The USPSD (Universal Structure Program Steel Design)Input Guide conforms to: 1) AISC (American Institution of Steel Construction) 8th or 9th Edition, 2) UBC (Uniform Building Code) 1994 Edition, Volume 2, Structural Engineering Design Provision and 3) AASHTO(American Association of State Highway and Transportation Officials) S tructure E ngineering T urnkey S ystem SSSS EEEEEE TTTTTT SSSS SS SS EE TT SS SS SSS EE TT SSS SSS EEEE TT SSS SSS EE TT SSS SS SS EE TT SS SS SSSS EEEEEE TT SSSS S tructure E ngineering T urnkey S ystem SSS t ll S S t l S tttt eee eee l SSS t e e e e l S t eeeee eeeee l S S t t e e l SSS t eee eee lll DDDD i D D D D eee ssss ii ggggg nnnn D D e e s i g g n n D D eeeee sss i g g n n D D e s i gggg n n DDDD eee ssss iii g n n gggg U U U U U U ssss eee r rrr U U s e e rr r U U sss eeeee r r U U s e r UUUUU ssss eee rrr M M ll MM MM l MMMMMM aaa nnnn u u aaa l MMMMMM a n n u u a l M M M aaaa n n u u aaaa l M M a a n n u u a a l M M aaa a n n uuu u aaa a lll COMPREHENSIVE ANALYTIC ENGINEERING, INC COMPREHENSIVE ANALYTIC ENGINEERING, INC. COPY RIGHT (C) 1971 1976 1985 1990 1995 1998 BY PRINTED IN U S A P. O. BOX 1210 18 GREENWAY DRIVE, CROMWELL, CONNECTICUT 06416 U S A PHONE/FAX 860 635 1212 PHONE 860 635 6114 11F-6, 415, HSIN-YI ROAD, SECTION 4 TAIPEI, TAIWAN PHONE 011886 2 2722 8772 FAX 011886 2 2729 8548 This manual has been prepared with due care. Comprehensive Analytic Engineering, Inc. warrants that the Program shall perform substantially in compliance with documented literature. However, due to the numerical nature of the Program, Comprehensive Analytic Engineering, Inc. makes NO WARRANTY of any kind beyond actual statistical warranty of REAL runs and /or TEST runs. These runs may be requested by contacting the Company. Comprehensive Analytic Engineering, Inc. assumes no liability for any errors that may appear in this document. In no event shall CAE,Inc. be liable for incidental or consequential damages in connection with or arising from use of software products/service, the accompanying manuals or any related materials. No part of this document may be copied, reproduced or stored in any form or by any means without the prior written consent of CAE,Inc. Print No. 128 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL i CONTENTS PAGE COMPREHENSIVE ANALYTIC DATA 1 STEEL DESIGN DATA 1 A) AISC (American Institute of Steel Construction) 1 B) UBC (Uniform Building Code) 1 C) AASHTO (American Association of State Highway and Transportation Officials) 1 D) Many other codes. (to be near futures) 1 CHAPTER D : TENSION MEMBERS 2 D1. ALLOWABLE STRESS 2 D3. PIN-CONNECTED MEMBERS 2 CHAPTER E : COLUMNS AND OTHER COMPRESSION MEMBERS 2 E2. ALLOWABLE STRESS 2 CHAPTER F : BEAMS AND OTHER FLEXURAL MEMBERS 2 F1. ALLOWABLE STRESS: STRONG AXIS BENDING OF I-SHAPED MEMBERS AND CHANNELS 2 1. Members with Compact Sections 2 2. Members with Noncompact Sections 2 3. Members with Compact or Noncompact Sections with Unbraced Length Greater than Lc 3 F2. ALLOWABLE STRESS: WEAK AXIS BENDING OF I-SHAPED MEMBERS, SOLID MEMBERS AND RECTANGULAR PLATES 3 1. Members with Compact Sections 3 2. Members with Noncompact Sections 3 F3. ALLOWABLE STRESS: BENDING OF BOX MEMBERS, RECTANGULAR TUBE AND CIRCULAR TUBE 3 1. Members with Compact Sections 3 2. Members with Noncompact Sections 3 CHAPTER H : COMBINED STRESSES 3 H1. AXIAL COMPRESSION AND BENDING 3 H2. AXIAL TENSION AND BENDING 3 CHAPTER I : COMPOSITE CONSTRUCTION 4 I1. DEFINITION 4 I2. DESIGN ASSUMPTIONS 4 I3. END SHEAR 4 I4. SHEAR CONNECTORS 4 I5. COMPOSITE BEAMS OR GIRDERS WITH FORMED