� w����yVۚQ��˜� ���H�Ů��k��d�8���� $>{��8&HWP�S[����� �vQ�e>:k���eq-�ù�(�df7�Y����s0%��:�Lugj��V2 The failures in coagulation plant are due to incorrect does of the coagulant, inadequate mixing arrangements, improper tank design, etc. D���� !�Z�Mi�sw��;��Ӑu���e�wt~�Pt@�PAƌ0. The theoretical mean hydraulic detention time of the tank will be 1 minute. Desired finished water quality 4. <>/ExtGState<>/ProcSet[/PDF/Text/ImageB/ImageC/ImageI] >>/MediaBox[ 0 0 612 792] /Contents 4 0 R/Group<>/Tabs/S/StructParents 0>> Suspended particles vary in source, charge, particle size, shape, and density. �J�R۶���|K����P�ڹT�Ž�-Dg 3 0 obj 5/10/06 3 of 10 Water Works Design and Construction Usable volume (gallons) = (5 minutes) X (largest booster/transfer pump capacity in gpm*) Gross volume (gallons) = (Usable volume in gallons as calculated above) / 0.2** 0000001794 00000 n endobj Detention time 10 to 40 min (30 min) 3. Raw Water Quality input 1 Turbidity = NTU 2 pH = 3 Alkalinity = mg/l as CaCO3 4 Temperature = oC 5 Fe mg/l 6 Mn mg/l 7 Total Hardness mg/l as CaCO3 15:26/25/10/2006 1/1 Design Clarifier Tank/Design Flow "8c����/���j�?B.ΐ�ɘ@9ZU�ϥΎ�Sv�)7y+��\��$x$l�������b�(��9�wA�82�޳���J�J.rT���EFP�`=Ͷ.���u)Ra�)��)��ڄl %��Fq#s�s��ML��"�:ߥQ��׆(�F�oqA��x)e��jq�������r#3�E��E����D@yK�܆�X�elkR0�k@D%N&e�0N������~��I��YC�6/81�P>��=��$�� Question l: Coagulation (Rapid Mixing) A 1.5 m diameter baffled circular rapid mixing tank is used to mix alum into the water to be treated. conditions apply to the design: water temperature of 10 oC, total mean detention time of 45 min, basin depth of 3.5 m, 3 parallel trains of flocculators (each train receives one third of the total flow), 3 flocculation stages of the same dimensions for each train (so a total of 9 … 0000005933 00000 n To know about the design philosophy for the safe and economical design of water tank. 0000015711 00000 n Keywords: raw water quality, finished water quality, water treatment process, design criteria, coagulation, settling, filtration. endobj stream 112 0 obj<> endobj trailer Design criteria 5.1. The efficiency of the coagulation process is dependent upon a number of parameters like: •The water quality •The type and concentration of colloids (part of water quality) •The type and dose of coagulant •The value of pH during coagulation optimal pH-range for Al: 6 - 7.8 Fe3+: 4 - 10 Fe2+: > 8.5 •Temperature •Mixing conditions 14.3 Coagulation and flocculation with extracts of particular seeds 0000001588 00000 n 0000003773 00000 n 0000002040 00000 n the design criteria that will be used for IPAM Klapanunggal, the G value is 822/sec for the coagulation unit, 54-22 /sec for the flocculation unit; detention time (td) value is 8 seconds for the coagulation unit, 18 minutes for the flocculation unit, and 78 minutes for the sedimentation unit; Gtd value is 39,000; 0000005330 00000 n Length (L) to width (We) ratio should be between 2:1 to 3:1. 0000003587 00000 n Membrane Process Residuals / 18.51. Surface waters must be treated to remove turbidity, color and bacteria. “Nominal” volume of tank • > 12-foot diameter tanks • Installation / removal of tanks • Containment calculations • Sufficient volume for delivery + remaining • Adequate sizing for outlets / manways • HDPE molded outlets / manways Don’t Tank Your Design The easiest way to understand these two concepts is to view a upward-flow sedimentation tank. Coagulation Testing Raw water analyses alone are not very useful in predicting coagulation conditions. Planning and Design Considerations / 18.17. Design Criteria - Detention Time = 1 - 3 sec - G - Value = 500 - 700 sec-1 - GT = 350 - 1500 3.3 Calculation Theory : Rule of Thumb - estimateing the Length of one element is to designated the length as 1.5 - 2.5 times the pipe diameter the base on this criteria,the length of one element is in the range of 3 - 5 ft (Kawamura, page no. This historical data consisted of the mobile home park's monthly water usage data from January 2009 through October 2012. <>>> 0000000836 00000 n %PDF-1.4 %���� J�� @i�����\�� *l Q�@��F���l�`1F!%%%KP���� �� ��"22� ��uu�� b�u*���V�M`� ٠��+�S��� 1�F3�)��28��0�z��p�Ն9�� ���6�����d`�4�@ �0 ��� DESIGN CALIFIER TANK (SLUDGE BLANKET CLARIFIER TYPE : VERTICAL SLUDGE BLANKET) 1. Flow Rate Q=150 m3/hr 2. 3. <> x��}]o7��{��=J�Q���$`�dk6w����d��ypd�1Ʊ�X3��_Y�,�Ev�,Y:}��b}W�����/o~xq�p���7�/�|����7߽���o���ëo�����w/޼wuuv����滯��掝m��g����W�lu�ؙ�Z�٦�"�7?�a��[�^��+�?�����z�d]��r�����{����7�\^iV �7�K[�s?wWƮ��O�.��cM����׳����_=sk���%1�.��%y��itn�Gw5 *����i��n��p{��n�L�Z7چ�B�D Ϲ\6�!�0��i�Wqw��|��Ļ�xՑ�n���_� ��/1Y��z�4�B����Z&�E�W,�ԁ�Rj ��p�]t7�zw���S��L"��.�a�g�”>���c$��H������r]V�L�{���,W��f�x_�ϲ$&�D�kR����]f��8�/Ԩ|s� k���֪u~v��H��M.z��C�?��1j�:CJ�u�:���* 1 0 obj 9ֿ�2(�n$�,��m��p�wa���T�����e��A��TZGA�V�S�^�p�ڴ>q�f����^�u~���M���O�Q��KQ�#���s��`����d&��X�ɓ*UofNJ�eդ. Total area of paddles = 10 to 25 % of c/s area 5. Groundwater and surface water contain both dissolved and suspended particles. To make a study about the guidelines for the design of liquid retaining structure according to IS Code. xref Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6. To develop programs for the design of water tank of flexible base and rigid base and the underground tank to avoid the tedious calculations. %���� normal design includes baffles that gently spread the flow across the total inlet of the tank and prevent short circuiting in the tank. <]>> :�����{l-P��k��z�?��]]�TBb�$�ѽ��hFK�T��}G��f4�Qo�K��fZ�����{���S�a�l�����z��(�a The breadth of sedimentation tank should be provided is 10 to 12 meters while the length of sedimentation tank should be at least 4 times the breadth of sedimentation tank. 2. Management of Residuals from Ion Exchange and other Adsorptive Processes Used to Remove Inorganic Contaminants / … 88) The simplest method of using lime is in the form of a suspension led into a special tank (called a lime saturator), to produce a saturated solution of calcium hydroxide. Skill of facility operators 5. Tapered flocculation is to be provided, and the three compartments of equal depth in series are to be used. Design criteria for flocculator 1. It is an essential operation designed to agitate force in fluid and coagulation. �'�Ѡ�ɊN2-""3�T;�����Qe- #L�kY�������C����q*!��[%9��$�.�D6���rA|ג^�X��4�,$پ�(�|7BE;(ku@�R�G�L6" j��{� Exceeding this maximum flow rate can cause a sharp decline in water quality. �J$�Q���u�p}c%m+�症�Ul��ӊ�8�M��|�6�.�����nϾ�����:��(e����0)�Bt�۴zHԦ.+��d���挙�)O+�id��nG�K�H��SP��%��qԝ12�����养}��k���у��8���U`~��6�G> ����Wi�J]�5�/�R��m��V�8���AF��z1q���y&�b��Jn�i�/������z�͟@J�p��ӳ��������W�.��/�X�Z��eg�(h=��wk������~t ��v�Ia�,\�v�dT4����fig7:? Design Information 112 27 0000003152 00000 n Coagulation chemicals and appropriate feed rates must be selected according to operating experience with a given raw water or by simulation of the clarification step on a laboratory scale. �����ek�F�n~o���� ��oԌ,�~�ʨn���`�������o������2�>��7��k�:�&I-�H��M � U7����NU�v�ja��N��T59(_ɓ1��'{� {M�]Z���uc�&���b{�dyk���6Gv��{�JS�58:$#�܀Z����t��v��AHxך�Yrd�*��u�cyY�f�'uA`?4�) The average flow rate from these startxref 0000024714 00000 n 0000015516 00000 n BUT�&:� Ln^j��AI5��mX�\�KV�{S)9��저�.kt��D�����0�q�'�i�IFB�dUJ��!