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Pile Driving Analysis by the Wave Equation - CEProfs

1. 9 Figure 2 RUT vs Blow Count Curves for Comparing the Effects of Varying Cushion Thickness Using a Delmag D 15 Hammer Cases HI IV and V 11 Figure 3 RUT vs Blow Count Curves for Comparing the Effects of Changing Helmet Weight Using a Delmag D 15 Hammer Cases V and VI 12 Figure 4 RUT vs Blow Count Curves for Comparing the Influence of Changing a Pile s Cross sectional Area Using a Vulcan 010 Hammer Cases VII and IX 14 Figure 5 Pile Load Capacity vs Time After Driving to Determine Soil Set up or Recovery of Strength After Driving in Cohesive Soil After Reference 29 15 Figure 6 RUT vs Blow Count for a Tapered Pile Driven with a Vulcan 010 Hammer to Full Penetration Case X na qunan oe a Moa 16 Figure 7 Soil Resistance Distribution for a Tapered Pile During Driving and for Long Term Capacity Gases XT and La o a usus 17 Figure 8 RUT vs Blow Count for a Tapered Pile Using a Vulcan 010 Hammer Case 18 Figure 9 RUT vs Blow Count for a Tapered Pile Using a Vulcan 010 Hammer Case XII 19 Figure 10 RUT vs Blow Count for a Kobe K 25 Hammer Driving a 60 Foot Pipe Pile Case ee te nel ie
2. 1 1 1 1 1 1 0 120 240 360 480 600 720 840 RATE OF PENETRATION BLOWS PER FOOT 1 It is recommended that the Vulcan 020 hammer be used to install the foundation piles Even though a larger hammer could develop a higher ultimate resistance to penetration the Vulcan 020 hammer is recommended for the following reasons a The 020 hammer has the ability to drive the pile to a final resistance of penetration of over 2200 kips whereas a resistance of only 1560 kips is required b The time required to install the piles should be nominal since only 36 blows per foot are required to develop the 1560 kips capacity 2 Because of its ability to be driven easily the pile of Figure 17 should be acceptable 3 Because of the ability of the Vulcan 020 hammer to drive the pile to a resistance to penetration of over 2200 kips it is unlikely that installation problems will arise assuming that the soils information supplied is representative of the area in which the structure is to be installed CHAPTER 4 THE COMPUTER PROGRAM Introduction The computer program discussed herein is based on idealizing the actual pile driving system as a series of concentrated weights and springs A comparison of an actual pile driving system with the idealized model is shown in Figure 22 The ram and helmet are assumed to be rigid concentrated masses between which a spring is inserted to represent the elasticity of the cushion The pile is idealized as a similar
3. A second case arises when dealing with piles of nonuniform cross section where variations in cross section do not occur at 10 foot intervals For example a pipe pile may have an 8 foot 1 inch wall section a 20 foot 1 inch wall section and a 150 foot 1 inch wall section for its makeup Since it is desirable to have approximately equal segment lengths the shortest segment length required by the cross sectional variations will be used as a basis for dividing the other sections of the pile Hence the 8 foot section is considered to be the base segment length The 20 foot section can be divided into two segments of 10 feet each or three segments of 6 667 feet each The 150 foot section can be divided into either 18 segments 8 333 feet each or 19 segments 7 895 feet each Pile Segment Weight The weight of a segment of the pile can be calculated from WAMO A D ILO d where WAM I weight of the I th segment in the system kips A I cross sectional area of the I th segment 1n 2 L I length of the I th segment in d unit density of the material kips in 3 Pile Segment Springs The spring constant associated with a segment in a pile can be calculated from XKAM D A D EVILQ where XKAM I spring constant associated with the I th spring in the system kips cross sectional area of the I th spring 1 2 E modulus of elasticity of the material ksi 44 L I length of segment of the I th spring in N
4. 200 lt PROGRAM WILL PRINT FORCES OR STRESSES AND DISPLACEMENTS AFTER EVERY IPRINT ITERATION PLEASE ENTER IPRINT 5 lt PROGRAM WILL PRINT INTERMEDIATE ANSWERS FOR 6 ELEMENTS OF YOUR CHOICE PLEASE INPUT 6 ELEMENTS ALONG THE PILE FIRST ELEMENT 1 lt SECOND ELEMENT 2 lt THIRD ELEMENT 3 FOURTH ELEMENT 5 lt FIFTH ELEMENT 7 lt SIXTH ELEMENT 8 lt THE FOLLOWING IS OPTION INPUT FOR MORE DETAILED INFORMATION SEE USERS MANUAL OPTION BRIEF POSSIBLE NUMBER DESCRIPTION VALUES INPUT PRINT 13 l WEIGHTS 1 1 SPRINGS 1 1 SOILRS 14 3 lt GAMMAS 12 lt EEMS 122 l lt RUN FULL NSTOP 1 2 2 lt VELOCITIES 1 2 l lt SOILQS 12 lt 10 SOILJS 1 2 l 11 AREAS 1 2 l lt 12 SLACKS 1 2 l lt N A 104 INPUT TOTAL NUMBER OF MASSES IN SYSTEM 8 lt INPUT MASS NUMBER OF FIRST PILE ELEMENT 3 lt INPUT INITIAL RAM VELOCITY FT SEC 11 75 lt INPUT AREA TO BE USED IN COMPUTING STRESSES SQ IN INPUT 1000 TO CHANGE FROM POUNDS TO KIPS 144 lt INPUT FIRST THREE COEFFICIENTS OF RESTITUTION INPUT EEM 1 5 INPUT EEMQ 5 INPUT EEM 3 1 lt INPUT FIRST THREE GAMMA I VALUES KIPS INPUT GAMMA 1 0 lt INPUT GAMMAQ 0 lt INPUT GAMMA Q 1 lt INPUT TOTAL SOIL RESISTANCE ON PILE KIPS 50 lt INPUT SOIL
5. 1 6 anvil weight WAM 3 1 5 helmet weight WAM 9 0 314 weight of pile segment Card 0301 XKAM 1 13464 ram spring rate XKAM 2 6927 capblock spring rate XKAM 8 2312 pile spring rate Card 0401 5 0 0 no resistance on ram anvil or helmet RUM 9 30 0 resistance along the side of the pile for each pile segment 4 through 9 RUM 10 0 0 no resistance under the point of the pile Card 0501 238 1 explosive force of the ram 0 0 GAMMAS 1 0 0601 EEM 1 0 5 8 1 0 0801 VEL 1 20 53 velocity of at impact VEL 9 0 0 velocity of remaining elements Card 0901 Q 10 0 1 Card 1001 SJ 5 2 0 0 SJ 9 0 2 side clay see Appendix C SJ 10 0 01 point clay see Appendix C Card 1101 A 1 1000 0 convert force in 165 to A 8 9 25 area of each pile segment Case XIV Assume that a pipe pile 60 feet long is to be driven to 40 feet below the mudline with rock at the point of the pile all point bearing using a standard Delmag D 44 diesel hammer Hammer From Appendix C the properties of a Delmag D 44 hammer are found to be Ram Weight WAM 1 9 5 kips Efficiency 100 Observed Total Stroke of Ram 8 0 ft 81 Distance from the Anvil to the Exhaust Ports c 1 19 ft Anvil Weight WAM 2 2 42 kips Helmet Weight WAM 3 1 6 kips assumed VELMI Velocity of the Ram at Imp
6. Helmet 200 100 STATIC SOIL RESISTANCE RUT KIPS 0 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT Note from the summary of stresses in Table 3 that the maximum stresses are reduced such that in this case the change in helmet weight was effective in reducing the driving stresses Note also from Figure 3 that the drivability of the pile was relatively unchanged TABLE 2 Stresses for Various Cushions A comparison of maximum compressive and tension stresses for a 12 inch by 12 inch prestressed concrete pile using a Delmag D 15 hammer and varying the cushion thickness Case III 1 inch cushion Case IV 6 inch cushion Case V 12 inch cushion Case III Case IV Case V Delmag D 15 Delmag D 15 Delmag D 15 Maximum Maximum Maximum Maximum Maximum Maximum RUT Compressive Tension Compressive Tension Compressive Tension psi psi psi psi psi psi 50 5130 6 2143 4 3614 1950 2976 1652 100 5130 6 1538 5 3749 1233 3159 1039 150 5130 6 1083 3 3890 1030 3328 728 200 5130 6 764 3 4019 723 3486 607 300 5130 6 1129 0 4267 1052 3763 896 400 5130 6 1678 9 4486 1256 3998 1579 500 5130 6 2075 6 4679 1612 4202 1990 TABLE 3 Stresses for Various Helmet Weights 11 A comparison of maximum compressive and tensile stresses for a 12 inch by 12 inch prestressed concrete pile using a Delmag D 15 hammer and varying the helmet weight Case V 1 Kip helmet Case VI 5 Kip helmet Case V Case VI Delmag D 15 Delma
7. 600 116 686 14 427 700 119 006 4 310 Use of Wave Equation for Field Control One of the more important uses of the wave equation is its application toward field control and acceptance of piles during construction For example assume that the concrete pile of Case XV is to carry an ultimate load of 300 kips The pile is to be driven by a Vulcan 30C hammer During driving of test piles which were to be load tested it was noted that at the specified penetration the hammer was driving at 100 blows per foot After 15 days when the soil had set up to its full strength the piles were load tested to an ultimate load of 320 kips STATIC SOIL RESISTANCE RUT KIPS 50 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT 19 STATIC SOIL RESISTANCE RUT KIPS 350 300 250 200 150 100 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT 20 Thus as seen in Figure 12 at the end of driving the resistance was 117 kips and the soil set up was therefore 320 117 2 74 Since the desired ultimate resistance was only 300 kips the desired resistance at the end of driving should be 300 2 74 110 kips which corresponds to a blow count of 90 blows per foot see Figure 12 Thus the remaining piles in this area were driven to a blow count of 90 blows per foot The slight change in depth of penetration will not affect the curve of Figure 12 and can thus be neglected However if the penetration was ser
8. 8 1 500 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED 10 C CHANGE D DELETE A ADD A lt FOR ELEMENT NUMBER S 10 INPUT WAM 1 5 lt CARD SERIES 200 ELEMENT WAM 1 8 000 2 1 000 8 1 500 10 1 500 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED 8 C CHANGE D DELETE A ADD D lt Not that it mattered but giving both elements 8 and 10 the same weight seemed redundant so I deleted weight 8 CARD SERIES 200 ELEMENT WAM 1 8 000 2 1 000 10 1 500 114 Thus we now have weight 1 the ram 8 kips the helmet weight 2 1 kip and weights 3 through 10 1 5 kips each RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED N lt CARD SERIES 300 ELEMENT XKAM 1 6927 2 6480 7 3600 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED 7 lt C CHANGE D DELETE A ADD D lt CARD SERIES 300 ELEMENT XKAM 1 6927 2 6480 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED 9 lt C CHANGE D DELETE A ADD A lt FOR ELEMENT NUMBER S 9 lt INPUT XKAM 3600 CARD SERIES 300 ELEMENT XKAM 1 6927 2 6480 9 3600 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMB
9. Closed end diesel hammers VELMI sqrt 2g he c e where VELMI initial ram velocity ft sec he equivalent stroke derived from bounce chamber pressure gage ft he E WAM I E Indicated Ram Energy c distance from anvil to exhaust ports ft e efficiency of hammer 3 Double acting air and steam hammers VELMI sqrt 2g he e 41 where he equivalent ram stroke ft e efficiency of hammer 4 Single acting air and steam hammers VELMI sqrt 2g h e where h ram stroke ft e efficiency of hammer Work done on the pile by the diesel explosive force is automatically accounted for by including an explosive pressure as later shown In the hammer idealization note that the elements of the pile hammer are physically separated 1 the ram is capable of transmitting compressive force to the anvil but not tension The same is true between the anvil and helmet and the helmet and the head of the pile The program contains provisions for eliminating the ability of various elements to transmit these tensile forces The mechanics of this provision are explained in the following sections Idealization of Cushions The primary purpose of cushion material in a pile driver assembly is to limit impact stresses in both the pile and the ram An inherent disadvantage to the use of cushions is that much of the available impact energy may be absorbed as the result of nonlinear load deformation characteristics The idealization o
10. INPUT CARD NUMBER S CR lt EDITING FILE A CASEI EDITMENU 0 SERIES PROBLEM TITLE CARDS 1 100 SERIES CARDS 101 102 AND 103 2 200 SERIES ELEMENT WEIGHTS WAM 3 300 SERIES ELEMENT SPRING RATES XKAM 4 400 SERIES STATIC SIDE RESISTANCES RUM 5 500 SERIES MINIMUM SPRING FORCES GAMMA 6 600 SERIES COEFFICIENTS OF RESTITUTION EEM 7 700 SERIES NOT USED 8 800 SERIES INITIAL VELOCITIES VEL 9 900 SERIES SOIL QUAKE Q 10 1000 SERIES SOIL DAMPING FACTORS SJ 11 1100 SERIES CROSS SECTIONAL AREAS A 12 1200 SERIES INTERNAL SPRING SLACKS SLACK ENTER THE NUMBER S 0 12 OR ALL M MAIN MENU INPUT NUMBER S 1 4 lt Note that the 1 4 entry means edit 1 2 3 amp 4 110 CARD 101 NAME VALUE NAME VALUE 1 IDELTEEO 12 NOP 3 1 2 NSTOP 200 13 NOP 4 3 3 IPRINT 5 14 NOP 5 1 4 NSI 1 15 NOP 6 1 5 NS2 2 16 NOP 7 2 6 NS3 3 17 NOP 8 1 7 NS4 5 18 NOP 1 8 NSS 7 19 10 1 9 NS6 8 20 11 1 10 NOF 1 1 21 NOP 12 1 11 NOP2 1 22 NOTUSED 0 N NEXT CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE 9 lt O K Here you have 3 choices You can either type N to go to the next card M to return to the EDITMENU or any number from 1 to 22 to change the corresponding value on this screen I picked 9 to change the point of the pile print out Program now asks me for new NS6 value INPUT NEW VALUE FO
11. NOT USED 8 800 SERIES INITIAL VELOCITIES VEL 9 900 SERIES SOIL QUAKE Q 10 1000 SERIES SOIL DAMPING FACTORS SJ 11 1100 SERIES CROSS SECTIONAL AREAS A 12 1200 SERIES INTERNAL SPRING SLACKS SLACK ENTER THE NUMBER S 0 12 OR ALL M MAIN MENU INPUT NUMBER S 0 lt CURRENT TITLE CARD S ARE 1 VULCAN 08 DRIVING 12X12 INCH PRESTRESSED CONC PILE 60 FT LONG 2 CASEI USING A 1 INCH OAK CAPBLOCK AND CUSHION SEE CASEI EXAMPLE 3 4 5 6 7 8 INPUT THE CARD NUMBERS THAT YOU WANT TO CHANGE ADD OR RETURN TO CONTINUE INPUT CARD NUMBER S 3 lt CARD 3 THIS WILL BE SAME AS CASE I BUT ADD 20 FEET TO THE PILE lt CURRENT TITLE CARD S ARE 1 VULCAN 08 DRIVING 12X12 INCH PRESTRESSED CONC PILE 60 FT LONG 109 2 CASEI USING A 1 INCH OAK CAPBLOCK AND CUSHION SEE CASEI SAMPLE 3 THIS WILL BE SAME AS CASE I BUT ADD 20 FEET TO THE PILE INPUT THE CARD NUMBERS THAT YOU WANT TO CHANGE ADD OR RETURN TO CONTINUE INPUT CARD NUMBER S 4 lt CARD 4 THUS ADD TWO WEIGHTS AND SPRINGS TO THE PILE lt CURRENT TITLE CARD S ARE 1 VULCAN 08 DRIVING 12X12 INCH PRESTRESSED CONC PILE 60 FT LONG 2 CASEI USING A 1 INCH OAK CAPBLOCK AND CUSHION SEE CASEI SAMPLE 3 THIS WILL BE SAME AS CASE I BUT ADD 20 FEET TO THE PILE 4 THUS ADD TWO WEIGHTS AND SPRINGS TO THE PILE 5 6 7 8 INPUT THE CARD NUMBERS THAT YOU WANT TO CHANGE ADD OR RETURN TO CONTINUE
12. This option is used to make a backup copy of an existing file either using a new name on the disk or putting a copy of the file on another disk Option 5 LOAD A FILE FROM DISK If you have previously built a data set on the disk and wish to either check or modify the data use this option You will be asked which drive the data set is on and then what name the data set has For example if the data set has the name JUNK DAT you should respond only with the name JUNK since the program asks for the three letter extension separately Thus you would respond with JUNK and hit return then respond with DAT and hit return when asked for the extension If you change your mind after getting into Option 5 and do not wish to load a file after all simply hit RETURN instead of giving the file name 94 Option 6 EDIT PRESENT FILE If you wish to make changes to an existing data file use Option 6 Note that you MUST have previously built the data file you intend to edit and that you MUST have loaded it into memory before it can be edited Thus you must have used Option 9 discussion follows to first build the data file and save it on disk then use Option 5 to load that data file from the disk back into memory where you can then use Option 6 to edit it Thus the general procedure is as follows a Use Option 9 to build the data set and load it on disk If the data set is ready to run run it using MICROWAVE b Should any changes in the original d
13. is computed by the same equation as in Case I VELMI sqrt 64 4 3 25 0 66 VELMI 11 75 ft sec Same as Case I Capblock and Cushion From Appendix C the properties for the capblock and cushion are found to be the same as used in Case I The dimensions are also assumed to be the same Thus the spring rate and all other input parameters for this case are the same as in Case I The pile used in this case is the same pile driven in Case I Soil Identical to Case I Card Input Case II The same input for Case I is used for Case II except the following 0001 and 0002 cards for problem identification are changed WAM 1 10 0 kips Ram weight for the Vulcan 010 hammer All other input data entry for Case II will thus be identical to that used in Case I Case III Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and at the point of the pile using a standard Delmag D 15 open end diesel hammer Case III is the same as Case I except for the hammer and capblock utilized to drive the pile Hammer From the contractor and Appendix C the properties of a D 15 hammer which is an open end diesel hammer are found to be Ram Weight WAM 1 3 3 kips Total Stroke of Ram h 95 inches observed in field Distance from the Anvil to the Exhaust Ports c 13 15 in Efficiency 100 Anvil Weight WAM 2 0 81 kips 64 Helmet Weight WA
14. long form NOP 7 1 run only until permanent set of pile is found NOP 10 2 read SJ I from card series 1100 long form NOP 12 1 read in joint slacks from card series 1200 Card 0102 7 AREA 1000 0 EEM2 1 0 Card 0103 WAM 3 1 096 WAM 4 1 048 WAM 5 0 920 WAM 6 0 792 WAM 7 0 668 Card 0301 XKAM 2 11563 XKAM 3 10938 XKAM 4 9688 XKAM 5 8125 XKAM 6 6875 Card 0401 soil resistance see Figure 7 for soil resistance distribution RUM 2 0 0 RUM 4 70 0 RUM 7 100 0 RUM 8 40 0 The value of RUM 4 70 0 because the 140 kips resistance is spread equally over 2 elements of the pile See Figure 7 The total resistance on the two upper elements equals 140 kips thus RUM 3 and RUM 4 140 0 kips 2 70 0 kips each Also RUM 5 through RUM 7 300 kips 3 100 0 kips each since the resistance equals a total of 300 kips which is equally distributed over those 3 segments of the pile Card 1101 SJ 2 0 0 SJ 4 0 05 SJ 7 0 20 77 SJ 8 0 01 Note that the first two soil damping values for the ram and helmet are set to zero although any value would do since there is no RU on them The next two SJ values are for side friction in sand the next 3 are for side friction in clay and finally the point value is for point bearing damping in clay Card 1201 SLACK 2 100 0 SLACK 6 1 125 The values of SLACK in the pile springs are input long form to the progra
15. 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM Note that throughout this users guide the actual text shown for your computer may vary from that listed above This is due to changes made necessary by the number of lines and columns available on each computer For example on the apple using 40 column screens the above text has had to be severely shortened to permit the text to fit on the screen Option 1 DISPLAY FILES ON DISK To see what files are already on the disk respond to the question WHICH DRIVE It is normally best to put only one set of data on a blank disk thereby leaving a maximum of room for the wave equation to put answers on the same disk We normally label the disk with the client s name and job ID and after running the wave equation file the disk with the other job information for future reference If you have several other files on the disk be sure that you have enough room for answers to be written on the disk use STAT or CHKDSK or whatever your computer uses to determine how much room is left on the disk Option 2 DELETE A FILE FROM DISK To delete an unwanted file from the disk simply answer the prompts as they appear Be sure to copy any good files onto another disK before deleting them from the present disk or they Will be lost Option 3 RENAME A FILE ON DISK This option is used to rename an existing file on the disk to some new name Option 4 COPY A FILE
16. 160 VERY SOFT CLAY 180 BECOMING FIRM AT 187 200 ul u 2 220 GRAY SANDY SILT z ae e 2 gt 240 260 ei eS Pe See m DENSE GRAY FINE SAND e 28 Sa ae TTE 5 FIRM GRAY CLAY 300 BECOMES STIFF AT 300 320 DENSE GRAY FINE SAND 346 COMPLETION AT EL 340 If a rate of penetration of around 360 blows per foot is assumed to be practical refusal curve 2 of Figure 21 indicates that the Vulcan 020 hammer should be able to drive this pile to a final resistance to penetration of over 2200 kips Thus by using the soils information presented in Figure 19 it is seen that the pile could probably be driven to a final depth of penetration of over 175 feet The slight change in penetration will affect the solution very little and Figure 19 will be 32 sufficiently accurate However should a major change in penetration be indicated the problem should probably be re run at the new penetration PILE PENETRATION FT PILE PENETRATION FT RESISTANCE TO PENETRATION KIPS o9 400 800 1200 1600 2000 165 175 Total 1360 KIPS KIPS RUSIDE 320 RU PoInT 1040 IPS RusipE 800 S 5 RU POINT 760 Total 1560 KIPS Recommendations Based on Example Solution 33 PROBLEM 2 PROBLEM 2000 45 88 1000 RESISTANCE TO PENETRATION KIPS
