 1.86 Pressure Zone RESIDENTIAL POPULATION Residential Population 211 ADD MDD EMPLOYMENT FORCE 1W 3, W 11, W ADD Calculation of Starting Point split: 1C 42, C 13, C This flow is split between residential and non-residential using the 211 ratio of population to employment. This flow is also split between each pressure zone using the population/employment ratio. 2W 51, W 12, W C 111, C 33, C W 78, W 24, W C 114, C 12, C W 176, W 68, W Example calculation for RESIDENTIAL AVERAGE DAY DEMAND for Pressure Zone 1W: 4C 78, C 169, C E 42, E 24, E W 98, W 17, W Calculate total average day demand using the total Peel population and the residential average day demand criterion 5C 14, C 86, C E 5, E 25, E ,283,842 x 28 L/cap.d = ML/d 6W 1, W 13, W ,17 x 28 L/cap.d = ML/d 6C 125, C 14, C Total = ML/d 6E 1, E 2, E Calculate residential average day demand for Pressure Zone 1W using the residential ADD criterion and the residential population for Pressure Zone 1W 6B 27, B 15, B W W.. 7W ,731 x 28 L/cap.d = 8.6 ML/d This represents 1.58% of the total average day demand 7C 11, C 3, C E.. 7E.. 7E Based on this ratio, we can determine that 1.58% of the average day Starting Point should be allocated to Pressure Zone 1W ADD Residential 8E.. 8E.. 8E... TOTAL 1,283, TOTAL 657, TOTAL x 1.58% = 6.7 ML/d Calculating Demands of one SGU: RESIDENTIAL POPULATION 211 SGU Residential ADD MDD Population , SGU Pressure Zone Employment Force EMPLOYMENT FORCE 211 Employment ADD Force 1,56.34 MDD.52 MDD ADD 5.4 Pressure Zone TOTAL DEMANDS 211 MDD 11.5 TOTAL DEMAND 211 ADD MDD PHD PHD The average day 211 Starting Point is calculated using the historical average day flows measured at the water treatment plants (WTPs). The maximum day 211 Starting Point is calculated using the historical maximum day flows measured at the WTPs. This flow represents the total flow pumped from the plants. York Region water demands are subtracted to obtain a Region of Peel lake-based only water demand. Example calculation for MAXIMUM DAY FACTOR for residential demands: 1. Calculate the population and employment split for the average day Starting Point 1,283,842 x 28 L/cap.d = ML/d Residential 66.1% of total demand 657,17 x 28 L/cap.d = ML/d Non-Residential 33.9% of total demand Total = ML/d 2. Use this ratio to calculate the residential and ICI average day demand x 66.1% = ML/d x 33.9% = ML/d 3. Calculate the total maximum day demand using the demand criteria peaking factor Input Data Future Demand Calculation x 2. = ML/d Year ADD MDD x 1.4 = 2.51 ML/d Residential Population 47,98 SP+Growth Total = ML/d Employment Force 4,724 Residential Growth 24,774 Residential Demand Notice that the Starting Point MDD is higher than this calculated MDD by 1.8%. Therefore, the peaking factors will be increased by the same ratio. Growth Only Employment Growth 3,164 Employment Demand = x 1.86 = Residential The maximum day demands are then calculated using these increased 1.4 x 1.86 = 1.52 Non-Residential peaking factors STARTING POINT METHOD for historical water demand STARTING POINT METHOD for historical water demand CRITERIA RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL CRITERIA RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL Average Day Demand (ADD) (L/cap.d) Average Day Demand (ADD) (L/cap.d) Maximum Day Factor (MDF) Maximum Day Factor (MDF) Peak Hour Factor (PHF) Peak Hour Factor (PHF) ADD Starting Point (212) ADD Starting Point (213) MDD Starting Point (212) MDD Starting Point (213) Starting Point MDF to compensate for the difference between the calculated MDD and the Starting Point MDD Calculated MDD 96.7 Historical MDF 1.57 Difference Starting Point MDF to compensate for the difference between the calculated MDD and the Starting Point MDD Calculated MDD Historical MDF Difference.841 RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL DEMAND RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL DEMAND Residential Employment Residential Employment ADD MDD ADD MDD PHD ADD MDD ADD MDD PHD Pressure Zone Population ADD MDD Pressure Zone Force Pressure Zone Pressure Zone Population ADD MDD Pressure Zone Force Pressure Zone 1W 3, W 11, W W 3, W 12, W C 42, C 13, C C 43, C 13, C W 5, W 12, W W 5, W 12, W C 11, C 33, C C 11, C 33, C W 78, W 24, W W 78, W 24, W C 116, C 121, C C 118, C 124, C W 179, W 7, W W 182, W 73, W C 79, C 171, C C 79, C 172, C E 44, E 25, E E 46, E 26, E W 12, W 19, W W 15, W 2, W C 14, C 87, C C 14, C 89, C E 52, E 25, E E 55, E 27, E W 13, W 14, W W 16, W 15, W C 127, C 15, C C 13, C 16, C E 1, E 2, E E 1, E 2, E B 28, B 15, B B 28, B 16, B W W.. 7W W W.. 7W C 12, C 4, C C 12, C 4, C E.. 7E.. 7E... 7E.. 7E.. 7E... 8E.. 8E.. 8E... 8E.. 8E.. 8E... TOTAL 1,31, TOTAL 668, TOTAL TOTAL 1,32, TOTAL 685, TOTAL STARTING POINT METHOD for historical water demand STARTING POINT METHOD for historical water demand CRITERIA RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL CRITERIA RESIDENTIAL POPULATION Average Day Demand (ADD) (L/cap.d) Average Day Demand (ADD) (L/cap.d) EMPLOYMENT FORCE TOTAL Maximum Day Factor (MDF) Maximum Day Factor (MDF) Peak Hour Factor (PHF) Peak Hour Factor (PHF) ADD Starting Point (214) #DIV/! #DIV/! ADD Starting Point (215) MDD Starting Point (214) #DIV/! #DIV/! MDD Starting Point (215) #DIV/! #DIV/! Starting Point MDF to compensate for the difference between the calculated MDD and the Starting Point MDD Calculated MDD Historical MDF Difference #DIV/! #DIV/! #DIV/! Calculated MDD Historical MDF #DIV/! #DIV/! Starting Point MDF to compensate for the difference between the calculated MDD and. #DIV/! the Starting Point MDD Difference #DIV/! RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL DEMAND RESIDENTIAL POPULATION EMPLOYMENT FORCE TOTAL DEMAND Residential Employment Residential Employment ADD MDD ADD MDD PHD ADD MDD ADD MDD PHD Pressure Zone Population ADD MDD Pressure Zone Force Pressure Zone Pressure Zone Population ADD MDD Pressure Zone Force Pressure Zone 1W 1W 1W... 1W 1W 1W... 1C 1C 1C... 1C 1C 1C... 2W 2W 2W... 2W 2W 2W... 2C 2C 2C... 2C 2C 2C... 3W 3W 3W... 3W 3W 3W... 3C 3C 3C... 3C 3C 3C... 4W 4W 4W... 4W 4W 4W... 4C 4C 4C... 4C 4C 4C... 4E 4E 4E... 4E 4E 4E... 5W 5W 5W... 5W 5W 5W... 5C 5C 5C... 5C 5C 5C... 5E 5E 5E... 5E 5E 5E... 6W 6W 6W... 6W 6W 6W... 6C 6C 6C... 6C 6C 6C... 6E 6E 6E... 6E 6E 6E... 6B 6B 6B... 6B 6B 6B... 7W 7W 7W... 7W 7W 7W... 7C 7C 7C... 7C 7C 7C... 7E 7E 7E... 7E 7E 7E... 8E 8E 8E... 8E 8E 8E... TOTAL.. TOTAL.. TOTAL... TOTAL.. TOTAL.. TOTAL... CHART MAXIMUM DAY DEMANDS CALCULATED USING THE STARTING POINT METHOD (27-216) 1,2. Historical Maximum Day Flows vs Rolling Average Starting Point 1,1. 1, Flow (MLD)

30 Appendix 3D Water Concept and Strategy Evaluation Tables

31 Peel Water Servicing Concepts Evaluation (To 231) Concept Number General Concepts Concept Name Concept Description 1 Do Nothing Do Nothing W1 - Do Nothing Concept Components Advantages Disadvantages Rating - Does not incur capital costs - No social/economic/environmental disruptions due to infrastructure construction - Does not achieve required levels of service to meet existing and future growth - Does not comply with Peel Region Official Plan and Places to Grow growth targets Low Carried Forward/ Screened Out Screened Out - Potential social/economic/environmental disruptions due to lack of servicing 2 Limit Community Growth Limit Community Growth W2 - Limit Community Growth - Reduces extent of upgrades required in system - Does not comply with Peel Region Official Plan and Places to Grow growth targets - Reduces social/economic/environmental disruptions due to infrastructure construction - Reduces capital costs incurred from infrastructure construction Low Screened Out Expansion Concepts 3 27 Master Plan Build off Planned 231 Infrastructure - Meets 231 servicing requirements - Maintains approved strategy (27 Master Plan and DC projects) W5 - Twinning/upsizing of feeder mains - Leverages existing infrastructure for 231 build-out W6 - Increase existing pumping station capacity W1 - Storage/reservoirs - Potential to maximize existing and planned W2 - Diversion from west to central to east or vice infrastructure versa - Capital cost of construction of infrastructure within existing built-up areas - Potential for social/economic/environmental disruptions to existing built-up areas - Some site capacity limitations at existing Pumping Stations and Reservoirs - Land required for new facilities High Carried Forward 4 New Stream Based or Groundwater Based WTP - Build off Modified Planned 231 Infrastructure - Construct new stream or groundwater based WTP W13 - Watercourse based new plant (i.e. not lake based) W5 - Twinning/upsizing of feeder mains W6 - Increase existing pumping station capacity W1 - Storage/reservoirs - Meets 231 servicing requirements - Stringent permitting/approval requirements (Conservation authorities, MOE, Approval agencies, - Northern WTP has the potential to minimize need for etc) upgrades to transmission systems - Does not have the potential to maximize existing - Leverages existing infrastructure for 231 build-out treatment capacity - Northern WTP has the potential to minimize energy - Capital cost of new WTP requirements for pumping - Does not maintain approved strategy (27 Master Plan and DC projects) - Potential to reduce/eliminate transmission upgrades through built-up areas - Transmission upgrades may still be required to service intensification areas within lower zones Medium Carried Forward 5 New Lake Based WTP Build off Planned 231 Infrastructure - Construct new Lake Based WTP in at Lake Ontarion or within Peel W11 - New lake based treatment plant W5 - Twinning/upsizing of feeder mains W6 - Increase existing pumping station capacity W1 - Storage/reservoirs - Meets 231 servicing requirements - Northern WTP has the potential to minimize need for upgrades to transmission systems - Adds System redundancy - Does not have the potential to maximize existing treatment capacity - Does not significantly leverage existing infrastructure for 231 build-out - Capital cost of new WTP - Existing WTPs have sufficient capacity to meet projected 231 demand requirements Medium Carried Forward - Site requirement in developed, valuable land At-Source Reduction Concept - Potential to maximize existing and planned infrastructure - Does not maintain status quo (27 Master Plan and DC projects) - Difficult to predict/quantify levels of conservation trends over the years; potential not to meet demand reduction targets 6 Efficiency - Water Conservation - Water Efficiency - Water Reuse - Water/rainwater Harvesting - Water Restrictions and Public awareness W15 - Water conservation/water efficiency W16 - Water reuse/recycling (e.g. effluent discharge as new or supplementary source) W18 - Rain water harvesting W19 - Water restrictions/public awareness and education of water usage - Potential to reduce demands in system, creating savings in pumping, treatment and need for upgraded infrastructure - Potential to defer/eliminate WTP expansions - Leverages ongoing water efficiency programs (e.g. Water Smart Peel) - Provides opportunity to introduce new best management practices for water conservation and efficiency (e.g. residential grey-water reuse systems, etc.) - Dependent on public and private participation and commitment - Not considered feasible as a complete solution; would need to be combined with other servicing concepts to ensure meeting 231 servicing requirements - Water rate revenue reduction - Potential increase in sanitary strength Medium Carried Forward - Potential reduction in sanitary flow Page 1 of 1