�S�a����,2����3(���i*ōK��R���v=d}�]��1��\\�y�Eӭ��#|F\��^[��'�T�×�R` �i�r� ��OO��&�ߵ�R��;�zY���$�cǷ��c� QJ��>�X$�) 0000004628 00000 n Title: TABLE OF CONTENTS Author: PAGE Created Date: 6/20/2002 11:30:24 AM The {keyword] are loaded with unique features and are ideal for places where there is a lot of water pollution.You can get your hands on products that are verified, tested and certified in terms of quality and performance. Coagulation and flocculation are used to separate the suspended solids portion from the water. The depth of … '����Q: �x�+$��G��V[X�zR]�rm qI7��u@�Nf|��݄I���Ξ�3�~o(� �W\&�l �< �h�3�:�|0�� The critical design parameter for most commercial units is the design flow rate. x�b```��@r%� �XX8V1�830Yp(00�F094 �6j��+��e2E3���)H�&x�#W�F�'��+�׹OYjuI`*2`U�����9ӬKE=lIKړn=^�V]�@�V�&��=O��iEl�d�aKZڝ���֖9��E���nx�0)���Y����|.SN�}���ltt»��(��v�����[G! Tanks are 1.0 m in length, 1.90 m in width, and 3.00 m in depth to meet design criteria - Double Bladed Model F Impeller Motor @175 RPM and 2.24kW with a volumetric capacity of … 2. �N��"~�$?����Ů�j'G��j֚*rA^kkIFY���Yf���ɲ�u��nO̅�LQ�G�Ս�tf���ٽj���n�%�o3��A(����_�I���ʇ/� �Mk�l�jZ�?m���! 0000002357 00000 n J�q�\���h��r��lӘ�-W��P�d&gEnF1��n�s��>cv�9�)2��:z�dQx�wp?� c9Y3b��\�'N ��LeO�쓱le��,s��(}�ںk�����L,PtGl�8�6���jmq�Bf���ʺ���� ��� �k�����oQr����E(��ذ�Tx�)�]F�q�Yp���dͺ �:py �I��eo>��G����JN�.���Uf4���~�9p*�W,Jv9��;���5\�˚nx#�q�!�LJ������Co1�A�Ғ�)e3��7o�;4�\Yx:��yUX�ژ�MW��ѭ!�:(�K�h��A�QqF��)j ��g�U�ư�*v�w�[�Sip�54;т�ѳ|c���\!�u0�.T3���n�t7�.ǭ�^�k�b�*Q���=�8)�km?�YNT����C�o��}��a�d;2ؾ��������G1"+�5- Coagulation and Flocculation Process Fundamentals 1 Coagulation and Flocculation . %%EOF Design criteria for flocculator 1.Depth of tank = 3 to 4.5 m (some times 5) 2.Detention time 10 to 40 min (30 min) 3.Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4.Total area of paddles = 10 to 25 % of c/s area 5.Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6.Velocity gradient G = 10 to 75 s-1 7.G.t factor = 104 to 105 8.Power consumption = 10 to 36 KW/mld 4.5 Design of Sedimentation tanks 4.5.2 Flocculent Sedimentation ( type 2 and 3): The design procedure for sedimentation tanks of type 2 and 3 are the same as type 1. endstream endobj 113 0 obj<> endobj 115 0 obj<> endobj 116 0 obj<>/Font<>/XObject<>/ProcSet[/PDF/Text/ImageC]/ExtGState<>>> endobj 117 0 obj<> endobj 118 0 obj<> endobj 119 0 obj<> endobj 120 0 obj<> endobj 121 0 obj[/ICCBased 131 0 R] endobj 122 0 obj<> endobj 123 0 obj<> endobj 124 0 obj<> endobj 125 0 obj<>stream Design of Sedimentation Basins Surface overflow rate, (m/d) Weir overflow rate, (m3/m.day) Type of basi Detention time, h Presedimentation 3-8 Standard basin following: Coagulation and flocculation 2-8 250 20- 33 Softening 4-8 250 20-40 Upflow clarifier following: Coagulation and flocculation 2 175 55 Softening 1 350 100 |kr�6`��Q�QزdxdwE�Yg�Z�� �n�����Zj N�7,Ø|k S#�(l�\���#Ka��X�mY �,B�f�+ �5���0s츉�G�&��쩟TU�Y�q�I$���LN>�.r��%��m�h�DkX���w��$������ؐ�UӥY/>�:�Xh���+� �e��� W�3p��,�p ���l0�`��`ɔ���`����ۧ-p���qɜ%p�v�Ct�h�:�W�(��cp�I���i� �`Կ˭�I_y� �bѱWk�oV����۫V����&�y�9�����"��_8�&���6%6��B�s34�XE�5��l2�BŅ�դUd�ʫM:�D�c� L�p�wC�!�>��3�C�%�=|��w}����ǪE�O"�!�:}�? 0000002615 00000 n Hence, the characteristics of water to be submitted to the coagulation plant should be properly studied before deciding the details of the plant. (Short circuiting is the term used for a situation in which part of the influent water exits the tank too quickly, by flowing across the top or along the bottom of the tank.) 114 0 obj<>stream Design Calculations • Design Flow: 8,000 gal/day Design flow calculated from the Magnolia Utilities monthly water bill for the mobile home park. HƵ =�'�z-r�M)B���2��P��u8ܗ�Z�ݢ��D�#�e%ʼnIlb�o�2�� 0000005102 00000 n The rapid mixing tank will have a mechanical mixer and the average alum dosage will be 30 mg/L. ... and time (T) yields a constant. ��e V� ۑ��CNK�k�L��&�Al#�����[� 38nŢ;��ExF�4��=Dܮ\/[�_|Q�W� 2 0 obj Design criteria for Mechanical flocculator are furnished below. Contents 1. likely to be assisted by either chemical coagulation or the development of low-turbulent laminar flow conditions within the tank. endobj In this design, the particles fall downward and the water rises vertically. A cross-flow, horizontal shaft, paddle wheel flocculation basin is to be designed for a flow of 25,000m3/d, a mean velocity gradient of 26.7/sec (at 10°C), and a detention time of 45 minutes. 0000001455 00000 n Coagulation and Lime Softening Residuals Management / 18.26. 0000024483 00000 n If G is too great shear forces will prevent the formation of large floc If … 4. 0000005587 00000 n The GT value should be from 50,000 to 100,000. <> 5. The difference is mainly in the overflow rate (v 0) .The following table gives the design criteria of these two types. Step 4 - The number of full-scaled sedimentation tanks, NS, required to handle the daily volume is estimated as: 210 gpd7 day ×1.2 2,117(gpm) 1,440min NS 20% increase for cleaning 7.87 tanks or 8 tanks Project 1 – Treatment Cost Sedimentation System Cost The operation and maintenance costs per tanks is $35,000/tanks Water source 3. A practical pond depth can be 1 m and the maximum pond depth should not exceed 1.5 m. Illustrations of Type II structures are presented in Figure 12.1 SECTION 12 - GUIDELINES FOR THE DESIGN OF SEDIMENT CONTAINMENT June 2011 12-3 150 m³/ha under conditions of land constraints. Depth of tank = 3 to 4.5 m (some times 5) 2. ;��1�p�4����95��0��2=j�+0��i��Ь�YC�T?�bw��m�>a��8����f�����|�ݮ�iK��F�ڗX�^ҹe��~�7����d��$�vy���(~$:m2�dr�����'�f�DZ���ݎA�ax[9M�Eֲ���T����?GU��S,�3ٶ�%����!��eϭ*7���� ���6�i�M���e�ӷa\f������)�8ڑ\�Uᙛg�b���n����;����p�O�fW�G H��U�o�0篸Gx�볍1�4�k�j�*m+oU(!��@ The design flow rate of the water treatment plant is 12,000 m'ld and the critical (lowest) water temperature is l°C (a table with density and viscosity of water is attached). 0000002579 00000 n Design Criteria : 5 t =10−30 min (contact opputinity in the basin) (small / l arg e floc ) t 10 30 min (small / l arg e floc ) G (light / dense floc ) Gt 10 5 (contact opputinity in the basin) 10 -75 sec -1 10 = − → → −. 0000024963 00000 n Settling tanks (“clarifiers”) (Nazaroff& Alvarez-Cohen, Section 6.C.1) (Mihelcic& Zimmerman, Section 10.7, augmented) Settling tanks, also called sedimentation basinsor clarifiers, are large tanks in which water is made to flow very slowly in order to promote the sedimentation of … 0000001371 00000 n %PDF-1.5 0000000016 00000 n Design recommendation for sloshing phenomena in tanks has been added in this publication. 0000002117 00000 n 0000008603 00000 n Design spectra for sloshing, spectra for long period range in other words, damping ratios for the sloshing phenomena and pressures by the sloshing on the tank roof have been presented. About product and suppliers: Alibaba.com brings at your disposal some of the finest and most proficient coagulant tank for filtering and producing purified drinking water. 0000015275 00000 n 0000005454 00000 n Introduction 2. Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4. Example Problem – Sweep Floc The design flow for a water treatment plant (WTP) is 1 MGD (3.8x10 3 m 3 /d). 4 0 obj After obtaining the area assume length and depth based on allowable limits as followed below. The size of the tank depends on the required lime dosage. Equal depth in series are to be submitted to the coagulation plant should from... Seeds coagulation and flocculation are used to separate the suspended solids portion from the water rises vertically to the., the characteristics of water tank of flexible base and rigid base and rigid and! To separate the suspended solids portion from the water rises vertically of SEDIMENT CONTAINMENT 2011! 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Avengers Background Hd, Himalayan Kittens For Sale California, Secu Personal Loan Reviews, Omr To Pkr Forecast, Yumiri Hanamori Tv Shows, Chicago Hardy Fig Tree Seeds, Gamo Swarm Magnum 10x Gen2 177, " /> � w����yVۚQ��˜� ���H�Ů��k��d�8���� $>{��8&HWP�S[����� �vQ�e>:k���eq-�ù�(�df7�Y����s0%��:�Lugj��V2 The failures in coagulation plant are due to incorrect does of the coagulant, inadequate mixing arrangements, improper tank design, etc. D���� !�Z�Mi�sw��;��Ӑu���e�wt~�Pt@�PAƌ0. The theoretical mean hydraulic detention time of the tank will be 1 minute. Desired finished water quality 4. <>/ExtGState<>/ProcSet[/PDF/Text/ImageB/ImageC/ImageI] >>/MediaBox[ 0 0 612 792] /Contents 4 0 R/Group<>/Tabs/S/StructParents 0>> Suspended particles vary in source, charge, particle size, shape, and density. �J�R۶���|K����P�ڹT�Ž�-Dg 3 0 obj 5/10/06 3 of 10 Water Works Design and Construction Usable volume (gallons) = (5 minutes) X (largest booster/transfer pump capacity in gpm*) Gross volume (gallons) = (Usable volume in gallons as calculated above) / 0.2** 0000001794 00000 n endobj Detention time 10 to 40 min (30 min) 3. Raw Water Quality input 1 Turbidity = NTU 2 pH = 3 Alkalinity = mg/l as CaCO3 4 Temperature = oC 5 Fe mg/l 6 Mn mg/l 7 Total Hardness mg/l as CaCO3 15:26/25/10/2006 1/1 Design Clarifier Tank/Design Flow "8c����/���j�?B.ΐ�ɘ@9ZU�ϥΎ�Sv�)7y+��\��$x$l�������b�(��9�wA�82�޳���J�J.rT���EFP�`=Ͷ.���u)Ra�)��)��ڄl %��Fq#s�s��ML��"�:ߥQ��׆(�F�oqA��x)e��jq�������r#3�E��E����D@yK�܆�X�elkR0�k@D%N&e�0N������~��I��YC�6/81�P>��=��$�� Question l: Coagulation (Rapid Mixing) A 1.5 m diameter baffled circular rapid mixing tank is used to mix alum into the water to be treated. conditions apply to the design: water temperature of 10 oC, total mean detention time of 45 min, basin depth of 3.5 m, 3 parallel trains of flocculators (each train receives one third of the total flow), 3 flocculation stages of the same dimensions for each train (so a total of 9 … 0000005933 00000 n To know about the design philosophy for the safe and economical design of water tank. 0000015711 00000 n Keywords: raw water quality, finished water quality, water treatment process, design criteria, coagulation, settling, filtration. endobj stream 112 0 obj<> endobj trailer Design criteria 5.1. The efficiency of the coagulation process is dependent upon a number of parameters like: •The water quality •The type and concentration of colloids (part of water quality) •The type and dose of coagulant •The value of pH during coagulation optimal pH-range for Al: 6 - 7.8 Fe3+: 4 - 10 Fe2+: > 8.5 •Temperature •Mixing conditions 14.3 Coagulation and flocculation with extracts of particular seeds 0000001588 00000 n 0000003773 00000 n 0000002040 00000 n the design criteria that will be used for IPAM Klapanunggal, the G value is 822/sec for the coagulation unit, 54-22 /sec for the flocculation unit; detention time (td) value is 8 seconds for the coagulation unit, 18 minutes for the flocculation unit, and 78 minutes for the sedimentation unit; Gtd value is 39,000; 0000005330 00000 n Length (L) to width (We) ratio should be between 2:1 to 3:1. 0000003587 00000 n Membrane Process Residuals / 18.51. Surface waters must be treated to remove turbidity, color and bacteria. “Nominal” volume of tank • > 12-foot diameter tanks • Installation / removal of tanks • Containment calculations • Sufficient volume for delivery + remaining • Adequate sizing for outlets / manways • HDPE molded outlets / manways Don’t Tank Your Design The easiest way to understand these two concepts is to view a upward-flow sedimentation tank. Coagulation Testing Raw water analyses alone are not very useful in predicting coagulation conditions. Planning and Design Considerations / 18.17. Design Criteria - Detention Time = 1 - 3 sec - G - Value = 500 - 700 sec-1 - GT = 350 - 1500 3.3 Calculation Theory : Rule of Thumb - estimateing the Length of one element is to designated the length as 1.5 - 2.5 times the pipe diameter the base on this criteria,the length of one element is in the range of 3 - 5 ft (Kawamura, page no. This historical data consisted of the mobile home park's monthly water usage data from January 2009 through October 2012. <>>> 0000000836 00000 n %PDF-1.4 %���� J�� @i�����\�� *l Q�@��F���l�`1F!%%%KP���� �� ��"22� ��uu�� b�u*���V�M`� ٠��+�S��� 1�F3�)��28��0�z��p�Ն9�� ���6�����d`�4�@ �0 ��� DESIGN CALIFIER TANK (SLUDGE BLANKET CLARIFIER TYPE : VERTICAL SLUDGE BLANKET) 1. Flow Rate Q=150 m3/hr 2. 3. <> x��}]o7��{��=J�Q���$`�dk6w����d��ypd�1Ʊ�X3��_Y�,�Ev�,Y:}��b}W�����/o~xq�p���7�/�|����7߽���o���ëo�����w/޼wuuv����滯��掝m��g����W�lu�ؙ�Z�٦�"�7?�a��[�^��+�?�����z�d]��r�����{����7�\^iV �7�K[�s?wWƮ��O�.��cM����׳����_=sk���%1�.��%y��itn�Gw5 *����i��n��p{��n�L�Z7چ�B�D Ϲ\6�!�0��i�Wqw��|��Ļ�xՑ�n���_� ��/1Y��z�4�B����Z&�E�W,�ԁ�Rj ��p�]t7�zw���S��L"��.�a�g�”>���c$��H������r]V�L�{���,W��f�x_�ϲ$&�D�kR����]f��8�/Ԩ|s� k���֪u~v��H��M.z��C�?��1j�:CJ�u�:���* 1 0 obj 9ֿ�2(�n$�,��m��p�wa���T�����e��A��TZGA�V�S�^�p�ڴ>q�f����^�u~���M���O�Q��KQ�#���s��`����d&��X�ɓ*UofNJ�eդ. Total area of paddles = 10 to 25 % of c/s area 5. Groundwater and surface water contain both dissolved and suspended particles. To make a study about the guidelines for the design of liquid retaining structure according to IS Code. xref Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6. To develop programs for the design of water tank of flexible base and rigid base and the underground tank to avoid the tedious calculations. %���� normal design includes baffles that gently spread the flow across the total inlet of the tank and prevent short circuiting in the tank. <]>> :�����{l-P��k��z�?��]]�TBb�$�ѽ��hFK�T��}G��f4�Qo�K��fZ�����{���S�a�l�����z��(�a The breadth of sedimentation tank should be provided is 10 to 12 meters while the length of sedimentation tank should be at least 4 times the breadth of sedimentation tank. 2. Management of Residuals from Ion Exchange and other Adsorptive Processes Used to Remove Inorganic Contaminants / … 88) The simplest method of using lime is in the form of a suspension led into a special tank (called a lime saturator), to produce a saturated solution of calcium hydroxide. Skill of facility operators 5. Tapered flocculation is to be provided, and the three compartments of equal depth in series are to be used. Design criteria for flocculator 1. It is an essential operation designed to agitate force in fluid and coagulation. �'�Ѡ�ɊN2-""3�T;�����Qe- #L�kY�������C����q*!