17. 20 000 3 00 66 11 29 TABLE C2 Summary of Diesel Hammer Properties Ram Ram Energy Hammer Stroke Hammer Weight Output Efficiency he Model Kips ft lb ft ft Delmag D 5 1 10 9 100 100 9 64 0 83 D 12 2 75 22 500 100 10 83 1 08 D 15 3 30 22 780 100 10 83 1 10 22 4 85 39 700 100 10 55 1 08 D 30 6 60 54 250 100 10 51 1 25 D 44 9 50 87 000 100 11 41 1 19 55 11 86 117 175 100 11 41 1 64 Kobe K 25 5 51 50 700 100 8 0 1 46 Link Belt 180 1 72 8 100 100 4 63 0 64 312 3 65 515 000 100 3 67 0 50 440 4 00 18 200 100 4 55 1 25 i 520 5 07 26 300 100 5 20 0 63 DE 20 2 00 18 800 100 8 00 0 92 DE 30 2 80 22 400 100 8 00 1 04 DE 40 4 00 32 000 100 8 00 1 17 TABLE C2 Summary of Diesel Hammer Properties Continued Explosive Force Ram Anvil GAMMA Velocity Weight K 1 Model Kips ft sec kips kips in Delmag D 5 46 3 23 57 0 35 1 850 7 D 12 93 7 25 06 0 82 3 150 ii D 15 129 2 25 03 0 81 2 646 P D 22 158 7 24 70 1 58 4 970 D 30 175 0 24 22 1 61 3 976 D 44 200 0 25 65 2 42 10 600 D 55 275 0 25 07 2 42 7 810 Kobe K 25 238 1 20 53 1 60 13 464 Link Belt 180 81 0 16 03 0 38 4 450 312 98 0 14 73 1 18 14 250 T 440 98 0 14 58 0 71 13 800 520 98 0 16 78 1 18 10 850 MKT DE 20 46 3 21 35 0 66 3 120 DE 30 98 0 21 17 0 774 3 870 DE 40 138 0 20 97 1 35 7 220 Maximum stroke For actual stroke use field observations may vary from 4 0 to 8 0 ft
18. ABOVE MODCASEI 3 LETTER ATTRIBUTE IF DESIRED CR lt PLEASE WAIT SAVING FILE A MODCASEI lt lt lt MAIN MENU gt gt gt 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 10 Note Now we are going to merge two data sets to run at the same time However once they are merged they can no longer be edited or checked so make sure they are good before you 118 merge them NOTE ANY FILE WHICH IS CREATED BY MERGING WILL HAVE THE EXTENSION MRG AND CANNOT BE LOADED BY THE EDITOR MERGE DATA TO WHICH DRIVE A Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM CASEIII READWAVE COM MODCASEI CASEVII CASEXII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR NAME TO SAVE MERGED FILES UNDER 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU RUNBOTH MERGING TO FILE A RUNBOTH MRG ADD FILE FROM WHICH DRIVE A or B OR RETURN TO GO TO MAIN MENU A Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAV
19. DAT FILE A JUNKFILE DAT HAS BEEN DELETED DO YOU WANT TO DELETE MORE FILES Y N N lt MAINMENU I DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 102 4 gt COPY A FILE 5 gt LOAD A FILE FROM DISK 6 gt EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 9 lt WRITE DATA TO WHICH DISK A or B A lt Directory of Disk A CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVII CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAVIOO OVR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR ENTER NAME OF DATASET 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU CASEI lt 3 LETTER ATTRIBUTE IF DESIRED CR lt INPUT FOR CARD SERIES 001 2222222022222 bee kkk INPUT NUMBER OF COMMENT CARDS 8 MAX 2 lt INPUT LINE OF COMMENTS VULCAN 08 DRIVING 12X12 INCH PRESTRESSED CONC PILE 60 FT LONG INPUT LINE OF COMMENTS CASEI USING A 1 INCH OAK CAPBLOCK AND CUSHION SEE CASEI EXAMPLE 103 INPUT 1 DELTEE 1 SECONDS HIT RETURN IF YOU WOULD LIKE PROGRAM TO COMPUTE VALUE lt INPUT MAXIMUM NUMBER OF ITERATIONS YOU WISH PROGRAM TO RUN
20. DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT The maximum stresses determined by the wave equation for Cases III through V are listed in Table 2 If the allowable tensile stress is given as 2000 psi and a maximum compressive stress of 5000 psi is specified it is seen that the 6 inch thick oak cushion would be required to prevent overstressing of the pile Note that changing the cushion thickness also influences the ability to drive the pile as seen in Figure 2 In this case the increase in cushion thickness from 1 inch to 6 inches increased the blow count from 157 to 220 blows per foot at final penetration 450 kips resistance Increasing the cushion thickness to 12 inches will make driving to 450 kips difficult as seen in Figure 2 Case V b Helmet Selection A helmet or pile cap is used to adapt the driving hammer to the pile The weight of the helmet is represented as a single rigid weight Although increasing the weight of the helmet is sometimes attempted to reduce driving stresses this is not normally done since it will in some cases decrease the ability to drive the pile to the desired penetration Typical helmet properties for use in the wave equation vary widely from case to case and must be determined from the contractor For the following investigation the 1 0 kip helmet of the D 15 hammer of Case V was increased to 5 0 kips Case VI and its effect determined 10 500 Case V Heimet VI 2 5
21. It thus has a spring rate of XKAM 4 AE L 31 0in 2 30000 ksi 8ft x 12in ft 9688 kips inch and a weight of WAM 5 31 0 in2 8 ft x 12 in ft 0 490 kips ft3 1728 in3 ft3 0 84 kips agrees with manufacturer This weight is increased by 0 080 kips due to the weight of the shell Thus WAM 5 0 84 0 08 0 92 kips However because the shell is corrugated it has practically no stiffness thus the XKAM 4 value 76 is not increased The core sections are pin connected at each end with a loose fitting pin such that there is a 1 125 inch space of SLACK between each section Thus these sections can open up 1 125 inches before tension will be transmitted between adjacent sections Thus values for SLACK 3 through SLACK 6 will be input as 1 125 inches Since the values for GAMMA 1 and 2 have been input 0 0 indicating that tension can never be transmitted through these springs the values of SLACK 1 and 2 are meaningless and are input as 100 0 Coefficients of restitution for the steel pile should be set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 6 can transmit tension GAMMA 3 through GAMMA 6 1 0 Card Input Case XI The same input for Case II is used except the following Cards 0001 and 0002 for problem identification are modified Card 0101 NS1 1 2 2 NS3 3 NS4 4 5 6 NS6 7 NOP 4 1 read RUM 1 for each element from card series 400
22. MP 51 WAM I The weight of element number I kip Note that only the last weight of a string of identical weights must be input if desired For example if WAM 1 10 0 WAM 2 8 5 0 and WAM 9 53 2 0 it is sufficient to input I WAMO I I WAMO I WAMO I WAM D 1 100 8 50 53 2 0 The program will understand that WAM 2 thru WAM 8 5 0 WAM 9 53 2 0 All input data utilizes this method 6 300 CARD SERIES Required I Element number XKAM I The internal spring rate of spring I kip in Similar to card series 200 only the last value of a string of identical values must be input Values must be input from the top of the system down Last value must be MP 1 7 400 CARD SERIES Required if NOP 4 1 I Element number The ultimate static soil resistance acting on pile segment I kip a If NOP 4 1 read MP 1 ultimate soil resistances from card series 400 b If NOP 4 2 set all side friction 0 0 and set RUM MP 1 RUP c If NOP 4 3 distribute RUT RUP uniformly along the pile starting from segment number MO to number MP and set RUM MP 1 RUP d If NOP 4 4 distribute RUT RUP triangularly between MO and MP and set RUM MP 1 RUP 8 500 CARD SERIES Required when NOP 5 2 I element number GAMMA I The minimum force possible in spring I after the peak compressive force has passed except that any negative GAMMA I is construed to mean that spring can
23. Maximum allowable tensile stress 500 psi above prestress 39 Capblock L amp H Helmet WAM 2 Cushion 2 Pile Weight Pile Spring cud Soil Damping mm 95 RUT XKIM 7 uniformly x distributed on side SJ 7 XKIM 9 SJ 9 5 RUT at point AR A series of 10 foot pile segments will be used to idealize the pile in this case Although a slight increase in accuracy would be possible by using shorter segment lengths this is probably not justified because of the increased solution time required The idealization for this case is shown in Figure 30 The segment weights are computed from WAM I AL Density where WAM I Weight of element I kips A Cross sectional area of the pile at element I 1n 2 L Length of element I inches and the density of the material at element I is 0 150 kips ft 3 Thus WAM 3 144 in 2 10ft x 12 in ft 0 150 kips ft 3 1728 in 3 ft 3 1 5 kips Thus WAM 3 through WAM 8 1 5 kips Note that although there are 8 element weights in the system there are only 7 internal springs one between each two adjacent weights There are also 9 soil springs associated with the 8 weights since the last weight has a side soil spring side friction and also a point soil spring point bearing The top 5 soil springs are not shown on weights 1 through 5 a
24. NOP 7 1 Card 0102 VELMI 10 14 AREA 100 Card 0103 RUP 0 0 no resistance beneath the point of the pile DRI 2 0 DR2 2 5 3 0 3 25 Card 0201 WAM 1 3 0 ram weight WAM 8 1 04 pile segment weight Card 0301 XKAM 7 2500 Case XVI Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline clay at the side and at the point of the pile using a standard Link Belt 312 open end diesel hammer Case XVI is the same as Case III except for the hammer utilized to drive the pile Hammer From Appendix C the properties of a Link Belt 312 hammer which is an open end diesel hammer are found to be Ram Weight WAM 1 3 855 kips Maximum Stroke h 3 87 ft Distance from Anvil to Exhaust Ports c 0 5 ft Efficiency 100 Anvil Weight WAM 2 1 188 kips Helmet Weight WAM 3 1 381 kips assumed 84 The ram velocity at impact VELMI is computed by VELMI sqrt 2g h c efficiency VELMI sqrt 64 4 3 87 0 5 1 00 14 73 ft sec The spring rate for the ram The value for XKAM 1 the spring rate for the ram can be found in Appendix C in Table C2 XKAM 1 14 250 kips inch The assumed coefficient of restitution between the ram and the anvil will be 0 9 EEM1 0 9 Capblock and Cushion From Appendix C the properties for the capblock and cushion are found to be the same as those used in Case III
25. SAVE PRESENT FILE 9 BUILD A NEW FILE 18 gt MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 2 WHICH DRIVE IS THE FILE ON A or B A lt Directory of Disk A JUNKFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVII CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR 101 ENTER NAME OF FILE TO DELETE 1 to 8 characters OR HIT RETURN TO GO TO MAIN MENU JUNKDAT lt 3 LETTER EXTENSION If necessary FILE A JUNKDAT DOES NOT EXIST HIT RETURN lt WHOOPS MISSPELLED IT WHICH DRIVE IS THE FILE ON A or B A lt Directory of Disk A JUNKFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVII CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR ENTER NAME OF FILE TO DELETE 1 to 8 characters OR HIT RETURN TO GO TO MAIN MENU JUNKFILE lt 3 LETTER EXTENSION If necessary lt THIS IS IT I M ABOUT TO DELETE FILE A JUNKFILE DAT AND IT WILL BE GONE FOR SHALL I PROCEED WITH THE DELETION Y N Y DELETING FILE A JUNKFILE
26. SET ON A or B A lt Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR NAME OF DATA SET 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU CASEI lt 3 LETTER ATTRIBUTE IF DESIRED CR lt PLEASE WAIT LOADING FILE INTERPRETING DATA FILE A CASEI HAS BEEN LOADED AND INTERPRETED HIT RETURN CR lt lt lt lt MAIN MENU gt gt gt gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 108 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 6 lt NOW I WOULD LIKE TO BUILD A MODIFICATION OF CASEI BUT NOT LOSE CASEI EDITING FILE A CASEI EDITMENU 0 SERIES PROBLEM TITLE CARDS 1 100 SERIES CARDS 101 102 AND 103 2 200 SERIES ELEMENT WEIGHTS WAM 3 300 SERIES ELEMENT SPRING RATES XKAM 4 400 SERIES STATIC SIDE RESISTANCES RUM 5 500 SERIES MINIMUM SPRING FORCES GAMMA I 6 600 SERIES COEFFICIENTS OF RESTITUTION EEM 7 700 SERIES
27. and with each contractor They must be individually determined Values used in all following example cases were selected from previous cases solved by the author The ram velocity at impact VELMI is computed by VELMI sqrt 2g Hammer Stroke Efficiency VELMI sqrt 64 4 3 25 0 66 VELMI 11 75 ft sec Capblock The properties for this capblock are Capblock OAK from contractor Diameter from contractor 14 0 Thickness from contractor 1 0 Modulus of Elasticity E 45 kips in Table C3 Coefficient of Restitution AIM 0 5 Table C3 58 Since this spring is between the ram and the helmet it cannot transmit tension so GAMMAI 0 Spring rate for CAPBLOCK XKAM 1 AE L where A Area of Capblock E Modulus of Elasticity L Length or Thickness XKAM 1 pi Diameter 2 45 ksi 4 1 0 6927 kips inch Cushion from contractor OAK see Appendix C Size from contractor 12 x12 square same size as pile Thickness from contractor 1 0 Modulus of Elasticity E 45 ksi Coefficient of Restitution EEM2 0 5 GAMMA2 0 0 Spring rate for cushion XKAM 2 XKAM 2 AE L 12 12 45 ksi 1 0 6480 kips inch Pile The pile to be driven is a 12 x12 prestressed concrete pile 60 feet long Given information is as follows Area 144 in 2 Length 60 feet Modulus of Elasticity 3000 ksi Prestress 2000 psi Maximum allowable compressive stress 2000 psi above prestress
28. information then enables the engineer to answer such questions as Can a given hammer drive the pile to the required depth of penetration 2 What rate of penetration will the hammer provide i e how long will it take to install the pile 3 To what maximum penetration can the pile be driven 4 What is the maximum resistance to penetration that the hammer can overcome 5 Will excessive stresses be set up in the pile or hammer during driving The wave equation is quite often used as an aid in design For example it is commonly used 1 To indicate the static resistance to penetration of the pile afforded by the soil at the time of driving Note that the wave equation only predicts the resistance to penetration at the time of driving since soil set up group effect negative friction and other time effects may influence the long term bearing capacity Only the use of engineering soil mechanics can transform the resistance to penetration at the time of driving into the long term bearing capacity 2 To optimize the cushion i e to determine which cushion will effectively limit the driving stresses induced in the hammer and pile and yet will still produce the maximum possible permanent set per blow of the hammer 3 To determine the correct size of the driving hammer This reduces the chance of picking a very large and expensive hammer whose capacity is not needed as well as the more unfortunate situation of picking a small hammer whose d
29. of soil profile on additional sheet Tabulation of soil strength tests unconfined compression remolded and undisturbed tests miniature vane confined tests etc on additional sheet Total soil resistance from load test Resistance at point of pile Resistance on side of pile Distribution of soil resistance on side of pile on additional sheet E Problem Background Use additional sheet if necessary to describe nature of problem observations special conditions etc 28 Example Problem The following problem is given to illustrate the type of information required to set up the solution In this case a 36 inch pipe pile of varying wall thickness is to be driven by a Vulcan 020 hammer The solution is needed because there is some question as to whether or not the pile will be able to penetrate a sand lens lying some 60 feet above the required design penetration Problem Information Forms A Hammer Information 1 Hammer Type Vulcan 020 2 Hammer Energy Total output 60 000 ft Ib Influencing factors Probable hammer efficiency 80 3 Ram Stroke Observed single acting hammers 3 0 feet Equivalent double acting hammers 4 Velocity of Ram at Impact V sqrt 2 g h 0 8 12 4 ft sec Operating Pressure Steam hammer pressure 130 psi Diesel hammer explosive pressure force B Driving Accessories 1 Capblock Properties Material Micarta 1 4 sheets Modulus of Elasticity 700 000 psi Coefficient of Restitution 0 6 Dimensi
30. scat cot coco edicion 44 Limiting Forces Between Pile uote 45 Slack Hi JOM antt t eter eee eee ee Renee 45 MH AZALI QT TOF SOINS cu oot tendi eater ton etl oo 45 Soll Quake and Dampine ace tta a Pater Pa haere aan levitate 47 APPENDIX A COMPUTER PROGRAM INPUT DATA eere 48 Tri OCHO LOT os ode care deum ten t eme nist on ado o Bonae ka ibn HU 48 Program Input Rue EM D LA Ld AAT LU EO EM D AM E 48 NOP Y PUfiCtlols e Rod eta Bae coe oar ee cee 48 APPENDIX B CODING SHEETS ces sass tette rn SEU Ut bau et ori et 53 APPENDIX C HAMMER CUSHION AND SOIL PROPERTIES eee 54 TABLE Summary of Steam Hammer Properties 54 TABLE C2 Summary of Diesel Hammer Properties a 56 TABLE C3 Summary of Constants for Commonly Used Cushion and Capblock Materials TEM 57 TABLE C4 SOM PROPERTIES teretes ud idu eu e aan 57 APPENDIX D SAMPLE PROBLEMS naa 58 CASET um 58 Case E 63 64 diae
31. segments that spring can transmit tensile forces between the elements This is signified by setting GAMMA I equal to any negative value usually 1 0 kip Same as above but for spring number 2 Note that GAMMA2 will only be 1 or 0 never positive since only GAMMA will have a diesel explosive pressure Same as GAMMA2 but for spring number 3 4 Card 103 Required RUT The total static soil resistance acting on the pile kip RUP The total static soil resistance acting beneath the pile point kip MO Number of the first element upon which soil resistance acts QSIDE Soil quake along the side of the pile inches If the soil quake varies along the pile use input on card series 900 and QSIDE will be ignored QPOINT Soil quake on the point segment inches SIDEJ Soil damping factor in shear along the side of the pile sec ft POINT Soil damping factor in compression beneath the pile point sec ft DRI Increment by which RUT and RUP are to be increased when the problem is re run DR2 Second increment by which RUT and RUP are to be increased and the problem re run DR3 Etc For example if three levels of resistance were to be run with RUT 100 250 400 800 kips with corresponding point resistances of 10 25 40 and 80 kips set RUT 100 RUP 10 and set DRI 2 5 DR2 4 0 and DR3 8 0 5 200 CARD SERIES Required I Element number from top down Last value must be
32. whether or not the Vulcan 020 hammer will have sufficient capacity to penetrate the sand lens encountered at 100 foot penetration How likely is it that jetting will be required 2 Once the sand lens has been penetrated will the 020 hammer drive the pile to the design penetration 3 In order to study alternate possible pile configurations is it possible to determine to what final penetration the pile could be driven 30 aa ET 11 ADD ON SECTION LEAD SECTION Discussion of Solution of Example Problem The results of the wave equation analysis are presented in Figure 21 in the form of curves which enable the user to determine the blow count corresponding to any given resistance encountered by the pile For example according to the soil information given in Figure 19 the resistance at a penetration of 110 feet will be 1360 kips Entering this value in Figure 21 and projecting horizontally to curve 1 indicates a rate of penetration of around 96 blows per foot Therefore the contractor should have no difficulty in penetrating the sand lens At a penetration of 165 feet the soils information of Figure 19 indicates a resistance of around 1560 kips Entering this value in Figure 21 and projecting horizontally to curve 2 also gives a blow count around 96 blows per foot indicating no problems should arise in driving the pile to the required depth after penetrating the sand lens 3l WATER oe MUD LINE AT EL
33. 0 kips the HP8x36 pile could not be driven to the desired penetration since the pile would refuse at 360 kips For cases VII VIII and IX see Appendix D the soil parameters assumed that the piles were to be driven in sand In this case 90 of the total soil resistance was assumed to be distributed uniformly along the side of the pile with 1096 of the total placed in point bearing Also the soil damping factors used were for sand Since sand usually does not set up after driving stops the soil resistance predicted by the wave equation which would be the soil resistance immediately after driving should equal the long term capacity of the pile Prediction of Pile Load Capacity 13 200 LTPI BELLVILLE FIRM COHESIVE SOIL 50 PILE LOAD CAPACITY KIPS L 1 4 1 il 200 400 600 800 1000 1200 TIME AFTER DRIVING HOURS The engineer is most interested in the static load carrying capacity of the piles being driven In the past he has had to rely on judgment based on empirical pile driving formulas or static load tests However use of the wave equation permits a much more realistic estimate to be made using results generated by the program In the case of clays or other soils in which sensitivity or set up of the soil is present the soil resistance at the time of driving will be less than the long term capacity of the pile A typical example of this phenomena is shown in Figure 5 which relates the bear
