Download - Structural Calculations
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PROPOSED RESIDENTIAL
HOUSE IN KYANJA
PLOT 3318 - BLOCK 195, KYANJA
STRUCTURAL CALCULATIONS
CLIENT STRUCTURAL DESIGNER
MR. TONNY SAKAAZA
P.O.BOX 10109, KAMPALA
UGANDA
SOLOMON N. BALEMEZI
BSc. CIV. ENG. MUK; M.U.I.P.E
P.O. BOX 8493 KAMPALA
EMAIL: [email protected]
PHONE: 0779-918-103
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STRUCTURAL SUMMARY SHEET
Client : MR TONNY SAKAAZA
Project: PROPOSED RESIDENTIAL HOUSE IN KYANJA
Regulations and Design 1. Kampala Capital City Authority RegulationsCodes: 2. BS 6399, Part 1 1985 Design Loadings
3. CP3 Chapter V, Part 2 1978 Wind Loadings4. BS 8110, Parts 1 & 3 1991 Structural Use of Concrete
Loading Conditions: 1. Roof Imposed load = 0.6KN/m 2
Dead load (Tiles, timber, ceiling, e.t.c) = 1.0KN/m 2
2. Floor Imposed load (office or bedroom) = 1.5KN/m 2
3 Wind Basic SpeedS 1=1.0 S 2 = 0.9 S 3 =1.0
Foundations: 1. Reinforced concrete Strip Footings
Walls: 200mm Thick Load Bearing walls
Roof: IT4 sheets on Timber purlins, Timber trusses
Sub-Soil Conditions: Evaluated soil bearing pressures = 180k N /m 2
Materials: CONCRETE1. Blinding Concrete Grade 15 (1:3:6) Max 20mm aggregate.
2. Structural Concrete
Grade 20 (1:2:4)
Max 20mm aggregate2. Structural Concrete Grade 25 (1:1.5:3) Max 20mm aggregate
REINFORCEMENT1. T & Y high yield (f y) Grade 460 N/mm 2 2. R Low yield Grade 250N/mm 2
MASONRY WALLSolid concrete blocks of compressive strength 5N/mm 2
TIMBER
Pine - strength class C14
Fire Resistance: 1 hour fire resistance for all elements
Purpose of Building: Residential
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REFERENCE PARTICULARS OUTPUT
Eurocode 5(ENV 1995-1-1)
Eurocode 5(ENV 1995-1-1)
PROPOSED SAKAZA'S RESIDENCE IN KUNGU
DESIGN OF THE TIMBER PURLINS
Design Assumptions and Details;
Angle of inclination of the roof to horizontal is 4
75x50mm Pine Timber Purlins Iron Sheets as Roof Covering (weight = 4.8kg/m 2) No wind load considered because roof is surrounded by parapet wall
Note: The Design output is to determine the span of purlins that shall preventultimate failure of purlins and to limit excessive deflection.
Timber properties Pine; Strength Class C14/ SG4
Grade Stresses
Loading;
Permanent Load Due to;
1. Corrugated Iron Sheets, F sheets :
2. Purlins, F purlins :
Total Permanent Load
Variable Load;
For Roof without access, Live load Hence, Design Load, F d;
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REFERENCE PARTICULARS OUTPUT
Eurocode 5(ENV 1995-1-1)
Eurocode 5(ENV 1995-1-1)
Eurocode 5(ENV 1995-1-1)
Resolving the LoadNormal to the roof;
Tangential to the roof;
Determine Maximum Span of Purlins using Bending Criterion
Moments Due to applied Loads ;
Ignore bending about y-y axis because it is negligible
Moment Capacity of a 75x50mm Pine Timber Section ;
f b.allow - Allowable Bending Stress
Ixx - Moment of Inertia about the x-x axis
y - Distance to neutral axis
Allowable Bending Stress f b.allow :
Where:
f m,k - Characteristic Bending Stress kmod - Modification factor for Load Duration and Service Class
kh - Modification factor for Member Size Effect
k sys - Modification factor for System Strength = 1.1
m - Material Safety Factor = 1.3
Moment of Inertia about x-x axis I xx:
Distance to Neutral Axis y: ;
Hence;
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REFERENCE PARTICULARS OUTPUTEquating moment due to applied load to moment capacity of the timber section
L = 1389mm
Determine Maximum Span of Purlins using Limiting Deflection CriterionDeflection Criterion:
L = 1600mm
Bending Criterion governs the Maximum Span for Purlins.
Therefore place Trusses at 1300mm c/c
L = 1389mm Due toBending Criterion
L = 1600mm Due toDeflection Criterion
Bending governs
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REFERENCE PARTICULARS OUTPUT
PROPOSED SAKAZA'S RESIDENCE IN KUNGU
DESIGN OF THE MAIN TRUSS
Loading;
Permanent Load Due to;
1. Purlins, F purlins :
2. Corrugated Iron Sheets, F sheets :
3. Ceiling, F ceiling (Assume 0.15kN/m2
):
4. Services, F services (Assume 0.1kN/m 2):
Total Permanent Load
Variable Load;
For Roof without access, Live load Hence, Design Load, F d;
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REFERENCE PARTICULARS OUTPUT
Eurocode 5
(ENV 1995-1-1)
Eurocode 5(ENV 1995-1-1)
Design of the Tie Beam
Timber properties Pine; Strength Class C14/ SG4Grade Stresses
Results of Truss Analysis for the Tie Beam;From the Analysis of the main truss for the Ultimate Limit State using PROKONStructural Analysis software, the following maximum forces have been obtainedfrom PROKON Structural Analysis software.
