The Good Shepherd Foundation Unit - St Anne's Building Structural … · 2020-06-18 · 3.0 Design...

The Good Shepherd Foundation Unit - St Anne's Building

Structural Report

Tunstall Smith King Limited

29 Stoney Street

Nottingham, NG1 1LP

T: 0115 922 9863

E: [email protected]

W: tskconsulting.co.uk

Registered in England and Wales

Registered Number: 9640811

Registered Office: 129a Middleton Boulevard,

Wollaton Park, Nottingham, NG8 1FW

Company Directors:

Garry Tunstall BEng (Hons) CEng MIStructE

Peter Smith BEng (Hons) CEng MIStructE

Stephen King BEng (Hons) CEng MIStructE

The Good Shepherd Catholic Academy

Structural Calculations

Job number. 220062 Status: C1

Revision: C1 Date: May 20

Project: 220086

Structural Calculations i Tunstall Smith King Limited

Document Control

Revision C1 Date 21/05/20 Prepared By JS Checked By GT

Remarks: Building Control Submission

Project: 220086

Structural Calculations ii Tunstall Smith King Limited

Contents

1.0 Introduction Page 1

2.0 Proposed Works Page 1

3.0 Design Codes and Software Page 1

4.0 Calculations Page 2

Project: 220086

Structural Calculations 1 Tunstall Smith King Limited

1.0 Introduction Tunstall Smith King have been appointed to carry out the structural design requirements to enable the removal of a load bearing wall at the Good Shepherd Catholic Academy School in Woodthorpe, Nottingham. The site address is: The existing school is a traditional single storey masonry building with the pitched roof comprising timber trusses battens and tiles.

2.0 Proposed Works

It is proposed that the school is altered internally to provide a layout that better fulfils the schools needs. This includes the removal of both non-loadbearing and loadbearing walls with the addition of new partitions to create the desired layout.

3.0 Design Codes and Software Design Codes BS 5950: Part 1: 2000 Structural use of steelwork. Part 1: Code of practice for rolled sections and

welded sections BS 6399: Part 1: 1996 BS 6399: Part 3: 1988

Loading for buildings. Part 1: Code of practice for dead & imposed loads. Loadings for buildings. Part 3: Code of practice for imposed roof loads.

BS 8110: Part 1: 1997 Structural use of concrete. Part 1: Code of practice for design and construction.

Project: 220086

Structural Calculations 2 Tunstall Smith King Limited

4.0 Calculations

2No. 203x133x25 UB'S BOLTEDTOGETEHR WITH TUBULAR SPACERSAND M12 BOLTS @ 450 CENTRES

TO REDUCE THE NUMBEROF PROPS REQUIRED,PROP ONE SIDE OF THEROOF FIRST AND INSTALLTHE CORRESPONDINGBEAM, REMOVE PROPSONCE BEAM IN PLACE ANDREPEAT TO THE OTHERSIDE OF THE ROOF.

PROVIDE NEW JOISTHANGER TO FIX TRUSS TOADJACENT GIRDER PRIORTO REMOVING MASONRYWALL

ROOF TRUSS APPEARS TOBE PACKED TIGHTLY TOWALL PROPOSED TO BEREMOVED.

EXIS

TING

GIR

DER

TRUS

S

SPAN OFEXISTING ROOFTRUSSES

SECTION THROUGH RETAINING WALL

revision

drawndatescale (s)

projectsketch title

P1

JSMay / 20201:50 @ A3

Ground floor plan showing structure over The Good Shepherd Catholic Academy

rev date by chk descriptionP1 20/05/20 JS GT Preliminary

drawing status

Preliminaryproject no.

220062

This drawing is to be read in conjunction with all relevant architects,engineers and specialist drawings and specifications.

Do not scale from this drawing.

drawing no.

