BEGIN COMMENT A B-5000 PROGRAM FOR THE DESIGN OF REINFORCED CONCRETE TIED COLUMNS. VICTOR BERMAN 0003 (PROFESSIONAL SERVICES, BURROUGHS CORP.) 0004 CARD SEQUENCE CODE STARTS WITH CCLM-0001 0005 FIRST RELEASE DATE JUME 29, 1964. ; REAL ABAR, ABAR1, ABAR2, AGSZ, AL, AS, ART, BC, BL, B1, BY, BD, 0007 COH, COH1, COV, COVH, COVV, CR, CTR, CTR1, D, DMAX, DC, 0008 DEPT, DIAM, DIAMR, DIAM1, DIAM2, DIFMX, DIFMN, DIFT, 0009 DDL, DIFX, DIFY, DL, D1, D2, D3, E, EP, EP1, EP2, FIN, FS, 0010 FX, FY, INC, INTX, INTY, 0011 INCRH, INCRV, K, KTE, KTT, KT1, KT2, KU, K1, K2, K3, KT, 0012 LD, LENTH, LIMP, LL, LLL, MAXD, MAXW, MIND, MINW, MP, M, 0013 MU1, MU2, M1DL, M1LL, M1W, M2DL, M2LL, M2W, P, PU, PUL, 0014 RECES, REQB, ROOT, SC, SFC, SFT, SFXC, SFXT, SFYC, SFYT, 0015 SPA1, SPLIC, SS, SSB, SSC, TU, TC, TIE, TISP, UD, SU, SPA, 0016 TRMX, TRMY, WIDT, WIND, WINDL ; 0017 INTEGER G, H, I, II, J, JJ, KK, LIMN, LIMN1, LIMN2, LSBD, LSBD1, 0018 LSBD2, NBAR, NBAR1, NC, NCOLS, NCON, NLDC, NM, NM1, NUM, 0019 SBD, SBD1, SBD2, TNBAR ; 0020 ALPHA WD, WIDTH, DEPTH ; 0021 BOOLEAN FXD, LIMIT, SND, TMP, TRY ; 0022 REAL ARRAY X, Y[0:40] ; 0023 LABEL L51, EXIT ; 0024 FILE FILE1 (1, 10), FILE2 1(2, 15) ; FORMAT FORC(I5, 6F10.1), FORD(7F10.1, L5), 0028 FORE(6F10.1), 0029 FORF(7F10.1), 0030 CHGD("THE ", A5, " OF THE COLUMN MUST BE INCREASED TO ", 0031 "PLACE ALL THE BARS"/ "FINAL COLUMN ", A5, " = ", F5.1, 0032 " INCHES"/), 0033 FOR5("THE SECTION OF COLUMN", I3, " HAS THE FOLLOWING ", 0035 "DIMENSIONS "// "WIDTH = ", F5.1, " INCHES"//"DEPTH = ", 0036 F5.1, " INCHES"//"USE", I3, " BARS IN EACH FACE, OF THE ", 0037 "COLUMN PARALLEL TO PRINCIPAL AXIS OF BENDING"// 0038 "STANDARD BAR DESIGNATION NUMBER", I3, ", ", F5.2, 0039 " INCHES IN DIAMETER"//"SPACED", F5.1, " INCHES CENTER", 0040 " TO CENTER"//"CENTER OF EXTERIOR BARS IS AT", F5.1, 0041 " INCHES FROM COLUMN FACES"//"CONCRETE COVER IS", F5.1, 0042 " INCHES"//"USE TIES, STANDARD BAR DESIGNATION NUMBER", 0043 I3, ", ", F5.2, " INCHES IN DIAMETER"//"SPACED", F5.1, 0044 " INCHES CENTER TO CENTER"/), 0045 FOR6("USE", I3, " BARS, IN EACH FACE OF THE COLUMN ", 0047 "PERPENDICULAR TO PRINCIPAL AXIS OF BENDING"//"STANDARD ", 0048 "BAR DESIGNATION NUMBER", I3, ", ", F5.2, " INCHES IN ", 0049 "DIAMETER"//"SPACED", F5.1, " INCHES CENTER TO CENTER"// 0050 "CENTER OF EXTERIOR BARS IS AT", F5.1, " INCHES FROM ", 0051 "COLUMN FACES"//"CONCRETE COVER IS", F5.1, " INCHES"/), 0052 DEFST("DISREGARD THIS DESIGN, THE AREA OF STEEL IS", F5.1, 0053 " PERCENT OF THE SECTION AREA"/ "THE AREA OF STEEL ", 0054 "SHOULD BE WITHIN 1 AND 8 PERCENT OF THE SECTION AREA"), 0055 FOR7("BAR SPLICES SHOULD BE", I3, " INCHES LONG"/), ULDF("THE COLUMN CAN CARRY AN ULTIMATE