Resilience of Shelter Minimum Structural Design for...

Copyright: Quasar Management Services Pty Ltd

Resilience of Shelter Minimum Structural Design for Cyclonic Wind,

Earthquake and Tsunami Resistance

by Rod Johnston B Tech, M Eng Sc, MICD, CP Eng, NPER, MIE Aust

President – Partner Housing Australasia (Building) Incorporated


Let us pause for a moment, and remember those killed in natural disasters (just ordinary people like you and me) in the wrong place at the wrong time.

Cyclone, Earthquake & Tsunami


Cyclone Damage Cook Islands, February 2010

Photos: Cyclone Damage on Aitutaki in the Cook Islands Courtesy of D Kaunitz (Emergency Architects Australia)


Earthquake Damage Aceh Indonesia, December, 2004


Tsunami Damage Indonesia, Thailand, India, Sri Lanka – December 2004


Earthquake and Tsunami Damage Solomon Islands, April 2007


Architectural Considerations The architectural design of shelter must consider a diverse range of variables - culture, occupier aspirations, owner-occupier versus rental, land availability, planning rules, populations density, available infrastructure, low rise versus high rise - to name but a few.


Engineering Considerations By comparison, providing buildings with resilience (structural reliability) is relatively simple……. 1. A regulator determines the acceptable probabilities of collapse

and unserviceability under various combinations of permanent load, imposed load, wind load, earthquake load, tsunami load and other loads.

2. Design standards are formulated and adopted into building regulations.

3. Structural engineers produce drawings, details and specifications in accordance with the design rules.

4. Builders construct in accordance with the drawings, details and specifications.

………. or so it should be!


Engineering Consideration – Cities • Construction in cities across the region and in developed

countries is more likely to conform with building regulations.

• However, there are still many gaps in the quality of regulation, design standards, design and construction.


Engineering Consideration - Villages

• Village housing in developing countries often incorporates traditional materials and detailing, which do not have the resilience implicit in modern building regulations.

• This presentation suggests a systematic approach to achieving acceptable resilience in shelter provided as part of development and reconstruction projects, with particular emphasis on village housing in the Asia/Pacific region.


Some buildings are less prone to damage than others Although subjected to the same earthquake and tsunami, some houses remain virtually unscathed while others are destroyed or rendered unusable. The following two houses, side by side, were both subjected to the 2007 Solomon Islands earthquake and tsunami. The more substantial green “timber and concrete house” includes adequate horizontal load resistance (in the form of a strong lower storey room), while the adjacent brown “leaf house” (without any bracing) is now unserviceable and requires temporary props to prevent collapse. The common feature of all surviving houses is that they are well-built and braced (in some cases by braced lower storey walls, in other cases by diagonal bracing).


Poor design and construction contributes to failures The following pages show various examples of good and bad design or construction.

Lack of bracing


Compaction under Footings, Ring Beams and Slab-on-Ground

Unreinforced concrete slab-on-ground Sri Lanka (Trincomalee)

Pad Footings and Column Reinforcement India (Villupurum)

Pad Footings and Column Reinforcement Thailand


Reinforcement in Footings & Ring Beam

Too much reinforcement in ring beam, columns and footings wastes money and difficult to compact concrete Aceh (Lam Kruet)

Sufficient reinforcement in ring beam and grouted stone footings Aceh (Tibang)


Water in Concrete

.

Reference: Beware of excess water, Cement Concrete & Aggregates Australia, March 2006:

Strength – The strength of the concrete, and hence it’s ability to support loads, can be severely diminished by too much water in the mix.

Cracking – As water evaporates from concrete during the hardening process, there is a tendency for “early-age cracking” and “drying shrinkage cracking”. The width and extent of cracks will increase as the amount of water is increased.

Delamination – If concrete is too wet when finished, it could dry and shrink at the surface, which remaining moist underneath, causing delamination to occur.

Abrasion / Surface Dusting - Excessive moisture in concrete can lead to reduced abrasion resistance of the surface, leading to ‘dusting’ and possibly to exposure of the coarse aggregate

Durability – Concrete with excess water will be more prone to penetration by water and salts , and may exhibit increased risk of reinforcement corrosion and spalling of the surface (concrete cancer).


Reinforcement Cover in Concrete Steel reinforcement must be surrounded with sufficient thickness of well compacted concrete to prevent corrosion of the steel and spalling of the concrete, commonly known as “concrete cancer”.

