Structural Details Of A Dormitory Block DWG Detail for AutoCAD

Details – specifications – sizing – Construction cuts

Drawing labels, details, and other text information extracted from the CAD file:

ngl, ground beam-typical section, typical roof beam section, first floor, ground floor, second floor, ground floor general, arrangement, should be a minimum of, drg no.:, checked by:, should be void of foreign, materials and should have, reinforcement should, should be as stated below :, conjunction with all relevant, architectural and engineering, drawings., notes, project:, t. tetteh, date:, drawn by:, date, rev., title:, client:, scale:, foundation layout, drg no:, designed by:, first floor general, second floor general, roof general arrangement, column details, first floor beams, r.attipoe, second floor beams, plan – ground to first floor, staircase general, details, first floor rib slab, detail a, detail b, column base, column base details, dormitory block, pope johns’ senior high school, second floor rib slab, location, bar mark, no. each, total no., cut length, bending sketch, bending schedule, straight, first floor rib slab details, beam on, plan – first to second floor, staircase details

Raw text data extracted from CAD file:

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C BEAM \W0.750000x;GROUND FLOOR GENERAL ARRANGEMENT \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;1 \W0.750000x;1 \W0.750000x;2 \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;2 \W0.750000x;3a \W0.750000x;3a \W0.750000x;UP C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C5 C5 C5 C1 C1 C1 C1 C1 C2 C2 C2 C2 C3 C3 C3 BRC Mesh No. A 142 BRC Mesh No. A 142 \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM \W0.750000x;150 X 300 GROUND BEAM 2 2 2 2 1 1 3 3 2 2 2 2 2 2 1 1 3 3 2 2 150 1500 NGL 150 450 225 3 – 3 150 300 150 R10@250 CRS R12 R12 R12 GROUND BEAM-TYPICAL SECTION R12 450 150 1500 NGL 150 450 225 1 – 1 450 150 1500 NGL 450 225 2 – 2 450 150 150 1500 NGL 150 450 225 1 – 1 450 150 1500 NGL 450 225 2 – 2 450 150 150 1500 NGL 150 450 225 3 – 3 450 \W0.750000x;G1 \W0.750000x;1200 R12 R-10@250CRS 300 200 TYPICAL ROOF BEAM SECTION R12 R12 R12 BRC Mesh No. A 142 BRC Mesh No. A 142 BRC Mesh No. A 142 BRC Mesh No. A 142 BRC Mesh No. A 142 BRC Mesh No. A 142 C4 \W0.750000x;150 X 300 GROUND BEAM 3350 75mm Kicker 18-R1002 @ 150 crs 925 18-R1002 @ 150 crs 1 1 4-R2003 925 4-R2501 FIRST FLOOR GROUND FLOOR 3350 COLUMN TYPE ‘C1’ ( 33 No. Thus) 740 3350 4-R1604 18-R1002 @ 150 crs 2501 2501 1002 200 200 SECTION 1 – 1 3350 75mm Kicker 18-R1002 @ 150 crs 925 18-R1002 @ 150 crs 4-R2003 925 4-R2501 FIRST FLOOR GROUND FLOOR 3350 COLUMN TYPE ‘C2’ ( 4 No. Thus) 740 3350 4-R1604 18-R1002 @ 150 crs 200 2501 2501 2 2 200 50 50 2003 2003 2003 2003 1002 SECTION 2 – 2 3350 75mm Kicker 18-R1005 @ 150 crs 925 18-R1002 @ 150 crs 4-R2003 925 4-R2501 FIRST FLOOR GROUND FLOOR 3350 COLUMN TYPE ‘C3’ ( 3 No. Thus) 740 3350 4-R1604 18-R1002 @ 150 crs 4 4 3 3 2501 2501 1005 225 SECTION 3 – 3 2501 2501 2003 2003 1002 200 200 SECTION 4 – 4 2003 2003 3350 75mm Kicker 18-R1005 @ 150 crs 925 18-R1005 @ 150 crs 6-R2003 740 6-R2003 FIRST FLOOR GROUND FLOOR 3350 COLUMN TYPE ‘C4’ ( 1 No. Thus) 740 3350 6-R1604 18-R1005 @ 150 crs 5 5 SECOND FLOOR SECOND FLOOR SECOND FLOOR SECOND FLOOR 200 200 200 225 1005 225 SECTION 5 – 5 2003 3350 75mm Kicker 18-R1002 @ 150 crs 925 18-R1002 @ 150 crs 4-R2003 740 4-R2501 FIRST FLOOR GROUND FLOOR 3350 COLUMN TYPE ‘C5′ ( 3 No. Thus) 740 3350 4-R1604 18-R1002 @ 150 crs 2 2 SECOND FLOOR 200 1 1 GROUND FLOOR GENERAL ARRANGEMENT 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR002 