LOAD OF ", I4, " KIPS") ; LIST DATAC(NUM, LL, WIND, DL, M1LL, M1W, M1DL), 0059 DATAD(M2LL, M2W, M2DL, LENTH, SC, SS, AGSZ, LIMIT), 0060 DATAE(MINW, MAXW, MIND, MAXD, COVH, COVV), 0061 DATAF(LIMN1, LSBD1, LIMN2, LSBD2, LIMP, INCRH, INCRV), 0062 CHND(WD, WD, TC), 0063 CHNB(WD, WD, BC), 0064 OUT5(NUM, BC, TC, NBAR1, SBD1, DIAM1, SPA1, COH1, CTR1, 0066 SBD2, DIAM2, TISP), 0067 OUT6(NBAR, SBD, DIAM, SPA, COH, CTR), 0068 OUT8(WD,BC), 0070 OUT9(WD, B1) ; PROCEDURE BDIAM ; 0074 BEGIN 0075 COMMENT THIS PROCEDURE CALCULATES THE DIAMETER OF BARS, 0076 GIVEN THE STANDARD BAR DESIGNATION NUMBER. ; 0077 DIAM ~ 0.125 | SBD ; 0078 IF SBD > 8 THEN 0079 BEGIN 0080 IF SBD = 9 THEN DIAM ~ DIAM + 0.005 0081 ELSE IF SBD = 10 THEN DIAM ~ DIAM + 0.02 0082 ELSE DIAM ~ DIAM + 0.035 0083 END ; 0084 END BDIAM ; 0085 PROCEDURE ULTLD ; 0086 BEGIN 0087 COMMENT THE ULTIMATE LOADS AND MOMENTS ARE COMPUTED BY MULTIPLYING 0088 THE ACTUAL LOADS AND MOMENTS BY THE LOAD FACTORS GIVEN IN 0089 THE CODE (A.C.I - A604). THE MAXIMUM VALUE OBTAINED FROM 0090 THESE EQUATIONS FOR EACH COMBINATION OF LIVE, WIND AND 0091 DEAD LOADS IS THE ULTIMATE LOAD OR MOMENT. ; 0092 UD ~ 1.2 | DDL + 2.4 | LLL + 0.6 | WINDL ; 0093 KTE ~ 1.2 | DDL + 0.6 | LLL + 2.4 | WINDL ; 0094 IF KTE > UD THEN UD ~ KTE ; 0095 KTE ~ K | (DDL + LLL + 0.5 | WINDL) ; 0096 IF KTE > UD THEN UD ~ KTE ; 0097 KTE ~ K | (DDL + 0.5 | LLL + WINDL) ; 0098 IF KTE > UD THEN UD ~ KTE 0099 END ULTLD ; 0100 PROCEDURE BALND ; 0101 BEGIN 0102 REAL AG ; 0103 COMMENT DESIGN A BALANCED SQUARE COLUMN, ASSUME THAT THE DISTANCE 0104 FROM THE CENTER OF THE BARS TO THE EDGE OF THE COLUMN IS 0105 2.7 INCHES (A.C.I. - A609(B), EQUATION (A8)). ; 0106 K1 ~ 0.85 ; 0107 IF SC > 5.0 THEN K1 ~ K1 - 0.5 | (SC - 5.0) ; 0108 K2 ~ 0.5 | K1 ; BD ~ PU / (0.85 | K1 | KU | SC) ; 0109 COMMENT THE CODE FORBIDS THAT THE COLUMN SECTION SHOULD BE SMALLER 0110 THAN THE AREA REQUIRED TO CARRY THE AXIAL LOAD WITH 0111 4 PERCENT OF STEEL. ; 0112 AG ~ (LL + WIND + DL) / (0.18 | SC + 0.0128 | SS) ; 0113 IF AG > BD THEN BD ~ AG ; 0114 COMMENT A.C.I.-1101 - THE AREA OF CONCRETE CANNOT BE LESS THAN 0115 120 SQUARE INCHES. ; 0116 IF BD < 120.0 THEN BD ~ 120.0 ; 0117 IF (((MINW = 0) AND (MIND = 0)) OR 0118 ((MINW !0) AND (MIND ! 0))) THEN 0119 BEGIN 0120 ROOT ~ SQRT(ABS(7.3 + 4 | BD)) ; 0121 BC ~ TC ~ 0.5 | (2.7 + ROOT) ; DC ~ TC - 2.7 0122 END 0123 ELSE IF (MINW ! 0) AND (MIND = 0) THEN 0124 BEGIN 0125 BC ~ MINW ; DC ~ BD / BC 0126 END 0127 ELSE 0128 BEGIN 0129 DC ~ MIND - 2.7 ; BC ~ BD / DC 0130 END ; 0131 TC ~ DC + 2.7 ; 0132 IF (MINW = MAXW) AND (MIND = MAXD) AND 0133 (MAXD ! 0) AND (MAXW ! 