Golden Gate Bridge tower
Named in the records1962–1990
73 records of San Francisco tie this place, 1962–1990: 1 decision of the Board of Supervisors and 72 facts read from city reports. Open the full list, with filters for years, kind and outcome.
- Kind
- Named in the records
- Records
- 73: 1 Board decision, 72 facts from city reports
- Years
- 1962–1990
What the records say
The 60 most telling of its 73 records, in date order: the ones an editor picked first, then the highest scored. The one-line summaries were written by a language model from the printed page; open the page to check the wording.
| When | What the record says | Outcome | Source |
|---|---|---|---|
| 1962 | Golden Gate Bridge tower shafts · finding: calculated stresses exceed permissible values in about 400 ft of tower, including 80 ft to 300 ft above base | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: silicon steel axial stress 20,200 psi calculated vs 18,000 psi permissible at about 80 ft below top | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: excess of 2,200 psi over permissible stress at about 80 ft below top | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: carbon steel axial and bending stress 20,400 psi calculated vs 18,000 psi permissible at about 300 ft below top | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: excess of 2,400 psi over permissible stress at about 300 ft below top | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · other: originally specified maximum permissible axial stresses: 14,000 psi carbon steel, 18,000 psi silicon steel | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · other: average tested yield points 40,800 psi carbon steel and 52,400 psi silicon steel | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: permissible values should not be exceeded when rapid transit is added | recommendation | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: Gronquist concludes the towers will require no reinforcing for the addition of rapid transit | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower shafts · finding: Reinforcing of tower shafts to bring stresses within permissible limits would be impracticable | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge tower piers and anchorage blocks · finding: sufficient strength and stability to sustain additional rapid transit forces | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1962 | Golden Gate Bridge cables · finding: Greater angular changes of cables at tower saddles would require careful study | finding | City report: Report on proposed installation of rapid transit trains on Golden Gate Bridge scanned page ↗ |
| 1973 | Caltrans 1973 Earthquake Design Criteria for Bridges (applied to Golden Gate Bridge tower) · finding: spectra reduction factor of 4 used to account for plastic action | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1982-12-20 | Supervisor Molinari urged the Chief Administrative Officer to display a 1933 Golden Gate Bridge tower replica in City Hall's rotunda. | passed | Board decision scanned page ↗ |
| 1990 | Golden Gate Bridge tower bases · finding: Tower bases (particularly the tie-down assemblies) endangered by major earthquake | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · finding: Maximum base moment from longitudinal earthquake 2,400,000 kip-ft, above the 900,000 kip-ft base moment capacity for initial rivet shear failure | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower shaft · finding: Maximum shear at top of tower shaft, just below the cable saddle, induced by longitudinal earthquake | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · finding: Incremental nonlinear analyses were conducted to establish the degree of damage at the tower base under the maximum credible earthquake input | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: Displacement responses due to the upper level earthquake obtained by scaling the results by 60% | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: Rotational ductility demand at tower base about 4 under maximum credible earthquake | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower end-restraint · finding: tower end-restraint assumed by Baron cannot possibly be attained | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower connections · finding: Connections between cable saddles and tops of towers may be vulnerable | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connections · recommendation: Tower base connections shall develop strength demand of the applied load in a ductile manner | recommendation | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge Tower/Pier connection · finding: shear capacity under uplift may be critical | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge main bridge · other: Nonlinear local model of tower base and concrete pier connection | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: Detailed local tower model with nonlinear filament model at base | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: Nonlinear tower model assesses tolerance of relative longitudinal ground movement between tower and anchorage | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge main tower shaft · other: 96 hold-down steel angles riveted to tower shaft web plates | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge main tower shaft · other: 78 steel dowels providing positive shear connection | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge main tower shaft · other: hold-down angles pre-stretched to 105 kip before riveting | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base rivet connection · other: shear strength of 16 double-shear rivet connection | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge stiffened tower web plate · other: buckling stress level of stiffened web plate (42 in. wide, 7/8 in. thick) | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge hold-down steel angle group · other: yield strength of hold-down steel angle for each group of four angles | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · other: constraint axial load of 70,870 kip (tower weight and vertical cable load) | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · other: initial elastic rotational stiffness Kz = 3,300,000,000 kip-ft/rad | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · other: initial elastic rotational stiffness Kx = 860,000,000 kip-ft/rad | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · finding: at base rotation of about 0.0003 rad, riveted hold-down connections sheared off and partial uplifting occurred | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · finding: average filament compressive stress reached buckling level at base rotation of about 22 x 10-4 rad, ductility factor about 7 | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · finding: yield moment at initial rivet shear failure Mzy = 900,000 kip-ft | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · finding: yield moment at initial rivet shear failure Mxy = 300,000 kip-ft | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: measured modal damping 1.3% at period 1.332 sec, longitudinal mode 1 | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: measured modal damping 2.2% at period 2.184 sec, transverse mode 1 | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge · other: Rigid-support response spectrum analysis; 100 modes included in the analysis | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · finding: Highest mode natural period 1.2246 sec, which may be too long for some critical tower members | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower shaft · finding: Longitudinal shear in tower shaft increases from 5,113 kip at about roadway level to 12,517 kip at the base | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower and side span · finding: More than 90% of longitudinal response caused by the 62nd mode, period 1.86 sec | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base shaft · other: base shaft dimension 54 ft by 33 ft | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower concrete pier · other: concrete pier dimension 90 ft by 134 ft | building | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base connection · finding: rotational ductility factor of the base section about 7 | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · other: Displacement responses due to the lower level event scaled by a scale factor of 25% | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower longitudinal restraint (side span cable) · other: equivalent spring stiffness 15,700 kip/ft | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower longitudinal restraint (main span cable) · other: equivalent spring stiffness 5200 kip/ft | measure | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower · finding: stress distributions at 25% and 60% of full displacement correspond to lower and upper level events | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: Shear failure of riveted hold down connections first occurred at 26% of full displacement amplitude | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: Rivets would fail in shear at normal tensile stress of 2.97 ksi | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: Maximum compressive stress in cells of the base 14.6 ksi at 26% displacement | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: At 34% of displacement amplitude all rivet connections on southern side sheared off | event | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: About one third of the base section uplifted at 34% displacement | event | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: At 58% of displacement amplitude half of the base section uplifted | event | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
| 1990 | Golden Gate Bridge tower base · finding: Maximum compressive stress in cell 23.8 ksi at 58% displacement | finding | City report: Golden Gate Bridge seismic evaluation scanned page ↗ |
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