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CE434P10_12
Course: CE 434, Fall 2009School: Alaska Anch
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434 CE - Timber Design Breyer, 4th Edition Problem 10.12 Given: See Text Wanted/Solution: a. The req'd nailing for each panel 2nd Story: Total Load Length unit shear Use: 4000 lb 12 ft 333.3333 plf c. Maximum compressive chord forces at end of first floo Determine R3: Overturning force Dead Load and Live Loads Trib width 1.33 ft From Applied DL From Roof LL From Floor LL DL + FLL + RLL DL + FLL + Wind 7429 lb...
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434 CE - Timber Design Breyer, 4th Edition Problem 10.12 Given: See Text
Wanted/Solution:
a. The req'd nailing for each panel
2nd Story: Total Load Length unit shear Use: 4000 lb 12 ft 333.3333 plf
c. Maximum compressive chord forces at end of first floo
Determine R3: Overturning force Dead Load and Live Loads Trib width 1.33 ft From Applied DL From Roof LL From Floor LL DL + FLL + RLL DL + FLL + Wind 7429 lb
8d common nails Edge spacing: 4" O.C. Field Spacing: 12" O.C. All edges blocked Allowable shear load 430 plf Actual/Allowable 0.775194 < 1.03 ... O.K. 1st Story Total Load Length unit shear Use: 9000 lb 17.5 ft 514.2857 plf
667 lb 267 lb 667 lb 1600 lb 8762 lb
8d common nails Edge spacing: 3" O.C. Field Spacing: 12" O.C. All edges blocked Sheathed both sides Allowable shear load 550 plf Actual/Allowable 0.935065 1.03 < ... O.K.
Determine R4: Overturning force Dead Load and Live Loads Trib width 3.33 ft From Applied DL From Roof LL From Floor LL DL + FLL + RLL DL + FLL + Wind
7429 lb
1667 lb 667 lb 1667 lb 4000 lb 10762 lb
b. net uplift at base of each shear panel
Upper Panel Overturning R1 = R2 = 4000*10/12 = Dead Load Roof DL = 140*12/2 header DL reaction = 140*4/2 Wall DL = 16*12*10/2 R1 = R2 = Net Uplift R1 = R2 = OT - 2/3*DL 1947 lb
d. Determine the required number of anchor bolts Allowable loa...
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Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer - 3rd ed Problem 6.32 Given: the beam-column connection in Fig 6.G. Ct = 1Determine the maximum allowable beam reaction for the following conditions a. 4x12 DF-L, MC < 19% Load condition: DL + SL A = B = Beam
Alaska Anch - CE - 434
Timber DesignCE 434 - Fall 2002 Breyer - 4th ed Problem 6.35 Given the commercial roof framing in fig. 6.Ia.Check subpurlins using No. 1 & BTR DF-L. Are the AITC recommended deflection limits satisfied.Computation of Allowable Stresses for Saw
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.13 Material Data: No. 1 DF-L Tabulated CD = CM = Ct = CF = Factor Modified KcE = c = Geometry: dx dy F'c Ex Ey 1000.00 1600000 1600000 psi 1.15 -1.00 1.00 1.00 1.00 1.00 1.00 1.00 -
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.14 Geometry: dx dy lu = = = 5.50 in 7.50 in 11.00 ft DF-L No1 Area = NDS Table Size Category 41.25 in^2 4D P&T Lookup Tables Table 4A Fc 1500 1550 1350 1700 E 1700000 1800000 160000
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.15 Loads: D L Lr Ptl Material Data: 2 DF 20 90 40 150.00 k k k k=Table 5B F'c Ex Ey Tabulated 1950.00 1600000 1600000 psi CD = 1.25 -CM = 1.00 1.00 1.00 Ct = 1.00 1.00 1.00 CF =
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.15 Loads: D L Lr Ptl 20 90 40 150.00 k k k kTables 5A & 5B E 1.6 1.5 1.6 1.6 1.7 1.7 1.7 1.7 1.7 1.6 1.9 1.9 2 Fc4+ 1550 1550 1550 1600 1600 1550 1650 1650 1650 1950 2300 2100 240
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.18 Material Data: No. 1 DF-L P&T Tabulated CD = CM = Ct = CF = Factor Modified KcE = c = F'c 1000.00 1.15 1.00 1.00 1.00 1.15 1150 0.30 0.80 F'c 925.00 1.15 1.00 1.00 1.00 1.15 1063
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.23 Pdl Psl wind 5 k 15 k 200 plf Height 16 ftComputation of Allowable Stresses for Sawn Lumber Based on NDS Supplement, 2001 edition Nominal Actual Width 6.00 5.50 in Depth 10.00