S/1000

PROVIDE MASONRYPADSTONE - 225 LONG X225 DEEP (3No. COURSES)WITH 150mm BEARINGFROM BEAM


220062

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Beam Design

Start page no./Revision

1

Calcs by

JS

Calcs date

20/05/2020

Checked by Checked date Approved by Approved date

STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1

TEDDS calculation version 3.0.07

Load Envelope - Combination 1

0.0

12.645

mm 3800

1A B

Bending Moment Envelope

0.0

22.823

kNm

mm 3800

1A B

22.8

Shear Force Envelope

0.0

24.025

-24.025

kN

mm 3800

1A B

24.0

-24.0

Support conditions

Support A Vertically restrained

Rotationally free

Support B Vertically restrained

Rotationally free

Applied loading

Beam loads Dead self weight of beam × 1

Dead full UDL 4.5 kN/m

Imposed full UDL 3.75 kN/m

Load combinations

Load combination 1 Support A Dead × 1.40

Imposed × 1.60

Dead × 1.40

Imposed × 1.60

Support B Dead × 1.40

Imposed × 1.60

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Beam Design


2

Calcs by

JS

Calcs date

20/05/2020


Analysis results

Maximum moment; Mmax = 22.8 kNm; Mmin = 0 kNm

Maximum shear; Vmax = 24 kN; Vmin = -24 kN

Deflection; δmax = 4.8 mm; δmin = 0 mm

Maximum reaction at support A; RA_max = 24 kN; RA_min = 24 kN

Unfactored dead load reaction at support A; RA_Dead = 9 kN

Unfactored imposed load reaction at support A; RA_Imposed = 7.1 kN

Maximum reaction at support B; RB_max = 24 kN; RB_min = 24 kN

Unfactored dead load reaction at support B; RB_Dead = 9 kN

Unfactored imposed load reaction at support B; RB_Imposed = 7.1 kN

Section details

Section type; UKB 203x133x25 (Tata Steel Advance)

Steel grade; S275

From table 9: Design strength py

Thickness of element; max(T, t) = 7.8 mm

Design strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2

133.2

5.7

20

3.2

7.8

7.8

Lateral restraint

Span 1 has lateral restraint at supports only

Effective length factors

Effective length factor in major axis; Kx = 1.00

Effective length factor in minor axis; Ky = 1.00

Effective length factor for lateral-torsional buckling; KLT.A = 1.20; + 2 × D

KLT.B = 1.20; + 2 × D

Classification of cross sections - Section 3.5

ε = √[275 N/mm2 / py] = 1.00

Internal compression parts - Table 11

Depth of section; d = 172.4 mm

d / t = 30.2 × ε <= 80 × ε; Class 1 plastic

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Beam Design


3

Calcs by

JS

Calcs date

20/05/2020


Outstand flanges - Table 11

Width of section; b = B / 2 = 66.6 mm

b / T = 8.5 × ε <= 9 × ε; Class 1 plastic

Section is class 1 plastic

Shear capacity - Section 4.2.3

Design shear force; Fv = max(abs(Vmax), abs(Vmin)) = 24 kN

d / t < 70 × εWeb does not need to be checked for shear buckling

Shear area; Av = t × D = 1158 mm2

Design shear resistance; Pv = 0.6 × py × Av = 191.1 kN

PASS - Design shear resistance exceeds design shear force

Moment capacity - Section 4.2.5

Design bending moment; M = max(abs(Ms1_max), abs(Ms1_min)) = 22.8 kNm

Moment capacity low shear - cl.4.2.5.2; Mc = min(py × Sxx, 1.2 × py × Zxx) = 70.9 kNm

Effective length for lateral-torsional buckling - Section 4.3.5

Effective length for lateral torsional buckling; LE = 1.2 × Ls1 + 2 × D = 4966 mm