32 Peel Water Servicing Strategies Evaluation (to 231) - SUMMARY Description Strategy Strategy 1 Planned E - C - W Boundary Build off planned 231 Infrastructure as per the 27 Master Plan while maintaining planned East - Central - West servicing boundary - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Add pumping and transmission in order to match planned East - Central - West boundary - Continue to implement water conservation program Strategy 2 Hydraulic E - C - W Boundary Build off planned 231 Infrastructure as per the 27 Master Plan while shifting planned East - Central - West servicing boundary to match system hydraulics - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Allow zone boundaries to be delineated by hydraulics within the system and adjust planning boundary accordingly - Continue to implement water conservation program Strategy 3 Planned/Hydraulic E - C - W Boundary Build off planned 231 Infrastructure as per the 27 Master Plan while shifting planned East - Central - West servicing boundary in selected zones - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Allow servicing of some existing zones to be dictated by existing hydraulics within the system - Add pumping and transmission in selected zones in order to shift the East - Central - West boundary to closely match the planned boundary and maximize capacity of existing infrastructure (PS, WTP, etc) - Continue to implement water conservation program Strategy 4 New Stream Based WTP Build off modified version of the planned 231 infrastructure as per the 27 Master Plan and construct a new Stream- Based WTP to service growth in the north - Provide supply to northeast pressure zones from new Water Treatment Plant (WTP) - Expand transmission, storage and pumping along west trunk as per 27 Master Plan - Potential opportunity to defer or reduce central trunk transmission upgrades Strategy 5 New Groundwater Based WTP Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Groundwater-Based WTP to service growth in Brampton - Provide supply to northeast pressure zones from new Water Treatment Plant (WTP) - Expand transmission, storage and pumping along west trunk as per 27 Master Plan - Potential opportunity to defer or reduce central trunk transmission upgrades Strategy 6 New Lake Based WTP Near Shoreline Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Lake- Based WTP near Lake Ontario - Additional supply to the transmission and distribution system from new lake-based Water Treatment Plant (WTP) - Expand transmission, storage and pumping as per 27 Master Plan Strategy 7 New Lake Based WTP Within Peel Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Lake- Based WTP within Peel - Additional supply to the transmission and distribution system from new lake-based Water Treatment Plant (WTP) - Expand transmission, storage and pumping as per 27 Master Plan - New extended raw water intake required Environmental Technical Socio / Cultural Financial Legal / Jurisdictional Overall Score PREFERRED STRATEGY Preferred Page 1 of 1

33 Peel Water Servicing Strategies Evaluation (to 231) Strategy Strategy 1 Planned E - C - W Boundary Strategy 2 Hydraulic E - C - W Boundary Strategy 3 Planned/Hydraulic E - C - W Boundary Strategy 4 New Stream Based WTP Strategy 5 New Groundwater Based WTP Strategy 6 New Lake Based WTP Near Shoreline Strategy 7 New Lake Based WTP Within Peel Description Build off planned 231 Infrastructure as per the 27 Master Plan while maintaining planned East - Central - West servicing boundary - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Add pumping and transmission in order to match planned East - Central - West boundary - Continue to implement water conservation program Build off planned 231 Infrastructure as per the 27 Master Plan while shifting planned East - Central - West servicing boundary to match system hydraulics - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Allow zone boundaries to be delineated by hydraulics within the system and adjust planning boundary accordingly - Continue to implement water conservation program Build off planned 231 Infrastructure as per the 27 Master Plan while shifting planned East - Central - West servicing boundary in selected zones - Expand transmission, storage and pumping as outlined in 27 Water and Wastewater Master Plan - Allow servicing of some existing zones to be dictated by existing hydraulics within the system - Add pumping and transmission in selected zones in order to shift the East - Central - West boundary to closely match the planned boundary and maximize capacity of existing infrastructure (PS, WTP, etc) - Continue to implement water conservation program Build off modified version of the planned 231 infrastructure as per the 27 Master Plan and construct a new Stream-Based WTP to service growth in the north - Provide supply to northeast pressure zones from new Water Treatment Plant (WTP) - Expand transmission, storage and pumping along west trunk as per 27 Master Plan - Potential opportunity to defer or reduce central trunk transmission upgrades Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Groundwater-Based WTP to service growth in Brampton - Provide supply to northeast pressure zones from new Water Treatment Plant (WTP) - Expand transmission, storage and pumping along west trunk as per 27 Master Plan - Potential opportunity to defer or reduce central trunk transmission upgrades Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Lake-Based WTP near Lake Ontario - Additional supply to the transmission and distribution system from new lake-based Water Treatment Plant (WTP) - Expand transmission, storage and pumping as per 27 Master Plan Build off modified version of the planned 231 Infrastructure as per the 27 Master Plan and construct a new Lake-Based WTP within Peel - Additional supply to the transmission and distribution system from new lake-based Water Treatment Plant (WTP) - Expand transmission, storage and pumping as per 27 Master Plan - New extended raw water intake required Environmental - Optimization of WTP capacity will reduce required plant upgrades in post 231 timeframe compared to Strategies 2 and 3 - Potentially reducing environmental impacts due to plant construction - Plant capacity is not optimized compared to Strategies 1 and 3, meaning that required plant upgrades in post 231 timeframe are likely to be greater than these strategies - Potentially increasing environmental impacts due to plant construction. - Some optimization of WTP capacity will reduce required plant upgrades in post 231 timeframe compared to Strategy 2 - Potentially reducing environmental impacts due to plant construction. - Potential for significant environmental/ecosystem impacts with respect to water taking from a watercourse - May be limitation on volume of water that can be extracted, which could be mitigated if northern WPCP is implemented - Potential for significant environmental impacts with respect to water taking from groundwater - May be limitation on volume of water that can be extracted, which could be mitigated if northern WPCP is implemented with groundwater recharge - Construction of new WTP on the lakeshore has potentially greater environmental impacts compared to Strategies 1, 2, and 3 which utilize existing treatment capacity - Construction of new WTP has potentially greater environmental impacts compared to Strategies 1, 2, and 3 which utilize existing treatment capacity - Several environmental crossings potentially required in order to increase supply from west to central pressure zones - Impacts will be minimized through use of tunneling methodology - No additional environmental crossings required for transfer from west to central pressure zones - Fewer environmental crossings required compared to Strategy 1, in order to increase supply from west to selected central pressure zones - New treatment plant would potentially be located close to environmentally sensitive areas (Greenbelt) - New treatment plant would potentially be located close to environmentally sensitive areas (Greenbelt) - Potential environmental impacts from new required intake structure - Potential environmental impacts from new required intake structure - Potential environmental impacts from significant transmission upgrades required in 231 timeframe - Potential environmental impacts from significant transmission upgrades required in 231 timeframe - Potential environmental impacts from significant transmission upgrades required in 231 timeframe - Potential environmental impacts from new required intake structure -Transmission upgrades required in 231 timeframe may be able to be reduced or eliminated - Source water protection required - Potential environmental impacts from significant transmission upgrades required in 231 timeframe -Transmission upgrades required in 231 timeframe may be able to be reduced or eliminated - Lake based source considered more favorable than stream or groundwater - Potential environmental impacts from significant transmission upgrades required in 231 timeframe, including construction of a raw water intake pipeline and pumping stations - Lake based source considered more favorable than stream or groundwater - Potential significant multiple environmental crossings required for east to west transfer - Does not required increased water taking - Minimizes environmental crossings for west to east transfers - Does not require increased water taking - Requires less environmental crossings for west to east transfer compared to Strategy 1 - Does not require increased water taking - Reduced potential environmental impacts compared to Strategies 1, 2, 3, 6 and 7 - Potential impacts to the Redside Dace fish species - Reduced potential environmental impacts compared to Strategies 1, 2, 3, 6 and 7 - Stringent approvals and permitting required - Requires increased water taking (lake) - Less stringent requirements compared to streambased/ groundwater based - Requires increased water taking (lake) - Less stringent requirements compared to streambased/ groundwater based - Lake based supply considered more favorable than stream-based groundwater based (stringent approvals) - Lake based supply considered more favorable than stream-based groundwater based (stringent approvals) - Lake based supply considered more favorable than stream-based groundwater based (stringent approvals) '- Stringent approvals and permitting required - Impacts of water taking on environment - Minimize environmental crossings for east to west transmission compared to Strategies Impacts of water taking on environment - Minimize environmental crossings for east to west transmission compared to Strategies May still require several environmental crossings (intake) Environmental t x v p r t r Technical - Additional transmission mains and pumping required in order to maintain planned boundary - Potential Level of Service reductions within MCC due to lack of supply from west - Additional transmission mains and pumping required in order to shift hydraulic boundary - Minimizes transfer required from lake to pressure zones compared to Strategies 1, 2, 3, 6 and 7 - Minimizes transfer required from Lake to pressure zones compared to Strategies 1, 2, 3, 6 and 7 - Potentially reduce or eliminate future upgrades to Lorne Park WTP and Lakeview WTP - Will potentially reduce or eliminate future upgrades to Lorne Park WTP and Lakeview WTP - Optimizes available capacities at Lakeview WTP and Lorne Park WTP - Pumping and transmission limitations in Zone 2 to shift boundary - Provides redundancy in supply/distribution - Significant transmission and storage upgrades required, however this may eliminate the need for west trunk feedermain twinning - Potential impacts to PS and treatment capacities - Provides redundancy in supply/distribution - Potentially reduce or eliminate future upgrades to Lorne Park WTP and Lakeview WTP - Provides redundancy in supply/distribution -Ability to balance the use of existing treatment and transmission infrastructure on a zone by zone basis to best utilize existing capacity - Strategy is more feasible if considered in conjunction with new northern WPCP - Reduction in redundancy if transmission twins are deferred or eliminated - Potentially reduce or eliminate future upgrades to Lorne Park WTP and Lakeview WTP - Strategy is more feasible if considered in conjunction with new northern WPCP - Reduction in redundancy if transmission twins are deferred or eliminated - Significant transmission and storage upgrades required -Significant transmission and storage upgrades required - Provides redundancy in supply - Provides redundancy in supply - Provides redundancy in supply/distribution - New extended intake(s) required - Significant transmission and storage upgrades required - Potential constructability issues associated with new intake(s) - WTP capacity not required within 231 horizon - Provides post 231 capacity - Provides redundancy in supply/distribution - Allowable surface water take may be inadequate to meet demand i.e. additional transmission may still be required, reducing potential benefit of this strategy - Allowable groundwater take may be inadequate to meet demand i.e. additional transmission may still be required, reducing potential benefit of this strategy -Significant transmission and storage upgrades required - Significant west to east transmission - No need for increased west to east transmission - Moderate west to east transmission requirements - WTP capacity not required within 231 horizon - WTP capacity not required within WTP capacity not required within 231 horizon - Does not require new WTP - Treatment strategy does not support post 231 growth - Makes better use of existing infrastructure (transmission, pumping, treatment) compared to Strategy 2 and 3 - Improved distribution redundancy over Strategy 2 and 3 - Does not maximize west trunk infrastructure, including Lorne Park WTP - Lakeview WTP upgraded triggered sooner (post 231) - Reduced distribution redundancy compared to Strategy 1 and 3 - Moderate level of distribution redundancy - Makes better use of existing infrastructure (transmission, pumping, treatment) compared to Strategy 2 - Potential to reduce west trunk transmission upgrades - Requires new stream based treatment facility - Potential isolated system due to water mixing restrictions - Ability to locate new WTP closer to service area -Reduction in operation and maintenance and energy for pumping water through several pressure zones - Increased operation and maintenance for new treatment facility - Potential groundwater supply constraints - May require several well sites - Can supply to localized service areas - May provide private post 231 capacity - Groundwater table in Brampton has reached elevated levels and could support some growth areas - Opportunity for multiple well locations as demand increases in separate growth areas - New WTP with multiple new pumping stations and extensive raw water intake transmission main through built-up areas - Distribution upgrades required -Raw water intake required through built-up areas -Multiple pumping stations required to feed raw water to new WTP - Limited/constrained capacity in stream - Does not maximize existing infrastructure Technical p v x p r p p Page 1 of 2