Maximum Compressive Force = 4.87kN
Design of Tie Beam to Resist Maximum Compressive Force
Member Geometric Properties
Try a 50x75mm Timber Section
Since the slenderness ratio is greater than 0.3, the member will fail by bucklingand hence clause 6.3.2(3) applies.
Buckling Resistance Condition:
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REFERENCE PARTICULARS OUTPUT
Eurocode 5(ENV 1995-1-1)
Clause 6.3.2 (3)
Eurocode 5(ENV 1995-1-1)
Eurocode 5(ENV 1995-1-1)
Factor k; EC5, equation (6.28))
Instability factor, k c; (EC5, equation (6.26))
Design Buckling Strength f c.design :
Where:
f c,design - Design Buckling Strength
f c,k - Characteristic Compression strength parallel to grain
kmod - Modification factor for Load Duration and Service Class
kc - Instability Factor
m - Material Safety Factor = 1.3
Applied Compression Stress, f c.applied
Section is Adequate.Hence provide 50x75mm Section for the Tie Beam
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REFERENCE PARTICULARS OUTPUT
Results of Truss Analysis for the Rafter;
From the Analysis of the main truss for the Ultimate Limit State using PROKONStructural Analysis software, the following maximum forces have been obtainedfrom PROKON Structural Analysis software.
Maximum Force = 4.93kN Compressive
Design of Rafter to Resist Maximum Compressive Force
Member Geometric Properties
Try a 50x75mm Timber Section
Since the slenderness ratio is greater than 0.3, the member will fail by buckling
and hence clause 6.3.2(3) applies.Buckling Resistance Condition:
Factor k; EC5, equation (6.28))
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REFERENCE PARTICULARS OUTPUT
Instability factor, k c; (EC5, equation (6.26))
Design Buckling Strength f c.design :
Where:
f c,design - Design Buckling Strength
f c,k - Characteristic Compression strength parallel to grain kmod - Modification factor for Load Duration and Service Class
kc - Instability Factor
m - Material Safety Factor = 1.3
Applied Compression Stress, f c.applied
Section is Adequate.
Hence provide 50x75mm Section for the Rafter
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REFERENCE PARTICULARS OUTPUT
Results of Truss Analysis for the Struts & Ties;
From the Analysis of the main truss for the Ultimate Limit State using PROKONStructural Analysis software, the following maximum forces have been obtainedfrom PROKON Structural Analysis software.
Maximum Force = 6.69kN Compressive
Design of Rafter to Resist Maximum Compressive Force
Member Geometric Properties
Try a 50x75mm Timber Section
Since the slenderness ratio is greater than 0.3, the member will fail by bucklingand hence clause 6.3.2(3) applies.
Buckling Resistance Condition:
Factor k; EC5, equation (6.28))
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REFERENCE PARTICULARS OUTPUT
Instability factor, k c; (EC5, equation (6.26))
Design Buckling Strength f c.design :
Where:
f c,design - Design Buckling Strength
f c,k - Characteristic Compression strength parallel to grain
kmod - Modification factor for Load Duration and Service Class kc - Instability Factor
m - Material Safety Factor = 1.3
Applied Compression Stress, f c.applied
Section is Adequate.
Hence provide 50x75mm Section for the Ties & Struts
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DESIGN OF PLYWOOD WEBBED BEAM 01REFERENCE CALCULATIONS OUPUT
Illustration
Section PropertiesFirst Moment of Area, QQ = Q flange + Q web
= A + a = ((100mm*50mm)*(200-25))+(200*12*2)= 875,000 + 4,800
Q = 879,900mm 3
Second Moment of Area, QI = (1/12)*(BH 3-bh 3))
= (1/12)*((100*400 3) - (100*300 3))= (1/12)*((6,400,000,000)-( 2,700,000,000))
I = 308,333,333mm 4
Zziwa, A.
