Post on 06-Feb-2021
Loads, Building data and Material Properties
Loading: NSCP 2010
Minimum Design Loads
Table 1. Minimum Design Dead Loads
Component Unit Load, KN/m2
Ceillings
Plaster on Tile or Concrete 0.24
Acoustical Fiber Board 0.05
Suspended metal lath and gypsum plaster 0.48
Mechanical Duct Allowance 0.20
Covering, Roof and Wall
Asphalt Shingles 0.10
Insultaion (Urethane foam w/ Skin) 0.0009
Insultaion (Polystyrene foam) 0.0004
Water proofing membrane, Bituminous (smooth surface) 0.07
Cement tile Finished 0.77
Floor and Floor Finishes
Ceramic or Quarry Tile (20mm) 0.77
Marble and mortar on stone-concrete 1.58
Lightweight concrete, plain per mm 0.02
Linoleum or Asphaltic tile, 6mm 0.05
Subflooring, 19mm 0.14
Frame Partitions and Walls
Exterior stud walls with brick veneer 2.30
Windows, glass, frame and sash 0.38
Wood studs 2 x 4 in., ( 50 x 100 mm) plastered two sides 0.96
Wood studs 2 x 4 in., ( 5 x 10 mm) unplastered 0.19
Concrete Masonry units (Wall)
Masonry, Normal weight 21.20
Masonry Lightweight solid concrete 16.50
Table 2. Minimum Design Live Loads
Use or Occupancy Unit Load
Category Description KN/m2
Residential
Basic Floor Area 1.90
Bedrooms 2.00
Exterior Balconies 2.90
Decks 1.90
Storage 1.90
Restrooms ---- ---- 2.87
Stairs --- ---- 2.00
Table 3. Special Loads
Use or Occupancy Lateral load
Category Description KN/m2
Balcony Railings & guardrails
Exit Facilites 0.75
Other than exit facilities 0.30
components 1.20
Partitions & interior walls 0.25
Table 4. Minimum Roof Live Loads
Table 5. Minimum Densities for Design Loads
Material Density,KN/m3
Aluminum 26.70
Cement Board 7.10
Plywood 5.70
Laminated Red Wood (1/2") 28.00
Mortar Cement or lime (2") 20.40
Load Combinations: ASD
1.) D D = Dead Load
2.) D + L L = LiveLoad
3.) D + (Lr or S or R) Lr = Roof Live Load
4.) D + 0.75L + 0.75(Lr or S or R) R = Rain Load
5.) D + (W or 0.7E) W = Wind Load
6.) D + 0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) E = Earthquake Load
Analysis:
Material Property:
Wood : Bayok
Grade = 63.00 % stress
Fb= 9.94 Mpa
Fc= 5.78 Mpa
Fv = 0.95 Mpa
Es = 3.94 Gpa
G = 0.44 Relative Density
Microsoft Excel 2010 and Graphical Rapid Analysis of Structures Program (GRASP) were used to anlyze basic and complex structures such as Purlins, Trusses, Beams and Girders, Columns, Trusses. (See Design Aids)
Design Aids
A. Analysis by The Coefficient Method
A.1 One way slabs & Continuous Beams (ACI CODE Section 408.4.3)
Analysis of Purlins: Pitch = h/L tan𝜃 =
ℎ
𝐿/2
Wind Load: Method 1: Ps = λKztIwPs9 Method 2: qz = 0.0000473KzKztKdIwV
2
Simplified ASCE: 𝜃 > 10o
Windward: Pn = P(1.3sin𝜃 − 0.5) Leeward: Pn = -0.6P (Suction) Duchemins Formula: Pn =
2𝑃 𝑠𝑖𝑛𝜃
1+𝑠𝑖𝑛2𝜃
(See Appendix A) Bending Stress: Mn =
𝑊𝑛𝐿𝑥2
8 ; fn =
6𝑀𝑛
𝑏𝑑2
Mt = 𝑊𝑡𝐿𝑦2
8 ; ft =
6𝑀𝑡
𝑏2𝑑
fb = fn + ft < Allowable bending stress (Fb) Shearing Stress: vn =
3𝑉𝑛
2𝑏𝑑
vt =
3𝑉𝑡
2𝑏𝑑
fv = 𝑣𝑛 2 + 𝑣𝑡 2 < Allowable shearing stress (Fv) Deflections: LiveLoad: yall =