34 Peel Water Servicing Strategies Evaluation (to 231) Strategy Strategy 1 Planned E - C - W Boundary Strategy 2 Hydraulic E - C - W Boundary Strategy 3 Planned/Hydraulic E - C - W Boundary Strategy 4 New Stream Based WTP Strategy 5 New Groundwater Based WTP Strategy 6 New Lake Based WTP Near Shoreline Strategy 7 New Lake Based WTP Within Peel Socio / Cultural - Potential significant impact from twinning of transmission mains within west trunk, central trunk and west to east transfers that may cause disruption to businesses and traffic during construction - Twinning of transmission mains within west trunk, central trunk may cause disruption to businesses and traffic during construction. Fewer west-central transmission mains required through built-up areas in lower pressure zones. - Twinning of transmission mains within west trunk, central trunk and west to east transfers may cause disruption to businesses and traffic during construction May reduce or negate the need for twinning of transmission mains, reducing potential disruption during construction in existing built-up areas compared to Strategies 1,2,3,6 and 7 May reduce or negate the need for twinning of transmission mains, reducing potential disruption during construction in existing built-up areas compared to Strategies 1,2,3,6 and 7 - Potential land limitations and negative public response to new WTP near Lake Ontario - Potential disruptions to neighboring areas due to construction of new WTP and raw intake pipe - No WTP upgrades required within 231 timeframe, meaning that construction around lakefront area is minimized - No WTP upgrades required within 231 timeframe, meaning that construction around lakefront area is minimized - No WTP upgrades required within 231 timeframe, meaning that construction around lakefront area is minimized - Potential impact on groundwater table - Potential disruptions to neighboring areas due to construction of new WTP - Twinning of transmission mains within west trunk, central trunk may cause disruption to businesses and traffic during construction - Potential disruptions to neighboring areas due to construction of new WTP - Potential disruptions to neighboring areas due to construction of new WTP(s) - Mixing of groundwater and lake-based supply may be required, which is potentially undesirable - Potential significant impact during construction of west to east transmission - No impact of new WTP compared to Strategies Reduce potential for impact compared to Strategy 1 and 3, with no west to east transmission mains through built - up areas - No impact of new WTP compared to Strategies Reduced impacts from construction in built-up areas compared to Strategy 1 - No impact of new WTP compared to Strategies Potential to reduce impact of transmission main construction in built-up areas - Requires new WTP site away from built- up area '- Potential to reduce impact of transmission main construction in built-up areas - High impacts for site acquisition and WTP construction near Lake Ontario - High impacts for site acquisition, WTP construction and intake/ps construction within built-up area - Requires new WTP site away from built- up area Socio / Cultural r x t t v r p Financial - Potentially significant capital cost for required works to maintain planned boundary - Optimizing WTP capacity will potentially defer post 231 WTP upgrades compared to strategies 2 and 3 - High capital cost for twinning of transmission mains through built-up areas - Treatment upgrades will be required sooner than Strategy 3 - High capital cost for the twinning of transmission mains through built-up areas - Builds off existing and planned transmission and distribution infrastructure - High capital cost for the twinning of transmission mains through built-up areas - Builds off existing and planned transmission and distribution infrastructure - Requires substantial capital pre-231 for optimization of system - Significant capital investment for new WTP - Significant capital investment for new WTP(s) - Significant capital investment for new WTP - Significant capital investment for new WTP - Opportunity for reduction in operational costs (power) through reduced need to pump water up several zones - Opportunity to reduce or eliminate required transmission upgrades, reducing capital cost of transmission works - Opportunity for reduction in operational costs (power) through reduced need to pump water up several zones - Opportunity to reduce or eliminate required transmission upgrades, reducing capital cost of transmission works - High capital cost for twinning of transmission mains through built-up areas - Significant capital investment for new intake and series of pumping stations through built-up area - High capital cost for twinning of transmission mains through built-up areas - Builds off existing and planned transmission and distribution infrastructure - No new costs related to treatment compared to new WTP strategies - Requires high cost for west to east transmission alignments - Operation and maintenance costs potentially lower, no new WTP - Strategy will require future West to East transfer post 231 in order to defer treatment upgrades - No new WTP costs within 231 horizon - Reduced transmission costs with no west to east transfer - No WTP costs within 231 horizon - Lower transmission costs for west to east transfer compared to Strategy 1, higher than Strategy 2 - Additional costs for studies and permits - Additional costs for studies and permits - Reduction in costs for new transmission mains - Increased operation and maintenance costs for new WTP - Reduced operation and maintenance costs for transmission - May reduce costs for south to north transmission updates - Lower treatment costs compared to Strategy 4 - Multiple sites may allow staged implementation Financial r v t t t r p Legal / Jurisdictional - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Potential for all linear infrastructure to be constructed along existing road right-of-ways - Additional easements required for tunelled west to east transmission mains - No easements required for tunelled west to east transmission mains - Some easements required for tunelled west to east transmission mains - New site required for WTP within northern pressure zone - New site required for WTP within northern pressure zone - New site required for WTP near Lake Ontario - New site required for WTP within Peel - This strategy will require permits for a new WTP, compared to Strategies 1, 2 and 3 which do not require new treatment capacity within the 231 timeframe - This strategy will require permits for a new WTP, compared to Strategies 1, 2 and 3 which do not require new treatment capacity within the 231 timeframe - This strategy will require permits for a new WTP, compared to Strategies 1, 2 and 3 which do not require new treatment capacity within the 231 timeframe - This strategy will require permits for a new WTP, compared to Strategies 1, 2 and 3 which do not require new treatment capacity within the 231 timeframe - Source water protection required - No new site acquisition required for new WTP - Significant site acquisition required for west to east distribution projects - Reduced need for property acquisition and permits - Site acquisition likely required for west to east transmission mains - Stringent approvals/permitting - Reduced land requirements for transmission mains through built-up core - May require land for several sites - Multiple permits and approvals for several sites - Requires new sites/ land for transmission mains from new WTP to existing network - Less stringent permitting for lake based plant - Requires new sites/ land for transmission mains from Lake to new WTP - Less stringent permitting for lake based plant Legal / Jurisdictional t x v p r p p Overall Score r x v r t r p PREFERRED STRATEGY Page 2 of 2

35 Appendix 3E Water System Schematics

36 West Caledon ET WS7 Mayfield West ET CS7 PRESSURE ZONE 8E 21 East Caledon ET ES7 TOTAL ZONE 8 TWL m TWL m Population TWL m Population Equalization. ML Equalization 3.17 ML Employment Equalization. ML Employment Fire 2.4 ML Fire 5.72 ML MDD. ML/d Fire. ML MDD. ML/d Emergency.51 ML Emergency 2.22 ML PHD. ML/d Emergency. ML LU8E PHD. ML/d Requirement 2.55 ML Requirement ML Requirement. ML 1.% Capacity. ML Capacity 9.2 ML Capacity. ML. ZONE 8 Victoria PS Castlederg PS 7LLP 8HLP Requirement. ML/d Requirement. ML/d Firm Capacity. ML/d Firm Capacity. ML/d m m PRESSURE ZONE 7W 18 Snelgrove ET WS6 PRESSURE ZONE 7C 19 Victoria Reservoir CS6 PRESSURE ZONE 7E 2 Castlederg Reservoir ES6 Bolton/N. Bolton ET BS6 TOTAL ZONE 7 Population 8,659. TWL m Population 18,417 TWL m 2.3 Population. TWL m TWL m Population 27,76 Employment 2,928 WT7. Equalization. ML Employment 9,15 Equalization ML CT Employment ET7. Equalization. ML Equalization 5.34 ML Employment 12,32 MDD 5.99 ML/d Fire 8.16 ML MDD ML/d Fire 8.16 ML MDD. ML/d Fire 2.38 ML Fire 4.36 ML MDD ML/d PHD 9.71 ML/d Emergency 8.37 ML PHD 2.31 ML/d Emergency 7.42 ML PHD. ML/d Emergency.97 ML Emergency 2.42 ML PHD 3.2 ML/d LU7W Requirement ML Requirement ML LU7C LU7E Requirement 3.34 ML Requirement ML 1% Capacity 3.8 ML Capacity 4. ML 1% 1.% Capacity. ML Capacity 12.8 ML ZONE 7 Alloa PS Alloa PS CT6B 15.9 CT6 7.8 ET6. 7HLP 6LLP North Brampton PS 6LLP North Brampton PS 7HLP Sandhill PS 7HLP Sandhill PS 6LLP Requirement 9.7 ML/d Requirement 78.3 ML/d Requirement 34.4 ML/d Requirement 2.3 ML/d Requirement. ML/d Requirement. ML/d Firm Capacity 3. ML/d Firm Capacity 148. ML/d Firm Capacity 7.5 ML/d Firm Capacity 25. ML/d Firm Capacity. ML/d Firm Capacity. ML/d m m PRESSURE ZONE 6W 14 Alloa Reservoir WS5 PRESSURE ZONE 6C 15 N. Brampton Res. CS5 PRESSURE ZONE 6E 16 Sandhill Reservoir ES TOTAL ZONE 6 Population 165,12 TWL m Population 158,9 TWL m Population 4,696 TWL m BT6 4.1 Population 357,874 Employment 46,744 Equalization ML Employment 23,724 Equalization. ML Employment 9,62 Equalization. ML Employment 99,534 MDD ML/d Fire 8.16 ML U6W MDD 86.8 ML/d U6C Fire 8.16 ML MDD 5.95 ML/d Fire 8.16 ML U6E LU6B MDD ML/d PHD ML/d Emergency 7.2 ML 5% PHD ML/d 4% Emergency 9.95 ML PHD 1.94 ML/d Emergency 5.85 ML.% 1% PHD ML/d 17 Requirement ML Requirement ML Requirement 14.2 ML. 34. Capacity 35. ML Capacity 52.8 ML Capacity. ML L6W L6C L6E 5% 6% 1% PRESSURE ZONE 6B Population 3,76 WT CT ET5. Employment 2,4 MDD ML/d ZONE 6 West Brampton PS 5LLP West Brampton PS 6HLP East Brampton PS 6HLP East Brampton PS 5LLP Tullamore PS 5LLP Tullamore PS 6HLP PHD 34.4 ML/d ZONE 6 Requirement 17.3 ML/d Requirement 78.3 ML/d Requirement 76. ML/d Requirement 18.2 ML/d Requirement 34.3 ML/d Requirement 32.3 ML/d Firm Capacity 116. ML/d Firm Capacity 94.5 ML/d Firm Capacity 91. ML/d Firm Capacity ML/d Firm Capacity 54.5 ML/d Firm Capacity 87. ML/d m m PRESSURE ZONE 5W 11 W. Brampton Res. WS4 PRESSURE ZONE 5C 12 E. Brampton Res. CS4 PRESSURE ZONE 5E 13 Tullamore Reservoir ES4 TOTAL ZONE 5 Population 135,924 TWL m Population 173,78 TWL m Population 86,99 TWL m Population 396,542 Employment 4,844 Equalization 2.9 ML Employment 119,221 Equalization 9.49 ML Employment 46,489 Equalization 6.82 ML Employment 26,554 MDD 82.5 ML/d U5W Fire 8.16 ML MDD ML/d Fire 8.16 ML U5C MDD 6.97 ML/d U5E Fire 8.16 ML MDD 27.1 ML/d PHD ML/d 4% Emergency 1.28 ML PHD ML/d Emergency 8.41 ML 3% PHD ML/d 35% Emergency 4.55 ML PHD ML/d 5.7 Requirement ML Requirement 26.6 ML Requirement ML Capacity 62.3 ML Capacity 48. ML Capacity 4. ML L5W L5C L5E 6% 7% 65% WT CT ET ZONE 5 Meadowvale North PS Meadowvale North PS Beckett-Sproule PS Beckett-Sproule PS Airport Road PS Airport Road PS 5HLP 4LLP 4LLP 5HLP 5HLP 4LLP Requirement 76.1 ML/d Requirement ML/d Requirement ML/d Requirement ML/d Requirement 63.6 ML/d Requirement ML/d Firm Capacity 9. ML/d Firm Capacity 215. ML/d Firm Capacity ML/d Firm Capacity ML/d Firm Capacity 94.5 ML/d Firm Capacity 127. ML/d m m PRESSURE ZONE 4W 8 Meadowvale N. Res. WS3 PRESSURE ZONE 4C 9 Beckett-Sproule Res. CS3 PRESSURE ZONE 4E 1 Airport Rd. Reservoir ES3 TOTAL ZONE 4 Population 24,51 TWL 25.7 m Population 84,543 TWL 25.7 m Population 56,957 TWL 25.7 m LU4E Population 345,55 Employment 94,353 Equalization 2.61 ML Employment 182,82 Equalization ML Employment 34,299 Equalization ML 1% Employment 311,471 MDD ML/d Fire 8.16 ML U4W MDD ML/d U4C Fire 8.16 ML MDD 4.16 ML/d Fire - ML 64.2 MDD ML/d PHD 25.1 ML/d Emergency 5.2 ML 25% PHD ML/d 5% Emergency 9.85 ML PHD ML/d Emergency - ML PHD ML/d Requirement ML Requirement 69.6 ML Requirement ML Airport Road PS York Capacity 55. ML Capacity 95. ML Capacity 55. ML Requirement ML/d ET3Y YORK REGION L4W L4C Peel Firm Capacity 4.5 ML/d Population n/a WT3 75% 5% Beckett-Sproule PSTransfer York Employment n/a Requirement ML/d ET3A Total ET3Y MDD ML/d CT Firm Capacity 545. ML/d Capacity % PHD n/a ML/d ZONE 4 Streetsville PS 3LLP Streetsville PS 4HLP Hanlan PS 4HLP Hanlan PS 3LLP ZONE 4 Requirement ML/d Requirement ML/d Requirement 89.2 ML/d Requirement 94.3 ML/d Firm Capacity ML/d Firm Capacity ML/d Firm Capacity 89. ML/d Firm Capacity 12. ML/d m m PRESSURE ZONE 3W 6 Streetsville Res. WS2 PRESSURE ZONE 3C 7 Hanlan Reservoir CS2 TOTAL ZONE 3 Population 86,6 TWL m Population 14,368 TWL m Population 226,374 Employment 27,124 Equalization ML Employment 162,317 Equalization ML Employment 189,441 MDD 5.51 ML/d U3W Fire 8.16 ML MDD ML/d Fire 8.16 ML U3C MDD ML/d PHD ML/d 7% Emergency 3.79 ML PHD ML/d Emergency 6.61 ML 7% PHD ML/d 53.1 Requirement ML Requirement ML Water & Wastewater Master Plan 231 Schematic Capacity 48. ML Capacity 77. ML L3W L3C 3% 3% LAKE-BASED WATER SUPPLY SYSTEM SHEET 6 Version 6.3 (5-Mar-214) WT CT LEGEND ABBREVIATIONS W West transmission system ZONE 3 Herridge PS 3HLP Herridge PS 2LLP Silverthorn PS 2LLP Silverthorn PS 3HLP 4 Total requirement based on forecasted demand C Central transmission system ZONE 3 Requirement 22.8 ML/d Requirement ML/d Requirement ML/d Requirement 63.1 ML/d E East transmission system Firm Capacity 36.5 ML/d Firm Capacity ML/d Firm Capacity 22. ML/d Firm Capacity 6.5 ML/d 5 Total facility or infrastructure capacity B Bolton m Y York m U Upper source for pressure zone PRESSURE ZONE 2W 4 Herridge Reservoir WS1 PRESSURE ZONE 2C 5 Silverthorn Reservoir CS1 Treatment Transmission Transmission L Lower source for pressure zone TOTAL ZONE 2 Population 5,323 TWL m Population 126,541 TWL m LL Low-lift pumping station Population 176,864 Employment 12,887 Equalization 1.8 ML Employment 35,41 Equalization ML HL High-lift pumping station Employment 48,297 MDD 28.6 ML/d Fire 8.16 ML MDD 73.1 ML/d Fire 8.16 ML Pumping Storage Distribution ET Elevated tank MDD ML/d PHD ML/d Emergency 3.45 ML PHD ML/d Emergency 4.44 ML PS Pumping station PHD ML/d Requirement ML Requirement 4.25 ML T Transmission main Capacity 45. ML LU2W LU2C Capacity 45. ML STORAGE REQUIREMENTS WTP Water treatment plant 1% 1% Required storage is the sum of (1) Equalization Storage, (2) Fire Storage and (3) Emergency Storage: ML Megalitres Equalization Storage = 25% of Maximum Day Demand ML/d Megalitres per day 2. Fire Storage based on flow and duration as per MOE Guidelines (i.e., 33 L/s for 4 hours) TWL Top water level 3. Emergency Storage = 25% of Equalization Storage + Fire Storage MDD Maximum day demand PHD Peak hour demand ZONE 2 LP Lorne Park Water Treatment Plant ZONE LV Lakeview Water Treatment Plant WT2S WT CT CT2H m 16.5 m EXPLANATORY NOTES PRESSURE ZONE 1W 2 PRESSURE ZONE 1C 3 1. Firm capacity is the station capacity with the largest pump out of service. TOTAL ZONE 1 Population 33,798 Population 62, Unless otherwise noted, transmission main capacity is actual system capacity based on system head curves rather than theoretical hydraulic capacity based on head loss gradients. Population 96,73 Employment 17,62 Employment 19, Facilities and infrastructure that is "greyed out" is included as a place holder for planned or potential future infrastructure requirements Employment 37,82 MDD ML/d MDD ML/d 4. The theoretical separation in elevation between each pressure zone boundary is 3.5 metres. The actual separation varies by zone and by location MDD 6.83 ML/d PHD ML/d PHD ML/d 5. Water design criteria for residential development: average day demand of 28 L/cap.d, a maximum day factor of 2. and a peak hour factor of 3.. PHD ML/d 6. Water design criteria for industrial, commercial and institutional (ICI) development: average day demand of 28 L/cap.d, a maximum day factor of 1.4 and a peak hour factor of 3.. LU1W LU1C 7. Maximum day and peak hour demand for each zone and sub-zone is calculated using the Starting Point Method rather than a straight calculation using these water design criteria 1% 1% Lorne Park PS 2HLP Lorne Park PS 1HLP Lakeview PS 1HLP Lakeview PS 2HLP Requirement 175. ML/d Requirement 26.3 ML/d Requirement ML/d Requirement ML/d Firm Capacity 179. ML/d Firm Capacity ML/d Firm Capacity ML/d Firm Capacity 125. ML/d ZONE m W E S T T R A N S M I S S I O N S Y S T E M C E N T R A L T R A N S M I S S I O N S Y S T E M E A S T T R A N S M I S S I O N S Y S T E M Lorne Park WTP Lakeview WTP Requirement ML/d Requirement 18.4 ML/d Capacity 5. ML/d Capacity 115. ML/d TOTAL WEST Lorne Park WTP LLP TOTAL CENTRAL Lakeview WTP LLP TOTAL EAST TOTAL BOLTON TOTAL PEEL TOTAL YORK TOTAL PEEL + YORK Population 683,772 Requirement ML/d Population 764,6 Requirement 18.4 ML/d Population 148,562 Population 3,76 Population 1,627,1 Population n/a Population n/a Employment 242,499 Firm Capacity 92.5 ML/d Employment 552,58 Firm Capacity ML/d Employment 89,85 Employment 2,4 Employment 94,412 Employment n/a Employment n/a MDD ML/d MDD ML/d MDD 17.8 ML/d MDD ML/d MDD ML/d MDD ML/d MDD ML/d PHD ML/d ML/d PHD ML/d 18.4 ML/d PHD ML/d PHD 34.4 ML/d PHD ML/d PHD n/a ML/d PHD n/a ML/d LP Intake 55. ML/d LV Intake 115. ML/d W E S T T R A N S M I S S I O N S Y S T E M C E N T R A L T R A N S M I S S I O N S Y S T E M E A S T T R A N S M I S S I O N S Y S T E M ZONE 8 ZONE 7 ZONE 5 ZONE m Page 1 of 1

