Page 4 of 9  Construction of Giresun Wastewater Treatment Plant  Tender Dossier Volume 3 Employer’s Requirements  Section 2 : Design Basis  After  commencement  2022  Stage 1 – 2032  Stage 2 - 2047  Daily average, m$^{3}$/day  19,424 23,368 27,216 Average flow, m$^{3}$/h  809.32 973.66 1,133.99 Design flow, m$^{3}$/h (Q$_{DW,h}$)  1.224,45  1.488,79  1.731,97  Maximum flow, m$^{3}$/h (Q$_{WW,h}$) 1,525,39 1,957.99 2,296.28 Minimum flow m$^{3}$/h 540.75 636.84 739.67 Table 2-2  Hydraulic design flow rates 2.2.2 Hydraulic Profile  2.3 Pollutant Loads  The estimated pollutant loads at the inlet to the wastewater treatment plant are given in Table 2-3. The  given values are for the raw wastewater inlet concentrations from the collector lines and do not include  any additional hydraulic and organic loads from the in-plant recycling streams. The design of the  treatment plant shall be based on the calculated loads including the recycle streams.  The flow rate of in plant recycling streams shall be minimum 3% of daily average flow rate, pollutant  loads shall be 5% of pollutant loads given in Table 2-3 except total nitrogen which shall be 10% of  inlet total nitrogen load given in Table 2-3. Pollutant removal in preliminary treatment units (i.e. screens and grease and grit removal tanks) shall  not be taken into consideration in the design of WWTP units and equipment.  The required head of the pumps shall be determined according to the BOPEL (bottom elevation of  pipeline) of the main collector with 1000 mm diameter as -1.94 masl and the WWTP inlet structure  water level. The WWTP inlet structure water level is calculated by taking account the head loss  through the treatment plant and the site elevation. Distance of the site to the coast is approximately  300 m.  Treated wastewater discharge pipe/channel to Black Sea shall be designed and constructed in the  scope of this Contract. Hydraulic calculations and hydraulic profile should be calculated in accordance with the maximum  flow rate for the year 2032 and 2047 as required. Hydraulic design of the wastewater treatment plant  should be carried out for the worst case scenario i.e. for the maximum flow rate of Stage 2 and when  one unit is out of operation. The calculations should also be controlled in accordance with the  minimum flow rate of Stage 1(i.e. in accordance with the control philosophy of the inlet pump) and  the maximum flow rate of Stage 1. Even in worst case scenario, equal flow distribution to each  treatment unit shall be provided but flooded weirs shall not be designed. The hydraulic profile of the wastewater treatment system shall be designed to allow minimum head  loss and energy consumption. 2_Vol3_d4.3_Section 2_Design Basis_GIR_rev8 