𝐿
360 > yact
DeadLoad + LiveLoad: yall =
𝐿
240 > yact
Analysis of Trusses: Assumptions: Tenion Stress: ft =
𝑃
𝐴𝑛< F′t ; F't = CDCMCTCFCiFt
Compression Stress: fc =
𝑃
𝐴𝑔 < 𝐹′𝑐
Slenderness Factor Adjustments:
Where: Ps - Horizontal pressure (Windward & Leeward). λ - Adjustment factor for building height and exposure. Kz - Velocity exposure coefficient. Kzt - Topographic factor. Kd - Wind directionality factor. Iw - Importance factor. Ps9 - Simplified design wind pressure for exposure B @ h = 9, Iw = 1 (NSCP, fig.207-3). qz - Velocity pressure @ height z. V - Wind velocity (Kph) Pn - Wind pressure perpendicular to surface. Mn - Normal Moment. Mt - Tangential Moment. fn - Normal Stress. ft - Tangential Stress. v - Shearing stress. lu - Unsupported length. Ag - Gross Area. Ft - Allowable tensile stress. Fc - Allowable compression stress. Fb - Allowable bending stress. Fv - Allowable shearing strress. CD - Load duration Factor. CM - Wet service factor (CM=1,for dry safe factor). CT - Temperature factor (CT=1,for normal temp.). CF - Size factor(CF=1,for sawn lumber). Ci - insicing factor(Ci=0.8,for incised;Ci=1,for not incised). Cs - Slenderness factor. Ck - Support factor.
Analysis of Beams: Bending Stress: fb =
6𝑀
𝑏𝑑2 < F'b
Slenderness Factor Adjustments: (See Table 7 for value of le) Size Factor Adjusment: d > 300mm CF =
300
𝑑
1
9 ; d =depth of Beam in mm
fb = fb*CF Shearing Stress: 𝑓𝑣 =
3𝑉
2𝑏𝑑 < 𝐹𝑣
If notched beams: 𝑓𝑣 =
3𝑉
2𝑏𝑑′
𝑑
𝑑′ < 𝐹𝑣
Deflections:
LiveLoad: yall = 𝐿
360 > yact
DeadLoad + LiveLoad: yall = 𝐿
240 > yact
Analysis for Columns: Compression Stress:
fc = 𝑃
𝐴𝑔 < 𝐹′𝑐
Slenderness Factor Adjustments: (See Table 6 for value of k)
Table 6. Buckling Factors Ke:
Table 7. Effective Length of Beams
Klu = le
Table 8. Load duration factor
NSCP 2010: Wind Loads
Guidelines for Tile Toilet & Bathroom
Subfloor, Floor Joist, and Plumbing pipes
Waterproofing of wall and floor
Installation of Tiles
* You can use alternative material in waterproofing for economy.
Soure: www.google.com
1.) Install Plyboard (3/4"-1") and plumbing pipes.
2.) Lay down tar paper or plastic on the floor to preserved the wood floor from sucking to the moisture of the mortar berfore it dries. It is also important to nail down
3.) Mix mortar (Portland cement) and apply about 2" thick properly from the walls to the drain with fair amount of slope so that water flows out into the drain without making puddles. Let this dry for about 24 hours.
4.) Put rubber membrane (CPE) to make waterproof seal. Install cement board in wall properly with 1/4" clearance between the cement board and the membrane. Then repeat step 3.
5.) Seal or tape the cement board joints in wall with special adhesive netting. Then put one layer of cement board compound and let it dry for about 24 hours. Install the tiles using available adhesive cement or mortar properly from walls to the drain.
