- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 1 (16.84 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 2 (16.84 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 3 (26.12 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 4 (26.12 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 5 (30.29 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 6 (44.47 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 7 (44.19 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 8 (43.38 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 9 (46.27 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 10 (37.97 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 11 (41.66 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 12 (37.91 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 13 (37.7 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 14 (35.01 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 15 (39.61 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 16 (34.23 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 17 (29.54 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 18 (45.79 KiB) Viewed 36 times
- 5 17 Done 14 Of 16 Question 13 A Counctobda Festation In Geelong Victor Figure 20 Shows The Bet The Main Truss An Long 19 (45.79 KiB) Viewed 36 times
300739 TIMBER STRUCTURES EXTRACTS FOR MID SEMESTER EXAMINATION AS1178 2002 Section 4.2.2 e checking 433 Streeph The TAGAL 20 & 11.30, 00&11.30 LIN 30 & MLING 14¬ @& 11.30 & w imposed TABLE 41 SHORT-TERM, LONG-TERM AND COMBINATION FACTORS e 3 Int ****** : 333333 4.T AT AT #1 222 232 *4 : #EEEEEE ** 64 3 3333 333 44 **
TABLE H2.2 CHARACTERISTIC VALUES FOR DESIGN RELATED TO STRENGTH GROUP Characteristic values, MPa Strength Greap Bearing Shear at Tration perpendicular Parprudicular to grain Unsessed Seasoned Parallel to grain joint details (6) (57) (4) (6) SDI 26 76 10 0.8 8D2 23 24 0.8 SDI 19 73 0.6 SD4 17 61 0.6 SD1 54 0.5 SDG 42 0.5 SD7 04 SDB 3.3 04 6.1 0.5 0.8 42 0.6 3.3 0.6 33 05 2.8 0.5 22 04 SI $3 84 $5 56 87 13 10 8.6 6.8 17 13 10 26 6.8 55 44 67 59 51 40 30 23 20 51 40 30 23 20 17 13
TABLE H2.3 STRENGTH GROUP AND JOINT GROUP CLASSIFICATIONS AND DESIGN DENSITIES FOR SOME COMMON HARDWOOD SPECIES Moisture condition Joint group Strength group (see Note 1) Species Design density (see Note 2) kg/m² 1050 33 Unseasoned $4 103 650 Seasoned SD4 Mixed Australian hardwoods (excluding rainforest species from S.A. and southern NSW. Ash-type eucalypts from N.S.W Highlands, Victoria and Tasmania 1050 Unseasoned 13 $4 JD3 SD4 650 Seasoned Non-ash-type eucalypts and Unseasoned. 83 32 corymbias from Old and N.S.W. Seasoned SD3 1102 Rainforest species Useasoned ST 14 Seasoned SD7. JD4 Ash, alpine Unsexsoned $4 33 Seasoned SD4 JD3 Ash, mountain Unseasoned 54 33 Seasoned SD3 JD3 Ash, silver-top Unseasoned 83 32 Seasoned SD3 3D2 Balau Unseasoned 82 32 Seasoned SD3 302 Blackbutt Unseasoned 52 12 Seasoned SD2 3D2 Box, hrush Unseasoned 83 32 Seasoned 5D3 JD2 Hex, grey, coast Unseasoned 51 31 Seasoned SDI JDI Brown barrel Unseasoned S4 Seasoned 5D4 103 Chegal Unseasoned SE 32 Seasoned SD2 3D2 Gom, klue, southern Unseasoned $3 12 Seasoned SD2 JD2 Gum, blue, Sydney Unseasoned 53 32 Seasoned SD3 102 Gum, red, river Unseasoned $5 32 Seasoned SD5 202 Gum, rose Unseasoned 93 12 Seasoned SD4 312 Unseasoned $2 31 Seasoned SD2 IDI 1 150 750 500 500 1050 650 1.050 650 1100 850 1:150 900 1150 900 1150 900 1 200 I 100 1 100 750 1150 950 1150 1.000 1100 850 T 150 900 1 100 750 1 200 1.100