Ziraba, Y.K.& Mwakali,J.A (2010)15 th NTCMay 20-21,2010
BS5268-2:2002 Table8
Timber properties Local/Trade name; Flanges from Pine
Strength Class C14/ SG4
Grade Stresses
Bending parallel to grain; m = 14 N/mm 2
Tension parallel to grain; t = 8 N/mm 2
Compression parallel to grain; c = 16 N/mm 2
Compression perpendicular to grain (no wane); cp1 = 2 N/mm 2
Shear parallel to grain; = 1.7 N/mm 2
Mean modulus of elasticity; Emean = 7000 N/mm 2
Characteristic density; char = 290 kg/m 3
Average density; = 350 kg/m 3
3200mm
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Loading Characteristic Permanent Loads
Ceramic Tiles - 0.5kN/m 2
Screed - 1.2kN/m 2
Plywood Decking - 0.2kN/m 2
Plaster - 0.5kN/m 2 Self Weight - 0.7kN/m 2
Miscellaneous - 0.5kN/m 2
Ceiling - 0.5kN/m 2
Services - 1.0kN/m 2
Partitions Walls - 2.5kN/m 2 Total 7.6kN/m 2
Characteristic Variable Loads
Category A; Areas for Domestic and Residential Activities
Imposed Loads = 2.0kN/m 2
Design LoadingFd = 1.35F k.perm + 1.5F k.varFd = (1.35*7.6) + (1.5*2.0)kN/m 2
F d = 13.26kN/m2
Fk.perm = 7.6kN/m 2
F k.var = 2.0kN/m 2
F d = 13.26kN/m 2
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Determine Joist Spacing using Bending Criterion
Mallow Mapplied
Mallow = (1/y)*( f b.allow * I): y = 200mm; I = 308,333,333mm 4
f b.allow = (1/ m) * kmod * kh* ksys * f m,k
Where:
f b.allow - Allowable Bending Stress f m,k - Characteristic Bending Stress kmod - Modification factor for Load Duration and Service Class kh - Modification factor for Member Size Effect ksys - Modification factor for System Strength = 1 .1
m - Material Safety Factor = 1.3
f b.allow = (0.769)*0.6 *1.1*14N/mm2
= 7.106N/mm 2
Mallow = 0.005mm-1 x 7.106N/mm 2 x 308,333,333mm 4
M allow = 10,955,083Nmm (or 10.955kNm)
Mapplied = (1/8)* *L2; L=3.2m Assume M applied = M allow;
allow = Mallow x 8/L 2 allow = 10.955kNm x 8/(3.2m) 2
allow = 8.559kN/m
Let z = joist spacing centre to centre
Fd (kN/m2)* z = allow (kN/m)
13.26kN/m 2* z = 8.559kN/mz = 8.559/13.26
z = 0.645m
K mod = 0.6 for serviceclass 1, long termduration
m = 1.3 for Timberand Timber products
M al low = 9.959kNm
allow = 7.7805kN/m
To limit failure due tobending, placePlywebbed BoxJoists at a distanceless than 645mm c/capart.
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Determine Joist Spacing using Shear Criterion
Vallow Vapplied
Vallow = (1/Q)*(2 * t * I * f v.allow ):
Q = 879,800mm 3; I = 308,333,333mm 4; t = 12mm
f v.allow = (1/ m) * kmod * ksys * f v,k
Where:
f b.allow - Allowable Bending Stress f m,k - Characteristic Bending Stress kmod - Modification factor for Load Duration and Service Class ksys - Modification factor for System Strength = 1 .1
m - Material Safety Factor = 1.3
f v.allow = 0.769* 0.6 *1.1 * 5N/mm 2 = 2.438N/mm 2
Vallow = (1.13710-6)*(2 * 12 * 308,333,333 * 2.538)
V allow = 21,347N (or 21.347kN)
Vapplied = L/2; L=3.2m
Assume V applied = V allow;
Hence,
allow = V allow * 2/L
allow = 21.347kN * 2/3.2 allow = 13.342kN/m
Let z = joist spacing centre to centre
Fd (kN/m2)* z = allow (kN/m)
13.26kN/m 2* z = 13.342kN/mz = 13.342/13.26
z = 1.000m
V al low = 21.347kN
allow = 13.342kN/m
To limit failure due toPanel shear, placePlywebbed BoxJoists at a distanceless than 1000mmc/c apart.
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Determine Joist Spacing using Deflection Criterion
allow loads
allow = L/200
allow = 3200mm/200
allow = 16mm
loads = [((5L4(1+k def,f )/384EI) + (L 2/8)((1+k def,w )/G w Aw))]
Where:
kdef,f - Deformation Factor for flange material kdef,w - Deformation Factor for web material E - Modulus of Elasticity for Transformed Section
I - Second Moment of Area for transformed section
Aw - Total Cross Section Area of the web Gw - Mean Shear Modulus of the web
loads = [((5*32004(1+0.6)/384*7000*453,942,476) +
(3200 2/8)((1+0.8)/578*12*400*2))]
loads = (0.687 + 0.415) = 16
= 14.519kN/m
Let z = joist spacing centre to centre
Fd (kN/m2)* z = allow (kN/m)
13.26kN/m 2* z = 14.519kN/m
z = 14.519/13.26
z = 1.095mTo satisfyserviceabilityrequirements due todeflection, placePlywebbed BoxJoists at a distanceless than 1095mmc/c apart.
Bending cr i te r ion go verns . Therefore , p lace Plywebbed Box Beams @ 600mm c/c
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BEAM 02
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 82.3 113.0 82.3
b 0.70 1.60 0.70DESIGN d mm 327.0 343.0 327.0
As mm 673 945 673 As' mm 351 164 351
TOP STEEL Layer 1 3 T 16 2 T 12 3 T 16Layer 2 1 T 16 1 T 16
As prov mm 804 As' prov 226 As prov 804BTM STEEL Layer 1 2 T 16 3 T 16 2 T 16
Layer 2 2 T 16 As' prov mm 402 As prov 1005 As' prov 402
DEFLECTION L/d 19.067 Allowed 28.109 SHEAR V kN 108.6 Link 108.6
v N/mm 1.661 8 1.661
vc N/mm 0.565 Nominal 0.565LINKS R8 @ 105 for 1575 R8 @ 125 R8 @ 105 for 1575
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm
b 1.00 ~ 1.00DESIGN d mm -81.0 -45.5 -57.0
As mm #DIV/0! #DIV/0! #DIV/0! As' mm #DIV/0! #DIV/0! #DIV/0!