Slenderness ratio; λ = LE / ryy = 160.099

Equivalent slenderness - Section 4.3.6.7

Buckling parameter; u = 0.877

Torsional index; x = 25.605

Slenderness factor; v = 1 / [1 + 0.05 × (λ / x)2]0.25 = 0.763

Ratio - cl.4.3.6.9; βW = 1.000

Equivalent slenderness - cl.4.3.6.7; λLT = u × v × λ × √[βW] = 107.086

Limiting slenderness - Annex B.2.2; λL0 = 0.4 × (π2 × E / py)0.5 = 34.310

λLT > λL0 - Allowance should be made for lateral-torsional buckling

Bending strength - Section 4.3.6.5

Robertson constant; αLT = 7.0

Perry factor; ηLT = max(αLT × (λLT - λL0) / 1000, 0) = 0.509

Euler stress; pE = π2 × E / λLT2 = 176.4 N/mm2

φLT = (py + (ηLT + 1) × pE) / 2 = 270.7 N/mm2

Bending strength - Annex B.2.1; pb = pE × py / (φLT + (φLT2 - pE × py)0.5) = 113.4 N/mm2

Equivalent uniform moment factor - Section 4.3.6.6

Moment at quarter point of segment; M2 = 17.1 kNm

Moment at centre-line of segment; M3 = 22.8 kNm

Moment at three quarter point of segment; M4 = 17.1 kNm

Maximum moment in segment; Mabs = 22.8 kNm

Maximum moment governing buckling resistance; MLT = Mabs = 22.8 kNm

Equivalent uniform moment factor for lateral-torsional buckling;

mLT = max(0.2 + (0.15 × M2 + 0.5 × M3 + 0.15 × M4) / Mabs, 0.44) = 0.925

Buckling resistance moment - Section 4.3.6.4

Buckling resistance moment; Mb = pb × Sxx = 29.2 kNm

Mb / mLT = 31.6 kNm

PASS - Buckling resistance moment exceeds design bending moment

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Beam Design


4

Calcs by

JS

Calcs date

20/05/2020


Check vertical deflection - Section 2.5.2

Consider deflection due to dead and imposed loads

Limiting deflection;; δlim = min(15 mm, Ls1 / 360) = 10.556 mm

Maximum deflection span 1; δ = max(abs(δmax), abs(δmin)) = 4.808 mm

PASS - Maximum deflection does not exceed deflection limit

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Masonry Bearing Design


1

Calcs by

JS

Calcs date

20/05/2020


MASONRY BEARING DESIGN TO BS5628-1:2005

TEDDS calculation version 1.0.06

Masonry details

Masonry type; Aggregate concrete blocks (25% or less formed voids)

Compressive strength of unit; punit = 3.6 N/mm2

Mortar designation; iii

Least horizontal dimension of masonry units; lunit = 100 mm

Height of masonry units; hunit = 215 mm

Category of masonry units; Category II

Category of construction control ; Normal

Partial safety factor for material strength; γm = 3.5

Thickness of load bearing leaf; t = 100 mm

Effective thickness of masonry wall; tef = 133 mm

Height of masonry wall; h = 2500 mm

Effective height of masonry wall; hef = 2500 mm

B

Beam to span in plane of wall

Spreader

hs

t

lb

ls

Bearing details

Beam spanning in plane of wall

Width of bearing; B = 100 mm

Length of bearing; lb = 150 mm

Compressive strength from Table 2 BS5628:Part 1 - aggregate concrete blocks (25% or less formed voids)

Mortar designation; Mortar = "iii"

Block compressive strength; punit = 3.6 N/mm2

Characteristic compressive strength (Table 2c); fkc = 1.70 N/mm2

Characteristic compressive strength (Table 2d); fkd = 3.50 N/mm2

Height of solid block; hunit = 215.0 mm ;

Least horizontal dimension; lunit = 100.0 mm

Block ratio; ratio = hunit / lunit = 2.2

TSK Consulting

37 Wollaton Road

Beeston

NG9 2NG

Project


Job no.

