1. American Concrete Pipe Association Short Course School 2014
Joseph P. Zicaro, P.E.

2. NON-STANDARD SPECIAL DESIGNS
What would be considered a special design?
Any design that is not in accord with standard ASTM specification:
C Class I, II & III
C If not in tables
C (If not in tables)
Construction equipment loads
Loads
Cranes
Backhoes
*Compactors

3. NON-STANDARD SPECIAL DESIGNS
Deep Fills
Shear limits
Radial tension limits
Aircraft loads
Jacking pipe
Settlement concerns (jt. Shear)
Joint Gasket forces
Multiple parallel lines

4. NON-STANDARD SPECIAL DESIGNS
Low head pressure pipe
Combined loads
Earth & Hydrostatic
Pipe under building foundations
Direct design
Pipe & Box
Submerged Soil
(below water table)

5. NON-STANDARD SPECIAL DESIGNS
COMPACTION EQUIPMENT
LOAD DUE TO BACKFILL AND COMPACTION PROCESS
KOMATSU 600 EXCAVATOR
WITH COMPACTION WHEEL
KOMATSU MAX CROWD FORCE = 53,570 LBS
COMPACTION WHEEL = 7,000 LBS
MAX TOTAL FORCE = 60,570 LBS

6. NON-STANDARD SPECIAL DESIGNS
LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T
LOAD WIDTH AT TOP OF PIPE:
TRANSMITTAL OF FORCE TO PIPE:
MIN.DEPTH OF EARTH COVER OVER THE PIPE = 3.0 FEET
WORST CASE:
5 OF THE (3” X 5”) COMPACTION FEET ARE IN CONTACT WITH THE SOIL AT ONE TIME OVER A WIDTH OF 48”.

7. NON-STANDARD SPECIAL DESIGNS
LOAD AREA = = SQ. FT
UNIT LOAD = = 1,190 LBS/SQ.FT.
LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T
LE = EFFECTIVE LENGTH IN RESISTING APPLIED LOAD
LE = L (0.75 X PIPE O.D.) (PIPE O.D. = 129.5”)
LE = 66” + 170” = 236” = 19.7 FT.

8. NON-STANDARD SPECIAL DESIGNS
LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T
LIMIT LE MAX TO 10 FT. (CONSERVATIVE)
EFFECTIVE UNIT LOAD ACTING ON PIPE:
WEFF. TOTAL. =
TOTAL EFFECTIVE LOAD =
WEFF TOT. = 6,059 LBS/FT. LENGTH
ANGLE OF DISTRIBUTION
= ARCSIN

9. NON-STANDARD SPECIAL DESIGNS
LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T
TOT. LOAD = COMPACTION FORCES = 6,059 LBS
3’ 120 LBS/CU.FT = 3,885 LBS (SOIL PRISM)
TOTAL LOAD = 9,944 LBS/FT.
CROWN BEDDING FACTOR:
Bf CROWN =
INVERT BEDDING FACTOR OF 1.5 CONTROLS DESIGN

10. NON-STANDARD SPECIAL DESIGNS
LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T
D - LOAD (COMPACTION FORCE + SOIL)
D – LOAD =

11. NON-STANDARD SPECIAL DESIGNS
HANDLING LOAD DESIGN DUE TO PIPE WEIGHT
MOMENT BOTTOM = W X Dm
W =
W = 4,178 LBS/FT.
Dm = ”
MBOT. = (4,178) (118.75)
MBOT. 50, 854 IN-LBS/FT

12. NON-STANDARD SPECIAL DESIGNS
HANDLING LOAD DESIGN DUE TO PIPE WEIGHT
FOR IMPACT FACTOR OF 3.0
MBOT. = 3 (50, 854) = 152,562 IN-LBS/FT
MINIMUM 0.01” DESIGN MOMENT
= 202,572 IN-LBS/FT (1000D)
 HANDLING MOMENT LESS THAN
DESIGN MOMENT

13. NON-STANDARD SPECIAL DESIGNS
EXAMPLE 120” X 11 ¾ WALL
AIRCRAFT LOAD
Rs = RADIUS OF STIFFNESS
Rs =
M = POISSONS RATIO OF CONCRETE
K = MODULUS OF SUBGRADE REACTION
E = MODULUS OF ELASTICITY OF CONCRETE
h = PAVEMENT THICKENESS