34. 000 i Raymond 15M Differ ential 65c i 150c MKT C 5 Double C 826 9B3 1083 1183 S5 Single Sg 510 514 d Weight ft Ib 7 260 15 000 19 500 26 000 32 500 42 000 48 750 60 000 90 000 120 000 180 000 3 600 7 260 15 100 19 200 24 450 36 000 50 200 113 488 15 000 19 500 24 375 32 500 40 600 48 750 56 875 15 060 19 500 48 750 16 000 24 000 8 750 13 100 19 150 16 250 26 000 32 500 37 500 Fall Ib 3 000 5 000 6 500 8 000 10 000 14 000 16 250 20 000 30 000 40 000 60 000 1 800 3 000 5 000 6 500 8 000 14 000 20 000 40 000 5 000 6 500 7 500 10 000 12 500 15 000 17 500 5 000 6 500 15 000 5 000 8 000 1 600 3 000 5 000 5 000 8 000 10 000 14 000 ciency ft 2 42 3 00 3 00 3 25 3 25 3 00 3 00 3 00 3 00 3 00 3 00 2 00 2 42 3 01 2 95 3 05 2 57 2 51 2 63 3 00 3 00 3 25 3 25 3 25 3 25 3 25 3 01 3 00 3 25 3 20 3 00 5 47 4 37 3 83 3 25 3 25 3 25 2 67 Velocity 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 66 ft sec 10 14 11 29 11 29 11 75 11 75 11 29 11 29 11 29 11 29 11 29 11 29 9 22 10 14 11 31 11 20 11 40 10 45 10 33 10 97 11 29 11 29 1175 1175 1175 1175 11 75 11 31 11 29 1175 11 66 11 29 15 25 13 63 12 76 11 75 11 75 11 75 10 65 55 520 60 000
35. 1 or 2 thus RUM 2 0 0 On the next two segments there is 140 kips 2 thus RUM 4 70 0 etc Case XIII Assume that a 12 inch O D pipe pile with a 0 25 inch wall 60 feet long is to be driven to 40 feet below the mudline with clay at the side and at the point of the pile using a standard KOBE K 25 diesel hammer Hammer From Appendix C the properties of a KOBE K 25 hammer are found to be Hammer Energy 50 700 ft lb Ram Weight WAM 1 5 51 kips Efficiency 100 Observed Total Stroke of Ram h 8 0 ft Distance from the Anvil to the Exhaust Ports 1 46 ft Anvil Weight WAM 2 1 6 kips Helmet Weight WAM 3 1 5 kips assumed VELMI Velocity of Ram at Impact sqrt 64 4 8 0 1 46 1 00 20 53 ft sec XKAM 1 13464 kips inch See Appendix C Cushion Not used for this case Capblock From Appendix C the properties for this capblock are found to be Capblock ASBESTOS Size 21 inches diameter assumed Thickness 2 inches assumed Modulus of Elasticity 40 ksi Coefficient of Restitution 0 5 GAMMA2 0 0 79 Spring Rate XKAMQ pi 21in 2 40ksi 4 2 6927 kips inch Pile The pile to be driven is a 12 inch O D pipe pile with a 0 25 inch wall 60 feet long The computed weights and spring rates for the pile segments are as follows 9 23in 2 10ftx12in ft 4901b ft 3 1728in 3 ft 3 0 314 kips WAM 4 through WAM 9 0 314 kips 9 23in 2 30000ksi 10ftx 1 2in ft
36. 12in ft 0 490k ft 3 1728in 3 ft 3 0 283 kips and its corresponding spring rate which will be placed above the weight will be given by XKAM 4 AE L 8 33in 2 30000ksi 10ftx 1 2in ft 2083 kips inch Other weights and spring rates were computed in a similar manner and are tabulated in Figure 31 Coefficients of restitution for the steel pile were set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 7 can transmit tension GAMMA 3 through GAMMA 7 1 0 Soil The soil properties as determined from soil borings and tests are assumed as follows Soil Types 57 ft of clay on side of pile Pile tipped in sand Soil Resistance 80 distributed uniformly along side of pile in friction 20 point bearing Set up of soil 2 0 Card Input Case X The same input for Case II is used except the following Cards 0001 and 0002 for problem identification Card 0102 AREA 1000 0 2 1 0 since there is no cushion used for this case Card 0103 RUT 100 RUP 20 74 MO 3 pile is driven to full embedment see Figure 31 POINT 0 15 sand at the point DR1 DR2 2 5 3 0 Card 0201 and 0202 WAM 3 342 WAM 4 313 WAM S 283 WAM 6 253 WAM 7 223 WAM 8 194 Card 0301 XKAM 2 2520 XKAMQ 2303 4 2083 XKAM 5 1863 XKAM 6 1645 XKAM 7 1425 Assume that a Raymond Step Tapered mandrel driven pile 40 feet long is to be driven to full embe
37. 2312 kips inch So XKAM 3 through XKAM 8 2312 kips inch Soil The soil is assumed to act uniformly along the side of the pile only with no point bearing beneath the pile tip Card Input Case XIII Using the values from Case XIII the following information is input The input for this case will be input long form throughout even if not required to demonstrate use of these options Cards 0001 and 0002 problem identification Card 0101 1 Deltee Left Blank NSTOP 200 IPRINT 5 NS1 1 NS2 2 NS3 3 NS4 4 NS5 6 NS6 9 NOP 1 1 standard printout NOP 2 1 read WAM I from card series 200 NOP 3 1 read XKAM I from card series 300 NOP 4 1 read resistance from card series 400 NOP 5 2 read GAMMAs from card series 500 NOP 6 2 read EEM I from card series 600 NOP 7 1 run program until permanent set of pile is found NOP 8 2 read VEL I from card series 800 NOP 9 2 read 1 from card series 900 NOP 10 2 read SJ I from card series 1000 NOP 11 2 read A T from card series 1100 NOP 12 1 no slack is present in any of the joints Note that long form input is being checked out here The short form would have obviously been okay also Card 0102 MP 9 last pile segment MH 4 first pile segment Card 0103 MO 6 segment of pile at the mudline DRI 2 5 DR2 3 0 DR3 3 5 DR4 4 0 80 DRS 5 0 DR6 6 0 Card 0201 WAM 1 5 51 ram weight WAM 2
38. 50 000 KIPS PERMANENT SET OF PILE 1 390 INCHES NUMBER OF BLOWS PER INCH 719 NUMBER OF BLOWS PER FOOT 8 632 PILE WEIGHT KIPS 9 000 CALCULATING FOR TIME INTERVAL 1 Next resistance running CALCULATING FOR TIMEINTERVAL 2 ETC ETC Answers are on drive A and are named CASEI ANS Enjoy 123
39. 7 CHECK PRESENT FILE 8 SAVE PRESENT FILE 9 BUILD A NEW FILE 10 MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 4 98 DRIVE TO COPY FROM A or B A lt Directory of Disk A JUMPFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVIII CASEXII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR NAME OF FILE TO COPY FROM 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU CASEXII lt 3 LETTER ATTRIBUTE If necessary CR lt COPYING FROM FILE A CASEXII DRIVE TO COPY A or B lt Directory of Disk A JUMPFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVII CASEXII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR NAME OF FILE TO COPY TO 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU JUMPFILE 3 LETTER EXTENSION If desired lt FILE AJUMPFILE ALREADY EXISTS REPLACE Y N Y PLEASE WAIT 99 COPYING FILE A CASEXII TO FILE A JUMPFILE COPY OF FILE A CASEXII TO FILE A JUMPFILE IS COMPLETE DO YOU WANT T
40. 8 0 40 DELR 1 3 48 DELR 9 0 N NEXT CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE 35 lt INPUT NEW VALUE FOR MO 8 Here I moved the soil down the pile to element number 8 so that the pile would be embedded in the ground the same distance as before i e the extra 20 feet of pile is above the ground level CARD 103 NAME VALUE NAME VALUE 33 RUT 58 41 DELR 2 4 34 RUP 25 42 DELR 3 6 35 MO 8 43 DELR 4 8 36 QSIDE 1 44 DELR 5 9 37 QPOINT 1 45 DELR 6 0 38 SIDEJ 2 46 DELR 7 0 39 POINT 01 47 DELR 8 0 40 DELR 1 3 48 DELR 9 0 N NEXT CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE N lt CARD SERIES 200 ELEMENT WAM 1 8 000 2 1 000 8 1 500 RETURN NEXT SCREEN P PREVIOUS SCREEN N NEXT SERIES M EDIT MENU INPUT ELEMENT NUMBER S TO BE ALTERED 10 lt C CHANGE D DELETE A ADD C lt ELEMENT 10 DOES NOT CURRENTLY EXIST 113 HIT RETURN Wow An explanation is in order First note that there are sometimes so many pile elements in the system that they will not fit on the screen Hence the P to go back to a previous screen and the RETURN to advance to the next screen of weights Next note that I tried to Change mass number 10 s weight and he says phooey on you there is no weight number 10 they currently only go to 8 Try again What I must do is ADD a couple of weights to the bottom of the pile CARD SERIES 200 ELEMENT WAM 1 8 000 2 1 000
41. Du uL LC D M sse m 20 Figure 11 RUT vs Blow Count for a Delmag D 44 Hammer Driving a 60 Foot Pipe Pile to 40 Foot Penetration Case XIV y Idae 21 Figure 12 RUT vs Blow Count for a Vulcan 30C Hammer Driving a 10 Inch by 10 Inch Prestressed Concrete Pile Case 22 Figure 13 RUT vs Blow Count for a Link Belt 312 Hammer Driving a 12 by 12 Prestressed Concrete Pile Case t Et ter eese ee to vin Ep ete ouod 23 Figure 14 RUT vs Blow Count for an MKT DE 30 Hammer Driving an HP8x36 Steel Pile Case utente secte Su MIEL EL IRE EIU 24 Figure 15 Cross sectional View of a Drop or Steam Hammer for Representation of Various SAO a NER 28 Figure 16 Cross sectional View of a Diesel Hammer for Representation of Various Sections 29 Figure 17 Cross sectional View of a Pipe Pile with an Add on Section 34 Figure 18 Penetration Below the Mudline for a Soil Boring 35 Figure 19 Pile Penetration in Feet vs Resistance to Penetration in kips 36 Figure 20 Assumed Soil Resistance Distribution for Problems 1 amp 2 Distributed Along the Side and at the Point of the Piles for Varying 37 Figure 21 Wave Equation Results for Example Problems 1 amp 2 37 Figure 22 Idealization of a Pile for Purpose of Analysis Pile is Divide
42. E COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM MODCASEI RUNBOTH MRG CASEVII CASEVIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAVIOO OVR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR INPUT NAME OF FILE YOU WANT TO MERGE 1 to 8 characters OR RETURN FOR NONE CASEI lt 3 LETTER ATTRIBUTE IF NECESSARY CR lt 119 ADDING FILE A CASEI MERGE OF FILE A CASEI TO FILE A RUNBOTH MRG IS COMPLETE ADD ANOTHER DATASET TO FILE A RUNBOTH MRG Y N Y MERGING TO FILE A RUNBOTH MRG ADD FILE FROM WHICH DRIVE A or B OR RETURN TO GO TO MAIN MENU Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM MODCASEI RUNBOTH MRG CASEVII CASEVIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAVIOO OVR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR INPUT NAME OF FILE TO MERGE 1 to 8 characters OR RETURN FOR NONE MODCASEI lt 3 LETTER ATTRIBUTE IF NECESSARY CR lt ADDING FILE A MODCASEI MERGE OF FILE A MODCASEI TO FILE A RUNBOTH MRG IS COMPLETE DO YOU WANT TO ADD ANOTHER DATASET TO FILE A RUNBOTH MRG Y N MAIN MENU 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 gt CHECK PRESENT FI
43. ECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 12 lt End Run Editwave Readwave Ver 9 12 23 May 93 Copyright c 1993 Pile Dynamics Inc To run the data using MICROWAVE gt MWS87 lt WAVE EQUATION ANALYSIS OF PILES COPYRIGHT C 1993 PROGRAM SERIAL Freeware ENTER YOUR DATA FILE NAME lt DRIVE FILENAME EXT gt CASEI YOU HAVE CHOSEN FILE CASEI IS THIS CORRECT Y N Y lt ENTER FILE NAME FOR ANSWER FILE DRV NAME EXT CASEI OUT YOU HAVE CHOSEN FILE CASEI OUT IS THIS CORRECT lt gt Y lt DO YOU WANT THE FORCE TIME OUTPUT 122 IN THE SAME FILE AS THE ANSWER FILE SUMMARY Y N Y EXECUTING FILE CASEI CALCULATING FOR TIME INTERVAL 1 CALCULATING FOR TIME INTERVAL 2 CALCULATING FOR TIME INTERVAL 3 CALCULATING FOR TIME INTERVAL 4 ETC ETC ETC CALCULATING FOR TIME INTERVAL 198 CALCULATING FOR TIME INTERVAL 199 CALCULATING FOR TIME INTERVAL 200 MAXIMUM COMPRESSIVE AND TENSILE FORCES OVER AREAS IN SEGMENTS SEGMENT TIME COMP TIME TENS TIME D MAX 1 7 4164 7 200 0 0 200 1 1572 2 11 43584 200 00 200 1 4577 3 20 3053 7 93 1704 8 200 1 5984 4 28 30494 84 978 5 200 1 5555 5 37 3086 3 173 763 0 200 1 5069 6 44 28644 76 954 2 200 1 5074 7 49 2091 6 156 1349 2 198 1 4955 8 200 1 4902 TOTAL SOIL RESISTANCE
44. ER S TO BE ALTERED N lt NO ENTERED CHECK NOP VALUES ON CARD 101 115 Since I asked for changes to card series 1 4 and since no 400 card series were present I am warned that I cannot change that data it must be changed on CARD 101 HIT RETURN TO CONTINUE CR EDITING FILE A CASEI EDITMENU 0 1 SERIES PROBLEM TITLE CARDS 1 100 SERIES CARDS 101 102 AND 103 2 200 SERIES ELEMENT WEIGHTS WAM 3 300 SERIES ELEMENT SPRING RATES XKAM 4 400 SERIES STATIC SIDE RESISTANCES RUM 5 500 SERIES MINIMUM SPRING FORCES GAMMA 6 600 SERIES COEFFICIENTS OF RESTITUTION EEM 7 700 SERIES NOT USED 8 800 SERIES INITIAL VELOCITIES VEL 9 900 SERIES SOIL QUAKE Q 10 1000 SERIES SOIL DAMPING FACTORS SJ 11 1100 SERIES CROSS SECTIONAL AREAS A 12 1200 SERIES INTERNAL SPRING SLACKS SLACK ENTER THE NUMBER S 0 12 OR ALL M MAIN MENU INPUT NUMBER S lt So now we are going back to the main menu lt lt lt MAIN MENU 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 BUILD A NEW FILE 10 MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO system ENTER YOUR SELECTION 8 YOUR DATA HAS NOT BEEN CHECKED 116
45. ES KIPS IN 6927 lt ELEMENT NUMBER 2 lt SPRING RATES KIPS IN 6480 lt ELEMENT NUMBER 7 lt 106 SPRING RATES KIPS IN 3600 lt NEW DATA SET A CASEI IS COMPLETE DO YOU WANT TO BUILD ANOTHER Y N N lt NOTE WHEN A DATA SET IS FIRST BUILT IT IS AUTOMATICALLY CHECKED AND SAVED TO DISK THUS IT CANNOT BE CHECKED USING OPTION 7 SINCE IT S GONE TO DISK ANY FILES THAT ARE MODIFIED HOWEVER MUST BE CHECKED USING OPTION 7 BEFORE YOU CAN SAVE THE FILE TO DISK MAINMENU I DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7T CHECK PRESENT FILE 8 SAVE PRESENT FILE 9 BUILD A NEW FILE 10 MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 7 NO FILE PRESENT USE OPTION 5 ON MAIN MENU TO LOAD DATA HIT RETURN CR lt SEE I TOLD YOU SO FILE IS GONE lt lt lt MAIN MENU gt gt gt gt DISPLAY FILES ON DISK 2 gt DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 gt COPY A FILE 5 gt LOAD A FILE FROM DISK 6 gt EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 107 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 5 lt WHICH DRIVE IS THE DATA
46. Figure 6 a rate of penetration of around 55 blows per foot should be expected at final penetration B Case XII Case XI Long During Term Driving Capacity No Set up o aa amp x v Clay A Set up 1 5 IN on E o D 40kips 4O0kips Total soil 590 kips 480 kips resistance a Initial Driving As a second example assume that a 40 foot tapered mandrel driven pile Case XI will be installed to full embedment 40 feet through a sand lens into a stiff clay as shown in Figure 7 The long term capacity for each strata are to be divided by the corresponding set up factors to yield the resistances shown as During Driving Note that a set up factor is not applied to the point of the pile even though the soil is a clay since the soil under the pile tip has not been remolded 15 700 600 500 400 STATIC SOIL RESISTANCE RUT KIPS 200 100 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT The soil resistance input data for use in the wave equation is thus listed under During Driving in Figure 7 Figure 8 relates the resistance to penetration vs blow count observed while the pile is being driven i e while the soil is in a remolded state Since the required soil resistance at full penetration is 480 kips Figure 8 indicates that a final blow count of 68 blows per foot is required The 480 kips is determined by summing the During Driving resistance
47. I Read one weight for each segment card series 200 Note that this number is automatically inserted in the data set for you since no other value is possible NOP 3 Used to specify the input method for the internal spring stiffness XKAM I Read one stiffness for each internal spring from card series 300 NOP 4 Used to specify what soil resistance distribution acts along the pile NOTE RUP is the total point resistance and RUT is the total resistance on the pile Both are read in on card 103 Read RUM I for each element from card series 400 including the point bearing soil resistance RUM MP MP is defined on card 102 2 Set all side resistances equal to zero and set RUM MP 1 RUP 3 Distribute RUT RUP uniformly along the side of the pile from segment MO thru MP and set RUM MP RUP MO is defined on card 103 4 Distribute RUT RUP triangularly along the pile between segments MO and MP and set RUP NOP 5 Used to specify the input method for GAMMA I NOTE The significance of GAMMA I is discussed in the 500 card series Read GAMMAI GAMMA2 and GAMMAS3 from card 102 and assign GAMMAI to internal spring number 1 GAMM A2 to spring number 2 and GAMMA3 to spring number 3 Then set GAMMA I of the remaining springs to 1 0 Normally used 2 Read GAMMA T for each spring from card series 500 NOP 6 Used to specify the input method for EEM 1 Coefficients of restitution for springs Read EE
48. Idealization of the Pile The idealization of the pile is handled by breaking the pile into discrete segments Each segment is represented by its weight and a spring representing its total stiffness Pile Segment Length To calculate the concentrated weights and spring constants for a pile it is necessary to 43 establish a criterion for segmenting the pile into discrete weights and springs Piles should be divided into segments not to exceed approximately 10 feet in length Sufficient solution accuracy is obtained if the pile is broken into approximately 10 foot lengths A slight increase in solution accuracy is possible by using segment lengths of less than 10 feet however this usually is not justified because of the increase in solution time and the relative accuracy of the input data Further it is desirable that the lengths of all the segments in the hammer pile system be approximately equal Two different cases arise in segmenting a pile One case is that of a pile with a uniform cross section The length of the pile may be such that it can be divided into an integer number of 10 foot segments For the later case the pile should be divided into an integer number of segments the length of which are close to 10 feet For example a pile with a total length of 313 5 feet could be divided into 33 segments of 9 5 feet per segment or 31 segments of 10 113 feet per segment Comparable solution accuracy would be obtained with either division scheme
49. J Stresses in Long Prestressed Concrete Piles During Driving Texas Transportation Institute Texas A amp M University September 1962 10 Hirsch T J Computer Study of Variables Which Affect the Behavior of Concrete Piles During Driving Report of the Texas Transportation Institute Texas A amp M University August 1963 11 Hirsch T J Field Tests of Prestressed Concrete Piles During Driving Report of the Texas Transportation Institute Texas A amp M University August 1963 12 Hirsch T J C H Samson Jr and L L Lowery Driving Stresses in Prestressed Concrete Piles presented at the annual meeting of the Structural Division of ASCE San Francisco California September 1963 13 Hirsch T J and C H Samson Jr Driving Practices for Prestressed Concrete Piles Texas Transportation Institute Research Report 33 3 Project 2 5 62 33 Piling Behavior April 1966 14 Hirsch T J Fundamental Design and Driving Considerations for Concrete Piles paper presented to the 45th Annual Meeting of the Highway Research Board Washington D C 1966 89 15 Samson C H Jr Pile Driving Analysis by the Wave Equation Computer Procedure report of the Texas Transportation Institute Texas A amp M University May 1962 16 Samson C H Jr T J Hirsch and L L Lowery Computer Study of Dynamic Behavior of Piling Journal of the Structural Division ASCE Volume 89 No ST4 Proc Paper 3608 Augu
50. KIPS 100 o 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT Driving Stresses in Point Bearing Piles The determination of driving stresses in point bearing piles is performed in a manner similar to other soil types i e the probable soil resistances to be encountered during driving are entered into the program and a wave equation analysis performed For example assume that the steel pipe pile of Case XIV is to be driven through a soft clay to a point bearing in rock The soil tests indicate that 100 of the soil resistance will be encountered under the point of the pile 17 600 400 300 200 STATIC SOIL RESISTANCE RUT KIPS IOO 50 IOO 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT The results of this case are plotted in Figure 11 which shows total soil resistance at the time of driving vs blows per foot required to advance the pile 1 foot Resulting maximum stresses are listed in Table 4 Obviously the pile is greatly over stressed and either a smaller hammer must be used or the pile size will have to be increased 1000 800 600 400 STATIC SOIL RESISTANCE RUT KIPS 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT TABLE 4 Stresses in Point Bearing Pile CASE XIV Maximum Maximum Total Soil Compressive Tensile 18 Resistance Stress Stress kips psi psi 100 58 047 0 200 72 061 5 338 300 80 113 8 369 400 91 518 11 372 500 106 750 14 647
