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␗ᙧ㕲➽ࢆษࡾྲྀࡗࡓࢥ౪ヨయࡢᅽ⦰ᙉᗘࡢ⿵ṇ᪉ἲ㛵ࡍࡿ୍⪃ᐹ
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Shuzo OTSUKA*1, Yoshihisa NAKATA*2 and Sosuke OKI*3
*1 Dept. of Building Technologists, Institute of Technologists
*2 Dept. of Architecture, College of Science and Technology, Nihon University
*3 OBAYASHI CORPORATION(Graduate, Graduate School of Technologists, Institute of Technologists )
Abstract In rare occasions, there is core specimen that cut off deformed bar in structural concrete. However, there is
not the correction method for compressive strength of core specimen within deformed bar that corresponds to the current concrete. This study proposed a simple correction method for compressive strength of core specimen within deformed bar, regardless of type of cement.
2 ␗ᙧ㕲➽ࢆษࡾྲྀࡗࡓࢥ౪ヨయࡢᅽ⦰ᙉᗘࡢ⿵ṇ᪉ἲ㛵ࡍࡿ୍⪃ᐹ ࢺࢆᑐ㇟ࡋࡓࡶࡢ࡛࠶ࡾ㸪ᙜࡣ⏝ᮦᩱ࠾ ࡼࡧᙉᗘⓎ⌧ᛶࡢⴭࡋࡃ␗࡞ࡿ⌧≧ᑐᛂࡋࡓ᭦ ࡞ࡿ◊✲ࡣ㸪ᬑ㏻ࢥࣥࢡ࣮ࣜࢺࡢࡳ࡞ࡽࡎ㧗ᙉᗘ ࢥࣥࢡ࣮ࣜࢺ࠾࠸࡚ࡶⓙ↓࡛࠶ࡿ㸬ࡇࡢࡇ ࡽ㸪᭷➽ࢥᙉᗘࢆ㸪㕲➽ࢆษࡾྲྀࡗ࡚࠸࡞࠸㏻ ᖖࡢࢥ౪ヨయ(௨ୗ㸪↓➽ࢥ౪ヨయࡍࡿ)ࡢ ᅽ⦰ᙉᗘ(௨ୗ㸪↓➽ࢥᙉᗘࡍࡿ)⿵ṇࡍࡿ ࡓࡵࡢ᪉ἲࡘ࠸࡚㸪⌧≧࠾࠸࡚ࡶ᪤ ࡢ▱ぢ ࡀ‽⏝࡛ࡁࡿࡘ࠸࡚᫂࡞Ⅼࡀṧࡉࢀࡿ㸬 ࡑࡇ࡛㸪ᮏ◊✲࡛ࡣ㸪ࡢ㧗ᙉᗘࢥࣥࢡ࣮ࣜ ࢺࡢⴭࡋ࠸ᬑཬࢆ㚷ࡳ࡚㸪20N/mm2ࡽ100N/mm2 ࡲ࡛ࡢᙉᗘᇦࢆᑐ㇟ࡋ࡚㸪ࢭ࣓ࣥࢺࡢ✀㢮ၥࢃ ࡎ⤫୍ⓗ㸪ࡘ⡆᫆ⓗ࡞᪉ἲ࡛᭷➽ࢥᙉᗘࢆ ↓➽ࢥᙉᗘ⿵ṇࡍࡿ᪉ἲࡢᥦࢆヨࡳࡿ㸬 ࡇࡇ࡛ࡣ㸪ȭ100200(mm)ࡢࢥ౪ヨయ࠾࠸ ࡚㸪ࡧᚄࡀD13 ࠾ࡼࡧ D19 ࡢ␗ᙧ㕲➽ࢆษࡾྲྀ ࡗࡓሙྜࢆᑐ㇟ࡋ࡚㸪㓄➽᪉ἲࡢ┦㐪ࡼࡿ⿵ ṇ᪉ἲࢆ᳨ウࡋࡓ⤖ᯝࢆሗ࿌ࡍࡿ㸬
㸰㸬ᐇ㦂ᴫせ