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 150 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: FOUNDATION LAYOUT 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm DRG NO: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 150 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: FIRST FLOOR GENERAL ARRANGEMENT 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR008 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 150 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH MAR. 2010 DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: SECOND FLOOR GENERAL ARRANGEMENT 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR012 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 150 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: ROOF GENERAL ARRANGEMENT 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR020 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 150 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: COLUMN DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR007 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 75 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: MAR. 2010 DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 61-R1002@ 200 c/c 3 5 4 4000 3-R1604 3-R1605 3-R1601 (20) (20) 1 7 1350 (15) \A1; BEAM\H0.875000x; ON G/L A (3- 7) 1 6 3000 (6) 3-R1603 200 SECTION 1 – 1 450 150 03 04 02 03 03 04 04 61-R1002@ 200 c/c 3 5 4 4000 3-R1604 3-R1605 3-R1601 (20) (20) 2 7 1350 (15) 2 6 3000 (6) 3-R1603 \A1; BEAM\H0.875000x; ON G/L B (3- 7), C (3 – 7), D ( 3 – 7) ( 3NO THUS) 3-R1604 4 1 1000 3000 (5) (20) 1A 3 3 2 2000 4000 3 (10) (15) (5) 3A 1000 4000 5 3-R1604 3-R1603 (20) 3-R1605 3000 1350 6 7 3-R1601 96-R1002@ 200 c/c 3-R1606 \A1; BEAM\H0.875000x; ON G/L E (1A – 7), F (1A – 7) ( 2NO THUS) (15) (6) 200 SECTION 2 – 2 450 150 03 04 02 03 03 04 04 200 SECTION 3 – 3 450 150 01 03 02 01 01 03 03 15-R1002@ 200 c/c 3 4 3A 3000 (15) 4 \A1; BEAM\H0.875000x; ON G/L F1 (3 – 3A) / G1 ( 3 – 3A) ( 2NO THUS) 3-R1601 3-R1601 200 SECTION 4 – 4 450 150 01 01 02 01 01 01 01 1 1000 (5) (20) 1A 5 5 2 2000 4000 3 (10) 3-R1601 3-R1601 35-R1002@ 200 c/c \A1; BEAM\H0.875000x; ON G/L G (1A – 3) / G1 ( 1A – 3) ( 2NO THUS) 200 SECTION 5 – 5 450 150 01 01 02 01 01 01 01 3A 5 4 4000 3-R1604 3-R1605 3-R1601 (5) (20) 6 7 1350 (15) 6 6 3000 (6) 3-R1603 \A1; BEAM\H0.875000x; ON G/L G (3A – 7) 46-R1002@ 200 c/c 200 SECTION 6 – 6 450 150 03 04 02 03 03 04 04 D1 F E 5650 3-R1604 3-R1605 3-R1601 (5) (20) 7 (15) 7 G 3000 3-R1603 \A1; BEAM\H0.875000x; ON G/L 1A (D1 – G) 40-R1002@ 200 c/c 200 SECTION 7 – 7 450 150 03 04 02 03 03 04 04 D1 F E 5650 3-R1604 3-R1605 3-R1601 (5) (20) 1 (15) 1 G 3000 3-R1603 40-R1002@ 200 c/c SECTION 1 – 1 04 04 3-R1604 5650 (28) A 2 2 B 5650 5650 C (28) (28) D 3-R1604 3-R1603 3-R1601 152-R1002@ 200 c/c \A1; BEAM\H0.875000x; ON G/L 3 (A – G1) 3-R1605 E 5650 F (20) 3-R1604 3000 1200 G G1 3-R1605 (15) (6) 3-R1601 3-R1603 \A1; BEAM\H0.875000x; ON G/L 3A (E – G1) 200 SECTION 2 – 2 450 150 01 02 01 01 3-R1604 200 SECTION 3 – 3 450 150 04 05 02 41-R1002@ 200 c/c 3 3 05 05 04 04 3-R1603 C 5650 A (28) (28) B 5650 5650 D (28) 3-R1606 3000 E 3-R1605 \A1; BEAM\H0.875000x; ON G/L 4 (A – E) (15) 3-R1601 3-R1604 3-R1604 3-R1604 1 1 99-R1002@ 200 c/c 200 SECTION 1 – 1 450 150 01 04 02 04 04 01 01 3-R1604 E 5650 C (28) (19) D 3850 5650 F (28) 3-R1607 3000 G 3-R1608 (15) 3-R1605 3-R1606 3-R1605 3-R1604 \A1; BEAM\H0.875000x; ON G/L 5 (A – G) / 6 ( A – G) / 7 (A – G) CONTINUE ( 3NO THUS) 200 SECTION 2 – 2 450 150 01 02 01 01 FIRST FLOOR BEAMS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 009 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: R.ATTIPOE T. TETTEH DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH MAR. 2010 DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: FIRST FLOOR BEAMS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 010 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: E (19) D 3850 5650 F (28) 3-R1607 3000 1200 G G1 3-R1608 (15) (6) 3-R1606 3-R1605 3-R1604 \A1; BEAM\H0.875000x; ON G/L 3 (A – G1) CONTINUE 3-R1604 5650 (28) A 2 2 B 5650 5650 C (28) (28) 3-R1604 3-R1603 3-R1601 146-R1002@ 200 c/c 3-R1604 \A1; BEAM\H0.875000x; ON G/L 5 (A – G) / 6 ( A – G) / 7 (A – G) ( 3NO THUS) FIRST FLOOR BEAMS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 011 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: 61-R1002@ 200 c/c 3 5 4 4000 3-R1604 3-R1605 3-R1601 (20) (20) 1 7 1350 (15) \A1; BEAM\H0.875000x; ON G/L A (3- 7) 1 6 3000 (6) 3-R1603 200 SECTION 1 – 1 450 150 03 04 02 03 03 04 04 61-R1002@ 200 c/c 3 5 4 4000 3-R1604 3-R1605 3-R1601 (20) (20) 2 7 1350 (15) 2 6 3000 (6) 3-R1603 \A1; BEAM\H0.875000x; ON G/L B (3- 7), C (3 – 7), D ( 3 – 7) ( 3NO THUS) 3-R1605 4 1 1000 3000 (5) (20) 1A 3 3 2 2000 4000 3 (10) (15) (5) 3A 1000 4000 5 3-R1604 3-R1603 (20) 3-R1606 3000 1350 6 7 3-R1601 96-R1002@ 200 c/c 3-R1607 \A1; BEAM\H0.875000x; ON G/L E (1A – 7), F (1A – 7) ( 2NO THUS) (15) (6) 200 SECTION 2 – 2 450 150 03 04 02 03 03 04 04 200 SECTION 3 – 3 450 150 01 03 02 01 01 03 03 15-R1002@ 200 c/c 3 4 3A 3000 (15) 4 \A1; BEAM\H0.875000x; ON G/L F1 (3 – 3A) 3-R1601 3-R1601 200 SECTION 4 – 4 450 150 01 01 02 01 01 01 01 1 1000 (5) (20) 1A 5 5 2 2000 4000 3 (10) 3-R1601 3-R1601 35-R1002@ 200 c/c \A1; BEAM\H0.875000x; ON G/L G (1A – 3) / G1 ( 1A – 3) ( 2NO THUS) 200 SECTION 5 – 5 450 150 01 01 02 01 01 01 01 3A 5 4 4000 3-R1604 3-R1605 3-R1601 (5) (20) 6 7 1350 (15) 6 6 3000 (6) 3-R1603 \A1; BEAM\H0.875000x; ON G/L G (3A – 7) 46-R1002@ 200 c/c 200 SECTION 6 – 6 450 150 03 04 02 03 03 04 04 D1 F E 5650 3-R1604 3-R1605 3-R1601 (5) (20) 7 (15) 7 G 3000 3-R1603 \A1; BEAM\H0.875000x; ON G/L G (3A – 7) 40-R1002@ 200 c/c 200 SECTION 7 – 7 450 150 03 04 02 03 03 04 04 D1 F E 5650 3-R1604 3-R1605 3-R1601 (5) (20) 1 (15) 1 G 3000 3-R1603 \A1; BEAM\H0.875000x; ON G/L G (3A – 7) 40-R1002@ 200 c/c 200 SECTION 1 – 1 450 150 03 04 02 03 03 04 04 3-R1604 5650 (28) A 2 2 B 5650 5650 C (28) (28) D 3-R1604 3-R1603 3-R1601 146-R1002@ 200 c/c \A1; BEAM\H0.875000x; ON G/L 3 (A – G) 3-R1605 E 5650 F (20) 3-R1604 3000 G 3-R1605 (15) 3-R1601 3-R1603 \A1; BEAM\H0.875000x; ON G/L 3A (E – G) 200 SECTION 2 – 2 450 150 01 02 01 01 3-R1604 200 SECTION 3 – 3 450 150 04 05 02 35-R1002@ 200 c/c 3 3 05 05 04 04 SECOND FLOOR BEAMS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR013 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR014 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: E (19) D 3850 5650 F (28) 3-R1607 3000 G 3-R1608 (15) 3-R1606 3-R1605 3-R1604 \A1; BEAM\H0.875000x; ON G/L 3 (A – G) CONTINUE SECOND FLOOR BEAMS \W0.750000x;D1 \W0.750000x;D1 1 PLAN – GROUND TO FIRST FLOOR 1 13 8 5 7 6 4 3 2 BEAM “A” 2 1 2 14 15 16 17 18 19 20 21 3A 3 3600 12X300 Equal Treads SECTION 1 – 1 13×150 Equal Risers (FROM GROUND TO HALF LANDING ) 1 8 200 2 3 4 5 6 7 2700 8X300 Equal Treads SECTION 2 – 2 (FROM FIRST HALF LANDING TO FIRST FLOOR ) 13 14 15 16 17 18 19 20 21 22 E 200 175 1350 150 150 300 300 1495 200 450 300 150 450 1950 150 150 300 300 200 450 3000 1350 150 1350 1185 9 10 11 12 F 22 5650 9 10 11 12 13 1495 1957 SECTION 3 – 3 (FROM FIRST FLOOR TO SECOND HALF LANDING ) 1 2 1 2 3A 3 9-R1602@150CRS 9-R1602@150CRS 9-R1603@150CRS 12-R1010@200CRS 18-R1010@200CRS 2X6-R1011@200T&B 9-R1607@150CRS 9-R1605@150CRS 