51. LE 8 gt SAVE PRESENT FILE 9 BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 120 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 11 lt Let s see what CASEI looks like WHICH DRIVE IS THE DATA ON A or B lt Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM MODCASEI MRG CASEVII CASEVIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAVIOO OVR EWMAINMU OVR EDWAVMNU OVR EDWAV200 OVR NAME OF THE FILE TO BE PRINTED 1 to 8 characters OR RETURN TO GO BACK TO MAIN MENU CASEI lt 3 LETTER EXTENSION If necessary CR lt READY PRINTER AND HIT RETURN PRINTING FILE A CASEI HIT SPACE BAR TO STOP PRINT 2VULCAN 08 DRIVING 12X12 INCH PRESTRESSED CONC PILE 60 FT LONG CASE I USING A 1 INCH OAK CAPBLOCK AND CUSHION 0 200 5 12 3 5 7 8 1113112111110 8 3 11 75 144 0 0 50 0 50 1 00 00 0 0 1 0 50 00 2 50 60 1000 1000 2000 0102 003 004 006 008 009 990 000 000 00 1 8 000 2 1 000 8 1 500 0 0 000 0 0 000 0 0 000 0 0 000 1 6927 2 6480 7 36000 00 00 00 0 PRINT OF FILE A CASEI IS COMPLETE 121 HIT RETURN lt lt lt MAIN MENU gt gt gt 1 gt DISPLAY FILES ON DISK 2 gt DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 gt COPY A FILE 5 gt LOAD A FILE FROM DISK 6 gt EDIT PRESENT FILE 7 gt CH
52. M 3 1 0 kips from contractor The ram velocity at impact VELMI is computed by VELMI sqrt 2g h c efficiency VELMI sqrt 64 4 95 13 15 1 0 12in ft VELMI 21 ft sec The spring rate for the ram XKAM 1 can be found in Appendix C It was calculated by AE L using the dimensions of the solid steel round hammer XKAM 1 2646 kips inch The coefficient of restitution between the ram and the anvil will be 0 9 Thus EEM1 0 9 Capblock From Appendix C the properties for the capblock are found to be Capblock OAK Diameter 12 0 in Thickness 1 0 in 2 Modulus of Elasticity E 45 ksi Thus the spring rate of the capblock 1s XKAM 2 AE L pi 12 2 45 4 1 0 5089 kips inch Cushion From Appendix C the properties for the cushion are found to be Cushion OAK Size 12 x12 assumed Thickness 1 0 assumed 45 ksi 2 0 5 The spring rate for the cushion XKAM 2 for this case is XKAM 3 12 42 45 ksi 1 XKAM 3 6480 kips inch The value for a D 15 is found in Appendix C to be 129 2 kips since this is the explosive pressure force for this hammer 65 GAMMA2 and GAMMA3 are 0 0 since these two springs cannot transmit tension The remaining GAMMA values will be set to 1 0 automatically since tension can be transmitted in the pile Pile The pile used in this case is the same pile driven in Cases I and II except the last pile segment MP is 9 because the diesel hammer system
53. MI EEM2 and EEM3 from 102 set EEMI EEM 2 EEM2 and EEM 3 EEM3 Then set for all other springs equal to 1 0 perfectly elastic Normally used 2 Read EEM D for each spring from card series 600 NOP 7 Used to specify whether program is to run for a full NSTOP iterations or if program should run only until maximum permanent set of pile has been reached Run until permanent set of pile is found Normally used 2 Run full NSTOP iterations 49 NOP 8 Used to specify input method for 1 Read VELMI from card 102 and set VEL 1 t O equal to VELMI Set all other VEL 1 0 0 0 Normally used 2 Read VEL I for each segment from card series 800 NOP 9 Used to specify input method for Read QSIDE and QPOINT from card 103 and set all Q Dalong side of the pile equal to QSIDE Set Q MP L under pile tip equal to QPOINT Normally used 2 Read Q D for each element including Q MP 1 from card series 900 NOP 10 Used to specify input method for soil damping SJ I Read SIDEJ and POINT from card 103 Set all SJ I along side of pile equal to SIDEJ and set SJ MP 1 under pile tip equal to POINTJ Normally used 2 Read SJ I for each element including SJ MP 1 from card series 1000 Used to specify input method for cross sectional area of pile A I Read AREA from card 102 and set all A T equal to AREA Set A T 1000 0 for conversion to kips N
54. Maximum stroke Determine true value in field from bounce chamber pressure he E Ram weight where E Indicated Energy C distance from exhaust parts to anvil TABLE C3 Summary of Constants for Commonly Used Cushion and Capblock Materials Elastic Coefficient Modulus of Restitution Material Ec Kips in 2 EEM Asbestos 40 0 50 Micarta disks 1 Aluminum 700 0 80 disks 0 5 Micarta 450 0 80 Oak load perpendicular 45 0 50 to grain Fir plywood load perpendicular 35 0 40 to grain Pine plywood load perpendicular 25 0 30 to grain Values are for used cushion materials 1n layers of micarta with alternate layers of 0 5 in aluminum TABLE C4 SOIL PROPERTIES Side Damping Point Damping Soil Type Friction Bearing Quake Clay 0 20 sec ft 0 01 sec ft 0 1 in Sand 0 05 sec ft 0 15 sec ft 0 1 in 57 Silt 0 10 sec ft 0 15 sec ft 0 1 in After reference 31 APPENDIX D SAMPLE PROBLEMS Case I Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and point of the pile using a standard Vulcan 08 steam hammer Hammer From Appendix C the properties of a Vulcan 08 hammer are found to be Hammer Stroke 3 25 feet Ram Weight WAM 1 8 0 kips Efficiency 66 Helmet Weight WAM 2 1 0 kip assumed Note that helmet weights and cushion dimensions are not listed in Appendix C since they vary from job to job
55. O COPY ANOTHER FILE Y N N MAINMENU 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 CHECK PRESENT FILE 8 SAVE PRESENT FILE 9 BUILD A NEW FILE 18 gt MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 3 lt WHICH DRIVE IS THE FILE ON A or A lt Directory of Disk A JUMPFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR ENTER OLD FILENAME 1 to 8 characters OR HIT RETURN TO GO BACK TO MAIN MENU JUMPFILE lt 3 LETTER EXTENSION If necessary CR lt 100 OLD NAME A JUMPFILE ENTER NEW FILENAME 1 to 8 characters OR HIT RETURN TO GO TO MAIN MENU JUNKFILE lt ENTER 3 LETTER EXTENSION If necessary DAT lt RENAMING FILE A JUMPFILE AS A JUNKFILE DAT FILE A JUMPFILE HAS BEEN RENAMED AS A JUNKFILE DAT DO YOU WANT TO RENAME MORE FILES Y N N lt MAINMENU 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE S gt LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7T CHECK PRESENT FILE 8
56. OPERTIES The following is a summary for properties of drop and steam hammers diesel hammers cushions capblocks and soil properties Figure 28 shows the idealization for commonly used steam and drop hammers while Table Cl lists their specific values Figure 29 shows the idealization for diesel hammers and Table C2 lists their properties for use in the wave equation WAM 1 GAMMA I Explosive Force RAM of Hammer xkan 1 ANVIL WAM 2 CAPBLOCK gocce GAMMA 2 HELMET Sce MG GAMMA 3 0 0 7 XK AM 3 4 WAM 4 PLESE XKAM 4 Son GAMMA 4 1 0 es WAM 5 Table C3 gives a summary of various cushion and capblock materials commonly used and recommended wave equation input values Table C4 gives a summary of common soil properties HAMMERBASE GAMMA 1 0 0 CAPBLOCK _ XKAM 1 HELMET GAMMA 2 CUSHION CUSHION XKAM 2 ma f GAMMA 3 1 0 XKAM 3 EQ TABLE Summary of Steam Hammer Properties Maximum Equivalent Rated Ram Ram Effi Ram 54 Energy Hammer Action Vulcan 2 Single 1 06 08 010 a 014 i 016 li 020 i 030 040 d 060 Vulcan18c Differ ential 30c 50c 65c 80c i 140c 200c 400c Raymond 1 Single 15 D 00 000 i 0000 i 00
57. P 5 1 NOP 6 1 NOP 7 1 NOP 8 1 NOP 9 1 NOP 10 1 NOP II 1 NOP 12 1 Card 0102 MP 13 last pile segment 87 MH 4 first pile segment VELMI 21 17 initial velocity of the ram at impact AREA 10 6 area of pile EEMI 0 9 EEM2 0 5 EEM3 1 0 GAMMAI 98 0 explosive force of ram GAMMA2 0 0 0 0 Card 0103 RUT 100 total soil resistance RUP 10 resistance beneath the point of the pile MO 6 first segment of pile beneath the mudline QSIDE 0 1 QPOINT 1 SIDEJ 0 05 sand damping at the side of the pile POINT 0 15 sand damping beneath the point of the pile DRI 2 0 DR2 2 5 DR3 3 0 Card 0201 WAM 2 8 ram weight WAM 2 0 774 anvil weight WAM 3 1 0 helmet weight 13 0 36 pile segment weights for 4 through 13 Card 0301 XKAM 1 3870 spring rate of ram XKAM 2 1080 spring rate of cushion XKAM 12 2650 spring rate of pile segments 4 through 12 entered as XKAM 12 because the last spring for the pile is placed above the last pile segment APPENDIX F LIST OF SELECTED REFERENCES SELECTED REFERENCES 1 Lowery L L T J Hirsch and C H Samson Jr Pile Driving Analysis Simulation of Hammers Pile and Soils Research Report 33 9 Project 2 5 62 33 Piling Behavior Texas Transportation Institute Texas A amp M University August 1967 2 Lowery L L Dynamic Behavior of Piling a dissertation T
58. PILE DRIVING ANALYSIS BY THE WAVE EQUATION For technical assistance contact Dr Lee L Lowery Jr P E Department of Civil Engineering Texas A amp M University College Station Texas 77843 3136 409 845 4395 e mail LLL2761 zeus tamu edu c 1993 Wild West Software 2905 South College Bryan Texas 77801 Permission granted to copy both software and user s manuals so long as original author credits remain TABLE OF CONTENTS CHAPTER 1 INTRODUCTION utt i iar ERA RIP e RASEN 5 CHAPTER 2 BASIC USES OF THE WAVE EQUATION naa 7 Introduction ee 7 Hammer Se EON OA d utt ae ees 7 Selection of Driving ACCessories s cratis e tite atat tut teat 9 Cushion Selecfti n kaqa au qaa SER I Me dumm un SA SR RE 9 Helmet SEENON c ee rec rea ca M m M pU 10 ul EUM DC MI C 12 Prediction of Pile Load Capacity ien oe en Rape eee eomm 13 lita Divni oia eee E 15 Final a eared med 16 Soil Set Up or Relaxation cse 16 Driving Stresses 1n Point Bearmg Pies z a UR u m an a eA areas 17 Use of Wave Equation for Field aso ph PRO name AE GERADE CREEK 19 Base ANA Uf ac astu ded EID D MEM D E 21 Input Data Summary PN 22 Solution SUNN AES sequia rur um TA GU RR E ERA eR 22 Selection of Allowable Stress
59. R N56 10 lt Program now repeats the data and lets me change other data or move on to the next card CARD 101 NAME VALUE NAME VALUE 1 I DELTEEO 12 NOP 3 1 2 NSTOP 200 13 NOP 4 3 3 IPRINT 5 14 5 1 4 NSI 1 15 NOP 6 1 5 NS2 2 16 NOP 7 2 6 NS3 3 17 NOP 8 1 7 NS4 5 18 NOP 1 8 NSS 7 19 10 1 9 10 20 11 1 10 1 21 NOP 12 1 11 1 22 NOTUSED 0 N NEXT CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE N lt 111 CARD 102 NAME VALUE NAME VALUE 23 MP 8 28 EEM2 5 24 MH 3 29 EEM3 1 25 VELMI 1175 30 GAMMA 0 26 AREA 144 31 GAMMA2 0 27 EEMI 5 32 GAMMA3 1 CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE 23 lt WARNING IF YOU ALTER DATA IN THE 100 SERIES YOU MUST CHECK TO SEE THAT THE DATA ON THE 200 1200 SERIES OF CARDS ARE COMPATIBLE INPUT NEW VALUE FOR MP 10 lt Here we are changing the number of elements from 8 to 10 CARD 102 NAME VALUE NAME VALUE 23 MP 10 28 EEM2 5 24 MH 3 29 EEM3 1 25 VELMI 1175 30 GAMMA 0 26 AREA 144 31 GAMMA2 0 27 EEMI 5 32 1 CARD M EDIT MENU INPUT THE NUMBER NEXT TO THE PARAMETER TO CHANGE N lt CARD 103 NAME VALUE NAME VALUE 33 RUT 58 41 DELR 2 4 34 2 5 42 DELR 3 6 112 35 MO 6 43 DELR 4 8 36 QSIDE 1 44 DELR 5 9 37 QPOINT 1 45 DELR 6 0 38 SIDEJ 2 46 DELR 7 0 39 POINTJ 01 47 DELR
60. RESISTANCE UNDER TIP OF PILE KIPS 2 5 lt INPUT FIRST MASS NUMBER EMBEDDED IN SOIL 6 lt INPUT QSIDE FOR SOIL ON SIDE OF PILE INCHES 1 lt INPUT QPOINT FOR SOIL AT PILE POINT INCHES 1 lt INPUT SOIL DAMPING FOR SIDE OF PILE SEC FT 2 lt INPUT SOIL DAMPING FOR POINT OF PILE SEC FT 01 lt TO RUN UP TO 9 MULTIPLES OF THE ABOVE SOIL RESISTANCE VALUES ENTER THE FOLLOWING DELTA R VALUES ENTER VALUES FROM 0 TO 9 99 ONLY INPUT DELR 1 2 lt INPUT DELR 2 3 lt 105 INPUT DELR 3 4 INPUT DELR 4 6 lt INPUT DELR 5 8 INPUT DELR 6 10 DELR VALUE OVER 9 99 RE INPUT VALUE INPUT DELR 6 9 lt INPUT DELR 7 CR INPUT DELR 8 CR INPUT DELR 9 CR INPUT DATA FOR ELEMENT WEIGHT KIPS INPUT ELEMENT NUMBER THEN CORRESPONDING WEIGHT KIPS IN PAIRS UNTIL ALL DATA HAS BEEN ENTERED LAST ELEMENT NUMBER MUST BE 8 FOR THIS SERIES ELEMENT NUMBER 1 lt WEIGHT KIPS 8 lt ELEMENT NUMBER 2 lt WEIGHT KIPS 1 lt ELEMENT NUMBER 8 lt WEIGHT KIPS 1 5 lt INPUT DATA FOR ELEMENT SPRING RATES KIPS IN gt INPUT ELEMENT NUMBER THEN CORRESPONDING SPRING RATES KIPS IN IN PAIRS UNTIL ALL DATA HAS BEEN ENTERED LAST ELEMENT NUMBER MUST BE 7 FOR THIS SERIES ELEMENT NUMBER 1 lt SPRING RAT
61. RG If you decide to place both the force time answers and the summary answers in a single file the answers will be placed in a file named JUNK ANS which stands for ANSWERS However if you run this same data set and request that the answers be placed in separate files your summary answers will be placed on the disk under the name JUNK ANS and the force time answers will be placed on the disk under the name JUNK LNG where LNG is an abbreviation for LONG In any case you can get a printout of either of the files using EDITWAVE Option 12 If you would like to preview the answers on the screen you may use any normal word processor or you may use your computer s version of TYPE For example assuming that you are currently on drive A the default drive is A and your answers are on drive B To view the summary file type TYPE B JUNK ANS IMORE To view the long file force vs time summary you would type TYPE B JUNK LNG IMORE Sample Computer Session The following cases present an typical session with the computer The program disk EDITWAVE was in Drive A and a blank formatted disk was in Drive B The disks had been booted in using Control C and the prompt A gt was shown on the screen The items which should be typed in by the user have been enclosed by the symbols lt to distinguish them from the text generated by the computer In each case the ENTER key was pressed after the given keystrokes were made Do not type the sym
62. Summary of Diesel Hammer 60 TABLE C3 Summary of Constants for Commonly Used Cushion and Capblock Materials 61 TABLE SOM PROP RTE S E rene qe eie ac Ne 62 CHAPTER 1 INTRODUCTION During the past few years the use of the wave equation to investigate the dynamic behavior of piling during driving has become more and more popular Widespread interest in the method was started in 1960 by E A L Smith who used a numerical solution to investigate the effects of such factors as ram weight ram velocity cushion and pile properties and the dynamic behavior of the soil during driving Since then a vast amount of experimental data has been taken to determine just what input values should be used in the program and numerous full scale pile tests have been correlated which now permit engineering judgement to be coupled with the mathematical accuracy of the wave equation In recent years the wave equation has been used extensively by both state highway departments and private contractors to predict the ability of given pile driving hammers to successfully install pile foundations In general the computer solution is used to obtain the following information for a single blow of the hammer 1 To predict the driving stresses induced in the pile 2 To determine the resulting motion of the pile during the impact 3 To determine the resistance to penetration afforded by the soil at the time of driving This
63. The dimensions are also assumed to be the same Thus the spring rate and all other input parameters are the same as in Case III Pile The pile used in this case is the same pile driven in Case III Soil Identical to Case III Card Input Case XVI 0001 and 0002 for problem identification are changed Card 0101 NOP 7 1 Card 0102 VELMI 14 73 GAMMAI 98 0 Card 0103 RUT 100 total resistance RUP 5 resistance beneath the point of the pile DR2 2 5 DR3 3 0 DR4 3 25 Card 0201 WAM 1 3 855 ram weight WAM 2 1 188 anvil weight WAM 3 1 381 helmet weight Card 0301 XKAM 1 14 250 spring rate of the ram 85 Case XVII Assume that an HP8x36 steel pile 100 feet long is to be driven to a penetration of 80 feet below the mudline with sand at the side and at the point of the pile using a standard MKT DE 30 open end diesel hammer Hammer From Appendix C the properties of a MKT DE 30 hammer are found to be Ram Weight WAM 1 2 8 kips Observed Total Stroke of Ram 8 ft observed in field Distance from Anvil to Exhaust Ports c 1 04 ft Efficiency 100 Anvil Weight WAM 2 0 774 Helmet Weight WAM 3 1 0 kips assumed Note that the helmet weights and cushion dimensions are not listed in Appendix C since they vary from job to job and with each contractor They must be individually determined The ram velocity at impact VELMI is computed by VELMI sqrt 2g h c ef
64. USE OPTION 7 ON MAIN MENU TO CHECK YOUR DATA HIT RETURN CR lt lt lt lt MAIN MENU gt gt gt 1 gt DISPLAY FILES ON DISK 2 gt DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 gt COPY A FILE 5 gt LOAD A FILE FROM DISK 6 gt EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 7 lt PLEASE WAIT CHECKING FILE A CASEI Check Complete 00000 Error s HIT RETURN TO GO BACK TO MAIN MENU lt lt lt MAIN MENU gt gt gt 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 6 EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 PRINT A FILE ON THE LINE PRINTER 12 EXIT TO SYSTEM ENTER YOUR SELECTION 8 CR lt 117 CURRENT FILE IS A CASEI SAVE DATA ON WHICH DRIVE A or lt Directory of Disk A CASEI CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVIII CASEXIII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0VR NAME TO SAVE DATA UNDER 1 to 8 characters OR HIT RETURN FOR CURRENT FILE AS SHOWN
65. act sqrt 64 4 8 1 19 1 0 20 94 ft sec XKAM 1 10 600 kips inch Spring rate of hammer Capblock The same values that were used in Case XIII are used in Case XIV Cushion Not used for this case Pile The same values that were used in Case XIII are used in Case XIV Soil The soil is assumed to act at the point of the pile only with no resistance at the side Card Input Case XIV The same input for Case XIII is used except the following Cards 0001 and 0002 are modified Card 0101 NOP 7 2 run problem full NSTOP iterations Card 0103 DRI 2 0 DR2 3 0 DR3 4 0 DR4 5 0 DR5 6 0 DR6 7 0 DR7 8 0 Card 0201 WAM 1 9 5 WAM 2 2 42 WAM 3 1 6 Card 0301 XKAM 1 10 600 Card 0401 RUM 9 0 0 no resistance on the side of the pile RUM 10 100 0 all point bearing pile Card 0501 GAMMAI 200 explosive force of the ram Card 0801 VEL 1 20 94 velocity of the ram at impact Card 1001 SJ 9 0 0 no soil on side of pile SJ 10 15 rock at the point of the pile Case XV Assume that 10 x10 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 82 feet below the mudline with clay at the side and at the point of the pile using a standard Vulcan 30c hammer Hammer From Appendix C the properties of a Vulcan 30c hammer are found to be Hammer Stroke 2 42 ft Ram Weight WAM 1 3 0 kips Efficiency 66 Helmet Weight WAM 2 1 0 kips assum
66. apse of the first time interval will remain zero 5 Because of the movement of the ram during the first time interval the top spring is compressed and the resulting force may be calculated from the spring constant for that spring 6 The force developed in the capblock acts between the ram and the helmet This unbalanced force tends to reduce the downward velocity of the ram and to increase the velocity of the helmet from zero New ram and helmet velocities are calculated the other weight velocities still being zero 7 second time interval is permitted to elapse 8 Assuming that the new ram and helmet velocities are uniform during the second elapsed time interval their new displacements are calculated These new displacements result in new spring compressions in the first and second springs from which new spring forces may be computed This results in unbalanced forces on the first three weights and new velocities for these weights 37 may be determined This procedure is continued until maximum stresses and displacements have been found It should be emphasized that the results of this procedure are for a single blow of the ram with the pile at a specified embedment in the soil To determine the number of blows of the ram required to attain one foot of penetration at this pile embedment it is assumed that the calculated permanent set per blow of the ram will be uniform during the one foot penetration Hence the reciprocal of the pe