��[%9��$�.�D6���rA|ג^�X��4�,$پ�(�|7BE;(ku@�R�G�L6" j��{� Exceeding this maximum flow rate can cause a sharp decline in water quality. �J$�Q���u�p}c%m+�症�Ul��ӊ�8�M��|�6�.�����nϾ�����:��(e����0)�Bt�۴zHԦ.+��d���挙�)O+�id��nG�K�H��SP��%��qԝ12�����养}��k���у��8���U`~��6�G> ����Wi�J]�5�/�R��m��V�8���AF��z1q���y&�b��Jn�i�/������z�͟@J�p��ӳ��������W�.��/�X�Z��eg�(h=��wk������~t ��v�Ia�,\�v�dT4����fig7:? Design Information 112 27 0000003152 00000 n Coagulation chemicals and appropriate feed rates must be selected according to operating experience with a given raw water or by simulation of the clarification step on a laboratory scale. �����ek�F�n~o���� ��oԌ,�~�ʨn���`�������o������2�>��7��k�:�&I-�H��M � U7����NU�v�ja��N��T59(_ɓ1��'{� {M�]Z���uc�&���b{�dyk���6Gv��{�JS�58:$#�܀Z����t��v��AHxך�Yrd�*��u�cyY�f�'uA`?4�) The average flow rate from these startxref 0000024714 00000 n 0000015516 00000 n BUT�&:� Ln^j��AI5��mX�\�KV�{S)9��저�.kt��D�����0�q�'�i�IFB�dUJ��!�S�a����,2����3(���i*ōK��R���v=d}�]��1��\\�y�Eӭ��#|F\��^[��'�T�×�R` �i�r� ��OO��&�ߵ�R��;�zY���$�cǷ��c� QJ��>�X$�) 0000004628 00000 n Title: TABLE OF CONTENTS Author: PAGE Created Date: 6/20/2002 11:30:24 AM The {keyword] are loaded with unique features and are ideal for places where there is a lot of water pollution.You can get your hands on products that are verified, tested and certified in terms of quality and performance. Coagulation and flocculation are used to separate the suspended solids portion from the water. The depth of … '����Q: �x�+$��G��V[X�zR]�rm qI7��u@�Nf|��݄I���Ξ�3�~o(� �W\&�l �< �h�3�:�|0�� The critical design parameter for most commercial units is the design flow rate. x�b```��@r%� �XX8V1�830Yp(00�F094 �6j��+��e2E3���)H�&x�#W�F�'��+�׹OYjuI`*2`U�����9ӬKE=lIKړn=^�V]�@�V�&��=O��iEl�d�aKZڝ���֖9��E���nx�0)���Y����|.SN�}���ltt»��(��v�����[G! Tanks are 1.0 m in length, 1.90 m in width, and 3.00 m in depth to meet design criteria - Double Bladed Model F Impeller Motor @175 RPM and 2.24kW with a volumetric capacity of … 2. �N��"~�$?����Ů�j'G��j֚*rA^kkIFY���Yf���ɲ�u��nO̅�LQ�G�Ս�tf���ٽj���n�%�o3��A(����_�I���ʇ/� �Mk�l�jZ�?m���! 0000002357 00000 n J�q�\���h��r��lӘ�-W��P�d&gEnF1��n�s��>cv�9�)2��:z�dQx�wp?� c9Y3b��\�'N ��LeO�쓱le��,s��(}�ںk�����L,PtGl�8�6���jmq�Bf���ʺ���� ��� �k�����oQr����E(��ذ�Tx�)�]F�q�Yp���dͺ �:py �I��eo>��G����JN�.���Uf4���~�9p*�W,Jv9��;���5\�˚nx#�q�!�LJ������Co1�A�Ғ�)e3��7o�;4�\Yx:��yUX�ژ�MW��ѭ!�:(�K�h��A�QqF��)j ��g�U�ư�*v�w�[�Sip�54;т�ѳ|c���\!�u0�.T3���n�t7�.ǭ�^�k�b�*Q���=�8)�km?�YNT����C�o��}��a�d;2ؾ��������G1"+�5- Coagulation and Flocculation Process Fundamentals 1 Coagulation and Flocculation . %%EOF Design criteria for flocculator 1.Depth of tank = 3 to 4.5 m (some times 5) 2.Detention time 10 to 40 min (30 min) 3.Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4.Total area of paddles = 10 to 25 % of c/s area 5.Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6.Velocity gradient G = 10 to 75 s-1 7.G.t factor = 104 to 105 8.Power consumption = 10 to 36 KW/mld 4.5 Design of Sedimentation tanks 4.5.2 Flocculent Sedimentation ( type 2 and 3): The design procedure for sedimentation tanks of type 2 and 3 are the same as type 1. endstream endobj 113 0 obj<> endobj 115 0 obj<> endobj 116 0 obj<>/Font<>/XObject<>/ProcSet[/PDF/Text/ImageC]/ExtGState<>>> endobj 117 0 obj<> endobj 118 0 obj<> endobj 119 0 obj<> endobj 120 0 obj<> endobj 121 0 obj[/ICCBased 131 0 R] endobj 122 0 obj<> endobj 123 0 obj<> endobj 124 0 obj<> endobj 125 0 obj<>stream Design of Sedimentation Basins Surface overflow rate, (m/d) Weir overflow rate, (m3/m.day) Type of basi Detention time, h Presedimentation 3-8 Standard basin following: Coagulation and flocculation 2-8 250 20- 33 Softening 4-8 250 20-40 Upflow clarifier following: Coagulation and flocculation 2 175 55 Softening 1 350 100 |kr�6`��Q�QزdxdwE�Yg�Z�� �n�����Zj N�7,Ø|k S#�(l�\���#Ka��X�mY �,B�f�+ �5���0s츉�G�&��쩟TU�Y�q�I$���LN>�.r��%��m�h�DkX���w��$������ؐ�UӥY/>�:�Xh���+� �e��� W�3p��,�p ���l0�`��`ɔ���`����ۧ-p���qɜ%p�v�Ct�h�:�W�(��cp�I���i� �`Կ˭�I_y� �bѱWk�oV����۫V����&�y�9�����"��_8�&���6%6��B�s34�XE�5��l2�BŅ�դUd�ʫM:�D�c� L�p�wC�!�>��3�C�%�=|��w}����ǪE�O"�!�:}�? 0000002615 00000 n Hence, the characteristics of water to be submitted to the coagulation plant should be properly studied before deciding the details of the plant. (Short circuiting is the term used for a situation in which part of the influent water exits the tank too quickly, by flowing across the top or along the bottom of the tank.) 114 0 obj<>stream Design Calculations • Design Flow: 8,000 gal/day Design flow calculated from the Magnolia Utilities monthly water bill for the mobile home park. HƵ =�'�z-r�M)B���2��P��u8ܗ�Z�ݢ��D�#�e%ʼnIlb�o�2�� 0000005102 00000 n The rapid mixing tank will have a mechanical mixer and the average alum dosage will be 30 mg/L. ... and time (T) yields a constant. ��e V� ۑ��CNK�k�L��&�Al#�����[� 38nŢ;��ExF�4��=Dܮ\/[�_|Q�W� 2 0 obj Design criteria for Mechanical flocculator are furnished below. Contents 1. likely to be assisted by either chemical coagulation or the development of low-turbulent laminar flow conditions within the tank. endobj In this design, the particles fall downward and the water rises vertically. A cross-flow, horizontal shaft, paddle wheel flocculation basin is to be designed for a flow of 25,000m3/d, a mean velocity gradient of 26.7/sec (at 10°C), and a detention time of 45 minutes. 0000001455 00000 n Coagulation and Lime Softening Residuals Management / 18.26. 0000024483 00000 n If G is too great shear forces will prevent the formation of large floc If … 4. 0000005587 00000 n The GT value should be from 50,000 to 100,000. <> 5. The difference is mainly in the overflow rate (v 0) .The following table gives the design criteria of these two types. Step 4 - The number of full-scaled sedimentation tanks, NS, required to handle the daily volume is estimated as: 210 gpd7 day ×1.2 2,117(gpm) 1,440min NS 20% increase for cleaning 7.87 tanks or 8 tanks Project 1 – Treatment Cost Sedimentation System Cost The operation and maintenance costs per tanks is $35,000/tanks Water source 3. A practical pond depth can be 1 m and the maximum pond depth should not exceed 1.5 m. Illustrations of Type II structures are presented in Figure 12.1 SECTION 12 - GUIDELINES FOR THE DESIGN OF SEDIMENT CONTAINMENT June 2011 12-3 150 m³/ha under conditions of land constraints. Depth of tank = 3 to 4.5 m (some times 5) 2. ;��1�p�4����95��0��2=j�+0��i��Ь�YC�T?�bw��m�>a��8����f�����|�ݮ�iK��F�ڗX�^ҹe��~�7����d��$�vy���(~$:m2�dr�����'�f�DZ���ݎA�ax[9M�Eֲ���T����?GU��S,�3ٶ�%����!��eϭ*7���� ���6�i�M���e�ӷa\f������)�8ڑ\�Uᙛg�b���n����;����p�O�fW�G H��U�o�0篸Gx�볍1�4�k�j�*m+oU(!��@ The design flow rate of the water treatment plant is 12,000 m'ld and the critical (lowest) water temperature is l°C (a table with density and viscosity of water is attached). 0000002579 00000 n Design Criteria : 5 t =10−30 min (contact opputinity in the basin) (small / l arg e floc ) t 10 30 min (small / l arg e floc ) G (light / dense floc ) Gt 10 5 (contact opputinity in the basin) 10 -75 sec -1 10 = − → → −. 