37 SHEET 14 TREATMENT tables and charts of available vs. required capacity 213 Water & Wastewater Master Plan LORNE PARK WATER TREATMENT PLANT (West Transmission System) Version 6.3 (5-Mar-214) PUMPING See PUMPING tab (Sheet 14). RESERVOIR Facility Lorne Park WTP Reservoir Cell 1 Lorne Park WTP Reservoir Cell 2 Level Tag Name Year in Service Capacity P3116.LIT875? 23. P3116.LIT875? TWL (m) 87.5 TREATMENT Facility Plant 1 Plant 2 LORNE PARK WATER TREATMENT PLANT Forecasted Demand Installed Treatment Capacity LLP No % Plant Utilization WEST LLP No % Plant Utilization ok ok ok ok ok INTAKE See TRANSMISSION tab (Sheet 18). LAKEVIEW WATER TREATMENT PLANT (Central and East Transmission Systems) PUMPING See PUMPING tab (Sheet 14). RESERVOIR Facility Lakeview WTP Reservoir Cell 1 Lakeview WTP Reservoir Cell 2 Level Tag Name Year in Service Capacity TWL (m) P498.LIT P498.LIT TREATMENT Facility Treatment Train 1 Treatment Train 2 Treatment Train 3 Treatment Train 4 LAKEVIEW WATER TREATMENT PLANT Forecasted Demand CENTRAL Installed Treatment Capacity RWW1 LLPS3 95% Plant Utilization EAST RWW2 LLPS3 9% Plant Utilization RWW3 LLPS4 YORK RWW4 LLPS4 ok ok ok ok ok INTAKE See TRANSMISSION tab (Sheet 18). AVAILABLE vs. REQUIRED CAPACITY FOR THE WATER TREATMENT FACILITIES ( ) Lorne Park WTP Lakeview WTP Total Water Treatment Maximum Treatment Maximum Treatment Maximum Treatment Day Plant 95% 9% Day Plant 95% 9% Day Plant 95% 9% Demand Capacity Plant Utilization Plant Utilization Demand Capacity Plant Utilization Plant Utilization Demand Capacity Plant Utilization Plant Utilization Year Year Year Lorne Park WTP Lakeview WTP Total Water Treatment Page 1 of 2

38 SHEET 14 TREATMENT tables and charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 6 LORNE PARK WTP Maximum Day Demand (WEST) vs. Treatment Capacity 14 LAKEVIEW WTP Maximum Day Demand (CENTRAL, EAST, YORK) vs. Treatment Capacity Maximum Day Demand/Treatment Capacity Maximum Day Demand/Treatment Capacity Maximum Day Demand 95% Plant Utilization Treatment Plant Capacity Maximum Day Demand 95% Plant Utilization Treatment Plant Capacity 18 TOTAL PEEL TREATMENT Maximum Day Demand (PEEL and YORK) vs. Treatment Capacity 16 Total Treatment Capacity Maximum Day Demand/Treatment Capacity Total Treatment 95% Utilization Maximum Day Demand (Total) Lakeview WTP Capacity Lakeview WTP 95% Utilization Maximum Day Demand (Lakeview WTP) 5. Lorne Park WTP Capacity Lorne Park WTP 95% Utilization Maximum Day Demand (Lorne Park WTP) Page 2 of 2

39 SHEET 15 PUMPING tables and charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) NOTE: Pumping station capacity requirements are read from the schematics WEST TRANSMISSION SYSTEM WEST TRANSMISSION SYSTEM ALLOA PUMPING STATION ALLOA PUMPING STATION Pump No Forecasted Demand Tag No. n/a n/a n/a n/a Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No Forecasted Demand Tag No. n/a n/a n/a n/a Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok WEST BRAMPTON PUMPING STATION WEST BRAMPTON PUMPING STATION Pump No Forecasted Demand Tag No. HLP161 HLP162 HLP163 HLP164 HLP165 HLP166 Installed Station Capacity HLP Year in Service Future HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a ok ok ok ok ok Pump No Forecasted Demand Tag No. LLP151 LLP152 LLP153 LLP154 LLP155 n/a Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity not ok not ok ok ok ok MEADOWVALE NORTH PUMPING STATION MEADOWVALE NORTH PUMPING STATION Pump No Forecasted Demand Tag No. HLP1111 HLP1211 HLP1311 HLP1111 HLP11111 HLP11211 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No Forecasted Demand Tag No. LLP1411 LLP1511 LLP1611 LLP1711 LLP1811 LLP1911 Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok STREETSVILLE PUMPING STATION STREETSVILLE PUMPING STATION Pump No Forecasted Demand Tag No. HLP121 HLP131 HLP141 HLP191 HLP141 HLP142 HLP143 HLP144 Installed Station Capacity HLP Year in Service Future 214 Future 214 4HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a 68. n/a 68. not ok not ok ok ok not ok Pump No Forecasted Demand Tag No. LLP111 LLP151 LLP161 LLP171 LLP181 LLP145 LLP146 LLP147 LLP148 Installed Station Capacity LLP Year in Service Future Future LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a ok ok not ok ok ok HERRIDGE PUMPING STATION HERRIDGE PUMPING STATION Pump No Forecasted Demand Tag No. P111 P112 P113 P114 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No Forecasted Demand Tag No. P115 P116 P117 P118 P119 P111 P1111 P1112 P1113 P1114 P1115 Installed Station Capacity LLP Year in Service Future Future Future 2LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a n/a ok ok ok ok ok LORNE PARK PUMPING STATION LORNE PARK PUMPING STATION Pump No Forecasted Demand Tag No. HLP8741 HLP87411 HLP87421 HLP87431 Installed Station Capacity HLP Year in Service Future Future 2HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a ok ok ok ok ok Pump No Forecasted Demand Tag No. HLP8711 HLP87111 HLP87121 HLP87131 HLP87141 HLP87151 HLP87161 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok LORNE PARK WATER TREATMENT PLANT LORNE PARK WATER TREATMENT PLANT Pump No Forecasted Demand LLP Tag No. LLP1621 LLP16211 LLP16221 LLP16231 LLP16241 LLP16251 LLP16261 LLP16271 LLP16261 LLP16271 LLP Installed Station Capacity Year in Service Theoretical Firm Station Capacity in Plant Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a in Plant Pump Rated Capacity ok ok ok ok ok Page 1 of 3