220062

Calcs for

Masonry Bearing Design


2

Calcs by

JS

Calcs date

20/05/2020


Ratio between 0.6 and 4.5 - OK

Characteristic compressive strength; fk = 3.50 N/mm2

Loading details

Characteristic concentrated dead load; Gk = 9 kN

Characteristic concentrated imposed load; Qk = 7 kN

Design concentrated load; F = (Gk × 1.4) + (Qk × 1.6) = 23.8 kN

Characteristic distributed dead load; gk = 4.5 kN/m

Characteristic distributed imposed load; qk = 3.8 kN/m

Design distributed load; f = (gk × 1.4) + (qk × 1.6) = 12.3 kN/m

Masonry bearing type

Bearing type; Type 2

Bearing safety factor; γbear = 1.50

Check design bearing without a spreader

Design bearing stress; fca = F / (B × lb) + f / t = 1.710 N/mm2

Allowable bearing stress; fcp = γbear × fk / γm = 1.500 N/mm2

FAIL - Design bearing stress exceeds allowable bearing stress, use a spreader

Spreader details

Length of spreader; ls = 225 mm

Depth of spreader; hs = 215 mm

Edge distance; sedge = max(0 mm, xedge – (ls - B) / 2) = 0 mm

Spreader bearing type

Bearing type; Type 3

Bearing safety factor; γbear = 2.00

Check design bearing with a spreader

Loading acts eccentrically - stress distribution similar to semi-infinite beam on elastic foundation

Modulus of elasticity of masonry wall; Ew = 700 × fk = 2.5 kN/mm2

Modulus of elasticity of spreader beam; Eb = 30 kN/mm2

Modulus of wall; k = Ew / h = 1.0 N/mm3

Moment of inertia of spreader beam; Ib = t × hs3 / 12 = 82.8×106 mm4

Constant; γ = (t × k / (4 × Eb × Ib))1/4 = 1.77×10-3 mm-1

Classification of spreader; γ × ls = 0.40

Short

WARNING! - γ × ls <= 5: Spreader does not meet requirements for semi-infinite classification

Maximum bearing stress; fca = k × F / (2 × γ3 × Eb × Ib) + f / t = 0.966 N/mm2

Allowable bearing stress; fcp = γbear × fk / γm = 2.000 N/mm2

PASS - Allowable bearing stress exceeds design bearing stress

Check design bearing at 0.4 × h below the bearing level

Slenderness ratio; hef / tef = 18.80

Eccentricity at top of wall; ex = 0.0 mm

From BS5628:1 Table 7

Capacity reduction factor; β = 0.81

Length of bearing distributed at 0.4 × h; ld = 1150 mm

Maximum bearing stress; fca = F / (ld × t) + f / t = 0.330 N/mm2

Allowable bearing stress; fcp = β × fk / γm = 0.809 N/mm2

PASS - Allowable bearing stress at 0.4 × h below bearing level exceeds design bearing stress

WET AREA

VERANDAH

RECEPTION CLASS

TOILETS

STAFF / Baby Change

STORE

KITCHEN / UTIL

COAL STORE

CLASSROOM

BOILERS

CUP'D

QUIET ROOM

RESOURCE

STORE

MEETING

ROOM /

SEN

LIBRARY

FE- CUP'D

MALE

CLOAKS

PRACTICAL AREA

CLASSROOMCLASSROOM

MALE

CLASSROOM

QUIET AREA

QUIET AREA

ST ANNE'S BLOCK

CLASSROOM

Decorations & Flooring

Key

Walls to be removed

New partitions

Decorations

Flooring

Doors (2nr in total)

WET AREA

VERANDAH

RECEPTION CLASS

TOILETS

STAFF / Baby Change

STORE

KITCHEN / UTIL

COAL STORE

CLASSROOM

BOILERS

CUP'D

QUIET ROOM

RESOURCE

STORE

MEETING

ROOM /

SEN

LIBRARY

FE- CUP'D

MALE

CLOAKS

PRACTICAL AREA

CLASSROOMCLASSROOM

MALE

CLASSROOM

QUIET AREA

QUIET AREA

ST ANNE'S BLOCK

CLASSROOM

Door and partition to be removed.

