Pinned beam calculation metric

								Calculation No.

CALCULATION SHEET								Project No.
				onlinestructuraldesign.com
Project:								Calc. By	Date	Rev.

Subject:								Checked By	Date


Input		Output
Beam characteristics		Shears, Moments and Deflections
Beam Loads

Beam characteristics				No. of Load Cases
L =	m	beam length
I =	cm⁴	moment of inertia
E =	GPa	(10⁹*N/m²)	element elasticity modulus

Load Case
UDL =	kN/m							uniformly distributed load
P₁ =	kN	a=		m	b=		m	concentrated load
P₂ =	kN	a=		m	b=		m	concentrated load
Load Case
UDL =	kN/m							uniformly distributed load
P₁ =	kN	a=		m	b=		m	concentrated load
P₂ =	kN	a=		m	b=		m	concentrated load
Load Case
UDL =	kN/m							uniformly distributed load
P₁ =	kN	a=		m	b=		m	concentrated load
P₂ =	kN	a=		m	b=		m	concentrated load

Load Combinations (Load Factors)
For Bending Moments and Shear Force Calculation				For Deflection Calculation



Position for internal forces and deflection calculations
x =	m
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Maximum moment and shear				Unable to load Flash content. The Charts Control requires Flash Player 9.0.45 or higher. You can download the latest version of Flash Player from the Adobe Flash Player Download Center .
M_max =	kN*m
V_max =	kN
Maximum deflection
D_max =	mm
Reactions
R₁ =	kN
R₂ =	kN


M_x =	kN*m
V_x =	kN

D_x =	mm






		Reactions			1	UDL
		R1	R2		2	UDL + 1 concentrated load
					3	UDL + 2 concentrated loads
						1 concentrated load
						2 concentrated loads










		Bending
	x (%)	0	0.02	0.04	0.06	0.08	0.1	0.12	0.14	0.16	0.18	0.2	0.22	0.24	0.26	0.28	0.3	0.32	0.34	0.36	0.38	0.4	0.42	0.44	0.46	0.48	0.5	0.52	0.54	0.56	0.58	0.6	0.62	0.64	0.66	0.68	0.7	0.72	0.74	0.76	0.78	0.8	0.82	0.84	0.86	0.88	0.9	0.92	0.94	0.96	0.98	1
	x (m)	0	0.12	0.24	0.36	0.48	0.6	0.72	0.84	0.96	1.08	1.2	1.32	1.44	1.56	1.68	1.8	1.92	2.04	2.16	2.28	2.4	2.52	2.64	2.76	2.88	3	3.12	3.24	3.36	3.48	3.6	3.72	3.84	3.96	4.08	4.2	4.32	4.44	4.56	4.68	4.8	4.92	5.04	5.16	5.28	5.4	5.52	5.64	5.76	5.88	6
ULS
	UDL
	P1
	P2

	UDL
	P1
	P2

	UDL
	P1
	P2
	Total	0.0	1.3	2.5	3.7	4.8	5.8	6.8	7.8	8.7	9.6	10.4	11.1	11.8	12.5	13.1	13.6	14.1	14.5	14.9	15.3	15.6	15.8	16.0	16.1	16.2	16.2	16.2	16.1	16.0	15.8	15.6	15.3	14.9	14.5	14.1	13.6	13.1	12.5	11.8	11.1	10.4	9.6	8.7	7.8	6.8	5.8	4.8	3.7	2.5	1.3	0.0

		Shear
ULS
	UDL
	P1
	P2

	UDL
	P1
	P2

	UDL
	P1
	P2
	Total	10.8	10.4	9.9	9.5	9.1	8.6	8.2	7.8	7.3	6.9	6.5	6.0	5.6	5.2	4.8	4.3	3.9	3.5	3.0	2.6	2.2	1.7	1.3	0.9	0.4	0.0	-0.4	-0.9	-1.3	-1.7	-2.2	-2.6	-3.0	-3.5	-3.9	-4.3	-4.8	-5.2	-5.6	-6.0	-6.5	-6.9	-7.3	-7.8	-8.2	-8.6	-9.1	-9.5	-9.9	-10.4	-10.8

		Deflection
SLS
	UDL
	P1
	P2

	UDL
	P1
	P2

	UDL
	P1
	P2
	Total	0.0	1.2	2.4	3.5	4.7	5.8	6.9	8.0	9.0	10.1	11.0	11.9	12.8	13.6	14.4	15.1	15.7	16.3	16.8	17.3	17.7	18.0	18.2	18.4	18.5	18.5	18.5	18.4	18.2	18.0	17.7	17.3	16.8	16.3	15.7	15.1	14.4	13.6	12.8	11.9	11.0	10.1	9.0	8.0	6.9	5.8	4.7	3.5	2.4	1.2	0.0