Suspended concrete roof corrosion (India)

Concrete lintel reinforcement corrosion (India)

Concrete wall corrosion (Australia)


Sub-floor Bracing

Bolts too close to the end of timber brace Papua New Guinea (Mt Hagen)

Inadequate Bracing (Solomon Islands)


Wall Framing & Bracing

Inadequate Wall Bracing – Australia

Inappropriate Joint in Top Plate – PNG

Improvised Connectors – PNG

Wall Bracing – PNG (Mt Hagen)


Anchorage of Roof Tiles or Roof Sheeting

Tiles tied down – Thailand Roof sheeting tied down – Indonesia

Tiles not tied down – India Tiles not tied down – Sri Lanka


Anchorage of Roof Framing

Skew Nail - India Welded Reinforcement - Thailand

Bent reinforcement – Aceh Framed Roof - Aceh


Fixing Masonry Walls Into the Structure

Brick to Concrete Columns Indonesia (Aceh)

No ties between columns and masonry – Sri Lanka (Galle)

Bonded Masonry - Sri Lanka (Trincomalee & Batticoloa)


Quality of Bricks, Blocks & Mortar

Clay Bricks & Mortar India (Villupuram)

Concrete Blocks & Mortar Sri Lanka (Batticoloa)


Level of Technology Options Construction in rural villages could employ: • existing practices (e.g. bush rope at connections, sago palm roofs), or • modern engineering practices (e.g. bolted connections, corrugated steel roofs), or • some intermediate level or combination of the above?

Considerations Following extreme events (wind, earthquake or tsunami), it is relatively easy to replace wall and roof cladding that has been destroyed, provided the main structure is intact. The argument may be put that engineered practices (e.g. bolted connections) are too expensive to be a sustainable form of construction. In other words, once the assisted construction is complete, the unassisted construction will revert to existing practices (e.g. bush rope). The counter argument is that upgrades using modern engineered practices will ensure that the houses being upgraded will provide safety to an “acceptable” standard, rather than a level that is less than expectations;; and an example of how future construction should be carried out. Although there may be a tendency to revert to existing practices, the long term aim should be for a gradual improvement in the overall level of safety. Whilst this may be gradual, taking many years, a start should be made now. Otherwise change will never take place. Recommendation It is recommended that construction, carried out or funded, by Australian NGOs should conform with then local practices in respect of building type, materials and cladding; except that the main structural members and their connections must be capable of withstanding the following loads.


Non-structural Components Servicability All non-structural items such as windows, doors, other joinery, render and painted finishes shall be assessed against the criterion that they can operate easily without sticking and without deterioration, in the absence of on-going maintenance during the specified design life. Design Life The design life of houses shall be 10 years for non-structural items such as windows, doors, joinery, render etc.


Structural Components The following pages show the loads on typical village housing for particular locations. The loads are calculated in accordance with the following references, subject to amendment following site inspection and to suit the building regulations of the country : • Design for Ultimate Limit State – The Reference Period (design life) is 25 years and the specified

Annual Probability of Exceedance is 1 in 250, leading to a probability of exceedance during the life of 0.10. This does not mean that there is 10% probability of failure, since the “10% overload” must act on an “under-strength” component for failure to occur. Load factors (applied to the loads) and capacity reduction factors (applied to a specified “lower 5 percentile” characteristic strengths of components) ensure that the probability of failure is “low” (e.g. Target Reliability Index β = 3.1)

• Load Combinations– As per Australian and New Zealand Standard AS/NZS 1170.0 • Permanent Loads – As per Australian and New Zealand Standard AS/NZS 1170.1 • Imposed Loads – As per Australian and New Zealand Standard AS/NZS 1170.1 • Wind Loads – Analysis assumptions set out in Standards Australia AS 4055:2012 Wind loads for

housing and the wind speeds from Standards Australia HB 212 Design wind speeds for the Asia-Pacific region, 2002

• Earthquake Loads – Analysis assumptions set out in AS 1170.4:2007 Earthquake loads for Australia, EDC II, except that hazard factors appropriate to the region are selected.

• Tsunami and Flood Loads – These must be analysed on a site-by-site basis, using the method in Australian Building Codes Board Handbook, Construction of Buildings in Flood Hazard Areas, Version 2012.2. The structural components shall be designed to withstand the design event, assuming that the cladding is partially destroyed.


Structural Design Loads on Village Housing

All loads are subject to amendment following site inspection and to suit the building regulations of the country. Location: Generic Building: Small detached village building; Presenting a low degree of hazard to life and other property in case of failure; Single storey; Cladding on elevated braced timber frame OR Reinforced concrete masonry on concrete slab-on-ground; Maximum dimensions: 12.5 x 8.0 m, 2.7 m storey, Maximum eaves height 6.0 m, Maximum ridge height 8.5 m, Maximum pitch 35o

Design: Design life 25 years; Annual probability of exceedance 1 in 250; Probability of exceedance during life: 0.10

Soil: Shallow sandy clay, Characteristic internal friction angle 27o; Site classification “M”;; Ultimate bearing capacity 300 kPa.