Factored Load used:
Wu = 1.2DL + 1.6LL
Ultimate Shear & Moments:
A. Analysis by The Coefficient Method
A.1 One way slabs & Continuous Beams (ACI CODE Section 408.4.3)
A.2 Two way slabs (Design of Concrete Structures,12 ed., Arthur H. Nilson)
Where:
Ca, Cb = Tabulated Moment Coefficients
wu = uniform factored load
La = Length of clear span in Short direction
Lb = Length of clear span in Long direction
Ma = Ca wu
Mb = Cb wu Lb2
Va = Ca wu
Vb = Cb wu
Positive Moment: End Spans Discontinuous end unrestrained wuln
2/11 Discontinuous end InteGral with Support wuln
2/14 Interior Spans Negative Moment: at exterior face of first interior support Two spans wuln
2/9 More than two spans wuln
2/10 at other faces of interior supports wuln
2/11 at face of all supports for slabs with spans not exceeding 3 meters; and stiffness to beam stiffness exceeds eight at each end of the span wuln
2/12 at interior face of exterior supports for members built integrally with supports: where support is a spandrel beam wuln
2/24 where support is a column wuln
2/16 Shear: at face of first interior supports 1.15wuln/2 at face of all other supports wuln/2 *ln - clear span
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
A. Design of Purlins Checked By:
Rating:
Material Property: Model: Truss - T1
Wood = Bayok
Grade = 63.00 % stress
Fb= 9.94 Mpa
Fc= 5.78 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
Assume Section: Spacing (s1) = 1.20 m
b = 75 mm Spacing (s2) = 1.12 m
d = 200 mm height (h) = 3.00 m
Length (L/2) = 8.00 m (consider half-span)
20.56 degress
Service Loads:
Dead loads: KN/m3
KN/m2
KN/m
Weight of Purlin 4.32 0.06
Asphalt Shingles 0.10 0.11
DLtotal 0.18
Live Loads: KN/m3
KN/m2
KN/m
Roof Slope : 20.56 degrees 0.75 0.84
LLtotal 0.84
Wind Loads: Method 2
Zone: 2 Wind Pressure :
V = 200 Kph qz = 0.0000473kzkztkdV2Iw = 1.892 Kpa
Kz = 1.00
Kzt = 1.00 Load Windward Leeward
Kd = 1.00 Pn -0.082 0.049 KN/m2
Iw = 1.00 Wn -0.099 0.059 KN/m
Loading:
Load Combinations Normal (Wn) Tangential (Wt) Condition
1. D 0.166 0.062 ---
2. D + Lr 0.955 0.358 governs
3. D + 0.75Lr + 0.75 W 0.684 0.210 ---
Sectiion:
Along X
Wn = 0.95 KN/m
L = 4.00 m
Lx = 4.00 m
Along Y
Wt = 0.36 KN/m
L = 4.00 m
Ly = 4.00 m
Purlins - Roof Framing Plan
s2
L
h
𝜃 = tan−1 ℎ
𝐿 =
W Dr , Lr
𝑊𝑝 = ɣ𝑏ℎ
*𝑃𝑛 = 𝑃(1.3𝑠𝑖𝑛𝛳 − 0.5) , Windward
*𝑃𝑛 = −0.6𝑃 , Leeward
𝑊𝑚𝑎𝑡′𝑙 = 𝑢𝑛𝑖𝑡 load x s2
𝑊𝑙 = 𝑢𝑛𝑖𝑡 load x s2
Design Loads:
Mn = WnLx2/8 = 1.367 KN-m
Mt = WnLy2/8 = 0.420 KN-m
Check for Bending Stress:
fn = 6Mn/bd2
= 2.734 Mpa
ft = 6Mt/b2d = 2.242 Mpa
fb = fn + ft = 4.976 Mpa
fb < Fb, Safe!
Check for Shearing Stress:
Vn = WnLx/2 = 1.91 KN
Vt = WtLx/2 = 0.72 KN
vn = 1.5Vn/bd = 0.19 Mpa
vt = 1.5Vt/bd = 0.07 Mpa
0.20 Mpa
fv < Fv, Safe!
Check for Deflection:
yall = L / 240 = 16.67 mm
yact = 5WnL4/384EI = 16.16 mm
yact < yall, Safe!
Use:
Purlins: 75 x 200 mm (Bayok lumber)
* Adapt the size of member to other purlins for aesthetic design.
