cometadata/datacite-titles-descriptions-related-identifiers huggingface dataset:
DOI: 10.4231/d3c824d9f
title: IV - Nonlinear RT-Frame2D plus Physical MR Damper Real-time Hybrid Simulation

description: The last validation procedure features RT-Frame2D nonlinear elements in the modeled MRF structure. Only phase I and II of RTHS are conducted and compared in this test matrix. The beam moment-curvature relationships are characterized by three different models that are linear, bilinear and tri-linear kinematic hardening rules, respectively. Columns are modeled to be linear elastic and the beam column joints are characterized by the linear panel zone model. The mass and damping assumption follows the multi-floors RTHS experiment. The El-Centro earthquake is scaled to be 0.7 of the original intensity for all tests.
DOI: 10.4231/d3h12v72b
title: I - Single Floor Moment Resisting Frame Real-time Hybrid Simulation

description: A single floor steel MRF specimen is tested that represents the stiffness of the reference SDOF structure. Seismic mass and damping are assumed numerically that can be varied to achieve any desired natural frequency (fn) for the reference SDOF system. A schematic view of this worst-case RTHS setup is shown in the experiment photo section. In practice, 1% of identified MRF stiffness (8.6 kip/in) is added into the numerical substructure to avoid the singular RTHS configuration. Several outer-loop actuator motion controller are tested in Trial 1, including the proposed H∞ controller. The linear SDOF reference structural response data are included to assess the experimental error. The servo-hydraulic controller proportional (Kp) gain is changed from the nominal setting of 3.0 to both 2.5 and 3.5. Then the tests at fn=6Hz are repeated without identification or redesign (i.e. the original controller is applied). The various outer-loop control strategies are tested in Trail 2 on the new systems for robustness evaluation. RTHS data demonstrate the superior performance of the proposed H∞ controller, in both test stability/accuracy and robustness.
DOI: 10.4231/d3ms3k165
title: III - Multiple Floors MRF plus MR Damper Real-time Hybrid Simulation

description: Three phases of validation experiments are conducted to examine the developed RTHS framework, as well as the effectiveness of the MR damper to mitigate structural vibration. The MRF specimen in the multi-floor RTHS experiment is used here, plus a MR damper that is placed between the reaction and the 1st floor of the steel frame. Phase I (pure numerical simulation) is chosen as the reference that comprises of a full structure model plus a simulated Bouc-Wen damper model. Phase II models the full structure as the numerical component, but only the damper as the physical substructure. Phase III integrates the damper device into the MRF specimen that are both tested physically. Additional seismic mass are assumed in the computational substructure for all three phases. The assumption of numerical mass, damping and earthquake intensity are the same as in the multi-floor MRF RTHS experiment.
DOI: 10.6073/pasta/753109d30be8431c9ea9c1dbd06308b7
title: Pond Cypress C-111 Basin, Everglades (FCE), South Florida Dendroisotope Data from 1970 to 2000
DOI: 10.6073/pasta/f1fa9232cfee9430c403e7e889137825
title: Biogeochemical data collected from Northeast Shark Slough, Everglades National Park (FCE) from September 2006 to Present
DOI: 10.4231/d3g44hq5d
title: Forced Vibration Test

description: A small eccentric-mass shaker was used to excite the retrofitted structure with harmonic forces. The shaker is comprised of a welded steel frame that is bolted to a steel baseplate, four main bearings, two main shafts, and six attached weights. Eccentricity of the vibrator can be varied between zero and 100% in several increments. The shaker has an operating frequency range of 1-25Hz and a maximum force output of 88 kN. 
The response of the structure was recorded using tri-axial accelerometers. By developing a frequency response function (FRF) from the data, the modal frequencies could be directly estimated from peak-picking, and the modal damping ratios could be found using the half-power bandwidth method.
DOI: 10.4231/d3ks6j46x
title: Ambient Test #2

description: The ambient vibration testing previously done in experiment one was redone in order to discover the differences in the behavior of the structure after the retrofit was complete.
DOI: 10.4231/d3qj77z08
title: Ambient Test #1

