oe eee eee A SEWER DESIGN F OR. sy Hi 4K CITY OF we mA NS US LS DOUALA, b ‘ ‘ ‘ « ~ ‘a .. > n wt - a My . avy wh . 42 wore r@ [4 . eweroa ewes 0 op aoa »- rd « = THES] This thesis was contributed by Mr. C. E. Webn ire I. Westerveld under the date indicated by the department stamp, to replace the original which was destroyed in the fire of Maroh 5, 1916. Ji te fOr eronaye V . a“ A . SEWER BF SICH VY C. EF. Webb, . bY S I. Westeoryeld, 1912. THASIE SEWER DESIGN FOR THE CITY OF MASOH. General Description. The city uf Mason ic a town of 1800 inhabitante located in the central part of Ingham county, Michigan. The main or eastern part cf the city is located on a water shed or ridge, sometimes called a hogsback, rune ning almost north and south go that part cf the pree cipitation drains into Rayner Creek to the east and part to the west into Sycamore Creek. The western portion of the city lies en the east slope of another range of hills parallel to the hogsback, and surface water from this section also draine into the Sycamore Which is the larger of the two creeks. About half @ mile north of the center of the oity the atroams unite and eventually join the Red Cedar, which in turn emptics inte the Grand river. A more correct notion of the topography may be obtained by referring to the accompanying maps which contain contour lines. The population of Mason is made up mostly of retired farmers, the renwainder being merchants and trades people such as are found in every commnity. When this subject was first decided upon it was the object of the authorea to investigate the existing syetem or systems with the idea of discovering if the 4N40684 Bo sewers had been designed as to size and grades con- sistent with good modern practice ani whether 2 proper sanitary disposal was being made of the sewage. Ac- cordingly levels were run over the entire city to obtain s@reet elevations and elevations of sewer fnverts. From these we planned on obtaining the grades used. A map (Plate I) was then drawn of the city show- ing the contours and the lines of existing sewers which are almost without excertion mere single street sewers and not 2 system at all. Many of these cewers are choked with sand and czebris sac that in summer when rains are rather infrequent the sewage stands in the wains and gives off a moet offensive odor. Hotable among those sewers where these undesirable conditions exist are those which empty into Rayner Creek on BD Street, one on eaoh side of the street. The one which empties on the west side has a very Slight grade for about three bleocks and it is this one which causes the most annoyance from sewer fas as it carries sewage from the tusiness portion of the city. The sewer emptying on the east side of 1 Street into Rayner Oreek is heilf full of sand and hence is practically uselese since it's grade is also slight. Another sewer at South and ¢ Streets is end oo also choked and of no further use. When the above ccnditions were otscrved it was decided that further invectization of the present system was 2 waste of time and we turned our attention toward devising an entirely now system. In doing this we have endeavored to concentrate as many lines as possible into one syetem both for the sake of economy and also to mike the flow in the mains con- siderable. fo aid in the acoomplishment of the last named idea we have made the systens very extensive sconsider- ing the sise of the oity, defending our action with the argument that the city is yearly secominz the home of well-to-do retired farners who Jen 7nd modern conveniences. Thus eny poseidle grovth of the city requiring additional sewere is provided for es well. In spite of our efforts to concentrate the seve age, hovever, the toporpraphy of the city is such | (see Plate II) that we have been obliged to employ Sight systems in ordcr to make use of the natural grades and minimise the excavations. To make our design as practical and economical as possible we have embodied several of the old sewers, namely Weet Maple, West Agh and Fast Ash, which have goed grades and are working properly, into our own design, whan thus cutting cown the expsnce of installation several thousand Jollars. These have all been checked over ani without exception their sizes ere greater than necessary. Very few of these old sewers are laid more than five feet deep but the crades in those we have used is such es to preclude any danger from flooding eccllarse, etc. General Design. The drainage area in our tesign is divided up into eight districts totalling to six hundred and sixty acres. This may seem excessive at first but syetem number one reoeives drainage frem a good sized scwanp weat of the city and we have included this swamp area in th2 drainage area of the district. At the present time this swamp drain is an open diteh, in part, but in our design we have allowed it to join 1 M2 by a cyecial inlet on McRoberts Street, thus doing away with the ditoh which in one case passes directly under a residence. Breton Ivo. System two is, for the most part, & completely new design except that it joins the oid West Ach Street sewer and the outlet of the latter serves for both. This outlet is a ten inch tile and is of ample sise to carry off all storm water and sewage which may reach it. At present an oa eighteen inch tile runs from the inlet at the southwest georner of Lansin: and Maple to the Sycamore Creek. This Was probably put in to remove any possibility of washing out the street at this point but