STEEL DECK 4 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL ii CONTENTS PAGE I. I N P U T 6 1) MODEL.DAT - File that contains Structure Geometry 6 2) SECT.DAT - File that contains Section Properties 6 3) MAT.DAT - File that contains Material Properties 6 4) LOAD.DAT - File that contains Load information 6 5) RESULTL FILE 6 6) DESISTL.DAT 6 6) DESISTL.DAT FILE 7 6) STEEL DESIGN DATA 7 6-1-1) Design Code I D Symbol plus Indicators of input-line data options 8 6-1-2) Template Files 10 6-1-2-1) Input Template File 10 6-1-2-1-1) I-series Symmetrical Type 10 6-1-2-1-2) I-series Asymmetrical Type 10 6-1-2-1-3) Samples of Input Template file 11 6-1-2-1-3-1) AISC Code 11 6-1-2-1-3-2) UBC Code 11 6-1-2-1-3-3) AASHTO Code 13 6-1-2-2) Output Template File 15 6-1-2-2-1) Items 1 through 10 of Parameters on Line 1 17 6-1-2-2-2) Items 11 through 18 of Parameters on Line 1 in relation with other input lines 19 6-1-2-2-3) Lines 2 through 5 20 6-1-2-2-4) Lines 6 through 13 and Line 14 for Caption Heading 22 6-1-2-2-5) Samples of Output Template files 24 6-1-2-2-5-a) FULL OUTPUT 24 6-1-2-2-5-b) Y-AXIAL DATA NOT OUTPUT 25 6-1-2-2-5-c) Z-AXIAL DATA NOT OUTPUT 26 6-1-2-2-5-d) PARTS 1 and 2 DATA NOT OUTPUT 27 6-1-2-2-5-e) FULL OUTPUT (Extra) 28 6-2) Element Beam 29 6-2-1) 1st line --- Stress Evaluation and Input Requirements Symbolic Syntaxes 30 6-2-2) 2nd line --- Code Specific Provisions to Be Checked 33 6-2-3) 3rd line --- Input for User-defined Allowable Stresses 34 6-2-4) 4th line - Input Parameters Related to Axial Stress 36 6-2-5) 5th line - Input Parameters Related to Bending Stress about Strong Axis 38 6-2-5-1) AISC Code 38 6-2-5-2) UBC Code 38 6-2-5-3) AASHTO Code 39 6-2-6) 6th line - Input Parameters Related to Bending Stress about Weak Axis 41 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL iii 6-2-6-1) AISC Code 41 6-2-6-2) UBC Code 41 6-2-6-3) AASHTO Code 41 6-2-7) 7th line - Input Parameters Related to Combined Stress due to Bending about Strong Axis 43 6-2-8) 8th line - Input Parameters Related to Combined Stress due to Bending about Weak Axis 43 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL iv CONTENTS PAGE BEAM COMPOSITE, PARTIAL COMPOSITE and/or NON-COMPOSITE ANALYSIS 45 6-2-9) 9th line - Input Parameters Related to Bending Stress about Strong Axis for positive moments: 45 6-2-9-1) Uniform load plus pertinent data 45 6-2-9-1-1) AISC Code 45 6-2-9-1-2) UBC Code 45 6-2-9-2) Concentrated load data 49 6-2-9-2-1) AISC Code 49 6-2-9-2-2) UBC Code 49 6-2-9-3) Formed steel deck (Rib-deck) shear connector data 50 6-2-9-3-1) AISC Code 50 6-2-9-3-2) UBC Code 50 6-2-9-4) Odd item individual pertinent data 51 6-2-9-4-1) AISC Code 51 6-2-9-4-2) UBC Code 51 6-2-9-4a) 51 6-2-9-4b) 51 6-2-10) ENDS (ENDSet) 52 6-2-10-1) AISC Code 52 6-2-10-2) UBC Code 52 6-2-10-3) AASHTO Code 52 6-3) Element Truss and Element One-way 52 7) Time Saving Instruction Command Syntax to Process All/Partial Elements 53 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL v CONTENTS PAGE II. O U T P U T 57 1) BSTRESS.DAT 57 2) STRESS.DAT 57 3) CMPSTOUT.DAT 57 4) STUDOUT.DAT 57 5) IOFLO 57 6) NMLTMFI.DAT 57 7) DEBUG.DAT 57 2) SECT.DAT FILE (EXTRA PRINT) 58 2. SECTION PROPERTIES OF MEMBERS 58 ADDENDUN 62 SYMBOLS 64 INDEX 65 APPENDIX 99 SAMPLE RUNS 99 MODEL DIAGRAM 100 SETS_STEEL_DESIGN_SAMPLE_RUN_NO._1_MODEL.DAT_FILE 101 - ... 