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Panel 1 100%

BS8110 REF CALCULATIONS OUTPUT SLAB PANEL P1 3150 mm 5225 mm TWO-WAY SPANNING SLAB Longer span of slab Shorter span of slab Thickness of slab Characteristic strength of concrete 5.23 3.15 150 25 Characteristic strength of steel Density of concrete Diamater of steel proposed 410 N/mm 3 2400 kg/m 12 mm    Table 3.3 Table 3.4     3.3 DURABILITY AND FIRE RESISTANCE Nominal cover for mild conditions of exposure = 20mm Max fire resistance of 150mm slab with 20mm LOADING ON SLAB Finishes Partitions [minimum] Characteristic dead load Characteristic imposed load 3.2.1.2.2 2 cover = 1½hr >

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Panel 3 99%

BS8110 REF CALCULATIONS OUTPUT SLAB PANEL P3 5225 mm 6225 mm TWO-WAY SPANNING SLAB    Longer span of slab Shorter span of slab Thickness of slab    Characteristic strength of concrete Characteristic strength of steel Density of concrete Diamater of steel proposed Table 3.3 Table 3.4  3.3 DURABILITY AND FIRE RESISTANCE Nominal cover for mild conditions of exposure = 20mm Max fire resistance of 150mm slab with 20mm LOADING ON SLAB 2 410 N/mm 3 2400 kg/m 12 mm cover = 1½hr >

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Panel 4 99%

BS8110 REF CALCULATIONS OUTPUT SLAB PANEL P4 2225 mm 3150 mm TWO-WAY SPANNING SLAB    Longer span of slab Shorter span of slab Thickness of slab    Characteristic strength of concrete Characteristic strength of steel Density of concrete Diamater of steel proposed Table 3.3 Table 3.4  3.3 DURABILITY AND FIRE RESISTANCE Nominal cover for mild conditions of exposure = 20mm Max fire resistance of 150mm slab with 20mm LOADING ON SLAB 2 410 N/mm 3 2400 kg/m 12 mm cover = 1½hr >

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Panel 6 99%

CALCULATIONS PANEL P6 BS8110 REF OUTPUT 3112.5 mm 4225 mm TWO-WAY SPANNING SLAB        Longer span of slab Shorter span of slab Thickness of slab Characteristic strength of concrete Characteristic strength of steel Density of concrete Diamater of steel proposed 4.23 3.11 150 20 410 2400 12 m m mm N/mm2 N/mm2 kg/m3 mm 3.3 DURABILITY AND FIRE RESISTANCE Table 3.3 Table 3.4 Nominal for mild conditions of exposure = 20mm Max firecover resistance of 150mm slab with 20mm cover = 1½hr >

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HOW TO CREATE PDF USING JAVA WITH FORMATTING TEXT 93%

https://www.pdf-archive.com/2015/11/22/how-to-create-pdf-using-java-with-formatting-text/

22/11/2015 www.pdf-archive.com

summer spanish flyer 93%

Spanish Summer Program Staying in DC this Summer?

https://www.pdf-archive.com/2012/03/29/summer-spanish-flyer/

29/03/2012 www.pdf-archive.com

GANTRY AND SEMI GANTRY CRANES - 2P 90%

https://www.pdf-archive.com/2019/01/27/gantry-and-semi-gantry-cranes---2p/

27/01/2019 www.pdf-archive.com

TH Creds 1 June 2015 (2) (1) 88%

Talenthouse  The world’s creative department Art Works Talenthouse is a global online collaboration platform and creative community of artists, filmmakers, Art/Design Music Photography musicians, designers and photographers spanning 175 countries.

https://www.pdf-archive.com/2015/06/03/th-creds-1-june-2015-2-1/

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Activities list & Attributes Resourcerequirements 85%

https://www.pdf-archive.com/2017/12/07/activities-list-attributes-resourcerequirements/

07/12/2017 www.pdf-archive.com

Wing Structural Technical Paper 1 84%

https://www.pdf-archive.com/2014/12/31/wing-structural-technical-paper-1/

31/12/2014 www.pdf-archive.com

acculader 84%

De spanning hoeft maar iets onder de 12,4 volt te zakken en het gaat al mis.