14. NON-STANDARD SPECIAL DESIGNS
TYPICAL VALUES
M = 0.15
K = 300 (well compacted sand & gravel)
E = 4.5 – 5.0 x 106
UNIT PRESS p =
C VARIES AS  & DEPTH H
C DECREASES AS X & H INCREASE

15. NON-STANDARD SPECIAL DESIGNS
EACH WHEEL LOAD WILL CONTRIBUTE TO THE TOTAL LOAD
AND

16. NON-STANDARD SPECIAL DESIGNS
AT INCREASED DEPTHS
THE 2nd WHEEL ASSEMBLY
CONTRIBUTES ADDITIONAL LOAD

17. NON-STANDARD SPECIAL DESIGNS
AIRCRAFT LIVE LOADS
PER ACPA DESIGN DATA 15
180,000 LB DUAL-TANDEM WHEEL ASSEMBLY,
26” BETWEEN DUAL TIRES & 66”
BETWEEN FORE & AFT TIRES.
PAVEMENT 24” THICK CONCRETE
MODULUS OF SUBGRADE REACTION:
300LBS/CU.IN.
RS = 62.96”, 5.24’

18. NON-STANDARD SPECIAL DESIGNS
AIRCRAFT LIVE LOADS – CON’T
* BY EXTRAPOLATION

19. NON-STANDARD SPECIAL DESIGNS
AIRCRAFT LIVE LOADS – CON’T
EFFECT OF 2nd WHEEL ASSEMBLY
WHERE X = 25’4”
H C2
24’ 0.007
26’ 0.007
29’ 0.006
44’ 0.005
63’ 0.002

20. NON-STANDARD SPECIAL DESIGNS
TOTAL AIRCRAFT LIVE LOADS
p = (C + C2) P = 180,000 LBS.
NOTE = EQUIVALENT HT. OF FILL IS DETERMINED FROM H
EQUIV =

21. NON-STANDARD SPECIAL DESIGNS
ADJUSTMENT FOR LIVELOAD THRUST
COMBINED THRUST FACTOR
Te EARTH LOAD = 1.0
TL LIVE LOAD = 1.3
Tcomb = H
(ft) He
T comb 24
2.2
1.03 26
1.9
1.02 29
1.7 44
1.0
1.01 63
0.4
1.00

22. NON-STANDARD SPECIAL DESIGNS
JOINTS (GASKET FORCE)
CHECK BENDING STRESS CHECK TENSION STRESS

23. NON-STANDARD SPECIAL DESIGNS

24. NON-STANDARD SPECIAL DESIGNS
BELL BENDING & CIRCUMFERENTAIL STRESS
(Combined – Gaskets A and B)

25. NON-STANDARD SPECIAL DESIGNS

26. NON-STANDARD SPECIAL DESIGNS
POTENTIAL JOINT SHEAR
EXAMPLE
96” x 9” WALL PIPE
10’ 120#/cu.ft.
8’ JOINT LENGTH
We = 120 (10) Bc
Bc = 9.5’
We = 11,400#/ ft lgth
We TOT = 91,200#
W PIPE = 24,721#
W WATER = 25,093#
TOT. WT. 141,014#

27. NON-STANDARD SPECIAL DESIGNS
JOINT SHEAR FACTORS
HOW IS PIPE SUPPORTED?
IS THE BEDDING STABLE?
IS THE BEDDING UNIFORM THE ENTIRE LENGTH?
IS MATERIAL COMPACTED IN THE HAUNCH AREAS?
WHAT TYPE JOINT ARE YOU USING?
WILL THE CONTRACTOR DO A GOOD JOB?
DO YOU HAVE CONTROL OF ALL THESE FACTORS?