it leaves tis inlet at a depth of only two feet while the new Lansing Street sewer entorsa th: inlet at five feet so thet the eigh- teen inoh tile wovld be of no value but vould te taken up to use at some cther point. System Five. System five is ccmposed of two lines. The one on Mayle Street is an old system and is meeting the needs of ths people it serves. The other portion is a new design although it mikos use of an outlet built into the conorete arch of the State Street bridge over the Sycamore. System Eight. Systen eisht is yractica’ly the one in ude at the present time exce;t for the new sowers we have designed to flow on B Street between Cherry and Oak and the two branches 8L6 and 8 L?7 (see Plate II). The renaining sewers are entirely new desicns as the sewage is not now properly taken care of and we deem it sivisabie to disregard the old sewers entirely, ree piacins them throughout. The total drainage area of the several systems, together with the maximum and minimun flow is given in the following table: Systen. Area. Maximum Flow. Minimum Flow. {Aores). (Cusec). (Cusec). 1 300 15.12 12 3 45 3.54 09 3 45 80 08 ‘ 87 4.4? ey § 14 83 01d 6 36 1.% 015 ’ 138 7.09 16 g 39.5 1.25 13 In wacing this design we have planned on the come dination system because the amount of house cowage ise 80 small that fo design for a seyrrate system is im- practical. In a numer of Gasen we were compelled to use the maximum of cix inches when both house sew- ace and rainfall were ccnsidered. We have uesia run-off rereentaze of sixty (60) as a fair averace, @inge there are no saved streets. The city enrincer of Lansin> advised from 50% to 60% as these are the firures used in outlyines districts in Lansing. Another end perhaps more locical reason for tak- ing this percentage, which in some localities would be considered CxCessive, ia beoause the water-table is high and the @lay soil easily becoms saturated se that if a rain be of long duration the run-off will ve high. a] Water Consumption. The maximum water consumption per capita is taken at one hunired gallons per day. The operator at the pumpting station at Mason has been in that position but a few months and could not give us the maximum amount pumped at a time whcn the most water is used, but gave us eicshty five t»ousani cxllone as being rumpe ed on April 25, 1912. To this we have added 100% as being the ;rovable azxount used in mid-sumier,. King of Gysten. Considering the eise of the town we believe that the Gravity system is the only one we can consider since any other Torn of dispusal would incur too Much expense for a city of Mason's size. We would recomacni that the streame, particularly the Syoamore, be dredzed, co that the water would tbe confined to a narrower ohanne’a and the sewage more quickly diluted, It *woui1d dee be advicable to install flush tanks at intervals of about eight hundred to one thousand feet clon; the sewers and particularly at the head of the sewers. While cther means of flushing are often enployed, yet to insure the test catiafaction and most efficient service we deem it wise to install the fiuch tanks. Special Features. In system one we have ucseil an egg-shaped sewer from the point where the Root drain enters 1 2 for the reason that in cummer the swamp is practically dry and excert in case of unusually heavy rains no water from this scurces reaches the sewer. Am Ogg~ Bhapel sewer will «cee: tne flow confined in a narrowe er channel ani thus make it a more effici2nt carrier for suall quzntities than a circular sever while it has the capacity for carrying meximunm flow. Rainfall. As to the rainfall per hour we ccneulted the U. & Weath:r Sureau at Fast Laneinz, Michigan, where we found that the preatest rainfall of which they had any record was 1.01 inches in nineteen minutes, or 1.14 inchee in an hour at this time. The chic? of ing Bureau cdvised us thet a rainfall of one inoh per hour could casily be conritecred a naxinnm @s a story of that intensity doca rot cecur on an average of wore thin cnce in “cur or five yeare. We therefcxe veel this latter value in the con= putations of sswage flow. fhe data and results of the design of the =J= various systems are tabulated on the four bive prints A, B, 6 and B attaoh - ane Pee Yi 0.21 | 6” 0.26 | 6” roe Te) | 6" 0,26 é&° ona’ or, poy Per | iad raz Me | 0.73 aay | 0.36 | oe Ti Aree T ee if > I is é Ss ya ye B oe ws) G44 pe | Raya, we Cae 64e 7L, 742 Ze 7 ee Le ea, ws ws Za | eT, | 7Lr2 780 lA 4 Vi M \ ART TIER EE of y a ns re be : Ry se M or oS cy or Ps £ Sees i A & R x Cif ae Jahan a ce TET ST 2.9 g 0.45 | 30O |0.05 | 25 Ps s5o | 3.4 a 0.3 |/§0 |0.02 |0.32 | 6 F5O @.4 ss 0.2 Eo) 0.0! | 0.2l 6 ct ee) 7 eS ee) ee aR Ao a ir S¥*) a) An et a J |0.35|50 |0.0/ | 0-36 | 6 450 | 2.9 Kf ofS |50 0.0l |0.16 ) 450 | /.5 ra 0.35 |s00 |0-02 |0.37 | 6 FSO eA ma (oer 125 |0.02 |O #22 | 6 750 | /.5 A 0/5 VA e eee ro 4oo |-0.5 k 0.15 | 75 |0.01 |0/6 | 6 9450 |\9.66|/38 |6.9 |/000 |0/5 |7.05 |/8 450 |0.F 2 ee) Foo |0.05 | 1.905 |/0 500 | 0.+ | oO. $+ el an en Pa 400 4-2 4. 0.2 50 0.0t |0.2/ re 250 | #&+ 4 0.95 |125 |0.02 |047 | 6 r= fe) 2.8 =} O.$ /00 0.02 |0.92 580 | 0.5 |s//0 oe] 675 |0./ 5.6 7 PP eee oe oe | /6 20° | 3.5 /o Pm) 150 Py yee 3zgo | 0-6 rf 0.45 |/25 |0.02 oe ! cS LY-1oee sed 6 0.3 | Ee To) 0.02 le i ioe 1.0 J eye | So |0.0f Rag rs ere re | #50 | 0.071457 | /6 | t Mi // OS hae OCS en (oasis ot id 6 VA | 450 a: TE 7416 7L17 LT TT 7L2o ST 7422 7423 or. 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