description: A six story reinforced concrete building was instrumented with 8 tri-axial accelerometers to record ambient vibrations. As part of the seismic retrofit process, the building was cleared while it underwent ambient vibration testing. All non-structural components were removed (partition walls, ceilings, plumbing, etc.). The ambient vibration data gives baseline levels for the building's dynamic properties. These values will be compared to the dynamic properties post retrofit in order to determine the changes that occur from jacketing the columns, adding structural walls, and constructing a mat foundation.
DOI: 10.5255/ukda-sn-5050-5
title: English Longitudinal Study of Ageing: Waves 0-5, 1998-2011
DOI: 10.6073/pasta/031d5c0ab07b8ce1eaddca5b486b79b0
title: Consumer Stocks:  Fish Biomass from Everglades National Park (FCE), South Florida from February 2000 to April 2005
DOI: 10.6073/pasta/493ace6e86f238389d46acd4cd45ca6d
title: Consumer Stocks:  Wet weights from Everglades National Park (FCE), South Florida from March 2003 to Present
DOI: 10.6073/pasta/b4220506e5e30f5acdeb0707162dde35
title: Rainfall Stable Isotopes collect at FIU-MMC (FCE), Miami Florida, from October 2007 to Present
DOI: 10.6073/pasta/c4abd7fe84ac229cd327e3a99bc1eb0a
title: Overnight Shark River Surveys from Shark River Slough, Everglades National Park (FCE), South Florida from October 2001 to March 2002
DOI: 10.6073/pasta/d32cd79190c734222eb0be5eca76f098
title: Overnight Shark River Surveys from Shark River Slough, Everglades National Park (FCE), South Florida from October 2001 to March 2002
DOI: 10.6073/pasta/90c4c6d93d776d6792a6ed4c21316d29
title: Consumer Stocks:  Fish, Vegetation, and other Non-physical Data from Everglades National Park (FCE), South Florida from February 2000 to Present
DOI: 10.6073/pasta/06f66f98241a4ee4ec832823d6e9cd6d
title: Consumer Stocks:  Fish Biomass from Everglades National Park (FCE), South Florida from February 1996 to March 2000
DOI: 10.6073/pasta/29c943d9aeba2ef6addd3a6a5fdd5414
title: Consumer Stocks:  Physical Data from Everglades National Park (FCE), South Florida from February 1996 to Present
DOI: 10.6073/pasta/a80f154fb4cadc8dcf5f74cf51a76fb0
title: Consumer Stocks:  Fish Biomass from Everglades National Park (FCE), South Florida from February 2000 to April 2005
DOI: 10.4231/d31c1tf87
title: All-sand profile with caisson [Test I-A]

description: Initial centrifuge experiment. Model included a model caisson, 3.5 m of dense sand at the base of the laminar container, overlain by 10 m of loose sand.
DOI: 10.4231/d3cn6xz9f
title: All-sand profile with caisson [Test I-A5]

description: Same as Test I-A4 with all-sand profile and large, rigid caisson. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3h98zd0w
title: All-sand profile with caisson and semi-circle ground deflection wall [Test II-A2]

description: All sand profile with semi-circle deflection wall protecting the rigid caisson. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3n29p641
title: All-sand profile with caisson [Test I-A4]

description: Caisson test with all sand profile. Soil profile consisted of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand. Model was on a mild incline to promote lateral spreading during shaking.
DOI: 10.4231/d3rv0d09w
title: All-sand profile without caisson (free field test) [Test I-03]

description: Third free field test designed to be a repeat of Test I-02 and I-0 to further assess the repeatability of the experiment. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3wm13t37
title: All-sand profile without caisson (free-field test) [Test I-02]

description: Test I-02 is a free field test intended to be a repeat of Test I-0 as a means of assessing repeatability. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d30c4sj9g
title: Level Ground Liquefaction Verification

description: Test to check the operation of the tactile pressure pads. Two tests done: Level Ground Liquefaction Test I and II. Soil profile consists of approximately 11 m of loose sand.
DOI: 10.4231/d3445hc37
title: Level Ground Liquefaction Verification

description: Test to check the operation of the tactile pressure pads. Two tests done: Level Ground Liquefaction Test I and II. Soil profile consists of approximately 11 m of loose sand.
DOI: 10.4231/d37w6756k
title: All-sand profile with caisson [Test I-A5]