40 SHEET 15 PUMPING tables and charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) CENTRAL TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM VICTORIA PUMPING STATION VICTORIA PUMPING STATION Pump No. Forecasted Demand..... Tag No. Installed Station Capacity LLP Year in Service 7LLP Theoretical Firm Station Capacity..... Year to be Decommissioned Firm Capacity Pump Rated Capacity ok ok ok ok ok NORTH BRAMPTON PUMPING STATION NORTH BRAMPTON PUMPING STATION Pump No Forecasted Demand Tag No. P171 P172 P173 P174 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No Forecasted Demand Tag No. P175 P176 P177 P178 P179 P171 Installed Station Capacity LLP Year in Service Future Future 6LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok EAST BRAMPTON PUMPING STATION EAST BRAMPTON PUMPING STATION Pump No Forecasted Demand Tag No. PSP5 PSP6 PSP7 PSP8 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No * 4 3* Forecasted Demand Tag No. PSP1 PSP2 PSP3 PSP4 PSP3 Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a 236 n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok BECKETT SPROULE PUMPING STATION BECKETT SPROULE PUMPING STATION Pump No Forecasted Demand Tag No. HLP311 HLP321 HLP331 HLP381 HLP391 HLP311 HLP31711 HLP31811 HLP31911 HLP3211 Installed Station Capacity HLP Year in Service 1972 Future 1987 Future Future Future 5HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity 27.3 n/a 45.5 n/a n/a n/a ok ok ok ok ok Pump No Forecasted Demand Tag No. LLP341 LLP351 LLP361 LLP371 LLP3111 LLP3121 LLP3131 LLP3141 LLP3151 LLP3161 Installed Station Capacity LLP Year in Service Future Future 24 Future Future 4LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a 7. n/a n/a not ok not ok ok ok ok HANLAN PUMPING STATION HANLAN PUMPING STATION Pump No Forecasted Demand Tag No. P151 P152 P153 P154 P1517 P1518 Installed Station Capacity HLP Year in Service Future Future 4HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok not ok Pump No Forecasted Demand Tag No. P155 P156 P157 P158 P159 P151 P1511 P1512 P1513 P1514 P1515 P1516 Installed Station Capacity LLP Year in Service Future Future Future 3LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a n/a ok ok ok ok ok SILVERTHORN PUMPING STATION SILVERTHORN PUMPING STATION Pump No Forecasted Demand Tag No. LLP161 LLP171 LLP181 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a Firm Capacity Pump Rated Capacity not ok ok ok ok not ok Pump No Forecasted Demand Tag No. LLP111 LLP121 LLP131 LLP141 LLP151 Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity not ok ok ok ok ok LAKEVIEW PUMPING STATION LAKEVIEW PUMPING STATION Pump No. 2* 3* Forecasted Demand Tag No. HLP2 HLP3 HLP8322 HLP8352 HLP8362 HLP8372 HLP8422 HLP8432 HLP8442 HLP8452 HLP8412 HLP8462 Installed Station Capacity HLP Year in Service Future Future Future 2HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity n/a n/a n/a ok ok ok ok ok Pump No. 1* Forecasted Demand Tag No. HLP1 HLP8312 HLP8332 HLP8342 HLP8472 HLP8482 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned 214 n/a n/a n/a n/a n/a Firm Capacity Pump Rated Capacity not ok ok ok ok ok LAKEVIEW WATER TREATMENT PLANT LAKEVIEW WATER TREATMENT PLANT Pump No Forecasted Demand LLP Tag No. LLP1312 LLP1322 LLP1332 LLP1342 LLP1352 LLP1362 LLP1412 LLP1422 LLP1432 LLP1442 LLP1452 LLP1462 LLP Installed Station Capacity Year in Service Future Theoretical Firm Station Capacity in Plant Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a in Plant Pump Rated Capacity n/a ok ok ok ok ok Page 2 of 3

41 SHEET 15 PUMPING tables and charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) EAST TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM SANDHILL PUMPING STATION SANDHILL PUMPING STATION Pump No. Forecasted Demand..... Tag No. Installed Station Capacity HLP Year in Service 7HLP Theoretical Firm Station Capacity..... Year to be Decommissioned Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No. Forecasted Demand..... Tag No. Installed Station Capacity LLP Year in Service 6LLP Firm Station Capacity..... Year to be Decommissioned Firm Capacity Pump Rated Capacity ok ok ok ok ok TULLAMORE PUMPING STATION TULLAMORE PUMPING STATION Pump No Forecasted Demand Tag No. n/a n/a n/a n/a Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No Forecasted Demand Tag No. n/a n/a n/a Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok AIRPORT ROAD PUMPING STATION AIRPORT ROAD PUMPING STATION Pump No. 5E1 5E2 5E3 5E4 Forecasted Demand Tag No. HLP351 HLP352 HLP353 HLP354 Installed Station Capacity HLP Year in Service HLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No. 4E1 4E2 4E3 4E4 Forecasted Demand Tag No. LLP341 LLP342 LLP343 LLP344 Installed Station Capacity LLP Year in Service LLP Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a Firm Capacity Pump Rated Capacity ok ok ok ok ok Pump No. Y1 Y2 Y3 Y4 Y5 Y6 Y7 Y8 P1 P2 Forecasted Demand York Tag No. HLP361 HLP362 HLP363 HLP364 HLP365 HLP366 HLP367 HLP368 LLP951 LLP952 York Installed Station Capacity Year in Service Theoretical Firm Station Capacity Transfer Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Transfer Pump Rated Capacity ok ok ok ok ok BECKETT SPROULE PUMPING STATION BECKETT SPROULE PUMPING STATION Airport Pump No Airport Forecasted Demand Tag No. LLP32111 LLP32211 LLP32311 LLP32411 LLP32511 LLP32611 LLP32711 LLP32811 Installed Station Capacity Road Year in Service Future Road Theoretical Firm Station Capacity Year to be Decommissioned n/a n/a n/a n/a n/a n/a n/a n/a Firm Capacity Transfer Pump Rated Capacity n/a Transfer ok ok ok ok ok Page 3 of 3

42 SHEET 16 PUMPING charts of available vs. required capacity for the WEST TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 5 Alloa 7HLP New Pump Nos. 7 and 8 (15 ML/d each) 16 Alloa 6LLP Alloa Pumping Station (3 42ML/d each) 3 2 Alloa Pumping Station (2 15 ML/d each) New Pump No. 4 (42 ML/d) Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 12 1 New Pump No. 3 (31 ML/d) West Brampton 6HLP Alloa Reservoir 12mm Alloa Transmission Main West Brampton 5LLP Alloa Pumping Station Victoria The actual firm capacity is significantly higher than the theoretical firm capacity for the existing facility. The pumps are operating at the end of their pump curves New Pump No. 3 (3 ML/d) New Pump No. 6 (3 ML/d) Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 1 of 3

43 SHEET 16 PUMPING charts of available vs. required capacity for the WEST TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 16 Meadowvale North 5HLP 4 Meadowvale North 4LLP mm Feedermain on Heritage Road mm Alloa Transmission Main Alloa Reservoir ~ Update system curve with proposed 6mm feedermain on Heritage Road and then update actual firm capacity of MN 4LLP Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 3 Streetsville 4HLP 5 Streetsville 3LLP mm Meadowvale North New PZ4 feeder main on Erin Mills Parkway New Pump No. 16 (9 ML/d) New Pump Nos. 11 and 13 (68 ML/d each) 1 12mm Meadowvale North Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 5 New Pump No. 17 (72 ML/d) Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 2 of 3

44 SHEET 16 PUMPING charts of available vs. required capacity for the WEST TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 1 Herridge 3HLP 5 Herridge 2LLP Herridge 21mm Streetsville 21mm Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 25 Lorne Park 2HLP 6 Lorne Park 1HLP 2 Herridge 21mm Streetsville 21mm Herridge 21mm Streetsville 21mm Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Page 3 of 3

45 SHEET 17 PUMPING charts of available vs. required capacity for the CENTRAL TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 4 North Brampton 7HLP 12 North Brampton 6LLP Victoria Transmission Main Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 2 East Brampton 6HLP 2 East Brampton 5LLP Central Brampton Sub Replace Pump No. 3 (6.5 ML/d) Tullamore Pumping Station 4 Tullamore Pumping Station 2 2 Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 1 of 3

46 SHEET 17 PUMPING charts of available vs. required capacity for the CENTRAL TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 25 Beckett Sproule 5HLP 4 Beckett Sproule 4LLP Central Brampton Sub mm East Brampton Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 12 Hanlan 4HLP 12 Hanlan 3LLP mm Beckett Sproule mm MCC Water Main Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 2 of 3

47 SHEET 17 PUMPING charts of available vs. required capacity for the CENTRAL TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 1 Silverthorn 3HLP 5 Silverthorn 2LLP 9 Replace Pump No.? (?? ML/d) mm MCC Water Main Update system curve with proposed 15mm feedermain on Burnhamthorpe Road and then update actual firm capacity of SV 3HLP. Additional pumping capacity may be required pre mm Hanlan Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 12 Lakeview 2HLP 5 Lakeview 1HLP Demand/Caapcity mm Hanlan Lakeview Pumping Station Pump Nos. 8 and Lakeview Pumping Station Pump No Forecasted Demand Theoretical Firm Station Capacity Firm Capacity mm Hanlan Lakeview Pumping Station Pump Nos. 14 and 15 Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 3 of 3

48 SHEET 18 PUMPING charts of available vs. required capacity for the EAST TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 16 Tullamore 6HLP 8 Tullamore 5LLP 14 Tullamore Reservoir and Pumping Station 7 Tullamore Reservoir and Pumping Station Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity 16 Airport Road 5HLP 16 Airport Road 4LLP 14 New Pump No. 5E4 (4 ML/d) mm Tullamore Tullamore Reservoir and Pumping Station 2 New Pump No. 4E4 (41.6 ML/d) Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Forecasted Demand Theoretical Firm Station Capacity Firm Capacity Page 1 of 2

49 SHEET 18 PUMPING charts of available vs. required capacity for the EAST TRANSMISSION SYSTEM 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) 7 Beckett Sproule to Airport Road Transfer 5 Airport Road to York Transfer New Pump No. 25 (92.3 ML/d) 495. New Pump 446.1No. 26 (92.3 ML/d) New Pump No. 27 (92.3 ML/d) New Pump Nos. Y5, Y6, Y7 and Y8 (55.7 ML/d ea.) Page 2 of 2

50 SHEET 19 TRANSMISSION tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) NOTE: Transmission main capacity requirements are read from the schematics. WEST TRANSMISSION SYSTEM ALLOA to WEST CALEDON ELEVATED TANK WT7 WEST TRANSMISSION SYSTEM 13 ALLOA to WEST CALEDON ELEVATED TANK Diameter Theor. Capacity* Capacity* C- Forecasted Demand..... OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity West Caledon 6 PZ7 n/a Future WT7 Total System Capacity..... ok ok ok ok ok WEST BRAMPTON to ALLOA WT5 WEST BRAMPTON to ALLOA Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Alloa 12 PZ5 PRP WT5 Total System Capacity ok ok ok ok ok MEADOWVALE NORTH to WEST BRAMPTON MEADOWVALE NORTH to WEST BRAMPTON Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity West Brampton 15 PZ4 n/a WT4 Total System Capacity WT4 Future West Brampton PZ4 n/a Future n/a n/a n/a ok ok ok ok ok STREETSVILLE to MEADOWVALE NORTH WT3 STREETSVILLE to MEADOWVALE NORTH Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Meadowvale North 9 PZ WT3 Total System Capacity Meadowvale North 12 PZ Meadowvale North 12 PZ3 n/a not ok ok not ok ok ok HERRIDGE to STREETSVILLE WT2 HERRIDGE to STREETSVILLE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Streetsville 15 PZ WT2 Total System Capacity Streetsville 15 PZ Streetsville 21 PZ2 n/a ok ok ok ok ok LORNE PARK TO HERRIDGE WT2S LORNE PARK TO HERRIDGE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Herridge 21 PZ WT2S Total System Capacity ok ok ok ok ok LORNE PARK to HERRIDGE WT1 LORNE PARK to HERRIDGE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Herridge 15 PZ WT1 Total System Capacity not ok ok ok not ok not ok LORNE PARK INTAKE Lorne Park Intake LORNE PARK INTAKE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Lorne Park Total Theoretical Capacity /24mm Intake (L = 159 m) n/a Total System Capacity Intake ok ok ok ok ok Page 1 of 3

51 SHEET 19 TRANSMISSION tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) CENTRAL TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM NORTH BRAMPTON to MAYFIELD WEST CT7 NORTH BRAMPTON to MAYFIELD WEST Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Mayfield West 6 PZ CT7 Total System Capacity ok ok ok ok ok NORTH BRAMPTON to VICTORIA CT6 NORTH BRAMPTON to VICTORIA Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Victoria 9 PZ6 n/a CT6 Total System Capacity ok ok ok ok ok VICTORIA TO Z6 LOCAL CT6B VICTORIA TO Z6 LOCAL Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Victoria 12 PZ6 Sub- n/a CT6B Total System Capacity ok ok ok ok ok EAST BRAMPTON to NORTH BRAMPTON CT5 EAST BRAMPTON to NORTH BRAMPTON Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity North Brampton 9 PZ CT5 Total System Capacity ok ok ok ok ok BECKETT SPROULE to EAST BRAMPTON CT4 BECKETT SPROULE to EAST BRAMPTON Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity East Brampton 15 PZ CT4 Total System Capacity East Brampton 15 PZ4 n/a not ok not ok ok ok ok HANLAN to BECKETT SPROULE CT3 HANLAN to BECKETT SPROULE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Beckett Sproule 12 PZ CT3 Total System Capacity Beckett Sproule 15 PZ Beckett Sproule 21 PZ not ok ok ok ok ok LAKEVIEW to HANLAN CT2H LAKEVIEW to HANLAN Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Hanlan 21/18 PZ CT2H Total System Capacity Hanlan 24 PZ not ok ok ok ok ok SILVERTHORN to HANLAN CT2 SILVERTHORN to HANLAN Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Hanlan 15/12 PZ CT2 Total System Capacity not ok ok ok ok ok LAKEVIEW to SILVERTHORN CT1 LAKEVIEW to SILVERTHORN Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Silverthorn 9 PZ CT1 Total System Capacity Silverthorn 15 PZ ok ok ok ok ok LAKEVIEW INTAKE Lakeview Intake LAKEVIEW INTAKE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity mm Intake (L = 85 metres) n/a Decommiss Lakeview Total System Capacity mm Intake (L = 13 metres) n/a Decommiss mm Intake (L = 195 metres) n/a Intake Future intake n/a Future n/a n/a n/a ok ok ok ok ok Page 2 of 3

