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Technical Note (National Research Council of Canada. Division of Building Research), 1967-10-01
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Progress Statement of Settlements Observed to Date at the Queensway
Overpass Structures at Metcalfe and Elgin Sts., Ottawa
Burn, K. N.
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No.
DIVISION OF BUILDING RESEARCH
NATIONAL RESEARCH COUNCIL OF CANADA
507
NOTlE
'IfEClHI N ][CAlL
PREPARED BY K. N. Burn CHECKED BY C. B. C. APPROVED BY R. F. L.
October 1967
PREPARED FOR Department of Highways of Ontario, De Leq,w Cather and Co.
of Canada; and the City of Ottawa
SUBJECT PROGRESS STATEMENT OF SETTLEMENTS OBSERVED TO DATE
AT THE QUEENSWAY OVERPASS STRUCTURES AT METCALFE AND ELGIN STS., OTT AWA
e
This note is supplementary to DBR Technical Note 400. It describes very briefly the construction of the overpasses and adjacent lills, the soil conditions, and the settlements observed to date.Location
The two structures, located about 600 ft apart, were built in an elevated section of the Queensway that is a continuous
embankm.ent nearly 20 ft high for a distance of approximately 4 miles through the geographical centre of the city. Actual Queensway chainages are:
Metcalfe Street bridge No. 37 - 409
+
13 Elgin Street bridge No. 23 - 415+
21Construction
Both structures are rigid reinforced concrete frames (Figur es 1(a) and 1(b» hinged at and resting on spr ead footings 6- or 7 ft below original ground surface.
- 2
-The Metcalfe Street bridge was designed to be constructed in three sections; the design bearing pressure was 4000 psf. The footings were placed in February 1963, the structure
completed before the end of March, and back-filled ramp-fashion 8 ft behind the abutment walls almost immediately. Construction of the embankment proper was begun in mid -April and was
virtually completed by the end of July. (Figure 2, TN 400)
The Elgin Street bridge was constructed in four sections; the design bearing pressure was 3000 psf. Survey points were established on the footings early in March, the structure
completed before the middle of April. Back-filling followed completion of the extensive wing walls in the middle of May. This structure is wider than the first bridge because there are access ramps associated with it on the west side. (Figure 2, TN 400)
General Soil Conditions
Details are given in the consultants' reports but the underlying soils along this section of the Queensway may be briefly described in the following way. A few feet of fill and sand are generally found at the surface which is underlain by 28 to 32 ft of compressible clay above 30 to 35 ft of a stiffer silty clay. Below this there is 30 to 60 ft of a compact silt which rests on a thin layer (maximum thickness of 5 ft) of a very dense sandy till covering the shale bedrock.
Bench Marks
Bench marks at both overpasses are located as shown in Figures 1 and 2, TN 400. The elevations were altered to permit enclosing and covering them at finished grade. They may be identified by brass covers screwed into 4in. -diameter couplings flush with the ground surface. The
elevations are no longer those reported in TN 400 but are now as follows: DBM 10 Metcalfe Street DBM 11 Elgin Str eet DBR Reference Elevation 296. 181 cm 215.743 cm Geodetic Elevation 223.962 ft 221. 321 ft
- 3
Settlements
Readings of elevation on the survey points are made using a precision optieallevel, and a rod graduated in em which is actually an invar strip held under a fixed tension in a long thin box. Readings are usually repeated to ｾＮ 005 cm at each station. (On occasions a Philadelphia rod was used and such high pr ecision was not possible.) A special collar was attached to the base of the rod to provide consistent seating on removable pins which are installed at the survey positions for each set of readings.
The observed settlements with time are shown in Figures 2(a) and 2(b).
----(a)
(b)
Figure 1 Overpass Structures, Ottawa Queensway (a) Metcalfe Street; (b) Elgin Street
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