1 PJSmith 24/01/12 PJS 25/01/12 2 3 4 5 DATE Building Regulations Part A: 2010 BS EN 1990: 2002 Basis of structural design BS EN 1991-1: Actions on structures BS EN 1993-1-1: 2005 Design of steel structures BS 5628-1:2005 Structural use of unreinforced masonry Imposed Load = 1.5 kN/m 2 Roof imposed Load = 0.6 kN/m 2 Other relevant information CLIENT PROJECT TITLE Mr E Harvey 63 Baytree Road, Weston-super-Mare, BS22 8HN SUBJECT SHEET No Structural Steelwork for Proposed Extension 1 of ISSUE TOTAL SHEETS AUTHOR DATE CHECKED BY STRUCTURAL CALCULATIONS 12004 DOCUMENT No DATE COMMENTS SUPERSEDES DOC No Relevant Building Regulations and Design Codes Intended use of structure Domestic/Residential Material data Fire Resistance Requirements General Loading Conditions Wind Loading Conditions Exposure Conditions Subsoil Conditions Foundation Type Steel grade S275; Assumed masonry compressive strength 7.3 N/mm 2 Not applicable 1 hour From BS EN 1991-1: Actions on structure and relevant National Annex Not Applicable Internal environment Not applicable PJS Peter Smith B Eng (Hons) C Eng FICE FIStructE Tel: 07557 787 351 [email protected]Copyright of the design belongs to and remains the property of PJStructures Ltd and may not be reproduced or distributed in any way or for any purposes without their written consent. PJStructures Ltd, 11 Wainwright Close, Weston-super-Mare, BS22 7QS Specimen 5 kN/m N/m 2 2 oad = 0.6 kN/m = 0.6 kN 2 ons on structure s on struct en me S (extrac ct) ct) masonry sonry ) t) ct) ( 33 33 xxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxx xxxxxxxxxxxx
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1 PJSmith 24/01/12 PJS 25/01/122345
DATE
Building Regulations Part A: 2010BS EN 1990: 2002 Basis of structural designBS EN 1991-1: Actions on structuresBS EN 1993-1-1: 2005 Design of steel structuresBS 5628-1:2005 Structural use of unreinforced masonry
Imposed Load = 1.5 kN/m2
Roof imposed Load = 0.6 kN/m2
Other relevant information
CLIENT PROJECT TITLE
Mr E Harvey 63 Baytree Road, Weston-super-Mare, BS22 8HNSUBJECT SHEET No
Note : The internal and external walls to be removed are load bearing. All work is to be undertaken in accordance with good building practice. For further information refer to BRE Good Building Guide 20 "Removal of Loadbearing walls.
Minimum100mm
bearing on mortar bed
Minimum 200mm bearing on concrete
padstone min 215mm long and
215mm deep (Grade C20). This assumes masonry has a
Analysis resultsMaximum moment; Mmax = 9.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 19.8 kN; Vmin = -19.8 kNDeflection; max = 1.2 mm; min = 0 mmMaximum reaction at support A; RA_max = 19.8 kN; RA_min = 19.8 kNUnfactored permanent load reaction at support A; RA_Permanent = 8.4 kNUnfactored variable load reaction at support A; RA_Variable = 5.6 kNMaximum reaction at support B; RB_max = 19.8 kN; RB_min = 19.8 kNUnfactored permanent load reaction at support B; RB_Permanent = 8.4 kNUnfactored variable load reaction at support B; RB_Variable = 5.6 kN
Section detailsSection type; UKB 127x76x13 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 7.6 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
76
4127
7.6
7.6
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Lateral restraintSpan 1 has lateral restraint at supports only
Effective length factorsEffective length factor in major axis; Ky = 1.000Effective length factor in minor axis; Kz = 1.000Effective length factor for torsion; KLT.A = 1.000
Analysis resultsMaximum moment; Mmax = 87.3 kNm; Mmin = 0 kNmMaximum moment span 1 segment 1; Ms1_seg1_max = 87.2 kNm; Ms1_seg1_min = 0 kNmMaximum moment span 1 segment 2; Ms1_seg2_max = 87.3 kNm; Ms1_seg2_min = 0 kNmMaximum shear; Vmax = 71.5 kN; Vmin = -68.5 kNMaximum shear span 1 segment 1; Vs1_seg1_max = 71.5 kN; Vs1_seg1_min = 0 kNMaximum shear span 1 segment 2; Vs1_seg2_max = 1.4 kN; Vs1_seg2_min = -68.5 kNDeflection segment 3; max = 4 mm; min = 0 mmMaximum reaction at support A; RA_max = 71.5 kN; RA_min = 71.5 kNUnfactored permanent load reaction at support A; RA_Permanent = 28.9 kNUnfactored variable load reaction at support A; RA_Variable = 21.7 kNMaximum reaction at support B; RB_max = 68.5 kN; RB_min = 68.5 kNUnfactored permanent load reaction at support B; RB_Permanent = 27.6 kNUnfactored variable load reaction at support B; RB_Variable = 20.8 kN
Section detailsSection type; UKB 305x102x33 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 10.8 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
102.4
6.6
312.
