GeneralBeam (www.theengineeringcommunity.org).xlsx

	A	B	C	D	E	F	G	H	I	J	K	L	M
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2				PROJECT :								PAGE :
3				CLIENT :								DESIGN BY :
4				JOB NO. :			DATE :					REVIEW BY :
5	General Beam Analysis
6
7	INPUT DATA & DESIGN SUMMARY
8	LENGTH	LL =	1000	ft, (3.0 m)
9		L =	30	ft, (9.1 m)
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11	Colonne 1	0	ft, (2.4 m)	Colonne 2	Colonne 3	Colonne 4
12	LOAD & LOCATION	PL =	FALSE	kips, (22.2 kN)
13	P1 =	kips, (15.6 kN)	FALSE	L1 =	1	ft, (3.4 m)
14	P2 =	kips, (17.8 kN)	FALSE	L2 =	1	ft, (0.9 m)
15	P3 =	kips, (13.3 kN)	FALSE	L3 =	1	ft, (1.1 m)
16	P4 =	kips, (22.2 kN)	FALSE	L4 =	1	ft, (1.2 m)
17		PR =	FALSE	kips, (26.7 kN)
18	w =	lbs / ft, (5542 N / m)	FALSE
19	wA =	lbs / ft, (3646 N / m)	FALSE	LA =	0	ft, (2.7 m)
20	wB =	lbs / ft, (8750 N / m)	FALSE	LB =	0	ft, (11.0 m)
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22		REACTION	RL =	32,348	kips, (143.9 kN)
23			RR =	27,692	kips, (123.2 kN)
24		SECTION FORCE	Mmax =	84,080	ft-kips, from left 22.60 ft.,			(114 kN-m, from left 6.89 m)
25			Vmax =	23,165	kips, from left 10.00 ft.,			(103.0 kN, from left 3.05 m)
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27		LATERAL-TORSIONAL BUCKLING LENGTH OF TOP TENSION BENDING
28		Lb =	14	ft, (4.3 m)	1. If no diaphragm at top, Lb should be the bottom tension bending length (LL + L + LR).
29					2. Wood beam EFFECTIVE LENGTH, Le, may conservatively be 1.87 Lb (NDS 2015 Table 3.3.3).
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31		DEFLECTION	DLeft =	-0,618	in, (-16 mm)		DMiddle =	0,7860719949	in, (20 mm)		DRight =	-0,552	in, (-14 mm)
32			Where	E =	29000	ksi, (199948 MPa)		I =	301	in4 ,	(12529	cm4)
33
34	ANALYSIS
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73					LICENSE NUMBER: Package License Including New Software Based on ASCE 41-17, ASCE 7-16, AISC 360/341/358-16
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76					www.Engineering-International.com
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