67. ata set be desired use Option 5 to load the data set from disk back into memory c Use Option 6 to make any desired changes in the data set Note that once the data set is loaded into memory and modified it need not be saved under the same name unless you so desire You may bring in the data set with the name JUNK DAT and modify it into a new data set without losing the old data set JUNK DAT Simply give it a new name when you save the data set Option 7 CHECK PRESENT FILE Option 7 is used to check a data set which has been loaded from disk and modified Note that Option 7 is not needed the first time a data set is constructed and saved on disk In this case the data set is automatically checked and saved Option 7 is useful when you have previously built a data set and wish to modify it into a different although similar set of data Also if you make a mistake when building the original data set but cannot get back to correct the mistake do not abandon it and start over Simply finish and save the data set then load it again using Option 5 then correct your mistake using Option 6 then check it using Option 7 and finally save it using Option 8 Option 8 SAVE PRESENT FILE Option 8 is used to save any files which have been loaded from disk and modified It is not used when the data file is initially built since those files are automatically checked and saved Option 9 BUILD A NEW DATA FILE Option 9 is the first option used when run
68. ata set you have generated as required for input to the wave equation you can use Option 11 Note that the format will appear similar though not identical to sample problem data sets appearing in the user s manual The most obvious changes will be the addition of card numbers at the end of each card as required by MICROWAVE These card numbers are generated by EDITWAVE you need not enter them Also some widening of the data fields was done to improve the capabilities of the program Option 12 EXIT TO SYSTEM When you are through either generating loading modifying or merging data files and are ready to run them you then exit back to the operating system out of the EDITWAVE program and run the MICROWAVE program Be sure to save your data before exiting to the system or you will lose it MICROWAVE To run data sets previously generated by EDITWAVE put the program disk marked MICROWAVE in Drive and the data disk in Drive B On some computers it will be necessary to hit Control C to boot in the drives On computers with a hard disk you can simply copy everything off of the distribution disks onto the hard disk and run your problems from there Once the disks have been loaded and booted in type either MW88 if your computer has no high speed math co processor or MW87 if you have a co processor If you do not know if your computer has a math co processor try running 87 first and if it runs you have one and the runs wil
69. ation are entered 2 Card 101 1 Deltee 1 Time interval If left blank Deltee critical 2 will be used 1 sec 1 Deltee will be left blank for this case and the computer will calculate the time interval from the properties of the weights and springs involved in the idealization NSTOP Maximum number of intervals the program is to run Set at 200 for this case IPRINT Print frequency For this case set IPRINT equal to 5 to print every 5th iteration NS1 NS6 The element number for which solution vs time interval will be printed For this case 61 NS1 1 Ram 2 2 Helmet NS3 3 First Pile Segment NS4 5 NS5 7 NS6 8 Last Segment of the Pile NOP 1 1 to print out normal information needed for checking problem solution and a summary of all final answers NOP 2 1 to read the WAM I weights values for each weight used in the hammer pile system from card series 200 NOP 3 1 read values of XKAM I spring rates for each internal spring from card series 300 NOP 4 3 distribute Total Resistance RUT minus Point Resistance RUP uniformly along the side of the pile from segment MO through MP and set the point bearing soil resistance RUP MO is defined on card 103 NOP 5 1 read GAMMA 1 GAMMA 2 and GAMMA 3 from card 102 For this case GAMMA 1 0 0 GAMMA 2 0 0 and GAMMA 3 1 0 meaning that the pile springs can transmit tensile forces All remaining GAMMA I values of the s
70. bols only what is inside plus the ENTER key In the case where only the ENTER key is pressed i e no data is to be input the symbol CR for carriage return is shown Note that all of the options on the main menu were utilized but only to show how they work Notes in braces are comments and discussion about the data being entered A gt EDITWAVE lt This means type EDITWAVE and the ENTER key Editwave Readwave 9 12 23 May 94 Copyright c 1994 Pile Dynamics Inc lt lt lt MAIN MENU gt gt gt 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 COPY A FILE 5 LOAD A FILE FROM DISK 97 6 gt EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE 10 gt MERGE TWO OR MORE DATA FILES 11 gt PRINT A FILE ON THE LINE PRINTER 12 gt EXIT TO SYSTEM ENTER YOUR SELECTION 1 lt WHICH DRIVE A lt Directory of Disk A JUMPFILE CHEKWAVE COM LOADWAVE COM WRITWAVE COM PRNTWAVE COM UTILWAVE COM INSTWAVE COM TINYWAVE COM CASEXII EDITWAVE COM MERGWAVE COM READWAVE COM CASEVIII CASEXII CASEXIV CASEXVI CASEXVII BRUN COM MAINPARM DAT EDWAV100 0VR EWMAINMU OVR EDWAVMNU OVR EDWAV200 0OVR HIT RETURN TO GO BACK TO MAIN MENU CR lt MAIN MENU 1 gt DISPLAY FILES ON DISK 2 DELETE A FILE FROM DISK 3 RENAME A FILE ON DISK 4 COPY A FILE S gt LOAD A FILE FROM DISK 6 EDIT PRESENT FILE
71. cement of mass number m during time interval t in V m t is the velocity of mass m during time interval t ft sec C m t is the compression of the spring m during time interval t in F m t is the force exerted by spring number m between segment numbers m and m 1 during time interval t kips and K m is the spring rate of element m kip in Note that since certain parameters do not change with time they are assigned a single subscript The quantity R m t is the total soil resistance acting on segment m kip K m is the spring rate of the soil spring causing the external soil resistance force on mass m kip in D m t is the total inelastic soil displacement or soil inelastic yield during the time t at segment m in J m is a damping constant for the soil acting on segment number m sec ft g is the gravitational acceleration ft sec 2 and W m is the weight of segment number m kip The Numerical Solution The basic steps required for the numerical solution by the wave equation are outlined below see Figure 22 1 The velocity of the top weight is set equal to the initial velocity of the pile driving ram at the instant of impact 2 A short time interval t is permitted to elapse on the order of 1 5000 second 3 The ram velocity is assumed to be uniform during this time interval and a new position of the ram is calculated 4 Since the velocities of all other weights are zero their displacements after the el
72. d W W Davies An Investigation of the Stresses in Reinforced Concrete Piles During Driving British Building Research Board Technical Paper No 20 Dept of Scientific and Industrial Research His Majesty s Stationery Office London 1938 27 Chan P C and T J Hirsch An Annotated Bibliography Soil Dynamics and Soil Rheology Report of the Texas Transportation Institute Texas A amp M University 1960 90 28 Forehand P W and J L Reese Pile Driving Analysis Using the Wave Equation Master of Science in Engineering Thesis Princeton University 1963 29 Michigan State Highway Commission A Performance Investigation of Pile Driving Hammers and Piles Office of Testing and Research Lansing Michigan March 1965 30 Chellis Robert D Pile Foundations McGraw Hill Book Co Inc New York 1961 31 Coyle H M Bartoskewitz R E and Berger W J Bearing Capacity by Wave Equation Analysis State of the Art Texas Transportation Institute Texas A amp M University August 1973 91 APPENDIX G MICROWAVE EDITWAVE USER S MANUAL FOR BUILDING AND CHECKING WAVE EQUATION ANALYSIS DATA and RUNNING THE WAVE EQUATION For technical assistance contact Dr Lee L Lowery Jr P E Department of Civil Engineering Texas A amp M University College Station Texas 77843 3136 409 845 4395 e mail LLL2761 zeus tamu edu c 1993 Wild West Software 2905 South College Bryan Texas 77801 Permission gra
73. d into Uniform Concentrated Weights and SDEIDgS iure one eR 39 Figure 23 Idealization of Steam Hammer with Capblock and Cushion in Hammer Pile System 43 Figure 24 Idealization of Steam Hammer with Capblock Only in Hammer Pile System 44 Figure 25 Idealization of Diesel Hammer with Capblock Only in Hammer Pile System 45 Figure 26 Definition of Coefficient of Restitution for Cushioning Material 47 Figure 27 Soil Load Deformation Characteristics sees 50 Figure 28 Idealization of Steam and Drop Hammers 58 Figure 29 Ideahzation of Diesel Hammiers iie idee ene phe CIE GENII NE RE I T RES 58 Figure 30 Wide alization tor C s a veste EUH de oe ences Nasu 64 Figure 31 Tapered Pile with a 5 Gage Wall Driven with a Vulcan 010 Hammer Case X 77 Figure 32 Raymond Step Taper Pile Driven with a Vulcan 010 and Kobe K 25 Hammers to Full Embedment Cases XI and 80 LIST OF TABLES TABLE 1 Stresses for Various 10 TABLE 2 Stresses Tor Various Cushions 12 TABLE 3 Stresses for Various Helmet 2 13 TABLE 4 Stresses in Point Bearing Pile CASE XIV eese 21 TABLE Summary of Steam Hammer Properties 59 TABLE C2
74. dment with sand and clay at the side and clay at the point of the pile using a standard Vulcan 010 steam hammer See Figure 32 This case is for initial driving of the pile when the soil is completely remolded See Case XII for re driving the pile after the soil has set up Hammer The input parameters for the hammer are the same as used in Case II Capblock The same values that were used in Case II are used in Case XI 75 B E I ES Shell Total Core Weight Weight Weight ate kips kips kips kips in 1 000 0 096 1096 1563 0 960 0 088 1 048 10938 0 840 0 080 0 920 9688 0 720 0 072 0 792 8125 0 600 0 068 0 668 6875 The values for GAMMAI through GAMMA3 are the same as used in Case II Cushion None thus the spring rate of the pile segments will be placed above their corresponding weights Pile The pile to be driven is a Raymond Step Tapered mandrel driven pile 40 feet long Cross sectional areas and weights were determined from the manufacturer as listed by Chellis 30 The pile is divided into 8 foot segments since the mandrel lengths are manufactured 8 feet long Note that the cross sectional area of the core is listed by the manufacturer as is the weight of the 8 foot core section This core fits into an 8 foot corrugated shell section whose weight is also listed For example for segment 5 the cross sectional area of the core is 31 inches 2
75. e However even if the particular hammer was unknown this space could be left blank and several different normally used hammers would be studied and their relative effectiveness compared 24 Hammerbase Capblock Figures 15 and 16 give cross sectional views and definitions of terms for a steam hammer and diesel hammer respectively 25 Problem Information Forms A Hammer Information 1 Hammer Type 2 Hammer Energy Total output Influencing factors 3 Ram Stroke Observed single acting hammers 26 Equivalent double acting hammers 4 Velocity of Ram at Impact Operating Pressure Steam hammer pressure Diesel hammer explosive pressure force B Driving Accessories 1 Capblock Properties Material Modulus of Elasticity Coefficient of Restitution Dimensions Direction of grain Condition 2 Cushion Properties Material Modulus of Elasticity Coefficient of Restitution Dimensions Direction of grain Condition 3 Pile Cap Weight Other Describe fully weight position etc 27 C Pile Information Material Unit weight Total length Cross sectional area Applicable only if pile is uniform If pile is tapered or stepped a sketch showing section lengths and corresponding cross sectional areas should be included Modulus of elasticity Other factors Describe fully Area of steel reinforcement if present Prestress force in pile if present D Soil Properties Depth of pile embedment Type of soil Sketch
76. e incorrect The areas are used only after the solution for FORCES in the springs are determined and only to change that output from pounds to psi or ksi NOP 12 1 NO SLACK present in any of the joints 62 3 Card 102 MP 8 for this case because the ram and helmet are represented as one weight each and the pile is 60 feet long and it is divided into 10 foot segments see Figure 30 MH 3 the first pile segment see Figure 30 VELMI 11 75 ft sec as calculated above AREA 144 in 2 of concrete for a 12 x12 pile 0 5 for an oak capblock see Appendix C EEM2 0 5 for an oak cushion see Appendix C EEM3 1 0 for the pile coefficient of restitution GAMMAI 0 0 minimum spring force between the pile and the helmet no tension in spring 1 0 0 no tension in spring 2 1 0 the continuous body pile can transmit tensile forces springs through 7 4 Card 103 RUT 50 kips starting value of total static soil resistance acting on the pile RUP 2 5 starting value of static soil resistance acting beneath the pile MO 6 see Figure 30 first element of the pile upon which soil resistance acts QSIDE 0 1 soil quake along the side of the pile inches QPOINT 0 1 soil quake at the point segment of the pile inches SIDEJ 0 2 for clay soil damping factor in shear along the side of the pile sec ft See Appendix C POINT 0 01 for clay soil damping fac
77. e that a tapered steel pipe 60 feet long is to be driven to full embedment with clay on the side and sand at the point of the pile using a standard Vulcan 010 steam hammer Hammer The input parameters for the hammer are the same as those used in Case II Capblock Diameter Area Weight Spring Rate in in Cin kips kips in 15 33 10 08 0 342 2520 14 00 9 21 0 313 2303 12 67 8 33 0 283 2083 1 33 7 46 0253 1863 10 00 6 58 0 223 1645 8 67 5 70 0 194 1425 m 20 RUT The same capblock values that were used in Case II are used in Case X Cushion Not used in this case since it is a steel pile Pile The pile to be driven is a tapered steel pile 60 feet long as shown in Figure 31 Given information as follows Pile length 60 feet Segment length 10 feet Diameter at top of pile 16in 73 Diameter at bottom of pile 8 in Wall thickness 5 gage 0 2093 in The diameters listed in Figure 31 were obtained by proportion For example the center of the number 5 element is 7 12 up from the point of the pile Thus it has a diameter of 8 inches 7 12 16 8 12 67 inches Diameters at the centers of each element were similarly obtained and are listed on Figure 31 The average areas listed were computed by multiplying the diameter by pi D wall thickness Thus the average area of segment 5 is 1 12 67 0 2093 in 8 33 in 2 The weight is then computed from WAM S AL density 8 33 in 2 10ft x
78. eau ea Dea a Ete 66 Veneti EP mimi 67 Case E 68 i m aaa Pr 69 xem NEMINEM MA DM MEAN NEM MA LM LEE 70 Case La ah cath oat a BS cach ce Maa cca dtd Me oM 71 CSS ua ERR al ae 73 Case casas M MR RN 75 Qe e dq E 78 Case XII a etti ME M E M M 79 eR DEED ERRORI EREMO IRI IEEE 81 as oh eee cesses wee Se cea ec eet ree T 82 CRE OS Nr aaa 84 d Meme EP 86 APPENDIX F LIST OF SELECTED RBEBRENCGES nero deter 88 APPENDIX G MICROWAVE EDITWAVE eod Deeds 92 Introduction IC ROM AU BE sascha tex cd ctm dre cae utate 93 Program Operation 93 EDIT WAY E 93 NICRGOM A ES a Mau tM M 96 Sample Gp ACE SeSSIDIL u octobre ated easet erts oca octo acorns ct etui ecoute cts 97 To run the data using MICROWAVVE tentent tentent nte ttenttennd 122 LIST OF FIGURES Figure 1 RUT vs Blow Count Curves for Comparison of Different Pile Driving Hammers Cases
79. ed Note that helmet weights and cushion dimensions are not listed in Appendix C since they vary from job to job and with each contractor The ram velocity at impact VELMI is computed by VELMI sqrt 64 4 2 42 0 66 10 14 ft sec Capblock and Cushion From Appendix C the properties for the capblock and cushion are found to be the same as used in Case I The dimensions are also assumed to be the same Thus the spring rate and all other input parameters for this case are the same as in Case I Pile The pile to be driven is a 10 10 prestressed concrete pile 60 feet long Given information is as follows Area 100 in 2 Length 60 feet Modulus of Elasticity 3000 kips in The pile segment weights are computed from WAM AL density WAM 3 100in 2 10ftx 12in ft 0 150kips ft3 1728in 3 ft 3 WAM 3 1 04 kips Thus WAM 3 through WAM 8 1 04 kips To compute the spring rate of the 10 foot pile segments XKAM 3 through XKAM 7 AE L 10 x10 3000ksi 1 Oftx 1 2in ft 2500 kips inch 83 Coefficients of restitution for the concrete pile should be set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 7 can transmit tension GAMMA 3 through GAMMA 7 1 0 Soil Identical to Case I Card Input Case XV The same input for Case I is used except for the following 0001 and 0002 cards for problem identification are changed Card 0101 NS4 7 NS5 10 NS6 13
80. ernal springs are denoted by XKIM and soil dashpots are represented by SJ The top weight of the system is denoted as WAM I the adjacent masses are numbered sequentially to the point of the pile Since there is no pile spring beneath the last pile weight there will always be one less internal spring than the number of weights The external springs are numbered according to the weight upon which they act Hence if WAM 5 is the first weight in the soil its associated soil spring is XKIM 5 The soil spring beneath the point of the pile is denoted by a number one larger than that of the last pile weight A similar notation applies to the soil dashpots To simulate a given system the following information is required 35 1 The pile driver a Initial velocity of the ram at the instant of impact b Weight of the ram c Explosive force in the case of a diesel hammer d Weight of the anvil if present 2 Pile driving accessories a Spring constant of the cushion between the ram and helmet b Weight of the helmet c Spring constant of the capblock between the helmet and pile if present 3 Pile characteristics total length and cross sectional area if uniform length of cross sectional area of each variation in cross section if nonuniform unit weight of the pile material modulus of elasticity of the pile material damping coefficient of the pile material clc E 4 Soil characteristics a length of p
81. es for Pile 5 22 2222 222 222020 242 0044101080 241 23 CHAPTER 3 INFORMATION REQUIRED FOR ANALYSIS 1 eere 23 DnttOddeltoli scaena c meis ac ae eer e Mf cO Sette CE 23 Problem Information 26 Example urtica PE R E 29 Discussion of Solution of Example Problem a 31 Recommendations Based on Example Solution eerte 33 CHAPTER 4 THE COMPUTER PROGRAM eere 34 REESE REUS 34 General 34 Th Numerical Solution rae oe EIN Qasaqa uu 37 Idealization Of 38 Ro RI oer m a uA 38 The Helmet u cese cte e tee te 40 Ram Velocity at iro ro RT 40 Open end diesel hammers eee tnos tasto eon e se ciu 40 Closed end diesel OPUS ae UTAH 41 Double acting air and steam hammers adve ouv ov Hon dpe elidu dd ante 41 Single acting air and steam hammers ocaeca tonat aca rodent Feds circi et cuiu 42 Idealization of CUSHIONS Acta alte tA caked A ttt 42 Igdealization or the PH ean eat ah ir RI ER Rr E m as 43 Pile Sesment Length tabu ea ue et ut diei d eta ta tu E ue 43 Weight dentelle ocu docet be citt son 44 Pile Segment Springs
82. esired penetration and to prevent over stressing of the pile The following cases have been analyzed using the wave equation to compare the differences between the drivability of three different hammers driving a typical concrete pile Case I Vulcan 08 Hammer Case II Vulcan 010 Hammer Case III Delmag D 15 Hammer The cases studied in this comparison utilized two steam hammers and one diesel hammer The two steam hammers studied were the Vulcan 08 and 010 hammers The diesel hammer was a Delmag D 15 Properties of these and other typical hammers for use in the wave equation are listed in Appendix C The pile used for this comparison was a 12 inch square prestressed concrete pile 60 feet long driven 30 feet in clay Detailed information regarding the set up for these example cases may be found in Appendix D The pile is to be driven to an ultimate static soil resistance of 900 kips in clay having a sensitivity or set up factor of 2 0 STATIC SOIL RESISTANCE RUT KIPS o 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT As previously mentioned the wave equation can be used to predict the permanent set per blow of a given hammers which can then be used to plot curves similar to those in Figure 1 These curves relate the ultimate static soil resistance at the time of driving to the number of blows required to advance the pile one foot Since a resistance of 900 kips desired and since the soil is expected to s