52 SHEET 19 TRANSMISSION tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) EAST TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM SANDHILL to EAST CALEDON ET7 SANDHILL to EAST CALEDON Diameter Theor. Capacity* Capacity* C- Forecasted Demand..... OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity East Caledon 6 PZ7 n/a Future 6 24 ET7 Total System Capacity..... ok ok ok ok ok SANDHILL to NORTH BOLTON ELEVATED TANK SANDHILL to NORTH BOLTON ELEVATED TANK Diameter Theor. Capacity* Capacity* C- Forecasted Demand..... OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity North Bolton 75 PZ6 n/a Future ET6 Total System Capacity..... ET6 ok ok ok ok ok SANDHILL to CASTLEDERG ET6 SANDHILL to CASTLEDERG Diameter Theor. Capacity* Capacity* C- Forecasted Demand..... OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Castlederg 9 PZ6 n/a Future ET6 Total System Capacity..... ok ok ok ok ok TULLAMORE to BOLTON ELEVATED TANK BT6 TULLAMORE to BOLTON ELEVATED TANK Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Bolton 75 PZ BT6 Total System Capacity ok ok ok ok ok TULLAMORE to SANDHILL ET5 TULLAMORE to SANDHILL Diameter Theor. Capacity* Capacity* C- Forecasted Demand..... OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Sandhill 9 PZ5 n/a Future ET5 Total System Capacity..... ok ok ok ok ok AIRPORT ROAD to TULLAMORE ET4 AIRPORT ROAD to TULLAMORE Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Tullamore 15 PZ4 PRP ET4 Total System Capacity ok ok ok ok ok AIRPORT ROAD to YORK REGION ET3Y Transfer AIRPORT ROAD to YORK REGION Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity York 18 Transfer ET3Y Total System Capacity ok ok ok ok ok BECKETT SPROULE to AIRPORT ROAD ET3A Transfer BECKETT SPROULE to AIRPORT ROAD Diameter Theor. Capacity* Capacity* C- Forecasted Demand OCWA TM ID Year in Service (mm) factor Total Theoretical Capacity Airport Road 21 Transfer ET3A Total System Capacity ok ok ok ok ok Page 3 of 3

53 SHEET 2 TRANSMISSION charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM CT7 North Brampton to Mayfield West Forecasted Demand Total System Capacity Total Theoretical Capacity WT5 West Brampton to Alloa 12mm Alloa Transmission Main New Pump Nos. 3 and 6 at the West Brampton PS Forecasted Demand Total System Capacity Total Theoretical Capacity Victoria Reservoir CT6 North Brampton to Victoria Forecasted Demand Total Theoretical Capacity Total System Capacity Tullamore Reservoir and Pumping Station BT6 Tullamore to Bolton Forecasted Demand Total System Capacity Total Theoretical Capacity WT4 Meadowvale North to West Brampton Forecasted Demand Total System Capacity Total Theoretical Capacity CT5 East Brampton to North Brampton Replace Pump No. 3 at the 1 East Brampton PS Central Brampton Sub- Forecasted Demand Total Theoretical Capacity Total System Capacity Tullamore Reservoir and Pumping Station ET4 Airport Road to Tullamore Forecasted Demand Total System Capacity Total Theoretical Capacity Page 1 of 3f

54 SHEET 2 TRANSMISSION charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM New Pump No. 17 at the Streetsville PS WT3 Streetsville to Meadowvale North New Pump No. 16 at the Streetsville PS mm Meadowvale North mm Meadowvale North Forecasted Demand Total System Capacity Total Theoretical Capacity mm East Brampton CT4 Beckett Sproule to East Brampton ? Forecasted Demand Total Theoretical Capacity Total System Capacity Forecasted Demand ET3Y Airport Road to York Region York maximum day demand reaches maximum agreement level in 231 Total Theoretical Capacity WT2S Lorne Park to Herridge/Streetsville mm Herridge mm Streetsville mm Beckett Sproule CT3 Hanlan to Beckett Sproule ET3A Beckett Sproule to Airport Road New Pump No. 25 (92.3 ML/d) New Pump No. 26 (92.3 ML/d) New Pump No. 27 (92.3 ML/d) Forecasted Demand Total Theoretical Capacity Total System Capacity Forecasted Demand Total Theoretical Capacity Total System Capacity Forecasted Demand Total System Capacity Total Theoretical Capacity Page 2 of 3f

55 SHEET 2 TRANSMISSION charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM mm Herridge in service WT2 Herridge to Streetsville mm Streetsville ? Forecasted Demand Total System Capacity Total Theoretical Capacity CT2 Silverthorn to Hanlan mm Hanlan Transmission Main Forecasted Demand Total System Capacity Total Theoretical Capacity mm Hanlan Transmission Main CT2H Lakeview to Hanlan Forecasted Demand Total System Capacity Total Theoretical Capacity WT1 Lorne Park to Herridge 4 35 CT1 Lakeview to Silverthorn mm Herridge ? mm Hanlan Transmission Main Forecasted 216 Demand Total 236 System 241 Capacity Total Theoretical Capacity Forecasted Demand Total System Capacity Total Theoretical Capacity Page 3 of 3f

56 SHEET 21 STORAGE tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM 7W 18 WEST TRANSMISSION SYSTEM PRESSURE ZONE 7W WS7 PRESSURE ZONE 6W WS6 PRESSURE ZONE 5W WS5 PRESSURE ZONE 4W WS4 PRESSURE ZONE 3W WS3 PRESSURE ZONE 2W WS2 PRESSURE ZONE 1W WS1 PRESSURE ZONE 7W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1)..... West Caledon Elevated Tank n/a Future n/a Required Storage Fire Storage (2) Emergency Storage (3) WS7 Total Required Storage Total Available Storage..... ok not ok not ok not ok not ok 6W 14 PRESSURE ZONE 6W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1)..... Snelgrove Elevated Tank P Required Storage Fire Storage (2) Emergency Storage (3) WS6 Total Required Storage Total Available Storage not ok not ok not ok not ok not ok 5W 11 PRESSURE ZONE 5W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) Alloa Reservoir Cell 1 n/a Required Storage Fire Storage (2) Alloa Reservoir Cell 2 n/a Emergency Storage (3) WS5 Alloa Reservoir Cell 3 n/a Future 17.5 Total Required Storage Alloa Reservoir Cell 4 n/a Future 17.5 Total Available Storage not ok ok ok ok ok 4W 8 PRESSURE ZONE 4W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) West Brampton Reservoir Cell 1 P Required Storage Fire Storage (2) West Brampton Reservoir Cell 2 P Emergency Storage (3) WS4 West Brampton Reservoir Cell 3 P Total Required Storage West Brampton Reservoir Cell 4 P5231 Future n/a Total Available Storage North Streetsville Elevated Tank P ok ok ok ok ok 3W 6 PRESSURE ZONE 3W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) Meadowvale North Reservoir Cell 1 P Required Storage Fire Storage (2) Meadowvale North Reservoir Cell 2 P Emergency Storage (3) WS3 Meadowvale North Reservoir Cell 3 P Total Required Storage Meadowvale North Reservoir Cell 4 P Total Available Storage ok ok ok ok ok 2W 4 PRESSURE ZONE 2W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) Streetsville Reservoir Cell 1 P Required Storage Fire Storage (2) Streetsville Reservoir Cell 2 P Emergency Storage (3) WS2 Total Required Storage Total Available Storage ok ok ok ok ok 1W 2 PRESSURE ZONE 1W Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) Herridge Reservoir Cell 1 (Old) P Required Storage Fire Storage (2) Herridge Reservoir Cell 2 (New) P Emergency Storage (3) WS1 Total Required Storage Total Available Storage ok ok ok ok ok Page 1 of 3

57 STORAGE SHEET 21 tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) CENTRAL TRANSMISSION SYSTEM 7C 19 CENTRAL TRANSMISSION SYSTEM PRESSURE ZONE 7C CS7 PRESSURE ZONE 6C CS6 PRESSURE ZONE 5C CS5 PRESSURE ZONE 4C CS4 PRESSURE ZONE 3C CS3 PRESSURE ZONE 2C CS2 PRESSURE ZONE 1C CS1 PRESSURE ZONE 7C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Mayfield West Elevated Tank P Required Storage Fire Storage (2) Emergency Storage (3) CS7 Total Required Storage Total Available Storage ok ok ok not ok not ok 6C 15 PRESSURE ZONE 6C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Victoria Reservoir Cell 1 n/a Required Storage Fire Storage (2) Victoria Reservoir Cell 2 n/a Emergency Storage (3) CS6 Victoria Reservoir Cell 3 n/a Future n/a Total Required Storage Total Available Storage not ok ok ok ok ok 5C 12 PRESSURE ZONE 5C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) North Brampton Reservoir Cell 1 P Required Storage Fire Storage (2) North Brampton Reservoir Cell 2 P Emergency Storage (3) CS5 North Brampton Reservoir Cell 3 P Total Required Storage North Brampton Reservoir Cell 4 P Total Available Storage ok ok ok ok ok 4C 9 PRESSURE ZONE 4C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) East Brampton Reservoir Cell 1 (Old) P Required Storage Fire Storage (2) East Brampton Reservoir Cell 2 (Old) P Emergency Storage (3) CS4 East Brampton Reservoir Cell 3 (New) P Total Required Storage East Brampton Reservoir Cell 4 (New) P Total Available Storage ok ok ok ok ok 3C 7 PRESSURE ZONE 3C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Beckett Sproule Reservoir Cell 1 P Fire Storage (2) Required Storage Beckett Sproule Reservoir Cell 2 P Emergency Storage (3) Beckett Sproule Reservoir Cell 3 P CS3 Operation Storage for York Transfer Beckett Sproule Reservoir Cell 4 P Total Required Storage Total Available Storage ok ok ok ok ok 2C 5 PRESSURE ZONE 2C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Hanlan South Reservoir P Fire Storage (2) Required Storage Hanlan North Reservoir P Emergency Storage (3) Hanlan Reservoir Distribution Centre P CS2 Operation Storage for York Transfer Hanlan West Reservoir n/a Future 15. Total Required Storage Total Available Storage ok ok ok ok ok 1C 3 PRESSURE ZONE 1C Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Silverthorn Reservoir (Old) P Required Storage Fire Storage (2) Silverthorn Reservoir (New) n/a Future 15. Emergency Storage (3) CS1 Total Required Storage Total Available Storage ok ok ok ok ok Page 2 of 3

58 STORAGE SHEET 21 tables of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) EAST TRANSMISSION SYSTEM 7E 2 EAST TRANSMISSION SYSTEM PRESSURE ZONE 7E ES7 PRESSURE ZONE 6B BS6 PRESSURE ZONE 6E ES6 PRESSURE ZONE 5E ES5 PRESSURE ZONE 4E ES4 PRESSURE ZONE 3E ES3 PRESSURE ZONE 7E Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1)..... East Caledon Elevated Tank n/a Future n/a Required Storage Fire Storage (2)..... Emergency Storage (3)..... ES7 Total Required Storage..... Total Available Storage..... ok ok ok ok ok 6B 17 PRESSURE ZONE 6B Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Bolton Elevated Tank P Required Storage Fire Storage (2) North Bolton Elevated Tank n/a Emergency Storage (3) BS6 Total Required Storage Total Available Storage not ok ok ok ok ok 6E 16 PRESSURE ZONE 6E Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1)..... Castlederg Reservoir n/a Future n/a Required Storage Fire Storage (2) Emergency Storage (3) ES6 Total Required Storage Total Available Storage..... not ok not ok not ok not ok not ok 5E 13 PRESSURE ZONE 5E Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1)..... Sandhill Reservoir Cell 1 n/a Future n/a Required Storage Fire Storage (2) Sandhill Reservoir Cell 2 n/a Future n/a Emergency Storage (3) ES5 Total Required Storage Total Available Storage..... not ok not ok not ok not ok not ok 4E 1 PRESSURE ZONE 4E Maximum day demand Facility Facility No. Year in Service Capacity Equalization Storage (1) Tullamore Reservoir Cell 1 n/a Required Storage Fire Storage (2) Tullamore Reservoir Cell 2 n/a Emergency Storage (3) ES4 Tullamore Reservoir Cell 3 n/a Future 2. Total Required Storage Tullamore Reservoir Cell 3 n/a Future 2. Total Available Storage not ok ok ok ok ok 3E 22 PRESSURE ZONE 3E Maximum day demand..... Facility Facility No. Year in Service Capacity Equalization Storage (1) Airport Road Reservoir Cell 1 (A and B) n/a Fire Storage (2) Required Storage Airport Road Reservoir Cell 2 (A and B) n/a Emergency Storage (3) Airport Road Reservoir Cell 3 (A and B) n/a ES3 Operation Storage for York Transfer Airport Road Reservoir Cell 4 (A and B) n/a Future 15. Total Required Storage Total Available Storage ok ok ok ok ok Page 3 of 3

59 SHEET 22 STORAGE charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM WS7 West Caledon Elevated Tank CS7 Mayfield West Elevated Tank ES7 East Caledon Elevated Tank Storage Capacity/Required Storage Storage Capacity/Required Storage Storage Capacity/Required Storage Available Storage Required Storage. Available Storage Required Storage Available Storage Required Storage Storage Capacity/Required Storage WS6 Snelgrove Elevated Tank Storage Capacity/Required Storage Victoria Reservoir CS6 Victoria Reservoir Storage Capacity/Required Storage North Brampton Elevated Tank BS6 Bolton Elevated Tank, North Bolton Elevated Tank Available Storage Required Storage.. Available Storage Required Storage. Available Storage Required Storage Page 1 of 4