231 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 1 COMPREHENSIVE ANALYTIC DATA STEEL DESIGN DATA THE STEEL DESIGN ANALYSIS PROGRAM, mnemonic USPSD is an integrated subsystem of U S P. (UNIVERSAL STRUCTURE PROGRAM) It computes for each element for which it is needed to the extent in X-, Y- and Z-directions, per each loading condition, the unit axial and bending stresses, allowable axial tensile/compression and flexural stresses. It then computes the ratios of adjusted unit stress to the corresponding adjusted allowable stress for X-, Y- and Z-directions. Finally, it sums up the ratios for the effect of the combined stresses. For a beam (girder) design, the Program also performs a complete composite analysis. It has an all around capability, such as unshored case, shored case and even non-composite case. Further more, for both full composite and partial composite situations, it computes all requirements including shear stud amount and distributions, which are due to presence of concentrated loads. All computations are based on latest Specifications of: A) AISC (American Institute of Steel Construction) B) UBC (Uniform Building Code) Note: UBC is essentially the same as AISC. C) AASHTO (American Association of State Highway and Transportation Officials) D) Many other codes. (to be near futures) The Program divides elements for a structure into two categories, namely, axial-force member (element truss and element one--way) and multi-force member (element beam). Thus, it can facilitate easiness of data preparation and more specific output in accordance with characteristics of each category. For example, for the element truss, it can provide for AISC Code in more details as to give for each bar, per each loading condition, the unit stress, allowable tensile or compression stress, the ratio of the unit stress to the allowable stress and the slenderness ratio; etc. and pin-points the ruling provision. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 2 The PROVISIONS OF AISC/UBC SPECIFICATIONS are briefly as follows: CHAPTER D : TENSION MEMBERS D1. ALLOWABLE STRESS The allowable stress Ft shall not exceed 0.60Fy on the gross area nor 0.50Fu on the effective net area. D3. PIN-CONNECTED MEMBERS 1. allowable Stress The allowable stress on the net area of the pin hole for pin-connected members is 0.45 Fy. CHAPTER E : COLUMNS AND OTHER COMPRESSION MEMBERS E2. ALLOWABLE STRESS On the gross section of axially loaded compression members whose cross sections meet the provisions of Table B5.1, when Kl/r, the largest effective slenderness ratio of any unbraced segment is less than Cc, the allowable stress is: (1-(((Kl/r)**2)/(2(Cc**2)))Fy) Fa = ---------------------------------------------- (E2-1) (5/3) + (3(Kl/r)/(8(Cc)))-(Kl/r)**3/(8(Cc**3)) where Cc = (((2(3.1416**2)E)/(Fy))**0.5) On the gross section of axially loaded compression members, when Kl/r exceeds Cc, the allowable stress is: Fa = (12(3.1416**2)E)/(23((Kl/r)**2)) (E2-2) NOTE: For axial members, the Program conforms to AISC 8th Edition also in that it is more vigorous for Slender members. See Provisions of Specification for details. CHAPTER F : BEAMS AND OTHER FLEXURAL MEMBERS F1. ALLOWABLE STRESS: STRONG AXIS BENDING OF I-SHAPED MEMBERS AND CHANNELS 1. Members with Compact Sections F1-1, F1-2 2. Members with Noncompact Sections CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 3 F1-3, F1-4, F1-5 3. Members with Compact or Noncompact Sections with Unbraced Length Greater than Lc F1-6, F1-7, F1-8 F2. ALLOWABLE STRESS: WEAK AXIS BENDING OF I-SHAPED MEMBERS, SOLID MEMBERS AND RECTANGULAR PLATES 1. Members with Compact Sections F2-1 2. Members with Noncompact Sections F2-2, F2-3 F3. ALLOWABLE STRESS: BENDING OF BOX MEMBERS, RECTANGULAR TUBE AND CIRCULAR TUBE 1. Members with Compact Sections F3-1, F3-2 