ᐇ㦂ࡢせᅉỈ‽ ᐇ㦂ࡢせᅉỈ‽ࢆTable1.♧ࡍ㸬ᐇ㦂ࡢせᅉ ࡣ㸪␗ᙧ㕲➽ࡢࡧᚄ㸪㓄➽᪉ἲ㸪ࢭ࣓ࣥࢺࡢ✀ 㢮࠾ࡼࡧỈࢭ࣓ࣥࢺẚࡋࡓ㸬ᐇ㦂Ỉ‽ࡣ㸪␗ᙧ 㕲➽ࡢࡧᚄࢆD13 ࠾ࡼࡧ D19(࠸ࡎࢀࡶ JIS G 3112 つ᱁ရ㸪SD295A)ࡢ 2 Ỉ‽㸪㓄➽᪉ἲࢆᗋ࠾ ࡼࡧ㠀⪏ຊቨࢆᐃࡋࡓ㸪ࢩࣥࢢࣝ㓄➽㸪ࢲࣈࣝ 㓄➽㸪ࢩࣥࢢࣝᕪ㓄➽࠾ࡼࡧࢲࣈࣝᕪ㓄➽ࡢ 4 Ỉ‽ࡋࡓ㸬ࡇࢀẚ㍑⏝ࡋ࡚㸪↓➽ࢥ౪ ヨయࢆຍ࠼ࡓ㸬 ࢥࣥࢡ࣮ࣜࢺࡣ㸪ࢭ࣓ࣥࢺᬑ㏻࣏ࣝࢺࣛࣥࢻ ࢭ࣓ࣥࢺ(N)㸪୰ᗤ⇕࣏ࣝࢺࣛࣥࢻࢭ࣓ࣥࢺ(M)࠾ ࡼࡧప⇕࣏ࣝࢺࣛࣥࢻࢭ࣓ࣥࢺ(L)ࢆ⏝࠸㸪Ỉࢭ࣓ ࣥࢺẚࢆ25㸪35㸪45 ࠾ࡼࡧ 55%ࡢ 4 Ỉ‽ࡋࡓ㸬 ヨ㦂యࡢᴫせ ヨ㦂యࡢᴫせࢆFig.1.♧ࡍ㸬ヨ㦂యࡣ㸪ȭ100 200(mm)ࡢࢥ౪ヨయࡀ 3 ᮏ᥇ྲྀ࡛ࡁࡿ W200 H200L500(mm)ࡢᑍἲࡋ㸪ඛ㏙ࡢ㓄➽᪉ἲ ᛂࡌࡓ5 ✀㢮ࡑࢀࡒࢀࢆ 3 యࡎࡘస〇ࡋࡓ㸬 ヨ㦂యࡢࢥࣥࢡ࣮ࣜࢺࡢᡴ㎸ࡳࡣ㸪2 ᒙᡴࡕ ࡋ࡚㸪࠸ࡎࢀࡢヨ㦂యࡶ3 ⟠ᡤࡢྠ୍⨨Type of deformed bar arrangement Plain
(Core specimen without any deformed bar)
Single deformed bar Double deformed bar Single layer reinforcement Double layer reinforcement 40 Deformed bar L 500 100 150 150 100 Core specimen W 200 ࠙Top viewࠚ (Unit㸸mm) ࠙Side viewࠚ Sampling direction of core specimen H 200
Placing direction of concrete
40 40 40
40 40
Table 1. Experimental factors and levels
Factors Levels Diameter of deformed bar D13, D19
Type of deformed bar arrangement
Single deformed bar Double deformed bars Single layer reinforcement Double layer reinforcement Type of cement Moderate-heat portland cement (M)Normal Portland cement (N)
Low-heat portland cement (L) Water-cement ratio (%) 25, 35, 45, 55
Fig.1. Outline of model specimen
4 ␗ᙧ㕲➽ࢆษࡾྲྀࡗࡓࢥ౪ヨయࡢᅽ⦰ᙉᗘࡢ⿵ṇ᪉ἲ㛵ࡍࡿ୍⪃ᐹ
Fig.2. Relationship between bulk volume of deformed bar in each specimens and
㻌
