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DESIGN OF RAFTER MARK : R1Project : PROPOSED RESIDENTIAL RENOVATION

Location : LA VERNA HILLS SUBD., BUHANGIN, DAVAO CITY

Owner : ENGR. & MRS. JOSE DEVEE VILLA Page 1 of 1

DESIGN DATASpan of rafter 9.00 mDepth 4.00 m

Fy 248 MPa

E 200,000 MPa

Design of TOP/BOTTOM CHORDDesign Load :

Axial : P 65.80 KN Tension62.80 KN Compression

Shear : V - KNMoment : M 0.11 KN-m

Top/Bottom Chord Data :Section = 11

A = 606 mm2 C = 125.98I = 145,681 mm4 k = 1.00r = 15 mm Lu = 250.00 mm

c1 = 15 mm c2 = 35 mmFS = 1.71 KLu/Cr = 0.13

StressesAllowable

Fa = 144.65 MPa fa = 103.55 MPa

Fb = 148.80 MPa fb = 11.01 MPa

Ft = 124.00 MPa ft = 108.50 Mpa

fa/Fa + fb/Fb = 0.79 OK!

DESIGN OF WEB MEMBERSDesign Load :

Axial : P 38.65 KN Tension34.70 KN Compression

Shear : V - KNMoment : M - KN-m

Web Members Data :

Section = 15A = 342 mm2 C = 125.98I = 45,785 mm4 k = 1.00r = 11 mm Lu = 320.00 mm

c1 = 12 mm c2 = 28 mm

FS = 1.75 KLu/Cr = 0.22Stresses

AllowableFa = 141.82 MPa fa = 101.48 MPa

Fb = 148.80 MPa fb = 0.00 MPaFt = 124.00 MPa ft = 113.03 Mpa

fa/Fa + fb/Fb = 0.72 OK!

Actual

Actual

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Area Moment of Inertia Raduis of Gyration Centroid x, or y2L 50x50x6.0 1 1,213 1 291,362 1 15 1 152L 63x63x6.0 2 1,535 2 586,886 2 27 2 18

2L 50x50x4.8 3 916 3 233,090 3 16 3 142L 50x50x3.2 4 955 4 158,168 4 16 4 142L 40x40x6.0 5 890 5 116,545 5 11 5 122L 40x40x4.8 6 684 6 91,571 6 11 6 122L 40x40x3.2 7 465 7 64,932 7 12 7 11

2L 25x25x6.0 8 568 8 30,801 8 7 8 9

2L 25x25x4.8 9 439 9 24,974 9 8 9 8

2L 25x25x3.2 10 297 10 18,314 10 8 10 8L 50x50x6.0 11 606 11 145,681 11 15 11 15L 50x50x4.8 12 458 12 116,545 12 16 12 14L 50x50x3.2 13 477 13 79,084 13 16 13 14L 40x40x6.0 14 445 14 58,272 14 11 14 12L 40x40x4.8 15 342 15 45,785 15 11 15 12L 40x40x3.2 16 232 16 32,466 16 12 16 11L 25x25x6.0 17 284 17 15,401 17 7 17 9L 25x25x4.8 18 219 18 12,487 18 8 18 8L 25x25x3.2 19 148 19 9,157 19 8 19 8

7/28/2019 Solis Rafter

3/9

63.5

1 352 32

3 364 365 286 287 29

8 16

9 17 0.716827656

10 17 18.2074224711 3512 3613 3614 2815 2816 2917 1618 1719 17

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DESIGN OF RAFTER MARK : T1Project : 2 STOREY RESIDENTIAL BLDG.

Location : BONIFACIO-OSMEA STS,KIBLAWAN,DAVAO DEL SUR

Owner : CELERINO SOLIS Page 1 of 1

DESIGN DATASpan of rafter 9.60 mDepth 2.65 m

Fy 248 MPa

E 200,000 MPa

Design of TOP/BOTTOM CHORDDesign Load :

Axial : P 65.80 KN Tension62.80 KN Compression

Shear : V - KNMoment : M 0.11 KN-m

Top/Bottom Chord Data :Section = 6

A = 684 mm2 C = 125.98I = 91,571 mm4 k = 1.00r = 11 mm Lu = 250.00 mm

c1 = 12 mm c2 = 28 mmFS = 1.73 KLu/Cr = 0.17

StressesAllowable

Fa = 143.26 MPa fa = 91.83 MPa

Fb = 148.80 MPa fb = 13.95 MPa

Ft = 124.00 MPa ft = 96.22 Mpa

fa/Fa + fb/Fb = 0.73 OK!

DESIGN OF WEB MEMBERSDesign Load :

Axial : P 38.65 KN Tension34.70 KN Compression

Shear : V - KNMoment : M - KN-m

Web Members Data :

Section = 7A = 465 mm2 C = 125.98I = 64,932 mm4 k = 1.00r = 12 mm Lu = 320.00 mm

c1 = 11 mm c2 = 29 mm

FS = 1.75 KLu/Cr = 0.22Stresses

AllowableFa = 141.96 MPa fa = 74.70 MPa

Fb = 148.80 MPa fb = 0.00 MPaFt = 124.00 MPa ft = 83.21 Mpa

fa/Fa + fb/Fb = 0.53 OK!