83. et up by 2 0 the desired resistance during driving will be 900 kips 2 0 450 kips In other words if a resistance to penetration at the time of driving equal to 450 kips can be attained the soil will set up to the desired value of 900 kips The sensitivity of any given soil must be determined by soils test unless the pile is driven in a sand which normally has a set up factor of 1 0 A comparison of unremolded vs remolded tests is commonly used as a basis for determining a soil s sensitivity From Figure 1 it is seen that either the Vulcan 010 or Delmag D 15 hammers will drive the pile to the required level of resistance with the D 15 hammer driving the pile faster at final penetration However as seen from Table 1 which lists the maximum stresses determined by the wave equation the maximum stresses induced during driving are relatively high and problems with pile breakage may occur For the D 15 hammer maximum stresses of 5131 psi compression and 2143 psi tension were experienced TABLE 1 Stresses for Various Hammers A comparison of maximum compressive and tension stresses for a 12 inch by 12 inch prestressed concrete pile using two steam hammers and one diesel hammer Case I Vulcan 08 Case II Vulcan 010 Case III Delmag D 15 hammer Case Case II Case III Vulcan 08 Vulcan 010 Delmag D 15 Maximum Maximum Maximum Maximum Maximum Maximum RUT Compressive Tension Compressive Tension Compressive Tension Kips psi psi psi psi ps
84. exas A amp M University College Station Texas May 1967 3 Lowery L L and T J Hirsch Use of the Wave Equation to Predict Soil Resistance on a Pile 88 During Driving Research Report 33 10 Project 2 5 62 33 Piling Behavior Texas Transportation Institute Texas A amp M University December 1967 4 Hirsch T J L L Lowery T C Edwards and H M Coyle Pile Driving Analysis State of the Art report of the Texas Transportation Institute Project 2 5 62 33 Piling Behavior February 1968 5 Hirsch T J L L Lowery C H Samson Jr and T C Edwards Energy Output of Pile Driver Hammers presented to the 47th Annual Meeting of the Highway Research Board Washington D C January 1968 6 Edwards T C Piling Analysis Wave Equation Computer Program Utilization Manual Research Report 33 11 Project 2 5 62 33 Piling Behavior Texas Transportation Institute Texas A amp M University College Station Texas August 1967 7 Chan P C T J Hirsch and H M Coyle A Laboratory Study of Dynamic Load Deformation and Damping Properties of Sands Concerned with a Pile Soil System Research Report 33 7 Project 2 5 62 33 Piling Behavior Texas Transportation Institute Texas A amp M University College Station Texas June 1967 8 Edwards T C L L Lowery and T J Hirsch Properties of Pile Cushioning Materials Texas Transportation Institute Texas A amp M University January 1968 9 Hirsch T
85. f the cushion material consists of specifying a spring constant for the load deformation characteristics and a coefficient of restitution for the energy absorbing characteristics 42 ubi sg a mecha p ee XKAM AE L F FORCE A DEFORMATION It has been shown that a cushion material can be adequately described if its load deformation behavior is represented by two straight lines of different slope Figure 26 The slope of the loading line is denoted as the spring constant of the cushion The slope of the unloading line is determined from the cushion spring constant and coefficient of restitution of the cushion material such that the area enclosed by the two lines is proportional to the energy absorbed by the material Appendix C gives values of cushion material constants The spring constant of a cushion can be calculated using its modulus of elasticity from Appendix C XKAM cushion AE L where XKAM cushion spring constant of cushion ksi E Modulus of Elasticity ksi L thickness of cushion in It should be noted that an exact description of the behavior of the cushion during driving is difficult because of cushion deterioration through heating compaction and wear during use For this reason further refinement in the idealization of the cushion does not seem warranted Average values for well compacted yet acceptable cushions were determined by field studies and are presented in Appendix C
86. ficiency VELMI sqrt 64 4 8 0 1 04 1 00 VELMI 21 17 ft sec Cushion From Appendix C Cushion OAK Size assumed 12 x12 Thickness assumed 6 0 Modulus of Elasticity E 45 kips in 2 Coefficient of Restitution EEM2 0 5 GAMMA 0 0 Spring rate for cushion XKAM 2 12 x12 45 ksi 6 1080 kips inch Capblock Not used Pile The pile to be driven is an HP8x36 steel pile 100 feet long Given information is as follows 86 Area 10 6 in 2 Length 100 feet Modulus of Elasticity 30000 kips in 2 The pile segment lengths are 10 foot each for 10 elements The segment weights are computed by WAM AL gamma WAM A4 10 6 in 2 10ftx 1 2in ft 490kips ft3 1728in ft 0 36 kips Thus WAM 4 through WAM 13 0 36 kips To compute the spring rates of the 10 foot pile segments XKAM 3 through XKAM 12 AE L 10 6in 2 30000 ksi 10 ft x 12 in ft 2650 kips inch Soil The soil properties as determined from soil borings and tests are assumed as follows Soil Type Sand Soil Resistance 90 distributed uniformly along side of pile in friction 10 point bearing Set up of soil 1 0 Card Input Case XVII Using the values from Case XVII the following cards are necessary to run the program Cards 0001 and 0002 Problem identification cards Card 0101 NSTOP 200 IPRINT 5 NS1 1 NS2 2 NS3 3 NS4 7 NS5 10 NS6 13 1 NOP 2 1 NOP 3 1 NOP 4 3 NO
87. g D 15 Maximum Maximum Maximum Maximum RUT Compressive Tension Compressive Tension kips psi psi psi psi 50 2976 1652 2313 692 100 3159 1039 2534 39 150 3328 728 2706 341 200 3486 607 2946 539 300 3763 896 3344 973 400 3998 1579 3609 1411 500 4202 1990 3761 1685 Pile Size The size of the pile selected can also significantly affect the ability to reach a given resistance as well as the stresses induced during driving The following cases were analyzed to demonstrate the influence of changing the pile size Assume that a Vulcan 010 hammer is to be used to drive a 100 foot HP steel pile to a penetration of 80 feet The pile selections are Case Pile Cross Sectional Area VII HP8x36 10 6 inch 2 VIII HP12x53 15 6 inch 2 IX HP14x102 30 0 inch 2 12 Case IX HP 14 x102 Case Vill HP 12x53 o o Cose VII HP 8x 36 N STATIC SOIL RESISTANCE RUT KIPS o o o 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT The curves which compare the ability of the hammer to drive the piles for these cases are shown in Figure 4 These curves relate total soil resistance at the time of driving to the number of blows required to advance the pile 1 foot Note from Figure 4 that the heavier piles have a dramatically increased ability to overcome resistance Thus if the only hammer available to drive the piles was the Vulcan 010 and the desired soil resistance immediately after driving is 40
88. g stiffness of soil spring ksi J m damping constant of soil spring sec ft V m velocity of WAM m ft sec Q m soil quake in This equation will produce a dynamic load deformation behavior as shown by path OABCDEFG in Figure 27 b for the side soil and the path OABC for the point soil The soil dashpot is used to include dynamic loading effects of the soil The characteristic of a dashpot is its damping constant Extensive data are not available for the damping characteristics of soils however values for sands and clays have been determined and are listed in Appendix C Should more accurate damping values become available they should be used instead of the approximate values Soil Quake and Damping The values of Q commonly called quake and J the damping constant for various soils are still being studied However most soils have a Q value on the order of 0 1 in its value is usually considered to be constant for all soils and equal to 0 1 in More accurate values for Q should be used if available Until more accurate values are available the authors recommend use of the values listed in Appendix C These values have been determined by full scale pile tests wherein the values were varied and those which gave the most accurate correlation with load tests 47 were selected Additional information regarding these tests can be found in Reference 31 APPENDIX A COMPUTER PROGRAM INPUT DATA Introduction The following section
89. has a ram anvil and a helmet as WAM 1 through WAM 3 whereas the previous stem hammer did not have an anvil Thus WAM 4 through WAM 9 1 5 kips Soil Identical to Case 1 Card Input Case III Card 0201 WAM 1 3 3 ram weight WAM 2 0 81 anvil weight WAM 3 1 0 helmet weight WAM 9 1 5 pile segment weights for segments 4 through 9 Card 0301 XKAM 1 2646 ram spring rate XKAM 2 5089 capblock spring rate XKAM 3 6480 cushion spring rate XKAM 8 3600 pile segment spring rate for segment 8 The same input for Cases I and II is used except for the following 0001 and 0002 cards for problem identification are changed Card 0101 N56 9 Card 0102 MP 9 MH 4 VELMI 21 0 ft sec EEMI 0 9 EEM2 0 5 EEM3 0 5 GAMMA I 129 2 kips Card 0103 7 Card 0201 WAM 1 3 3 kips ram weight WAM 2 0 81 kips anvil weight WAM 3 1 0 kips helmet weight WAM 9 1 5 kips pile segment weights for segments 4 thru 9 Card 0301 XKAM 1 2646 kips inch ram spring rate XKAM 2 5089 kips inch capblock spring rate XKAM 3 6840 kips inch cushion spring rate 8 3600 kips inch pile segment rate segments 4 9 Case IV 66 Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and at the point of the pile using a standard Delmag D 15 open end diesel hammer This case is ident
90. i psi 50 4358 4 1704 8 4461 3 1469 8 5130 6 2143 4 100 4358 4 809 4 4461 3 1161 7 5130 6 1538 5 150 4358 4 574 0 4461 3 306 9 5130 6 1083 3 200 4358 4 448 0 4561 4 266 2 5130 6 764 3 300 4384 6 0232 4678 1 804 2 5130 6 1129 0 400 4424 2 1185 6 4741 8 1246 5 5130 6 1678 9 500 4477 6 1249 8 4833 6 1518 7 5130 6 2075 6 Obviously any number of additional hammers could be studied to determine the relative merit of each one For example at final penetration 450 kips the expected blow count will be around 157 blows per foot if the D 15 hammer is used It is possible that a larger hammer perhaps a Vulcan 014 although more expensive might be more economical in the long run if the pile could be installed faster This could be determined by simply adding the 014 hammer to the previous study Selection of Driving Accessories a Cushion Selection As noted in the previous section high driving stresses can sometimes become a problem This is normally corrected by choosing a different driving hammer or by increasing the capblock or cushion thickness Assuming that the D 15 hammer is selected to drive the 60 foot concrete pile of the previous example the effect of varying the cushion thickness from 1 inch Case IIT to 6 and 12 inches will now be investigated Case IV 6 inch cushion Case V 12 inch cushion Case IIl 1 Cose IV 6 Case V 12 STATIC SOIL RESISTANCE RUT KIPS 50 IOO 150 200 250
91. ical to Case III except that a thicker cushion is to be utilized Hammer The input parameters for the hammer are the same as those used in Case III Capblock The same capblock values that were used in Case III are used in Case IV Cushion The same type of cushion is used in this case as in Case III except the thickness is increased from 1 to 6 Thus the spring rate for the cushion XKAM 3 for this case is XKAM 3 12in 2 45 ksi 6 1080 kips inch The values of GAMMAI through GAMMA3 are the same as used in Case III Pile The pile used in this case is the same pile driven in Case III Soil dentical to Case III Card Input Case IV The same input for Case III is used except for the following 0001 and 0002 cards for problem identification are changed Card 0301 XKAM 3 1080 cushion spring rate Case V Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and at the point of the pile using a standard Delmag D 15 open end diesel hammer This case is identical to Case IV except the cushion thickness is again increased Hammer The input parameters for the hammer are the same as those used in Case IV Capblock The same capblock values that were used in Case IV are used in Case V 67 Cushion The same type of cushion is used in this case as in Case IV except the thickness is increased from 6 to 12 Thus the spring ra
92. ile embedment in the soil b types of soil penetrated soil profile c magnitude and distribution of the static resistance to penetration distributed along the side of the piled d magnitude of the static resistance at the tip of the pile e ultimate elastic displacement of the soil along the side of the pile and at the tip of the pile It should be recognized that the solution obtained with the program represents the results for one blow of the hammer at the specified soil embedment and soil resistance The Solution The solution to an idealized pile driving problem is accomplished by a numerical technique proposed by Smith 24 which is based on concentrating the distributed mass of the pile into a series of relatively small weights WAM l through WAM MP connected by weightless springs XKAM l through with the addition of soil resistance acting on the masses as illustrated in Figure 22 Also time was divided into small increments The numerical solution to the wave equation is then applied by the repeated use of the following equations developed by Smith 21 D m t D m t I 12 delt V m t Eq 4 1 C m t D m t D m t Eq 42 F m t C m t K m Eq 4 3 0 D m t D m t JKK m 1Jim V m t 1 Eq 4 4 V m t V m t D F m Lt F m t R m 0 g delt W m Eq 4 5 36 where m is the mass number t denotes the time interval number delt is the size of the time interval sec D m t is the total displa
93. iled discussions of the input data are given later in this report and are not repeated here b Time Dependent Quantities To assist the user in determining whether a problem solution is complete and to assist in locating possible input data errors when they occur the computer will output forces or stresses as desired at six points along the pile These forces labeled F are output at constant time intervals as specified by the user It is normal to print every second or every fifth time interval so the travel of force down the pile can be followed The main purpose of this output is to assist the user in locating possible input data errors if they occur For example an improperly located decimal for a given spring rate in the pile will usually show up as a dramatic change in force transmitted past that point Displacements labeled D vs time for selected elements are also output Their main purpose is to assist the user in determining whether a solution is indeed complete For example if a particular solution were run for a maximum of 200 iterations and the displacement of the point at this iteration still has a large downward motion the problem should be rerun with an increased number of iterations c Solution Summaries The final solution summaries include a listing of the maximum compressive and tensile forces or stresses as desired induced in the pile during driving and the maximum displacements observed for each elemen
94. ing capacity of a pile which was load tested at various times after driving Note that the load test performed immediately after driving indicated a capacity of 76 kips whereas the test after 1200 hours indicated a capacity of 160 kips Thus this particular soil had a set up factor of 160 76 2 11 This factor is usually determined by soils tests or during the driving of test piles before production driving begins 500 400 300 200 100 STATIC SOIL RESISTANCE RUT KIPS 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT In the case of sands there is usually no observed set up and the driving resistance immediately after driving as predicted by the wave equation will be the same as the long term capacity of the pile In the case where a pile is driven through clay and tipped in sand only the soil capacity of the 14 clay should be modified by a set up factor For example assume that a tapered pile is to be driven through clay having a long term resistance of 400 kips and tipped in sand with a long term bearing resistance of 50 kips Case X Further assume that the clay has a sensitivity of 2 0 i e that during driving the clay will be remolded and its capacity during driving will be reduced to one half of its long term capacity Then the resistance immediately after driving should be half of the clay capacity due to remolding plus the full sand capacity or 400 kips 2 0 50 kips 250 kips Thus from
95. iously changed the curve of Figure 12 should probably be rerun As a further example assume that later piles in this area were to be changed from the 10 x10 to 12 x12 piles which were to be driven by a Link Belt 312 diesel hammer Case XVI Since a total resistance of 300 kips is desired the new piles should be driven to a resistance of 300 2 74 110 kips as before Thus as seen from Figure 13 the new piles driven with the Link Belt 312 hammer should be driven to a blow count of 27 blows per foot 350 300 o 250 x 5 200 z 150 o o 50 o 9 50 100 150 200 250 DYNAMIC DRIVING RESISTANCE BLOWS PER FOOT Similarly if the piles were changed to HP8x36 driven by an MKT DE 30 diesel hammer Case XVII the pile should be driven to a blow count of 14 blows per foot see Figure 14 Basic Output The output for the computer program is composed of three Basic sections Summary of input data fed to the program 21 2 Time dependent solution for forces and displacements of selected elements 3 Summary of maximum compressive and tensile forces or stresses maximum observed displacements and the permanent set per blow of the hammer plus miscellaneous information regarding the problem a Input Data Summary Pertinent information input to the program is printed out as is an alphanumeric identification for each problem Descriptions and deta
96. ive pressure force in the hammer Slack in Joints In the case of certain mandrel driven piles such as Raymond step taper piles some of the pile segments are not rigidly connected but are connected with loose fitting pins Thus the ends of certain pile sections can open up a certain distance known as slack before transmitting tension Any such joint will thus have GAMMA T 1 0 to indicate that it can transmit tension with it s SLACK I set equal to the total slack in the joint after which tension can be transmitted Idealization for Soils 45 LOAD d Ru m DEFORMATION DYNAMIC SOIL RESISTANCE 8 Ru m STATIC RESISTANCE DEFORMATION gt D b DYNAMIC The soil is idealized as a spring in parallel with a dashpot as seen in Figure 22 The soil spring can deform elastically to a limiting deformation Q T after which no additional load is required to produce continued deformation see Figure 27a The soil resistance corresponding to a deformation Q is denoted by Ru The dashpot is used to include dynamic loading effects in the soil resistance see Figure 27b Each weight of the pile system has a soil spring associated with it Thus the distribution of soil resistance along the length of the pile can be specified by proper choice of the constants which describe each individual soil spring Figure 27 a shows the assumed static load deformation characteristic for soil springs along the side of
97. l go much faster If you get an error stating something like no co processor found then use MWS88 as your program After you invoke the program with either MW88 or MW87 you will be asked to give the name of the data set to be run Give a complete description of the data set name including the path if necessary Be sure to use the three letter extension MRG if the data to be run is a merged data set You will also be asked if you wish to save all of the answers in a single answer file including both the stress results and the blow count summary as well as the force time results or if you wish to split the stress blow count summaries and force time results into two files To further explain this option look at one of the sample problem output tables Note that the output consists of a summary of the input data then a summary of the force time values which occurred during the hammer blow then a summary of the maximum tensile and compressive 96 forces or stresses and the blow count observed under one hammer blow Although the force time values are often of interest they are not usually desired in a final report and must often be cut out or the stress blow count summary must be retyped into the final report By allowing the user to put the force time results in one file for inspection while putting the report summary values in a second file this problem is overcome Assume for example that you are going to run a data set named JUNK M