compressive strength of core specimens
㻌
D13 D19 Type of
cement
Diameter of deformed bar
N M L 20 40 60 80 100 120 0 0.807 1.614 3.228
Double deformed bars
Single layer reinforcement
Single deformed bar
Plain N-25 N-35 N-45 N-55 Double layer reinforcement 1'$JHGD\V
Standard cured specimen
0 0.807 1.614 3.228 N-25 N-35 N-45 N-55 1ࠉ'ࠉ$JH GD\V 0 0.807 1.614 3.228 N-25 N-35 N-45 N-55 1ࠉ' ࠉ$JHGD\V 0 0.807 1.614 3.228 N-25 N-35 N-45 N-55 1ࠉ' ࠉ$JH GD\V 20 40 60 80 100 120 C omp re ssi ve st re ng th o f c or ed spe ci m en (N /m m 2) 0 0.807 1.614 3.228
Double deformed bar
Single layer reinforcement
Single deformed bar
Plain M-25 M-35 M-45 M-55 Double layer reinforcement 0ࠉ'$JHGD\V
Standerd cured specimen
0 0.807 1.614 3.228 M-25 M-35 M-45 M-55 0ࠉ'ࠉ$JH GD\V 0 0.807 1.614 3.228 M-25 M-35 M-45 M-55 0ࠉ' ࠉ$JHGD\V 0 0.807 1.614 3.228 M-25 M-35 M-45 M-55 0ࠉ' ࠉ$JH GD\V 20 40 60 80 100 120 0 0.807 1.614 3.228
Double deformed bars Single layer reinforcement
Single deformed bar Plain L-25 L-35 L-45 L-55 Double layer reinforcement /ࠉ'ࠉ$JHGD\V
Standard cured specimen
0 0.807 1.614 3.228 L-25 L-35 L-45 L-55 /ࠉ'ࠉ$JH GD\V 0 0.807 1.614 3.228 L-25 L-35 L-45 L-55 /ࠉ' ࠉ$JHGD\V 0 0.807 1.614 3.228 L-25 L-35 L-45 L-55 /ࠉ' ࠉ$JH GD\V
Bulk volume of deformed bar in each specimens(%) Bulk volume of deformed bar in each specimens(%)