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2002 Breyer, 4th ed, Chapter 7 Problem 7.3 Note: Use a truss spacing of 4'-0" O.C. when computing trib. widthDetermine the force in the bottom chord DL SL Rs Reduction SL (reduce Total Load Trib width Load Span Pnt Ld A
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.11 Given: Drag Strut from problem 9.10 Wdl 100 plf Wrll 160 plf Size = 4x14 No. 1 DF Larch Cm = 1 and Ct = 1 Max Force 5405 lbAnalyze for combined stresses Computation of Allowable Stresses
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.2 Given: Single story commerical building in Fig. 9.A. L1 80 ft L2 35 ft Plywood is 15/32 C-DX STR I. Seismic Strength (plf) 320 570 Wind Service (plf) 320 320Seismic SeismicwT wLServic
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.4 Given: Single story warehouse building in Fig. 9.B. L1 120 ft L2 70 ft Plywood is 3/8 C-DX STR I. Seismic Ultimate (plf) 330 570 Wind Service Service (plf) (plf) 236 Not Given 407 Not Given
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th ed, Chapter 9 Problem 9.9 Given: The one-story building in Fig. 9.C Roof DL 12 psf Chord As Wall DL 150 pcf C-C Plywood Wind 20 psf Wall thickn Seismic Coefficient 0.2 Wall Trib Height 10 ft RLL according to UBC Tab
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition, Chapter 13 Problem 13.28 Given: The wood shear wall in Fig 13.I Wood is DF-L Cm = 1 In plane shear load4000 lbWanted:a. Req'd number of 3/4" A.B. in 2x sole plate to handle in-plane shear load.Yield
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition, Chapter 13 Problem 13.29 Given: The ledger connection in Fig. 13.J Wood is DF-L 1/2" dia x 6" lag bolts @ 32" O.C. Patio DL 6 psf roof LL 10 psf Span 16 ft a. Is connection adequate if lumber installed dry
Alaska Anch - CE - 434
CE 434 - Timber Design Breyer, 4th Edition, Chapter 13 Problem 13.31 Given: Building in Fig. 13.K Wood is DF-L #1 5/8" dia x 6" lag bolts wT wL CM210 psf 275 psf 1Wanted:The number of lag bolts for connection shown. Determine Drag Strut force v
Alaska Anch - CE - 434
CE 434 - Assignment #1 - Fall 2000Problem 2.1 Given: The house framing depicted in Figure 2.Aa.Determine the roof DL on a horizontal plane Slope 4 :12 horiz load (psf) 2.6 1.2 1.7 2.9 2.6 11.0 2.0 13.0ItemSlope OnSlope Correction (psf) Asph
Alaska Anch - CE - 434
CE 434 - Assignment #1 - Fall 2000 Problem 2.12 Given: A column supports only loads from the second floor of an office building. The tributary areas and dead load are: Trib Area DL Solution: a. Determine the basic floor LL: Basic floor Live Load UBC
Alaska Anch - CE - 434
CE 434 - Fall 2000 Assignment #2 Problem 2.21 See text for problem statement Determine the average elevation of each element Element Roof 2nd Level Walls 1st Level Walls Min 22 11 0 Max 28.25 22 11 Ave 25.125 16.5 5.5WIND DESIGN LOADS - 1991 UNIFOR
Alaska Anch - CE - 434
CE 434 - Assignment #1 - Fall 2000 Problem 2.4 Given: The roof framing plan of the industrial building shown in Figure 2.D. Roof Slope is 1/4 in per foot. General construciton: Roofing 5 ply felt Sheathing 15/32-in plywood Subpurlin 2x4 @ 24" O.C. Pu
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 1993 Breyer, Design of Wood Structures, 3rd Ed. Prob. 3.1 The purpose of this problem is to compare the design values of shear and moment for a girder with different assumed load configurations. Given: The roof framing pla
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2000 Breyer, Design of Wood Structures, 3rd Ed. Problem 3.11 The plan and section of the building in Fig 3.A. Roof dead load is given below. The walls are 7.5" thick concrete. The building is a bearing wall system located
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 1993 Breyer, Design of Wood Structures, 3rd Ed. Problem 3.4 The plan and section of the building in Fig 3.B. The basic wind speed is 80 mph, and exposure B applies. The building is enclosed and has a standard occupancy cla