9-R1608@150CRS 9-R1609@150CRS 9-R1606@150CRS 10-R1010@200CRS 13-R1010@200CRS SECTION 1 – 1 01 02 10 04 03 03 04 02 01 10 10 10 10 10 10 10 11 11 11 11 3 3A 15-R1015 @ 200 c/c E 450 3-R1614 2-R1614 3000 14 14 (HALF LANDING 2No THUS) 4 4 15 SECTION 4 – 4 200 (15) BEAM “A” F 10 10 10 SECTION 2 – 2 05 05 05 07 06 07 08 08 09 09 09 11 11 11 11 10 10 10 10 10 10 10 10 06 (FROM GROUND TO HALF LANDING ) (FROM FIRST HALF LANDING TO FIRST FLOOR ) 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR018 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 60 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: STAIRCASE GENERAL 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR019 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 60 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: ARRANGEMENT STAIRCASE GENERAL DETAILS \W0.750000x;FIRST FLOOR RIB SLAB DETAILS \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;1 \W0.750000x;1 \W0.750000x;2 \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;2 \W0.750000x;3a \W0.750000x;3a \W0.750000x;UP \W0.750000x;1A \W0.750000x;1000 \W0.750000x;F1 \W0.750000x;G1 \W0.750000x;1200 FIRST FLOOR RIB SLAB DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 016 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 150 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 6-R1201@150CRS 5-R1002@200CRS 5-R1003@200CRS 61-R12007@150CRS 6-R1205@150CRS 9-R1204@150CRS 23-R1204@150CRS 5-R1006@200CRS 11-R1210@150CRS 20-R12011@150CRS 4-R1009@200CRS 4-R1009@200CRS \W0.750000x;D1 1 1 DETAIL 1 – DETAIL 2 – H16 Hollow Block Joist @ 500mm crs 90 120 160 DETAIL A DETAIL B DETAIL A R16 DETAIL B R16 1200 1500 1500 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B2 B3 B4 B4 B4 B5 B6 B8 B9 B8 B7 B7 B7 B7 B5 R-1002 R-2503 SECTION 1 – 1 R-2503 R-2503 R-2503 200 200 925 450 200 2200 200 1800 75Kicker 50mm Blinding 1 1 COLUMN BASE TYPE B1 (19 No. Thus) 150 450 10-R1002@150crs 4-R2503 1100 1100 2200 10-R2001@200crs 10-R2001@200crs R-1004 SECTION 2 – 2 R-2503 2001 1201 2001 225 925 450 225 2200 200 1800 75Kicker 50mm Blinding 2 2 COLUMN BASE TYPE B2 (1 No. Thus) 150 450 10-R1004@150crs 4-R2503 2001 1100 1100 2200 10-R2001@200crs 10-R2001@200crs R-2503 R-1002 SECTION 1 – 1 R-2005 225 R-2005 R-2503 R-2503 2001 2001 2001 925 450 225 2200 200 1800 75Kicker 50mm Blinding 1 1 COLUMN BASE TYPE B3 (1 No. Thus) 150 450 10-R1004@150crs 6-R2005 2001 1100 1100 2200 10-R2001@200crs 10-R2001@200crs R-2005 R-2005 R-2005 R-2005 R-1002 R-2503 SECTION 2 – 2 R-2503 R-2503 R-2503 1201 1201 1201 200 200 925 450 200 1700 200 1800 75Kicker 50mm Blinding 2 2 COLUMN BASE TYPE B4 (3 No. Thus) 150 450 10-R1002@150crs 4-R2503 1201 850 1700 8-R2001@200crs 8-R2001@200crs 850 2001 2001 1201 2001 R-1002 R-2503 SECTION 1 – 1 R-2503 R-2503 R-2503 200 200 925 450 200 1500 1800 75Kicker 50mm Blinding 1 1 COLUMN BASE TYPE B5 (2 No. Thus) 150 450 10-R1002@150crs 4-R2503 500 500 2000 2X9-R1604@150crs T&B 2X12-R1601@150crs T&B 1604 1601 1000 4-R2503 10-R1002@150crs SECTION 2- 2 925 450 225 1500 1800 75Kicker 50mm Blinding 2 2 COLUMN BASE TYPE B6 (1 No. Thus) 150 450 10-R1005@150crs 4-R2503 500 500 2000 1604 1601 1000 4-R2503 10-R1002@150crs 925 450 2000 1800 75Kicker 50mm Blinding 1 1 150 450 10-R1002@150crs 4-R2503 2X9-R2005@200crs T&B 2X12-R2001@200crs T&B 2005 2001 1201 2001 4-R2503 10-R1002@150crs 200 COLUMN BASE TYPE B7 (4 No. Thus) 625 2600 1350 625 1000 1000 2001 2001 200 200 50 50 2003 2003 2003 2003 1002 SECTION 1 – 1 1601 1601 1601 1601 2 2 R-1002 R-2503 SECTION 2 – 2 R-2503 R-2503 R-2503 200 200 925 450 2000 1800 75Kicker 50mm Blinding 3 3 150 450 10-R1002@150crs 4-R2503 2005 2001 1201 