5 7KH%XOOHWLQRI,QVWLWXWHRI7HFKQRORJLVWV1R 0.5 1.0 1.5 2.0 y = 1.31- 0.0031x R= 0.651 y = 1.27 - 0.0025x R= 0.552 y = 1.46 - 0.0042xR= 0.757 y = 1.34 - 0.0030xR= 0.645 0.5 1.0 1.5 2.0 y = 1.92 - 0.0096x R= 0.914 y = 1.56- 0.0050x R= 0.906 y = 1.81 - 0.0075x R= 0.882 y = 1.79 - 0.0079x R= 0.924 y = 1.05+ 0.00005x R= 0.047 y = 1.34 - 0.0027x R= 0.778 y = 1.30- 0.0030x R= 0.721 y = 1.34- 0.0032x R= 0.693 y = 1.32 - 0.0032x R= 0.678 0.5 1.0 1.5 2.0 y = 1.38 - 0.0033x R= 0.632 y = 1.17 - 0.0010x R= 0.291 y = 1.48- 0.0028xR= 0.263 y = 1.16 + 0.0024xR= 0.337 0.5 1.0 1.5 2.0 20 40 60 80 100 120 y = 1.76 - 0.0078x R= 0.869 20 40 60 80 100 120 y = 1.62- 0.0064x R= 0.857 Type of deformed bar arrangement
0.5 1.0 1.5 2.0 y = 1.13 - 0.0009x R= 0.398 0.5 1.0 1.5 2.0 y = 1.45 - 0.0048x R= 0.786 20 40 60 80 100 120 y = 1.61- 0.0062x R= 0.983 20 40 60 80 100 120 y = 1.59- 0.0054x R= 0.906 y = 1.38- 0.0031x R= 0.567
Compressive strength of core specimens within deformed bar(N/mm2)
Rati o of co m pres si ve s treng th o f co re sp ecimen s (wit hou t/ wit hin d efo rm ed b ar)
Single deformed bar Double deformed bars Single layer reinforcement Double layer reinforcement
D13 D19 D13 D19 D13 D19 Type of cement Diameter of Deformed bar N M L