𝑓𝑣 = 𝑣𝑛2 + 𝑣𝑡
2 =
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
B. Design of Truss Checked By:
Rating:
Material Property: Model: Truss - T1
Wood = Bayok
Grade = 63.00 % stress
Fb= 9.94 Mpa
Fc= 5.78 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
Assume Section:
For wood :
Top Chord : 2 pccs
b = 25 mm
d = 200 mm Spacing (s) = 1.20 m
Bottom Chord : 2 pcs height (h) = 3.00 m
b = 25 mm Length (L/2) = 8.00 m
d = 200 mm 20.56 degress
Web : 1 pcs
b = 25 mm
d = 150 mm
For Steel :
ws = 77.3 KN3
∅s = 16 mm
Fy = 248 Mpa
Service Loads:
Dead loads: KN/m3
KN/m2
KN/m
Weight of Truss 4.32 0.1025
(Assumed)
DLtotal 0.10
Live Loads: KN/m3
KN/m2
KN/m
Roof Slope : 20.56 degrees ---- ---- 0.00
LLtotal 0.00
Design Loads:
w = DL = 0.10 KN/m
Loads from Purlins (Rp) = 1.5Vncosθ = 2.68 KN
T1 - Roof Framing Plan
𝜃 = tan−1 ℎ
𝐿 =
L
h
RP D
𝑊𝑇 = ɣ𝑏ℎ
A
B
C
D
E
F
J H
I
An
aly
sis:
U
sin
g G
rap
hic
al R
apid
An
alysi
s of
Str
uct
ure
s P
rogra
m (
GR
AS
P)
Rea
ctio
n @
Su
pp
ort
s
Mem
ber
Axia
l F
orc
e :
Design Loads:
Description Member L (mm) Area (mm2) Forces (KN)
Top Chord AB 2670.00 10000 35.4
Bottom Chord JH 2000.00 10000 6.1
Diagonal Web FH 3010.00 3750 7.5
Vertical Web FH 3000.00 201.06 8.6
* Choose Maximum Axial Load (GRASP)
Tensile Stress:
Compressive Stress:
Slenderness Factor Adjustments:
KcE = 0.300 visually graded
KcE = 0.418 machine stress graded sawn lumber
Design for Truss Member:
Top Chord:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25
klu/d = 6.68 Cs ≤ 50, Ok! CM = 1.00
CT= 1.00
17.52 CF= 1.00
Ci= 1.00
case 1: klu/d ≤ 11 F't = 12.43 Mpa
ft = 1.77 Mpa
F'c = 5.78 Mpa ft < Ft, Safe!
fc = 1.77 Mpa
fc < F'c, Safe!
Bottom Chord:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25
klu/d = 40.00 Cs ≤ 50, Ok! CM = 1.00
CT= 1.00
17.52 CF= 1.00
Ci= 1.00
case 3: klu/d ≥ K F't = 12.43 Mpa
ft = 0.31 Mpa
F'c = 0.74 Mpa ft < Ft, Safe!
fc = 0.31 Mpa
fc < F'c, Safe!
Diagonal Web:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25
klu/d = 20.07 Cs ≤ 50, Ok! CM = 1.00
CT= 1.00
17.52 CF= 1.00
Ci= 1.00
case 3: klu/d ≥ K F't = 12.43 Mpa
ft = 1.00 Mpa
F'c = 2.94 Mpa ft < Ft, Safe!
fc = 2.00 Mpa
fc < F'c, Safe!
𝑓𝑡 =𝑃
0.6𝐴𝑛 ≤ F′t ; F't = CDCMCTCFCiFt ; Ft = Fb
𝑓𝑐 =𝑃
𝐴𝑔 ≤ F'c
case 1: 𝑘𝑙𝑢
𝑑 ≤ 11 ; F'c = Fc
case 2: 11 ≤ 𝑘𝑙𝑢
𝑑 ≤ 𝐾 ; K = 0.671
𝐸
𝐹𝑐 ; F'c = Fc 1 −
1
3
𝑘𝑙𝑢
𝑑
𝐾
4
case 3: 𝑘𝑙𝑢
𝑑 ≥ 𝐾 ; F'c =
𝐾𝑐𝐸 𝐸
𝑘𝑙𝑢
𝑑
2
K = 0.671𝐸
𝐹𝑐 =
K = 0.671𝐸
𝐹𝑐 =
K = 0.671𝐸
𝐹𝑐 =
K = 0.671𝐸
𝐹𝑐 =
K = 0.671𝐸
𝐹𝑐 =
Diagonal Web: Steel
Ft = 0.60Fy
Ft = 148.8 Mpa
ft = F/As
ft = 42.77 Mpa
ft < Ft, Safe!