2001 4-R2503 10-R1002@150crs 200 COLUMN BASE TYPE B8 (2 No. Thus) 625 2600 1350 625 1000 1000 2001 2001 925 450 2000 1800 75Kicker 50mm Blinding 3 3 150 450 10-R1004@150crs 4-R2503 2005 2001 1201 2001 4-R2503 10-R1002@150crs 225 COLUMN BASE TYPE B9 (1 No. Thus) 625 2600 1350 625 1000 1000 2001 2001 4 4 COLUMN BASE DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR003 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 60 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: COLUMN BASE DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR004 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 60 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: COLUMN BASE DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 60 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: COLUMN BASE DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR006 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: T. TETTEH DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: MAR. 2010 DATE: DRAWN BY: DATE REV. TITLE: CLIENT: R-1002 R-2503 SECTION 3 – 3 R-2503 R-2503 R-2503 200 200 R-1004 SECTION 4 – 4 R-2503 225 R-2503 R-2503 R-2503 \W0.750000x;1000 \W0.750000x;D1 \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;600 \W0.750000x;2400 \W0.750000x;F1 \W0.750000x;1000 \W0.750000x;1A \W0.750000x;29600 \W0.750000x;1000 \W0.750000x;3000 \W0.750000x;1000 \W0.750000x;3a \W0.750000x;3a \W0.750000x;1350 \W0.750000x;3000 \W0.750000x;4000 \W0.750000x;3000 \W0.750000x;4000 \W0.750000x;2000 \W0.750000x;5650 \W0.750000x;5650 \W0.750000x;5650 \W0.750000x;3850 \W0.750000x;5650 \W0.750000x;3000 \W0.750000x;1350 \W0.750000x;3000 \W0.750000x;4000 \W0.750000x;4000 \W0.750000x;2000 \W0.750000x;5650 \W0.750000x;5650 \W0.750000x;5650 \W0.750000x;3850 \W0.750000x;5650 \W0.750000x;3000 \W0.750000x;2 \W0.750000x;7 \W0.750000x;6 \W0.750000x;5 \W0.750000x;4 \W0.750000x;3 \W0.750000x;2 \W0.750000x;1 \W0.750000x;1 \W0.750000x;7 \W0.750000x;6 \W0.750000x;5 \W0.750000x;4 \W0.750000x;3 \W0.750000x;G \W0.750000x;F \W0.750000x;E \W0.750000x;D \W0.750000x;C \W0.750000x;B \W0.750000x;A \W0.750000x;G \W0.750000x;F \W0.750000x;E \W0.750000x;D \W0.750000x;C \W0.750000x;B \W0.750000x;A \W0.750000x;ROOF GENERAL ARRANGEMENT DORMITORY BLOCK STR001 DORMITORY BLOCK DESIGNED BY: THAT IS 1: 2 : 4 MIX THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX STR005 DORMITORY BLOCK THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX THAT IS 1: 2 : 4 MIX DORMITORY BLOCK THAT IS 1: 2 : 4 MIX THAT IS 1: 2 : 4 MIX THAT IS 1 : 2 : 4 MIX THAT IS 1 : 2 : 4 MIX THAT IS 1 : 2 : 4 MIX THAT IS 1 : 2 : 4 MIX R.ATTIPOE THAT IS 1 : 2 : 4 MIX THAT IS 1 : 2 : 4 MIX THAT IS 1 : 2 : 4 MIX POPE JOHNS’ SENIOR HIGH SCHOOL DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK DORMITORY BLOCK \W0.750000x;SECOND FLOOR RIB SLAB DETAILS \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;A \W0.750000x;B \W0.750000x;C \W0.750000x;D \W0.750000x;E \W0.750000x;F \W0.750000x;G \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;1 \W0.750000x;1 \W0.750000x;2 \W0.750000x;3 \W0.750000x;4 \W0.750000x;5 \W0.750000x;6 \W0.750000x;7 \W0.750000x;2 \W0.750000x;3a \W0.750000x;3a \W0.750000x;UP \W0.750000x;1A \W0.750000x;1000 \W0.750000x;F1 SECOND FLOOR RIB SLAB DETAILS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 017 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 150 DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: MAR. 2010 DATE: SCALE: DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 6-R1201@150CRS 5-R1002@200CRS 5-R1003@200CRS 61-R1207@150CRS 6-R1205@150CRS 9-R1204@150CRS 23-R1204@150CRS 5-R1006@200CRS 4-R1009@200CRS \W0.750000x;D1 