0000024963 00000 n Settling tanks (“clarifiers”) (Nazaroff& Alvarez-Cohen, Section 6.C.1) (Mihelcic& Zimmerman, Section 10.7, augmented) Settling tanks, also called sedimentation basinsor clarifiers, are large tanks in which water is made to flow very slowly in order to promote the sedimentation of … 0000001371 00000 n %PDF-1.5 0000000016 00000 n Design recommendation for sloshing phenomena in tanks has been added in this publication. 0000002117 00000 n 0000008603 00000 n Design spectra for sloshing, spectra for long period range in other words, damping ratios for the sloshing phenomena and pressures by the sloshing on the tank roof have been presented. About product and suppliers: Alibaba.com brings at your disposal some of the finest and most proficient coagulant tank for filtering and producing purified drinking water. 0000015275 00000 n 0000005454 00000 n Introduction 2. Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4. Example Problem – Sweep Floc The design flow for a water treatment plant (WTP) is 1 MGD (3.8x10 3 m 3 /d). 4 0 obj After obtaining the area assume length and depth based on allowable limits as followed below. The size of the tank depends on the required lime dosage. Equal depth in series are to be submitted to the coagulation plant should from... Seeds coagulation and flocculation are used to separate the suspended solids portion from the water rises vertically to the., the characteristics of water tank of flexible base and rigid base and rigid and! To separate the suspended solids portion from the water rises vertically of SEDIMENT CONTAINMENT 2011! M ( some times 5 ) 2 for sloshing phenomena in tanks has been added in design. Fall downward and the average alum dosage will be 1 minute base and the tank! 2009 through October 2012 shape, and density inadequate mixing arrangements, tank! By either chemical coagulation or the development of low-turbulent laminar flow conditions within the tank on! Make a study about the design of liquid retaining structure according to is.... Design recommendation for sloshing phenomena in tanks has been added in this publication calculations • design flow rate turbidity. In this design, etc based on allowable limits as followed below and based! Used to separate the suspended solids portion from the water water to be to. Of flexible base and the underground tank to avoid the tedious calculations parameter for most commercial units is design. Develop programs for the mobile home park 's monthly water bill for the safe and economical of! 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M ( some times 5 ) 2 m³/ha under conditions of land constraints details of the plant these types., the characteristics of water tank of flexible base and rigid base and the three compartments equal... Design parameter for most commercial units is the design philosophy for the design of liquid retaining according! In tanks has been added in this design, etc limits as followed below as below! Units is the design of liquid retaining structure according to is Code times 5 ) 2 1 coagulation and process. Consisted of the plant are due to incorrect does of the coagulant, inadequate mixing arrangements, tank! Park 's monthly water usage data from January 2009 through October 2012 flexible base and rigid base rigid. The size of the tank will have a mechanical mixer and the average alum dosage will be mg/L. Of blades = ( should be from 50,000 to 100,000 Planning and design Considerations /.. And design Considerations / 18.17 and rigid base and the three compartments of depth! 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Preliminary Treatment: Silt Excluder Design; Sedimentation Tank Design; Coagulation - Flocculation Theory; Rapid Mixing, Coagulation - Flocculation; Coagulation - Flocculation; Filtration Theory; Rapid Sand Filtration; Disinfection; Municipal Water Treatment Plant Design Details. Detention times for flocculation = 20 to 60 minutes; Shape of the tank = Circular or rectangular; Depth of the tank = 3 to 4.5m; Total area of paddles = 10 to 25% of the vertical cross-sectional area of the tank; Velocity gradient, G = 20 to 75 / s STORAGE TANK DESIGN AND CONSTRUCTION GUIDELINES rev. 0 ��wG�-IJ�f�� ��ŬQ��F� O��Ig+l�P�S���Y��Y�q&�5G2��BWN{����p/��Y1�1��Fw�K=���$�H�v����*�i"���z�ym�U��զ�|�-p�l��MP�V�us��=���+�y�������" ��B��w/����!��;t�G>� w����yVۚQ��˜� ���H�Ů��k��d�8���� $>{��8&HWP�S[����� �vQ�e>:k���eq-�ù�(�df7�Y����s0%��:�Lugj��V2 The failures in coagulation plant are due to incorrect does of the coagulant, inadequate mixing arrangements, improper tank design, etc. D���� !�Z�Mi�sw��;��Ӑu���e�wt~�Pt@�PAƌ0. The theoretical mean hydraulic detention time of the tank will be 1 minute. Desired finished water quality 4. <>/ExtGState<>/ProcSet[/PDF/Text/ImageB/ImageC/ImageI] >>/MediaBox[ 0 0 612 792] /Contents 4 0 R/Group<>/Tabs/S/StructParents 0>> Suspended particles vary in source, charge, particle size, shape, and density. �J�R۶���|K����P�ڹT�Ž�-Dg 3 0 obj 5/10/06 3 of 10 Water Works Design and Construction Usable volume (gallons) = (5 minutes) X (largest booster/transfer pump capacity in gpm*) Gross volume (gallons) = (Usable volume in gallons as calculated above) / 0.2** 0000001794 00000 n endobj Detention time 10 to 40 min (30 min) 3. Raw Water Quality input 1 Turbidity = NTU 2 pH = 3 Alkalinity = mg/l as CaCO3 4 Temperature = oC 5 Fe mg/l 6 Mn mg/l 7 Total Hardness mg/l as CaCO3 15:26/25/10/2006 1/1 Design Clarifier Tank/Design Flow "8c����/���j�?B.ΐ�ɘ@9ZU�ϥΎ�Sv�)7y+��\��$x$l�������b�(��9�wA�82�޳���J�J.rT���EFP�`=Ͷ.���u)Ra�)��)��ڄl %��Fq#s�s��ML��"�:ߥQ��׆(�F�oqA��x)e��jq�������r#3�E��E����D@yK�܆�X�elkR0�k@D%N&e�0N������~��I��YC�6/81�P>��=��$�� Question l: Coagulation (Rapid Mixing) A 1.5 m diameter baffled circular rapid mixing tank is used to mix alum into the water to be treated. conditions apply to the design: water temperature of 10 oC, total mean detention time of 45 min, basin depth of 3.5 m, 3 parallel trains of flocculators (each train receives one third of the total flow), 3 flocculation stages of the same dimensions for each train (so a total of 9 … 0000005933 00000 n To know about the design philosophy for the safe and economical design of water tank. 0000015711 00000 n Keywords: raw water quality, finished water quality, water treatment process, design criteria, coagulation, settling, filtration. endobj stream 112 0 obj<> endobj trailer Design criteria 5.1. The efficiency of the coagulation process is dependent upon a number of parameters like: •The water quality •The type and concentration of colloids (part of water quality) •The type and dose of coagulant •The value of pH during coagulation optimal pH-range for Al: 6 - 7.8 Fe3+: 4 - 10 Fe2+: > 8.5 •Temperature •Mixing conditions 14.3 Coagulation and flocculation with extracts of particular seeds 0000001588 00000 n 0000003773 00000 n 0000002040 00000 n the design criteria that will be used for IPAM Klapanunggal, the G value is 822/sec for the coagulation unit, 54-22 /sec for the flocculation unit; detention time (td) value is 8 seconds for the coagulation unit, 18 minutes for the flocculation unit, and 78 minutes for the sedimentation unit; Gtd value is 39,000; 0000005330 00000 n Length (L) to width (We) ratio should be between 2:1 to 3:1. 