TOP STEEL Layer 1 #DIV/0! T 32 #DIV/0! T 25 #DIV/0! T 16#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
As prov mm #DIV/0! As' prov #DIV/0! As prov #DIV/0!BTM STEEL Layer 1 #DIV/0! T 25 #DIV/0! T 25 #DIV/0! T 16
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! As' prov mm #DIV/0! As prov #DIV/0! As' prov #DIV/0!
DEFLECTION L/d Allowed #DIV/0!SHEAR V kN #VALUE! Link #VALUE!
v N/mm #VALUE! 8 #VALUE!vc N/mm #DIV/0! Nominal #DIV/0!
LINKS #VALUE! #DIV/0! #VALUE!legs No 2 2 2
CHECKS % As #DIV/0! #DIV/0! #DIV/0!Cover ok ok okmin S #DIV/0! #DIV/0! #DIV/0!
max S #DIV/0! #DIV/0! #DIV/0!Links
Main barsmax V #VALUE! #VALUE!
Deflection #DIV/0!
okok
#DIV/0!#DIV/0!
#DIV/0!#DIV/0!
okok
okok
#DIV/0!#DIV/0!
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BEAM 05
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Project RESIDENTIAL HOUSE IN KYANJJA
Client TONY SAKAZA Made by Date Sheet No Location FIRST FLOOR from grid 1 to 3 SNB 8-Sep-14 1
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job NoOriginated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
LOCATION Supports from grid 1 to grid 3
MATERIALS COVERS (to all steel)fcu 25 N/mm h agg 20 mm Top cover 25 mmfyl 460 N/mm gs 1.05 Btm cover 25 mm
fyv 250 N/mm gc 1.50 Side cover 25 mm
SPANS L (m) H (mm) bw (mm) hf (mm) Type bf (mm) LOADING PATTERNSPAN 1 5.01 400 200 R 200 min maxSPAN 2 DEAD 1 1.4SPAN 3 IMPOSED 0 1.6
SPAN 4 REBAR LAYERINGSPAN 5 Support steelSPAN 6 in alt layer ? Y
SUPPORTS ABOVE (m) H (mm) B (mm) End Cond BELOW (m) H (mm) B (mm) End CondSupport 1 0.40 400 4550 F 0.40 400 4550 F
Support 2 0.40 400 4550 F 0.40 400 4550 FSupport 3Support 4Support 5Support 6Support 7
LOADING UDLs (kN/m) PLs (kN) Position (m)Dead Imposed Position Loaded Dead Imposed Position Loaded
Span 1 Load Load from left Length Span 4 Load Load from left LengthUDL 20.2 2.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
Span 2 Span 5UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDLSpan 3 Span 6
UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
LOADING DIAGRAM
1 3
REACTIONS (kN)SUPPORT 1 2
ALL SPANS LOADED 79.0 79.0ODD SPANS LOADED 79.0 79.0
EVEN SPANS LOADED 50.7 50.7Characteristic Dead 50.7 50.7
Characteristic Imposed 5.0 5.0
REINFORCED CONCRETE
COUNCIL
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 2
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
BENDING MOMENT DIAGRAMS (kNm)
1 Elastic Moments 3 1 Redistributed Envelope 3
SUPPORT No 1 2Elastic M 65.9 65.9 ~ ~ ~ ~ kNm/m
Redistributed M 56.0 56.0 ~ ~ ~ ~ kNm/mb 0.850 0.850 ~ ~ ~ ~ ~Redistribution 15.0% 15.0%
SPAN No 1Elastic M 33.04 ~ ~ ~ ~ ~
Redistributed M 42.93 ~ ~ ~ ~ ~b 1.299 ~ ~ ~ ~ ~
SHEARS (kN)
1 Elastic Shears 3 1 Redistributed Shears 3
SPAN No 1Elastic V 79.0 79.0 ~ ~ ~ ~
Redistributed V 79.0 79.0 ~ ~ ~ ~
Elastic V ~ ~ ~ ~ ~ ~
Redistributed V ~ ~ ~ ~ ~ ~
1 2 ALL SPANS Above 33.0 -33.0
LOADED Below 33.0 -33.0ODD SPANS Above 33.0 -33.0
LOADED Below 33.0 -33.0EVEN SPANS Above 21.1 -21.1
LOADED Below 21.1 -21.1
COLUMN MOMENTS(kNm)
-100
-80
-60
-40
-200
20
40
60
80
100
0 1 2 3 4 5 6-100
-80
-60
-40
-200
20
40
60
80
100
0 1 2 3 4 5 6
-40
-20
0
20
40
60
80
0 1 2 3 4 5 6-60
-40
-20
0
20
40
60
80
0 1 2 3 4 5 6
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 40.9 42.9 40.9
b 0.85 1.30 0.85DESIGN d mm 349.0 361.0 349.0
As mm 291 295 291 As' mm
TOP STEEL Layer 1 3 T 12 2 T 12 3 T 12Layer 2
As prov mm 339 As' prov 226 As prov 339BTM STEEL Layer 1 2 T 12 3 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 339 As' prov 226
DEFLECTION L/d 13.878 Allowed 40.967 SHEAR V kN 61.7 Link 61.7
v N/mm 0.884 8 0.884
vc N/mm 0.408 Nominal 0.408LINKS R8 @ 250 for 750 R8 @ 250 R8 @ 250 for 750
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm
b 1.00 ~ 1.00DESIGN d mm -81.0 -45.5 -57.0
As mm #DIV/0! #DIV/0! #DIV/0! As' mm #DIV/0! #DIV/0! #DIV/0!
