Figure 139.-Dam tailrace area-Right training wall-Plan and sections. Type "F" rubber waterstop SECTION J-J Provide 30" flap gate. NOTES D face pressure head-40 Chamfer or tool all exposed corners unless otherwise specified Reinforcement required but not shown REFERENCE DRAWING 557-D-1419 FINISHES CONCRETE REQUIREMENTS Contraction joint surfaces. All other surfaces. STRENGTH Design of concrete, other than mass, is based on a compressive strength of 3.000 lbs per sq inch at 28 days REVISED SLIDE GATE PACKING BLAND INSTALLATION AND ADDED BLOCKOUT FOR FLAP GATE INSTALLATION THIS DRAWING SUPERSEDES DWG 357-0-108 IN PART DEPARTMENTD BUREAU OF ME JUATION COLORADO RIVER STORAGE PROJECT MIDDLE RIVER DIV-GLEN CANYON UNIT-ARIZONA-UTAN GLEN CANYON DAM TAIL RACE AREA-RIGHT TRAINING WALL PLAN AND SECTIONS DRAWN RECOMMENDED. JL. AT.L. APPROVED. DENVER, COLORADO, MAY 11, D. 557-D-1420 Figure 140.-Concrete slab for tailrace area-Plans, sections, and reinforcement. Control jant PLAN- SLAB SHOWING REINFORCEMENT AND SPACING FOR WEEPHOLES FINISHES Joint surfaces SECTION 6-6 CONCRETE REQUIREMENTS All other surfaces. STRENGTH Design of concrete a based on a compressive strength of 3000 po d 28 days. 10-24-60 REVISED SLAB ABUTMENT SECTION IN SECTIONS A-A AND D-D, D.C.Q. $. GOD CUTOFT TRENCH IN SECTIONS BD AND DC. ADDED SECTION 14. THIS DRAWING SUPERSEDE3 ONE 537-0-4118 PART UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION COLORADO VER STORAGE PROJECT WORLE EVER DIVISION GLEY CANTON UNIT-ARILONA - UTAN DRAWN...... TRACED. GLEN CANYON DAM CONCRETE SLAB FOR TAILRACE AREA PLANS, SECTIONS, AND REINFORCEMENT ∙BUBMITTED. &.&.& -------- RECOMMENDED.. CHECKED 26α A2:L APPROVED.. DENVER, COLORADO SEPTEMBER 16, 1960 R. J. Lane. 557-0-2209 58. PENSTOCK STEEL DESIGN. (a) Description.-Eight penstocks are provided to conduct water from the reservoir through the dam and to the eight turbines in the powerplant. The penstock alinements and profiles are shown in figures 122, 141, and 142. Fabrication was performed by a separate contract under invitation No. DS-5052. The penstocks begin as 15-foot-inside-diameter pipes at the downstream ends of formed concrete rectangular-to-circular transitions in the upstream face of the dam at centerline elevation 3470.0. Extending downward toward the dam toe, they taper through reducing bends to an inside diameter of 14 feet, then level off at centerline elevation 3140.0 and emerge from the dam. Passing through fill for an average 150 feet, they then enter the powerplant. Sleeve-type coupled makeup sections 10 feet long connect to the turbine spiral cases. Makeup sections are designed and supported so that they may be disconnected and displaced laterally to permit access to penstocks for major inside inspection and maintenance. Penstocks in fill are sleeve-type coupled 50-foot sections, excepting those sections nearest the dam which are coupled with special double-end expansion joints. Penstocks in fill are supported by concrete piers which extend to bedrock. The average length of each penstock is about 610 feet. Minimum and maximum penstock plate thicknesses are 7/8 inch and 1-13/16 inches, respectively. A 24-inch outside-diameter penstock filling header pipe extends across and above the penstocks near their upstream ends. Individual 20-inch outside-diameter valved riser pipes connect each penstock to the header. (b) Design. -The penstocks were designed for a maximum total head of 695 feet including water hammer, measured at the centerlines of the generating units. The maximum designed static head is 560 feet at this point. Water hammer was calculated for the most severe combination of reservoir water surface elevation with normal discharge and a turbine wicket gate closure time of 5 seconds from full open position. Each turbine discharge is 3,580 cubic feet per second at 450-foot rated head. The corresponding average velocities in each penstock are 20.26 and 23.26 feet per second for the 15- and 14-foot-diameter portions, respectively. The special double-end expansion joints mentioned above in subsection (a) were designed to accommodate the displacement of the dam amounting to 2-1/4 inches downstream and 2-1/4 inches vertically downward at centerline elevation of the 14-foot-diameter pipes. Sleeve-type coupled field joints downstream from the expansion joints were also designed to allow small angular displacements in the alinements of the penstocks. The 14-foot-diameter penstock sections in earth fill were designed against flotation on the assumption of nonfluid fill material weighing not less than 40 pounds per cubic foot in water, or 102.4 pounds per cubic foot in air. All permanent joints were welded. All girth and longitudinal welds in penstock shells, expansion joint inner and outer sleeves, and sleeve-type coupling middle rings were fully radiographed in accordance with Section VIII of the ASME Boiler and Pressure Vessel Code. Code basic design working unit stresses for ASTM A 201 and A 212 steels used were 15,000 and 17,500 pounds per square inch, respectively. Joint efficiency was 95 percent for both steels. All field erection sections, including expansion joints and sleeve-type couplings were furnace stress relieved in accordance with the afore-mentioned code. |