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

NON-STANDARD SPECIAL DESIGNS What would be considered a special design? Any design that is not in accord with standard ASTM specification: C 76 - Class I, II & III C 361 - If not in tables C 1433 - (If not in tables) Construction equipment loads Loads Cranes Backhoes *Compactors

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

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)

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

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”.

NON-STANDARD SPECIAL DESIGNS LOAD AREA = = 50.9 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 +1.75 (0.75 X PIPE O.D.) (PIPE O.D. = 129.5”) LE = 66” + 170” = 236” = 19.7 FT.

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

NON-STANDARD SPECIAL DESIGNS LOAD DUE TO BACKFILL AND COMPACTION PROCESS – CON’T TOT. LOAD = COMPACTION FORCES = 6,059 LBS 3’ EARTH@ 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

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

NON-STANDARD SPECIAL DESIGNS HANDLING LOAD DESIGN DUE TO PIPE WEIGHT MOMENT BOTTOM = 0.1025 W X Dm W = W = 4,178 LBS/FT. Dm = 118.75” MBOT. = 0.1025(4,178) (118.75) MBOT. 50, 854 IN-LBS/FT

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

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

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

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

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

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’

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

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

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 =

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

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

NON-STANDARD SPECIAL DESIGNS

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

NON-STANDARD SPECIAL DESIGNS

NON-STANDARD SPECIAL DESIGNS POTENTIAL JOINT SHEAR EXAMPLE 96” x 9” WALL PIPE 10’ earth @ 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#

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?

NON-STANDARD SPECIAL DESIGNS

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

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

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

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

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°

NON-STANDARD SPECIAL DESIGNS JACKING PIPE – CON’T COHESION VALUES (c) CLAYS SOFT 40 MED 250 HARD 1000 SAND LOOSE DRY 0 SILTY 100 DENSE 300 TOP SOIL SATURATED 100

NON-STANDARD SPECIAL DESIGNS FULL CONCENTRIC CONTACT

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

NON-STANDARD SPECIAL DESIGNS PARTIAL CONTACT ON BEARING SURFACE

NON-STANDARD SPECIAL DESIGNS END SQUARENESS

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 =

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

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

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

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

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

NON-STANDARD SPECIAL DESIGNS BENDING & COMPRESSION

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

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

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

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

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

NON-STANDARD SPECIAL DESIGNS