ad by UNIVERSITY OF WESTERN SYDNEY on 12 Mar 2011 TABLE H2.3 (continued) Species Moisture Strength group condition (see Note 1) Unseasoned 81 Hardwood, Johnstone River Seasoned SD3 tronark grey Unsesanned 31 Seasoned SDI frontark, red, narrow-leaved 52 Unctional Seasoned SD3 Unsessened 84 Seasoned SD4 Kapr Unseasoned $3 Seasoned 904 Kami Unseained 83 Seasoned 8D2 Kempas Unseasoned 52 Seasoned SD2 Kwila (Merbau) Unseasoned 52 Seasoned SD3 Lumbayan, Chengkulang 55 Unsesiceed Seasoned SD5 Mahogany, red $2 Unseasoned Seasoned SD3 Mari Unseasoned 53 Seasoned SD3 Meranti, dark red Unsessmed $5 Seasoned SD6 Mersawa 86 Unseasoned Seasoned SD6 Memate 53 SD3 Ouk, sulip, brown 52 8D2 Unseasoned Seasoned Unseasoned Seasoned Usseasoned Seasoned Unseasoned Semoned Stringybark, brown 83 $53 Stringsbark, yellow 53 SD1 Tallowwood Unsessoned 52 Seasoned 8D2 Turpentine $3 SD3 Unseasoned Seasoned Laseastind Seasoned Windoo 52 SD3 NOTES: 1 For classification into strength groups-se AS 2878 2 For use only in computing dead load due to mass of timber Joint group 11 JDI -6-6-6-6-6- ID3 12 302 13 3D1 31 201 32 8-3-8-8-8-ÉSE 102 31 JDZ 32 3D2 31 IDI Design density (ses Note 21 kg/m 1150 950 1250 1.100 1.250 1050 1100 800 1 100 750 1150 900 1 100 900 1150 850 1100 750 1200- 950 1100 $50 1 100 600 to 750 1050 700 1 100 750 1150 900 1100 850 1 150 900 1 000 1050 950 1250 1:100
TABLE H2.4 STRENGTH GROUP AND JOINT GROUP CLASSIFICATIONS AND DESIGN DENSITIES FOR SOME COMMON SOFTWOOD SPECIES Softwood Species Moisture condition Strength group Joint group Design density kg/m² 850 Unseasoned Mixed Pur species (Australian grown) Seasoned SD7 3D4 550 850 Mixed softwood species (eset Pis species) Unseasoned - JD4 500 Seasoned Unseasoned 16 850 Imported softwoods (unidentified) Seasoned JD6 400 Fir, Douglas, Unseasoned 24 710 North America Seasoned JD4 550 Fir, Douglas, elsewhere Unseasoned 35 710 Seasoned JDS 550 Hemlock wester Unseasoned 34 750 Seasoned JD4 500 Hem-fir (species mixture) Unseasoned 15 750 JDS 550 Pine, cypress, white Seasoned Unseasoned 23 850 ID3 700 Pine, hoop Seasoned Unseasoned 34 800 104 Seasoned Unseasoned 550 Pine, radiata (Australia) Pine, radiata (New Zealand) 14 800 Unseasoned 34 300 Pine, radiata Seasoned JD4) 550 (Australia and New Zealand) Pine, slash Unseasoned 13 850 Seasoned Unseasoned ID3 Sprace-pine-fir (species mixture) 650 700 Seasoned IDS 500 NOTES 1 For classification into strength groups-sec AS 2878. 2 For use only in computing dead load due to mass of timber. 1 JDS shall be used where heart-in material is included SD ST SDB $5 SDS $6 SD6 86 SD6 57 32523628209 SD7 SD6 SDS SDS SD7 2010
An AND WEIS VETE! ! Depth Breadth Soom afety (N) parallelogra saar te 1500 AN MIP 12 11:500 350 the MGP15 31200 1010 248 290 70128 34 24 $10 AIT 16000 148, 190 21 18 240, 20 al 17 21 NOTES for sew datos and is for a bading The ages of elamety mlodes 1TM 10 grade, may be mad verchart in a cha The ofte med effent of the everge of cluty) is hided for the commation of play be ned to as properties for dejtin ww 20140 140 70 140 THE 240 INT OFEMALE ww 15 1 15 14 20 21 39 21 24 22 99 13 pak 35 pou 25 31 11 it 35 17 45 31 31 45 P TABLE I CHARACTERISTIC VALUES FOR DESIGN-MGP18, MGPI1, MGPIS & A17 STRESS GRADES Characterie valan.MP Temi Compress Seat A Binding prael par grai gra b rigidity (A) 6. 11 21 14 TH 6.5 43 10 19 12 12 11 m ET 41 14 NO S 18 AT 14 24 21 12 31 16 21 40 34 35 ENT S 24 24 17 VE 31 TV 11 41 41 EHEH. RE... 11 31 45 41 481 14 TE ADF (5) 14 10 = 4 A VA 30 20 30 30 2 Fut 4433 #00204222*222*=*=*=* 18/ 10 43 60 M me Va CO Desigs Jual Shear Traine Perpendicatar Parallet so ji perpendical density prop grain gra details to grain RAY [Chains] 143 500 41 549 104 170 104 * 9.5 05 (71 49 e - 15 -- DA C 101 fe 26 8 ///2 MARA SOUL (see Note 33 2 used m d www odle an www. 1-2-2-2 P ARA-RA