TOP STEEL Layer 1 #DIV/0! T 32 #DIV/0! T 25 #DIV/0! T 16#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
As prov mm #DIV/0! As' prov #DIV/0! As prov #DIV/0!BTM STEEL Layer 1 #DIV/0! T 25 #DIV/0! T 25 #DIV/0! T 16
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! As' prov mm #DIV/0! As prov #DIV/0! As' prov #DIV/0!
DEFLECTION L/d Allowed #DIV/0!SHEAR V kN #VALUE! Link #VALUE!
v N/mm #VALUE! 8 #VALUE!vc N/mm #DIV/0! Nominal #DIV/0!
LINKS #VALUE! #DIV/0! #VALUE!legs No 2 2 2
CHECKS % As #DIV/0! #DIV/0! #DIV/0!Cover ok ok okmin S #DIV/0! #DIV/0! #DIV/0!
max S #DIV/0! #DIV/0! #DIV/0!Links
Main barsmax V #VALUE! #VALUE!
Deflection #DIV/0!
okok
#DIV/0!#DIV/0!
okok
#DIV/0!#DIV/0!
#DIV/0!#DIV/0!
okok
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BEAM 07
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Project RESIDENTIAL HOUSE IN KYANJJA
Client TONY SAKAZA Made by Date Sheet No Location FIRST FLOOR from grid 1 to 3 SNB 8-Sep-14 1
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job NoOriginated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
LOCATION Supports from grid 1 to grid 3
MATERIALS COVERS (to all steel)fcu 25 N/mm h agg 20 mm Top cover 25 mmfyl 460 N/mm gs 1.05 Btm cover 25 mm
fyv 250 N/mm gc 1.50 Side cover 25 mm
SPANS L (m) H (mm) bw (mm) hf (mm) Type bf (mm) LOADING PATTERNSPAN 1 5.38 400 200 R 200 min maxSPAN 2 DEAD 1 1.4SPAN 3 IMPOSED 0 1.6
SPAN 4 REBAR LAYERINGSPAN 5 Support steelSPAN 6 in alt layer ? Y
SUPPORTS ABOVE (m) H (mm) B (mm) End Cond BELOW (m) H (mm) B (mm) End CondSupport 1 0.40 400 4550 F 0.40 400 4550 F
Support 2 0.40 400 4550 F 0.40 400 4550 FSupport 3Support 4Support 5Support 6Support 7
LOADING UDLs (kN/m) PLs (kN) Position (m)Dead Imposed Position Loaded Dead Imposed Position Loaded
Span 1 Load Load from left Length Span 4 Load Load from left LengthUDL 11.1 2.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
Span 2 Span 5UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDLSpan 3 Span 6
UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
LOADING DIAGRAM
1 3
REACTIONS (kN)SUPPORT 1 2
ALL SPANS LOADED 50.4 50.4ODD SPANS LOADED 50.4 50.4
EVEN SPANS LOADED 29.9 29.9Characteristic Dead 29.9 29.9
Characteristic Imposed 5.4 5.4
REINFORCED CONCRETE
COUNCIL
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 32.6 29.4 32.6
b 0.85 1.30 0.85DESIGN d mm 349.0 361.0 349.0
As mm 228 196 228 As' mm
TOP STEEL Layer 1 3 T 12 2 T 12 3 T 12Layer 2
As prov mm 339 As' prov 226 As prov 339BTM STEEL Layer 1 2 T 12 2 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 226 As' prov 226
DEFLECTION L/d 14.889 Allowed 47.478 SHEAR V kN 40.1 Link 40.1
v N/mm 0.575 8 0.575
vc N/mm 0.408 Nominal 0.408LINKS R8 @ 250 for 500 R8 @ 250 R8 @ 250 for 500
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm
b 1.00 ~ 1.00DESIGN d mm -81.0 -45.5 -57.0
As mm #DIV/0! #DIV/0! #DIV/0! As' mm #DIV/0! #DIV/0! #DIV/0!
TOP STEEL Layer 1 #DIV/0! T 32 #DIV/0! T 25 #DIV/0! T 16#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
As prov mm #DIV/0! As' prov #DIV/0! As prov #DIV/0!BTM STEEL Layer 1 #DIV/0! T 25 #DIV/0! T 25 #DIV/0! T 16
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! As' prov mm #DIV/0! As prov #DIV/0! As' prov #DIV/0!
DEFLECTION L/d Allowed #DIV/0!SHEAR V kN #VALUE! Link #VALUE!
v N/mm #VALUE! 8 #VALUE!vc N/mm #DIV/0! Nominal #DIV/0!
LINKS #VALUE! #DIV/0! #VALUE!legs No 2 2 2
CHECKS % As #DIV/0! #DIV/0! #DIV/0!Cover ok ok okmin S #DIV/0! #DIV/0! #DIV/0!
max S #DIV/0! #DIV/0! #DIV/0!Links
Main barsmax V #VALUE! #VALUE!