0) THEN FXD ~ TRUE ; 0134 END BALND ; 0135 PROCEDURE COMP ; 0136 BEGIN 0137 REAL TERMA, TERMB ; 0138 COMMENT CALCULATION OF AREA OF REINFORCEMENT WHEN CONCRETE 0139 SECTION CONTROLS ( EQUATION (A11) OF THE A.C.I. CODE) ; 0140 TERMB ~ ((3 | D2 | EP) / ((D3)*2)) + 1.18 ; 0141 TERMB ~ PU - (D1 | D2 | SC / TERMB) ; 0142 TERMA ~ (EP / (2 | D3 - D2)) + 0.5 ; 0143 AS ~ TERMA | TERMB / SS 0144 END COMP ; 0145 PROCEDURE BRSZ ; 0146 BEGIN 0147 REAL DIAMR ; 0148 LABEL L52, L52A ; 0149 COMMENT THIS PROCEDURE CALCULATES THE BAR SIZE NECESSARY TO OBTAIN 0150 THE AREA OF STEEL FOR A GIVEN NUMBER OF BARS. ; 0151 IF LSBD ! 0 THEN 0152 BEGIN 0153 SBD ~ LSBD ; GO TO L52A 0154 END ; 0155 IF AS { 0 THEN 0156 BEGIN 0157 SBD ~ 4 ; GO TO L52 0158 END ; 0159 DIAMR ~ SQRT(AS / (0.785 | NBAR)) ; 0160 FOR SBD ~ SBD STEP -1 WHILE DIAM > DIAMR DO 0161 BEGIN 0162 COMMENT A.C.I. - 1104 - A - THE MINIMUM BAR SIZE TO BE USED 0163 IN COLUMNS IS NUMBER 5 BARS. ; 0164 IF SBD < 5 THEN GO TO L52 ; 0165 BDIAM 0167 END ; 0168 L52: SBD ~ SBD + 1 ; 0169 L52A: BDIAM ; 0170 REQB ~ 2.0 | NBAR | DIAM + 1.5 | AGSZ | (NBAR - 1) + 0171 2.0 | COV + SU 0172 END BRSZ ; 0173 PROCEDURE TENS ; 0174 BEGIN 0175 REAL A, Z ; 0176 COMMENT CALCULATION OF AREA OF STEEL WHEN IT CONTROLS THE DESIGN ; 0177 A ~ PU / (0.85 | SC | D1) ; 0178 Z ~ EP - 0.5 | (D2 - A) ; 0179 AS ~ PU | Z / ((2 | D3 - D2) | SS) 0180 END TENS ; 0181 PROCEDURE REINF ; 0182 BEGIN 0183 COMMENT THIS PROCEDURE FINDS THE NUMBER OF BARS OF A GIVEN SIZE 0184 NEEDED TO GET THE NECESSARY AREA OF STEEL AND THE 0185 COLUMN WIDTH NECESSARY TO ACCOMMODATE THEM. ; 0186 BDIAM ; 0187 NBAR ~ ENTIER (AS / (0.785 | (DIAM*2))) + 1 ; 0188 IF NBAR < 2 THEN NBAR ~ 2 ; 0189 REQB ~ 2 | NBAR | DIAM + 1.5 | AGSZ | (NBAR - 1) + 0190 2 | COV + SU 0191 END REINF ; 0192 PROCEDURE NBR ; 0193 BEGIN 0194 COMMENT THIS PROCEDURE SHIFTS CONTROL TO THE PROCEDURE THAT 0195 CALCULATES THE NUMBER OF BARS THAT GIVE THE REQUIRED AREA 0196 OF STEEL. SHOULD THE NUMBER OF BARS BE FIXED, IT WILL 0197 FIND THE REQUIRED BAR SIZE. ; 0198 IF LSBD = 0 THEN SBD ~ 11 0199 ELSE SBD ~ LSBD ; 0200 BDIAM ; 0201 IF COV ! 0 THEN COV ~ COV 0202 ELSE IF SBD < 6 THEN COV ~ 1.5 0203 ELSE COV ~ 2.0 ; 0204 IF LIMN ! 0 THEN 0205 BEGIN 0206 NBAR ~ LIMN ; 0207 BRSZ 0208 END 0209 ELSE REINF 0210 END NBR ; 0211 PROCEDURE SPACN ; 0212 BEGIN 0213 REAL KT, SPA3, SPA4 ; 0214 COMMENT A.C.I. - 1103 - B - CENTER TO CENTER SPACING OF BARS SHALL 0215 NOT BE LESS THAN 2 1/2 THE DIAMETER OF ROUND BARS. 0216 THE CLEAR SPACING BETWEEN PAIRS OF BARS AT LAPPED SPLICES 0217 SHALL NOT BE LESS THAN 1 1/2 INCHES OR 1 1/2 TIMES THE 0218 MAXIMUM SIZE OF COARSE AGGREGATE. ; 0219 B1 ~ 0 ; 0220 KT ~ KT1 ~ 2.5 | DIAM ; KT2 ~ 1.5 | AGSZ + 2 | DIAM ; 0221 IF KT2 > KT THEN KT ~ KT2 ; 0222 CTR ~ COV + 0.5 | DIAM ; 0223 IF SND THEN COV ~ 1.5 | AGSZ ; 0224 SPA ~ SPA3~ (D1 - 2 | COV - DIAM - SU) / (NBAR - 1) ; 0225 SPA4 ~ ((D1 - 2 | (COV + NBAR | DIAM) - SU) / 0226 (NBAR - 1)) + 2 | DIAM ; 0227 IF SPA4 < SPA THEN SPA ~ SPA4 ; IF SPA < KT THEN BEGIN 0230 IF SND THEN INC ~ INCRV ELSE INC ~ INCRH ; IF KT = KT1 THEN 0233 B1 ~ INC | (ENTIER((2 | COV + DIAM + (NBAR - 1) | KT1 + 0234 SU) / INC) + 1.0) 0235 ELSE 0236 B1 ~ INC | (ENTIER((2 | (COV + DIAM) + (NBAR - 1) | KT2 + 0237 SU) / INC) + 1.0) ; 0238 END 0239 END SPACN ; 0240 PROCEDURE CORT ; 0241 BEGIN 0242 LABEL L53, L54 ; 0243 COMMENT THIS PROCEDURE INCREASE OR DECREASES THE WIDTH AND DEPTH 0244 OF THE COLUMN WHEN NECESSARY. ; 0245 IF (BC { MINW) AND (MINW!0) AND (INC < 0) THEN GO TO L53; 0246 IF (BC } MAXW) AND (MAXW!0) AND (INC > 0) THEN GO TO L53 ; 0247 BC ~ BC + INC ; 0248 L53: IF (TC { MIND) AND (MIND !0) AND (INC < 0) THEN GO TO L54; 0249 IF (TC } MAXD) AND (MAXD !0) AND (INC > 0) THEN GO TO L54; 0250 DC ~ DC + INC ; TC ~ TC + INC ; 0251 L54: END CORT ; 0252 PROCEDURE DIM1 ; 0253 BEGIN 0254 COMMENT THE MAIN DIMENSION, D1, IS THE WIDTH. ; 0255 D1 ~ BC ; D2 ~ TC ; D3 ~ TC - CTR1 0256 END DIM1 ; 0257 PROCEDURE DIM2 ; 0258 BEGIN 0259 COMMENT THE MAIN DIMENSION, D1, IS THE DEPTH. ; 0260 D1 ~ TC ; D2 ~ BC ; D3 ~ BC - CTR 0261 END DIM2 ; 0262 PROCEDURE FRBR ; 0263 BEGIN 0264 REAL YT ; 0265 COMMENT THIS PROCEDURE CALCULATES THE FORCE THAT EACH BAR EXERTS. 0266 IT ACCUMULATES THE SUM OF TENSILE AND COMPRESSIVE 0267 FORCES AND THE MOMENTS PRODUCED BY THEM. ; 0268 INTX ~ (Y[I] - M | X[I] - BY) / (MP - M) ; 0269 INTY ~ MP | INTX + BY ; 0270 D ~ SQRT((X[I] - INTX)*2 + (Y[I] - INTY)*2) ; 0271 COMMENT FIND IF THE BAR IS IN TENSION OR COMPRESSION ZONE. ; 0272 YT ~ -X[I] | MP + Y[I] ; FS ~ FIN | D ; 0273 IF FS > SS THEN FS ~ SS ; 0274 FS ~ FS | ABAR ; 0275 FX ~ FS | (BC - X[I]) ; FY ~ FS | (TC - Y[I]) ; 0276 IF YT < BY THEN 0277 BEGIN 0278 SFT ~ SFT + FS ; 0279 SFXT ~ SFXT + FX ; SFYT ~ SFYT + FY 0280 END 0281 ELSE 0282 BEGIN 0283 SFC ~ SFC + FS ; 0284 SFXC ~ SFXC + FX ; SFYC ~ SFYC + FY 0285 END 0286 END FRBR ; 0287 PROCEDURE ULCLD ; 0288 BEGIN 0289 REAL AR, BR, XX, AA, BB ; 0290 COMMENT THIS PROCEDURE CHECKS IF THERE IS MOMENT EQUILIBRIUM 0291 AND FINDS THE ULTIMATE LOAD THAT THE COLUMN CAN CARRY. ; 0292 SFT ~ SFC ~ SFXT ~ SFXC ~ SFYT ~ SFYC ~ 0 ; 0293 AR ~ BC - AL ; BR ~ TC - BL ; MP ~ -BL / AL ; 0294 M ~ -1.0 / MP ; BY ~ BR - MP | BC ; 0295 INTX ~ (M | BC - TC + BY) / (M - MP) ; 0296 INTY ~ MP | INTX + BY ; DMAX ~ 0 ; 0297 COMMENT THE DISTANCE TO THE FARTHEST APART COMPRESSIVE CONCRETE 0298 FIBER D2, AND TO THE FARTHEST APART BAR DMAX, ARE 0299 CALCULATED. ; 0300 D2 ~ SQRT((BC - INTX)*2 + (TC - INTY)*2) ; DMAX ~ 0 ; 0301 FOR I ~ 1 STEP 1 UNTIL TNBAR DO 0302 BEGIN 0303 INTX ~ (Y[I] - M | X[I] - BY) / (MP - M) ; 0304 INTY ~ MP | INTX + BY ; 0305 D ~ SQRT((INTX - X[I])*2 + (INTY - Y[I])*2) ; 0306 IF D > DMAX THEN DMAX ~ D 0307 END ; 0308 IF (D2 / DMAX) > RECES THEN FIN ~ 90.0 / D2 0309 ELSE FIN ~ 60.0 / DMAX ; 0310 ABAR ~ ABAR1 ; 0311 FOR I ~ 1 STEP 1 UNTIL II DO FRBR ; 0312 ABAR ~ ABAR2 ; 0313 FOR I ~ II + 1 STEP 1 UNTIL TNBAR DO FRBR ; 0314 AA ~ 0.85 | AL ; BB ~ 0.85 | BL ; 0315 ART ~ 0.5 | AA | BB ; 0316 TRMX ~ 0.333 | AA | ART ; TRMY ~ 0.333 | BB | ART ; 0317 IF AA > BC THEN 0318 BEGIN 0319 XX ~ (AA - BC) | BB / AA ; 0320 DIFT ~ 0.5 | (AA - BC) | XX ; ART ~ ART - DIFT ; 0321 TRMX ~ TRMX - DIFT | (BC + 0.333 | (AA - BC)) ; 0322 TRMY ~ TRMY - DIFT | (0.333 | XX) 0323 END ; 0324 IF BB > TC THEN 0325 BEGIN 0326 XX ~ (BB - TC) | AA / BB ; 0327 DIFT ~ 0.5 | (BB - TC) | XX ; ART ~ ART - DIFT ; 0328 TRMX ~ TRMX - DIFT | (0.333 | XX) ; 0329 TRMY ~ TRMY - DIFT | (TC + 0.333 | (BB - TC)) 0330 END ; 0331 DIFX ~ 0.85 | SC | TRMX - SFXT + SFXC + PU | EP2 ; 0332 DIFY ~ 0.85 | SC | TRMY - SFYT + SFYC + PU | EP1 ; 0333 PUL ~ 0.85 | SC | ART + SFC - SFT 0334 END ULCLD ; 0335 PROCEDURE DIFR ; 0336 BEGIN 0337 COMMENT THIS PROCEDURE SHIFTS THE NEUTRAL AXIS TRYING TO 0338 EQUILIBRATE THE MOMENTS PRODUCED BY THE INTERNAL AND 0339 EXTERNAL FORCES. ; 0340 IF DIFX > DIFMX THEN AL ~ AL - CR 0341 ELSE IF DIFX < DIFMN THEN AL ~ AL + CR 0342 ELSE AL ~ AL ; 0343 IF ABS(AL) < 0.05 THEN AL ~ AL + 0.2 | CR ; IF DIFY > DIFMX THEN BL ~ BL - CR 0344 ELSE IF DIFY < DIFMN THEN BL ~ BL + CR 0345 ELSE BL ~ BL ; 0346 IF ABS(BL) < 0.05 THEN BL ~ BL + 0.2 | CR ; ULCLD 0347 END DIFR ; 0348 L51: READ(FILE1, FORC, DATAC)[EXIT] ; MINW ~ MAXW ~ MIND ~ MAXD ~ 0.0 ; WIDTH ~ DEPTH ~ INCRH ~ INCRV ~ 0.0 ; COVH ~ COVV ~ COV ~ LIMP ~ SU ~ 0 ; LIMN1 ~ LSBD1 ~ LIMN2 ~ LSBD2 ~ 0 ; 0366 SND ~ TRY ~ FXD ~ FALSE ; 0367 READ(FILE1, FORD, DATAD) ; 0350 BEGIN 0351 REAL P1, P2, EXC ; 0352 LABEL L52B, L53B, L53C, L53E, L53G, L54, L54B, L54C, L54E, 0353 L55, L59, L61, L61A, L62, L63, L64 ; 0354 COMMENT A MAXIMUM STEEL STRAIN OF 0.004 IN. PER IN. IS ASSUMED 0355 WHILE THE MAXIMUM CONCRETE STRAIN IS 0.003 IN. PER IN. ; 0356 RECES ~ 0.75 ; K ~ 2.0 ; 0357 IF LIMIT THEN 0360 BEGIN 0361 READ(FILE1, FORE, DATAE) ; 0362 READ(FILE1, FORF, DATAF) 0363 END ; 0364 IF INCRH = 0 THEN INCRH ~ 2.0 ; 0370 IF INCRV = 0 THEN INCRV ~ 2.0 ; 0371 CTR ~ CTR1 ~ 2.7 ; 0372 KTE ~ CTR1 - COVV - 0.7 ; IF KTE < 0 THEN CTR1 ~ CTR1 - KTE ; 0374 KTE ~ CTR - COVH - 0.7 ; 0375 IF KTE < 0 THEN CTR ~ CTR - KTE ; 0376 DDL ~ DL ; LLL ~ LL ; WINDL ~ WIND ; 0377 ULTLD ; 0378 LD ~ PU ~ UD ; 0379 DDL ~ M1DL ; LLL ~ M1LL ; WINDL ~ M1W ; 0380 