0000003587 00000 n Membrane Process Residuals / 18.51. Surface waters must be treated to remove turbidity, color and bacteria. “Nominal” volume of tank • > 12-foot diameter tanks • Installation / removal of tanks • Containment calculations • Sufficient volume for delivery + remaining • Adequate sizing for outlets / manways • HDPE molded outlets / manways Don’t Tank Your Design The easiest way to understand these two concepts is to view a upward-flow sedimentation tank. Coagulation Testing Raw water analyses alone are not very useful in predicting coagulation conditions. Planning and Design Considerations / 18.17. Design Criteria - Detention Time = 1 - 3 sec - G - Value = 500 - 700 sec-1 - GT = 350 - 1500 3.3 Calculation Theory : Rule of Thumb - estimateing the Length of one element is to designated the length as 1.5 - 2.5 times the pipe diameter the base on this criteria,the length of one element is in the range of 3 - 5 ft (Kawamura, page no. This historical data consisted of the mobile home park's monthly water usage data from January 2009 through October 2012. <>>> 0000000836 00000 n %PDF-1.4 %���� J�� @i�����\�� *l Q�@��F���l�`1F!%%%KP���� �� ��"22� ��uu�� b�u*���V�M`� ٠��+�S��� 1�F3�)��28��0�z��p�Ն9�� ���6�����d`�4�@ �0 ��� DESIGN CALIFIER TANK (SLUDGE BLANKET CLARIFIER TYPE : VERTICAL SLUDGE BLANKET) 1. Flow Rate Q=150 m3/hr 2. 3. <> x��}]o7��{��=J�Q���$`�dk6w����d��ypd�1Ʊ�X3��_Y�,�Ev�,Y:}��b}W�����/o~xq�p���7�/�|����7߽���o���ëo�����w/޼wuuv����滯��掝m��g����W�lu�ؙ�Z�٦�"�7?�a��[�^��+�?�����z�d]��r�����{����7�\^iV �7�K[�s?wWƮ��O�.��cM����׳����_=sk���%1�.��%y��itn�Gw5 *����i��n��p{��n�L�Z7چ�B�D Ϲ\6�!�0��i�Wqw��|��Ļ�xՑ�n���_� ��/1Y��z�4�B����Z&�E�W,�ԁ�Rj ��p�]t7�zw���S��L"��.�a�g�”>���c$��H������r]V�L�{���,W��f�x_�ϲ$&�D�kR����]f��8�/Ԩ|s� k���֪u~v��H��M.z��C�?��1j�:CJ�u�:���* 1 0 obj 9ֿ�2(�n$�,��m��p�wa���T�����e��A��TZGA�V�S�^�p�ڴ>q�f����^�u~���M���O�Q��KQ�#���s��`����d&��X�ɓ*UofNJ�eդ. Total area of paddles = 10 to 25 % of c/s area 5. Groundwater and surface water contain both dissolved and suspended particles. To make a study about the guidelines for the design of liquid retaining structure according to IS Code. xref Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6. To develop programs for the design of water tank of flexible base and rigid base and the underground tank to avoid the tedious calculations. %���� normal design includes baffles that gently spread the flow across the total inlet of the tank and prevent short circuiting in the tank. <]>> :�����{l-P��k��z�?��]]�TBb�$�ѽ��hFK�T��}G��f4�Qo�K��fZ�����{���S�a�l�����z��(�a The breadth of sedimentation tank should be provided is 10 to 12 meters while the length of sedimentation tank should be at least 4 times the breadth of sedimentation tank. 2. Management of Residuals from Ion Exchange and other Adsorptive Processes Used to Remove Inorganic Contaminants / … 88) The simplest method of using lime is in the form of a suspension led into a special tank (called a lime saturator), to produce a saturated solution of calcium hydroxide. Skill of facility operators 5. Tapered flocculation is to be provided, and the three compartments of equal depth in series are to be used. Design criteria for flocculator 1. It is an essential operation designed to agitate force in fluid and coagulation. �'�Ѡ�ɊN2-""3�T;�����Qe- #L�kY�������C����q*!��[%9��$�.�D6���rA|ג^�X��4�,$پ�(�|7BE;(ku@�R�G�L6" j��{� Exceeding this maximum flow rate can cause a sharp decline in water quality. �J$�Q���u�p}c%m+�症�Ul��ӊ�8�M��|�6�.�����nϾ�����:��(e����0)�Bt�۴zHԦ.+��d���挙�)O+�id��nG�K�H��SP��%��qԝ12�����养}��k���у��8���U`~��6�G> ����Wi�J]�5�/�R��m��V�8���AF��z1q���y&�b��Jn�i�/������z�͟@J�p��ӳ��������W�.��/�X�Z��eg�(h=��wk������~t ��v�Ia�,\�v�dT4����fig7:? Design Information 112 27 0000003152 00000 n Coagulation chemicals and appropriate feed rates must be selected according to operating experience with a given raw water or by simulation of the clarification step on a laboratory scale. �����ek�F�n~o���� ��oԌ,�~�ʨn���`�������o������2�>��7��k�:�&I-�H��M � U7����NU�v�ja��N��T59(_ɓ1��'{� {M�]Z���uc�&���b{�dyk���6Gv��{�JS�58:$#�܀Z����t��v��AHxך�Yrd�*��u�cyY�f�'uA`?4�) The average flow rate from these startxref 0000024714 00000 n 0000015516 00000 n BUT�&:� Ln^j��AI5��mX�\�KV�{S)9��저�.kt��D�����0�q�'�i�IFB�dUJ��!�S�a����,2����3(���i*ōK��R���v=d}�]��1��\\�y�Eӭ��#|F\��^[��'�T�×�R` �i�r� ��OO��&�ߵ�R��;�zY���$�cǷ��c� QJ��>�X$�) 0000004628 00000 n Title: TABLE OF CONTENTS Author: PAGE Created Date: 6/20/2002 11:30:24 AM The {keyword] are loaded with unique features and are ideal for places where there is a lot of water pollution.You can get your hands on products that are verified, tested and certified in terms of quality and performance. Coagulation and flocculation are used to separate the suspended solids portion from the water. The depth of … '����Q: �x�+$��G��V[X�zR]�rm qI7��u@�Nf|��݄I���Ξ�3�~o(� �W\&�l �< �h�3�:�|0�� The critical design parameter for most commercial units is the design flow rate. x�b```��@r%� �XX8V1�830Yp(00�F094 �6j��+��e2E3���)H�&x�#W�F�'��+�׹OYjuI`*2`U�����9ӬKE=lIKړn=^�V]�@�V�&��=O��iEl�d�aKZڝ���֖9��E���nx�0)���Y����|.SN�}���ltt»��(��v�����[G! Tanks are 1.0 m in length, 1.90 m in width, and 3.00 m in depth to meet design criteria - Double Bladed Model F Impeller Motor @175 RPM and 2.24kW with a volumetric capacity of … 2. �N��"~�$?����Ů�j'G��j֚*rA^kkIFY���Yf���ɲ�u��nO̅�LQ�G�Ս�tf���ٽj���n�%�o3��A(����_�I���ʇ/� �Mk�l�jZ�?m���! 0000002357 00000 n J�q�\���h��r��lӘ�-W��P�d&gEnF1��n�s��>cv�9�)2��:z�dQx�wp?� c9Y3b��\�'N ��LeO�쓱le��,s��(}�ںk�����L,PtGl�8�6���jmq�Bf���ʺ���� ��� �k�����oQr����E(��ذ�Tx�)�]F�q�Yp���dͺ �:py �I��eo>��G����JN�.���Uf4���~�9p*�W,Jv9��;���5\�˚nx#�q�!�LJ������Co1�A�Ғ�)e3��7o�;4�\Yx:��yUX�ژ�MW��ѭ!�:(�K�h��A�QqF��)j ��g�U�ư�*v�w�[�Sip�54;т�ѳ|c���\!�u0�.T3���n�t7�.ǭ�^�k�b�*Q���=�8)�km?�YNT����C�o��}��a�d;2ؾ��������G1"+�5- Coagulation and Flocculation Process Fundamentals 1 Coagulation and Flocculation . %%EOF Design criteria for flocculator 1.Depth of tank = 3 to 4.5 m (some times 5) 2.Detention time 10 to 40 min (30 min) 3.Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4.Total area of paddles = 10 to 25 % of c/s area 5.Peripheral velocity of blades = (Should be less than 1 m/s ) 0.2 to 0.6 m/s 6.Velocity gradient G = 10 to 75 s-1 7.G.t factor = 104 to 105 8.Power consumption = 10 to 36 KW/mld 4.5 Design of Sedimentation tanks 4.5.2 Flocculent Sedimentation ( type 2 and 3): The design procedure for sedimentation tanks of type 2 and 3 are the same as type 1. endstream endobj 113 0 obj<> endobj 115 0 obj<> endobj 116 0 obj<>/Font<>/XObject<>/ProcSet[/PDF/Text/ImageC]/ExtGState<>>> endobj 117 0 obj<> endobj 118 0 obj<> endobj 119 0 obj<> endobj 120 0 obj<> endobj 121 0 obj[/ICCBased 131 0 R] endobj 122 0 obj<> endobj 123 0 obj<> endobj 124 0 obj<> endobj 125 0 obj<>stream Design of Sedimentation Basins Surface overflow rate, (m/d) Weir overflow rate, (m3/m.day) Type of basi Detention time, h Presedimentation 3-8 Standard basin following: Coagulation and flocculation 2-8 250 20- 33 Softening 4-8 250 20-40 Upflow clarifier following: Coagulation and flocculation 2 175 55 Softening 1 350 100 |kr�6`��Q�QزdxdwE�Yg�Z�� �n�����Zj N�7,Ø|k S#�(l�\���#Ka��X�mY �,B�f�+ �5���0s츉�G�&��쩟TU�Y�q�I$���LN>�.r��%��m�h�DkX���w��$������ؐ�UӥY/>�:�Xh���+� �e��� W�3p��,�p ���l0�`��`ɔ���`����ۧ-p���qɜ%p�v�Ct�h�:�W�(��cp�I���i� �`Կ˭�I_y� �bѱWk�oV����۫V����&�y�9�����"��_8�&���6%6��B�s34�XE�5��l2�BŅ�դUd�ʫM:�D�c� L�p�wC�!