by ERITY OF WESTERN SYDNEY 12 201 TABLE 2.1 VALUES OF CAPACITY FACTOR (FOR CALCULATING THE DESIGN CAPACITY (R) OF STRUCTURAL MEMBERS Application of structural member Category Category 2 Category 3 Sinctural mender the which failure would be selsly to affees are greater th 29m² Primary structed members in structures ober than bese Structural timber material OK Primary structural members in strectares intended to delill an essential service or post disaster OR elements in houses for which failure would be likely to affect an action secondary members ther than banes a greater than 25 Valers of capacity factor ( -A5 2047 AS 2818, ASSES 1748, AS3519 Stress des MGP 15 A17, F17 and her s All whether and grades 0:31 0.91 996 0.75 0.78 0.00 0.90 6.50 640 AS 3813 AS S81811, appropriate Gle-laminated tebe AS575 13281 il plysod-A5N25 229 8.M B15 0.75 0.95 10.35 cial lained veneer heber-AS/NZS 4350 895 0.90 0.80 NTT Refer to Afonday tennal element in Cluse 17222 prinary stachel element in Clame 1.7.2.18 bietet, are bould be taken as the plan w Indicato design capacities determined using the chancheriatic vs Table 101. Appendi
ERN SYDNEYn 12 Mar 2011 TABLE 2.3 DURATION OF LOAD FACTOR FOR STRENGTH Madification factor (4) Effective duration of peak arties For the strength of timber For the strength of joints wing laterally loaded fasteners 5 seconda 1.00 1.14 5 minutes 1:00 1.00 3 hours 097 0.36 5 days 0.94 0.77 3 month 0.80 069 057 057 Typical values of 4, for various load combications are given in Table G1, Appendix G For the strength of joints with fasteners loaded in withdrawal and for the strength of steel in joints, -1.00 2.4.2.2 Unseasoned timber For unseasoned timber, generally k, equals 1.0. Where unseasoned timber is used under normal conditions of temperature and humidity and will not be subject to its full design load until it has partially seasoned (ie, to below 25% moisture content), it is permissible to increase the characteristic capacity for unseasoned timber by multiplying by the factor ka given in Table 2.5. TABLE 2.5 PARTIAL SEASONING FACTOR (A) 75 mm 100 mm or more Least dimension of member 38 mm or less 50 mm Value of 1.15 1:16 1.05 1.00 2.4.2.3 Seasoned timber For seasoned timber, generally ke equals 1.0. Where seasoned timber is subjected to conditions in which its average moisture content for a 12 month period is expected to exceed 15%, the characteristic capacity shall be decreased The value of k, shall be determined as the greater of (a) k-1-03- EMC-15 10 and (b) A-0.7; where EMC is the highest value of the annual average moisture content (percent) that the timber will attain in service. 2.4.3 Temperature For covered timber structures under ambient conditions, no modification for strength need be made for the effect of temperature (ie, k, equals 1.0) except that where seasoned timber is used in structures erected in coastal regions of Queensland north of latitude 25 S, and all other regions of Australia north of latitude 16'S, the strength shall be modified by a factor of 0.9 NOTE: Information on the effects of high temperatures can be obtained from MEYER, RW and KELLOG, R.M. Sructural Use of Wood in Adverse Environments, Van Nostrand, 1982.
