STRUCTURAL DRAWINGS.pdf

STRUCTURAL DRAWINGS

A B

C D

1

B1

B1

1800 [5'-11"]

C1-C

C2-C

B1

6500 [21'-4"] 4700 [15'-5"]

6500 [21'-4"]

2

B1

1800 [5'-11"]

C1-C

B1

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"]

3

B1

1800 [5'-11"]

C1-C

B1

13000 [42'-8"]

C1-C

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"]

4

B1

B1

1800 [5'-11"]

C1-C

C1-C

1800 [5'-11"]

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"] 6500 [21'-4"]

5

B1

1800 [5'-11"]

C1-C

B1

13000 [42'-8"]

C1-C

1800 [5'-11"]

5

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"] 6500 [21'-4"]

6

B1

B1

B1

B1

1800 [5'-11"]

C1-B

C2-B

C2-B

C1-B

1800 [5'-11"]

6

6500 [21'-4"] 4700 [15'-5"]

6500 [21'-4"]

4700 [15'-5"] 6500 [21'-4"]

7

B1

0 [0"]

B1

1800 [5'-11"]

C1-B

C1-B

1800 [5'-11"]

7

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"] 6500 [21'-4"]

8

B1

B1

1800 [5'-11"]

C1-B

C1-B

1800 [5'-11"]

8

75 200 75

6500 [21'-4"] 4700 [15'-5"]

4700 [15'-5"] 6500 [21'-4"]

12mm PLATE

27mm diam HOLES 25mm diam BOLTS

9

B1

0 [0"]

B1

1800 [5'-11"]

C1-A

C1-A

1800 [5'-11"]

9

6500 [21'-4"] 4700 [15'-5"]

6500 [21'-4"]

4700 [15'-5"] 6500 [21'-4"]

10

B1

B1

1800 [5'-11"]

C1-A

C1-A

1800 [5'-11"]

10

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

11

B1

B1

1800 [5'-11"]

C1-A

C1-A

1800 [5'-11"]

11

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

12

B1

B1

B1

B1

1800 [5'-11"]

C1

C2-A

C2-A

C1

1800 [5'-11"]

12

UPPER PLATE WELDED TO I-SECTION

203x133UB30KG/M I-Section

12mm PLATE WELD Angle surpports

LOWER PLATE FIXED ON COLUMN

Angle surpports

200mm CONCRETE SLAB FINISHED WITH OPPOXT RESIN

J-BOLTS 4Nos.

27mm diam HOLES 25mm diam BOLTS

I-SECTION(203x133UB30KG/M)

75 200 75 350

UPPER PLATE (450X350) WELDED TO I-SECTION

DETAIL A

350mm HARDCORE

1750 [5'-9"]

6.Foundations shall generally be taken down 1930 mm below existing ground level and all excavations to be approved first by the engineer before concrete blinding is laid. 7. Reinforcement a)Y....denotes High yeild bars to be square twisted cold formed bars to B.S.4461. b)R ...denotes Mild steel to be round bars to B.S.4449. c)Mesh requirements to comply with the requirements of B.S. 4483. 8. Minimum cover to all steel in foundations,ground beams and stub columns to be 40 mm unless shown otherwise.

150mm CONCRETE SLAB FINISHED WITH OPPOXT RESIN

9. Block Work: All load bearing block walls to be constructed from solid block of 5.0N/mm MIN.with B.S 5628 Part 1 Structural use of Unreinforced Masonry. Mortar to conform to Mortar designation (III) of Table 1 BS 5628 Part 1. 10. Joints: Movement joints to be amaximum 9.0m centres.joint positions as indicated onDrawings.Joint in slab to be carried through walls to underside of ring beam. 11.Structural steel to be of Garde 43C to BS 4360 12. Welding to be metal arc process in accordance with BS 5135 and BS 4570 as appropriate 13. All fillet wells shall be 6 m minimum and continous on all sides by welders approved to BS 4872 PART 1 14. All bolts are to be provided with washers unde the head and nut 15. All steel straps and splices plates are to be GRADE 43 mild steel

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

4700 [15'-5"]

6500 [21'-4"]

WELD

13

B1

B1

B1

B1

1800 [5'-11"]

C3

C4

C4

C3

1800 [5'-11"]

13

Description

A

B

C D

E

F G

H

I

Rev. By: /Sign.