Permanent Loads: Elevated timber building, w = 2.5 kN/m2 (floor area), Reinforced masonry building w = 3.5 kN/m2 (floor area)

Imposed Loads: Floor load 1.5 kPa; Roof load 0.25 kPa

Wind: Cyclonic, Wind Class C1 (III), V250(3,10) = 53.0 m/s, Vu = 50.0 m/s; qz u = 1.50 kPa

Earthquake: Probability k = 0.84; Hazard Z = 0.40; Subsoil = C; Ordinate Ch(T1) = 3.68; Ductility, μ = 2.00; Performance, Sp = 0.77

Tsunami: Elevation > “To be determined” m (or Distance from high-water mark “To be determined” Tsunami risk factor (1 to 10) = #

Flood: Building must not be built in or close to a watercourse, Flood risk factor (1 to 10) 0

Tsunami or Flood Cladding: To be determined Structure: To be determined

Wind: No shielding, Terrain Category 2, Topographic Category T0 Wall cladding within 1.2 of corner: +1.80 kPa, -2.70 kPa Wall cladding over 1.2 m from corners: +1.80 kPa, -1.80 kPa Roof edges: +1.43 kPa, -3.38 kPa Roof general: +1.43 kPa, -2.16 kPa Racking normal to ridge: 39.0 kN Racking parallel to ridge: 44.8 kN

Earthquake load for elevated timber building: Wall racking = 0.20 x building weight (approximately 0.40 kN/m2 floor area) Base shear = 0.47 x building weight (approximately 0.94 kN/m2 floor area) Earthquake load for reinforced masonry building: Wall racking = 0.36 x building weight (approximately 1.08 kN/m2 floor area) Base shear = 0.63 x building weight (approximately 1.93kN/m2 floor area)


Loads on Village Housing in the Asia-Pacific Region Wind Loads Wind loads shall be calculated in accordance with AS/NZS 1170.2 and HB 212 Design wind speeds for the Asia-Pacific region, both published by SAI Global. The uplift and racking pressures on the following page apply in the nominated wind classification areas for an equivalent annual probability of exceedance of 1 in 250 for a reference period (design life) of 25 years, leading to a probability of exceedance of approximately 0.10.

Wind Category Description Equation V250(3,10) m/s

Zone I - Pacific islands adjacent to the equator, East Timor, Papua New Guinea, Solomon Islands , Indonesia, Malaysia, Singapore, Inland Karnataka (India),

Strong thunderstorms and monsoon winds 70–56 R -0.1 38

Zone II (A) - South-west tip of Papua New Guinea, most of southern India, western Indial coastal strip (Mumbai, inland Madhya Pradesh, Orissa), western Mindanao

Moderately severe thunderstorms and extra-tropical gales

67–41 R -0.1 43

Zone III (B) - Coastal strips of Tamil Nadu (including Chennai), Andhra Pradesh, Orissa, Gujaret, West Bengal (including Calcutta), Assam, northern India (inclusing Delhi), central Tamil Nadu, Eastern Mindanao, Palawan(Philippines)

Severe thunderstorms and moderate or weakening typhoons or tropical cyclones

106–92 R -0.1 53

Zone IV (C) - Pacific Islands below 6oS, Tripiura & Mizoram, Ladakh (India), remainder of Philippines

Strong typhoons or tropical cyclones 122–104 R -0.1 62

Zone V (D) - Eastern Luzon (Philippines) Very strong typhoons or tropical cyclones 156–142 R -0.1 74

1. Wind speeds are for a 3 second gust, at 10 m height in open country terrain. 2.Source: HB 212 Design wind speeds for the Asia-Pacific region, Standards Australia 2002


Loads on Village Housing in the Asia-Pacific Region Wind Loads

Pressure (Any)

Suction (General)

Suction (Edges)

Suction (Corners)

Pressure (Any)

Suction (General)

Suction (Edges)

Suction (Corners)

I (N1) 35.6 0.63 -0.99 -1.80 -2.61 0.48 -0.75 -1.37 -1.99II (N2) 40.9 0.63 -0.99 -1.80 -2.61 0.63 -0.99 -1.81 -2.62III (C1) 50.0 0.95 -1.44 -2.25 -3.06 1.43 -2.16 -3.38 -4.59IV (C2) 58.6 0.95 -1.44 -2.25 -3.06 1.96 -2.97 -4.63 -6.30V (C3) 70.0 0.95 -1.44 -2.25 -3.06 2.79 -4.24 -6.62 -9.00