Use:
Top Chord: 2 - 25 x 200 mm (Bayok lumber)
Bottom Chord: 2 - 25 x 200 mm (Bayok lumber)
Diagonal Web: 1 - 25 x 150 mm (Bayok lumber)
Vertical Web: 16 mm∅ Plain Steel bars
16 mm∅ Plain Steel bars
2 - 25 x 200 mm (Bayok lumber)
2 - 25 x 200 mm (Bayok lumber)
1 - 25 x 150 mm (Bayok lumber)
Note: Adapt all sizes of member to other types of truss for aesthetic design.
A
B
C
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
C. Design of Truss Joints Checked By:
Rating:
Material Property: Model: Anchor Bolts Connections
Wood : Bayok
Grade = 63.00 % stress
Fb= 9.94 Mpa
P= 5.78 Mpa
Q = 1.03 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
Steel :
Ft = 148.80 Mpa
∅s = 16 mm
T = 8.6 KN
θ = 20.56 degrees
Check if Steel is adequate :
ft = T/As
ft = 42.77 Mpa
ft < Ft, Safe!
Compressive Stress @ section AB ( r ) :
Figure:
r = 1.62 Mpa
Size of Washer :
Required Net Area : Figure:
An = T/r
An = 5322.34 mm2
Diameter of hole :
∅hole = ∅bolt + 2mm
∅hole = 18 mm
Gross Area :
Ag = An + Ahole
Ag = 5576.80 mm2
X2 = 5576.80 mm
2
X = 74.68 mm
say : 80 mm
Joint A - Truss T1
A B
Design
𝑟 = 𝑃𝑠𝑖𝑛2𝜃 +Q𝑐𝑜𝑠2𝜃 , Jacoby's Formula
X Dn
X
T
r r
A B
Thickness of Washer :
Dn = 1.5∅ + 3 Figure:
Dn = 27 mm
T1 = T2 = T/2
T1 = T2 = 4.3 KN
x1 = Dn/4
x1 = 7 mm
x2 = ∅hole
x2 = 18 mm
M = T2 (x2) - T1 (x1)
M = 48.375 KN-m
ft = 6M/bd2
, Ft =ft
ft = 6M/bt2
t = 5.61 mm b = X - ∅hole
say : 6 mm b = 62 mm
Use:
Steel :
Fbs = 124.00 Mpa
∅s = 22 mm
Washer :
t = 6 mm
27 mm 80 mm
80 mm
T
A B
T1
T2
x1
x2
∅hole A B
∅hole
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
D. Design of Truss Joints Checked By:
Rating:
Material Property: Model: Splicing Connections @ Bottom Chord
Wood : Bayok
Grade = 63.00 % stress
Fb = 9.94 Mpa
P = 5.78 Mpa
Q = 1.03 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
F = 6.10 KN
Bolt :
∅b = 12 mm
Group = I
Pb = 8.38 KNQb = 4.70 KN
Figure : Main member 50 200 mm
3.05 KN
6 KN
3.05 KN
Side Plate 50 200 mm
No. of Bolts :
n = F/Pb
n = 0.73 pcs
Say : 12 pcs
No. of rows : 2
Check for Tension :
ft = F/An ,Fb = Ft Ag = bh (main member)
ft = 0.71 Mpa Ag = 10000 mm2
ft < Ft, Safe! Ahole = ∅bolt + 2mm
Ahole = 14 mm2
An = Ag - ∑Ahole
An = 8600 mm2
Check for Bolt Shear :
Pv = nbolt x Pb
Pv = 100.56 KN
Pv > F, Safe!
Check for Bearing of bolt to main member :
fb = F/(Ap*n) Ap = ∅bolt x t , t = bmain member
fb = 0.85 Mpa Ap = 600 mm2
fb < P, Safe!