ULTLD ; 0381 MU1 ~ UD ; 0382 DDL ~ M2DL ; LLL ~ M2LL ; WINDL ~ M2W ; 0383 ULTLD ; 0384 MU2 ~ UD ; 0385 IF AGSZ < 1.0 THEN AGSZ ~ 1.0 ; 0386 KU ~ 90.0 / (90.0 + SS) ; 0387 LIMN ~ LIMN1 ; LSBD ~ LSBD1 ; 0388 BALND ; 0389 J ~ 0 ; 0390 COMMENT THE MINIMUM ALLOWABLE ECCENTRICITY FOR TIED COLUMNS IS 0391 ONE-TENTH OF THE SECTION DEPTH. ; 0392 EP2 ~ EP ~ 12 | MU2 / PU ; KTE ~ 0.1 | BC ; 0393 IF EP < KTE THEN EP ~ KTE ; 0394 E ~ EP + 0.5 | BC - CTR1 ; 0395 DIM2 ; 0396 GO TO L53C ; 0397 L53B: EP1 ~ EP ~ 12 | MU1 / PU ; KTE ~ 0.1 | TC ; 0398 IF EP < KTE THEN EP ~ KTE ; 0399 E ~ EP + 0.5 | TC - CTR ; 0400 DIM1 ; 0401 J ~ 1 ; 0402 L53C: AS ~ (PU | E - 0.85 | K1 | SC | D1 | ((D3)*2) | KU | (1.0- 0403 0.5 | K1 | KU)) / ((SS - 0.85 | SC) | (D3 - CTR)) ; 0404 IF J = 1 THEN GO TO L53E ; 0405 P2 ~ AS / (D1 | D3) ; GO TO L53B ; 0406 L53E: P1 ~ AS / (D1 | D3) ; P ~ P1 + P2 ; COV ~ COVV ; 0407 COMMENT THE TOTAL AREA OF STEEL NEEDED TO RESIST BENDING IS 0408 CALCULATED. IF THIS AREA IS MORE THAN 8 PERCENT OF THE 0409 AREA OF CONCRETE, OR ANY OTHER MAXIMUM FIXED BY THE 0410 DESIGNER, THE COLUMN MUST BE DESIGNED FOR A TENSILE 0411 FAILURE. THE SECTION OF THE COLUMN IS INCREASED UNTIL THE 0412 AREA OF STEEL IS WITHIN THE ALLOWABLE RATIO. ; 0413 LIMP ~ 0.01 | LIMP ; 0414 IF LIMP = 0 THEN LIMP ~ 0.08 ; 0415 K2 ~ 0.5 | LIMP ; K1 ~ P1 | K2 / P ; 0416 K3 ~ 0.005 | P1 / P ; 0417 IF FXD THEN 0418 BEGIN 0419 BC ~ MINW ; TC ~ MIND ; DC ~ TC - CTR1 ; 0420 IF (((BC | DC) > BD) OR (P > K2)) THEN TRY ~ TRUE ; 0421 GO TO L54E 0422 END ; 0423 BC ~ INCRH | (ENTIER(BC / INCRH) + 1.0) ; TC ~ INCRV | (ENTIER(TC / INCRV) + 1.0) ; DC ~ TC - CTR1 ; 0426 IF P < K2 THEN 0427 BEGIN 0428 REQB ~ 0 ; L53G: IF REQB < BC THEN 0430 BEGIN 0431 IF (BC { MINW) AND (MINW ! 0) THEN 0432 BEGIN 0433 BC ~ MINW ; GO TO L54C 0434 END ; 0435 INC ~ -INCRH ; CORT ; DIM1 ; COMMENT A.C.I. - A611 - WHEN THE UNSUPPORTED LENGTH OF THE COLUMN 0438 IS GREATER THAN 15 TIMES THE LEAST LATERAL DIMENSION, 0439 THE ULTIMATE LOAD ACTING ON THE COLUMN MUST BE INCREASED 0440 BY THE FACTOR GIVEN IN EQUATION (A14) AND THE SECTION 0441 COLUMN MUST BE INCREASED. ; 0442 IF (LENTH / TC) > 1.25 THEN 0443 PU ~ LD / (1.6 - 0.48 | LENTH / TC) ; 0444 COMP ; 0445 P1 ~ AS / (D1 | D3) ; 0446 NBR ; 0447 IF P1 > K1 THEN GO TO L54 ; 0448 GO TO L53G 0449 END ; 0450 L54: INC ~ INCRH ; 0451 CORT ; 0452 IF (BC|DC) > BD THEN TRY ~ TRUE 0453 END 0454 ELSE 0455 BEGIN 0456 TRY ~ TRUE ; REQB ~ 1000.0 ; L54B: IF REQB > BC THEN 0458 BEGIN 0459 IF (BC } MAXW) AND (MAXW ! 