Behavior of FRP-Strengthened RC Beams with Large Rectangular Web Openings in Flexure Zones: Experimental and Numerical Study

Almusallam, Tarek; Al-Salloum, Yousef; Elsanadedy, Hussein; Alshenawy, Abdulhafiz; Iqbal, Rizwan

doi:10.1186/s40069-018-0272-5

International Journal of Concrete Structures and Materials

Table 5 Details and FE results of beams used in the parametric study.

From: Behavior of FRP-Strengthened RC Beams with Large Rectangular Web Openings in Flexure Zones: Experimental and Numerical Study

Beam ID	Opening size (mm)		ℓ_o/h_c	Type of loading	Strengthening scheme	FE results
Beam ID	h _o	ℓ_o	ℓ_o/h_c	Type of loading	Strengthening scheme	P_u (kN)	ε_su,b (με)	ε_su,t (με)	ε_spu (με)	Failure mode
Effect of strengthening scheme
BS1-O1-CPL	225	450	4.00	CPL	Scheme-1	185	2711	380	–	DB-SF-TC
BS3-O1-CPL	225	450	4.00	CPL	Scheme-3	236	11,620	468	–	FF-BM
BS4-O1-CPL	225	450	4.00	CPL	Scheme-4	239	12,285	477	15,657	FF-BM
BS5-O1-CPL	225	450	4.00	CPL	Scheme-5	239	11,530	710	9334	FF-BM
BS6-O1-CPL	225	450	4.00	CPL	Scheme-6	241	11,492	706	5203	FF-BM
BS2-O2-CPL	225	900	8.00	CPL	Scheme-2	192	2296	7768	43,317	BKL-FF-TC
BS3-O2-CPL	225	900	8.00	CPL	Scheme-3	201	2420	7989	49,394	FF-TC
BS4-O2-CPL	225	900	8.00	CPL	Scheme-4	204	2424	4464	48,903	FF-TC
BS5-O2-CPL	225	900	8.00	CPL	Scheme-5	209	2435	6429	33,688	FF-TC
BS6-O2-CPL	225	900	8.00	CPL	Scheme-6	214	2609	3781	30,634	FF-TC
Effect of opening size
BU-0.0-CPL^a	No opening		0	CPL	Unstrengthened	204	81,413	–4980	–	FF-BM
BU-1.0-CPL	225	113	1.00	CPL	Unstrengthened	203	55,071	2575	–	FF-BM
BU-2.0-CPL	225	225	2.00	CPL	Unstrengthened	200	39,071	2319	–	FF-BM
BU-3.0-CPL	225	338	3.00	CPL	Unstrengthened	198	24,286	2184	–	FF-BM
BU-4.0-CPL^b	225	450	4.00	CPL	Unstrengthened	172	2583	460	–	SF-TC
BS4-4.0-CPL^c	225	450	4.00	CPL	Scheme-4	239	12,285	477	15,657	FF-BM
BU-5.0-CPL	225	563	5.00	CPL	Unstrengthened	138	2040	689	–	SF-TC
BS4-5.0-CPL	225	563	5.00	CPL	Scheme-4	234	6444	852	18,523	FF-BM
BU-6.0-CPL	225	675	6.00	CPL	Unstrengthened	127	2006	12,855	–	SF-TC
BS4-6.0-CPL	225	675	6.00	CPL	Scheme-4	221	2881	1208	20,500	FF-BM
BU-8.0-CPL^d	225	900	8.00	CPL	Unstrengthened	96	1303	21,894	–	SF-TC
BS4-8.0-CPL^e	225	900	8.00	CPL	Scheme-4	204	2424	4464	48,903	FF-TC
BU-10.0-CPL	225	1125	10.00	CPL	Unstrengthened	54	755	27,289	–	FF-TC
BS4-10.0-CPL	225	1125	10.00	CPL	Scheme-4	169	1880	11,180	55,100	FF-TC
BU-12.0-CPL	225	1350	12.00	CPL	Unstrengthened	42	211	30,687	–	FF-TC
BS4-12.0-CPL	225	1350	12.00	CPL	Scheme-4	132	1388	13,344	62,224	FF-TC

h_o depth of opening, ℓ_o length of opening, h_c larger of h_b and h_t where h_b and h_t= depth of bottom and top chords, respectively, P_u ultimate load, ε_su,b peak strain of bottom rebars at mid-span, ε_su,t peak strain of top rebars at mid-span, ε_spu peak tensile strain of steel plate at mid-span, DB-SF-TC FRP debonding followed by shear failure of top chord, FF-BM flexural failure of beam at opening with contribution from both top and bottom chords, BKL-FF-TC out-of-plane buckling of steel plates followed by flexural failure of top chord, FF-TC flexural failure of top chord, SF-TC shear failure of top chord, CPL Center-point loading.
^aSame as control beam BC-N-CPL.
^bSame as control beam BC-O1-CPL.
^cSame as beam BS4-O1-CPL.
^dSame as control beam BC-O2-CPL.
^eSame as beam BS4-O2-CPL.

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