Ultimate Pressures and Suctions on Roofs of Houses

Wind Class

Ultimate wind speed Vu m/s

Net presure coefficient Cp,u

Net suction or pressure p kPa

5 10 15 20 25 30

N1 0.66 3.3 6.6 9.9 13.2 16.5 19.8N2 0.92 4.6 9.2 13.8 18.4 23.0 27.6

N3 C1 1.44 7.2 14.4 21.6 28.8 36.0 43.2N4 C2 2.14 10.7 21.4 32.1 42.8 53.5 64.2N5 C3 3.16 15.8 31.6 47.4 63.2 79.0 94.8N6 C4 4.26 21.3 42.6 63.9 85.2 106.5 127.8

Wind Racking Forces

NotesThis table may be used to determine approximate horizontal wind forces to be resisted by wall bracing and sub-floor bracing. Racking pressures (and the resulting forces) are approximate only, and are calculated in accordance with AS 4055 for gable ends or flat roof buildings. Pitched roofs will result in slightly lower pressures and forces.Separate consideration should be given to horizontal earthquake and/or tsunami loads.

Wind ClassRacking Pressure

kPa

Area of the building fascade facing the wind (m2)

Racking Force (kN)Pressure

(Any)Suction

(General) Suction

(Corners) Pressure

(Any)Suction

(General) Suction

(Corners)

I (N1) 35.6 0.90 -0.77 -1.35 0.68 -0.59 -1.03II (N2) 40.9 0.90 -0.77 -1.35 0.90 -0.77 -1.36III (C1) 50.0 1.2 -1.2 -1.8 1.80 -1.80 -2.70IV (C2) 58.6 1.2 -1.2 -1.8 2.47 -2.47 -3.71V (C3) 70.0 1.2 -1.2 -1.8 3.53 -3.53 -5.29

Ultimate Pressures and Suctions on Walls of Houses

Wind Class

Ultimate wind speed Vu m/s

Net pressure coefficient Cp,u

Net suction or pressure p kPa

Notes1. Pressures are determined using a combination of: HB 212:2002, AS/NZS 1170.2: 2012 and AS 4055:2012 No shielding, Terrain Category 2 (M z, cat = 0.943), Topographic Category 12. Positive indicates towards the surface (pressure). 3. Negative indicates away from the surface (suction).4. "Any" indicates "any position on the wall", and is applicable to pressure only.5. "General" indicates "any position on the wall except within 1.2 m of the corners".6. "Corners" indicates "within 1.2 m of the corner of a building".


Loads on Village Housing in the Asia-Pacific Region Earthquake Loads Earthquake loads shall be calculated in accordance with the method set out in AS 1170.4, except that hazard factors appropriate to the region are selected. The equivalent annual probability of exceedance of 1 in 250, for a reference period (design life) of 25 years, leading to a probability of exceedance during the design life of approximately 0.10 Tsunami Loads These must be analysed on a site-by-site basis, using the method in Australian Building Codes Board Handbook, Construction of Buildings in Flood Hazard Areas, Version 2012.2. The structural components shall be designed to withstand the design event, assuming that the cladding is partially destroyed. Classification = Ground level height above mean sea level + 0.01 x distance from high water mark Foundation Soil Properties The bearing capacity of foundations shall be determined using the principles set out in AS 4678 Earth retaining structures and the Terzagghi method, for a characteristic friction angle (conservative estimate of the mean), φ. Unless there is geotechnical evidence to the contrary, a characteristic friction angle (conservative estimate of the mean), φ, of 32o shall be used, corresponding to a medium compacted loose sand, as is common in many of the construction areas. A further limitation of 100 kPa shall be applied to working dead loads, to minimise the risk of settlement. It is this criterion that normally governs the design.

Site Classification Assumed Ultimate Bearing Capacity S 500 kPa M 300 kPa H 100 kPa


Typical Details for Improved Resilience The following details are relevant to elevated timber houses in the Asia-Pacific Region.


Roof Fixings and Cyclone Washers Cyclonic wind can suck the roof sheeting off the roof framing if there is an insufficient number of appropriate roofing screws, or if the roofing screws have been installed without cyclone washers. Insert roofing screws with cyclone washers through ribs at the specified spacing. Roof sheets shall be fixed through the high point of the ribs using long screws, not valley fixed. Roof sheets shall be laid in continuous lengths where practical, with the upper end turned up using the correct tool. In very high wind areas, turn the sheets down into the eaves gutter at the lower end.