description: Same as Test I-A4 with all-sand profile and large, rigid caisson. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3bn9x30q
title: Saturated sand test in rigid container [Saturated Sand Test I]

description: Verification test to observe the performance of the tactile pressure pads. All-sand profile used with loose sand.
DOI: 10.4231/d3gf0mw3h
title: Saturated sand test in rigid container [Saturated Sand Test I]

description: Verification test to observe the performance of the tactile pressure pads. All-sand profile used with loose sand.
DOI: 10.4231/d3m32n94b
title: Saturated sand test in rigid container [Saturated Sand Test I]

description: Verification test to observe the performance of the tactile pressure pads. All-sand profile used with loose sand.
DOI: 10.4231/d3qv3c385
title: Water only [Hydro test I]

description: Verification test with water to observe hydrostatic and hydrodynamic pressures on tactile pressure pads. electro hydraulic shaker was used, with the model container placed on a level surface (no incline).
DOI: 10.4231/d3vm42x30
title: Water only [Hydro test I]

description: Verification test with water to observe hydrostatic and hydrodynamic pressures on tactile pressure pads. electro hydraulic shaker was used, with the model container placed on a level surface (no incline).
DOI: 10.4231/d3251fk1b
title: Sand in rigid container [Saturated Sand Test II]

description: Verification test to observe the performance of the tactile pressure pads. Same configuration as Hydro Test II, but with the addition of loose sand in both compartments of the model container. Level ground configuration.
DOI: 10.4231/d3348gg30
title: Dry sand in rigid container [Dry Sand Test I]

description: Verification test to observe the performance of the tactile pressure pads. All-sand profile with loose sand used. Model was placed on the electro-hydraulic shaker without the incline component (level ground).
DOI: 10.4231/d36w9687t
title: Dry sand in rigid container [Dry Sand Test I]

description: Verification test to observe the performance of the tactile pressure pads. All-sand profile with loose sand used. Model was placed on the electro-hydraulic shaker without the incline component (level ground).
DOI: 10.4231/d39p2w601
title: Sand in rigid container [Saturated Sand Test II]

description: Verification test to observe the performance of the tactile pressure pads. Same configuration as Hydro Test II, but with the addition of loose sand in both compartments of the model container. Level ground configuration.
DOI: 10.4231/d3ff3m045
title: All-sand profile without caisson (free field) [Test I-0]

description: Test I-0 includes a free field test (i.e., no caisson). Two meters of cemented sand overlain by 10 m of loose sand.
DOI: 10.4231/d3k649s7d
title: Water only in rigid container [Hydro Test II]

description: Verification test to observe the performance of the tactile pressure pads. Model container with two compartments used, placed on electro-hydraulic shaker on level surface.
DOI: 10.4231/d3pv6b68x
title: All-sand profile without caisson (free field) [Test I-0]

description: Test I-0 includes a free field test (i.e., no caisson). Two meters of cemented sand overlain by 10 m of loose sand.
DOI: 10.4231/d3tm7212p
title: Water only in rigid container [Hydro Test II]

description: Verification test to observe the performance of the tactile pressure pads. Model container with two compartments used, placed on electro-hydraulic shaker on level surface.
DOI: 10.4231/d3zc7rt7h
title: Water only in rigid container [Hydro Test II]

description: Verification test to observe the performance of the tactile pressure pads. Model container with two compartments used, placed on electro-hydraulic shaker on level surface.
DOI: 10.4231/d3154dp13
title: All-sand profile with caisson [Test I-A2]

description: Test I-A2 includes a rigid caisson with no deflection wall element. The ground is gently sloping (4-5 degrees prototype). Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d34x54g6d
title: All-sand profile with caisson [Test I-A2]

description: Test I-A2 includes a rigid caisson with no deflection wall element. The ground is gently sloping (4-5 degrees prototype). Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d38p5v90s
title: All-sand profile with caisson [Test I-A2]

description: Test I-A2 includes a rigid caisson with no deflection wall element. The ground is gently sloping (4-5 degrees prototype). Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3df6k34x
title: All-sand profile in laminar container with rigid sides attached, with caisson [Saturated Sand Test III]