1 1 DETAIL A DETAIL B DETAIL A R16 DETAIL B R16 1200 1500 1500 THAT IS 1: 2 : 4 MIX DORMITORY BLOCK 1 1 1 1 2X12-R1601@150crs T&B 2X9-R1604@150crs T&B R-1005 R-2503 225 R-2503 R-2503 R-2503 3 3 2X9-R2005@200crs T&B 2X12-R2001@200crs T&B 2X9-R2005@200crs T&B 2X12-R2001@200crs T&B 2003 2003 2003 2003 2003 \A1; BEAM\H0.875000x; ON G/L 1 (D1 – G) 200 450 150 01 02 01 01 04 04 04 04 3-R1605 04 04 04 3-R1605 04 04 04 17-R1008@200CRS 17-R1008@200CRS 6-R1008@200CRS 6-R1008@200CRS LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 2500 20 380 02 190 10 10 BASE TYPE B1 01 03 04 656 03 4 36 3660 10 200 BENDING SCHEDULE 20 25 680 BASE TYPE B2 L= 456 D= 145 350 3310 120 120 2100 200 10 10 2500 20 20 200 20 2100 200 4 4 3660 25 350 3310 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 2000 16 48 02 30 10 10 BASE TYPE B3 01 05 04 656 03 4 12 3660 10 200 BENDING SCHEDULE 20 25 680 BASE TYPE B4 L= 456 D= 145 350 3310 120 120 1600 200 10 10 2500 20 20 200 20 2100 200 6 6 3660 20 350 3310 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH BASE TYPE B5 01 04 656 18 BENDING SCHEDULE L= 456 D= 145 36 16 1700 24 48 150 16 1400 150 02 40 10 20 03 8 16 3660 25 680 350 3310 120 120 2200 1900 150 150 BASE TYPE B6 01 04 18 36 16 1700 24 48 150 16 1400 150 02 40 10 20 03 8 16 3660 25 680 350 3310 120 120 2200 1900 150 150 05 10 10 10 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH BASE TYPE B7 01 05 18 BENDING SCHEDULE 72 20 2200 24 96 150 20 1900 150 02 80 10 20 03 8 32 3660 25 680 350 3310 120 120 2800 2500 150 150 BASE TYPE B8 01 05 18 36 20 2200 24 48 150 20 1900 150 02 40 10 20 03 8 16 3660 25 680 350 3310 120 120 2800 2500 150 150 01 2200 24 24 150 20 1900 150 02 10 10 10 03 8 8 3660 25 680 350 3310 120 120 BASE TYPE B9 656 L= 456 D= 145 04 10 10 10 05 18 18 20 2800 2500 150 150 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH COLUMN C1 01 04 4 BENDING SCHEDULE 16 4275 4 132 25 02 1782 10 54 03 4 4090 20 680 120 120 3305 3255 50 132 132 STRAIGHT STRAIGHT 01 04 4 16 4275 4 16 25 02 216 10 54 03 4 4090 20 680 120 120 3305 3255 50 16 16 STRAIGHT STRAIGHT COLUMN C2 01 04 4 16 4275 4 16 25 02 216 10 54 03 4 4090 20 680 120 120 3305 3255 50 16 16 STRAIGHT STRAIGHT COLUMN C3 05 18 10 656 54 L= 456 D= 145 04 4 16 03 4 4090 20 3305 3255 50 16 16 STRAIGHT 05 18 10 656 54 L= 456 D= 145 COLUMN C4 COLUMN C5 01 04 4 16 4275 4 132 25 02 1782 10 54 03 4 4090 20 680 120 120 3305 3255 50 132 132 STRAIGHT STRAIGHT LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH FIRST FLOOR RIB SLAB DETAILS 01 04 1500 32 BENDING SCHEDULE 32 12 3050 6 6 12 02 10 03 5 5 7985 10 4685 3210 2500 150 410 05 08 23 23 10 2620 6 6 12 1400 06 5 10 5 07 61 61 2010 12 5880 1000 09 8 8 10 2960 10 11 11 12 5320 11 20 20 12 5 5 STRAIGHT 110 3375 1200 110 6025 1850 150 110 500 3460 110 1100 110 1300 600 STRAIGHT STRAIGHT 110 2050 800 3100 110 1000 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH FIRST FLOOR RIB SLAB DETAILS 01 04 1500 32 BENDING SCHEDULE 32 12 3050 6 6 12 02 10 03 5 5 7985 10 4685 3210 2500 150 410 05 08 23 23 10 2620 6 6 12 1400 06 5 10 5 07 61 61 2010 12 5880 1000 09 4 4 10 5 5 STRAIGHT 110 3375 1200 110 6025 1850 150 110 500 3460 110 1100 110 1300 600 STRAIGHT STRAIGHT LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 6525 3 6 02 61 10 61 BEAM ON G/L A(3-7) 04 05 01 02 16 16 8525 4875 3450 6525 6875 4875 8525 03 3 6875 6 12 15 30 61 183 6375 150 6375 150 4725 150 3 9 35 70 6 12 7450 02 01 BEAM ON G/L F1(3-3A) G1(3-3A) 01 02 04 05 03 BEAM ON G/L B (3-7) / C (3-7) / D ( 3-7) BEAM ON G/L G ( 1A- 3) 10 10 10 16 16 16 16 16 16 16 16 3 3 3 9 3 9 3 9 1300 1300 1300 1300 400 150 400 150 400 150 