Deflection #DIV/0!
okok
#DIV/0!#DIV/0!
okok
#DIV/0!#DIV/0!
#DIV/0!#DIV/0!
okok
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BEAM 09
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Project RESIDENTIAL HOUSE IN KYANJJA
Client TONY SAKAZA Made by Date Sheet No Location FIRST FLOOR from grid 1 to 3 SNB 8-Sep-14 1
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job NoOriginated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
LOCATION Supports from grid 1 to grid 3
MATERIALS COVERS (to all steel)fcu 25 N/mm h agg 20 mm Top cover 25 mmfyl 460 N/mm gs 1.05 Btm cover 25 mm
fyv 250 N/mm gc 1.50 Side cover 25 mm
SPANS L (m) H (mm) bw (mm) hf (mm) Type bf (mm) LOADING PATTERNSPAN 1 3.35 400 200 200 R 200 min maxSPAN 2 4.95 400 200 200 R 200 DEAD 1 1.4SPAN 3 4.55 400 200 200 R 200 IMPOSED 0 1
SPAN 4 REBAR LAYERINGSPAN 5 Support steelSPAN 6 in alt layer ? Y
SUPPORTS ABOVE (m) H (mm) B (mm) End Cond BELOW (m) H (mm) B (mm) End CondSupport 1 1.00 950 200 K
Support 2 1.00 950 200 KSupport 3 1.00 950 200 KSupport 4 1.00 950 200 KSupport 5Support 6Support 7
LOADING UDLs (kN/m) PLs (kN) Position (m)Dead Imposed Position Loaded Dead Imposed Position Loaded
Span 1 Load Load from left Length Span 4 Load Load from left LengthUDL 2.8 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 130.0 2.98 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
Span 2 Span 5UDL 2.8 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 130.0 3.08 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDLSpan 3 Span 6
UDL 2.8 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 130.0 1.53 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
LOADING DIAGRAM
1 3
REACTIONS (kN)SUPPORT 1 2 3 4
ALL SPANS LOADED 6.7 188.9 200.1 44.7ODD SPANS LOADED 6.7 141.9 111.6 44.7
EVEN SPANS LOADED 0.3 61.5 106.9 2.8Characteristic Dead 4.6 11.7 13.4 6.3
Characteristic Imposed 0.2 172.5 181.4 35.9
REINFORCED CONCRETE
COUNCIL
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 7.6 5.4 18.2
b 0.85 0.70 1.30DESIGN d mm 349.0 361.0 349.0
As mm 52 36 125 As' mm
TOP STEEL Layer 1 2 T 12 2 T 12 2 T 12Layer 2
As prov mm 226 As' prov 226 As prov 226BTM STEEL Layer 1 2 T 12 2 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 226 As' prov 226
DEFLECTION L/d 9.280 Allowed 56.917 SHEAR V kN 3.4 Link 133.2
v N/mm 0.049 8 1.909
vc N/mm 0.356 Nominal 0.356LINKS R8 @ 250 for 500 R8 @ 250 R8 @ 75 for 525
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm 30.7 87.7 41.2
b 0.85 1.16 0.85DESIGN d mm 349.0 343.0 349.0
As mm 213 738 294 As' mm
TOP STEEL Layer 1 2 T 12 2 T 12 3 T 12Layer 2
As prov mm 226 As' prov 226 As prov 339BTM STEEL Layer 1 2 T 16 3 T 16 2 T 16
Layer 2 1 T 16 As' prov mm 402 As prov 804 As' prov 402
DEFLECTION L/d 14.431 Allowed 27.829 SHEAR V kN 49.2 Link 93.8
v N/mm 0.704 8 1.343vc N/mm 0.356 Nominal 0.408
LINKS R8 @ 250 for 750 R8 @ 250 R8 @ 125 for 1500legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
okok
okok
okok
okok
okok
okok
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB Sep-2014 4
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 3 LEFT CENTRE RIGHT ACTIONS M kNm 38.3 66.3 30.2
b 0.91 1.07 1.00DESIGN d mm 349.0 359.0 349.0
As mm 271 485 210 As' mm
TOP STEEL Layer 1 3 T 12 2 T 12 2 T 12Layer 2
As prov mm 339 As' prov 226 As prov 226BTM STEEL Layer 1 2 T 16 3 T 16 2 T 16
Layer 2 As' prov mm 402 As prov 603 As' prov 402
DEFLECTION 12.674 Allowed 32.448 SHEAR V kN 99.9 Link V 41.5
v N/mm 1.431 8 v 0.595vc N/mm 0.408 Nominal vc 0.356
LINKS R8 @ 115 for 1150 R8 @ 250 R8 @ 250 for 750legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 4 LEFT CENTRE RIGHT ACTIONS M kNm
b 1.00 ~ 1.00DESIGN d mm -53.0 -43.0 -59.0
As mm #DIV/0! #DIV/0! #DIV/0! As' mm #DIV/0! #DIV/0! #DIV/0!
TOP STEEL Layer 1 #DIV/0! T 12 #DIV/0! T 16 #DIV/0! T 16#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
As prov mm #DIV/0! As' prov #DIV/0! As prov #DIV/0!BTM STEEL Layer 1 #DIV/0! T 16 #DIV/0! T 16 #DIV/0! T 16
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! As' prov mm #DIV/0! As prov #DIV/0! As' prov #DIV/0!