description: Verification test to observe the performance of the tactile pressure pads. Test was performed in the laminar container with caisson. Rigid sides were included to test the idea that the laminar rings tend to bow out during spin up.
DOI: 10.4231/d3j678w8n
title: All-sand profile in laminar container with rigid sides attached, with caisson [Saturated Sand Test III]

description: Verification test to observe the performance of the tactile pressure pads. Test was performed in the laminar container with caisson. Rigid sides were included to test the idea that the laminar rings tend to bow out during spin up.
DOI: 10.4231/d3nz80q1m
title: Water only in laminar container, with caisson [Hydro Test III]

description: Verification test to observe the performance of the tactile pressure pads. Test included the caisson in the normal, laminar container to test the tactile pressure sensor in a configuration near that of the production tests.
DOI: 10.4231/d3sn01420
title: Water only in laminar container, with caisson [Hydro Test III]

description: Verification test to observe the performance of the tactile pressure pads. Test included the caisson in the normal, laminar container to test the tactile pressure sensor in a configuration near that of the production tests.
DOI: 10.4231/d3wd3q170
title: All-sand profile with caisson [Test I-A3]

description: Test I-A3 is the same as Test I-A2, and is included as a means of evaluating repeatability. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3xd0qx5v
title: Water only in laminar container, with caisson [Hydro Test III]

description: Verification test to observe the performance of the tactile pressure pads. Test included the caisson in the normal, laminar container to test the tactile pressure sensor in a configuration near that of the production tests.
DOI: 10.4231/d3057cs2b
title: Clay cap underlain by loose sand, with caisson [Test I-B]

description: Test I-B included a soil profile with upper clay cap, the rigid caisson, and no deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d33x83k5p
title: All-sand profile with caisson and wedge-shaped ground deflection wall [Test II-A]

description: Test II-A includes the rigid caisson along with a "V" shape deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d37p8td0j
title: All-sand profile with caisson and wedge-shaped ground deflection wall [Test II-A]

description: Test II-A includes the rigid caisson along with a "V" shape deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3cf9j64p
title: All-sand profile with caisson and wedge-shaped ground deflection wall [Test II-A]

description: Test II-A includes the rigid caisson along with a "V" shape deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3h70808c
title: All-sand profile with caisson [Test I-A3]

description: Test I-A3 is the same as Test I-A2, and is included as a means of evaluating repeatability. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3n00zt2b
title: All-sand profile with caisson [Test I-A3]

description: Test I-A3 is the same as Test I-A2, and is included as a means of evaluating repeatability. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3qr4nq6x
title: Clay cap underlain by loose sand, with caisson [Test I-B]

description: Test I-B included a soil profile with upper clay cap, the rigid caisson, and no deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3rr1pm5p
title: All-sand profile with caisson [Test I-A3]

description: Test I-A3 is the same as Test I-A2, and is included as a means of evaluating repeatability. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3vh5ch9k
title: Clay cap underlain by loose sand, with caisson [Test I-B]

description: Test I-B included a soil profile with upper clay cap, the rigid caisson, and no deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d32z12p6g
title: Clay cap underlain by loose sand, with caisson and wedge-shaped ground deflection wall [Test II-B]

description: Test II-B includes the clay cap, rigid caisson, and the "V" shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d36q1sg9r
title: Clay cap underlain by loose sand, with caisson and wedge-shaped ground deflection wall [Test II-B]

description: Test II-B includes the clay cap, rigid caisson, and the "V" shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3bg2h940
title: Clay cap underlain by loose sand, with caisson and wedge-shaped ground deflection wall [Test II-B]

description: Test II-B includes the clay cap, rigid caisson, and the "V" shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3g737384
title: Clay cap underlain by loose sand, with caisson and wedge-shaped ground deflection wall [Test II-B]

description: Test II-B includes the clay cap, rigid caisson, and the "V" shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3k06x128
title: Clap cap underlain by loose sand, with a caisson and truncated wedge-shaped ground deflection wall [Test II-B3]

description: Test II-B3 includes the rigid caisson, clay cap, and a truncated "V" shaped deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3m03xx23
title: Clay cap underlain by loose sand, with caisson and wedge-shaped ground deflection wall [Test II-B]