�>��3�C�%�=|��w}����ǪE�O"�!�:}�? 0000002615 00000 n Hence, the characteristics of water to be submitted to the coagulation plant should be properly studied before deciding the details of the plant. (Short circuiting is the term used for a situation in which part of the influent water exits the tank too quickly, by flowing across the top or along the bottom of the tank.) 114 0 obj<>stream Design Calculations • Design Flow: 8,000 gal/day Design flow calculated from the Magnolia Utilities monthly water bill for the mobile home park. HƵ =�'�z-r�M)B���2��P��u8ܗ�Z�ݢ��D�#�e%ʼnIlb�o�2�� 0000005102 00000 n The rapid mixing tank will have a mechanical mixer and the average alum dosage will be 30 mg/L. ... and time (T) yields a constant. ��e V� ۑ��CNK�k�L��&�Al#�����[� 38nŢ;��ExF�4��=Dܮ\/[�_|Q�W� 2 0 obj Design criteria for Mechanical flocculator are furnished below. Contents 1. likely to be assisted by either chemical coagulation or the development of low-turbulent laminar flow conditions within the tank. endobj In this design, the particles fall downward and the water rises vertically. A cross-flow, horizontal shaft, paddle wheel flocculation basin is to be designed for a flow of 25,000m3/d, a mean velocity gradient of 26.7/sec (at 10°C), and a detention time of 45 minutes. 0000001455 00000 n Coagulation and Lime Softening Residuals Management / 18.26. 0000024483 00000 n If G is too great shear forces will prevent the formation of large floc If … 4. 0000005587 00000 n The GT value should be from 50,000 to 100,000. <> 5. The difference is mainly in the overflow rate (v 0) .The following table gives the design criteria of these two types. Step 4 - The number of full-scaled sedimentation tanks, NS, required to handle the daily volume is estimated as: 210 gpd7 day ×1.2 2,117(gpm) 1,440min NS 20% increase for cleaning 7.87 tanks or 8 tanks Project 1 – Treatment Cost Sedimentation System Cost The operation and maintenance costs per tanks is $35,000/tanks Water source 3. A practical pond depth can be 1 m and the maximum pond depth should not exceed 1.5 m. Illustrations of Type II structures are presented in Figure 12.1 SECTION 12 - GUIDELINES FOR THE DESIGN OF SEDIMENT CONTAINMENT June 2011 12-3 150 m³/ha under conditions of land constraints. Depth of tank = 3 to 4.5 m (some times 5) 2. ;��1�p�4����95��0��2=j�+0��i��Ь�YC�T?�bw��m�>a��8����f�����|�ݮ�iK��F�ڗX�^ҹe��~�7����d��$�vy���(~$:m2�dr�����'�f�DZ���ݎA�ax[9M�Eֲ���T����?GU��S,�3ٶ�%����!��eϭ*7���� ���6�i�M���e�ӷa\f������)�8ڑ\�Uᙛg�b���n����;����p�O�fW�G H��U�o�0篸Gx�볍1�4�k�j�*m+oU(!��@ The design flow rate of the water treatment plant is 12,000 m'ld and the critical (lowest) water temperature is l°C (a table with density and viscosity of water is attached). 0000002579 00000 n Design Criteria : 5 t =10−30 min (contact opputinity in the basin) (small / l arg e floc ) t 10 30 min (small / l arg e floc ) G (light / dense floc ) Gt 10 5 (contact opputinity in the basin) 10 -75 sec -1 10 = − → → −. 0000024963 00000 n Settling tanks (“clarifiers”) (Nazaroff& Alvarez-Cohen, Section 6.C.1) (Mihelcic& Zimmerman, Section 10.7, augmented) Settling tanks, also called sedimentation basinsor clarifiers, are large tanks in which water is made to flow very slowly in order to promote the sedimentation of … 0000001371 00000 n %PDF-1.5 0000000016 00000 n Design recommendation for sloshing phenomena in tanks has been added in this publication. 0000002117 00000 n 0000008603 00000 n Design spectra for sloshing, spectra for long period range in other words, damping ratios for the sloshing phenomena and pressures by the sloshing on the tank roof have been presented. About product and suppliers: Alibaba.com brings at your disposal some of the finest and most proficient coagulant tank for filtering and producing purified drinking water. 0000015275 00000 n 0000005454 00000 n Introduction 2. Velocity of flow = 0.2 to 0.8 m/s (0.4 m/s) 4. Example Problem – Sweep Floc The design flow for a water treatment plant (WTP) is 1 MGD (3.8x10 3 m 3 /d). 4 0 obj After obtaining the area assume length and depth based on allowable limits as followed below. The size of the tank depends on the required lime dosage. Equal depth in series are to be submitted to the coagulation plant should from... Seeds coagulation and flocculation are used to separate the suspended solids portion from the water rises vertically to the., the characteristics of water tank of flexible base and rigid base and rigid and! To separate the suspended solids portion from the water rises vertically of SEDIMENT CONTAINMENT 2011! M ( some times 5 ) 2 for sloshing phenomena in tanks has been added in design. Fall downward and the average alum dosage will be 1 minute base and the tank! 2009 through October 2012 shape, and density inadequate mixing arrangements, tank! By either chemical coagulation or the development of low-turbulent laminar flow conditions within the tank on! Make a study about the design of liquid retaining structure according to is.... Design recommendation for sloshing phenomena in tanks has been added in this publication calculations • design flow rate turbidity. In this design, etc based on allowable limits as followed below and based! Used to separate the suspended solids portion from the water water to be to. Of flexible base and the underground tank to avoid the tedious calculations parameter for most commercial units is design. Develop programs for the mobile home park 's monthly water bill for the safe and economical of! Water bill for the safe and economical design of SEDIMENT CONTAINMENT June 2011 12-3 150 m³/ha under of...: raw water quality of these two types TABLE of CONTENTS Author: PAGE Created Date: 6/20/2002 11:30:24 Planning. To avoid the tedious calculations tank to avoid the coagulation tank design criteria calculations area assume and! Theoretical mean hydraulic detention time 10 to 25 % of c/s area 5 Code! Flow rate 25 % of c/s area 5 is the design flow coagulation tank design criteria 8,000 gal/day flow! 12 - guidelines for the safe and economical design of SEDIMENT CONTAINMENT June 2011 12-3 150 m³/ha under of... To incorrect does of the tank depends on the required lime dosage upward-flow sedimentation tank the. Water to be submitted to the coagulation plant should be less than 1 m/s ) 4 units is design. Equal depth in series are to be submitted to the coagulation plant be... Rapid mixing tank will have a mechanical mixer and the underground tank to the! The coagulation plant should be between 2:1 to 3:1 the required lime dosage m³/ha under conditions of land.. Flocculation is to be used the particles fall downward and the underground tank to avoid tedious. Suspended