Fig.3. Relationship between compressive strength of cored specimen within deformed bar and ratio of core specimen without any deformed bar
㻌
6 ␗ᙧ㕲➽ࢆษࡾྲྀࡗࡓࢥ౪ヨయࡢᅽ⦰ᙉᗘࡢ⿵ṇ᪉ἲ㛵ࡍࡿ୍⪃ᐹ ࢆᐃࡋࡓࠕࢭ࣓ࣥࢺࡢ✀㢮ࢆྠᐃࡍࡿሙྜࠖ㸪 ࠶ࡃࡲ୍࡛ḟデ᩿⏝ࡋ࡚ࡢྲྀᢅ࠸␃ࡵࡓࠕࢭ ࣓ࣥࢺ✀㢮ࢆྠᐃࡋ࡞࠸ࡢሙྜࠖࡢ2 ࢣ࣮ࢫ༊ ศࡋ࡚ᤊ࠼ࡿࡇࡀ࡛ࡁࡿ㸬ᮏ◊✲࡛ࡣ㸪Fig.3. ࠾࠸࡚ࢭ࣓ࣥࢺࡢ✀㢮ࡢ┦㐪ࡼࡿᕪ␗ࡀᑡ࡞ ࠸ࡇຍ࠼㸪᭷➽ࢥᙉᗘࢆ᭱⤊ⓗ࡞ᵓ㐀యࢥ ࣥࢡ࣮ࣜࢺᙉᗘࡢデ᩿⤖ᯝࡋ࡚ྲྀࡾᢅ࠺ࡇࡀ㸪 ࢥ౪ヨయࡢ᥇ྲྀ⨨࠾ࡼࡧ᥇ྲྀᮏᩘࡀ㝈ᐃࡉࢀ ࡚࠸ࡿࡇ࡞ࡢ≉␗࡞᮲௳ࢆ㝖࠸࡚⌧ᐇⓗ࡛ࡣ ࡞࠸ࡇࢆ㋃ࡲ࠼࡚㸪ࢭ࣓ࣥࢺࡢ✀㢮ࡢྠᐃࡣ ⮳ࡽ࡞࠸୍ḟデ᩿ࡢ⨨ࡅࡋ࡚㸪ᚋ⪅ࡢࠕࢭ ࣓ࣥࢺ✀㢮ࢆྠᐃࡋ࡞࠸ሙྜࠖࡘ࠸࡚᭷➽ࢥ ᙉᗘࡢ⿵ṇ᪉ἲࢆ᳨ウࡍࡿࡇࡋࡓ㸬༶ࡕ㸪ࢭ ࣓ࣥࢺ✀㢮ࢆ༊ูࡋ࡞࠸࡛⤫୍ⓗồࡵࡽࢀࡿ⿵ ṇ᪉ἲࡢ᳨ウࢆ⾜ࡗࡓ㸬 ࢭ࣓ࣥࢺࡢ✀㢮ࢆ༊ูࡋ࡞࠸ሙྜࡢ᭷➽ࢥᙉ ᗘࢥᙉᗘẚ(↓➽ࢥᙉᗘ/᭷➽ࢥᙉᗘ)ࡢ㛵 ಀࢆ Fig.4.♧ࡍ㸬ྠᅗࡣ㸪Fig.3.࠾࠸࡚♧ࡋࡓ ࢭ࣓ࣥࢺࡢ✀㢮ࡼࡿ༊ูࢆࡏࡎ㸪ྠ୍ࡢ␗ᙧ 㕲➽ࡢࡧᚄ࠾ࡼࡧ㓄➽᪉ἲ࡛యࢆ⤫ྜࡋ࡚ࣉ ࣟࢵࢺࡋࡓࡶࡢ࡛࠶ࡿ㸬 ࡇࡇ࡛ࡣ㸪ࢥᙉᗘẚࡢࡤࡽࡘࡁࢆ㚷ࡳ࡚㸪⿵ ṇࡉࢀࡓ᭷➽ࢥᙉᗘ࠾ࡅࡿᏳഃࡢホ౯ࢆྍ ⬟ࡍࡿࡓࡵ㸪᭷➽ࢥᙉᗘࢥᙉᗘẚࡢ㛵 Type of deformed bar arrangement
Single deformed bar Double deformed bars Single layer reinforcement Double layer reinforcement
Diameter of Deformed bar 0.5 1.0 1.5 2.0 N M L
All type of cement lower llimit of 95% Confidence interval y = 1.21 - 0.0028x y = 1.08 - 0.0013x y = 1.30 - 0.0039x y = 1.20 - 0.0022x 0.5 1.0 1.5 2.0 20 40 60 80 100 120 y = 1.56 - 0.0079x 20 40 60 80 100 120 y = 1.42 - 0.0051x 20 40 60 80 100 120 y = 1.46- 0.0060x 20 40 60 80 100 120 y = 1.45- 0.0063x Rati o of co m pres si ve s treng th o f co re sp ecimen s (wit hou t/ wit hin d efo rm ed b ar)
Compressive strength of core specimens within deformed bar(N/mm2)
D13
D19