60 SHEET 22 STORAGE charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM Storage Capacity/Required Storage Alloa Reservoir WS5 Alloa Reservoir Storage Capacity/Required Storage Victoria Reservoir CS5 North Brampton Reservoir Storage Capacity/Required Storage ES6 Castlederg Reservoir Available Storage Required Storage. Available Storage Required Storage Available Storage Required Storage Storage Capacity/Required Storage WS4 West Brampton Reservoir and North Streetsville Elevated Tank Victoria Reservoir West Brampton Reservoir expansion Storage Capacity/Required Storage Victoria Reservoir CS4 East Brampton Reservoir Storage Capacity/Required Storage ES5 Sandhill Reservoir Available Storage Required Storage. Available Storage Required Storage. Available Storage Required Storage Page 2 of 4

61 SHEET 22 STORAGE charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM WS3 Meadowvale North Reservoir CS3 Beckett Sproule Reservoir Tullamore Reservoir ES4 Tullamore Reservoir Storage Capacity/Required Storage Storage Capacity/Required Storage Storage Capacity/Required Storage Available Storage Required Storage. Available Storage Required Storage.. Available Storage Required Storage Storage Capacity/Required Storage WS2 Streetsville Reservoir Storage Capacity/Required Storage Operational changes when MCC Water Main is in service CS2 Hanlan Reservoir Storage Capacity/Required Storage Airport Road Reservoir expansion Tullamore Reservoir ES3 Airport Road Reservoir Available Storage Required Storage. Available Storage Required Storage. Available Storage Required Storage Page 3 of 4

62 SHEET 22 STORAGE charts of available vs. required capacity 213 Water & Wastewater Master Plan Version 6.3 (5-Mar-214) WEST TRANSMISSION SYSTEM CENTRAL TRANSMISSION SYSTEM EAST TRANSMISSION SYSTEM 6. WS1 Herridge Reservoir 6. CS1 Silverthorn Reservoir Storage Capacity/Required Storage Storage Capacity/Required Storage Operational changes when MCC Water Main is in service Available Storage Required Storage. Available Storage Required Storage Page 4 of 4

63 Appendix 3F Unit Costs

64 AECOM 15 Commerce Valley Drive West, Floor tel Markham, ON, Canada L3T 7W fax Memorandum To Martin Pendlebury and Kolsoom Motamedi (Region of Peel) Page 1 CC Subject Update of Linear Unit Rates From Fiona Macdonald (AECOM) Date July 24, 212 Project Number Introduction This memorandum summarizes the peer review of linear unit rates carried out as part of the 212 Region of Peel Water and Wastewater Master Plan. It summarizes the results of the review and the subsequent recommended adjustments to the rates. The proposed unit rates will be used as a basis to develop estimates for each of the projects identified in the Master Plan. The rates were initially developed as part of the Quick Start program at the beginning of the Master Plan project. 1 As the Master Plan focuses on trunk water and wastewater infrastructure, the emphasis of the peer review was on the unit rates for this size of infrastructure. 2. Peer Review The unit rates used in the Quick Start program were provided to Estimating Services Incorporated (ESI) for review. The focus of the review was to determine whether the Master Plan unit rates provided a sound basis for project estimates. As part of the review, ESI developed their own unit rates for comparison, based on consultation with suppliers as well as recent project experience. These rates are provided in Appendix C of this memorandum. ESI observed that recent tenders have varied widely in price. The ESI rates are an average case for May 212, and do not include contingency, restoration, disinfection or traffic management. The ESI and Quick Start unit rates were compared to determine if the Quick Start values fell within a reasonable range of the ESI values. It is not expected that the rates should be identical, as ESI rates are based on May 212 construction conditions and are not necessarily conservative enough for a Master Planning study; whereas the Quick Start rates were developed to represent general unit rates in 211, for Master Planning purposes. The rates were not directly comparable (for example, AECOM rates included for restoration and appurtenances), therefore the extra items were removed from the AECOM rates so that a fair comparison could be made. The following specific comments were made: 1 Memorandum - Peel Quick Start. AECOM, August 211. M Mp Unit Rate Update Draft M MP Unit Rate Update Postqa

65 Page 2 Memorandum The individual project costing sheets provided an appropriate level of detail for project costing. AECOM pipe supply and install rates for forcemains and watermains did not allow for any extra factors. ESI recommended that 2% should be allowed for short pipes, restraints and closures, and that in cases with additional fittings required (elbows, chambers, etc) an additional 3% markup should be applied. AECOM installation costs were based on a percentage of pipe cost. This resulted in installation costs that are relatively low for smaller pipe diameters. AECOM and ESI excavation volume assumptions were different for wastewater pipes. 3. Master Plan Unit Rates The results of the peer review were used to adjust the 211 Quick Start unit rates for use in the 212 Master Plan. The following adjustments were made: The pipe supply rates for forcemains and watermains were increased by 2%. The 3% factor will be be applied in the individual project costing sheets where appropriate. A minimum installation cost of $4/m was used to prevent unrealistically low installation costs being carried. The formulae used to calculate excavation volume were adjusted. For the 5m deep wastewater pipe, a 5m deep trench box was assumed i.e. the excavated volume was calculated as depth x width i.e. 5m x width, per metre of pipe. For the 1m deep wastewater pipe, a 5m deep trench box was assumed, with the next 5m banked at 1:1 slope. This resulted in lower excavation volumes for the 5m deep pipes, and higher volumes for the 1m deep pipes. The rates will be adjusted to 213$ when the inflation factor is available. Appendix A includes the recommended Master Plan Unit Rates, while Appendix B compares these rates with those used in the Quick Start. It is noted that these rates have changed significantly since the 27 Master Plan. Factors that have contributed to the change in unit costs include inflation, the fact that pipe pricing is considerably higher now, excavation and granular costs have increased, and increasing gas prices have had an effect in many areas. 4. Conclusion It is the opinion of AECOM and ESI that the revised unit costs are appropriate for Master Planning purposes, and within the range of costs to be expected on competitively tendered jobs in the Region of Peel, taking into account the fact that other add-ons may be applied on a project specific basis e.g. for urban areas, difficult construction conditions, and project-specific considerations. 5. Attachments A number of attachments accompany this technical memo, as follows: Appendix A - Proposed Linear Unit Rates for Master Plan Appendix B - Comparison of Quick Start and Recommended Master Plan Unit Rates Appendix C Comparison of ESI and Recommended Master Plan Unit Rates M Mp Unit Rate Update Draft

66 Page 3 Memorandum Appendix A Proposed Linear Unit Rates for Master Plan Note: Unit rates are in 212$. These will be updated to 213$ once the inflation rate is provided. M Mp Unit Rate Update Draft

67 Water Linear Unit Rates Region of Peel 212 POTENTIAL RANGE WITH COMPONENT DESCRIPTION UNIT QUANTITY UNIT RATE COST EXTRA FACTOR RECOMMENDED EXTRAS WATER FEEDERMAIN PIPE SIZE (mm) M SQ METRE OR ML/D OR LM OR ML $ / UNIT $ ROCK EXCAVATION PER SQ METRE PER METER DEPTH TRENCHLESS DEWATERING $ / METRE / METRE Min Max 75 M 1 $1,215 $1,215 $62 $4,3 $69 $1,835 $6,825 $1,835 9 M 1 $1,486 $1,486 $69 $6,7 $69 $2,176 $9,566 $2, M 1 $1,788 $1,788 $76 $6,7 $1,4 $2,548 $1,288 $2, M 1 $2,91 $2,91 $83 $6,7 $1,4 $2,921 $1,661 $3, M 1 $2,56 $2,56 $9 $9,3 $1,4 $3,46 $13,8 $4,5 15 M 1 $3,23 $3,23 $97 $9,3 $1,39 $3,993 $14,683 $5, M 1 $3,64 $3,64 $1,4 $9,3 $1,39 $4,644 $15,334 $6,34 18 M 1 $4,583 $4,583 $1,11 $9,3 $1,39 $5,693 $16,383 $7,83 21 M 1 $5,145 $5,145 $1,18 $9,3 $1,39 $6,325 $17,15 $7, M 1 $5,621 $5,621 $1,18 $9,3 $1,39 $6,81 $17,491 $8,191 NOTES 1 PIPE COST FROM MANUFACTURER 2 INSTALLATION ALLOWANCE BASED ON MATERIAL COST 1% - 15% of Material cost, with minimum of $4/m 3 COST OF EXCAVATION $28/ SQ.M x M depth 4 COST OF BEDDING PIPE SURROUNDING INCLUDES SUPPLY AND PLACING $73/ SQ.M x M depth 5 BACKFILL TRENCH INCLUDES REPLACEMENT OF NATIVE MATERIAL AND COMPACTION $15/ SQ.M x M depth 6 DEWATERING COSTS CONSIDERED ADDITIONAL 7 RESTORATION WITH SOD AND SEED $11/m2 8 URBAN UPLIFT OF 45% TO BE APPLIED IF IN BUILT UP AREA 9 TOTAL UNIT PRICE TAKES INTO ACCOUNT PRICE INDEX. 1 URBAN UPLIFT NOT TO BE APPLIED WHEM MAINS ARE TUNNELED, UPLIFT RELATES TO REINSTATEMENT AND UTILITIES 11 UNIT RATES EXCLUDE CONTINGENCY, CONSULTANTS FEES AND REGIONS COSTS

68 Wastewater to 5m Depth Linear Unit Rates Region of Peel 212 COMPONENT DESCRIPTION UNIT QUANTITY UNIT RATE COST WASTEWATER 5m depth PIPE SIZE (mm) SQ METRE OR ML/D OR LM OR ML $ / UNIT $ ROCK EXCAVATION PER SQ METRE PER METER DEPTH EXTRA FACTOR TRENCHLESS DEWATERING $ / METRE SQ METRE GROSS TYPICAL TOTAL POTENTIAL RANGE WITH EXTRAS RECOMMENDED 675 M 1 $1,86 $1,86 $621 $4,5 $69 $1,86 $1,77 $6,897 $1,86 75 M 1 $1,19 $1,19 $621 $4,5 $69 $1,19 $1,811 $7,1 $1, M 1 $1,239 $1,239 $69 $6,9 $69 $1,239 $1,929 $9,519 $1,239 9 M 1 $1,517 $1,517 $69 $6,9 $69 $1,517 $2,27 $9,797 $1, M 1 $1,59 $1,59 $759 $6,9 $69 $1,59 $2,349 $9,939 $2, M 1 $1,865 $1,865 $828 $6,9 $1,35 $1,865 $2,693 $1,628 $2, M 1 $2,19 $2,19 $897 $6,9 $1,35 $2,19 $3,6 $1,941 $3,6 135 M 1 $2,417 $2,417 $966 $9,3 $1,35 $2,417 $3,383 $13,718 $3, M 1 $2,759 $2,759 $1,35 $9,3 $1,38 $2,759 $3,794 $14,474 $3, M 1 $3,132 $3,132 $1,7 $9,3 $1,38 $3,132 $4,22 $14,882 $4,22 18 M 1 $3,638 $3,638 $1,14 $9,3 $1,38 $3,638 $4,742 $15,422 $4, M 1 $4,182 $4,182 $1,173 $9,3 $1,38 $4,182 $5,355 $16,35 $5, M 1 $5,718 $5,718 $1,242 $9,3 $1,38 $5,718 $6,96 $17,64 $6,96 3 M 1 $8,129 $8,129 $1,38 $9,3 $1,38 $8,129 $9,59 $2,189 $9,59 NOTES 1 2 COST OF EXCAVATION PIPE COST FROM PIPE SUPPLIER $27.27/ SQ.M x M depth INSTALLATION ALLOWANCE BASED ON MATERIAL COST 1% - 15% of Material cost, with minimum of $4/m COST OF BACKFILL COST OF GRANULAR BEDDING RESTORATION FOR TOP SOIL AND SOD ONLY MANHOLE SPACING 1M UPTO 825MM DIA PIPE MANHOLE SPACING 125M UPTO 975MM DIA PIPE MANHOLE SPACING 15M UPTO 975MM DIA PIPE URBAN UPLIFT OF 45% TO BE APPLIED IF IN BUILT UP AREA $15/ SQ.M x M depth $73/ SQ.M x M depth $11/ SQ.M 12 TOTAL UNIT PRICE TAKES INTO ACCOUNT PRICE INDEX. 13 URBAN UPLIFT NOT TO BE APPLIED WHEM MAINS ARE TUNNELED, UPLIFT RELATES TO REINSTATEMENT AND UTILITIES 14 UNIT RATES EXCLUDE CONTINGENCY, CONSULTANTS FEES AND REGIONS COSTS