DEFLECTION Allowed #DIV/0!SHEAR V kN #VALUE! Link #VALUE!
v N/mm #VALUE! 10 #VALUE!vc N/mm #DIV/0! Nominal #DIV/0!
LINKS #VALUE! #DIV/0! #VALUE!legs No 2 2 2
CHECKS % As #DIV/0! #DIV/0! #DIV/0!Cover ok ok okmin S #DIV/0! #DIV/0! #DIV/0!
max S #DIV/0! #DIV/0! #DIV/0!Links
Main barsmax V #VALUE! #VALUE!
Deflection #DIV/0!
okok
#DIV/0!#DIV/0!
#DIV/0!#DIV/0!
okok
okok
#DIV/0!#DIV/0!
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BEAM 10
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Project RESIDENTIAL HOUSE IN KYANJJA
Client TONY SAKAZA Made by Date Sheet No Location FIRST FLOOR from grid 1 to 3 SNB 8-Sep-14 1
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job NoOriginated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
LOCATION Supports from grid 1 to grid 3
MATERIALS COVERS (to all steel)fcu 25 N/mm h agg 20 mm Top cover 25 mmfyl 460 N/mm gs 1.05 Btm cover 25 mm
fyv 250 N/mm gc 1.50 Side cover 25 mm
SPANS L (m) H (mm) bw (mm) hf (mm) Type bf (mm) LOADING PATTERNSPAN 1 6.54 400 200 R 200 min maxSPAN 2 DEAD 1 1.4SPAN 3 IMPOSED 0 1.6
SPAN 4 REBAR LAYERINGSPAN 5 Support steelSPAN 6 in alt layer ? Y
SUPPORTS ABOVE (m) H (mm) B (mm) End Cond BELOW (m) H (mm) B (mm) End CondSupport 1 0.40 400 4550 F 0.40 400 4550 F
Support 2 0.40 400 4550 F 0.40 400 4550 FSupport 3Support 4Support 5Support 6Support 7
LOADING UDLs (kN/m) PLs (kN) Position (m)Dead Imposed Position Loaded Dead Imposed Position Loaded
Span 1 Load Load from left Length Span 4 Load Load from left LengthUDL 26.0 2.0 ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
Span 2 Span 5UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDLSpan 3 Span 6
UDL ~~~~~ ~~~~~ UDL ~~~~~ ~~~~~PL 1 ~~~~~ PL 1 ~~~~~PL 2 ~~~~~ PL 2 ~~~~~
Part UDL Part UDL
LOADING DIAGRAM
1 3
REACTIONS (kN)SUPPORT 1 2
ALL SPANS LOADED 129.5 129.5ODD SPANS LOADED 129.5 129.5
EVEN SPANS LOADED 85.0 85.0Characteristic Dead 85.0 85.0
Characteristic Imposed 6.5 6.5
REINFORCED CONCRETE
COUNCIL
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 82.3 113.0 82.3
b 0.70 1.60 0.70DESIGN d mm 327.0 343.0 327.0
As mm 673 945 673 As' mm 351 164 351
TOP STEEL Layer 1 3 T 16 2 T 12 3 T 16Layer 2 1 T 16 1 T 16
As prov mm 804 As' prov 226 As prov 804BTM STEEL Layer 1 2 T 16 3 T 16 2 T 16
Layer 2 2 T 16 As' prov mm 402 As prov 1005 As' prov 402
DEFLECTION L/d 19.067 Allowed 28.109 SHEAR V kN 108.6 Link 108.6
v N/mm 1.661 8 1.661
vc N/mm 0.565 Nominal 0.565LINKS R8 @ 105 for 1575 R8 @ 125 R8 @ 105 for 1575
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm
b 1.00 ~ 1.00DESIGN d mm -81.0 -45.5 -57.0
As mm #DIV/0! #DIV/0! #DIV/0! As' mm #DIV/0! #DIV/0! #DIV/0!
TOP STEEL Layer 1 #DIV/0! T 32 #DIV/0! T 25 #DIV/0! T 16#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
As prov mm #DIV/0! As' prov #DIV/0! As prov #DIV/0!BTM STEEL Layer 1 #DIV/0! T 25 #DIV/0! T 25 #DIV/0! T 16
#DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! As' prov mm #DIV/0! As prov #DIV/0! As' prov #DIV/0!
DEFLECTION L/d Allowed #DIV/0!SHEAR V kN #VALUE! Link #VALUE!
v N/mm #VALUE! 8 #VALUE!vc N/mm #DIV/0! Nominal #DIV/0!
LINKS #VALUE! #DIV/0! #VALUE!legs No 2 2 2
CHECKS % As #DIV/0! #DIV/0! #DIV/0!Cover ok ok okmin S #DIV/0! #DIV/0! #DIV/0!
max S #DIV/0! #DIV/0! #DIV/0!Links
Main barsmax V #VALUE! #VALUE!
Deflection #DIV/0!
okok
#DIV/0!#DIV/0!
#DIV/0!#DIV/0!
okok
okok
#DIV/0!#DIV/0!