ANGLE SURPPORTS

NUT

GROUND BEAM TO DETAIL

B.R.C MESH B.S No.142.

Id. Date

REVISIONS

B.R.C MESH B.S No.142.

Project particular notice. 16.All Structural Concrete to be Tested for Compressive 1.The building Requires close proffessional supervison by Strength by Central Materials .Labaratory. the Supervising Architect and Supervising Structural 17.Concrete to recieve full time curing preferably Engineer to avoid any unfortunate cases of misinterpretation surface curing or equal and approved by the Engineer. and/or effecting of necessary technical variations that may 18 .Concrete to recieve full time 28DAYS' curing preferably arise due to site conditions. surface curing or equal and approved by the Engineer. The Supervising Engineer however is to be appointed by the 19.Shuttering striking off to commence only after approval Client in writting. by the Project Engineer,Design Engineer and the Local Gorvenment Supervision/Technical Team.

TYPICAL SECTION thru WAREHOUSE FLOOR AT LEVEL +0.00m (OFFICES LEVEL)

COMPACTED GROUND

200mm HARDCORE

TYPICAL SECTION thru WAREHOUSE FLOOR AT LEVELS -0.5M, -1.300M & -2.100M (BATCHING, STORAGE AND MANUFACTURING LEVELS)

COMPACTED GROUND

1

FOUNDATION LAYOUT.

NOTES {2013:010 } GENERAL FOUNDATION NOTES 2013:010/A0-01

1.All Columns' Bases Bottom Cover of 75mm,Side and Top Cover of 50mm and Stud Columns' Cover of 30mm. 2.Bases' Concrete of Fcu 30N/Sq.MM. and Columns of Fcu 30N/Sq.MM after 28 days. 3.Site Engineer to Prepared Trial Mixes for Approval by Engineer. 4.All Structural Concrete to be Tested for Compressive Strength by Central Materials .Labaratory. 5.Concrete to recieved full time curing preferably surface curing or equal and approved by the Engineer.

Y12-200C/C

Y10-200C/C

LOWER PLATE (450X350)

350

2

DELT BY:

Scale: As Shown.

1

1800 [5'-11"] 6500 [21'-4"]

4

CHECKED;TECHNICAL & SERVICEABILITY:

Kbz.

2

6500 [21'-4"]

3

750

Kabaggoza Daniel B.Eng, HDC & ODC.

1750 [5'-9"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

1800 [5'-11"]

2200 [7'-3"]

1800 [5'-11"]

6200 [20'-4"]

1800 [5'-11"]

2200 [7'-3"]

E

C2-C

C1-C

1800 [5'-11"]

2

FOUNDATION LAYOUT.SCALE:1:75

Y10-200C/C Y12-200C/C

CHECKED; [FUNCTIONAL]/ PASSED BY:

F.M.K.

450

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

1750 [5'-9"]

4000 [13'-1"]

1750 [5'-9"]

F G

B1

4700 [15'-5"] 6500 [21'-4"]

900 675

750

450

C1-C

1800 [5'-11"]

1 900 450

8T20-02

4No. Hold Down Bolts 25mm Diameter.

675

50

SECTION 1-1 THRU FOUNDATION

200 230SITE DIMENSION 200 150

1800 [5'-11"]

350 200 150

75 300 75

75 300 75

675

1800

450

1800 203x133UB30KG/M

13T16-01-150B2

450X350 Column

13T16-01-150B2 13T16-01-150B1

675

SECTION 2-2 THRU FOUNDATION

50

H I

1725 450

19500 [64']

BAKHRESA GRAIN MILLING (U)LTD. P.O.BOX 22844 KAMPALA.

200 230SITE DIMENSION 350 200

1800 [5'-11"] 1800 [5'-11"] 1800 [5'-11"]

725 350 725 200 150

To detail "A".