AS 4055 Wind Classification N1 N2 N3 N4 C1 N5 C2 N6 C3 C4Maximum end span without cyclone washers 900 750 Not suitable Not suitableMaximum end span with cyclone washers 1,200 900 Not suitable Not suitableNumber of ribs to be fixed Every second rib Every rib Every rib Not suitable Not suitableMaximum internal span without cyclone washers 900 750 Not suitable Not suitableMaximum internal span with cyclone washers 1,200 900 Not suitable Not suitableNumber of ribs to be fixed Every third rib Every rib Every rib Not suitable Not suitable

950

1,200

Notes:1. In some cirmstances, engineering analysis of test results may give improved spans.2. Refer to roofing manufacturer's technical manuals for specification of fixing screws, details and material compatibility.3. References include: Lysaghts "Cyclonic Area Design Manual". http://www.lysaght.com/roofing

Suitable Spans and Fixing Arrangemetns of Corrugated Steel Sheeting (0.42 mm BMT)


Roof Framing Fixings Cyclonic wind can suck the roof framing off the timber wall framing if there is an insufficient number of appropriate ties, or if the ties are not correctly fixed to the wall framing.

Capacity 13.0 kN Based on AS 1684.3 Table 9.17

30 x 0.8 mm galvanised steel strap looped over the chord of the roof frame and under the top plate, and each end fixed by 5-30 x 2.8 mm φ galvanised flat-head nail.

Nominal nailing


Wall Bracing – Two Diagonally Opposed Timber or Metal Braces

Capacity 0.8 kN/m length Based on AS 1684.3 Table 8.18 (a)

1,800 to 2,700mm

Fix bottom plate to floor frame or concrete slab with nominal fixings

45 x 19 mm or 70 x 19 mm hardwood timber braces fixed to each stud and plate by 1-50 x 2.8 mm φ galvanised flat head nail OR 18 x 16 x 1.2 mm galvanised steel angle brace fixed to each stud by 1-30 x 2.8 mm φ galvanised flat-head nail and nailed to the top and bottom plates by 2-30 x 2.8 mm φ galvanised flat-head nails. Angle of braces from horizontal between 30o and 60o.

1,800 to 2,700mm


Wall Bracing – Pairs of Tensioned Metal Straps

Capacity 1.5 kN/m length Based on AS 1684.3 Table 8.18 (b)


1,800 to 2,700mm

45 x 19 mm or 70 x 19 mm hardwood timber braces fixed to each stud and plate by 1-50 x 2.8 mm φ galvanised flat head nail OR 18 x 16 x 1.2 mm galvanised steel angle brace fixed to each stud by 1-30 x 2.8 mm φ galvanised flat-head nail and nailed to the top and bottom plates by 2-30 x 2.8 mm φ galvanised flat-head nails. Angle of braces from horizontal between 30o and 60o.


Wall Bracing – Timber or Metal Angle Braces

Capacity 1.5 kN/m length Based on AS 1684.3 Table 8.18 (c)


1,800 to 2,700mm

75 x 15 mm F8 timber brace fixed to each stud and plate by 2-50 x 2.8 mm φ galvanised flat head nails OR 20 x 18 x 1.2 mm galvanised steel angle brace fixed to each stud by 2-30 x 2.8 mm φ galvanised flat-head nails Depth of notch or saw cut in studs shall not exceed 20 mm Drill if necessary to avoid end splits. Angle of braces from horizontal between 30o and 60o.

Detail 1 Four sets of ties, each 30 x 0.8 mm galvanised steel strap looped over the top or bottom plates and fixed to the stud on both sides by 3-30 x 2.8 mm φ galvanised flat head nails

Detail 1

Detail 1

Detail 1

Detail 1


Wall Bracing – Tensioned Metal Straps with Stud Straps

Capacity 3.0 kN/m length Based on AS 1684.3 Table 8.18 (d)


1,800 to 2,700mm

30 x 0.8 mm galvanised steel strap fixed to each stud by 1-30 x 2.8 mm φ galvanised flat-head nail and nailed to the top and bottom plates by 2-30 x 2.8 mm φ galvanised flat-head nails. Angle of braces from horizontal between 30o and 60o.

Detail 1

Detail 1

Detail 1

Detail 1

Detail 1 Four sets of ties, each 30 x 0.8 mm galvanised steel strap looped over the top or bottom plates and fixed to the stud on both sides by 4-30 x 2.8 mm φ galvanised flat head nails


Wall Bracing – Plywood Sheeting Without Additional Connections

Capacity 3.4 kN/m length Based on AS 1684.3 Table 8.18 (g)

Sheathed panels shall be fixed to the sub-floor. Fix the bottom plate to floor frame or concrete slab with nominal fixings.