28. NON-STANDARD SPECIAL DESIGNS

29. NON-STANDARD SPECIAL DESIGNS
x + y = 141,014# x
5.33 y = 4(141,014)
y = 105,827#
X = 35,187#
ASTM SHEAR LOAD
4000# (8’) = 48,000#

30. NON-STANDARD SPECIAL DESIGNS
JOINT SHEAR
TYPICAL EFFECTIVE AREA OF CONCRETE IN RESISTING SHEAR LOAD.
BELL THICKNESS X RESISTING LENGTH

31. NON-STANDARD SPECIAL DESIGNS
JACKING PIPE
CONCENTRIC ALIGNMENT
ECENTRIC ALIGNMENT
CONTRACTOR ALIGNMENT
LENGTH OF JACK
INTERMEDIATE JACKING STATIONS
LOADS
FRICTION FACTORS
COHESION
SOIL TYPES

32. NON-STANDARD SPECIAL DESIGNS
JACKING PIPE – CON’T
TYPE OF JOINT
LOAD TRANSFER
ACROSS JOINT
PACKER THICKNESS
AREA OF LOAD APPLICATION
SPECIAL ANALYSIS
Circumference moment
End thrust
concentric & eccentric

33. NON-STANDARD SPECIAL DESIGNS
JACKING PIPE – CON’T
DESIGN EFFECTIVE BEDDING
ANGLE AND LATERAL FORCE
WITHOUT GROUT
k = 0.25
B = 45°
WITH BENTONITE
k = 0.33
B = 75°
WITH GROUT
k = 0.50
B = 120°

34. NON-STANDARD SPECIAL DESIGNS
JACKING PIPE – CON’T
COHESION VALUES (c)
CLAYS
SOFT
MED
HARD 1000
SAND
LOOSE DRY
SILTY
DENSE
TOP SOIL
SATURATED

35. NON-STANDARD SPECIAL DESIGNS
FULL CONCENTRIC CONTACT

36. NON-STANDARD SPECIAL DESIGNS
FULL CONTACT ON BEARING SURFACE; e < ek

37. NON-STANDARD SPECIAL DESIGNS
PARTIAL CONTACT ON BEARING SURFACE

38. NON-STANDARD SPECIAL DESIGNS
END SQUARENESS

39. NON-STANDARD SPECIAL DESIGNS
RADIAL TENSION
RADIAL ACTING FORCE = F tan d
F = ASfS
RESISTING FORCE = 12 R d
C = 1.2 IMPERICAL CONSTANT
ASfS tan d = 12 R d
AS =

40. NON-STANDARD SPECIAL DESIGNS
DIRECT DESIGN
LOADS
&
STRENGTH DESIGN METHODS
BENDING & COMPRESSION
BENDING & TENSION
TENSION ENTIRE SECTON

41. NON-STANDARD SPECIAL DESIGNS
We = (VAF) PL
PIPE WEIGHT
EARTH LOADS
DISTRIBUTION OF LOADS & SUPPORT REACTIONS
(HAF) We
 = 15°

42. NON-STANDARD SPECIAL DESIGNS
P sur
ADDITIONAL EARTH FILL OR SURCHARGE LOADS
BUOYANT UPLIFT FROM EXTERNAL PRESSURE
SAME AS EARTH LOAD (HAF) P sur
HAF SAME AS EARTH LOAD FOR SAME TYPE INSTALLATION
Localized Surcharge
Loads shall be applied similarly to Live Loads

43. NON-STANDARD SPECIAL DESIGNS
WEIGHT OF FLUID
INTERNAL AND/OR EXTERNAL FLUID PRESSURE
 SAME AS EARTH LOAD
RADIAL PRESSURE

44. NON-STANDARD SPECIAL DESIGNS
LIVE LOAD or CONCENTRATED SURCHARGE
LOADS LESS THAN Bth IN WIDTH
SAME AS EARTH LOAD
HAF = 0
L t = B th / 12 WHEN 1.75 H > B th / 12
AND
L t = 1.75 H WHEN 1.75 H < B th / 12

45. NON-STANDARD SPECIAL DESIGNS
BENDING & COMPRESSION

46. NON-STANDARD SPECIAL DESIGNS
DESIGN – CON’T
RESOLUTION OF FORCES THRUST AT AN ESCENTRICITY

47. NON-STANDARD SPECIAL DESIGNS
DESIGN – CON’T
BENDING & TENSION

48. NON-STANDARD SPECIAL DESIGNS
DESIGN – CON’T
TENSION ENTIRE SECTION

49. NON-STANDARD SPECIAL DESIGNS
DESIGN – CON’T
LIKE A BEAM

50. NON-STANDARD SPECIAL DESIGNS
DIRECT DESIGN
“STRESS COEF. FOR
LARGE HORIZONTAL PIPES” BY
JAMES M. PARIS
LOADING SPLIT INTO SEVERAL ELEMENTARY CASES

51. NON-STANDARD SPECIAL DESIGNS