Fig.4. Relationship between compressive strength of cored specimen within deformed bar and ratio of core specimen without any deformed bar, regardless of type of cement
㻌
7 7KH%XOOHWLQRI,QVWLWXWHRI7HFKQRORJLVWV1R ಀࢆᅇᖐࡉࡏࡓ୍ḟᘧࡢ95%ಙ㢗༊㛫ࡢୗ㝈್ ࡼࡗ࡚ᑟฟࡉࢀࡓ Fig.4.♧ࡍ୍ḟᅇᖐᘧࡼࡗ ࡚㸪᭷➽ࢥᙉᗘࡢ⿵ṇಀᩘࢆ⟬ᐃࡍࡿࡇࡋ ࡓ㸬ࡇࢀࡼࡿ㸪᭷➽ࢥᙉᗘࡢⓎ⌧ࡀ୍ᐃ್ ࢆ㉸࠼ࡿ⿵ṇಀᩘ1.00 ࢆୗᅇࡿ㸪ࡍ࡞ࢃࡕ↓➽ ࢥᙉᗘࢆୖᅇࡿ⿵ṇᙉᗘࡀ⟬ᐃࡉࢀࡿሙྜࡀ࠶ ࡿࡓࡵ㸪95%ಙ㢗༊㛫ࡢୗ㝈್ࡀ 1.00 ࢆ㉸࠼ࡿ᭷ ➽ࢥᙉᗘᇦࡘ࠸࡚ࡣ୍ᚊ⿵ṇಀᩘࢆ1.00 ᐃࡵࡓ㸬 ௨ୖࡢࡇࢆࡲࡵ࡚㸪ࢭ࣓ࣥࢺࡢ✀㢮ࢆ༊ู ࡋ࡞࠸ሙྜࡢ᭷➽ࢥᙉᗘࡢ⿵ṇಀᩘࡢ⟬ᐃᘧ ⿵ṇಀᩘࢆ1.00 ࡍࡿ᭷➽ࢥᙉᗘࡢࡋࡁ࠸್ࢆ Table2.ᥦࡍࡿ㸬 ࡇࢀࡼࢀࡤ㸪᭷➽ࢥᙉᗘࡢ⿵ṇᙉᗘࡣ㸪␗ ᙧ㕲➽ࡢࡧᚄ࠾ࡼࡧ㓄➽᪉ἲࡼࡿ⿵ṇᘧࢆ㑅 ᢥࡋ㸪ࡇࢀ᭷➽ࢥᙉᗘࢆ௦ධࡋ࡚ᚓࡽࢀࡿ⿵ ṇಀᩘࢆ㸪᭷➽ࢥᙉᗘࡌ࡚⟬ᐃࡍࡿ㸬ࡓࡔ ࡋ 㸪 ᮏ ᪉ ἲ ࡢ 㐺 ⏝ ⠊ ᅖ ࡣ 㸪 ᭷ ➽ ࢥ ᙉ ᗘ ࡀ 100N/mm2 ࢆ㉸࠼ࡿᙉᗘᇦ࠾࠸࡚᭷➽ࢥᙉᗘ ࡀ↓➽ࢥᙉᗘࢆୖᅇࡿࡶࡢࡀቑຍࡍࡿࡓࡵ༴ 㝤ഃࡢุᐃ㸪ࡍ࡞ࢃࡕ㐣ホ౯࡞ࡿࡇࢆᅇ㑊 ࡍࡿࡓࡵ㸪᭷➽ࢥᙉᗘࡀ20㹼100N/mm2ࡢ⠊ ᅖ㝈ᐃࡍࡿ㸬 ᪤ ࡢ⿵ṇಀᩘࡢẚ㍑ ᮏ㡯࡛ࡣ㸪๓㡯࠾࠸࡚♧ࡋࡓ⿵ṇಀᩘࡢ⟬ᐃ ᘧᇶ࡙࠸࡚᭷➽ࢥᙉᗘࡢ⿵ṇᙉᗘࢆồࡵ㸪↓ ➽ࢥᙉᗘࡢẚ㍑࠾࠸࡚ࡑࡢ᭷ຠᛶࢆ᳨ドࡍ ࡿࡶ㸪᪤ ࡢ⿵ṇಀᩘࡋ࡚ᗈࡃㄆ▱ࡉࢀ ࡚࠸ࡿᮾி㒔⿵ṇಀᩘ 3)ࡼࡿ᭷➽ࢥᙉᗘࡢ⿵ ṇ್ࡢẚ㍑ࡼࡿ᳨ドࡶేࡏ࡚⾜ࡗࡓ㸬 ↓➽ࢥᙉᗘ᭷➽ࢥᙉᗘࡢ⿵ṇ್ࡢ㛵ಀࢆ Fig.5.♧ࡍ㸬␗ᙧ㕲➽ࡢࡧᚄࡀ D13 ࡛ࡣ㸪ᮏ ᐇ㦂ࡢỈ‽ྜ⮴ࡋ࡞࠸᮲௳ࡀྵࡲࢀ࡚࠸ ࡿࡶ㛵ࢃࡽࡎ㸪ᮏ◊✲ࡢ⿵ṇᙉᗘᮾி㒔⿵ṇ ᙉᗘࡀᴫࡡࡢ୍⮴ࢆぢ࡚࠸ࡓ㸬୍᪉㸪␗ᙧ㕲➽ࡢ ࡧᚄࡀ D19 ࡛ࡣ㸪ᴫࡡ 40㹼70N/mm2ࡢ⠊ᅖ ࠾࠸࡚㸪ᮏ◊✲ࡢ⿵ṇᙉᗘᮾி㒔⿵ṇᙉᗘࡢᕪ 㐪ࡀࡁࡃ࡞ࡾ㸪ᮾி㒔⿵ṇಀᩘ࡛⿵ṇࡋࡓሙྜ ࡣ᭷➽ࢥᙉᗘࢆ㐣ᑠホ౯ࡍࡿྍ⬟ᛶࡀ࠶ࡿ㸬 ࡇࢀࡣ㸪ࡑࡶࡑࡶᮾி㒔⿵ṇಀᩘࡀD19 ࢆᐃࡋ ࡚࠸࡞࠸ࡇࡼࡿࡀ㸪ᐇ㦂᮲௳ࡀ୍⮴ࢆ ぢ࡞࠸␗ᙧ㕲➽ࡢࡧᚄࡀ D13 ࡢỈ‽␗࡞ࡾ㸪 ␗ᙧ㕲➽ࡢࡧᚄࡀࡁࡃ࡞ࡿᐇ㦂᮲௳ࡢᕪ㐪 ࡀ㢧ᅾࡍࡿࡇࢆ♧၀ࡋ࡚࠸ࡿ⪃࠼ࡽࢀࡿ㸬 ࡲࡓ㸪࠸ࡎࢀࡢ␗ᙧ㕲➽ࡢࡧᚄ࠾ࡼࡧ㓄➽᪉ἲ ࡶ 100N/mm2⛬ᗘࡲ࡛ࡣ➼್⥺ࢆୖᅇࡽࡎᏳ ഃࡢホ౯ࡀྍ⬟࡛࠶ࡿ୍᪉࡛㸪100N/mm2 ࢆ㉸ ࠼ࡿᙉᗘᇦ࡛ࡣ➼್⥺ࢆୖᅇࡾ㸪᭷➽ࢥᙉᗘࢆ 㐣ホ౯ࡍࡿഴྥ࡞ࡗࡓ㸬 ௨ୖࡼࡾ㸪⿵ṇಀᩘࡣ㸪␗ᙧ㕲➽ࡢࡧᚄࡀD13 ࠾࠸࡚ࡣ㸪㓄➽᪉ἲ㛵ࢃࡽࡎᮏ◊✲ࡢ⿵ṇಀ ᩘ࠾ࡼࡧᮾி㒔⿵ṇಀᩘࡢ࠸ࡎࢀࢆ⏝࠸࡚ࡶᕪ ࡞࠸ࡀ㸪␗ᙧ㕲➽ࡢᚄࡀD19 ࠾࠸࡚ࡣ㸪ᮏ◊✲ ࡢ⿵ṇಀᩘࢆ⏝࠸࡚⟬ᐃࡍࡿࡢࡀⰋ࠸⤖ㄽࡅ ࡽࢀࡿ㸬