Joint B - Truss T1
Design
F F
x
x
b h
b h
Use :
∅bolt = 12 mm
nbolts = 12 pcs
12-12mm ∅ Bolts
F F
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
D. Design of Truss Joints Checked By:
Rating:
Material Property: Model: Splicing Connections @ Top Chord
Wood : Bayok
Grade = 63.00 % stress
Fb = 9.94 Mpa
P = 5.78 Mpa
Q = 1.03 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
F = 35.40 KN
Bolt :
∅b = 16 mm
Group = I
Pb = 10.80 KNQb = 5.23 KN
Figure : Main member 50 200 mm
17.7 KN
35 KN
17.7 KN
Side Plate 50 200 mm
No. of Bolts :
n = F/Pb
n = 3.28 pcs
Say : 8 pcs
No. of rows : 2
Check for Tension :
ft = F/An ,Fb = Ft Ag = bh (main member)
ft = 4.32 Mpa Ag = 10000 mm2
ft < Ft, Safe! Ahole = ∅bolt + 2mm
Ahole = 18 mm2
An = Ag - ∑Ahole
An = 8200 mm2
Check for Bolt Shear :
Pv = nbolt x Pb
Pv = 86.4 KN
Pv > F, Safe!
Check for Bearing of bolt to main member :
fb = F/(Ap*n) Ap = ∅bolt x t , t = bmain member
fb = 5.53 Mpa Ap = 800 mm2
fb < P, Safe!
Joint C - Truss T1
Design
F F
x
x
b h
b h
Use :
∅bolt = 16 mm
nbolts = 8 pcs
8-16mm ∅ Bolts
F F
Truss @ Painitan Section,Palao Market,Iligan City Date Prepared:
E. Design of Truss Joints Checked By:
Rating:
Material Property: Model: Notching Connections
Wood : Bayok
Grade = 63.00 % stress
Fb = 9.94 Mpa
P = 5.78 Mpa
Q = 1.03 Mpa
Fv = 0.95 Mpa
Ew = 3.94 Gpa
Gw = 0.44
F = 7.5 KN
θ = 50 degrees
Web member 50 150 mm
8 KN
50 mm
Bot. Chord 50 200 mm
Check if dap is adequate :
Compressive Stress perpendicular to AB : Actual comp. Stress @ AB:
AC = h/sinϴ F1 = Fsinβ
AC = 150/sin(50) F1 = 4.26 KN
AC = 195.81 mm
r = AC/2 fAB = F1/A1
r = 97.91 mm fAB = 0.45 Mpa
α = 0.5asin(dap/r) Check with allowable comp. stress (r ):
α = 0.5asin(50/97.91)
α = 15.36 degrees φ = 90 - α
β = 34.64 degrees φ = 74.64 degrees
AB = cosα(AC)
AB = 188.82 mm
A1 = AB*b r = 1.093 Mpa
A1 = 9441.06 mm2 r > fab, Safe!
Joint B - Truss T1
F
Design
x
b h
x
b' h
𝑟 =𝑃𝑄
𝑃𝑠𝑖𝑛2𝜑 + Q𝑐𝑜𝑠2φ
𝜃
dap = 𝑟
𝑟
Compressive Stress perpendicular to BC :
BC = sinα(AC)
BC = 51.851 mm
A2 = BC*b'
A2 = 2592.55 mm2
Actual comp. Stress @ AB: Check with allowable comp. stress (r ):
F2 = Fcosβ α = 15.36 degrees
F2 = 6.17 KN
fBC= F2/A2
fBC = 2.38 Mpa r = 4.368 Mpa
r > fab, Safe!