2. Members with Noncompact Sections F3-3 CHAPTER H : COMBINED STRESSES H1. AXIAL COMPRESSION AND BENDING H1-1, H1-2, H1-3 H2. AXIAL TENSION AND BENDING H2-1 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 4 CHAPTER I : COMPOSITE CONSTRUCTION I1. DEFINITION I2. DESIGN ASSUMPTIONS Seff = Ss + SQRT(Vh'/Vh) (Str - Ss) (I2-1) I3. END SHEAR I4. SHEAR CONNECTORS Vh = 0.85 fc' Ac/2 (I4-1) Vh = Ey As /2 (I4-2) Ieff = Is + SQRT(Vh'/Vh) (Itr - Is) (I4-4) Mb N1 [ ----- - 1 ] Mmax N2 = ------------------ (I4-5) b - 1 b = Str/Ss or Seff/Ss, as applicable I5. COMPOSITE BEAMS OR GIRDERS WITH FORMED STEEL DECK 0.85 Wr Hs ------- ---- (---- - 1.0) =< 1.0 (I5-1) Nr**0.5 Hr Hr Wr Hs 0.6 ---- (---- - 1.0) =< 1.0 (I5-2) Hr Hr CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 5 It is highly advisable that a user consult the CODES from the original publishers. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 6 I. I N P U T The input contains original input files and RESULTL output file from USP. There are 4 files for the Universal Structure Program in input. Only 3 files out of original 4 files are needed. They are: 1) MODEL.DAT - File that contains Structure Geometry, 2) SECT.DAT - File that contains Section Properties; and 3) MAT.DAT - File that contains Material Properties. However, if stress at point(s) beyond two end points of an element is interested, then the 4th file is needed, namely 4) LOAD.DAT - File that contains Load information. The Unit system consistency is maintained as follows: 1) MAT.DAT FILE - A convenient unit system for Input/Output 2) SECT.DAT FILE - Same as MAT.DAT FILE 3) MODEL.DAT FILE - Same as MAT.DAT FILE except OPTIONALLY the length unit in MODEL.DAT corresponds to that length unit in MAT.DAT by a conversion factor. The value of length in MODEL.DAT times the conversion factor is to give the value of length in MAT.DAT. For example, if the length unit in MODEL.DAT FILE is in foot and the length unit in MAT.DAT FILE is in inch, then the conversion factor is 12. NON-OPTION: r/k in CRItical load case shall ALWAYS have length unit as in MAT.DAT. 4) LOAD.DAT FILE - Same as MAT.DAT FILE except Same as MODEL.DAT FILE for LENGTH unit, or as it is redefined by conversion factor. 5) RESULTL FILE - Same as MAT.DAT FILE All files above are used intact. One additional file must be prepared; namely: 6) DESISTL.DAT CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 7 6) DESISTL.DAT FILE 6) STEEL DESIGN DATA This file shall contain information regarding the structure element in the same sequential order as that of MODEL.DAT input for elements except Element RBAR or BBAR, which shall be excluded from this File. The unit system shall be the SAME as that for MAT.DAT File. The Program is in general unit system independent. There are Template Files that you can use and/or follow to prepare your input. They come in two categories, namely input template file and output template file. The CAEinc provides pre-set template files to easy your task to prepare data as a fresh user. Once you gain expertise, they serve to give you FLEXIBILITY in input and output. They are: KEYSTLDE.DAT: Pre-set Template file dealing with data input KEYOUTPU.DAT: Pre-set Template file to manage data output that is for beam (column, girder) design and that is not related to beam composite/non-composite design. KEYCPOUT.DAT: Pre-set Template file to manage data output that is related to beam composite/non-composite design. (Coming soon. Now, it is used as place holder only.) For input, study the KEYSTLDE.DAT File ( Several Template files are provided) at