High Strength Steel in Reinforced Concrete Columns

By TOMOMI SUZUKI

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Abstract

        In Japan, many tests have been conducted to investigate high-strength steel reinforced concrete members. This is due to the country's dense population and location in a region of high seismicity. Most publications about these tests were written only in Japanese. With increasing interest in the implementation of high-strength steel reinforcement in the United States, there is an urgent need to translate key parameters and findings from these tests to English. This is the purpose of this dataset: to translate key information about specimens, their performance, and the authors' observations from Japanese to English.

        The data presented herein were gathered exclusively from papers published in Japanese. The units were converted from metric to U.S. customary. In order to facilitate comparison with other data, parameters used to organized the data were taken from the ACI 369 Rectangular Column Database. These parameters are described below.

Parameters of High Strength Steel Bars in RC Columns

Author(s): Name of the author(s)

First Author: Name of the first author

Reference: for reference use

Col. Name: Name of column as per reference

Section depth (h) [in.]: Dimension in direction of primary load

Section width (b) [in.]: Dimension in direction perpendicular to primary load

d1 [in.]: Effective depth in primary direction (dimension from compression face to centroid of outermost layer of tension steel)

d2 [in.]: Effective depth in secondary direction (dimension from compression face to centroid of outermost layer of tension steel)

Clear cover cc [in.]: Clear cover to out of transverse reinf.

lc [in]: Clear length of column

a [in.]: Shear span

a/d1: Shear span to depth ratio

Longi. bars along first face (perp.): Longitudinal bars along first face perpendicular to primary load

Bar dia. [in.]: Bar diameter of bars along faces perpendicular to primary load

Longi. bars in middle layers(perp.): Number of middle layers perpendicular to primary load (usually 0 or 2 unless double layers are used per face )

Longi. bars in middle layers(parl..): Number of middle layers parallel to primary load (Not including bars along faces perpendicular to primary load)

Bar dia. mid [in.]: Bar diameter of bars in middle layer

fy (longi. reinf.) [ksi]: Yield stress of longitudinal bars

fsu [ksi]: Tensile strength of longitudinal bars

fyo (longi. reinf.) [ksi]: Yield stress of longitudinal bars other than fy (usually blank, but mixed bar grades were used in some tests)

pL (longi. reinf.) [%]: Longitudinal reinforcement ratio=Area of longitudinal reinforcement/(b*h)

Trans. reinf. legs perp. to load: Transverse reinforcement legs perpendicular to primary load

Trans. reinf. legs parl. to load: Transverse reinforcement legs parallel to primary load

Trans. bar dia. [in.]: Bar diameter of transverse reinforcement

Spacing of trans. reinf. (s) [in.]: Distance between each transverse hoop (center to center)

fy (trans. reinf.) [ksi]: Yield stress of transverse reinforcement

pt (trans. reinf. volumetric ratio) [%]:Transverse reinforcement volumetric ratio = (volume of transverse reinforcement spaced at s) / (area of core to out of ties * s)

pv (trans. reinf. ratio) [%]:Transverse reinforcement ratio = (area of transverse reinforcement in direction of primary load spaced at s) / (b * s)

s/d1 (primary): = Spacing of trans. reinf. / Effective depth 1

s/d2 (secondary): = Spacing of trans. reinf. / Effective depth 2

Seismic hoops: = 0 if unknown, 1 if transverse reinforcements are conforming to ACI 318-08 seismic hoop specifications, 2 otherwise (note that only hoop shape is considered, spacing is not considered in the evaluation)

f’c [ksi]: Reported concrete compressive strength at 28 days (f'c)

Axial load(P) [kips]: Positive in compression

Axial load ratio (ALR): =P / (f’c*b*h)

Variable axial load: =1 if variable axial load was applied, 0 if constant axial load

ALR range: Variable axial load ratio range where Nu and Nt are compressive and tensile strength of columns, respectively

Spliced longi. bars: = 0 if bars are not spliced, 1 if longitudinal bars are spliced

Splice length [in.]: Length of splice, if present

Splice height [in.]: height of start of splice measured from bottom of column

Test configuration: See Siva. Thesis table 3.1 for more info(available on ACI 369 resource page under tag "Docs and Attachments")

Number of loading directions: = 1 if uni-directional lateral loading is applied, 2 if bi-directional loading is applied

Maximum lateral load (primary) (Vmax1) [kips]: Maximum lateral load to primary direction

Drift ratio at Vmax1 [%]: Drift ratio at Vmax1 = abs(lateral drift / lc *100)

Drift ratio at 0.8Vmax1 [%]: Drift ratio when lateral load capacity drops to 0.8Vmax1 = abs(lateral drift / lc *100); if such a point is not reached during testing a zero value is placed

Drift ratio at 0.25Vmax1 [%]: Drift ratio when lateral load capacity drops to 0.25Vmax1 = abs(lateral drift / lc *100); if such a point is not reached during testing a zero value is placed

Drift ratio at axial failure (primary) [%]: Drift ratio at axial failure in direction of primary load; if such a point is not reached during testing a zero value is placed

Lateral load at axial failure (primary) [kips]: Lateral load at axial failure in direction of primary load

Vp1 (primary) [kips]: Plastic shear capacity Vp in primary load direction, see Siva. Thesis page 23 for more info (available on the ACI 361 resources page under tag "Docs and Attachments)

Vo1 (pimary) [kips]: Vo1=ACI 369R-11 shear capcity in primary load direction with k=1 (low deformations), with Vs fully effective for s/d<0.75, Vs=0 for s/d>1.0 and interpolated in between

Vp1/Vo1: Plastic shear capacity Vp in primary load direction , see Siva. Thesis page 23 for more info (available on the ACI 369 resource  page under tag "Docs and Attachments")

Maximum lateral load (secondary) (Vmax2) [kips]: Maximum lateral load to secondary direction

Drift ratio at Vmax2 [%]: Drift ratio at Vmax2 = abs(lateral drift / lc *100)

Drift ratio at 0.8Vmax2 [%]: Drift ratio when lateral load capacity drops to 0.8Vmax2 = abs(lateral drift / lc *100); if such a point is not reached during testing a zero value is placed

Drift ratio at 0.25Vmax2 [%]: Drift ratio when lateral load capacity drops to 0.25Vmax2 = abs(lateral drift / lc *100); if such a point is not reached during testing a zero value is placed

Drift ratio at axial failure (secondary) [%]: Drift ratio at axial failure in direction of secondary load; if such a point is not reached during testing a zero value is placed

Lateral load at axial failure (secondary) [kips]: Lateral load at axial failure in direction of secondary load

Vp2 (secondary) [kips]: Plastic shear capacity Vp in secondary load direction, see Siva. Thesis page 23 for more info (available on the resources page under tag "Docs and Attachments)

Vo2 (pimary) [kips]: Vo2=ACI 369R-11 shear capcity in secondary load direction with k=1 (low deformations), with Vs fully effective for s/d<0.75, Vs=0 for s/d>1.0 and interpolated in between

s/db: Transverse reinforcement spacing (normalized to longitudinal bar diameter)

Failure mode: Reported failure mode

 

Cite this work

Researchers should cite this work as follows:

  • TOMOMI SUZUKI (2015), "High Strength Steel in Reinforced Concrete Columns," http://datacenterhub.org/resources/278.

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