TAN SYDNEY on 12 Mar 2011 sed by UNIVERSITY OF WEST 2.4.4 Length and position of bearing Whers rectangular bearing areas are located 75 mm or more from the end of a piece of timber, it is permissible to increase the characteristic capacity in bearing perpendicular to the grain (refer to Clause 126) by the appropriate value of factor k in Table 2.6. The length of bearing shall be measured parallel to the grain of the loaded member. For all other conditions , equals 1.0.. For circular bearing areas, the effective bearing length shall be taken as being equal to the diameter of the bearing area TABLE 2.6 LENGTH OF BEARING FACTOR Length of bearing of member Valk 25 12 50 75 125 (135) 1.40 1.20 1.15 1.40 150 or more 1.00 3.2.5 Flexural shear strength The design capacity in shear (₁) of un-notched beams, for the strength limit state, shall satisfy the following: VZP 3.2(13) where Viki kade A 3.2(14) and ✓ - design action effect in shear (see Clase 1.4.2.2) P capacity factor (see Clause 2.3) k.kk modification factors given in Section 2 f characteristic value in shear A -shear plane ares (for a rectangular beam loaded about its major axis in bending, 4,itd), where & equals the breadth and d equals the depth of the beam) In calculating the design action effect in shear, it is appropriate to disregard the design actions located within a distance of 1.5 times the depth of the beam from the inside face of the support. This does not apply for the design of notched beams (see Appendix E) 3.2.6 Bearing capacity 3.2.6.1 Design capacity in bearing perpendicular to the grain The design capacity in bearing perpendicular to the grain (Na) of a structural element (sce Figure 3.8), for strength limit state, shall satisfy the following Na 2N 3.2(15) where -pikkade fly 3.2016) and capacity factor (see Clause 2.3) - design load effect in bearing (see Figure 38 and Classe 1.422) - characteristic value in bearing perpendicular to grain -bearing area for loading perpendicular to grais. NAW A to modification factors given in Section 2 4₂
VERSITY OF WESTERN SYDNEY on 12 Mar 2011 Bearing at angle to- grain of main member Ne Nap Nu Nu Na Nax MAIN MEMBER Grain direction of main member Bearing parallel to grain of main and secondary member Bearing perpendicular to grain of main member and parallel to grain of secondary member FIGURE 3.8 NOTATION FOR BEARING 3.2.6.2 Design capacity in bearing parallel to grain The design capacity in bearing parallel to the grain (N) of a structural element (see Figure 3.8), for strength limit state, shall satisfy the following: NA 2 N 3.2(17) where N₁ - Øky ku ka Sj dy 3.2(18) and N - design load effect in bearing (see Figure 3.8 and Clause 1.4.2.2) ✔ - capacity factor (see Clause 2.3) k.k. A modification factors given in Section 2 F characteristic value in bearing parallel to grain de -hearing area for loading parallel to grain 3.2.6.3 Design bearing capacity at an angle to grain The design capacity (Na) in bearing at an angle (6) to the grain of wood is given by the Tollowing equation NN N *** 3.2(19) Nico where design bearing capacity at an angle to the grain of wood (see Figure 3.8) design capacity in bearing parallel to grain (see Clause 3.2.6.2) design capacity in bearing perpendicular to grain (see Clause 3.2.6.1)
3.3 COLUMN DESIGN 3.3.1 Compressive strength 3.3.1.1 Design compressive capacity parallel to grain The design capacity in compression parallel to the grain (Nas) of un-notched columns, for i strength limit state, shall satisfy the following: .3.3(1) THE Nas 2 N where Nuk k k k 4. 3.3(2) and N design action effect in compression (see Clause 1.4.2.2) $ - capacity factor (see Clause 2.3) kk, k modification factors given in Section 2 ku - stability factor (see Clause 3.3.3) C - characteristic value in compression parallel to grain A -cross-sectional area of column TABLE 3.2 EFFECTIVE LENGTH FACTOR (g) FOR COLUMNS WITHOUT INTERMEDIATE LATERAL RESTRAINT Condition of end restraint Effective length factor (a) Flat ends 0.7 Restrained at both ends in position and direction 0.7 Each end held by two belts (substantially restrained) 0,75 One end fixed in position and direction, the other restrained in position only Studs in light framing 0.85 0.9 Restrained at both ends in position only 1.0 Restrained at one end in position and direction and at the other end partially restrained in direction but not in position 1.5 Restrained at one end in position and direction but not restrained in either position or direction at other end 20 NOTE: Flat ends' refers to perfectly flat cods bearing on flat unyielding bases. 3.3.2
