Dbd-Test 2- Test Exam Review

Front 1

affects on wind pressure

Back 1

surface irregularities reduce wind pressure

Front 2

EQ design accounts for...

Back 2

horizontal but not vertical forces

Front 3

lateral force resisting system affects...

Back 3

seismic design, but not wind load

Front 4

wind pressure formula
(p= CeCq qs I)
accounts for...

Back 4

wind force- p
combination height, exposure and gust- Ce
pressure coefficient- Cq
wind stagnation pressure- qs
importance factor- I

Front 5

Modified Mercalli scale

Back 5

effect on buildings and people

Front 6

Richter scale

Back 6

measures amount of energy released

Front 7

uniformity of stiffness desireable in EQ design

Back 7

both in plan symmetry and uniform system in height

Front 8

due to dynamic nature of EQ force...

Back 8

no factor of safety is required.
wind requires 1.5x factor

Front 9

Richter scale

Back 9

each number represents 32x the lower number

Front 10

relationship btwn wind pressure and wind velocity

Back 10

wind pressure varies w/ the square of the wind velocity

Front 11

soil loads on retaining wall

Back 11

maximum at base, min. at top
maximum at toe, min. at heel

Front 12

order of lateral force resisting systems by stiffness (resistence to deformation)

Back 12

shear wall
braced frame
moment resisting frame

Front 13

for a retaining wall, the force on the base should fall...

Back 13

outside the middle third of the base
if does not, widen the base

Front 14

seismic zone 4

Back 14

area of greatest EQ risk

Front 15

buildings are designed for lateral forces in what way...

Back 15

all buildings are designed either for wind or EQ loads depending on governing load by zone, but not both simultaneously

Front 16

temperature effect on dome

Back 16

when temp rised, dome or arch lifts

Front 17

truss characteristics

Back 17

deep and slender so req. lateral bracing
generally economical for 60-200ft spans
typically subject to axial loads only unless supporting point loads btwn panel points
depth to span ratio of 1/10

Front 18

live load on long span structure

Back 18

no req. for greater live load than typical structure

Front 19

joist manual table- resultant numbers below spans:

Back 19

top represents total load per linear foot
bottom represents live load per linear foot to produce 1/360 deflection

Front 20

horiz thrust at base of 3-hinge arch

Back 20

dircectly proportional to the load and the span
inversely to the rise
3-hinge arch rotates when temp changes

Front 21

thin shells and membranes resist load due to...

Back 21

form

Front 22

trussed arch

Back 22

used for span over 150ft to increase bending resist.
does not affect thrust and may be used with fixed or hinged arches

Front 23

compression forces in membrane structure

Back 23

when membrane lifts upward, base structure pulled inward, producing compressive forces

Front 24

forces dealing with radius of gyration

Back 24

must be taken for the smaller radius, as this will produce the larger force

Front 25

economical means of providing slope to steel joists

Back 25

either provided with sufficient camber or installed at a pitch
is not efficient to produce with top chords pitched

Front 26

increases in long span structures due to...

Back 26

new materials and systems capable of resisting flex and tensile forces

Front 27

rigid frame

Back 27

resist both horiz. and vert. loads bex. the angle btwn its hori and vert elements cannot change

Front 28

joist marking per standard:
'60G10N14.4K'

Back 28

60G- 60in deep girder
10N- 109 equal joist spaces
14.4K- load at each panel point

Front 29

construction costs amount to....

Back 29

25% of total budget
doubling structure span may increase total budget by approx. 6%

Front 30

charecteristcs of concrete domes

Back 30

economical in use of concrete

do not resist much bending moment or loading
expensive to form

Front 31

space frame static...

Back 31

highly indeterminate

Front 32

open web joists

Back 32

not fabricated in field

Front 33

glulam beams

Back 33

use higher grade lamination on top and bottom chords

Front 34

load carrying capacity of wood column

Back 34

unbraced height
species
dimensions of section

(not radius of gyration...only for steel)

Front 35

douglas fir

Back 35

commonly used for framing lumber

Front 36

temperature steel

Back 36

reinforcement for shrinkage and emperature stress normal to the principal reinforcement

Front 37

foundations are determined by...

Back 37

loads and soil conditions, not by building height

Front 38

pile foundations

Back 38

made of timber, concrete, or steel
spaced no closer than 3 diameters oc
upward load is less than downward load

Front 39

glulam up to 12 inches

Back 39

may use full allowable bending stress. greater than must use a size factor

Front 40

bolts joining wood members have greatest capacity when...

Back 40

the load acts parallel to the grain
other directions must be determined by hankinson's formula

Front 41

deflection of stl beam affected by...

Back 41

load
span
moment of inertia

(note- duration, yield point and section modulus do not affect)

Front 42

strength of wood is...

Back 42

greater parallel to the grain

Front 43

wood bridging and blocking used...

Back 43

to distribute loads
stabalize the joists

Front 44

reinforced concrete ultimate loads

Back 44

used to increase the3 actual loads to provide a factor of safety

Front 45

reinforcing coating

Back 45

non metallic, such as mud or oil can damage connection
rust will typ. come off
mill scale is good for strength of connections

Front 46

#6 grade 40 reinforcing

Back 46

#6 grade 40= 3/4" bar with yield strength of 40ksi

Front 47

tensile capacity =

Back 47

force x area of member (typically bar or cable cross section)

Front 48

flat plate slab

Back 48

construction depth is shallow
shear at columns is high

economical for moderate spans and light loads

Front 49

in a stress-strain diagram...

Back 49

unit stress increase proportionally to the strain until the ELASTIC LIMIT
at this point strain continues w/o increase in stress at YIELD LIMIT
point of ULTIMATE STRENGTH is the limit of stress prior to failure