Percent correction :
%cor. = fBC/r
%cor. = 54.491
corrected dap = 27.25 mm
Try: dap = 50 mm
Use :
Web member 50 x 150 mm
8 KN
50 mm
Bot. Chord 50 x 200 mm
𝑟 =𝑃𝑄
𝑃𝑠𝑖𝑛2𝜑 + Q𝑐𝑜𝑠2φ
𝜃
dap =
Service Loads:
Dead loads: KN/m3
KN/m2
KN/m
Weight of Truss 4.32 0.0000
Ceiling 1.0000 (Assumed)
DLtotal 1.00
Live Loads: KN/m3
KN/m2
KN/m
Roof Slope : degrees ---- ---- 0.00
LLtotal 0.00
Design Loads:
w = DL = 1.00 KN/m
0.83 KN
Analysis: Using Graphical Rapid Analysis of Structures Program (GRASP)
Reaction @ Supports:
Member Axial Forces:
Design Loads:
Description Member L (mm) Area (mm2)Inertia (mm4)Forces (KN)
Top Chord AB 2150.00 0 0 9.3
Bottom Chord AC 1400.00 0 0 2.7
Web FI 2350.00 0 0 4.7
* Choose Maximum Axial Load (GRASP)
Tensile Stress:
𝑊𝑇 = ɣ𝑏ℎ
Loads from Purlins (Rp) = 1.5Vncosθ =
Compressive Stress:
Slenderness Factor Adjustments:
KcE = 0.300 visually graded
KcE = 0.418 machine stress graded sawn lumber
Design for Truss Member:
Top Chord:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25 (Refer Table 8.)
klu/d = #DIV/0! #DIV/0! CM = 1.00
CT= 1.00
17.52 CF= 1.00 (See Design Aids)
Ci= 1.00
#DIV/0! F't = 12.43 Mpa
ft = #DIV/0! Mpa
F'c = #DIV/0! Mpa #DIV/0!
fc = #DIV/0! Mpa
#DIV/0!
Bottom Chord:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25 (Refer Table 8.)
klu/d = #DIV/0! #DIV/0! CM = 1.00
CT= 1.00
17.52 CF= 1.00 (See Design Aids)
Ci= 1.00
#DIV/0! F't = 12.43 Mpa
ft = #DIV/0! Mpa
F'c = #DIV/0! Mpa #DIV/0!
fc = #DIV/0! Mpa
#DIV/0!
𝑓𝑡 =𝑃
0.6𝐴𝑛 ≤ F′t ; F't = CDCMCTCFCiFt ; Ft = Fb
𝑓𝑐 =𝑃
𝐴𝑔 ≤ F'c
case 1: 𝑘𝑙𝑢
𝑑 ≤ 11 ; F'c = Fc
case 2: 11 ≤ 𝑘𝑙𝑢
𝑑 ≤ 𝐾 ; K = 0.671
𝐸
𝐹𝑐 ; F'c = Fc 1 −
1
3
𝑘𝑙𝑢
𝑑
𝐾
4
case 3: 𝑘𝑙𝑢
𝑑 ≥ 𝐾 ; F'c =
𝐾𝑐𝐸 𝐸
𝑘𝑙𝑢
𝑑
2
K = 0.671𝐸
𝐹𝑐 =
K = 0.671𝐸
𝐹𝑐 = K = 0.671
𝐸
𝐹𝑐 =
Web:
Compressive Stress: Tensile Stress:
k= 1.00 Hinge support CD = 1.25 (Refer Table 8.)
klu/d = #DIV/0! #DIV/0! CM = 1.00
CT= 1.00
17.52 CF= 1.00 (See Design Aids)
Ci= 1.00
#DIV/0! F't = 12.43 Mpa
ft = #DIV/0! Mpa
F'c = #DIV/0! Mpa #DIV/0!
fc = #DIV/0! Mpa
#DIV/0!
Use:
Top Chord: - x mm (Bayok lumber)
Bottom Chord: - x mm (Bayok lumber)
Web: - x mm (Bayok lumber)
* Adapt all sizes of member to other types of truss for aesthetic design.
Figure : Main member 100 250 mm
#REF! KN
#REF! KN
#REF! KN
Side Plate 50 250 mm
No. of Bolts :
n = F/Pb
n = #REF! pcs
K = 0.671𝐸
𝐹𝑐 = K = 0.671
𝐸
𝐹𝑐 =
Design
x
x
b d
b d
Say : 12 pcs
No. of rows : 3
Check for Tension :
ft = F/An ,Fb = Ft Ag = bd (main member)
ft = #REF! Mpa Ag = 25000 mm2
#REF! Ahole = ∅bolt + 2mm
Ahole = 24 mm
An = Ag - ∑Ahole
An = 17800 mm2
Check for Bolt Shear :
Pv = nbolt x Pb
Pv = 261.6 KN
#REF!
