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<br />100,000 <br /> <br />10,000 <br /> <br />1,000 <br /> <br />o <br />z <br />o <br />() <br />w <br />C/) <br />a: <br />w <br />a.. <br />~ <br />w <br />w <br />"- <br />() <br />iii <br />::J <br />() <br />~ <br />ui <br />~ <br />.. <br />I <br />() <br />!Q <br />o <br />;f. 100,000 <br />> <br />a: <br />w <br />~ <br />z <br />W <br />() <br />z <br />w <br />~ 10,000 <br />::J <br />() <br />w <br />a: <br />a: <br />.. <br />w <br />>- <br />N 1,000 <br /> <br />100 <br /> <br />100 <br /> <br />A. <br /> <br />BFW = Banldull width <br /> <br />Q ;: 2-year ree .mence-interval discharge <br />, <br /> <br />Region I j 45 <br />o = 4.55 BFW <br />, ------- <br /> <br />10 <br /> <br />B. <br /> <br /> <br />. <br /> <br />. <br /> <br />. Region I streamflow-gaging <br />stations, n K 78 <br /> <br />10 <br /> <br />100 <br /> <br />1,000 <br /> <br />1,000 <br /> <br />Figure 8. Relation between 2-year recurrence-interval discharge and channel width for (A) bankfull and (8) <br />active-channel width regression equations. <br /> <br />BANKFULL WIDTH, IN FEET <br /> <br />Q = 2-year recurrence-interval discharge <br />, <br />ACW;: Active-channel width <br /> <br />Region I 1 07 <br />0, = 45.6\W . <br /> <br />'9" <br /> <br /> <br />Statewide~. + <br />o = 38.5 ACW <br />, <br /> <br />10 <br /> <br /> <br />. <br /> <br />. <br /> <br />+ <br /> <br />. <br /> <br />+ <br /> <br />+ <br /> <br />Region II '.30 <br />o = 7.80 ACW <br />, <br /> <br />. Region I streamflow-gaging <br />stations, n = '20 <br /> <br />+ Region II streamflow-gaging <br />stations, n "" 37 <br /> <br />10 <br /> <br />100 <br /> <br />ACTIVE-CHANNEL WIDTH. IN FEET <br /> <br />28 ESTIMATING DESIGN-FLOOD DISCHARGES FOR STREAMS IN IOWA <br />