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BEAM 11
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB 8-Sep-14 3
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 1 LEFT CENTRE RIGHT ACTIONS M kNm 1.0 1.8 2.0
b 0.85 1.00 1.15DESIGN d mm 349.0 361.0 349.0
As mm 7 12 14 As' mm
TOP STEEL Layer 1 2 T 12 2 T 12 2 T 12Layer 2
As prov mm 226 As' prov 226 As prov 226BTM STEEL Layer 1 2 T 12 2 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 226 As' prov 226
DEFLECTION L/d 4.515 Allowed 56.917 SHEAR V kN 3.6 Link 5.4
v N/mm 0.051 8 0.078
vc N/mm 0.356 Nominal 0.356LINKS R8 @ 250 for 500 R8 @ 250 R8 @ 250 for 500
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
SPAN 2 LEFT CENTRE RIGHT ACTIONS M kNm 39.1 39.7 39.2
b 0.85 1.30 0.85DESIGN d mm 349.0 361.0 349.0
As mm 277 271 278 As' mm
TOP STEEL Layer 1 3 T 12 2 T 12 3 T 12Layer 2
As prov mm 339 As' prov 226 As prov 339BTM STEEL Layer 1 2 T 12 3 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 339 As' prov 226
DEFLECTION L/d 15.374 Allowed 43.895 SHEAR V kN 52.9 Link 52.9
v N/mm 0.758 8 0.758vc N/mm 0.408 Nominal 0.408
LINKS R8 @ 250 for 500 R8 @ 250 R8 @ 250 for 500legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
okok
okok
okok
okok
okok
okok
-
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Project RESIDENTIAL HOUSE IN KYANJJA REINFORCED CONCRETE COUNCIL
Client TONY SAKAZA Made by Date Page Location FIRST FLOOR, from grid 1 to 3 SNB Sep-2014 4
CONTINUOUS BEAM (Analysis & Design) to BS 8110:1997 Checked Revision Job No
Originated from RCC41.xls on CD 1999 BCA for RCC SNB - 1
SPAN 3 LEFT CENTRE RIGHT ACTIONS M kNm 27.9 13.2 23.5
b 1.15 0.85 1.00DESIGN d mm 349.0 361.0 349.0
As mm 193 88 162 As' mm
TOP STEEL Layer 1 2 T 12 2 T 12 2 T 12Layer 2
As prov mm 226 As' prov 226 As prov 226BTM STEEL Layer 1 2 T 12 2 T 12 2 T 12
Layer 2 As' prov mm 226 As prov 226 As' prov 226
DEFLECTION 13.019 Allowed 56.917 SHEAR V kN 31.3 Link V 29.2
v N/mm 0.448 8 v 0.419
vc N/mm 0.356 Nominal vc 0.356LINKS R8 @ 250 for 500 R8 @ 250 R8 @ 250 for 500
legs No 2 2 2
CHECKS % As ok ok okCover ok ok okmin S ok ok ok
max S ok ok okLinks
Main barsmax V ok ok
Deflection ok
okok
okok
okok
-
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REFERENCE PARTICULARS OUTPUT
BS 5628; Part 11978
PROPOSED SAKAZA'S RESIDENCE IN KUNGU
DESIGN OF LOAD BEARING MASONRY WALLS
Assume a 200mm thick wall
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REFERENCE PARTICULARS OUTPUT
Loading (per m-run of wall);
Load from: DLkN/m
LLkN/m
1. Roof Trusses 2.2 4.3
2. Ring Beams 5.63. Wall from ringbeam to 1 s floor 11.44. Concrete Beams on 1 st Floor 9.35. Timber Beams on 1 s Floor 11.4 36. Wall from 1 st floor to GL 11.4
Total 51.3 7.3
Slenderness ratio;
Since there are no intersecting walls, the effective height of the wall will govern theslenderness ratio.
Vertical Design Strength f d ;
Where;
Critically loaded wall is 600mm Length
Design Philosophy;
Thus;
From which
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REFERENCE PARTICULARS OUTPUT
PROPOSED SAKAZA'S RESIDENCE IN KUNGU
DESIGN OF THE STRIP FOOTINGS
Loading (kN/m run) Characteristic Permanent Loads
Slab : 7.6kN/m 2 * 3.2m = 24.32kN/m
Concrete Beam: 25kN/m 3 * 0.2m*0.4m = 2.00kN/m
Masonry Walling: 22kN/m 3 * 8.2m*0.2m = 36.08kN/m
Roofing (Assumed) 2.5kN/m 2 * 3.2m = 8.00kN/m
Total Dead Load = 70.4kN/m
Characteristic Variable Load
Single Family Dwellings : = 2.00kN/m2
Maximum TributaryLength = 3.2m
UDL variable load 2kN/m2 * 3.2m = 6.4kN/m
Sizing of Strip Width (B)
From Geotechnical Investigation Report, at 900mm depthTest Pit 1 Test pit 2 Average
Cohesion, C (kN/mm 2) 39 36 37.5Angle of Friction, (degrees) 19 24 22
Bulk Density, (kN/m3
)17.99 18.15 18.07
Using Terzaghi's Bearing Capacity Equations for strip Footings;
B
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REFERENCE PARTICULARS OUTPUT
54.4kN
54.4kN
108.8kN
0.6m
181.333kN/m
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REFERENCE PARTICULARS OUTPUT Assume R6 bars at a spacing S
For a 1-m run;
Hence Provide R8 at 200mm centre to centre