Plywood sheets fixed: • Around perimeter to top plate, bottom plate and end

studs at 150 mm centres by 30 x 2.8 mm φ galvanised flat head nails; and

• To internal studs (and noggings where required) at 300 mm centres by 30 x 2.8 mm φ galvanised flat head nails.

Sheets may be butt jointed horizontally, provided they are fixed horizontally at the edges to noggings. Provide an additional row of nogging at half height of the wall, if required.

Minimum Plywood Thickness Stud

Spacing 450 mm 600 mm 450 mm 600 mm

Stress Grade

No nogging (except at horizontal butt joints) One row of nogging

F8 7 mm 9 mm 7 mm 7 mm F11 4.5 mm 7 mm 4.5 mm 4.5 mm F14 4 mm 6 mm 4 mm 4 mm F27 3 mm 4.5 mm 3 mm 3 mm


Sub-floor Tension Bracing

Capacity 15 kN Based on AS 1684.3 Table 8.9

Alternative Detail: Where practical, fix diagonal braces at the top directly to the bearers, to provide a more direct load path to the ground

Bearers fixed to columns with 1-M12 bolt or 2-M10 bolts

Two diagonal braces, 90 x 45 mm F11 (or stronger) hardwood, fixed to columns at the bottom and to the bearer (preferred) or column at the top by 1-M16 bolt (or stronger) . Angle of braces from horizontal between 30o and 60o.

Columns, of dimensions not less than: • 90 x 90 mm F11 (or stronger)

hardwood • 90 x 90 mm N20 (or stronger)

concrete with 1 N12 reinforcing bar • 190 x 190 mm 15 MPa reinforced

concrete masonry with 1 N12 reinforcing bar

• 90 OD x 3 mm CHS galvanised steel hollow section

3,00

0 m

axim

um

150

min

imum

130 minimum 2,000 minimum - 3,600 maximum


Sub-floor Compression Bracing

Capacity 15 kN (Nominal)

Two diagonal braces in opposing directions in two bays on each side of building, at least 90 x 90 mm or 150 mm diameter F11 (or stronger) hardwood, notched into the columns to a depth of 50 mm and fixed at the top and bottom by at least 2 – 150 x 3.15 mm φ galvanised flat head nails (or stronger) . Angle of braces from horizontal between 30o and 60o.

Columns, of dimensions not less than: • 200 x 200 mm or 250 mm diameter

F11 (or stronger) hardwood, or • 150 x 150 mm or 200 mm diameter

N20 (or stronger) concrete with 1 N12 reinforcing bar

3,00

0 m

axim

um

Bearers fixed to columns with 1-M12 bolt or 2-M10 bolts

2,000 minimum - 3,600 maximum

200

min

imum

Depth of notch 50

400

min

imum


Case Study No 1 - Houses in Mount Hagen, Papua New Guinea Partner: Vision for Homes Papua New Guinea Inc. Twelve houses constructed over a three year period.


Papua New Guinea - Structural Design Loads on Village Housing

All loads are subject to amendment following site inspection and to suit the building regulations of the country. Location: Western Highlands of Papua New Guinea Building: Small detached village building; Presenting a low degree of hazard to life and other property in case of failure; Single storey; Cladding on elevated braced timber frame OR Reinforced concrete masonry on concrete slab-on-ground; Maximum dimensions: 12.5 x 8.0 m, 2.7 m storey, Maximum eaves height 6.0 m, Maximum ridge height 8.5 m, Maximum pitch 35o


Soil: Shallow sandy-clay, Characteristic internal friction angle 27o; Site classification “M”; Ultimate bearing capacity 300 kPa.



Wind: Non-cyclonic, Wind Class I (N1), V250(3,10) 38.0 m/s, Vu = 35.8 m/s; qz u = 0.77 kPa


Tsunami: Tsunami risk factor (1 to 10) Nil


Tsunami or Flood Cladding: Nil Structure: Nil




Cook Islands Red Cross – Mangaia & Mitiaro , Cook Islands Finance, design, supervision, mentoring – Roof anchors and tie ropes for village houses

RMIT Study for Shelter Reference Group

Use of the Proof Load Site Tester The purpose is verify the capacity of connections in timber or steel frame construction, diagonal braces, anchors, tie ropes and the like, by applying a working load up to 2.0 tonnes (20 kN) to a representative sample. This is done using a 10 : 1 lever and a known load (e.g. applied by cement bags).