7
10.8
10.8
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Analysis resultsMaximum moment; Mmax = 16.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 15.1 kN; Vmin = -15.1 kNDeflection; max = 0 mm; min = 0 mmMaximum reaction at support A; RA_max = 15.1 kN; RA_min = 15.1 kNUnfactored permanent load reaction at support A; RA_Permanent = 11.2 kNMaximum reaction at support B; RB_max = 15.1 kN; RB_min = 15.1 kNUnfactored permanent load reaction at support B; RB_Permanent = 11.2 kN
Section detailsSection type; UKB 152x89x16 (Corus Advance)Steel grade; S275EN 10025-2:2004 - Hot rolled products of structural steelsNominal thickness of element; t = max(tf, tw) = 7.7 mmNominal yield strength; fy = 275 N/mm2
Nominal ultimate tensile strength; fu = 410 N/mm2
Modulus of elasticity; E = 210000 N/mm2
88.7
4.5
152.
4
7.7
7.7
Partial factors - Section 6.1Resistance of cross-sections; M0 = 1.00Resistance of members to instability; M1 = 1.00Resistance of tensile members to fracture; M2 = 1.10
Lateral restraintSpan 1 has lateral restraint at supports only
Effective length factorsEffective length factor in major axis; Ky = 1.000Effective length factor in minor axis; Kz = 1.000Effective length factor for torsion; KLT.A = 1.000
Check design bearing at 0.4 h below the bearing levelSlenderness ratio; hef / tef = 24.00Eccentricity at top of wall; ex = 0.0 mmFrom BS5628:1 Table 7Capacity reduction factor; = 0.61Length of bearing distributed at 0.4 h; ld = 1060 mm
Maximum bearing stress; fca = F / (ld t) = 0.194 N/mm2
Allowable bearing stress; fcp = fk / m = 1.106 N/mm2
PASS - Allowable bearing stress at 0.4 h below bearing level exceeds design bearing stress
MASONRY BEARING DESIGN TO BS5628-1:2005TEDDS calculation version 1.0.03
Masonry detailsMasonry type; Aggregate concrete blocks (25% or less formed voids)Compressive strength of unit; punit = 7.3 N/mm2
Mortar designation; iiiLeast horizontal dimension of masonry units; lunit = 100 mmHeight of masonry units; hunit = 215 mmCategory of masonry units; Category IICategory of construction control ; NormalPartial safety factor for material strength; m = 3.5Thickness of load bearing leaf; t = 100 mmEffective thickness of masonry wall; tef = 100 mmHeight of masonry wall; h = 2400 mmEffective height of masonry wall; hef = 2400 mm
B
Beam to span in plane of wall
Spreader
hs
t
lb
ls
Bearing detailsBeam spanning in plane of wallWidth of bearing; B = 100 mmLength of bearing; lb = 200 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 = 7.3 N/mm2
Check design bearing with a spreaderLoading acts eccentrically - stress distribution similar to semi-infinite beam on elastic foundationModulus of elasticity of masonry wall; Ew = 700 fk = 4.5 kN/mm2
Modulus of elasticity of spreader beam; Eb = 30 kN/mm2
Modulus of wall; k = Ew / h = 1.9 N/mm3
Moment of inertia of spreader beam; Ib = t hs3 / 12 = 82.8 106 mm4
Constant; = (t k / (4 Eb Ib))1/4 = 2.08 10-3 mm-1
Maximum bearing stress; fca = k F / (2 3 Eb Ib) = 3.130 N/mm2
Allowable bearing stress; fcp = bear fk / m = 3.657 N/mm2
Check design bearing at 0.4 h below the bearing levelSlenderness ratio; hef / tef = 24.00Eccentricity at top of wall; ex = 0.0 mmFrom BS5628:1 Table 7Capacity reduction factor; = 0.61Length of bearing distributed at 0.4 h; ld = 1160 mm
Maximum bearing stress; fca = F / (ld t) = 0.648 N/mm2
Allowable bearing stress; fcp = fk / m = 1.106 N/mm2
PASS - Allowable bearing stress at 0.4 h below bearing level exceeds design bearing stress