Sheet No.

Designers: Adviser:
Caquilala, Jon B. 1
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Purlin Design Computations No Sagrods

Purlin Design - No Sagrod

Purlin Dimensions: Grade of Steel:

Depth (d) = 175 mm A 36
Flange (b) = 75 mm
Lip (l) = 25 mm
Thickness (t) = 2.5 mm

Building Parameters:
Purlin Spacing = 0.6 m
Span = 6m
Roof Angle = 15 deg

Sx = 50629.018 mm^3 3.090 in^3

Sy = 14860.208 mm^3 0.907 in^3

Loads SI English
Wind Pressure: 0.000 Kpa 0.000 Psf
Wind Load: 0.000 KN/m 0.000 Lb/ft
Roofing: 0.0575 Kpa 1.2 Psf
Insulation: 0.0479 Kpa 1 Psf
Purlin Weight: 0.0712 KN/m 4.876 Lb/ft
Live Load: 1 Kpa 20.885 Psf

Governing Load Combination:

D+W = 0.224 Kpa 10.327 Psf

D + Lr = 1.177 Kpa 27.962 Psf

D + Lr Governs!
 Sheet No.
Designers:
2

Sheet Content:
.
Purlin Design Computations No Sagrods

fb = Fb

fb = Mn + Mtwt Mtload
+ = Fb = 0.6Fy
Sx Sy 1/2Sy

Computations:
Normal:

Mn = 63.049 Mpa
Sx 9.138 Ksi

W = 0.709 KN/m 48.594 Lb/f

Mn = 3.192 KN-m 2352.584 Lb-f
Tangential
Weight:

Mtwt = 5.578 Mpa

Sy 0.809 Ksi

W = 0.0184 KN/m 1.2621 Lb/f

Mt = 0.0829 KN-m 61.1012 Lb-f

Load:

Mtload = 103.958 Mpa

Sy/2 15.066 Ksi

W = 0.1716 KN/m 11.7587 Lb/f

Mt = 0.7724 KN-m 569.2717 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 3
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Talamayan, Roxanne R. Purlin Design Computations No Sagrods
5CE-D

fb </= Fb

fb = Mn + Mtwt + Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 172.586 MPa </= Fb = 148.9655 MPa

25.012 Ksi 21.6 Ksi

Use Sagrods!
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 4
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Purlin Design Computations
Talamayan, Roxanne R. Sagrods at Midspan
5CE-D
Purlin Design - Sagrod at Midspan

fb = Fb

fb = Mn + Mtwt + Mtload = Fb = 0.6Fy

Sx Sy 1/2Sy

Computations:
Normal:

Mn = 63.049 Mpa
Sx 9.138 Ksi

W = 0.709 KN/m 48.594 Lb/f

Mn = 3.192 KN-m 2352.584 Lb-f
Tangential
Weight:

Mtwt = 1.395 Mpa

Sy 0.202 Ksi

W = 0.0184 KN/m 1.2621 Lb/f

Mt1 = 0.0104 KN-m 7.6377 Lb-f
Mt2 = 0.0207 KN-m 15.2753 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 5
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Purlin Design Computations
Talamayan, Roxanne R. Sagrods at Midspan
5CE-D

Tangential
Load:

Mtwt = 25.990 Mpa

Sy 3.767 Ksi

W = 0.1716 KN/m 11.7587 Lb/f

Mt1 = 0.0966 KN-m 71.1590 Lb-f
Mt2 = 0.1931 KN-m 142.3179 Lb-f

fb </= Fb

fb = Mn + Mtwt + Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 90.433 MPa </= Fb = 148.966 MPa

13.106 Ksi 21.6 Ksi

Purlin Section is Adequate!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 6
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Purlin Design Computations
Talamayan, Roxanne R. Sagrods at Third Points
5CE-D
Purlin Design - Sagrod at Third Points

fb = Fb

fb = Mn + Mtwt + Mtload = Fb = 0.6Fy

Sx Sy 1/2Sy

Computations:
Normal:

Case 1:
Mn = 63.049 Mpa
Case 1: Sx 9.138 Ksi
W = 0.709 KN/m 48.594 Lb/f
Mn = 3.192 KN-m 2352.584 Lb-f

Case 2:
Mn = 56.043 Mpa
Case 2: Sx 8.122 Ksi
Mn = 2.837 KN-m 2091.186 Lb-f

Tangential
Weight:

Case 1:
Mtwt = 0.124 Mpa
Sy 0.005 Ksi

Case 2:
Mtwt = 0.496 Mpa
Sy 0.072 Ksi
Case 1:
W = 0.0184 KN/m 1.2621 Lb/f
Mt = 0.0018 KN-m 1.3578 Lb-f
Case 2:
Mt2 = 0.0074 KN-m 5.4312 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 7
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Purlin Design Computations
Talamayan, Roxanne R. Sagrods at Third Points
5CE-D

