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Beam Design - Truss Support

1. Beam Data

Load Type:	Uniform Dist. Load
Support:	Simple Beam
Beam Type:	Glulam
Species:	Western Species
Grade:	24F-V4 1.8E DF/DF
Size:	6.75 x 10.5
Design Span (L):	23.50	ft.
Clear Span:	23.00	ft.
Total Span:	24.00	ft.
Bearing (l_b):	6	in.
Quantity (N):	1

2. Design Loads

Live Load:	105	plf
Dead Load:	75	plf
Selfweight:	390.5	lbs
Dist. Selfweight:	16.62	plf
Total Weight:	398.8	lbs

3. Design Options

Lateral Support:	unbraced
Defl. Limits:	180\|120
Load Duration:	1.15
Exposure:	dry
Temperature:	T <= 100°F
Orientation:	Vertical

4. Design Assumptions and Notes

Code Standard:	IBC 2015, NDS 2015
Bending Stress:	Parallel to Grain
Notes:

5. Adjustment Factors

Factor	Description	F_b	F_t	F_v	F_c	F_c⊥	E/E_min
C_D	Load Duration Factor	1.15	1.15	1.15	1.15	-	-
C_M	Wet Service Factor	1	1	1	1	1	1
C_t	Temperature Factor	1	1	1	1	1	1
C_L	Beam Stability Factor	0.979	-	-	-	-	-
C_V	Volume Factor	0.975^b	-	-	-	-	-
C_fu	Flat Use Factor	N/A^c	-	-	-	-	-

                  a) Adjustment factors per AWC NDS 2015 and NDS 2015 Supplement.
                  b) The volume factor, C_V, shall not apply simultaneously with the beam stability factor, C_L. The lesser factor shall apply.
                  c) Only applies when glulam beam is loaded in bending about the y-y axis.

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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6. Beam Calculations

Determine reference design values, sectional properties and self weight of beam:

A = b x d

$S_{x}=\frac{bd^2}{6}$ , $S_{y}=\frac{b^{2}d}{6}$

$I_{x}=\frac{bd^3}{12}$ , $I_{y}=\frac{b^{3}d}{12}$

where:

b = Breadth of rectangular beam in bending (in.)
d = Depth of rectangular beam in bending (in.)
A = Cross sectional area of beam (in.²)
S_x = Section modulus about the X-X axis (in.³)
S_y = Section modulus about the Y-Y axis (in.³)
I_x = Moment of inertia about the X-X axis (in.⁴)
I_y = Moment of inertia about the Y-Y axis (in.⁴)

b = 6.750 in.
d = 10.500 in.
A = 6.750 x 10.500 = 70.88 in.²
S_x = (6.750)(10.500)²/6 = 124.03 in.³
S_y = (6.750)²(10.500)/6 = 79.73 in.³
I_x = (6.750)(10.500)³/12 = 651.16 in.⁴
I_y = (6.750)³(10.500)/12 = 269.10 in.⁴

Reference Design Values from Table 5A NDS Supplement (Reference Design Values for Structural Glue Laminated Softwood Timber Combinations).

Species & Grade	F_bx+	F_bx-	F_c⊥x	F_vx	E_x	E_minx	F_by	F_c⊥y	F_vy	E_y	E_miny	F_t	F_c	G
24F-V4 1.8E DF/DF	2400	1850	650	265	1800000	950000	1450	560	230	1600000	850000	1100	1650	0.5

The following formula shall be used to determine the density of wood (lbs/ft³. (NDS Supplement Sec. 3.1.3)

$\rho_{w}=62.4\left[\frac{G}{1+G(0.009)(m.c)}\right]\left[1+\frac{m.c.}{100}\right]$

where:

ρ_w = Density of wood (lbs/ft³
G = Specific gravity of wood (dimensionless)
m.c. = Moisture content of wood (percentile)

G = 0.5
m.c. = 16 % (Max. moisture content at dry service conditions)