Anchor points on both ends under the edge of the building


Cook Islands – Structural Design Loads on Village Housing

All loads are subject to amendment following site inspection and to suit the building regulations of the country. Location: Cook Islands Building: Small detached village building; Presenting a low degree of hazard to life and other property in case of failure; Single storey; Cladding on elevated braced timber frame OR Reinforced concrete masonry on concrete slab-on-ground; Maximum dimensions: 12.5 x 8.0 m, 2.7 m storey, Maximum eaves height 6.0 m, Maximum ridge height 8.5 m, Maximum pitch 35o


Soil: Shallow sand clay, Characteristic internal friction angle 27o; Site classification “M”;; Ultimate bearing capacity 300 kPa.



Wind: Strong cyclones, Wind Class IV(C), V250(3,10) 62 m/s, Vu = 58.6 m/s; qz u = 2.06 kPa


Tsunami: Elevation > “To be determined” m (or Distance from high-water mark “To be determined_;; Tsunami risk factor (1 to 10) #


Tsunami or Flood Cladding: To be determined # Structure: To be determined #

Earthquake load for elevated timber building: Wall racking = 0.04 x building weight (approximately 0.08 kN/m2 floor area) Base shear = 0.09 x building weight (approximately 0.19 kN/m2 floor area) Earthquake load for reinforced masonry building: Wall racking = 0.07 x building weight (approximately 0.22 kN/m2 floor area) Base shear = 0.13 x building weight (approximately 0.38 kN/m2 floor area)



Case Study No 3 – Community Building in Buri, Solomon Islands Amended design of the Buri Community Centre was provided to the North Ranongga Community Association, to cater for changes necessitated by a relocation of the building to a position on the site.


Solomon Islands – Structural Design Loads on Village Housing All loads are subject to amendment following site inspection and to suit the building regulations of the country.

Location: Non-cyclonic Parts of Solomon Islands Building: Small detached village building; Presenting a low degree of hazard to life and other property in case of failure; Single storey; Cladding on elevated braced timber frame OR Reinforced concrete masonry on concrete slab-on-ground; Maximum dimensions: 12.5 x 8.0 m, 2.7 m storey, Maximum eaves height 6.0 m, Maximum ridge height 8.5 m, Maximum pitch 35o


Soil: Shallow sandy-clay, Characteristic internal friction angle 27o; Site classification “M”;; Ultimate bearing capacity 300 kPa.



Wind: Non-cyclonic, Wind Class I, V250(3,10) = 38.0 m/s, Vu = 35.6 m/s; qz u = 0.77 kPa


Tsunami: Elevation > “To be determined” m (or Distance from high-water mark “To be determined” Tsunami risk factor (1 to 10) = #


Tsunami or Flood Cladding: To be determined # Structure: To be determined #




Policy Recommendations Proposed Shelter Reference Group Policy The Shelter Reference group should formulate and document a policy aimed at ensuring consistency of approach to shelter resilience for buildings constructed by Australian NGOs as part of development and reconstruction projects. Proposed Working Group The Shelter Reference Group should form a working group to formulate such a policy. Policy Where Building Regulations are Enforced In those locations where building regulations are enacted and routinely enforced, Australian NGOs should ensure that all new construction adheres to those regulations. For example, construction in cities and in developed countries should adhere to local building regulations. Policy Where Building Regulations are Not Routinely Enforced In locations where comprehensive building regulations are either not enacted or are not routinely enforced, Australian NGOs should adopt a policy similar to the one outlined herein.


Partner Housing Australasia (Building) Incorporated

2005 >>>> 2013 >>>> future


Partner Housing Australasia (Building) Incorporated Mission Partner Housing Australasia (Building) Incorporated is a christian ministry working with families, volunteers and donors to provide building services, financial assistance and nurture for the provision of affordable housing to those in need throughout Australia and beyond. Operations Partner Housing Australasia (Building) Incorporated is an entirely volunteer organisation, providing pro-bono professional engineering, architectural and building services and funding to other organisations for housing , water supply and sanitation. Partner Housing offers three basic services:

1. Pro-bono design assistance to other NGOs carrying out construction in Australia. 2. Pro-bono “Design and Help-Desk” engineering services to other NGOs and the governments of

smaller developing Asia-Pacific countries. 3. Finance, Design, Materials-Supply and Supervision for village construction projects.