13T16-01-150B1

1800 [5'-11"] 6500 [21'-4"] 4700 [15'-5"] 6500 [21'-4"] 4700 [15'-5"] 6500 [21'-4"] 4700 [15'-5"]

900 900 50

OVERALL COLUMN HEIGHT = 3619MM

A B

C D

E

1 C1-C

C2-C

C2-C

6500 [21'-4"]

6500 [21'-4"]

2 C1-C

6500 [21'-4"]

3 C1-C

13000 [42'-8"]

6500 [21'-4"]

SHED FOR MANUFACTURING MATERIALS

C1-C

1357

4 C1-C

C1-C

4 4

2 1007

1358

1357

6500 [21'-4"]

6500 [21'-4"]

5 C1-C

13000 [42'-8"]

5

C1-C

203x133UB30KG/M EAVES COLUMN,C1-C

6500 [21'-4"]

1358

203x133UB30KG/M PORTAL RAFTER

1358

1358

5

471

G 471

135 8

6500 [21'-4"]

6500 [21'-4"]

6 C1-B

C2-B

C2-B

6

C1-B

203x133UB30KG/M EAVES COLUMN,C1-B

6500 [21'-4"]

135 8 135 8

203x133UB30KG/M PORTAL RAFTER

135 7

6

1007 2

6500 [21'-4"]

RAMP

6500 [21'-4"]

6500 [21'-4"]

7 C1-B

13000 [42'-8"]

7

7

C1-B

203x133UB30KG/M EAVES COLUMN,C1-B

6568 [21'-7"]

I PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

135 8 135 8 135 8 535

1358

6500 [21'-4"]

8 C1-B

C1-B

8 8

1358

1358

6500 [21'-4"]

471

G 471

135 8

9 C1-A

13000 [42'-8"]

135 8

6500 [21'-4"]

10

C1-A

C1-A

10

10

535

I

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

135 7

135 8

17.00°

17.00°

203x133UB30KG/M EAVES COLUMN,C1-B

10MM THICK FLANGE PLATE

6MM THICK WEB PLATE

135 7

1007 2

6568 [21'-7"]

203x133UB30KG/M EAVES COLUMN,C1-A

6500 [21'-4"]

6500 [21'-4"]

6500 [21'-4"]

6500 [21'-4"]

535

1358

1358

11

C1-A

C1-A

11

11

1357

1358

6500 [21'-4"]

6500 [21'-4"]

6500 [21'-4"]

1357

1358

C1

12

C2-A

12

12

C1

C2-A

471

471

G

203x133UB30KG/M EAVES COLUMN,C1

6500 [21'-4"]

203x133UB30KG/M PORTAL RAFTER

19500 [64']

6500 [21'-4"]

6500 [21'-4"]

OFFICE SPACE

{S.F.L = +0.00M}

13

C3

C4

C4

C3

13

13

A

B

C D

E

F G

H

I

135 8

535

I

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

135 8

17.00°

17.00°

Description

Rev. By: /Sign.

203x133UB30KG/M EAVES COLUMN,C1-B

10MM THICK FLANGE PLATE

6MM THICK WEB PLATE

135 7

1007 2

Id. Date

REVISIONS

135 7

203x133UB30KG/M EAVES COLUMN,C3

6500 [21'-4"]

6500 [21'-4"]

OFFICE SPACE {S.F.L = +0.00M}

135 8

135 7

135 8

203x133UB30KG/M PORTAL RAFTER

SECTION S-S THRU MATERIALS' SHED Scale 1:75

2 1007

1358

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

A

TO T PI . T R'S ILS AN RE A PL TU DET NG AC N HI UF IO TC AN AT BA M ALL ST IN

BATCHING PLANT {S.F.L = -0.500M}

203x133UB30KG/M EAVES COLUMN,C1-A

6500 [21'-4"]

6500 [21'-4"]

BATCHING PLANT {S.F.L = -0.500M}

RAMP

135 8

203x133UB30KG/M PORTAL RAFTER

9

9

C1-A

135 8

203x133UB30KG/M EAVES COLUMN,C1-A

6500 [21'-4"]

6500 [21'-4"]

STORAGE OF AGGREGATES FOR BLOCKS {S.F.L = -1.300M}

6500 [21'-4"]

6500 [21'-4"]