Article 6-1-2) below and the sample runs that are provided in the hard disk to familiarize yourself with the input data. If needed, consult latest CODES; particularly, UBC CODE. If you are a fresh user of the Program, it is highly advisable that: First, you pick one of the Pre-set Template files as they are provided unless they can not serve your need. Second, you can prepare your input data by incorporating most of the pertinent data of the template file into your DESISTL.DAT file. Those pertinent data can be completely (with only one exception of an input 1 as noted in Article 6-1-2) or partially from the KEYSTLDE.DAT. This part is likely to be the most of your data preparation work. Third, you can prepare your own template file to suit your need. Forth, you can finally prepare your input data that includes the combination of second and third tasks. Since main function of the input template file is to help you learn quickly and avoid mistake. You may want to incorporate the input temperate file into DESISTL.DAT file, which can accept ADVANCED DATA INPUT, for instance, ALGEBRAIC EXPRESSION input data. Thus, you gain further FLEXIBILITY in both formats and lines for input. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 8 6-1-1) Design Code I D Symbol plus Indicators of input-line data options $ --------- ---------------------------------------------- Design Indicators of input data options Code I D $ --------- ---------------------------------------------- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 ..... $--------- ----- ----- ----- ----- ----- ----- ----- ----- $ $ RECOMMENDED SIMPLE CODE I D NAME FOR A FRESH USER, ONE OF THE THREE. AISC UBC AASHto ITEM 1: Design Code I D Symbol. You must always input as 1st input for this part of User Manual although your Template File already had one before you go to Article 7) Time saving design Command syntax to process all/partial elements. ( See NOTE for exception) Pick one of the above I D Symbols for input. If other code is adopted, pick one of the I D Symbols that is most suitable to the situation. NOTE: Commands to invoke using ALGEBRAIC EXPRESSION as input data is NOT just for this part of User Manual only. Thus, they can be ahead of this input line and they do frequently. It is a good practice to invoke them at the very beginning of the input File and to disinvoke them just before leaving (Before DONE, FINI of Article 7 or END DATA) to separate its effect from going to other files. The rest of other items are currently pre-set by KEYSTLDE.DAT, which is shown below. a) Symmetrical data form between strong axis and weak axis UBC 1 1 1 0 0 0 0 0 0 3 7 5 5 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 AISC 1 1 1 0 0 0 0 0 0 3 7 5 5 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 AASHto 1 1 1 0 0 0 0 0 0 3 7 11 11 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 This is recommended. b) Asymmetrical data form between strong axis and weak axis UBC 1 1 1 0 0 0 0 0 0 3 7 5 0 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 AISC 1 1 1 0 0 0 0 0 0 3 7 5 0 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 This is not recommended if you use DESI Command to read only a portion of data input set. However, the full data input set is one line less than that for a). Thus, it will save you time if you use this feature frequently. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 9 You may input in your DESISTL.DAT file any one of above complete data input line. However, it is highly advisable that you just input only the Design Code I D Symbol (the first item) to avoid mistake and let the KEYSTLDE.DAT handle the rest of items for you. Go to Article 6-2) if you have both input and output template files that can serve your need. Go to Article 6-1-2-2) if you have an input template file that can serve your need. Go to Article 6-1-2) if the first line of the input template file can serve your need. It is highly RECOMMENDED that a fresher user adopts one of the pre-set lines as shown above for your input template file to avoid complication/mistake. ITEM 2: ITEM 3: ...... ...... Items 2 through 9 are optional. They are also corresponding to lines 1 through 8 of input lines that are explained in Subarticles 6-2-1) through 6-2-8) of the Article 6-2), which also envelopes Article 6-3). If not input (left blank), the pre-set Template File rules. If input, the meaning for the corresponding line in Subarticles 6-2-1) through 6-2-8) of the Article 6-2) is: -1 NO input 0 Input or not depending on which Code is and which situation is. UBC and AISC CODES have one situation, and AASHto Code; another. There are more items beyond 9th items. For its details, see A:\READ1st\README.DES file, \(CAELIB)\DOCU\TEMPLATE\UBC\KEYSTLDE.DAT file \(CAELIB)\DOCU\TEMPLATE\AISC\KEYSTLDE.DAT file \(CAELIB)\DOCU\TEMPLATE\AASHTO\KEYSTLDE.DAT file N N >=1 for ITEMS 2-4 (Lines 1-3 of Article 6-2): Immaterial for ITEMS 5-9 (Lines 4-8 of Article 6-2): Up to N input values are to be input. If more than N input values are made all values beyond Nth values will be ignored. There are more items beyond 9th items. The Vendor has set them as some fixed numbers. They are dealing with saving of input data that are by logic not needed. You are advised not to change any one of them until you become an expert understanding the data requirement and its input logic. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 10 6-1-2) Template Files 6-1-2-1) Input Template File : KEYSTLDE.DAT The Input Template File is a file that the Program reads in, when it starts, as an Internal Input Set for possible read-in later. This Internal Input Set gives flexibility to read. Thus it saves you time not to provide the input in DESISTL.DAT file, which is more rigid in terms of input line requirement as you will see in Articles 6-2), 6-2-10) and 7). The time saving feature is explained in the use of instruction DESI Command in Article 7). However, DESISTL.DAT allows ADVANCED DATA INPUT to let you use ALGEBRAIC EXPRESSION as input data while Input template can only provide FLEXIBILITY in input lines. The Input Template File is KEYSTLDE.DAT. It begins with a header input line from Article 6-1-1) Design Code I D Symbol plus Indicators of input-line data options and ends with ENDSet. The first item is the design code I D symbol, namely UBC, AISC or AASHTO. Frequently, a simple template input file contains ONE zero (0.) input item for Articles 6-2-3) through 6-2-9). 6-1-2-1-1) I-series Symmetrical Type The contents of header input line for the items 13 through 16 come in two sets of a pairs, namely 5 5 4 4. See below. UBC 1 1 1 0 0 0 0 0 0 3 7 5 5 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 They refer correspondingly to the requirement of input items for Articles 6-2-5) through 6-2-8). Both DESISTL.DAT and KEYSTLDE.DAT have symmetrical data form between strong axis and weak axis. Frequently, a data base was prepared in this type. Thus it has wider application. 