description: Test II-B includes the clay cap, rigid caisson, and the "V" shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3pr7mt6p
title: Clay cap underlain by loose sand with caisson and semi-circle shape deflection wall [Test II-B2]

description: Test II-B2 includes an upper clay cap, the rigid caisson, and a semi-circle shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3th8bn0f
title: Clay cap underlain by loose sand with caisson and semi-circle shape deflection wall [Test II-B2]

description: Test II-B2 includes an upper clay cap, the rigid caisson, and a semi-circle shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3z892f33
title: Clay cap underlain by loose sand with caisson and semi-circle shape deflection wall [Test II-B2]

description: Test II-B2 includes an upper clay cap, the rigid caisson, and a semi-circle shape deflection wall. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d35q4rm0m
title: Clap cap underlain by loose sand, with a caisson and truncated wedge-shaped ground deflection wall [Test II-B3]

description: Test II-B3 includes the rigid caisson, clay cap, and a truncated "V" shaped deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d39g5gd38
title: Clap cap underlain by loose sand, with a caisson and truncated wedge-shaped ground deflection wall [Test II-B3]

description: Test II-B3 includes the rigid caisson, clay cap, and a truncated "V" shaped deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.4231/d3f76668w
title: Clap cap underlain by loose sand, with a caisson and truncated wedge-shaped ground deflection wall [Test II-B3]

description: Test II-B3 includes the rigid caisson, clay cap, and a truncated "V" shaped deflection wall element. Soil profile consists of 10 m of loose sand underlain by 2 m of dense, lightly cemented sand.
DOI: 10.6073/pasta/061a3858b305a9927549ef91b04720c6
title: Heliconia fluid and organic matter analyses
DOI: 10.6073/pasta/13240c58e18d67f66447ae372bc062b3
title: Heliconia invertebrate counts
DOI: 10.6073/pasta/62a76919c9459073775d87d661ef204f
title: Leaf Area Index at Harvard Forest HEM and LPH Towers since 1998
DOI: 10.6073/pasta/6abf95f894105f886c0fa4d986d3f4c3
title: Soil Water Content at Harvard Forest HEM and LPH Towers 1998-2007
DOI: 10.6073/pasta/785e9d209e488bdf92e8b3bb209ae85b
title: Litterfall at Harvard Forest HEM and LPH Towers since 2002
DOI: 10.6073/pasta/f27f9a117d7d749cef5862225c8931cb
title: Tree Growth in Hemlock and Deciduous Forests at Harvard Forest HEM and LPH Towers 2000-2005
DOI: 10.6073/pasta/3bd0f27ec7333eed166c8a8ffe585cb8
title: Leaf Litter Moisture Content at Harvard Forest HEM and LPH Towers 2006
DOI: 10.6073/pasta/4da02d864420c77633781ed3739f1382
title: Decomposition Dynamics in the Sarracenia Purpurea Microecosystem at Harvard Forest 2010
DOI: 10.6073/pasta/5490c52cd814a42f7428780744e9d526
title: Sapwood Temperatures in Hemlock Trees at Harvard Forest HEM Tower 1997-1998
DOI: 10.6073/pasta/5e3465b6b07bc55e144f34f688246099
title: Ecophysiology of Carnivorous Plants Worldwide 1980-2011
DOI: 10.6073/pasta/7d8d0839d71cf40adb42370d3f7bf344
title: Umbilicaria Mammulata and Nitrogen Deposition at Harvard Forest 2006
DOI: 10.6073/pasta/a9b1f46f556c64d30944fafc92b0be48
title: Short-Term Effects on Vegetation in Soil Warming Plus Nitrogen Addition Experiment at Harvard Forest 2006
DOI: 10.6073/pasta/ac49007828c268f3fabb8429c4894b35
title: Autumnal Litter Input in DIRT Litter Manipulation Experiment at Harvard Forest 2008
DOI: 10.6073/pasta/d69045430e9c22f118c4c7bc2897ed43
title: 20-Year Root Mass in Chronic Nitrogen Amendment Experiment at Harvard Forest 2008
DOI: 10.6073/pasta/7476d08d8faa04588c4c4dcdbf6df244
title: Heliconia collection data