2 1007

1358

203x133UB30KG/M PORTAL RAFTER

1358

203x133UB30KG/M EAVES COLUMN,C1-B

STORAGE OF BLOCKS {S.F.L = -1.300M}

1358

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

A

535

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

203x133UB30KG/M EAVES COLUMN,C1-B

1357

LONGITUDINAL SECTION T-T THRU ALL LEVELS TO EAVES LEVELS Scale 1:75

1358

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

A

203x133UB30KG/M EAVES COLUMN,C1-C

6500 [21'-4"]

GROUND BEAM LAYOUT.SCALE:1:75

6500 [21'-4"]

{S.F.L = -2.100M}

6500 [21'-4"]

3 3

H 535

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

203x133UB30KG/M EAVES COLUMN,C1-A

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

7000 [23']

Project particular notice. 16.All Structural Concrete to be Tested for Compressive 1.The building Requires close proffessional supervison by Strength by Central Materials .Labaratory. the Supervising Architect and Supervising Structural 17.Concrete to recieve full time curing preferably Engineer to avoid any unfortunate cases of misinterpretation surface curing or equal and approved by the Engineer. and/or effecting of necessary technical variations that may 18 .Concrete to recieve full time 28DAYS' curing preferably arise due to site conditions. surface curing or equal and approved by the Engineer. The Supervising Engineer however is to be appointed by the 19.Shuttering striking off to commence only after approval Client in writting. by the Project Engineer,Design Engineer and the Local Gorvenment Supervision/Technical Team.

203x133UB30KG/M EAVES COLUMN,C1-B

9. Block Work: All load bearing block walls to be constructed from solid block of 5.0N/mm MIN.with B.S 5628 Part 1 Structural use of Unreinforced Masonry. Mortar to conform to Mortar designation (III) of Table 1 BS 5628 Part 1. 10. Joints: Movement joints to be amaximum 9.0m centres.joint positions as indicated onDrawings.Joint in slab to be carried through walls to underside of ring beam. 11.Structural steel to be of Garde 43C to BS 4360 12. Welding to be metal arc process in accordance with BS 5135 and BS 4570 as appropriate 13. All fillet wells shall be 6 m minimum and continous on all sides by welders approved to BS 4872 PART 1 14. All bolts are to be provided with washers unde the head and nut 15. All steel straps and splices plates are to be GRADE 43 mild steel

4000 [13'-1"]

4000 [13'-1"]

1750 [5'-9"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

1750 [5'-9"]

HING PL INST ANT TO M ALLA TION ANUFAC TU DETA ILS. RER'S

BATC

1750 [5'-9"]

4000 [13'-1"]

1750 [5'-9"]

F G

H C1-C

2 2 6500 [21'-4"]

203x133UB30KG/M EAVES COLUMN,C1-C

G 4000 PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

203x133UB30KG/M EAVES COLUMN,C1-A

19500 [64']

6.Foundations shall generally be taken down 1930 mm below existing ground level and all excavations to be approved first by the engineer before concrete blinding is laid. 7. Reinforcement a)Y....denotes High yeild bars to be square twisted cold formed bars to B.S.4461. b)R ...denotes Mild steel to be round bars to B.S.4449. c)Mesh requirements to comply with the requirements of B.S. 4483. 8. Minimum cover to all steel in foundations,ground beams and stub columns to be 40 mm unless shown otherwise.

6500 [21'-4"]

200 350

C1-C

E

8000

135 7

535

OVERALL COLUMN HEIGHT = 7000MM

6500 [21'-4"]

1358 135 8 825 7

135 8

19500 [64']

7000 [23']

SECTION R-R THRU AGGREGATE STORAGE BAY Scale 1:75

1.All Columns' Bases Bottom Cover of 75mm,Side and Top Cover of 50mm and Stud Columns' Cover of 30mm. 2.Bases' Concrete of Fcu 30N/Sq.MM. and Columns of Fcu 30N/Sq.MM after 28 days. 3.Site Engineer to Prepared Trial Mixes for Approval by Engineer. 4.All Structural Concrete to be Tested for Compressive Strength by Central Materials .Labaratory. 5.Concrete to recieved full time curing preferably surface curing or equal and approved by the Engineer.