0) THEN 0460 BEGIN 0461 WD ~ "WIDTH" ; BC ~ MAXW ; 0462 WRITE(FILE2, CHGD, CHND) ; GO TO L54C 0463 END ; 0464 INC ~ INCRH ; CORT ; DIM1 ; IF (LENTH / TC) > 1.25 THEN 0467 PU ~ LD / (1.6 - (0.48 | LENTH / TC)) ; 0468 TENS ; 0469 P1 ~ AS / (BC | DC) ; 0470 NBR ; 0471 IF P1 < K3 THEN 0472 BEGIN 0473 INC ~ -INCRH ; 0474 CORT ; 0475 IF (BC | DC) < BD THEN TRY ~ FALSE END ; 0477 GO TO L54B 0478 END 0479 END ; 0480 L54C: IF (BC < MINW) AND (MINW ! 0) THEN BC ~ MINW ; 0481 IF (BC > MAXW) AND (MAXW ! 0) THEN BC ~ MAXW ; 0482 IF (TC < MIND) AND (MIND ! 0) THEN TC ~ MIND ; 0483 IF (TC > MAXD) AND (MAXD ! 0) THEN TC ~ MAXD ; 0484 COMMENT A.C.I. 1101 - THE MINIMUM ALLOWABLE COLUMN THICKNESS 0485 IS 8.0 INCHES. ; 0486 L54E: IF BC < 8.0 THEN BC ~ 8.0 ; 0487 IF TC < 8.0 THEN TC ~ 8.0 ; 0488 TMP ~ FALSE ; 0489 L55: DIM1 ; 0490 IF (LENTH / BC) > 1.25 THEN 0491 PU ~ LD / (1.6 - (0.48 | LENTH / BC)) ; 0492 IF TRY THEN TENS 0493 ELSE COMP ; 0494 IF MU2 > MU1 THEN SU ~ 2.82 + 3 | AGSZ ; NBR ; 0496 BRSZ ; 0497 DIAM2 ~ 0.5 ; 0498 SPACN ; 0499 IF B1 > BC THEN 0500 BEGIN 0501 TMP ~ TRUE ; D1 ~ B1 ~ BC ~ BC + INCRH ; GO TO L55 0502 END ; 0503 IF TMP THEN 0504 BEGIN 0505 WD ~"WIDTH" ; TMP ~ FALSE ; 0506 IF (BC > MAXW) AND (MAXW ! 0) THEN 0507 WRITE(FILE2, CHGD, CHND) 0508 END ; 0509 NBAR1 ~ NBAR ; CTR1 ~ CTR ; 0510 DIAM1 ~ DIAM ; SBD1 ~ SBD ; 0511 IF COVV ! 0 THEN CTR1 ~ COVV + 0.5 | DIAM1 ; 0512 COMMENT IT IS ASSUMED THAT EACH TIE CONFINES FOUR LONGITUDINAL 0513 BARS. THE AREA OF A TIE IS AROUND 2 PERCENT OF THE 0514 AREA OF THE BARS IT CONFINES. ; 0515 ABAR ~ 0 ; TIE ~ 0.0628 | (DIAM1*2) ; 0516 COMMENT A.C.I.-1104 - C - LATERAL TIES SHOULD BE AT LEAST 0517 1/4 INCHES IN DIAMETER. ; 0518 FOR SBD ~ 2 STEP 1 WHILE ABAR < TIE DO BEGIN 0520 BDIAM ; 0521 ABAR ~ 0.785 | (DIAM*2) 0522 END ; 0523 COMMENT A.C.I. - 1104 - C - LATERAL TIES SHALL BE SPACED NOT OVER 0524 16 BAR DIAMETERS. 48 TIE DIAMETERS OR, THE LEAST 0525 DIMENSION OF THE COLUMN. ; 0526 DIAM2 ~ DIAM ; SBD2 ~ SBD ; 0527 TISP ~ 16 | DIAM1 ; KTE ~ 48 | DIAM2 ; 0528 IF KTE < TISP THEN TISP ~ KTE ; IF BC < TISP THEN TISP ~ BC ; IF TC < TISP THEN TISP ~ TC ; COMMENT A.C.I. - 1103 - C - 1 - THE LENGTH OF SPLICES IN VERTICAL 0532 BARS IS 20 BAR DIAMETERS INCREASED BY ONE FOR EACH 1000 0533 PSI. THAT THE WORKING STRENGTH OF STEEL EXCEEDS 20000 0534 PSI. INCREASE THE LENGTH OF SPLICES BY ONE-THIRD IF 0535 CONCRETE STRENGTH IS BELOW 3000 PSI. ; 0536 EXC ~ SS - 50.0 ; 0537 IF EXC < 0 THEN EXC ~ 0 ; 0538 SPLIC ~ (20.0 + 0.4 | EXC) | DIAM1 ; 0539 IF SC < 3.0 THEN SPLIC ~ 1.33 | SPLIC ; 0540 SPLIC ~ ENTIER(SPLIC) + 1.0 ; COMMENT THE CONCRETE COVER SPECIFIED BY THE DESIGNER IS THE 0542 COVER FROM THE EDGE OF THE BARS. HOWEVER, THE COVER OF 0543 THE TIES SHOULD BE AT LEAST 1.5 INCHES. ; 0544 IF COVH ! 