400 150 6725 150 8375 150 3150 150 150 6725 150 8375 150 7150 150 4725 150 150 BENDING SCHEDULE 3 3 3 G 1( 1A- 3) BEAM ON G/L E ( 1A -7 ) / F ( 1A – 7 ) 01 5525 3 6 02 192 10 96 04 05 8600 6875 03 3 7525 5375 150 6725 150 16 16 16 16 6 3 1300 400 150 7375 150 6 12 6 06 4875 4725 150 16 3 6 STRAIGHT BEAM ON G/L G ( 3A – 7 ) BEAM ON G/L 1A ( D1 – G ) 01 3525 3 3 02 46 10 46 04 05 5525 4575 03 3 6875 3375 150 4425 150 16 16 16 16 3 3 1300 400 150 6725 150 5375 150 3 3 3 01 4350 3 3 02 40 10 40 04 05 7175 3525 03 3 6350 4200 150 3375 150 16 16 16 16 3 3 1300 400 150 6725 150 7025 150 3 3 3 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 02 BEAM ON G/L 1 ( D1- G) 04 05 16 3350 6175 4725 7520 03 41 41 3200 150 4200 150 3375 150 3 3 01 02 04 05 03 BEAM ON G/L 3A ( E – G1 ) 10 16 16 16 3 3 3 1300 400 150 400 150 6200 150 7025 150 6025 150 7370 150 4575 150 BENDING SCHEDULE BEAM ON G/L 3 ( A – G1 ) 01 9000 3 3 02 152 10 152 04 05 6250 5350 03 3 6175 8850 150 16 16 16 16 12 6 1300 400 150 6025 150 3 12 6 06 4450 16 6 STRAIGHT 07 7550 3 3 08 7400 150 16 4350 3 3 40 10 40 7175 3525 3 6350 16 16 16 16 3 3 1300 3 3 3 4725 3 3 4575 150 16 3 3 3 6 STRAIGHT STRAIGHT LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 02 BEAM ON G/L 1 ( D1- G) 04 05 16 3350 6175 3525 6350 03 41 41 3200 150 4200 150 3375 150 3 3 01 02 04 05 03 BEAM ON G/L 3A ( E – G ) 10 16 16 16 3 3 3 1300 400 150 400 150 6200 150 7025 150 6025 150 6200 150 3375 150 BENDING SCHEDULE BEAM ON G/L 3 ( A – G1 ) 01 9000 3 3 02 152 10 152 04 05 6250 5350 03 3 6175 8850 150 16 16 16 16 12 6 1300 400 150 6025 150 3 12 6 06 4450 16 6 STRAIGHT 07 6350 3 3 08 6200 150 16 4350 3 3 40 10 40 7175 3525 3 6350 16 16 16 16 3 3 1300 3 3 3 3525 3 3 3375 150 16 3 3 3 6 STRAIGHT STRAIGHT LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 6525 3 6 02 61 10 61 BEAM ON G/L A(3-7) 04 05 01 02 16 16 8525 4875 3450 6525 6875 4875 8525 03 3 6875 6 6 15 15 61 183 6375 150 6375 150 4725 150 3 9 35 70 6 12 7450 02 01 BEAM ON G/L F1(3-3A) 01 02 04 05 03 BEAM ON G/L B (3-7) / C (3-7) / D ( 3-7) BEAM ON G/L G ( 1A- 3) 10 10 10 16 16 16 16 16 16 16 16 3 3 3 9 3 9 3 9 1300 1300 1300 1300 400 150 400 150 400 150 400 150 6725 150 8375 150 3150 150 150 6725 150 8375 150 7150 150 4725 150 150 BENDING SCHEDULE 3 3 3 G 1( 1A- 3) BEAM ON G/L E ( 1A -7 ) / F ( 1A – 7 ) 01 5525 3 6 02 192 10 96 04 05 8600 6875 03 3 7525 5375 150 6725 150 16 16 16 16 6 3 1300 400 150 7375 150 6 12 6 06 4875 4725 150 16 3 6 STRAIGHT BEAM ON G/L G ( 3A – 7 ) BEAM ON G/L 1A ( D1 – G ) 01 3525 3 3 02 46 10 46 04 05 5525 4575 03 3 6875 3375 150 4425 150 16 16 16 16 3 3 1300 400 150 6725 150 5375 150 3 3 3 01 4350 3 3 02 40 10 40 04 05 7175 3525 03 3 6350 4200 150 3375 150 16 16 16 16 3 3 1300 400 150 6725 150 7025 150 3 3 3 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 02 BEAM ON G/L 4 ( A – E ) 04 05 16 6350 03 6200 150 8850 150 3375 150 3 3 06 400 150 6025 150 BENDING SCHEDULE BEAM ON G/L 5 ( A – G ) , 6 ( A – G ) , 7 ( A – G ) 01 9000 3 9 02 438 10 146 04 05 6250 5350 03 3 6175 8850 150 16 16 16 16 12 6 1300 400 150 6025 150 9 36 18 06 4450 16 9 STRAIGHT 07 6350 3 08 6200 150 16 9000 3 3 99 10 99 6250 3525 3 6175 16 16 16 16 9 3 1300 3 9 3 3525 3 3375 150 16 3 STRAIGHT STRAIGHT 9 9 STRAIGHT 3-R1603 C 5650 A (28) (28) B 5650 5650 D (28) 3-R1606 3000 E 3-R1605 \A1; BEAM\H0.875000x; ON G/L 4 (A – E) (15) 3-R1601 3-R1604 3-R1604 3-R1604 1 1 99-R1002@ 200 c/c 200 SECTION 1 – 1 450 150 01 04 02 04 04 01 01 3-R1604 E 5650 C (28) (19) D 3850 5650 F (28) 3-R1607 3000 G 3-R1608 (15) 3-R1605 3-R1606 3-R1605 3-R1604 \A1; BEAM\H0.875000x; ON G/L 5 (A – G) / 6 ( A – G) / 7 (A – G) CONTINUE ( 3NO THUS) 200 SECTION 2 – 2 450 150 01 02 01 01 3-R1604 5650 (28) A 2 2 B 5650 5650 C (28) (28) 3-R1604 3-R1603 3-R1601 146-R1002@ 200 c/c 3-R1604 \A1; BEAM\H0.875000x; ON G/L 5 (A – G) / 6 ( A – G) / 7 (A – G) ( 3NO THUS) SECOND FLOOR BEAMS 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF WALL 40mm STR 015 DRG NO.: 7.ALL DIMENSIONS IN MILIMETERS CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 3.THE STRENGTH OF CONCRETE SHOULD BE A MINIMUM OF 20N/mm2 AT 28 DAYS. 