7000 [23']

OVERALL COLUMN HEIGHT = 7800MM

6500 [21'-4"]

230

1358 135 7 135 7

135 8

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

203x133UB30KG/M EAVES COLUMN,C3

4000

TAILS. IO N D E

7800 [25'-7"]

NOTES {2013:010 } GENERAL FOUNDATION NOTES 2013:010/A0-02 GROUND BEAM LAYOUT AND SECTIONAL/ELEVATIONAL STRUCTURAL STEEL DETAILS.

200 350

203x133UB30KG/M EAVES COLUMN,C1-C

{S.F.L = -2.100M}

SHED FOR MANUFACTURING MATERIALS

203x133UB30KG/M EAVES COLUMN,C1-C

2T16-Top.

2T16-Mid

1357

TYPICAL SECTION THRU GROUND BEAM

3T16-Bot.

C

8257 1357

203x133UB30KG/M PORTAL RAFTER

203x133UB30KG/M COLUMN,C4

6000 [19'-8"]

1 1

4000

1358 203x133UB30KG/M PORTAL RAFTER

203x133UB30KG/M COLUMN,C4

4000

LAT INSTAL TURER'S NUFAC TO MA

DELT BY:

OVERALL COLUMN HEIGHT = 7800MM

I

1358

PRE-PAINTED GALVANISED IT4 SHEETS WITH SEALER BLOCK INSULATION UNDERNEATH

B

535

6MM THICK WEB PLATE

10MM THICK FLANGE PLATE

203x133UB30KG/M EAVES COLUMN,C3

4000

7800 [25'-7"]

Scale: As Shown.

OVERALL COLUMN HEIGHT = 6000MM

6000 [19'-8"] NT PIT IN G P L A BATCH

CHECKED;TECHNICAL & SERVICEABILITY:

OVERALL COLUMN HEIGHT = 7000MM

3619 [11'-10"]

200 150

17.00°

6000 [19'-8"]

SECTION Q-Q THRU BATCHING BAY Scale 1:75

CHECKED; [FUNCTIONAL]/ PASSED BY:

Kbz.

OVERALL COLUMN HEIGHT = 6000MM

7800 [25'-7"] 17.00°

Kabaggoza Daniel B.Eng, HDC & ODC.

200

17.00°

200 350 F.M.K.

200

6000 [19'-8"]

SECTION P-P THRU OFFICE BAY Scale 1:75

200 350

600

BAKHRESA GRAIN MILLING (U)LTD. P.O.BOX 22844 KAMPALA.

OVERALL COLUMN HEIGHT = 4517MM

R08-2 00c/c

500 800 800

19500 [64'] 200 350

6500 [21'-4"] 6500 [21'-4"] 6500 [21'-4"] 6000 [19'-8"] 4000

OVERALL COLUMN HEIGHT = 4517MM

2100

A B

C D

6500 [21'-4"]

RA

E FT

R

A BR

N CI

G

G

1

4 6500 [21'-4"]

5 C1-C

6500 [21'-4"]

6 C1-B 1

6500 [21'-4"]

E FT

RA

R

G

N CI

A BR

RA

7 C1-B 1

6500 [21'-4"]

8 C1-B

C1-B

6500 [21'-4"]

9 C1-A

100X50X2 MM Z-PURLIN

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

6500 [21'-4"]

6500 [21'-4"]

10 C1-A

C1-A

RA

6500 [21'-4"]

6500 [21'-4"]

11

C1-A

C1-A

RA G

6500 [21'-4"]

E FT

RA

E FT

RA

RA

G

R

R

G

N CI

A BR

G

N CI

A BR

G

1

RA IN AC BR 1

R

C1

1

12

C2-A

1

1

R TE

G IN

AC BR

13

100X50X2 MM Z-PURLIN WELDED TO RAFTER

C3

100X50X2 MM Z-PURLIN

6500 [21'-4"]