Tangential
Load:

Case 1:
Mtwt = 2.310 Mpa
Sy 0.335 Ksi

Case 2:
Mtwt = 9.241 Mpa
Sy 1.339 Ksi
Case 1:
W = 0.1716 KN/m 11.7587 Lb/f
Mt = 0.0172 KN-m 12.6505 Lb-f

Case 2:
Mt2 = 0.0687 KN-m 50.6019 Lb-f

Determining Governing Load Case:

Case 1 Case 2
SI fb = 65.483 Mpa 65.780 Mpa
English fb = 9.478 Ksi 9.533 Ksi

Case 2 Governs!

fb </= Fb

fb = Mn + Mtwt + Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 65.780 MPa </= Fb = 148.966 MPa

9.533 Ksi 21.6 Ksi

Purlin Section is Adequate!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 1
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:

Side Girt Design Computations No Sagrods

Side Girt Design - No Sagrod

Purlin Dimensions: Grade of Steel:

Depth (d) = 150 mm A 36
Flange (b) = 50 mm
Lip (l) = 20 mm
Thickness (t) = 2.5 mm

Building Parameters:
Girt Spacing = 0.6 m
Column Spacing = 6m

Sx = 31371.701 mm^3 1.914 in^3

Sy = 7142.569 mm^3 0.436 in^3

Loads SI English
Wind Pressure: -1.429 Kpa -29.845 Psf
Wind Load: -0.8574 KN/m -58.736 Lb/ft
Siding: 0.0575 Kpa 1.2 Psf
Purlin Weight: 0.0546 KN/m 3.741 Lb/ft

Figure:
 Sheet No.
Designers: Adviser:
2

Sheet Content:

Side Girt Design Computations No Sagrods

fb = Fb

fb = Mn + Mtwt Mtload
+ = Fb = 0.6Fy
Sx Sy 1/2Sy

Computations:
Normal:

Mn = 122.987 Mpa
Sx 17.824 Ksi

W = -0.857 KN/m -58.736 Lb/f

Mn = -3.858 KN-m -2843.551 Lb-f
Tangential
Weight:

Mtwt = 34.399 Mpa

Sy 4.986 Ksi

W = 0.0546 KN/m 3.7408 Lb/f

Mt = 0.2457 KN-m 181.1002 Lb-f

Load:

Mtload = 43.439 Mpa

Sy/2 6.295 Ksi

W = 0.0345 KN/m 2.3616 Lb/f

Mt = 0.1551 KN-m 114.3317 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 3
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Talamayan, Roxanne R. Side Girt Design Computations No Sagrods
5CE-D

fb </= Fb

fb = Mn + Mtwt +Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 200.825 MPa </= Fb = 148.966 MPa

29.105 Ksi 21.6 Ksi

Use Sagrods!
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 4
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Side GIrt Design Computations
Talamayan, Roxanne R. Sagrods at Midspan
5CE-D
Side Girt Design - Sagrod at Midspan

fb = Fb

fb = Mn + Mtwt +Mtload = Fb = 0.6Fy

Sx Sy 1/2Sy

Computations:
Normal:

Mn = 122.987 Mpa
Sx 17.824 Ksi

W = -0.857 KN/m -58.736 Lb/f

Mn = -3.858 KN-m -2843.551 Lb-f
Tangential
Weight:

Mtwt = 8.600 Mpa

Sy 1.246 Ksi

W = 0.0546 KN/m 3.7408 Lb/f

Mt1 = 0.0307 KN-m 22.6375 Lb-f
Mt2 = 0.0614 KN-m 45.2751 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 5
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Side Girt Design Computations
Talamayan, Roxanne R. Sagrods at Midspan
5CE-D

Tangential
Load:

Mtwt = 10.860 Mpa

Sy 1.574 Ksi

W = 0.0345 KN/m 2.3616 Lb/f

Mt1 = 0.0194 KN-m 14.2915 Lb-f
Mt2 = 0.0388 KN-m 28.5829 Lb-f

fb </= Fb

fb = Mn + Mtwt +Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 142.446 MPa </= Fb = 148.966 MPa

20.644 Ksi 21.6 Ksi

Purlin Section is Adequate!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 6
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Side GIrt Design Computations
Talamayan, Roxanne R. Sagrods at Third Points
5CE-D
Side Girt Design - Sagrod at Third Points

fb = Fb

fb = Mn + Mtwt +Mtload = Fb = 0.6Fy

Sx Sy 1/2Sy

Computations:
Normal:

Case 1:
Mn = 122.987 Mpa
Case 1: Sx 17.824 Ksi
W = -0.857 KN/m -58.736 Lb/f
Mn = -3.858 KN-m -2843.551 Lb-f

Case 2:
Mn = 109.321 Mpa
Case 2: Sx 15.844 Ksi
Mn = -3.430 KN-m -2527.601 Lb-f

Tangential
Weight:

Case 1:
Mtwt = 0.764 Mpa
Sy 0.025 Ksi

Case 2:
Mtwt = 3.058 Mpa
Sy 0.443 Ksi
Case 1:
W = 0.0546 KN/m 3.7408 Lb/f
Mt = 0.0055 KN-m 4.0244 Lb-f
Case 2:
Mt2 = 0.0218 KN-m 16.0978 Lb-f
 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 7
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R. Side Girt Design Computations
Talamayan, Roxanne R. Sagrods at Third Points
5CE-D

Tangential
Load:

Case 1:
Mtwt = 0.965 Mpa
Sy 0.140 Ksi

Case 2:
Mtwt = 3.861 Mpa
Sy 0.560 Ksi
Case 1:
W = 0.0345 KN/m 2.3616 Lb/f
Mt = 0.0034 KN-m 2.5407 Lb-f

Case 2:
Mt2 = 0.0138 KN-m 10.1628 Lb-f

Determining Governing Load Case:

Case 1 Case 2
SI fb = 124.716 Mpa 116.240 Mpa
English fb = 17.989 Ksi 16.846 Ksi

Case 1 Governs!

fb </= Fb

fb = Mn + Mtwt +Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 124.716 MPa </= Fb = 148.966 MPa

17.989 Ksi 21.6 Ksi

Purlin Section is Adequate!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 1
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Talamayan, Roxanne R. Sagrods & Tierods Design
5CE-D
Sagrod Design - Sagrod at Midspan

Building Parameters:

Truss Span = 26 m Purlin Spacing = 0.6 m

Roof Angle = 15 deg

No. of Purlins = 22 purlins per side of roof

Computations:

W = (Roof Loads + Purlin Weight)sinƟ

W = 0.0348 kN/m
2.383 Lb/ft

ft </= Ft

ft = P </= Ft = 0.6Fy
A

*Psagrod = (5/8 WL)(no. of purlins - 1)

*Psagrod = 2.795 kN

fb = 2.795 kN </= Fb = 136.552 MPa

A

Area Required = 20.469 sq. mm

Diameter Required = 4.524 mm

Use 10 mm dia. bars!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 2
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Talamayan, Roxanne R. Sagrods & Tierods Design
5CE-D
Sagrod Design - Sagrod at Third Points

Building Parameters:

Truss Span = 26 m Purlin Spacing = 0.6 m

Roof Angle = 15 deg

No. of Purlins = 22 purlins per side of roof

Computations:

W = (Roof Loads + Purlin Weight)sinƟ

W = 0.0348 kN/m
2.383 Lb/ft

ft </= Ft

ft = P </= Ft = 0.6Fy
A

*Psagrod = (11/30 WL)(no. of purlins - 1)

*Psagrod = 1.640 kN

ft = 1.640 kN </= Ft = 136.552 MPa

A

Area Required = 12.0085 sq. mm

Diameter Required = 3.465 mm

Use 10 mm dia. bars!

 Sheet No.
Designers: Adviser:
Caquilala, Jon B. 3
Engr. Mark Elson C. Lucio
Ferrera, Jeremiah Jose F.
Olila, Kim Joshua R. Sheet Content:
Lim, Nicole Andrei R.
Talamayan, Roxanne R. Sagrods & Tierods Design
5CE-D
Tierod Design - Sagrod at Midspan

ft </= Ft

ft = P </= Ft = 0.6Fy
A

*Ptierod = Psagrod
cosƟ

*Ptierod = 2.894 kN

fb = 2.894 kN </= Fb = 136.552 MPa

A

Area Required = 21.1911 sq. mm

Diameter Required = 4.603 mm

Use 10 mm dia. bars!

Tierod Design - Sagrod at Third Points

ft </= Ft

ft = P </= Ft = 0.6Fy
A

*Ptierod = Psagrod
cosƟ

*Ptierod = 1.698 kN

fb = 1.698 kN </= Fb = 136.552 MPa

A

Area Required = 12.4321 sq. mm

Diameter Required = 3.526 mm

Use 10 mm dia. bars!