Alaska Anch - CE - 434
CE 434 - Fall 2000Breyer, Problem 4.14 Solution There are only three unique sets of tabulated values From Table 4D Fb Ft 1350 675 1200 825Fv 85 85f,h a,b,gFcp 625 625Fc E 925 1600000 WWPA - Beams & Stringers 1000 1600000 WWPA - Posts & Timb
Alaska Anch - CE - 434
Breyer, 4th ed, Problem 4.27 Given: Column Loads RDL RLL FDL FLL Wind Snow Seismic 10 2 8 10 6 0 0 k k k k k k k (D from roof) (Lr) (D from floors) (L) (W) (S) (E) Adjusted Load 20.00 24.00 24.35 28.00 15.00 10.12 19.69 18.75Solution Load Load Case
Alaska Anch - CE - 434
Breyer, 4th ed, Problem 4.30 All materials are No. 2 Hem Fir w/ bending about strong axis Part a RoofJoists are 2x10 @ 16" O.C. supporting roof DL and Snow Width Depth Controlling load type In Use Moisture Content Meets Repetative Member requi Form F
Alaska Anch - CE - 434
Breyer, 4th ed, Problem 5.11 Given: Width Depth Span 5.125 28.5 32 in in ft Material: 24F-V4 DF/DF Load Comb. = DL+SL, uniformly distributed Ignore LTBPart a: Area Sx Ix 146.0625 693.7969 9886.605 in^2 in^3 in^4Part b:Width Depth Span Controlli
Alaska Anch - CE - 434
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Alaska Anch - CE - 434
CE 434 - Fall 2000 Problem 6.18 Given: The beam in Figure 6.CBreyer - 4th edLoad Shortest Duration Load Spans: L1 L2 Member Size: 4x12 b d Species & Stress Grade Unbraced Length, lu Moisture Content, MC Deflection Limits: Free End Between Support
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2000 Problem 6.25 Given:Breyer - 4th edThe roof rafters depicted in figure 6.D. Spacing 24 in. O.C. Span 14 ft Roof DL 15 psf Snow Load 50 psf Disregard deflection Lateral Stability is not a problem Cm 1 Ct 1 Lumber: N
Alaska Anch - CE - 434
Timber Design CE 434 - Fall 2000 Problem 6.26 GivenBreyer - 4th edSpan 25 ft d 13.5 in b 5.5 in Load is point load at midspan Support at ends onlyFb E1600 psi 1600000 psiCalculated CL KBE E'y RB FBE CL 0.438 1600000 14.19492 3477.987 0.9618
Alaska Anch - CE - 434
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Alaska Anch - CE - 434
Design of Wood Structures, 6th ed Problem 2.1 Givenlast modified: 9 Jan 2008 by: TBQThe house framing shown in Fig. 2.AWanted:A. Roof dead load D in psf on the horizontal plane. B. Wall D in psf of wall surface area. C. Wall D in plf of wall.
Alaska Anch - CE - 434
Design of Wood Structures, 6th edProblems 6.10, 6.11, 6.12, 6.13 Givenlast modified: 7 Feb 2008by: TBQGive separate solutions for each problem. See text for problm statements. Use this spreadsheet to ch organization of this sheet is pretty ran
Alaska Anch - CE - 434
Design of Wood Structures, 6th edProblems 7.3 Givenlast modified: 18 Feb 2008by: TBQWanted:Solution:Span Slope Spacing Loads D S20 ft 5 in 12 4 ft O.C.Structural Analysis: Reactions Left Right Btm Chord force10 w 10 w 18 w, Tension
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Assignment # Problem Score 5 5 5 15TotalDesign of Wood Structures, 6th edProblems 9.1 Givenlast modified: 18 Feb 2008by: TBQWanted:Solution:Used spreadsheet developed for problem 9.3 Used Special Design Provisions for Wind & Seismic in
Alaska Anch - CE - 434
Yield Limit Analysis of a Nail ( D < .25") in Single Shear2005 NDS Input Data: Diameter of Nail, D Length of Nail, L Is the side member steel? Thickness of Wood Side Member Thickness of Steel Side Member Thickness of Main Member Specific Gravity of
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Alaska Anch - CE - 434
Structural BehaviorGravity Load SystemSupports Dead, Live, Roof Live, Snow, and other loads that result from gravitational pull. Supports Wind, Seismic, Fluid, Soil loads that push laterally on the structureLateral Force SystemBoth system
Alaska Anch - CE - 434
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Alaska Anch - CE - 434
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Alaska Anch - CE - 434
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