structural calculations - simkin construction€¦ · · 2016-01-26structural calculations ......

Structural Calculations

Project Lucknow School

Project Number 15‐351

Document Control

Date Version Extent of Revision Status

14 January 2015 A Original Review

Calculations prepared for Timely Consultants and SDC Design Tim Pike Sigma Consulting Engineers Ltd CPEng 161118

Alterations are proposed to two existing buildings at Lucknow School and a review of the wall bracing is required. The two buildings are the library and administration blocks. Library The library was constructed in stages in 2001, 2004 and 2008. Drawings are available for all three stages and it can be determined that the three sections of wall that are to be altered do not include any bracing elements. See the marked up plan on the following page.

Administration Building

The administration building was altered in 1997 (Michael Newby Associates) and bracing calculations are available. The current alterations include the removal of walls that incorporate bracing elements so it is necessary to evaluate the building. Some 1997 elements will remain. BRANZ Maps suggest a “Medium” wind zone Earthquake Zone 3 Building Importance Level 2 Refer to attached Gib Ezy‐Brace spreadsheet for demand calculation Bracing demand = 696BU EQ and 418BU Wind Along, 542BU Wind Across

Existing wall bracing along = 500BU wind and 440BU EQ

Existing wall bracing across = 650BU wind and 607BU EQ

Add 1‐BL1 (H) x 3.6 m in along direction and 1‐BL1 (H) x 3.2m in across direction to result in:

Existing wall bracing along = 961BU wind and 814BU EQ

Existing wall bracing across = 1060BU wind and 940BU EQ

Add 2‐BL1(H) elements to front wall also to ensure that all of the external walls include some wall

bracing. See attached marked up floor plan

Client Lucknow School Project No 15-351

Project Library & Admin Alterations Revision A

Location Elliot Cres Havelock North Date 14 January 2015

Designer SDC Design Ltd Page No 01

Beam over Staffroom 150PGC beam designed by Flexure Ltd in 2005, to span 4.1 metres. Wall removal means that the beam is now required to span 5.2 metres. Utilise Flexure Ltd information. Beam supports a point load 2.4 metres from the exterior wall – design as being central in span G = 5.9 kN Q = 4.9 kN Wu = 10.8 kN G+Q = 10.8 kN 1.2G+1.5Q = 14.4 kN 0.9G‐Wu = ‐5.5 kN M* = (14.4*5.2/4) = 19 kNm 150PFC: ΦMb = 22 kNm (mid‐span restraint) and deflection (G) = 19mm = span/274 No Good 180PFC: ΦMb = 27 kNm and deflection (G) = 11mm = span/460 OK Existing 150PFC is inadequate and needs to be replaced with a 180PFC. Utilise the details prepared by Flexure Ltd – see following pages.





Roof Structure to Reception 360x88 Prolam ridge beam specified by designer to span over reception space. Support on 90x90 timber posts in accordance with section 9 of NZS 3604:2011. Ridge beam to cantilever at both ends. The front support post is supported on a lintel that spans over the front wall entry door and adjacent windows, and the design of this follows: Lintel span = 4.7 metres Bearing reaction = 8.5 kN and uplift reaction = 3.4 kN (from Prolam summary) Using Prolam calculator: 315x90 Prolam lintel required See data on following pages.





PRODUCER STATEMENT Tasman Consulting Engineers Limited has been engaged by Prowood to provide design services for the development of the Prolam Online calculator. The design has been carried out using sound and widely accepted engineering principles to the requirements of AS/NZS1170:2002, NZS3603:1993 and NZS3604:2011 using the timber properties for GL8, GL12 and GL17 glulam and LVL15. I believe on reasonable grounds that the above design will meet the requirements of clauses B1/VM1 of the Building Code Documents.

David King ME (civil, MIPENZ CPEng (no 145511) IntPE

For Tasman Consulting Engineers, PO Box 3631, Richmond, NELSON 7050 March 2015

Lucknow School 15-35114 January 2016

Customer/Project: Lucknow School 15-351Physical Address: Elliot Crescent Havelock North

Designer: Tim Pike, Sigma Consulting Engineers LtdPO Box 14-039 Mayfair, Hastings 4159 E: [email protected] P: 068700669


SN-R10047078

Admin Area Ridge BEamProlam Ridge Beam Supporting Roof and Ceiling

Building Type Office

Timber Pine, Machined

Treatment H3.2

Visual Yes

Exposed Yes

Roof Pitch 20 °

Roof Span 6.00 m

Lintel Span 5.80 m

Use Prolam PLVL8H3-400100 360 x 88mm PL8

Roof Weight Light with Ceiling

Roof Load 0.40 kPa

Live Load 0.25 kPa uniform

1.40 kN concentrated

Wind Zone Medium (37.0 m/s)

Snow Region No Snow

Capacity Ratio 1.8

Long Term Deflection 2.7 mm

Max. Bearing Reaction 8.5 kN

Load Combination 1.2G + 1.5Q

Minimum Bearing Length 35 mm

Uplift Fixing Requirements 3.375 kN Characteristic Load

PRODUCER STATEMENT Tasman Consulting Engineers Limited has been engaged by Prowood to provide design services for the development of the Prolam Online calculator. The design has been carried out using sound and widely accepted engineering principles to the requirements of AS/NZS1170:2002, NZS3603:1993 and NZS3604:2011 using the timber properties for GL8, GL12 and GL17 glulam and LVL15. I believe on reasonable grounds that the above design will meet the requirements of clauses B1/VM1 of the Building Code Documents.

David King ME (civil, MIPENZ CPEng (no 145511) IntPE

For Tasman Consulting Engineers, PO Box 3631, Richmond, NELSON 7050 March 2015


Customer/Project: Lucknow School 15-351Physical Address: Elliot Crescent Havelock North

Designer: Tim Pike, Sigma Consulting Engineers LtdPO Box 14-039 Mayfair, Hastings 4159 E: [email protected] P: 068700669


SN-R10047079

Lintel supporting Ridge BeamProlam Lintels Supporting Ridge Beam

Building Type Office

Timber Pine, Machined

Treatment H1.2

Visual No

Exposed No

Roof Pitch 20 °

Eaves 600 mm

Position of Girder Truss on Lintel 2.35 m

Setback 7.00 m

Supported Truss Span 5.70 m

Lintel Span 4.70 m

Use Prolam PL8H1-350100 315 x 90mm PL8

Roof Weight Light with Ceiling

Roof Load 0.40 kPa

Live Load 0.27 kPa uniform

1.40 kN concentrated

Wind Zone Medium (37.0 m/s)

Snow Region No Snow

Capacity Ratio 1.0

Long Term Deflection 6.1 mm

Max. Bearing Reaction 10.4 kN

Load Combination 1.2G + 1.5Q

Minimum Bearing Length 35 mm

Uplift Fixing Requirements 4.625 kN Characteristic Load

Tim Pike

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Tim Pike

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Draft Not ForConstruction

4-1997 bracing elements to this line200BU (EQ) and 240BU (wind)

1997 bracing element132BU wind, 120BU EQ





2-1997 bracing elements to this line199BU (EQ) and 206BU (wind)

New BL1(H) x 3.6m bracing element461BU wind and 374BU EQ

New BL1(H) x 3.2m bracing element410BU wind and 333BU EQ

Extg 250x100 beams

360x88 Prolam Ridge Beam

315x90 PL8 Lintel

Valley Rafters (NZS 3604:2011)

Add 2-BL1(H) bracingelements to front wall toprovide 108BU wind and122BU EQ

Rob

Rectangle

Rob

Rectangle

Rob

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