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LOADING CONDITIONS FOR DESIGN ASSUMPTIONS FOR STABILITY ANALYSES

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Constr. condition: See drawing (
Min. operation condition: Structure complete;
no live load; uplift based on a waterline
gradient of E. 3136.00 at the upstream
and downstream faces of the main unit
structure, at the main unit edge of the
block, to El 3188.50 at all steps on the
abutment side. Factor against flotation
desired 1.25.

Max. operation condition: same except for
waterline gradient of EI 3157.00 at the
upstr. face to El. 3180.00 at the downstream
face of the main unit edge of mass conc.
block. Factor against flotation desired: 1.1.
See Stability Analyses Dwg. 557-0-

F-STATOR +

Standard A A.S.H.O.

Add 10% for impact.

G-UPPER BEARING BRACKET +

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H-TRANSFER CAR f

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ALLOWABLE INCREASE OF UNIT STRESSES
Dead, live, wind or normal water..
Dead, live, wind and max. annual water..
Dead, live and temperature.
Dead, live, normal water

TEMPERATURE REINFORCEMENT

.0%

Use:

25%

005 Min. for deck

25%

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1.6 Kips per wheel

33%

Reference drawing.

103-0-563

Add 10% for impact.

Concrete 3000 psi (ultimate @ 28 days)*

Reinf. fs 20,000 psi in flexure

fs: 16,000 psi web reinf.

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Figure 168.-Powerplant structural design data-Service bay.

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Figure 169.-Powerplant structural design data-Machine shop bay.

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three parts-the upstream gallery, the downstream gallery, and the cross walls.

The upstream gallery was designed as a two-floor bent or frame with various loads from the superstructure columns, floor loads and saturated backfill on the upstream wall combined. The beams in the upstream galleries at elevations 3153.50 and 3168.50 presented an unusually difficult design problem. A large tensional force, in addition to moment and shear forces, was transmitted to the beams from the maximum loading condition. The combination of tensional and shear forces resulted in a cracked section. Therefore, it was necessary to design the beam stirrups and longitudinal reinforcement to handle these stresses in addition to the moment stresses.

The downstream gallery was designed as a four-floor bent or frame with a cantilever deck. Various loads from the superstructure columns, transformer deck, floor loads, tailwater loads, etc., were combined. The transformer deck was designed for a transformer inplace and another transformer moving on the transfer rails.

The designs for the upstream gallery, the transformer deck, and the downstream gallery were solved by the trial-load method using an electronic digital computer. Spot checks of the machine results were made to verify the validity of the solutions.

Since the unit bay system is used for the powerplant, two cross walls are required at each expansion joint. Adjacent cross walls are separated by a 1-inch expansion joint; so calculations were made for the moments, shears, deflections, and necessary reinforcement for a temperature rise of 20° F., using the Bureau's Design Standards No. 9.4 The cross walls were also designed to carry the load from the second-stage concrete to the base slab.

(2) Unit bay 1 was designed similar to units 2 through 8 with the addition of a comprehensive analysis of the effect of the cable and elevator tower for shear, foundation pressures, and earthquake. The visitor's walkway or balcony also created very special design problems.

3 "Report on Foundation Adequacy and Design Considerations of Glen Canyon Dam," Julian Hinds, Chairman, John J. Hammond, Raymond E. Davis, Edward B. Burwell, Jr., John W. Vanderwilt, Denver, Colo., May 7, 1957. 4 "Design Standards No. 9, Buildings-Chapter 3, Concrete Details-Figure 19, Design of Walls Adjacent to 1-Inch Expansion Joints," Bureau of Reclamation, October 27, 1959.

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A control joint

- parapet)"

-22-9′′

Top of 18" structural slab, Fl. 3168.17

FLOOR-EL. 3168.50

Unit 8 only

Top of parapet,

EI. 3191. 67

-3-0°

ELEVATION

DRAFT TUBE GATE SEATS
AND GUIDES

EXPLANATION

First stage concrete

Second stage concrete (not included in this contract)

Bug Blockout concrete

NOTES

For general concrete outline notes, see 40-0-5432. Structural Arrangement drawings are preliminary and are subject to change, pending final design.

Typical construction joints are shown; additional joints may be required.

Floor elevations are to the top of structural concrete.

Seals shown in horizontal construction joints are Type N2 metal

seals. Seals shown in vertical construction joints are Type F
rubber waterstops.

For details of keys in construction joints, see 40-0-5249.
For stub wall construction joints, see 40-0-5248.

For control joints, Types A and B, see 40-D-5250 and 5251.
Second stage concrete not in this contract.

Handrailing post recesses shall be formed as shown on 40-0-5148.
Paint surfaces on one side of contraction joints with one
coat of sealing compound.

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3-0′′

DESIGN CHANGES TO BEAMS, SLABS, OPENINGS,
AND JOINTS.

DELETED UNITI AND CHANGED REFERENCE LINES. REVISED
TITLE BLOCK, PIT SEATS, AND DECKS AT EL. 3107.03.

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Figure 170.-Powerplant structural arrangement plans-Unit bays 2 through 8.

CHIEF DESIGNING ENGINEER

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SECTION A-A

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