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: 1 : 75 DESIGNED BY: DRAWN BY: DATE REV. TITLE: CLIENT: 7.ALL DIMENSIONS IN MM CHECKED BY: 2 2.ASSUMED SOIL BEARING PRESSURE:150N/mm 6.COARSE AGGREGATE USED SHOULD BE VOID OF FOREIGN MATERIALS AND SHOULD HAVE A MAXIMUM SIZE OF 20mm. 5.YIELD STRENGTH OF STEEL REINFORCEMENT SHOULD 250N/mm2 4.MINIMUM CONCRETE COVER SHOULD BE AS STATED BELOW : FOOTING 50mm COLUMNS 40mm BEAMS 25mm SLAB 20mm 1. DRAWING SHOULD BE READ IN CONJUNCTION WITH ALL RELEVANT ARCHITECTURAL AND ENGINEERING DRAWINGS. NOTES PROJECT: DATE: SCALE: DRAWN BY: DATE REV. TITLE: CLIENT: THAT IS 1 : 2 : 4 MIX DORMITORY BLOCK 04 04 04 LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 02 BEAM ON G/L 4 ( A – E ) 04 05 16 6350 03 6200 150 8850 150 3375 150 3 3 06 400 150 6025 150 BENDING SCHEDULE BEAM ON G/L 5 ( A – G ) , 6 ( A – G ) , 7 ( A – G ) 01 9000 3 9 02 438 10 146 04 05 6250 5350 03 3 6175 8850 150 16 16 16 16 12 6 1300 400 150 6025 150 9 36 18 06 4450 16 9 STRAIGHT 07 6350 3 08 6200 150 16 9000 3 3 99 10 99 6250 3525 3 6175 16 16 16 16 9 3 1300 3 9 3 3525 3 3375 150 16 3 STRAIGHT STRAIGHT 9 9 STRAIGHT A 5650 B 1 – 1 DETAIL 1 DETAIL 2 200 500 160 50 450 DETAIL 1 – DETAIL 2 – H16 Hollow Block Joist @ 500mm crs 90 120 160 A 5650 B 1 – 1 DETAIL 1 DETAIL 2 200 500 160 50 450 \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM \W0.750000x;200 X 300 R. C BEAM 3 BEAM “A” 2 3 2 3A 3 E 3000 1350 150 1350 1185 F 5650 PLAN – FIRST TO SECOND FLOOR 3600 12X300 Equal Treads 13×150 Equal Risers 200 200 150 450 1950 150 150 300 300 200 450 1975 757 3 2 3 2 3A 3 9-R1613@150CRS 9-R1612@150CRS 9-R1603@150CRS 15-R1010@200CRS 20-R1010@200CRS 2X6-R1011@200T&B 9-R1607@150CRS 9-R1605@150CRS 9-R1608@150CRS 9-R1609@150CRS 9-R1606@150CRS 10-R1010@200CRS 13-R1010@200CRS E F PLAN – GROUND TO FIRST FLOOR PLAN – FIRST TO SECOND FLOOR SECTION 3 – 3 12 13 10 04 03 03 04 13 10 10 10 10 10 10 10 11 11 11 11 10 10 10 (FROM FIRST FLOOR TO SECOND HALF LANDING ) 10 10 10 10 10 (FROM SECOND HALF LANDING TO SECOND FLOOR ) 14 14 14 (FROM SECOND HALF LANDING TO SECOND FLOOR ) LOCATION BAR MARK DIA.(mm) No. EACH TOTAL No. CUT LENGTH BENDING SKETCH 01 2915 9 02 STAIRCASE DETAILS 04 05 06 07 16 16 1400 6075 2500 3350 2860 03 2910 9 5 10 15 30 1300 14 13 08 09 11 12 10 16 16 16 16 16 10 10 16 10 56 12 9 3450 3000 1400 6340 150 2700 1300 9 112 24 9 STRAIGHT 3150 150 150 9 16 9 9 9 9 9 16 16 9 515 1500 650 260 4790 250 50 1250 50 1400 1460 700 700 1400 3175 1450 50 1100 1350 50 700 700 BENDING SCHEDULE 15 7850 16 400 18 18 18 18 18 18 9 18 9 9 1700 1000 1500 1500 STRAIGHT 1675 1675 1200 4600 2000 50 AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbCurtainWallLayout (AecArchBase50) AecDbWall (AecArchBase50) AecDbCurtainWallLayout (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbDoor (AecArchBase50) AecDbDoor (AecArchBase50) AecDbDoor (AecArchBase50) AecDbDoor (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWindow (AecArchBase50) AecDbWall (AecArchBase50) AecDbWall (AecArchBase50) AecDbStair (AecArchBase50) AecDbStair (AecArchBase50) AecDbStair (AecArchBase50) AecDbStair (AecArchBase50) AecDbStair (AecArchBase50)