6-1-2-1-2) I-series Asymmetrical Type The contents of header input line for the items 13 through 16 come not in two sets of a pairs, namely 5 0 4 4. See below. UBC 1 1 1 0 0 0 0 0 0 3 7 5 0 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 They refer correspondingly to the requirement of input items for Articles 6-2-5) through 6-2-8) also. Only KEYSTLDE.DAT has symmetrical data form between strong axis and weak axis. However, the DESISTL.DAT has NO input for Article 6-2-6) 6th line - Input Parameters Related to Bending Stress about Weak Axis. Thus, it saves time. However, some data base was NOT prepared with Asymmetrical data form. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 11 6-1-2-1-3) Samples of Input Template file To fully understand the input data meaning in the KEYSTLDE.DAT, you needs to read all Articles that are related to it. 6-1-2-1-3-1) AISC Code 6-1-2-1-3-2) UBC Code Only Design Code I D name is different between AISC and UBC. The difference between Symmetrical type and Asymmetrical type has been mentioned above. The following is for the symmetrical type. $ $ KEYSTLDE.DAT $ $ SYMMETRICAL DATA FORM BETWEEN STRONG AXIS AND WEAK AXES $ $ Article 6-1-1) DESIGN CODE I D SYMBOL and other indicators, 29 items $ 1 2 3 4 5 6 7 8 9 10 20 $ 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 $ I - SERIES P - SERIES OMITTED-SERIES $ ____________ ___________ _____________ UBC 1 1 1 0 0 0 0 0 0 3 7 5 5 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 $ $ Article 6-2-1) 1st line - Stress Evaluation and Input Requirement $ Symbolic Syntaxes $ 1 IS SCREEN OUTPUT REMINDER. IT IS ONLY TEMPLATE FILE SPECIFIC. $ Take the 1 OFF, if you want incorporate this line into DESISTL.DATA. 1 C X I Y W I Z S I C $ $ Article 6-2-2) 2nd line - UBC Code Specific Provisions to Be Checked E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 $ $ Article 6-2-3) 3rd line - Input for User-defined Allowable Stresses $ Fa Fby Fbz Fey' Fez' Fat Fbyt Fbzt,Fa2, FS $ 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. $ 10 NUMERICAL ITEMS 0. $ 10-item equivalence $ $ Article 6-2-4) 4th line - Input Parameters Related to axial stress $ I-Option R Fy K net/A Fu Ipin I2nd Based on Item 12 of Article 6-1-1) $ 0. 0. 0. 0. 0. 0. 0. $ 7 ITEMS for I-OPTION 0. $ 7-item equivalence $ $ Article 6-2-5) 5th line - STRONG AXIS Input parameters for bending $ I Option Lb Fy Cb tw h Based on Item 13 of Article 6-1-1) $ S -.25 0. 0. 0. 0. $ 5 NUMERICAL ITEMS for I-OPTION S -.25 $ 5-numerical-item equivalence $ $ Article 6-2-6) 6th line -WEAK AXIS Input parameters for bending $ I-Option Lb Fy Cb tw h $ W 0. 0. 0. 0. 0. $ 5 NUMERICAL ITEMS for I-OPTION W 0. $ 5-numerical-item equivalence CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 12 $ Article 6-2-7) 7th line -STRONG AXIS Input parmetrs for cmbned stress $ I OPTION Cms Fy rbs Kbs Based on Item 15 of Article 6-1-1) $ S 0. 0. 0. 0. $ 4 NUMERICAL ITEMS for I-OPTION S 0. $ 4-NUMERICAL-ITEM EQUIVALENCE $ $ Article 6-2-8) 7th line -WEAK AXIS Input parmetrs for cmbined stress $ I OPTION Cms Fy rbs Kbs Based on Item 16 of Article 6-1-1) $ W 0. 0. 0. 0. $ 4 NUMERICAL ITEMS for I-OPTION W 0. $ 4-NUMERICAL-ITEM EQUIVALENCE ENDSet END DATA $ two end data needed END DATA $ two end data needed CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 13 6-1-2-1-3-3) AASHTO Code $ $ KEYSTLDE.DAT $ $ $ Article 6-1-1) DESIGN CODE I D SYMBOL and other indicators, 29 items $ 1 2 3 4 5 6 7 8 9 10 20 $ 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 $ I - SERIES P - SERIES OMITTED-SERIES $ ______________ ____________ _____________ $ UBC 1 1 1 0 0 0 0 0 0 3 7 5 5 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 AASHto 1 1 1 0 0 0 0 0 0 3 7 11 11 4 4 20 0 0 0 0 0 0 0 0 0 0 0 0 $ $ Article 6-2-1) 1st