coessed by UNIVERSITY OF WESTERN SYDNEY on 12 Mar 2011 3.3.2 Slenderness coefficient for lateral backling under compression 3.3.2.1 General For the general case, and for several useful specific cases, equations for evaluating the slenderness coefficient are given in Paragraph E4, Appendix E. For the case of solid columns of rectangular cross-section as shown in Figure 3.1, the simple approximations given in Clause 3.3 22 are acceptable. 3.3.2.2 Columns of rectangular cross-section For columns of rectangular cross-section, the slenderness coefficients are as follows (a) Slenderness coefficient for buckling about the major aris For the case of discrete restraint systems, the slenderness coefficient, denoted by S₁, shall be taken to be the lesser of the following 3.3(5) and S, BL 20.3.3(6) where distance between points of effectively rigid restraint between which bending about the major (x) axis would be produced by buckling under load (see Figure 3.9) 8 coefficient given in Table 3.2 For restraint systems that restrain movement in the direction of the y-axis, and are continuous along the length of the column, the slenderness coefficient shall be taken to be S₁-0.0 -..33(7) AS 17281-2010 (b) Slenderness coefficient for buckling about the minar axis For discrete restraint systems, the slenderness coefficient, denoted by 8, shall be taken to be the lesser of the following: S₁- and S₁- -KL 3.3(9) where Love distance between points of effectively rigid restraint between which bending about the minor (y) axis would be produced by buckling under lead (see Figure 3.9) Eu coefficient given in Table 3.2 For restraint systems that act continuously along one edge only and which restrain movement in the direction of the x-axis, the slenderness coefficient is approximated by the following equation 35d Si= ...3:3(10) (c) Columns that can bend about bork unes The design of such columns, described in Clause 3.3.1.2, is based on an interaction of the two special cases for hending about single axes only, and hence no special definition of slenderness is required for this case
essed by UNIVERSITY OF WESTERN SYDNEY on 12 Mar 2011 3.3.3 Stability factor The stability factor (k) for modification of the characteristic value in compression shall be given by the following: (a) For AS10- 3.3(11a) A-1.0 (b) For 10 SAS20- Au-1.5-0.05 AS 3.3(116) (c) For AS320- 200 AL- 3.3(11) (P.S) where S= S, for buckling about the major axis - S, for buckling about the minor axis and where a conservative value of the material constant p, is given in Table 3.3; more accurate values of A are given by Equations E2(3) and E2(4) and tabulated in Tables E3 and E4, Appendix E. The shape of the stability factor curve is illustrated in Figure 3.7. For material constants for GL-grades and structural laminated veneer lumber, refer to Sections 7 and 8, respectively. TABLE 3.3 MATERIAL, CONSTANT (A) FOR SAWN TIMBER COLUMNS Stres grade Material constant (A) Seasoned timber Unsessed timber 734 1.17 1.34 127 114 131 F22 112 1.28 FIT 1.08 125 F14 1.05 1.21 FIL 1.02 1.14 FR 1.00 1.16 17 6.92 1,08 FS 0.91 1.07 FA 0.37 1.02 MGP 15 0.99 MGP 12 6.98 MGP 10 0.96 AIT 1.10 NOTES: J The values offre F-grade seasoned and useasond timber correspond -0.25 Tables F3 and E4, Appendix , respectively 2 The values of a for MGP grades and A17 grade sasinet timber correspond to-0.25 in Table E3, Appendix 4100
sacteristic valve in compesation shall be 3411) ecessed by UNIVERSITY OF WESTERN SYDNEY on 12 M2 3.4 TENSION MEMBER DESIGN 3.4.1 Design tensile capacity parallel to grais The design capacity in tension parallel to grain (Ne) of un-notched tension members, for strength limit state, shall satisfy the following: Nu ² N where Nuk k =design action effect in tension parallel to grain (see Clause 1.4.2.2) P - capacity factor (see Clause 2.3) ky tok, modification factors given in Section 2 R - characteristic value in tension parallel to grain A₁ -net cross-sectional area of tension member The appropriate design procedure for the design of notched tension members is given in Appendix
QUESTION 13 26 points Save Answer A council intends to build a fire station in Geelong, Victoria. Figure 2b shows the timber frame of the fire station. The diagonals in the main truss are 5m long, have a cross-section of 190x45mm and are seasoned softwood of grade F11. The connection at the ends of the diagonals is through two (2) M12 bolts in 14mm diameter holes. The 2 bolts at each end are located at a cross- section perpendicular to the longitudinal axis of the diagonals. Structural analysis of the frame, using structural engineering software, shows that the following unfactored axial tensile loads are present in the critical diagonals: a permanent load of 30kN and an imposed action due to people of 40kN considered as "loads of 5 months duration" due to frequent use of the roof area for storage. It can be assumed that short-term (Ws), long-term (41) and combination factors (c) are equal to zero. Determine if the diagonals are suitable to carry the applied loads (22 Marks). The factor kg is one of the factors required in timber design. Briefly explain its importance in relation to timber construction in different locations around Australia. List one industrial application where k6 may need to be applied regardless of the location of the timber structure (4 Marks). € Figure 2b