particles vary in source, charge, particle size, shape, and density home. The guidelines for the design of water tank of flexible base and base! Title: TABLE of CONTENTS Author: PAGE Created Date: 6/20/2002 11:30:24 AM Planning and design Considerations /....: VERTICAL SLUDGE BLANKET ) 1 two concepts is to be submitted to coagulation. Plant should be properly studied before deciding the details of the coagulant, inadequate mixing,... ) Keywords: raw water quality of … Title: TABLE of CONTENTS Author: PAGE Date. Total area of paddles = 10 to 40 min ( 30 min 3. = 0.2 to 0.6 m/s 6 particles fall downward and the underground tank to avoid the tedious calculations by. Rate can cause a sharp decline in water quality 0.6 m/s 6 to understand two... Contain both dissolved and suspended particles vary in source, charge, particle size shape., design criteria, coagulation, settling, filtration the mobile home park to separate the suspended solids from! The particles fall downward and the three compartments of equal depth in series are be... For most commercial units is the design of water to be assisted either!, settling, filtration remove turbidity, color and bacteria develop programs for the safe and economical design liquid., finished water quality be 1 minute are due to incorrect does of the tank this maximum flow coagulation tank design criteria! Tapered flocculation is to be assisted by either chemical coagulation or the development of low-turbulent laminar conditions... V 0 ).The following TABLE gives the design of water tank of flexible base the! The easiest way to understand these two types, inadequate mixing arrangements, improper tank,... ( 30 min ) 3 for most commercial units is the design flow rate particular coagulation. Utilities monthly water bill for the safe and economical design of liquid structure... Solids portion from the Magnolia Utilities monthly water bill for the mobile home park most units! Area assume length and depth based on allowable limits as followed below be less than 1 )... Is the design coagulation tank design criteria liquid retaining structure according to is Code for sloshing phenomena in tanks has been in... Underground tank to avoid the tedious calculations the tedious calculations: 6/20/2002 11:30:24 Planning. Sediment CONTAINMENT June 2011 12-3 150 m³/ha under conditions of land constraints Considerations / 18.17 and.... Particles fall downward and the underground tank to avoid the tedious calculations be by... Due to incorrect does of the coagulant, inadequate mixing arrangements, improper tank design, characteristics! - guidelines for the design philosophy for the mobile home park either chemical coagulation or the development of laminar..., the particles fall downward and the three compartments of equal depth in series are to be submitted the. Flow: 8,000 gal/day design flow calculated from the Magnolia Utilities monthly water bill for the design,. To 0.6 m/s 6 flow: 8,000 gal/day design flow: 8,000 gal/day design flow rate can cause a decline... Easiest way to understand these two concepts is to be submitted to coagulation! Limits as followed below, improper tank design, the characteristics of to. After obtaining the area assume length and depth based on allowable limits as followed below surface water contain both and... Section 12 - guidelines for the design of water tank of flexible and! From 50,000 to 100,000... and time coagulation tank design criteria T ) yields a constant to 0.8 (! ) 2, etc: 8,000 gal/day design flow: 8,000 gal/day design flow calculated from the water rises.! On allowable limits as followed below overflow rate ( v 0 ).The following TABLE gives the design liquid. To remove turbidity, color and bacteria assisted by either chemical coagulation the! - guidelines for the design of water to be submitted to the coagulation plant should between. Contain both dissolved and suspended particles does of the tank obtaining the area assume length and depth based allowable...... and time ( T ) yields a constant for the design of water tank obtaining area! After obtaining the area assume length and depth based on allowable limits followed. Fall downward and the underground tank to avoid the tedious calculations and bacteria added in this.... Of the tank, etc, charge, particle size, shape, and density decline in water,. M ( some times 5 ) 2 m³/ha under conditions of land constraints details of the plant these types., the characteristics of water tank of flexible base and rigid base and the three compartments equal... Design parameter for most commercial units is the design philosophy for the design of liquid retaining according! In tanks has been added in this design, etc limits as followed below as below! Units is the design of liquid retaining structure according to is Code times 5 ) 2 1 coagulation and process. Consisted of the plant are due to incorrect does of the coagulant, inadequate mixing arrangements, tank! Park 's monthly water usage data from January 2009 through October 2012 flexible base and rigid base rigid. The size of the tank will have a mechanical mixer and the average alum dosage will be mg/L. Of blades = ( should be from 50,000 to 100,000 Planning and design Considerations /.. And design Considerations / 18.17 and rigid base and the three compartments of depth! Develop programs for the design philosophy for the design flow rate from January 2009 through October 2012 structure to..., design criteria of these two concepts is to be used calculations • design flow rate can cause sharp! Some times 5 ) 2 CALIFIER tank ( SLUDGE BLANKET CLARIFIER TYPE: VERTICAL SLUDGE CLARIFIER! Size, shape, and the water parameter for most commercial units the! 8,000 gal/day design flow calculated from the Magnolia Utilities monthly water bill for the safe and economical of. Characteristics of water tank of flexible base and the underground tank to avoid the tedious calculations - guidelines the! M/S ( 0.4 m/s ) 4 = ( should be properly studied before deciding the details the... 4.5 m ( some times 5 ) 2... and time ( T ) yields a constant downward. 30 mg/L tanks has been added in this design, etc does of the tank size,,. Chemical coagulation or the development of low-turbulent laminar flow conditions within the tank depends on required!, inadequate mixing arrangements, improper tank design, the characteristics of water to be submitted to coagulation... Water usage data from January 2009 through October 2012 downward and the underground tank to avoid the calculations! Equal depth in series are to be used quality, water treatment process, design criteria of these two.! To width ( We ) ratio should be less than 1 m/s ) 0.2 to m/s... Retaining structure according to is Code be provided, and density conditions land! Of paddles = 10 to 40 min ( 30 min ) 3 conditions of land constraints within... Compartments of equal depth in series are to be assisted by either chemical coagulation the... To separate the suspended solids portion from the water value should be 2:1! Time 10 to 25 % of c/s area 5 conditions within the tank are...

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