2

C I NG 2

G IN

2

C I NG 2

G IN

RB RA

AC BR

2

C I NG 2

G IN

RB RA

AC BR

2

R B RA C IN G2

AC BR

R A FT E

F RA

R TE

RA FT E R BR A

F RA

R TE

RA FT E

F RA

R TE

R A FT E

F RA

100X50X2 MM Z-PURLIN WELDED TO RAFTER

C4

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN

100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

C4

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

E FT

E FT

E FT

R G

R

R

R

IN AC BR G

G

G

1

RA IN AC BR 1

RA IN AC BR 1

IN AC BR

1

45 160 45

45 160 45

Id. Date

Description

REVISIONS

13

C3

100X50X2 MM Z-PURLIN

6500 [21'-4"]

50

50X60X4mmPLT CLEAT WELDED TO RAFTER

12

C1

C2-A

1

G

N CI

A BR

IN AC BR

RA

6500 [21'-4"]

R

E FT

RA

E FT

R

IN AC BR

E FT

11

50

RA

E FT

R

1

RA

10

50

120X6PLTX200mm BOLTED TO ZED-PURLINS 50 50

30 40 30

IN AC BR

G

IN AC BR

100 50

1

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

WELDED TO RAFTER 100X50X2 MM Z-PURLIN

C1-A

100X50X2 MM Z-PURLIN

6500 [21'-4"]

9 500

200

G

1 1

1

6500 [21'-4"]

8

50 100

500

TRUSS 2

Project particular notice. 16.All Structural Concrete to be Tested for Compressive 1.The building Requires close proffessional supervison by Strength by Central Materials .Labaratory. the Supervising Architect and Supervising Structural 17.Concrete to recieve full time curing preferably Engineer to avoid any unfortunate cases of misinterpretation surface curing or equal and approved by the Engineer. and/or effecting of necessary technical variations that may 18 .Concrete to recieve full time 28DAYS' curing preferably arise due to site conditions. surface curing or equal and approved by the Engineer. The Supervising Engineer however is to be appointed by the 19.Shuttering striking off to commence only after approval Client in writting. by the Project Engineer,Design Engineer and the Local Gorvenment Supervision/Technical Team.

CONNECTION DETAIL .G.

ROOF DETAILS

9. Block Work: All load bearing block walls to be constructed from solid block of 5.0N/mm MIN.with B.S 5628 Part 1 Structural use of Unreinforced Masonry. Mortar to conform to Mortar designation (III) of Table 1 BS 5628 Part 1. 10. Joints: Movement joints to be amaximum 9.0m centres.joint positions as indicated onDrawings.Joint in slab to be carried through walls to underside of ring beam. 11.Structural steel to be of Garde 43C to BS 4360 12. Welding to be metal arc process in accordance with BS 5135 and BS 4570 as appropriate 13. All fillet wells shall be 6 m minimum and continous on all sides by welders approved to BS 4872 PART 1 14. All bolts are to be provided with washers unde the head and nut 15. All steel straps and splices plates are to be GRADE 43 mild steel

160X8pltX500 LONG CONNECTION PLATE BETWEEN I- BEAMS. 100X100X4 SHS. 50X60X4mm cleat welded to beam and bolted to column 100X100X6 SHS. COLUMN

R

IN AC BR E FT

R G

N CI

A BR

G

N CI

A BR

IN AC BR R

R

20 mm dia holes

8 mm chequered plates welded on 150*50*4mm steel plates

E FT

C2-B

1 1

50

TRUSS 2

3 6500 [21'-4"] C1-C G

N CI

A BR

G

N CI

A BR E FT

RA

100x100x4 SHS

180

150*50*4mm steel plates welded at ends to 450*40*6mm main steel frame

APEX CONNECTION 6.Foundations shall generally be taken down 1930 mm below existing ground level and all excavations to be approved first by the engineer before concrete blinding is laid. 7. Reinforcement a)Y....denotes High yeild bars to be square twisted cold formed bars to B.S.4461. b)R ...denotes Mild steel to be round bars to B.S.4449. c)Mesh requirements to comply with the requirements of B.S. 4483. 8. Minimum cover to all steel in foundations,ground beams and stub columns to be 40 mm unless shown otherwise.

TRUSS 2

6500 [21'-4"] C1-C

R

R

C2-B 1

50

DETAIL B DETAIL C

M16 BOLT.

160

NOTES {2013:010 } GENERAL FOUNDATION NOTES 2013:010/A0-03 ROOF DETAILS AND STRUCTURAL STEEL CONNECTION DETAILS.