69 Wastewater to 1m Depth Linear Unit Rates Region of Peel 212 COMPONENT DESCRIPTION UNIT QUANTITY UNIT RATE COST WASTEWATER 1 m deep PIPE SIZE (mm) SQ METRE OR ML/D OR LM OR ML $ / UNIT $ ROCK EXCAVATION PER SQ METRE PER METER DEPTH EXTRA FACTOR TRENCHLESS DEWATERING $ / METRE SQ METRE GROSS TYPICAL TOTAL POTENTIAL RANGE WITH EXTRAS RECOMMENDED 675 M 1 $2,51 $2,51 $621 $4,5 $69 $2,51 $3,122 $8,312 $3, M 1 $2,623 $2,623 $621 $4,5 $69 $2,623 $3,244 $8,434 $3, M 1 $2,668 $2,668 $69 $6,9 $69 $2,668 $3,358 $1,948 $3,358 9 M 1 $3,3 $3,3 $69 $6,9 $69 $3,3 $3,72 $11,31 $3, M 1 $3,95 $3,95 $759 $6,9 $69 $3,95 $3,854 $11,444 $3, M 1 $3,414 $3,414 $828 $6,9 $1,35 $3,414 $4,242 $12,177 $4, M 1 $3,658 $3,658 $897 $6,9 $1,35 $3,658 $4,555 $12,49 $4, M 1 $4,9 $4,9 $966 $9,3 $1,35 $4,9 $4,975 $15,31 $5,44 15 M 1 $4,378 $4,378 $1,35 $9,3 $1,38 $4,378 $5,413 $16,93 $5, M 1 $4,785 $4,785 $1,7 $9,3 $1,38 $4,785 $5,855 $16,535 $6, M 1 $5,353 $5,353 $1,14 $9,3 $1,38 $5,353 $6,457 $17,137 $6, M 1 $5,998 $5,998 $1,173 $9,3 $1,38 $5,998 $7,171 $17,851 $7, M 1 $7,66 $7,66 $1,242 $9,3 $1,38 $7,66 $8,848 $19,528 $8,986 3 M 1 $1,153 $1,153 $1,38 $9,3 $1,38 $1,153 $11,533 $22,213 $11,533 NOTES 1 COST OF EXCAVATION 2 PIPE COST FROM PIPE SUPPLIER INSTALLATION ALLOWANCE BASED ON MATERIAL COST 3 COST OF BACKFILL 4 COST OF GRANULAR BEDDING 5 RESTORATION FOR TOP SOIL AND SOD ONLY 6 MANHOLE SPACING 1M UPTO 825MM DIA PIPE 7 MANHOLE SPACING 125M UPTO 975MM DIA PIPE 8 MANHOLE SPACING 15M UPTO 975MM DIA PIPE 9 URBAN UPLIFT OF 45% TO BE APPLIED IF IN BUILT UP AREA 1 TOTAL UNIT PRICE TAKES INTO ACCOUNT PRICE INDEX. $27.7/ SQ.M x M depth 1% - 15% of Material cost, with minimum of $4/m $15/ SQ.M x M depth $73/ SQ.M x M depth $11/ SQ.M 11 URBAN UPLIFT NOT TO BE APPLIED WHEM MAINS ARE TUNNELED, UPLIFT RELATES TO REINSTATEMENT AND UTILITIES 12 UNIT RATES EXCLUDE CONTINGENCY, CONSULTANTS FEES AND REGIONS COSTS

70 Forcemain Unit Rates Region of Peel 212 POTENTIAL RANGE WITH COMPONENT DESCRIPTION UNIT QUANTITY UNIT RATE COST EXTRA FACTOR RECOMMENDED EXTRAS Sewage Forcemain PIPE SIZE (mm) M SQ METRE OR ML/D OR LM OR ML $ / UNIT $ ROCK EXCAVATION PER SQ METRE PER METER DEPTH TRENCHLESS DEWATERING $ / METRE / METRE Min Max 4 M 1 $722 $722 $35 $4,5 $35 $1,72 $5,922 $1,72 45 M 1 $812 $812 $42 $4,5 $35 $1,232 $6,82 $1,232 5 M 1 $912 $912 $49 $4,5 $35 $1,42 $6,252 $1,42 6 M 1 $1,234 $1,234 $55 $4,5 $69 $1,784 $6,974 $1, M 1 $1,28 $1,28 $62 $4,5 $69 $1,9 $7,9 $1,9 9 M 1 $1,521 $1,521 $69 $6,9 $69 $2,211 $9,81 $2, M 1 $1,837 $1,837 $76 $6,9 $1,4 $2,597 $1,537 $2, M 1 $2,157 $2,157 $83 $6,9 $1,4 $2,987 $1,927 $2,987 NOTES 1 PIPE COST FROM MANUFACTURER 2 INSTALLATION ALLOWANCE BASED ON MATERIAL COST 1% - 15% of Material cost, with minimum of $4/m 3 COST OF EXCAVATION $27.7/ SQ.M x M depth 4 COST OF BEDDING PIPE SURROUNDING INCLUDES SUPPLY AND PLACING $73/ SQ.M x M depth 5 BACKFILL TRENCH INCLUDES REPLACEMENT OF NATIVE MATERIAL AND COMPACTION $15/ SQ.M x M depth 6 DEWATERING COSTS CONSIDERED ADDITIONAL 7 URBAN UPLIFT OF 45% TO BE APPLIED IF IN BUILT UP AREA 8 TOTAL UNIT PRICE TAKES INTO ACCOUNT PRICE INDEX. 9 URBAN UPLIFT NOT TO BE APPLIED WHEM MAINS ARE TUNNELED, UPLIFT RELATES TO REINSTATEMENT AND UTILITIES 1 UNIT RATES EXCLUDE CONTINGENCY, CONSULTANTS FEES AND REGIONS COSTS

71 Page 4 Memorandum Appendix B Comparison of Quick Start and Recommended Master Plan Unit Rates Note: Both sets of unit rates are in 212$. Master Plan values will be updated to 213$ once the inflation rate is provided. M Mp Unit Rate Update Draft

72 Watermains PIPE SIZE (mm) Recommended Unit Rate ($) Quick Start Master Plan 6 $1,493 $1, $1,72 $1,835 9 $2,3 $2, $2,364 $2, $3,739 $3, $4,215 $4,5 15 $5,35 $5, $5,621 $6,34 18 $6,541 $7,83 21 $7,18 $7, $7,519 $8,191 Forcemains PIPE SIZE (mm) Recommended Unit Rate ($) Quick Start Master Plan 4 $1,1 $1,72 45 $1,164 $1,232 5 $1,326 $1,42 6 $1,663 $1, $1,785 $1,9 9 $2,65 $2, $2,414 $2, $2,765 $2,987 Wastewater - 5m depth PIPE SIZE (mm) Recommended Unit Rate ($) Quick Start Master Plan 675 $1,312 $1,86 75 $1,439 $1, $1,55 $1,239 9 $1,796 $1, $2,642 $2, $3,1 $2, $3,335 $3,6 135 $3,747 $3, $4,179 $3, $4,615 $4,22 18 $5,184 $4, $5,853 $5, $7,517 $6,96 3 $1,176 $9,59

73 Wastewater - 1m depth PIPE SIZE (mm) Recommended Unit Rate ($) Quick Start Master Plan 675 $2,388 $3, $2,532 $3, $2,592 $3,358 9 $2,968 $3, $3,46 $3, $3,724 $4, $3,989 $4, $4,372 $5,44 15 $5,17 $5, $5,541 $6, $6,136 $6, $6,834 $7, $8,5 $8,986 3 $11,151 $11,533

74 Page 5 Memorandum Appendix C Comparison of ESI and Recommended Master Plan Unit Rates Note that Master Plan rates have been adjusted to exclude restoration, appurtenances, and extras such as rock excavation; to allow a fair comparison with ESI rates. Both sets of unit rates are in 212$. Master Plan values will be updated to 213$ once the inflation rate is provided. M Mp Unit Rate Update Draft

75 Watermains PIPE SIZE (mm) Unit Rate ($) Master Plan ESI 6 $921 $ $1,12 $1,21 9 $1,367 $1, $1,646 $1,91 12 $1,926 $2, $2,372 $2,83 15 $2,812 $3, $3,359 $4,6 18 $4,35 $5,22 21 $4,821 $6,36 24 $5,253 $6,773 Forcemains PIPE SIZE (mm) Unit Rate ($) Master Plan ESI 4 $599 $ $685 $856 5 $777 $984 6 $1,82 $1, $1,97 $1,463 9 $1,33 $1, $1,68 $2,64 12 $1,885 $2,396 Wastewater - 5m depth PIPE SIZE (mm) Unit Rate ($) Master Plan ESI 675 $1,86 $ $1,19 $ $1,239 $935 9 $1,517 $ $1,59 $1,77 15 $1,865 $1, $2,19 $1, $2,417 $1, $2,759 $1, $3,132 NA 18 $3,638 $2,53 21 $4,182 $3, $5,718 $3,885 3 $8,129 $5,49

76 Wastewater - 1m depth PIPE SIZE (mm) Unit Rate ($) Master Plan ESI 675 $2,51 $2,51 75 $2,623 $2, $2,668 $2,31 9 $3,3 $2, $3,95 $2, $3,414 $2, $3,658 $2, $4,9 $3, $4,378 $3, $4,785 NA 18 $5,353 $4, $5,998 $5,18 24 $7,66 $6,58 3 $1,153 $8,165

77 Appendix 3G 214 Water DC Map

78 D-3 SOUTHDOWN QUEEN HEART LAKE BRAMALEA D-4 D-15 D-41 ST-77 ST-9 ST-78 ST-83 MISSISSAUGA MCLAUGHLIN HURONTARIO KENNEDY TOMKEN D-49 MISSISSAUGA ST-82 ST-74 DIXIE CHINGUACOUSY HURONTARIO D-48 D-141 ST-89 ST-98 THE GORE ST-81 D-16 ST-94 D-33 ST-99 D-17 D-21 DIXIE AIRPORT ST-11 D-37 THE GORE D-11 ST-19 ST-124 D-38 KING Pressure Zone 5B KING ")! Mayfield West Elevated Tank Bolton Elevated Tank!(!! Bolton Standpipe #1&2 QUEEN T-132 T-133 Pressure Zone 6 WINSTON CHURCHILL D-9 D-8 D-51 ST-8 D-7 D-52 ST-79 D-24 ST-16 D-22 D-5 D-6 D-18 ST-123 D-36 D-35 ST-122 MAYFIELD D-34 ST-97! Snelgrove Elevated Tank D-32 D-2 ST-15 Pressure Zone 7 41 ST-17 #* # North Brampton Reservoir and Pumping Station " D-2 D-25 ST-113 D-26 ST-91 ST-85 ST-84 ST-86 ST-92 ST-93 D-12 MAYFIELD D-23 ST-87 D-1 D-13 D-27 D-39 5 D-4 ST-76 SANDALWOOD CASTLEMORE BOVAIRD D-5 D-3 ST-14 ST-75 ST-88 West Brampton Reservoir and Pumping Station #* # ") " D-19 ST-121 WILLIAMS ST-118 D-28 D-31 ST-119 East Brampton Reservoir and Pumping Station # " ST-115 / 12 ST-12 BOVAIRD Airport Road Reservoir and Pumping Station # WILLIAMS HUMBER WEST ST-96 QUEEN D-14 EMBLETON QUEEN MAIN #* # " FINCH GOREWAY TORBRAM HALTON WINSTON CHURCHILL D-1 Pressure Zone 5 Beckett Sproule Reservoir and Pumping Station STEELES 47 STEELES AIRPORT D-29 # Meadowvale North Reservoir and Pumping Station " North Streetsville Elevated Tank! DERRY 47 Pressure Zone 4 DERRY 427 TORONTO Pressure Zone 5A Pressure Zone 4A T-135 Hanlan Reservoir and Pumping Station # BRITANNIA ¹ 43 ST-95 ERIN MILLS T-111 MAVIS Pressure Zone 3 EGLINTON 41 Legend Existing Infrastructure Streetsville Reservoir and Pumping Station D-43 #* # ST-1 T-127 EGLINTON T-126 EASTGATE # Water Pumping Station $ Water Purification Plant " Water Reservoir ST-112! Elevated Tank/Stand Pipe 47 T BURNHAMTHORPE D-46 D-45 ST-11 T-128 CAWTHRA ST-13 # Silverthorn Reservoir and Pumping Station T-129 H Water Well Proposed Infrastructure # Water Pumping Station WINSTON CHURCHILL DUNDAS! Elevated Tank " Water Reservoir Pressure Zone 2 DUNDAS QUEENSWAY $ Water Purification Plant H Groundwater Wells Herridge Reservoir and Pumping Station # " MISSISSAUGA QEW Pressure Zone 2A DIXIE Proposed Municipal Boundary Environmental Features Pressure Zone 1 ST-12 Lakeview Water Treatment Plant $ Greenbelt Plan Area within Peel Niagara Escarpment Plan Area Oak Ridges Moraine Conservation Priority Area (CPA) ROYAL WINDSOR LAKESHORE Lorne Park Water Treatment Plant $ Oak Ridges Moraine (within Peel) Lakes, Rivers and Creeks *The Region of Peel is the original source for data presented on this figure. 213 Water and Wastewater Master Plan for the Lake-Based systems Lake Ontario Appendix 3G Water Capital Plan Projects Mar 27, 214 1:37, W