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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$\rho_{w}=62.4\left[\frac{0.5}{1+0.5(0.009)(16)}\right]\left[1+\frac{16}{100}\right]$ = 33.76 lbs/ft³

Volume_total = N[A x (L + l_b)] = 1 x [70.88 x (282.00 + 6)] x (12 in./ft.)³ = 11.81 ft³
Volume_span = N[A x L] = 1 x [70.88 x 282.00] x (12 in./ft.)³ = 11.57 ft³

Total Weight (W_T) = ρ_w x Volume_total = 33.76 x 11.81 = 398.8 lbs
Self Weight (W_S) = ρ_w x Volume_span = 33.76 x 11.57 = 390.5 lbs

Distributed Self Weight (w_s) = $\frac{W_{S}}{L}=\frac{390.5}{23.50}$ = 16.62 plf

Load, Shear and Moment Diagrams:

105 plf

75 plf

w_s = 16.62 plf

23.50 ft.

23.00 ft.

24.00 ft.

2359.40 lbs

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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1.) Bending:

Members subject to bending stresses shall be proportioned so that the actual bending stress or moment shall not exceed the adjusted bending design value:

f_b ≤ F_b' (NDS Sec. 3.3.1)

where:

f_b = M / S
F_bx' = F_bx(C_D)(C_M)(C_t)(C_V) or F_bx' = F_bx(C_D)(C_M)(C_t)(C_L)

Beam is unbraced along its compression edge, lateral stability is considered below:

Slenderness Ratio for bending member R_B:

l_u = Unbraced Length = 23.500 ft.

l_u/d = $\frac{282}{10.5}$ = 26.86

l_e = 1.63l_u + 3d = 1.63(282.0) + 3(10.5) = 491.16 in. = 40.93 ft. (NDS Table 3.3.3)

R_b = $\sqrt{\frac{l_{e}d}{b^2}}=\sqrt{\frac{491.16(10.5)}{(1\times6.75)^{2}}}$ = 10.64

R_b = 10.64 < 50 ➜ OK

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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Euler-based ASD critical buckling value for bending members:

E_miny' = E_miny(C_M)(C_t) = 850000(1)(1) = 850000 psi

F_bE = $\frac{1.2E_{miny}'}{(R_{b})^2}=\frac{1.2(850000)}{(10.64)^2}$ = 9011.47 psi

F_bx* = F_bx(C_D)(C_M)(C_t) = (2400)(1.15)(1)(1) = 2760.00 psi

Beam stability factor:

C_L = $\frac{1+F_{be}/F_{bx}^*}{1.9}-\sqrt{\left(\frac{1+F_{be}/F_{bx}^*}{1.9}\right)^2-\frac{F_{be}/F_{bx}^*}{0.95}}=$ $\frac{1+9011.47/2760.00}{1.9}-\sqrt{\left(\frac{1+9011.47/2760.00}{1.9}\right)^2-\frac{9011.47/2760.00}{0.95}}$ = 0.979

C_V = $\left(\frac{21}{L}\right)^{0.1}\left(\frac{12}{d}\right)^{0.1}\left(\frac{5.125}{b}\right)^{0.1}=\left(\frac{21}{23.500}\right)^{0.1}\left(\frac{12}{10.5}\right)^{0.1}\left(\frac{5.125}{6.75}\right)^{0.1}$ = 0.975

Volume effect governs over lateral stability:

C_V = 0.975 < C_L = 0.979

F_bx' = (2400)(1.15)(1)(1)(0.975) = 2690.7 psi

f_b = $\frac{M}{N\times{S_{x}}}=\frac{162872}{1\times124.03}$ = 1313.2 psi

f_b = 1313.2 psi < F_bx' = 2690.7 psi (CSI = 0.49) ➜ OK

2.) Shear:

Members subject to shear stresses shall be proportioned so that the actual shear stress parallel to grain or shear force at any cross section of the bending member shall not exceed the adjusted shear design value:

f_v ≤ F_v' (NDS Sec. 3.4.1)

where:

f_v = $\frac{3V}{2A}$

F_v' = F_v(C_D)(C_M)(C_t)

F_vx' = (265)(1.15)(1)(1) = 304.75 psi

Shear Reduction: Uniformly distributed loads within a distance, d, from supports equal to the depth of the bending member shall be pemitted to be ignored. Concentrated loads within a distance equal to the depth of the bending member from supports shall be permitted to be multiplied by x/d where x is the distance from the beam support face to the load. See NDS 2015, Figure 3C.

f_v* = $\frac{3V^*}{2(N\times{A})}=\frac{3(2138.21)}{2(1\times70.88)}$ = 45.25 psi

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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f_v* = 45.25 psi < F_vx' = 304.75 psi (CSI = 0.15)   ➜  OK

No Reduction in Shear (conservative):

f_v = $\frac{3V}{2(N\times{A})}=\frac{3(2310.25)}{2(1\times70.88)}$ = 48.89 psi

f_v = 48.89 psi < F_vx' = 304.75 psi (CSI = 0.16)   ➜  OK

3.) Deflection:

Bending deflections calculated per standard method of engineering mechanics for live load and total load:

LL Allowable: L/180
TL Allowable: L/120

E_x' = E_x(C_M)(C_t) = 1800000(1)(1) = 1800000 psi

Δ_LL = $\frac{5w_{LL}L^4}{384E_{x}'(N\times{I_{x}})}=\frac{5(105)(23.500)^4}{384(1800000)(1\times651.16)}\times\left(12\frac{in.}{ft.}\right)^3$ = 0.61 in.

(L/d)_LL = 282.00 / 0.61 = 459

Δ_LL = 0.61 in = L/459 < L/180   ➜  OK

Δ_TL = $\frac{5(w_{TL}+w_{s})L^4}{384E_{x}'(N\times{I_{x}})}=\frac{5(180+16.62)(23.500)^4}{384(1800000)(1\times651.16)}\times\left(12\frac{in.}{ft.}\right)^3$ = 1.15 in.

(L/d)_TL = 282.00 / 1.15 = 245

Δ_TL = 1.15 in = L/245 < L/120   ➜  OK

4.) Bearing:

Members subject to bearing stresses perpendicular to the grain shall be proportioned so that the actual compressive stress perpendicular to grain shall be based on the net bearing area and shall not exceed the adjusted compression design value perpendicular to grain:

f_c⊥ ≤ F_c⊥' (NDS Sec. 3.10.2)

where:

f_c⊥ = $\frac{R}{A_b}$

F_c⊥' = F_c⊥(C_M)(C_t)

F_c⊥x' = (650)(1)(1) = 650.00 psi

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022

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A_b = b x l_b = 6.75 x 6 = 40.50 in²

f_c⊥ = $\frac{R}{N\times{A_{b}}}=\frac{2359.40}{1\times40.50}$ = 58.3 psi

f_c⊥ = 58.3 psi < F_c⊥x' = 650.00 psi (CSI = 0.09) ➜ OK

*Disclaimer: The calculations produced herein are for initial design and estimating purposes only. The calculations and drawings presented do not constitute a fully engineered design. All of the potential load cases required to fully design an actual structure may not be provided by this calculator. For the design of an actual structure, a registered and licensed professional should be consulted as per IRC 2012 Sec. R802.10.2 and designed according to the minimum requirements of ASCE 7-10. The beam calculations provided by this online tool are for educational and illustrative purposes only. Medeek Design assumes no liability or loss for any designs presented and does not guarantee fitness for use.

Beam Design

Roger Murch

8054 Harmony Crescent

8054

N. Wilkerson

MEDEEK ENGINEERING INC.
3050 State Route 109 Copalis Beach, WA 98535
ph. (425) 741-5555 www.medeek.com

10/23/2022