PURLIN DESIGN SPREADSHEET (NO SAGROD)

Purlin Dimensions: Grade of Steel:

Depth (d) = 200 mm A 36
Flange (b) = 75 mm
Lip (l) = 25 mm
Thickness (t) = 2.5 mm

Building Parameters:
Purlin Spacing = 0.6 m
Span = 6m
Roof Angle = 15 deg

Sx = 60434.505 mm^3 3.688 in^3

Sy = 15065.479 mm^3 0.919 in^3

Loads SI English
Wind Pressure: -3.745 Kpa -78.216 Psf
Wind Load: -2.247 KN/m -153.929 Lb/ft
Roofing: 0.0575 Kpa 1.2 Psf
Insulation: 0.0479 Kpa 1 Psf
Purlin Weight: 0.0761 KN/m 5.210 Lb/ft
Live Load: 1 Kpa 20.885 Psf

Governing Load Combination:

D+W = -3.436 Kpa -68.140 Psf

D + Lr = 1.181 Kpa 28.296 Psf

D + W Governs!
 fb = Fb

fb = Mn + Mtwt + Mtload = Fb = 0.6Fy

Sx Sy 1/2Sy

Actual Stress:

Normal:

Mn = -157.298 Mpa
Sx -22.797 Ksi

W = -2.112 KN/m -144.714 Lb/f

Mn = -9.506 KN-m -7006.016 Lb-f

Tangential

Weight:

Mtwt = 5.879 Mpa

Sy 0.852 Ksi

W = 0.0197 KN/m 1.3485 Lb/f

Mt = 0.0886 KN-m 65.2863 Lb-f

Load:

Mtload = 9.772 Mpa

Sy/2 1.416 Ksi
 W = 0.0164 KN/m 1.1206 Lb/f
Mt = 0.0736 KN-m 54.2506 Lb-f

fb </= Fb

fb = Mn + Mtwt + Mtload </= Fb = 0.6Fy

Sx Sy 1/2Sy

fb = 141.646 MPa </= Fb = 148.96552 MPa

20.528 Ksi 21.6 Ksi

Purlin Section is Adequate!

Roof Purlins

Side Girts
 TRANSFER FORMULA
A x Ax y Ay Ix Iy dy
500 1.25 625 100 50000 1666666.7 260.416667 22.31
175 37.5 6562.5 1.25 218.75 97.65625 71458.3333 13.94
175 37.5 6562.5 198.75 34781.25 97.65625 71458.3333 13.94
62.5 73.75 4609.375 12.5 781.25 3255.2083 32.5520833 50.19
62.5 73.75 4609.375 187.5 11718.75 3255.2083 32.5520833 50.19
975 22968.75 97500 1673372.4 143242.187

Xbar 23.56 Ix 6043450.5 mm^4

Ybar 100 Iy 775003.00 mm^4
Sx 60434.505 mm^3
Sy 15065.48 mm^3

Roof Purlins TRANSFER FORMULA

A x Ax y Ay Ix Iy dy
437.5 1.25 546.875 87.5 38281.25 1116536.5 227.864583 23.84
175 37.5 6562.5 1.25 218.75 97.65625 71458.3333 12.41
175 37.5 6562.5 173.75 30406.25 97.65625 71458.3333 12.41
62.5 73.75 4609.375 12.5 781.25 3255.2083 32.5520833 48.66
62.5 73.75 4609.375 162.5 10156.25 3255.2083 32.5520833 48.66
912.5 22890.625 79843.75 1123242.2 143209.635

Xbar 25.09 Ix 4430039.1 mm^4

Ybar 87.5 Iy 741738.10 mm^4
Sx 50629.018 mm^3
Sy 14860.21 mm^3

Side Girts TRANSFER FORMULA

A x Ax y Ay Ix Iy dy
375 1.25 468.75 75 28125 703125 195.3125 14.42
112.5 25 2812.5 1.25 140.625 65.104167 18984.375 9.33
112.5 25 2812.5 148.75 16734.375 65.104167 18984.375 9.33
50 48.75 2437.5 10 500 1666.6667 26.0416667 33.08
50 48.75 2437.5 140 7000 1666.6667 26.0416667 33.08
700 10968.75 52500 706588.54 38216.1458
Xbar 15.67 Ix 2352877.6 mm^4
Ybar 75 Iy 245206.94 mm^4
Sx 31371.701 mm^3
Sy 7142.57 mm^3
dx Adx2 Ady2
0 0 248816.57
98.75 1706523 34017.89
98.75 1706523 34017.89
87.5 478515.63 157454.23
87.5 478515.63 157454.23
4370078 631760.82

dx Adx2 Ady2
0 0 248559.77
86.25 1301836 26970.461
86.25 1301836 26970.461
75 351562.5 148013.89
75 351562.5 148013.89
3306797 598528.47

dx Adx2 Ady2
0 0 77972.288
73.75 611894.53 9793.751
73.75 611894.53 9793.751
65 211250 54715.501
65 211250 54715.501
1646289 206990.79