Check for Bearing of bolt to main member :
fb = F/(Ap*n) Ap = ∅bolt x t , t = bmain member
fb = #REF! Mpa Ap = 2200 mm
#REF!
Use :
∅bolt = 22 mm
nbolts = 12 pcs
Project Title : Long Span Truss Design Date Prepared : Sept - 29 - 2012
Section : Design of Notch Connection Date Submitted :
Subsection : Design of Notch of Connection A Rating :
Structure Data
Web Member Detail:
b = mm
h = mm
ϴ = ◦
Chord Member Detail:
bc = mm
hc = mm
NOTE : ϴ is the angle of inclination of the web
member with respect to the horizontal
Member Properties :
Fc|| = MPa
FcL = MPa
Load
P = kN
Assume depth of Dap :
hd = mm
Analysis
T = 30 KN
θ = 30 degrees
Bayok
Check if Steel is adequate :
ft = T/As
ft = 543.93 Mpa
ft > Fbs, Not Safe!
Compressive Stress @ section AB ( r ) :
Figure:
r = 2.22 Mpa
Size of Washer :
Required Net Area : Figure:
An = T/r
An = 13528.75 mm2
𝑟 = 𝑃𝑠𝑖𝑛2𝜃 +Q𝑐𝑜𝑠2𝜃 , Jacoby's Formula
Diamete of hole :
∅hole = 10 mm
Gross Area :
Ag = An + Ahole
Ag = 13613.37 mm2
X2 = 13613.37 mm
2
X = 116.68 mm
say : 120 mm
Thickness of Washer :
Dn = 1.5∅ + 3 Figure:
Dn = 15.57 mm
T1 = T2 = T/2
T1 = T2 = 15 KN
x1 = Dn/4
x1 = 4 mm
x2 = ∅hole
x2 = 10 mm
M = T2 (x2) - T1 (x1)
M = 97.3125 KN-m
fbs = 6M/bd2
, Fbs =fbs
fbs = 6M/bt2
t = 21.07 mm b = X - ∅hole
say : 12 mm b = 110 mm
Use:
Steel :
Fbs = 124.00 Mpa
∅s = 22 mm
Washer :
∅hol
15.57 mm 120 mm
120 mm
Check if Steel is adequate :
ft = T/As
ft = 80.37 Mpa
ft > Fbs, Not Safe!
Compressive Stress @ section AB ( r ) :
Figure:
r = #REF! Mpa
Size of Washer :
Required Net Area : Figure:
An = T/r
An = #REF! mm2
Diamete of hole :
∅hole = 24 mm
Gross Area :
𝑟 = 𝑃𝑠𝑖𝑛2𝜃 +Q𝑐𝑜𝑠2𝜃 , Jacoby's Formula
Ag = An + Ahole
Ag = #REF! mm2
X2 = #REF! mm
2
X = #REF! mm
say : 120 mm
Thickness of Washer :
Dn = 1.5∅ + 3 Figure:
Dn = 35.7 mm
T1 = T2 = T/2
T1 = T2 = 15 KN
x1 = Dn/4
x1 = 9 mm
x2 = ∅hole
x2 = 24 mm
M = T2 (x2) - T1 (x1)
M = 223.125 KN-m
fbs = 6M/bd2
, Fbs =fbs
fbs = 6M/bt2
t = 25.15 mm b = X - ∅hole
say : 12 mm b = 96 mm
Use:
Sept - 29 - 2012
Steel :
Fbs = 124.00 Mpa
∅s = 22 mm
Washer :
35.7 mm 120 mm
∅hol
Group = I
120 mm
Bolt :
∅b = 22
Pb = 21.80
Qb = 7.21
Material Property:
Wood : Bayok
Grade = 63.00 % stress
Fb= 9.94 Mpa
Fc= 5.78 Mpa
Fv = 0.95 Mpa
Es = 3.94 Gpa
G = 0.44 Relative Density
Steel:
Fy = 248.00 Mpa
∅s = 16 mm
Bolts :
Group = I
∅b = 12 mm ∅b = 16 mm
Pb = 8.38 KN Pb = 10.80 KN
Qb = 4.70 KN Qb = 5.23 KN
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