98. lists the required information necessary to perform an analysis using the wave equation computer program A detailed discussion is included that explains the required input parameters Any number of data sets may be loaded in sequence Program Input Data 1 Card 1 Required NCARDS Total number of identification cards to be read including Card 1 Maximum of 8 cards Read Card 1 only Read NCARDS plus read and print 68 columns of Alphanumeric problem identification 2 Read and print I D Cards 1 and 2 72 columns of information may be punched in Cards 2 thru 8 3 Etc 2 Card 101 Required 1 DELTEE 1 Time interval If left blank Delta Tcritical 2 will be used l sec Normally left blank NSTOP Maximum number of time intervals the program is to run See Chapter 4 page 6 IPRINT Print frequency For example if a print of the solution at every 5th time interval is wanted set IPRINT 5 NSI NS6 The element numbers for which solutions vs time interval will be printed 48 NOP 1 Used to specify long or short print out of solution l Print out information needed for checking problem solution and all final answers Normally used 2 Print out all variables needed to check program operations using fixed formats Dump print 3 Print out all variables needed to check program operations using floating formats Dump print NOP 2 Used to specify the input method for the segment weights WAM T
99. low sample problems have been solved and the results plotted to demonstrate how the wave equation is utilized to solve various problems Discussion of the method by which the given input data are utilized and how values are assigned to the computer program are given in Appendix D Basically the wave equation is used to describe how stress waves are transmitted in a long rod when a force is applied at one end of the rod The idea of applying the wave equation to pile driving first came from D V Issacs in 1931 But it was not until 1960 that widespread interest in this method was generated by E A L Smith who proposed a numerical solution to investigate the effects of such factors as ram weight ram velocity cushion and pile properties and the dynamic behavior of the soil during driving The theory behind the wave equation has not used until this time because the equations involved in the calculations were too difficult due to complications from the actions of the ram the capblock the pile and the soil However the development of high speed digital computers permitted the wave equation to be applied to practical pile driving problems In application the hammer pile soil system is idealized as a series of concentrated weight connected by weightless springs This idealization is described in detail in the users manual Whereas the wave equation accurately models the true dynamic behavior of driven piles previous methods of analysis such as sta
100. m when NOP 12 2 for each internal spring in the pile Last spring slack is MP 1 Case XII Assume that the Raymond Step Taper pile of Case XI is to be driven to full embedment with sand and clay at the side and clay at the point of the pile using a standard Vulcan 010 steam hammer This case is for FINAL driving of the pile in case XI i e the pile is to be redriven several days after the pile was originally installed after the soil is allowed to set up See Figure 7 for soil resistances and distribution Hammer The input parameters for the hammer are the same as used in Case XI Capblock The same values that were used in Case XI are used in Case XII The values for GAMMAI through GAMMA3 are the same as used in Case XI Cushion None used Pile The pile to be driven is the same mandrel pile 40 feet long as driven in Case XI The computed weights and spring rates for the pile were shown on Figure 32 Coefficients of restitution for the steel pile should be set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 6 can transmit tension GAMMA 3 through 78 GAMMA 6 1 0 and SLACK values are the same as for Case XI Card Input Case XII The same input for Case XI is used except the following Cards 0001 and 0002 for problem identification Card 0401 RUM 2 0 0 RUM 4 70 0 RUM 7 150 0 RUM 8 40 0 Note from Figure 7 Long Term Capacity that there is no soil resistance on elements
101. ndard pile driving equations do not Furthermore standard pile driving equations cannot be used to predict the driving stresses generated in piles as can the wave equation The purpose in developing this manual was to assist highway engineers in the understanding use and practical application of pile driving analysis by the wave equation Thus a simplified users manual with numerous example problems including preparation of input data and an interpretation of the results are included The previous users manuals prepared by the Texas Transportation Institute at Texas A amp M University were written mainly for research use rather than production runs Also the previous manuals and programs include numerous options of no value to highway engineers and were of research interest only The current manual has been extensively simplified and the computer program modified to run much faster than earlier versions CHAPTER 2 BASIC USES OF THE WAVE EQUATION Introduction The uses of the wave equation shown herein are hammer selection selection of driving accessories effect of pile size prediction of pile load capacity determination of driving stresses in point bearing piles use of the wave equation for field control basic output and selection of allowable stresses for pile materials Hammer Selection The proper selection of the hammer to drive a given pile is necessary in order to insure the ability of the hammer to drive the pile to the d
102. ning the wave equation It is the basic means by which data files are built The other options will probably be used more often since many data files are simply modifications of previous runs However a truly brand new data set must be built using Option 9 Option 10 MERGE TWO OR MORE DATA FILES Option 10 is used to combine two or more data sets to be run at the same time Note that when you run several data sets at once you obviously need more space on the data disk to store the answers Thus you need to be more careful as to how much blank space there is on the data disk for answers A second consideration is that the data editor Option 6 and the data checker Option 7 can only be used on a single set of data Thus if you wish to merge three or four data sets together to all be run at once you can do so but you cannot then modify the data sets nor can you check them This is really not much 95 of a restriction since the data sets must have been checked before you could save them originally However to prevent merged data sets from accidently being loaded and then erroneously edited or checked they are forcibly given the three letter extension MRG Thus if you say you want to get three separate files and merge them under a new name called STUFF the file will actually end up with the name STUFF MRG and you must use this name whenever you want to run the data in MICROWAVE Option 11 PRINT A FILE If you wish to see the final input d
103. nted to copy both software and user s manuals so long as original author credits remain 92 Introduction MICROWAVE MICROWAVE consists of two main programs 1 EDITWAVE used to build new data sets or to modify old data sets and for general file handling necessary in building data sets for use in the wave equation Examples include displaying files on disk deleting old files no longer needed to make room for new files renaming data files with more current or more applicable names copying a file to provide a second or backup copy under a new name merging two or more data sets to be run at the same time and to print resulting answers from the wave equation on paper 2 MW88 MW87 The program MICROWAVE has the name MW88 87 on the disk and is used to study pile driving by the wave equation This program is the actual wave equation solution used to run data generated by EDITWAVE If your computer has a high speed math you should run MW87 as it uses the high speed math coprocessor and will run much more quickly If a co processor is not installed you must run MW88 NOTE 1994 These programs were originally written to accommodate numerous kinds of computers and as such the instructions may well ask you to do some goofy things like hit control C to boot in your drives Please just ignore such things if you have a IBM or compatible which doesn t require such nonsense but follow those instructions
104. o a penetration of 80 feet below the mudline with sand at the side and at the point of the pile using a standard Vulcan 010 hammer This case is identical to Case VIII except the pile size is increased to an HP14x102 Hammer The input parameters for the hammer are the same as those used in Case VIII Capblock 71 The same values that were used in Case VIII are used in Case IX The values for GAMMAI through GAMMA3 are the same as used in Case VIII Cushion Not used for this case Pile The pile to be driven is an HP14x102 steel pile 100 feet long Given information as follows Area 30 0 in Length 100 feet Modulus of Elasticity 30000 kips in Segment Weights 0 102 kips ft 10 ft Thus WAM 3 through WAM 12 1 02 kips AE Spring Rates 30 0 1n 2 30000 ksi 10 ft x 12 in ft Thus XKAM 2 through XKAM 11 7500 kips inch Coefficients of restitution for the steel pile should be set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 11 can transmit tension GAMMA 3 through GAMMA 11 1 0 Soil Identical to Case VIII Card Input Case IX The same input for Case VII is used for Case IX except the following 0001 and 0002 cards for problem identification are modified Card 0102 AREA 30 0 Card 0103 DR1 DR4 3 0 5 5 6 5 7 0 Card 0201 WAM 12 1 02 weight of each pile segment Card 0301 XKAM 11 7500 spring rate of pile segments 72 Case X Assum
105. ons 13 11 16 diameter by 6 1 2 thick Direction of grain Condition Excellent recently replaced 2 Cushion Properties No cushion used Material Modulus of Elasticity Coefficient of Restitution Dimensions Direction of grain Condition 3 Pile Cap Weight 5 000 pounds Other Describe fully weight position etc C Pile Properties Material Steel 29 Unit weight 490 Ib ft 3 Total length 350 ft Cross sectional area See Figure 17 Modulus of elasticity 30 X 10 6 psi Other factors Describe fully 36 O D pipe pile with wall thickness variations as noted on attached sheet Pile driven open ended but would expect plug to form at tip of pile Area of steel reinforcement if present Prestress force in pile if present D Soil Information 1 Soil Properties Depth of pile embedment 110 Prob 1 amp 165 Prob 2 Type ofsoil See Figure 18 2 Soil Properties Sketch of soil profile on additional sheet See Figure 18 Total soil resistance from load test none made From Figure 19 RUTotal 1360 kips amp 1560 kips 3 Soil Properties For Problem 1 and Problem 2 Resistance at point of pile From Figure 19 1040 amp 760 kips Resistance on side of pile From Figure 19 3208800 kips Distribution of soil resistance on side of pile on additional sheet See Figure 20 E Problem Background Use additional sheet if necessary to describe nature of problem observations special conditions etc 1 Itis not known
106. ormally used 2 Read A D for each internal spring from card series 1100 NOP 12 Used to read in slack present in any of the segments l No slack present in any of the joints Normally used 2 Read in joint slacks for each spring from card series 1200 3 Card 102 Required MP Total number of segments in the system to be analyzed MH Element number of the first pile segment VELMI Initial velocity of the ram ft sec AREA A constant used to convert the output forces into stresses or other more convenient values if desired Note that you can change pounds which is the normal computer output unit to kips by setting AREA 1000 0 Or you can change pounds to ksi stress by setting AREA 1000 area of pile EEMI Coefficient of Restitution of spring number 1 directly under the ram EEM2 Coefficient of Restitution of spring number 2 EEMG Coefficient of Restitution of spring number 3 50 GAMMAI The minimum force in the spring between the ram and the anvil once that force has reached a maximum kip For example if the diesel hammer explosive pressure causes a 158 7 kip minimum force in this spring set GAMMAI 158 7 kip If the minimum force the spring can transmit is zero for example when no tensile force can exist between the ram and the anvil and no explosive pressure force is acting set the corresponding GAMMA I 0 0 If the spring represents a continuous body such as the spring between any two pile
107. ote that the number of springs in the pile equals one less than the number of corresponding weights If a cushion is used between the helmet and the head of the pile it s spring constant may be placed between the helmet and the first pile weight and the remaining pile segment springs may be moved below their corresponding weights If no cushion is utilized the spring rate of the first pile spring must be placed between the helmet and the head of the pile and all following springs moved above their corresponding weights Limiting Forces Between Pile Segments GAMMAC I represents the minimum force that can be exerted in the I th spring compressive forces positive If the parts composing the pile driver and accessories are physically separated and cannot transmit tension then values of GAMMA I for the hammer assembly springs will be set equal to 0 0 In the case of diesel hammers the minimum force in the spring under the ram is equal to the explosive force In this case GAMMA I is set to the explosive force Thus if any spring in the system cannot transmit tension its value of GAMMA J should be set to 0 0 Any spring which can transmit tension should have its corresponding GAMMA I set to 1 0 to indicate that tension can be transmitted through the spring The only exception to this is for a diesel hammer in which case 1 should be set equal to the explosive pressure as listed in Appendix C This will then account for the explos
108. r such that this equation becomes XKAM XKAM RAM pi E DR 2 40L where DR is diameter of the ram 39 RAM WAM I GAMMA 1 0 0 eS CAPBLOCK XKAM 1 HELMET WAM 2 in GAMMA 2 0 0 PILE SPRING XKAM 2 PILE SEGMENT WAM 3 GAMMA 3 1 0 PILE SPRING XKAM 3 PILE SEGMENT WAM 4 d GAMMA 4 0 The Anvil and Helmet The idealization of the helmet and the anvil is similar to that of the ram in that they are ordinarily short bodies which can each be represented with sufficient accuracy by single rigid weights The anvil is represented by WAM 2 and is considered a rigid weight since it is relatively short Appendix C shows the idealization and pertinent information for common hammers Ram Velocity at Impact The initial ram velocity VELMI of the ram for specific hammer types can be calculated as follows 1 Open end diesel hammers VELMI sqrt 2g h c e where VELMI initial ram velocity ft sec 40 RAM WAM 1 1 EXPLOSIVE FORCE IN i GAMMA 2 0 0 27772 29 CAPBLOCK XKAM 2 GAMMA 3 0 0 gt RAM SPRING RATE XKAM I ANVIL WAM 2 PILE SPRING XKAM 3 PILE SEGMENT WAM 4 GAMMA 4 0 h observed total stroke of ram ft c distance from anvil to exhaust ports ft e efficiency of hammer g 32 2 ft sec 2 2
109. ring rate of the first pile segment will be placed between the helmet and the first pile weight and all remaining pile springs will be placed above their corresponding weights Coefficients of restitution for the steel pile should be set to 1 0 as damping is negligible Also since each of the pile springs 3 through 11 can transmit tension GAMMA 3 through GAMMA 11 1 0 Soil Tests at the site revealed that the soil was sand to a depth of 150 feet Further lab tests indicated 69 that 90 of the resistance would be distributed uniformly along the side of the pile with the remaining 10 of the resistance under the pile tip The soil has no set up factor set up 1 0 Card Input Case VII The same input for Case II is used for Case VII except for the following 0001 and 0002 cards for problem identification are modified Card 0101 4 8 NS5 10 NS6 12 NOP 7 1 run problem to determine permanent set only Card 0102 MP 12 AREA 10 6 EEM2 1 0 Card 0103 5 SIDEJ 0 05 sand at side of pile see Appendix POINT 0 15 sand at point of pile see Appendix C DRI DR4 2 5 3 0 3 5 3 75 Card 0201 WAM 12 0 36 weight of each pile segment Card 0301 XKAM 11 2650 spring rate of pile segment Case VIII Assume that an HP12x53 steel pile 100 feet long is to be driven to a penetration of 80 feet below the mudline with sand at the side and at the point of the pile using a standard Vulcan 010
110. riving capacity is found to be inadequate to drive the pile to the required grade 4 To design the pile itself since the driving stresses can be determined For example tensile cracking of prestressed concrete piles and the buckling of pipe piles are but two examples of driving failures which have been corrected by use of the wave equation The choice of pile dimensions not only affects the driving stresses but the drivability of the pile itself For example in some cases a pile with a small cross sectional area cannot be driven to grade whereas a pile having a larger cross sectional area can Thus with the use of the wave equation the economic merit of being able to drive the stiffer pile to a greater depth can be studied 5 To determine the influence of the driving accessories It has been shown that in many cases the driving accessories absorb a major portion of the total energy output of the hammer In some cases these accessories account for a 50 reduction in the energy output of the hammer The use of the wave equation enables the selection of optimum driving accessories required to minimize these losses 6 The wave equation is also a powerful engineering aid for the structural engineer since numerous alternative designs can be quickly studied at very little expense Such a study greatly increases the probability that the final design will be the most economical and least subject to installation problems In the discussions which fol
111. rmanent set per blow is used to predict the number of blows per foot of penetration at the given embedment There is no limitation to the number of time intervals which can elapse during the computer solution However the significant results are generally obtained after a relatively few number of intervals have elapsed The following equation may be used to determine an estimate of the number of iterations which will normally be adequate for determining the solution to a problem NSTOP 30Lp Lmin where NSTOP maximum number of iterations Lp length of pile and Lmin length of shortest pile segment used in the analysis This is usually greater than necessary so the program incorporates an automatic shut off which can be used to shorten the running time should the user desire Idealization of Hammers The program is formulated to handle drop hammers steam hammers and diesel hammers The techniques presented in this section are general in scope and are presented for illustration purposes Figures 23 through 25 describe the idealization for the following cases 1 Case I Steam Hammer with ram capblock helmet cushion and pile Figure 23 2 Case II Steam Hammer with ram capblock helmet and pile Figure 24 and 3 Case III Diesel Hammer with ram anvil capblock helmet and pile Figure 25 The Ram The idealization of the ram of a pile driver depends upon its construction Drop hammers and steam hammers are usually construc
112. s shown in Figure 7 b Final Driving If the pile of Case XI above were to be re driven several days later after the soil has set up to its full capacity the input parameters for the soil resistance would change to those listed under Long Term Capacity in Figure 7 The results of this change in resistance distribution is shown in Figure 9 for Case XII Note that due to the set up in the clay the resistance has now increased from 480 kips to 630 kips Thus as seen from Figure 9 it should take around 164 blows per foot to break the pile loose c Soil Set Up or Relaxation The same procedure as shown above can be used to determine how much a given soil will set up or relax after some period of time For example assume that a 60 foot long 12 inch diameter pipe pile with a 0 15 inch wall is to be driven to a penetration of 40 feet into a soft clay using a Kobe 25 diesel hammer Case XIII The observed blow count in the field at the end of driving was 50 blows per foot corresponding to a soil resistance of 360 kips see Figure 10 After 15 days the pile was redriven with the same hammer and required 150 blows per foot to advance the pile Thus from Figure 10 it is found that the soil resistance had set up to a value of 16 455 kips Thus the soil had a set up factor 455 360 1 26 If the pile were easier to drive after the 15 day delay relaxation would obviously have occurred 700 500 300 STATIC SOIL RESISTANCE RUT