Walls and ceiling are to repaired.

Floor is to be jointed / thershold strip installed.

Existing wash station to be removed and disposed

External door set to be removed and back filled

in accordance to specification.

Existing partition to be removed, including fixtures and

fixings, door is to be removed and back filled in accordance

with the specification, ceiling to be repaired

(pattress and painted)

Existing walls to be removed, allow for works identified

within structural engineers reports.

All existing fixtures and fixings are to be removed carefully

and disposed.

Proposals & General Notes

New privacy screen, including cubicles, WC, WHB,

all in accordance with specification

Mechanical & Electrical alterations will be required,

this to be contractor design for this element.

Requirements have been stipulated within the

Schedule of Work.

Storeroom

P r e l i m i n a r yF o r A p p r o v a l

T e n d e r I s s u eC o n s t r u c t i o n I s s u e

P l a n n i n g I s s u e B u i l d i n g R e g . I s s u e

A s B u i l t

© copyright

D r a w i n g I s s u e N o t e s :

R e v I s s u e D a t e R e v i s i o n N o t e s :

R e v i s i o n

P r o p e r t y R e f

D r a w i n g N o .

D r a w i n g T i t l e

D a t e

S c a l e

D r a w n

P r o j e c t

C h e c k e d

G e n e r a l N o t e s

F u r n i t u r e L a y o u t I s s u e

The Good Shepherd, St Anne's Building Alterations

The Good Shepherd, St Anne's

Proposed Works,

2213-502-1201

29/04/2020

A3 @ 1:200

JE

HR

A **/**/**** XXXXXXXXXXXXXXXXXXXX

Copyright of this drawing belongs to Make Consulting and its

subsidiary and associated companies and no part thereof may be

reproduced or utilised in any way whatsoever without the prior written

consent of Make Consulting.

DO NOT SCALE

Figured dimensions shall be taken in preference to scaled

dimensions and any discrepancies or errors are to be referred to the

Designer. Contractors, sub-contractors and suppliers must verify all

dimensions on site before commencing work or making any

fabrication drawings.

2No. 203x133x25 UB'S BOLTEDTOGETEHR WITH TUBULAR SPACERSAND M12 BOLTS @ 450 CENTRES

TO REDUCE THE NUMBEROF PROPS REQUIRED,PROP ONE SIDE OF THEROOF FIRST AND INSTALLTHE CORRESPONDINGBEAM, REMOVE PROPSONCE BEAM IN PLACE ANDREPEAT TO THE OTHERSIDE OF THE ROOF.

PROVIDE NEW JOISTHANGER TO FIX TRUSS TOADJACENT GIRDER PRIORTO REMOVING MASONRYWALL

ROOF TRUSS APPEARS TOBE PACKED TIGHTLY TOWALL PROPOSED TO BEREMOVED.

EXIS

TING

GIR

DER

TRUS

S

SPAN OFEXISTING ROOFTRUSSES

SECTION THROUGH RETAINING WALL

revision

drawndatescale (s)

projectsketch title

P1

JSMay / 20201:50 @ A3

Ground floor plan showing structure over The Good Shepherd Catholic Academy

rev date by chk descriptionP1 20/05/20 JS GT Preliminary

drawing status

Preliminaryproject no.

220062

This drawing is to be read in conjunction with all relevant architects,engineers and specialist drawings and specifications.

Do not scale from this drawing.

drawing no.

S/1000



The Good Shepherd Foundation Unit - St Anne's Building Structural … · 2020-06-18 · 3.0 Design...

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Transcript of The Good Shepherd Foundation Unit - St Anne's Building Structural … · 2020-06-18 · 3.0 Design...