㸲㸬ࡲࡵ
ᮏ◊✲࡛ᚓࡽࢀࡓ▱ぢࢆ௨ୗࡲࡵࡿ㸬 (1)᭷➽ࢥᙉᗘࡣ㸪ᴫࡡ␗ᙧ㕲➽ࡢᐜ✚ẚẚ ࡋ࡚ᑠࡉࡃ࡞ࡿࡀ㸪ࢥࣥࢡ࣮ࣜࢺࡢ࣏ࢸࣥࢩࣕ ࣝᙉᗘࡢⓎ⌧௨๓࠾ࡼࡧ␗ᙧ㕲➽ࡢࡧᚄࡀ D19 ࡛ࡣࡑࡢᣲືࡀᏳᐃ࡞ࡿ㸬 (2)↓➽ࢥᙉᗘᑐࡍࡿ᭷➽ࢥᙉᗘࡢᙉᗘẚ Table 2. Compensation formula to calculate compensating rate and threshold levelDiameter of deformed bar Deformed ber arrangement calculate compensating rate Compensation formula to compensating rate equal 1.00 (N/mmThreshold level of core strength, 2)
D13
Single deformed bar Cc= 㸫0.0028 Ic 㸩 1.21 75.0 Double deformed bars Cc= 㸫0.0013 Ic 㸩 1.08 61.5 Single layer reinforcement Cc= 㸫0.0039 Ic 㸩 1.30 76.9 Double layer reinforcement Cc= 㸫0.0022 Ic 㸩 1.20 90.0
D19
Single deformed bar Cc= 㸫0.0079 Ic 㸩 1.56 70.9 Double deformed bars Cc= 㸫0.0051 Ic 㸩 1.42 82.4 Single layer reinforcement Cc= 㸫0.0060 Ic 㸩 1.46 76.7 Double layer reinforcement Cc= 㸫0.0063 Ic 㸩 1.45 71.4
8 ␗ᙧ㕲➽ࢆษࡾྲྀࡗࡓࢥ౪ヨయࡢᅽ⦰ᙉᗘࡢ⿵ṇ᪉ἲ㛵ࡍࡿ୍⪃ᐹ ࡣ㸪ࢭ࣓ࣥࢺࡢ✀㢮ࡢ┦㐪ࡼࡾࡶษ ࡾྲྀࡗࡓ␗ᙧ㕲➽ࡢࡧᚄࡲࡓࡣ␗ ᙧ㕲➽ࡢ㓄➽⨨ࡢ┦㐪ࡀ༟㉺ࡋ㸪 ࡇࢀࡽࡀ」ྜⓗᙳ㡪ࢆཬࡰࡍྍ⬟ ᛶࡀ࠶ࡿ㸬 (3)ࢥ౪ヨయ⏝࠸ࡽࢀࡓࢭ࣓ࣥࢺࡢ ✀㢮ࢆྠᐃࡋ࡞࠸ሙྜࡘ࠸࡚㸪㓄 ➽᪉ἲᛂࡌࡓ⿵ṇ᪉ἲࢆᥦࡋࡓ㸬 ࡞࠾㸪ᮏ᪉ἲࡢ㐺⏝⠊ᅖࡣ㸪᭷➽ࢥ ᙉᗘࡀ20㹼100N/mm2ࡢ⠊ᅖࡍ ࡿ㸬 (4)ࢭ࣓ࣥࢺࡢ✀㢮ࡀᮍ▱ࡢሙྜࡢ⿵ṇ ಀᩘࡣ㸪␗ᙧ㕲➽ࡢࡧᚄࡀD13 ࠾࠸࡚ࡣ㸪㓄➽᪉ἲ㛵ࢃࡽࡎᮏ◊ ✲ࡢ⿵ṇಀᩘ࠾ࡼࡧᮾி㒔⿵ṇಀᩘ ࡢ࠸ࡎࢀࢆ⏝࠸࡚ࡶᕪ࡞࠸ࡀ㸪␗ ᙧ㕲➽ࡢᚄࡀD19 ࡛ࡣ㸪ᮏ◊✲ࡢ⿵ ṇಀᩘࢆ⏝࠸࡚⟬ᐃࡍࡿࡢࡀⰋ࠸㸬
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ᮏ◊✲ࡢᐇ࠶ࡓࡾ㸪ᨾ࣭㊊ᕤ ᴗᏛᕤᏛ㒊ᘓ⠏Ꮫ⛉ᩍᤵ࣭ẟぢ㞝 ༤ኈࡼࡾ♧၀ᐩࡴࡈຓゝࢆ㈷ࡾࡲࡋ ࡓ㸬ࡲࡓ㸪ᐇ㦂㝿ࡋ࡚ࡣ㸪᪥ᮏᏛ ࠾ࡼࡧࡶࡢࡘࡃࡾᏛࡢ༞ᴗ◊✲⏕ㅖ ྩࡢຓຊࢆᚓࡲࡋࡓ㸬ࡇࡇグࡋ࡚㸪 ῝ㅰ⏦ࡋୖࡆࡲࡍ㸬ᩥ ⊩