113. s they are absent for this case 60 To compute the spring rates for each of the 10 foot pile segments XKAM 3 through XKAM 7 AE L 12 x12 3000 ksi 10ftx 12 ft 3600 kips inch Coefficients of restitution for the concrete pile should be set to 1 0 as the damping in the pile is negligible Also since each of the pile springs 3 through 7 can transmit tension GAMMA 3 through GAMMA 7 1 0 Soil The soil properties as determined from soil borings and tests are assumed as follows Soil Type Clay Soil Resistance 900 kips total after set up required 95 distributed uniformly along side of pile in friction 5 point bearing Set up of soil 2 0 To obtain a starting value of resistance for use in the wave equation some value around 5 to 10 times the pile weight is normally selected This is then increased in increments as desired Thus for Case I since the pile weighs 9 kips the initial total resistance will be assumed as 50 kips Of this 95 47 5 kips will be distributed uniformly along the side of the pile and 5 2 5 kips will be placed under the pile point Thus input data for the program will be total soil resistance RUT 50 kips total point resistance RUP 2 5 kips Card Input Case I Using the values from Case I the following information is input in EDITWAVE 1 Card 1 NCARDS Total number of identification cards to be read maximum of 8 cards For this case NCARDS 2 and two lines of identific
114. series of concentrated weights and weightless springs General 34 Figure 22 shows a typical pile system and the idealization for this system The idealization includes a simulation of the soil medium as well as the pile driver and pile The pile hammer and pile are idealized as a system of concentrated weights connected by weightless springs The springs represent the stiffness of the pile cushion and in some cases the pile driver s ram The soil medium is assumed to be weightless 1 the pile moves through the soil and does not move the adjacent soil mass and is simulated by a spring and damper dashpot on each pile segment LF wawa XKAM I Helmet 2 F waw 2 Ram Capblock 5 Cushion Z_ _ XKAM 2 I _ Tu t i mu MO E XKIM 3 Na rSJ 3 bi E Wi 3 5 A z 6 E Pa a7 cr SIDE Pile FRICTIONAL n RESISTANCE T 49 i 10 E n l H 12 J 13 T TEE Point N Resistance a XKIM 13 OR ACTUAL PILE IDEALIZED PILE whose real counterpart is embedded in the soil Additions or deletions to the real system for example addition of an anvil between the ram and capblock can be handled easily Weights are denoted by WAM and internal springs cushions and pile springs are denoted by XKAM Soil springs ext
115. st 1963 pp 413 449 17 Hirsch T J and T C Edwards Impact Load Deformation Properties of Pile Cushioning Materials Research Report 33 4 Project 2 5 62 33 Piling Behavior Texas Transportation Institute Texas A amp M University College Station Texas May 1966 18 Smith E A L The Wave Equation Applied to Pile Driving Raymond Concrete Pile Co 1957 19 Smith E A L Pile Calculations by the Wave Equation Concrete and Constructional Engr London June 1958 20 Smith E A L Pile Driving Impact Proceedings Industrial Computation Seminar September 1950 International Business Machines Corp New York N Y 1951 p 44 2 Smith E A L Impact and Longitudinal Wave Transmission Transactions ASME August 1955 p 963 22 Smith E A L What Happens When Hammer Hits Pile Engineering News Record McGraw Hill Publishing Co Inc New York N Y September 5 1957 p 46 23 Smith E A L Tension in Concrete Piles During Driving Journal Prestressed Concrete Institute Vol 5 1960 pp 35 40 24 Smith E A L Pile Driving Analysis by the Wave Equation Transactions ASCE Vol 127 1964 Part I p 1145 25 Gardner S V and D H New Some Experiences with Prestressed Concrete Piles Proceedings of the Institution of Civil Engineers Vol 18 January 1961 pp 43 66 and Vol 21 April 1962 pp 867 891 London England 26 Glanville W H G Grime E N Fox an
116. steam hammer This case is identical to Case VII except the pile is changed from an HP8x36 to an HP 12x53 Hammer The input parameters for the hammer are the same as used in Case VII Capblock The same values that were used in Case VII are used in Case VIII The values for GAMMAI through GAMMA3 are the same as used in Case VII Cushion Not used for this case Pile The pile to be driven is an HP12x53 steel pile 100 feet long Given information is as follows Area 15 6 in 70 Length 100 feet 2 Modulus of Elasticity 30000 kips in Segment weights 3 through 12 are computed by WAM I 0 053 kips ft 10 ft segment length 0 53 kips Thus WAM 3 through WAM 12 0 53 kips Spring rates are computed by XKAM D 15 6 in 2 30000 ksi 10 ft x 12 in ft Thus XKAM 2 through XKAM 11 3900 kips inch Coefficients of restitution for the steel pile should be set to 1 0 as the damping is negligible Also since each of the pile springs 3 through 11 can transmit tension GAMMA 3 through GAMMA 11 1 0 Soil Identical to Case VII Card Input Case VIII The same input as for Case VII is used except the following Cards 0001 and 0002 are modified Card 0102 AREA 15 6 Card 0103 DR1 DR4 3 0 4 0 4 25 4 50 Card 0201 WAM 12 0 53 weight of each pile segment Card 0301 XKAM 11 3900 spring rate of pile segment Case IX Assume that an HP14x102 steel pile 100 feet long is to be driven t
117. t Also listed is the time interval in which these maximums were observed It is important to compare the time interval in which the maximum point displacement occurred with the total number of time intervals the problem ran to insure that the point of the pile has indeed stopped moving down and is rebounding If the point is still moving down the problem solution has been shut down too early and should be rerun Also listed are 22 1 The permanent set of the pile for a single blow of the hammer i e how far into the ground has the pile been permanently advanced due to one hammer blow 2 The number of hammer blows required to advance the pile 1 inch assuming that the soil resistance remains constant over that additional inch of penetration and the number of blows required to advance the pile 1 foot 3 The pile weight 4 The total static soil resistance to penetration at the time of driving Selection of Allowable Stresses for Pile Materials Although allowable stresses for comparison with maximums predicted by the wave equation are known only by inference and by the past experience of the authors it is believed that the following values are applicable Further though work has been done on the strength of rapidly loaded concrete this work has not been correlated with stresses induced in driven piles However it is generally accepted that at high rates of loading concrete exhibits an increase in strength For this reason the au
118. te for the cushion XKAM 3 for this case is XKAM 3 12in 2 45 ksi 12 540 kips inch The values for GAMMA through GAMMA3 are the same as used in Case IV Pile The pile used in this case is the same pile as driven in Case IV Soil Identical to Case IV Card Input Case V The same input as for Case IV is used except for the following 0001 and 0002 cards for problem identification are modified Card 0301 XKAM 3 540 cushion spring rate Case VI Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and at the point of the pile using a standard Delmag D 15 open end diesel hammer Hammer The input parameters for the hammer are the same as those used in Case V except the helmet weight is increased from 1 kip to 5 kips Thus WAM 3 5 0 kips helmet weight Capblock The same capblock values that were used in Case V are used in Case VI Cushion The same values that were used in Case V are used in Case VI The values for GAMMA through GAMMA3 are the same Pile The pile used in this case is the same pile driven in Case V Soil identical to Case V Card Input Case VI 68 The same input for Case V is used except for the following Cards 0001 and 0002 for problem identification are modified Card 0201 WAM 3 5 0 helmet weight Case VII Assume that an HP8x36 steel pile 100 feet long is to be driven to a penetra
119. ted so that the ram impacts directly on a cushion the capblock whereas the ram of a diesel hammer impacts directly on an anvil Rams which impact 38 directly on a cushion can be represented accurately by a single concentrated weight of infinite stiffness i e the ram is assumed rigid Thus according to Figure 23 WAM l is equal to the weight of the ram and 1 represents the capblock spring However a ram which impacts directly on an anvil must be represented by at least one concentrated weight and a weightless spring Figure 25 since every weight must be separated from its neighboring weight by a spring The concentrated weight of the ram is WAM l and the associated spring constant is calculated by XKAM l K RAM pie DT DB E 4L GAMMA 0 00 A CAPBLOCK XKAM 1 o je scower wam 3 PILE SPRING XKAM 3 GAMMA 4 0 HELMET WAM 2 GAMMA 2 z 0 0 CUSHION XKAM 2 GAMMA 3 1 0 PILE SEGMENT WAM 4 where XKAM l spring constant of ram for the diesel hammer to be inserted between the ram and anvil weights kips in DT is the diameter of the top of the ram in DB is the diameter of the base of the ram which comes in contact with the anvil in E is the modulus of elasticity of the ram material ksi and L is the length of the ram in It has been found that the diameter of contact between the ram and anvil is usually around 1 10 of the full ram diamete
120. the pile and at the tip For the soil on the side of the pile path OABCDEFG represents the load deformation that occurs as the pile moves through the soil For the soil at the point only compressive loading can occur since the point of the pile is free to rebound and the load deformation path is OABCO It can be seen that the characteristics of the spring representing the soil stiffness are 46 defined by the quantities Q and Ru Q is the soil quake or maximum elastic deformation corresponding to the maximum elastic force Ru A load deformation diagram shown in Figure 27 a is thus established for each soil spring The stiffness of a side soil spring is given by XKIM m Ru m Q m where Ru m side soil resistance on segment m kips Q m side soil quake in The dynamic loading effects for the soil are included by assuming that the soil has a damper dashpot in parallel with the spring see Figure 22 The dynamic resistance of the dashpot is assumed directly proportional to the velocity of the associated segment weight during displacement and the total resistance of the soil spring and dashpot during displacement is given by see Figure 27b Rm D m D m XKIM m 1 0 J m V m from O to A and R m XKIM m D m D m Q m J m V m after A Where R m total resistance static plus dynamic D m displacement of WAM m into the soil in D m plastic displacement of weight into soil in XKIM m sprin
121. thors recommend the following allowable stresses for concrete Allowable tensile stress 5 sqrt fc Allowable compressive stress 0 7 fc where fc the 28 day compressive strength as normally defined Past experience has shown that if stresses are held below these allowables spalling and tensile cracking are unlikely to occur Similarly allowable stresses in steel should be held to within 70 of the yield stress Values for wood are normally held below 100 of the static strengths Note that the above values for concrete exclude the effect of any prestress in the pile For example assume that a pile with fc 5000 psi is prestressed to 800 psi compression The allowable driving stresses would then be Allowed tensile stress 2 5 sqrt 5000 psi 800 psi 1150 psi Allowed compressive stress 0 7 5000 psi 800 psi 2700 psi CHAPTER 3 INFORMATION REQUIRED FOR ANALYSIS Introduction The following was written to familiarize those engineers engaged in the design and analysis of foundation piling with the use potential and advantages of pile driving analysis by the wave equation but who have no direct interest in the theory behind the program It will also 23 acquaint the engineer with the type of input information needed to obtain the solution To facilitate the collection of this information a series of forms are provided The engineer may use these forms either to transmit the necessary information to the person in charge of se
122. tion of 80 feet below the mudline with sand at the side and at the point of the pile using a standard Vulcan 010 steam hammer Hammer The input parameters for the hammer are the same as those used in Case II Capblock The same values that were used in Case II are used in Case VII The values for GAMMA 1 through GAMMA 3 are the same as used in Case II Cushion No cushion is used for this case The helmet sits directly on the pile Thus the pile spring rates will be brought up above their corresponding weights to supply the necessary spring between the helmet weight and the top pile weight Pile The pile to be driven is an HP8x36 steel pile 200 feet long Given information as follows Area 10 6 in 2 Length 100 feet Modulus of Elasticity 30000 ksi The pile will be divided in 10 foot segments To compute the element weights since the pile is known to weigh 36 lbs per foot WAM I 0 036 kips ft 10 ft segment Thus WAM 3 through WAM 12 0 36 kips To compute the spring rates of the pile segments which are 10 foot segments XKAM 2 through 1 AE L 10 6 in2 30000 ksi 10 ft x 12 ft 2650 kips inch Note that on previous cases the spring rate of the cushion was placed between the helmet and the first pile segment and the pile springs were placed beneath their corresponding weights However in this case there is no cushion as none was required to reduce the stresses induced in the steel pile Thus the sp
123. to the letter if you have an Osborne or CPM type computer Also since some computers require the entry of data in upper case only EDITWAVE and MICROWAVE REQUIRE that you turn on the caps lock key They won t take data any other way Furthermore much of the information below assumes that you do not have a hard drive probably a poor assumption in 1994 If you do have a hard drive simply copy everything to a subdirectory of your choice and run everything from there Program Operation EDITWAVE To build data sets put the program disk marked EDITWAVE in drive A and a blank formatted disk in Drive B for use as your data disk On some micros it is necessary to hit Control C to boot in the drives so that the data disk can be written The program disk new in drive A can now be used to generate data which will be written to the data disk in Drive B For hard disk operation simply copy all program files on both distribution disks to a subdirectory on your computer and run everything from there To invoke the program put the caps lock key on and type EDITWAVE The computer will read the program from the disk and will display a MAIN MENU similar to the following lt lt lt MENU I DISPLAY FILES ON DISK 93 2 gt DELETE A FILE FROM DISK 3 gt RENAME A FILE ON DISK 4 gt COPY A FILE 5 gt LOAD A FILE FROM DISK 6 gt EDIT PRESENT FILE 7 gt CHECK PRESENT FILE 8 gt SAVE PRESENT FILE 9 gt BUILD A NEW FILE
124. tor in compression beneath the pile point sec ft See Appendix C DR1 DR7 2 0 3 0 4 0 6 0 etc These values increase RUT and RUP proportionally to develop points to plot the RUT vs Blow Count curve see Figure 22 For example RUT 50 and RUP 2 5 initially these resistances will then be increased to 100 and 5 kips 150 and 7 5 kips etc respectively 5 200 Card Series WAM 1 8 0 kips ram weight see Appendix WAM 2 1 0 kips helmet weight from contractor WAM 8 1 5 kips pile weight per 10 foot segment see Figure 30 Entered on card 200 as 8 only because the internal program sets WAM 3 through WAM 8 1 5 kips as calcu lated above 6 300 Card Series XKAM 1 6927 kips inch spring rate for the capblock as calculated above XKAM 2 6480 kips inch spring rate for the cushion as calculated above XKAM 7 3600 kips inch spring rate for pile elements as calculated above Case II Assume that a 12 x12 prestressed concrete pile 60 feet long is to be driven to a penetration of 30 feet below the mudline with clay at the side and at the point of the pile using a standard Vulcan 63 010 steam hammer Same as Case I except for change in hammer Hammer From the contractor and Appendix C the properties of a Vulcan 010 hammer are found to be Hammer Stroke 3 25 feet Ram Weight WAM 1 10 0 kips Efficiency 66 Helmet Weight WAM 2 1 0 kips The ram velocity at impact VELMI
125. transmit tensile force of any magnitude kip Total number of GAMMA I values MP 1 one for each internal spring 9 600 CARD SERIES Required when NOP 6 2 22 I Element number EEM I The coefficient of restitution for MP 1 internal springs This determines the slope of the unloading curve dimensionless 10 700 CARD SERIES Not Used 11 800 CARD SERIES Required when NOP 8 2 I Element number VEL D The initial velocities of each of the MP weights ft sec 12 900 CARD SERIES Required when NOP 9 2 I Element number The soil quake for MP 1 soil springs in 13 1000 CARD SERIES Required when NOP 10 2 I Element number SJ D The soil damping factor for MP 1 soil springs sec ft 14 1100 CARD SERIES Required when 2 I Element number A D The cross sectional area of the MP 1 internal springs in 2 15 1200 CARD SERIES Required when NOP 12 2 I Element number SLACK I The slack or looseness in the MP 1 internal springs in input for segments which have slack present For segments which do not have slack input 0 such that the element will not have slack or looseness APPENDIX B CODING SHEETS Coding Sheets Since EDITWAVE handles the forming of the data sheets coding sheets are no 53 longer required The data is entered in its proper position in ASCII format and can be viewed with an ASCII editor if desired APPENDIX C HAMMER CUSHION AND SOIL PR
126. tting up and solving the problem or to accumulate the information required to prepare his own input data In general information concerning the following variables is required a Hammer b Driving Accessories c Pile d Soil e Problem Background It should be emphasized that the more complete and accurate information available the more accurate will be the results For this reason the forms are set up to accept as much information as possible However even when much of the information requested is unknown and must be assumed a relatively accurate and useful solution can still be obtained When the forms request information which is unknown by the engineer he may leave the space blank in which case the programmer must enter values based on previous experience The user may also enter an assumed value followed by a question mark in which case the programmer will check the value to insure it is reasonable Should they agree it will be used as entered but if the value seems questionable they will probably want to discuss it with the user Any information which the engineer knows is correct should be entered without a question mark In this case the value will be assumed correct and entered as given As will be noted the required information is broken into several sections In each succeeding section more detailed information is requested For example under Hammer Information the minimum information desired is the hammer typ
127. ystem will then be set to 1 0 indicating that the remaining pile springs can transmit tension NOP 6 1 read EEM 1 EEM 2 EEM 3 from card 102 EEM 1 is discussed on the 102 card Thus all remaining EEM I will be set equal to 1 0 no damping NOP 7 2 run the program for full NSTOP iterations as specified on the 101 card This is used when you want to make sure that the maximum stresses have been observed in the pile If you let the computer shut the run down can only check to see if the pile has reached its maximum penetration and shuts down The maximum tensile waves may not have yet been recorded NOP 8 1 read VELMI from card 102 This is the velocity of the ram at impact All element velocities following the ram are then set equal to 0 0 NOP 9 1 read QSIDE and QPOINT from card 103 and set all Q T along the side of the pile equal to QSIDE Set Q at the pile tip equal to QPOINT For this case QSIDE 0 1 and QPOINT 0 1 NOP 10 1 read SIDEJ and POINTJ from card 103 Set all SJ I along the side of the pile equal to SIDEJ and SJ MP 1 under pile tip equal to POINTJ NOP 11 1 read AREA from card 102 and set all A D equal to AREA Note that this is of course incorrect for the hammer area but since we are not interested in the true stresses in the hammer we do not care The stresses in the pile will be accurate Note also that this in no way affects the solution even though the areas of some elements ar

Pile Driving Analysis by the Wave Equation - CEProfs

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