Actual

Actual

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Area Moment of Inertia Raduis of Gyration Centroid x, or y2L 50x50x6.0 1 1,213 1 291,362 1 15 1 152L 63x63x6.0 2 1,535 2 586,886 2 27 2 18

2L 50x50x4.8 3 916 3 233,090 3 16 3 142L 50x50x3.2 4 955 4 158,168 4 16 4 142L 40x40x6.0 5 890 5 116,545 5 11 5 122L 40x40x4.8 6 684 6 91,571 6 11 6 122L 40x40x3.2 7 465 7 64,932 7 12 7 11

2L 25x25x6.0 8 568 8 30,801 8 7 8 9

2L 25x25x4.8 9 439 9 24,974 9 8 9 8

2L 25x25x3.2 10 297 10 18,314 10 8 10 8L 50x50x6.0 11 606 11 145,681 11 15 11 15L 50x50x4.8 12 458 12 116,545 12 16 12 14L 50x50x3.2 13 477 13 79,084 13 16 13 14L 40x40x6.0 14 445 14 58,272 14 11 14 12L 40x40x4.8 15 342 15 45,785 15 11 15 12L 40x40x3.2 16 232 16 32,466 16 12 16 11L 25x25x6.0 17 284 17 15,401 17 7 17 9L 25x25x4.8 18 219 18 12,487 18 8 18 8L 25x25x3.2 19 148 19 9,157 19 8 19 8

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63.5

1 352 32

3 364 365 286 287 29

8 16

9 17 0.716827656

10 17 18.2074224711 3512 3613 3614 2815 2816 2917 1618 1719 17

7/28/2019 Solis Rafter

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DESIGN OF RAFTER MARK : T1Project : 2 STOREY RESIDENTIAL BLDG.

Location : MORNING MIST , PUEBLO, CDOC

Owner : SPS.FELIX & RENERIA JANDAYAN Page 1 of 1

DESIGN DATASpan of rafter 9.60 mDepth 2.15 m

Fy 248 MPa

E 200,000 MPa

Design of TOP/BOTTOM CHORDDesign Load :

Axial : P 48.50 KN Tension38.65 KN Compression

Shear : V - KNMoment : M 0.11 KN-m

Top/Bottom Chord Data :Section = 14

A = 445 mm2 C = 125.98I = 58,272 mm4 k = 1.00r = 11 mm Lu = 250.00 mm

c1 = 12 mm c2 = 28 mmFS = 1.73 KLu/Cr = 0.17

StressesAllowable

Fa = 143.26 MPa fa = 86.82 MPa

Fb = 148.80 MPa fb = 21.92 MPa

Ft = 124.00 MPa ft = 108.95 Mpa

fa/Fa + fb/Fb = 0.75 OK!

DESIGN OF WEB MEMBERSDesign Load :

Axial : P 38.65 KN Tension34.70 KN Compression

Shear : V - KNMoment : M - KN-m

Web Members Data :

Section = 17A = 284 mm2 C = 125.98I = 15,401 mm4 k = 1.00r = 7 mm Lu = 320.00 mm

c1 = 9 mm c2 = 16 mm

FS = 1.79 KLu/Cr = 0.34Stresses

AllowableFa = 138.48 MPa fa = 122.24 MPa

Fb = 148.80 MPa fb = 0.00 MPaFt = 124.00 MPa ft = 136.15 Mpa

fa/Fa + fb/Fb = 0.88 OK!

Actual

Actual

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Area Moment of Inertia Raduis of Gyration Centroid x, or y2L 50x50x6.0 1 1,213 1 291,362 1 15 1 152L 63x63x6.0 2 1,535 2 586,886 2 27 2 18

2L 50x50x4.8 3 916 3 233,090 3 16 3 142L 50x50x3.2 4 955 4 158,168 4 16 4 142L 40x40x6.0 5 890 5 116,545 5 11 5 122L 40x40x4.8 6 684 6 91,571 6 11 6 122L 40x40x3.2 7 465 7 64,932 7 12 7 11

2L 25x25x6.0 8 568 8 30,801 8 7 8 9

2L 25x25x4.8 9 439 9 24,974 9 8 9 8

2L 25x25x3.2 10 297 10 18,314 10 8 10 8L 50x50x6.0 11 606 11 145,681 11 15 11 15L 50x50x4.8 12 458 12 116,545 12 16 12 14L 50x50x3.2 13 477 13 79,084 13 16 13 14L 40x40x6.0 14 445 14 58,272 14 11 14 12L 40x40x4.8 15 342 15 45,785 15 11 15 12L 40x40x3.2 16 232 16 32,466 16 12 16 11L 25x25x6.0 17 284 17 15,401 17 7 17 9L 25x25x4.8 18 219 18 12,487 18 8 18 8L 25x25x3.2 19 148 19 9,157 19 8 19 8

7/28/2019 Solis Rafter

9/9

63.5

1 352 32

3 364 365 286 287 29

8 16

9 17 0.716827656

10 17 18.2074224711 3512 3613 3614 2815 2816 2917 1618 1719 17