N = N f + Nc + Ns
式中 GFRP 管和混凝土的初始应力由式(1)和(2)计算。 由平截面假定可知，纵向钢筋的轴向应变和混凝土的轴向应变相同。将纵向钢筋的面积折算成混凝
土的面积，可得纵向钢筋的轴力：
= N s
Ac
As − Ach
⋅
Es Ec
Nc
则
= N f
γ
1−
µcn2 − Ec
偏心受压构件符合下列关系：
= M N (e0 + f ) ， e = e0 + f = ηe0
式中：e0 —外荷载作用点的初始偏心距；f—构件的挠度；e—外荷载作用在构件中的偏心距；η —偏心距
增大系数[9= ]，η e= 0 + f 1 。
e0
1− N
NE
2.2. 紧箍应力分析
空、实心 GFRP 管钢筋混凝土构件中，截面应力分布不均匀，紧箍力的分布也不均匀，核心混凝土 处于不等侧压应力的三向应力状态。核心混凝土应力状态，见图 1。
1辽宁工程技术大学土木工程学院，辽宁 阜新 2东北大学资源与土木工程学院，辽宁 沈阳
*通讯作者。
文章引用: 张霓, 马润博, 肖宇屹, 丁虹达, 刘杰林, 孙永涛, 王连广. 空实心 GFRP 管钢筋混凝土偏心受压构件徐变 分析[J]. 土木工程, 2019, 8(10): 1483-1492. DOI: 10.12677/hjce.2019.810173
Received: Nov. 23rd, 2019; accepted: Dec. 16th, 2019; published: Dec. 23rd, 2019
Abstract
In order to study the effect of creep on the eccentric compression members of hollow and solid GFRP tube reinforced concrete, the creep formula of hollow and solid GFRP tube reinforced concrete was established. GFRP tube reinforced concrete eccentric compression member creep effect analysis and calculation was established, and a numerical example was calculated, analyzing the effect of eccentricity, the hollow rate, action load, the thickness of GFRP tube and strength grade of concrete to influence of eccentric compression member creep. Results of the computation showed that the creep of the eccentric compression member was increased with the increase of eccentricity, hollow rate, action load and strength grade of concrete, the decrease of the thickness of GFRP tube. The influence of hollow rate and action of the creep of GFRP tube reinforced concrete eccentric compression member was large, and eccentricity and the thickness of GFRP tube were the secondary factor. The strength grade of concrete was relatively small.
Figure 1. Eccentric core concrete stress 图 1. 核心混凝土应力状态
由胡克定律得核心混凝土应变：
εc1 =
1 Ec
σ c1
−
µc
(
p1
+
q1 )
εc2
=
1 Ec
q1
−
µc
(σ c1
+
p1 )
εc3
=
1 Ec
p1
− µc
(σ c1
+ q1 )
1College of Civil Engineering, Liaoning Technical University, Fuxin Liaoning 2School of Resources and Civil Engineering, Northeastern University, Shenyang Liaoning
−
µf Ef
3 3
σ
f3
εf2
= − µ f 1 σ Ef1
f1
−
µf3 Ef 3
σ
f3
ε=f 3
σ f3 Ef 3
−
µf1 Ef1
σ
f1
由变形协调条件，假设 εc1 = ε f 1 、 εc2 = ε f 2 、 εc3 = ε f 3 ，得：
( ) 1
Ec
σ c1
− µc
p1 + q1

=
σ f1 Ef1
−
µf3 Ef 3
σ
f
3
( ) 1
Ec
q1
−
µc
σ c1 + p1

= − µ f 1 Ef1
σ
f
1
−
µf Ef
3 3
σ
f
3
( ) 1
Ec
p1
− µc
σ c1 + q1

=
σ f3 Ef 3
−
µf1 Ef1
σ
f1
化简得：
q1 = n1σ c1 p1 = n2σ c1
µ f 1 − µc
Keywords
GFRP Tube, Steel Reinforced Concrete, Hollow and Solid, Eccentric Compression, Creep
空实心GFRP管钢筋混凝土偏心受压构件徐变 分析
张 霓1*，马润博1，肖宇屹1，丁虹达1，刘杰林1，孙永涛1，王连广2
µc n1
−
µ f 3rf n2 E f 3t f

E f 1Nc
(12)
1 + erf 式中： γ = Ac − Ach Ic 。
1 + erf Af I f
整理得：
Nc
= 1+γ

1
−
µc
n2 − Ec
µc
n1
N − µ f 3rf n2
E f 3t f
+
Ac
As − Ach
= σ f 1
1−
µcn2 − Ec
µc n1
−
µ f 3rf n2 E f 3t f

E f 1σ c1
。
DOI: 10.12677/hjce.2019.810173
1486
(6) (7) (8)
(9) (10)
(11) 土木工程
张霓 等
2.3. 初始应力计算
对于偏心受压构件，有
Creep Analysis of Hollow and Solid GFRP Tube Reinforced Concrete Eccentric Compression Member
Ni Zhang1*, Runbo Ma1, Yuyi Xiao1, Hongda Ding1, Jielin Liu1, Yongtao Sun1, Lianguang Wang2
⋅
Es Ec
(13)
GFRP 管最大受压纤维处初始应力为：
σ
f0
=

µ f 1 − µc
式中： n1
=
m1m2
Ec + 1− µcµ f 1
Ec
， n2
=
m1m2
Ec + 1− µcµ f 1
Ec
m2 ，
= m1
1+ µc
( ) ( ) ( ) µc
µf1 +1 Ec
+ µf3
µ f 1 +1 rf E f 3t f
， m2
=
1− µc
+
Ec 1− µf3
rf
Ec
E f 3t f
Hans Journal of Civil Engineering 土木工程, 2019, 8(10), 1483-1492 Published Online December 2019 in Hans. /journal/hjce https:///10.12677/hjce.2019.810173
2. 偏心受压构件初始状态受力分析
偏心受压构件是指承受不通过截面形心的轴向压力作用，或是在承受轴向压力的同时承受横向作用 力或弯矩的构件。本文针对偏心受压构件徐变的分析，做如下基本假定：
1) GFRP 管与混凝土之间无相对滑移； 2) 截面应变符合平截面假定； 3) 不考虑剪切变形的影响； 4) 构件两端为铰接，且挠曲线为正弦半波曲线。
关键词
GFRP管，钢筋混凝土，空实心，偏心受压，徐变
Copyright © 2019 by author(s) and Hans Publishers Inc. This work is licensed under the Creative Commons Attribution International License (CC BY). /licenses/by/4.0/