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AcademicTranscript 81%

https://www.pdf-archive.com/2011/04/01/academictranscript/

01/04/2011 www.pdf-archive.com

HOKOYO press release main (1) 80%

Featuring campaign-only access to limited edition media spanning cassette to vinyl, hip hop fans are invited on a musical journey that spans the globe.

https://www.pdf-archive.com/2014/11/30/hokoyo-press-release-main-1/

30/11/2014 www.pdf-archive.com

A12 Wet Bars 80%

QTY: 25 REVISIONS 1 adj.

https://www.pdf-archive.com/2016/12/23/a12-wet-bars/

23/12/2016 www.pdf-archive.com

EDUCGEN CURR 80%

https://www.pdf-archive.com/2017/02/12/educgen-curr/

12/02/2017 www.pdf-archive.com

Panel 2 80%

Ref Design Calculations ONE-WAY SPANNING SLAB (PANEL 5) 12.92 N/mm2 BS 8110 1725 Output mm Depth of slab Span of Slab 150 mm 1725 mm 2 25 N/mm 2 410 N/mm 25 mm 12 mm 3 2400 kg/m 119 mm Characteristic strength of concrete Characteristic strength of steel Concrete Cover Diameter of Main bar 3.4.4.4 Concrete Density Effective Depth LOADING Slab Self Weight Partition allowance Finishes Total Dead load Imposed Load Ultimate Dead Load Moment K= Lever arm, z,     3.6 1.2 1.0 5.8 3 12.92 4.81    Area of steel required, Provide kNm 0.0136  0.95 d 113.05 mm M 0.95 f y z  A s Y 2 N/mm 2 N/mm 2 N/mm 2 N/mm 2 N/mm2 N/mm 12 at  250 452.6  109.14  Minimum reinforcement area 195 Distribution Reinforcement 0.13% ℎ As(req) 195  a t Provide 12 300 Y 377.14 Deflection Check Basic 26   Table 3.9   Moment redistribution factor Tension reinforcement area provided Tension reinforcement area required 1.0 452.57 109.14    fs Design service stress  Table 3.10 3.12.11.2.7  Modification factor Permissible Actual Crack Check Allowable crack width  2 f y Asreq 3Asprov * 1 b 2 65.91 N/mm 0.34 0.55  (477  fs )  2.0 M ) bd2 120(0.9   52.00 14.50   2.00 3d OK 357 OK You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

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Panel 5 80%

Ref Design Calculations ONE-WAY SPANNING SLAB (PANEL 5) 12.92 N/mm2 BS 8110 2225 Output mm Depth of slab Span of Slab 150 mm 2225 mm 2 25 N/mm 2 410 N/mm 25 mm 12 mm 3 2400 kg/m 119 mm Characteristic strength of concrete Characteristic strength of steel Concrete Cover Diameter of Main bar 3.4.4.4 Concrete Density Effective Depth LOADING Slab Self Weight Partition allowance Finishes Total Dead load Imposed Load Ultimate Dead Load Moment K= Lever arm, z,    3.6 1.2 1.0 5.8 3 12.92 8.00     Area of steel required, Provide 0.0226  Y 12 at  250 452.6  kNm 0.95 d 113.05 mm M 0.95 f y z  A s N/mm2 N/mm2 N/mm2 N/mm2 N/mm22 N/mm 181.57  Minimum reinforcement area 195 Distribution Reinforcement 100 0.13% ℎ As(req) 195  a t Provide 12 250 Y 452.57 Deflection Check Basic 26   Table 3.9   Moment redistribution factor Tension reinforcement area provided Tension reinforcement area required fs Design service stress  Table 3.10 3.12.11.2.7  Modification factor Permissible Actual Crack Check Allowable crack width     2 f y Asreq 0.56 0.55 3Asprov * 1 b (477  fs )  2.0 M ) bd2 120(0.9   109.66 N/mm2 2.00 52.00 18.70   1.0 452.57 181.57 3d OK 357 OK

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