280X8pltX250 LONG END PLATE WELDED I-BEAM

DELT BY:

TRUSS 2

100X50X2 MM Z-PURLIN

E FT

RA

E FT

RA

G

N CI

A BR E FT

RA

7

C1-B

TRUSS 2

2 C1-C 100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

100X50X2 MM Z-PURLIN WELDED TO RAFTER

R

16mm dia.

DETAIL Z

6500 [21'-4"]

G

1

1

E FT

RA

C1-B

6

R

G

G

C1-C

6500 [21'-4"]

G

N CI

N CI

C1-C

6500 [21'-4"]

5

50

8 MM CLEAT WELDED TO SHS

200X8pltX250 LONG CONNECTION PLATE

180

100x100x4 SHS

DETAIL W

50

450X30X4 RHS.

20 mm dia holes

E FT

A BR

A BR

1

E FT R

C1-C

6500 [21'-4"]

4

R

R

IN AC BR RA E FT

6500 [21'-4"]

3

E FT

R E FT

RA RA

RA

C1-C

2

35 130 35 200

ROOF PLAN LAYOUT.SCALE:1:75

35 130 35 200

200X8pltX250 LONG CONNECTION PLATE

TRUSS 2

1 C1-C

C2-C

C2-C

E FT

E

F G

C1-C

6500 [21'-4"]

TRUSS 2

DETAIL W

TRUSS 2

280X8pltX250 LONG END PLATE WELDED TO MAIN FRAME

TRUSS 2 1.All Columns' Bases Bottom Cover of 75mm,Side and Top Cover of 50mm and Stud Columns' Cover of 30mm. 2.Bases' Concrete of Fcu 30N/Sq.MM. and Columns of Fcu 30N/Sq.MM after 28 days. 3.Site Engineer to Prepared Trial Mixes for Approval by Engineer. 4.All Structural Concrete to be Tested for Compressive Strength by Central Materials .Labaratory. 5.Concrete to recieved full time curing preferably surface curing or equal and approved by the Engineer.

TRUSS 1

1750 [5'-9"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

4000 [13'-1"]

1750 [5'-9"]

16mm dia.

SAG RODS

16mm dia.

SAG RODS

1300

1 1300 TRUSS 1300

1295

1300

1300

1300

1300

1295

1300

1300

1300

16mm dia.

SAG RODS

16mm dia.

SAG RODS

16mm dia.

SAG RODS

16mm dia.

SAG RODS

16mm dia. SAG RODS 16mm dia. SAG RODS

16mm dia. SAG RODS 16mm dia. SAG RODS

16mm dia. SAG RODS

Scale: As Shown.

160

H I 1

35 130 35 200

2Y20

R8-200c/c 2Y20

230

50 100 100

SAG RODS CHECKED;TECHNICAL & SERVICEABILITY:

Kbz.

30 100 30

TRUSS 2

Kabaggoza Daniel B.Eng, HDC & ODC.

60 60

30 30

250

16mm dia. SAG RODS

TRUSS 2

CHECKED; [FUNCTIONAL]/ PASSED BY:

F.M.K.

30 30

240 50 100 100

TRUSS 2

200X8pltX500 LONG CONNECTION PLATE BETWEEN I- COLUMNS

500

16mm dia. SAG RODS

16mm dia. SAG RODS 16mm dia. SAG RODS

16mm dia. SAG RODS 16mm dia. SAG RODS

1300 1300 1300 1300 1300 1300 1300 450 450 1300 1300 1300 1300 1300 1300 1300

16mm dia. SAG RODS 16mm dia. SAG RODS

50 100 100

TRUSS 2

TYPICAL SECTION THRU BEAM 05 AT 3M HIEGHT OF WALLS

500

BAKHRESA GRAIN MILLING (U)LTD. P.O.BOX 22844 KAMPALA.

167 167

100 50 200 50 100

250

16mm dia. SAG RODS 16mm dia. SAG RODS

240 50 100 100

6500 [21'-4"] 6500 [21'-4"] 6500 [21'-4"]

A

B

C D

E

F G

H

I

Rev. By: /Sign.