The first overseas assignment, in 2005, was the technical auditing of tsunami reconstruction in Thailand, Indonesia, India and Sri Lanka. Since then, Partner Housing has provided extensive pro-bono professional assistance for building projects in Solomon Islands, Kiribati (for the government of the Republic of Kiribati), and smaller projects in other Asian countries, including Cook Islands, Papua New Guinea, Mongolia, Timor Leste, Pakistan and India. Partner Housing is providing “funding, mentoring and technical assistance” programs for village projects in three Asia-Pacific countries: • Solomon Islands: Sanitation and water supply (Partners- Community Associations) • Papua New Guinea: Village house construction (Partner - Vision for Homes PNG) • Cook Islands: Improve cyclone resistance of houses (Partners - Cook Islands & Australian Red Cross)


Partner Housing Australasia (Building) Incorporated Name: Partner Housing Australasia (Building) Incorporated ABN: 88 722 057 429 Charitable File No: 15429 Business Address: 80A The Scenic Road, Killcare Heights NSW 2257, AUSTRALIA Postal Address: PO Box 702, Pennant Hills NSW 1715, AUSTRALIA Phone: +61 4 0721 8926 Fax: +61 2 4360 2257 Email: [email protected] Web: www.partnerhousing.net President: Rod Johnston (Public Officer) Secretary: Arthur Gray

mailto:[email protected]

http://www.partnerhousing.net/


Mobilising Volunteers • Partner Housing is a volunteer-based

organization. • Our role is matching volunteers with the right

skills to specific projects. • We provide pro-bono professional services,

supported by donations.

• Our major services are Technical Support and Design & Supervision Packages for other NGOs in the Asia-Pacific region.

• We provide funding for training, employment

and mentoring of local building supervisors for on-going “Save and Build”, “Disaster Mitigation” and “Disaster Response” programs in Asia-Pacific countries

• We also provide pro-bono design, documentation and help-desk services by Australian-based engineers and designers.


Training Program Design and Construction Training Partner Housing Australasia (Building) Incorporated and its partner organizations provide distance learning training for builders, supervisors and designers for the design, construction and maintenance of affordable housing and associated village infrastructures in the Asia-Pacific region. Training the Trainers Project Managers and Regional Trainers should undertake training by distance learning, whereby the material is studied, with dialogue by email and/or skype with the tutor. On completion of the training presentation, participants may complete the assignments and email them to the tutor. The tutor will assess them, provide comments and forward a certificate of completion by return email. Regional Training This training package is also intended for the instruction of building trainees, who are engaged in practical construction of affordable houses in the Asia-Pacific region. Trainee should participate in all aspects of the construction of a single house, typically over a period of approximately four months. • Trainees should participate in all aspects of the building work. • Each day should commence with brief formal instruction for

the particular work, using either this Power Point presentation (if practical) or printed workbooks containing this material.

• Printed/laminated copies of this material should fixed in place on the building site.


On-going Operations 2005 >>>> 2013 >>>> future On-going support for Sydney-based NGOs On-going pro-bono professional services • Ad hoc design and detailing for other NGOs , Governments & Training Organisations) • Shelter Reference Group – Contributing technical assistance • Building Skills Training Material – Laos, Solomon Islands, Papua New Guinea

On-going finance, design, supervision, mentoring • South Ranongga Community Association – Additional pit latrines • North Ranongga Community Association – Additional pit latrines • North Ranongga Community Association – Buri Water reticulation Stage 2 • Vision for Homes (PNG) – 5 village houses • Cook Islands Red Cross – Improved cyclone, earthquake & tsunami resistance • East Arwin Village (PNG) – Water Supply Stage 2


Disclaimer & Copyright Disclaimer This training package covers broad engineering principles and building practices, with particular emphasis on affordable housing and associated village infrastructure in the Asia-Pacific region. These broad principles and practices must be translated into specific requirements for particular projects by professional architects, engineers or builders with the requisite qualifications and experience. Associated sample specifications and drawings are available in electronic format, with the express intention that architects, engineers and builders will edit them to suit the particular requirements of specific projects. The design, construction and costing of structures must be carried out by qualified and experienced architects, engineers and builders, who must make themselves aware of any changes to the applicable standards, building regulations and other relevant regulations. The authors, publishers and distributors of these documents, specifications and associated drawings do not accept any responsibility for incorrect, inappropriate or incomplete use of this information.

Copyright © Quasar Management Services Pty Ltd All rights are reserved. Permission is given for individuals to use this material in the preparation of designs, specification and contracts for individual projects. Permission is also given for not-for-profit Nongovernmental Organizations to use this material in the preparation of Building Skills Training Programs and for the design, specification and construction of affordable housing and associated infrastructure in the Asia-Pacific region. Use of this material for any other commercial purposes prohibited without the written permission of the copyright owner.

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