1㸧᪥ᮏᘓ⠏Ꮫ㸸ᘓ⠏ᕤᶆ‽ᵝ᭩࣭ ྠゎㄝ JASS 5 㕲➽ࢥࣥࢡ࣮ࣜࢺ ᕤ㸪pp.709-715㸪2009 2㸧ᮤ㎿㸪ẟぢ㞝㸪⸨ಇ㸸㕲➽ࢥ࣮ࣥࣜࢺᵓ㐀≀ࡢ ᛶホ౯ᢏ⾡㛵ࡍࡿ◊✲㸫㟁☢Ἴㄏᑟἲࡼࡿ ࡪࡾཌࡉࡢᕤ⢭ᗘࡢㄪᰝ㸪᪥ᮏᘓ⠏Ꮫᢏ⾡ሗ࿌㞟㸪 pp.29-32㸪2001.7 3㸧ᮾி㒔㒔ᕷィ⏬ᒁᘓ⠏ᣦᑟ㒊㸸ᘓ⠏≀ࡢ⪏㟈デ᩿ࢩࢫ ࢸ࣒࣐ࢽࣗࣝ(㕲➽ࢥࣥࢡ࣮ࣜࢺ㐀)㸪pp.88-89㸪 1988.12 4㸧ᖹ㈡㸪Ⲩᕳဴ⏕㸪ᯘΎ㸪ẟぢ㞝㸸ࢥࣥࢡ࣮ࣜ 㡪㸪ࡑࡢ2 㕲➽ࢆྵࡴࢥࣥࢡ࣮ࣜࢺࢥ࣮ࡢሙྜ㸪᪥ ᮏᘓ⠏ᏛᏛ⾡ㅮ₇㞟㸪pp.91-92㸪1977.10 5㸧ᖹ㈡㸸㕲➽ࢥࣥࢡ࣮ࣜࢺ㒊ᮦࡢษ᩿ຍᕤᢏ⾡ᘓ ⠏⌧ሙࡢ㐺⏝㛵ࡍࡿ◊✲㸪᪥ᮏᏛᏛㄳồㄽᩥ㸪 1982.10 6㸧⏣ᮧ༤㸪ୖ⏣ဴኵ㸸㕲➽ࢆྵࢇࡔࢥࣥࢡ࣮ࣜࢺࢥࡢ ᅽ⦰ᙉᗘ㛵ࡍࡿᐇ㦂ⓗ◊✲㸪᪥ᮏᘓ⠏ᏛᏛ⾡ ㅮ₇᱾ᴫ㞟㸪pp.127-128㸪1980.9 7㸧᳃Ọ⦾㸪ᡂ⏣୍ᚨ㸪㔝ⴛஂ㸸ࢥࣥࢡ࣮ࣜࢺヨ㦂యෆ ࡢ㕲➽ࡀᅽ⦰ᙉᗘཬࡰࡍᙳ㡪㸪᪥ᮏᘓ⠏ᏛᏛ ⾡ㅮ₇᱾ᴫ㞟㸪pp.93-94㸪1977.10 8㸧ࢭ࣓ࣥࢺ༠㸸ࢥࣥࢡ࣮ࣜࢺᑓ㛛ጤဨሗ࿌ F-37 ࢥ ౪ヨయࡢᅽ⦰ᙉᗘཬࡰࡍྛ✀ᙳ㡪せᅉࡢᙳ㡪㸪 1984.3 Type of deformed bar arrangementDiameter of deformed bar
D13 D19 Single deformed bar Double deformed bars Double layer reinforcement Single layer reinforcement 20 40 60 80 100 120 20 40 60 80 100 120 20 40 60 80 100 120 20 40 60 80 100 120 20 40 60 80 100 120
Compressive strength of cored specimens without any deformed bar (N/mm2)
Com press ive s tre ngth of cored sp ecim en within def orm ed bar c orrected by each coe fficie nt (N /m m 2) 20 40 60 80 100
120 Correction coefficient determined
by the department of city planning, Tokyo Metropolitan Government Correction coefficient of this study
Fig.5. Relationship between compressive strength of core specimen without deformed bar and corrected by each coefficient
