i have a beam individual design due after 4 hours. i did everything but the sizes i used were not in the listed sizes that our professor handed out. could you change the sizes with their calculations

DESIGN WORK:

DRAWING

SECTION B 2 X 2.3 DETAILS

SECTION B 2 X 2.4 DETAILS

SECTION B 2 X 2.5 DETAILS

ANALYSIS RESULTS:

Load Diagram

Shear Force Diagram

Bending Moment Diagram

For the shear discontinuity equation, the following units are displayed:

Length units = in

Force units = lb

Moment units = lb-in

Shear discontinuity equation using symbolic notations:

Shear = Ay<x-1.50>0 +By<x-22.50>0 - P1<x-12.00>0

Shear discontinuity equation showing actual numeric values:

Shear = +150.00<x-1.50>0 +150.00<x-22.50>0 - 300.00<x-12.00>0

When using discontinuity functions, if the term in the <> brackets is negative for a particular value of x, the quantity in the <> brackets is defined to have a value of zero.

For the moment discontinuity equation, the following units are displayed:

Length units = in

Force units = lb

Moment units = lb-in

Moment discontinuity equation using symbolic notations:

Moment = Ay<x-1.50>1 +By<x-22.50>1 - P1<x-12.00>1

Moment discontinuity equation showing actual numeric values:

Moment = +150.00<x-1.50>1 +150.00<x-22.50>1 - 300.00<x-12.00>1

When using discontinuity functions, if the term in the <> brackets is negative for a particular value of x, the quantity in the <> brackets is defined to have a value of zero.

Resisting Moment of Beam (MR)

The resisting moment of a beam is the product of allowable fiber stress in bending for the species and grade of lumber, Fb, and the section modulus of the beam. The formula is as follows:

MR = Fb x S

S for a rectangular Section = bd2/6

Design Bending Stress at Extreme Fiber = Fb

RESULTS TABLE

S.No	Section (in)	Section Modulus (S) in3	Length (in)	Load (lb)	B.M (lb-in)	Fb (lb-in)	MR (lb-in)	Status
	b	d
1	1	1	0.17	21	300	1575	900	153	Fail
2	2	2	1.33	21	300	1575	900	1197	Fail
3	2	2.1	1.47	21	300	1575	900	1323	Fail
4	2	2.2	1.61	21	300	1575	900	1449	Fail
5	2	2.3	1.76	21	300	1575	900	1584	Pass
6	2	2.4	1.92	21	300	1575	900	1728	Pass
7	2	2.5	2.08	21	300	1575	901	1874	Pass

So in viewing the above results of table section 2 in x 2.3, 2 x2.4 and 2.5 are suitable for design

Using Wood type Aspen having weight per unit cubic ft is 26.6 lb (12065 g)

E = 1885490 Psi

Deflection due to Load P = 300 lb. = PL3/48EI

=300 x 213/ (48x1885490.59 x 96.6)

= 0.01513 in

L/360 = 21/360 = 0.0583 in

As our Deflection is 0.01513 in, Design is safe against deflection for section B 2 x 2.3, which concludes also that it will also be saved for sections B 2 x 2.4 and B 2 x 2.5 as well

CALCULATION TABLE

Beam Configuration on Primary Axis (e.g. Solid Box, Hollow Box, I-Beam, or H-Beam)	Calculated Mass	Calculated Volume	Total Cost of Wood and Glue Joints ($) Rate 30$ /ft3	X-Axis Calculations	Y-Axis Calculations
	lbm	g	ft3	in3		I (in4)	A (in)*	I (in4)	A (in)*
B 2 x2.3	1.49	675.86	0.056	96.6	1.68	2.03	4.6	2.03	4.6
B 2 x2.4	1.55	703.08	0.058	100.8	1.75	2.3	4.8	2.3	4.8
B 2 x2.5	1.62	734.83	0.061	105	1.82	2.6	5	2.6	5