0 THEN COH1 ~ COVH + 0.5 | DIAM1 0545 ELSE COH1 ~ CTR1 ; 0546 KTE ~ COH1 - 0.5 | DIAM1 - DIAM2 - 1.5 ; 0547 IF KTE < 0 THEN COH1 ~ COH1 - KTE ; 0548 COH1 ~ COH1 + 0.5 | SU ; SPA1 ~ (BC - 2 | COH1) / (NBAR1 - 1) ; 0550 EP ~ EP2 ; 0551 IF EP < (0.1 | BC) THEN EP ~ 0.1 |BC ; 0552 L59: DIM2 ; 0553 SND ~ TRUE; COV ~ COVH ; 0554 IF TRY THEN TENS 0555 ELSE COMP ; 0556 IF SU = 0 THEN SU ~ 2 | DIAM1 + 3 | AGSZ 0557 ELSE SU ~ 0 ; 0558 LSBD ~ LSBD2 ; LIMN ~ LIMN2; 0559 NBR; 0560 BRSZ ; 0561 SPACN ; 0562 IF B1 > TC THEN 0563 BEGIN 0564 TMP ~ TRUE; D1 ~ B1 ~ TC ~ TC + INCRV ; GO TO L59 0565 END ; 0566 IF TMP THEN 0567 BEGIN 0568 WD ~ "DEPTH" ; TMP ~ FALSE ; 0569 SPACN ; 0570 WRITE(FILE2, CHGD, CHND) 0571 END ; 0572 IF COVV ! 0 THEN COH ~ COVV + 0.5 | DIAM 0573 ELSE COH ~ CTR ; 0574 COH ~ COH + 0.5 | SU ; 0575 SPA ~ (TC - 2 | COH) / (NBAR - 1) ; 0576 COMMENT THE LOAD THAT THE DESIGNED SECTION CAN CARRY AT FAILURE IS CALCULATED IN ORDER TO TEST THE SAFETY OF THE DESIGN. IF THE LOAD IS LOWER THAN THE ULTIMATE LOAD, THE AREA OF STEEL IS INCREASED. ; L61: EP1 ~ EP1 - 0.5 | TC ; EP2 ~ EP2 - 0.5 | BC ; AL ~ BC ; BL ~ TC ; L61A: II ~ 2 | NBAR1 ; TNBAR ~ 2 | (NBAR + NBAR1) ; COMMENT FIND THE COORDINATES OF EACH BAR. ; FOR I ~ 1 STEP 1 UNTIL NBAR1 DO BEGIN J ~ NBAR1 + I ; X[I] ~ X[J] ~ CTR1 + SPA1 | (I - 1) ; Y[I] ~ CTR1 ; Y[J] ~ TC - CTR1 END ; JJ ~ II + NBAR ; FOR I ~ II + 1 STEP 1 UNTIL JJ DO BEGIN J ~ NBAR + I ; X[I] ~ CTR ; X[J] ~ BC - CTR ; Y[I] ~ Y[J] ~ CTR + SPA | (I - II - 1) END ; L62: ABAR1 ~ 0.785 | DIAM1*2 ; ABAR2 ~ 0.785 | DIAM*2 ; ULCLD ; CR ~ 2.0 ; DIFMX ~ 1000.0 ; DIFMN ~ -1000.0 ; FOR KK ~ 1 STEP 1 UNTIL 6 DO BEGIN FOR G ~ 1 STEP 1 WHILE (ABS(DIFX) > DIFMX) OR (ABS(DIFY) > DIFMX) DO DIFR ; DIFMX ~ 0.5 | DIFMX ; DIFMN ~ 0.5 | DIFMN ; CR ~ 0.5 | CR END ; SND ~ TRUE ; IF PUL < PU THEN BEGIN IF ((SBD1 < 11) AND (LSBD1 = 0)) THEN BEGIN SBD1 ~ 11 ; DIAM1 ~ 1.41 END ELSE IF ((SBD < 11) AND (LSBD2 = 0)) THEN BEGIN SBD ~ 11 ; DIAM ~ 1.41 END ELSE BEGIN KT ~ 2.82 + 1.5 | AGSZ ; IF SND THEN BEGIN IF KT > (SPA1 | (NBAR1 - 1) / NBAR1) THEN GO TO L63 ; NBAR1 ~ NBAR1 + 1 ; SND ~ FALSE ; SPA1 ~ SPA1 | (NBAR1 - 1) / NBAR1 END ELSE L63: BEGIN IF (KT > (SPA | (NBAR - 1) / NBAR)) AND SND THEN BEGIN BC ~ BC + INCRH ; NBAR ~ NBAR - 1 ; TC ~ TC + INCRV ; NBAR1 ~ NBAR1 - 1 ; GO TO L54E END ; NBAR ~ NBAR + 1 ; SPA ~ SPA | (NBAR - 1) / NBAR ; SND ~ TRUE END ; GO TO L61A END ; GO TO L62 END ; L64: WRITE(FILE2, FOR5, OUT5) ; 0578 WRITE(FILE2, FOR6, OUT6) ; 0579 WRITE(FILE2, FOR7, SPLIC) ; COMMENT A.C.I. - 1104 - A, B - THE AREA OF STEEL SHOULD BE WITHIN 0581 1 AND 8 PERCENT OF THE COLUMN AREA. ; 0582 P ~ 200.0 | (ABAR1 | NBAR1 + ABAR2 | NBAR) / (BC | TC) ; 0583 IF P < 1.0 THEN WRITE(FILE2, DEFST, P) ; WRITE(FILE2[PAGE], ULDF, PUL) ; GO TO L51 ; 0584 END ; 0585 EXIT: END. 0586