line - Stress Evaluation and Input Requirement $ Symbolic Syntaxes $ 1 IS SCREEN OUTPUT REMINDER. IT IS ONLY TEMPLATE FILE SPECIFIC. $ Take the 1 OFF, if you want incorporate this line into DESISTL.DATA. 1 C X I Y W I Z S I C $ $ Article 6-2-2) 2nd line -SIMULATED AASHto Code prvisns to be checked E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 $ $ Article 6-2-3) 3rd line - Input for User-defined Allowable Stresses $ Fa Fby Fbz Fey' Fez' Fat Fbyt Fbzt,Fa2, FS $ 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. $ 10 NUMERICAL ITEMS 0. $ 10-item equivalence $ $ Article 6-2-4) 4th line - Input Parameters Related to axial stress $ I-Option R Fy K net/A Fu Ipin I2nd Based on Item 12 of Article 6-1-1) $ 0. 0. 0. 0. 0. 0. 0. $ 7 ITEMS for I-OPTION 0. $ 7-item equivalence $ $ Article 6-2-5) 5th line - STRONG AXIS Input parameters for bending $ I-OPTION Lb Fy Cb tw h bfc tfc bft tft c d S -1. 0. 0. 0. 0. 16.47 1.26 16.47 1.26 0. 0. $ 11 items $ Based on Item 13 of Article 6-1-1) for I-OPTION $ $ Article 6-2-6) 6th line - WEAK AXIS Input parameters for bending $ I-OPTION Lb Fy Cb tw h bfc tfc bft tft c d W -1. 0. 0. 0. 0. 16.47 1.26 16.47 1.26 0. 16.47 $ 11 items $ BASED ON ITEM 13 of ARTICLE 6-1-1) $ $ Article 6-2-7) 7th line -STRONG AXIS Input parmetrs for cmbned stress $ I OPTION Cms Fy rbs Kbs Based on Item 15 of Article 6-1-1) $ S 0. 0. 0. 0. $ 4 NUMERICAL ITEMS for I-OPTION S 0. $ 4-NUMERICAL-ITEM EQUIVALENCE $ $ Article 6-2-8) 7th line -WEAK AXIS Input parmetrs for cmbined stress $ I OPTION Cms Fy rbs Kbs Based on Item 16 of Article 6-1-1) $ W 0. 0. 0. 0. $ 4 NUMERICAL ITEMS for I-OPTION W 0. $ 4-NUMERICAL-ITEM EQUIVALENCE CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 14 ENDSet END DATA $ two end data needed END DATA $ two end data needed The line below is corelated input data between SECT.DAT file and KEYSTLDE.DAT file. It is printed here to help you understand the KEYSTLDE.DAT file. STELW36X230 67.6 940. 15000. 28.6 35.9 16.47 0. 0. 35.9 16.47 1.26 .9451 .76 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 15 6-1-2-2) Output Template File The File KEYOUTPU.DAT is the output template file for beam (column and girder) design. It is for all CODES. However, there are other output files that do not use a output template file. See II OUTPUT and run samples for details. Generally, the File KEYOUTPU.DAT manages, for both BSTRESS.DAT and DEBUG.DAT, what to output, amount of output, format of output, merge of output parts and other pertinent information output (unit system reminder, ...) and so on. Specifically, it condenses/cutouts from the BULK output file DEBUG.DAT to CONCISE output file BSTRESS.DAT to give a user clear/useful information. The full BULK output file contains FOUR parts horizontally from left to right across and some ten-to-twelve cases of Code Criteria evaluations vertically from top to down. It is like a big spread sheet data base which is full of information. The information is bulky and comparatively harder for a personnel to digest quickly. The four Parts are: Part 1: 5 output terms. They are 1) the element Beam Number (assigned in accordance with input order), 2-&-3) Node Names that identify the beam at its two ends, 4) Number, to Code of Criteria, which Program assigns and 5) the Node Name of the beam end for which the stress evaluation is performed. Part 2: 3 output terms for unit stress in X-, Y- and Z-directions. Part 3: 3 output terms for simple allowable stress based on the Provisions of Code Specification in X-, Y- and Z-directions. Part 4: 4 output terms. The first three are adjusted stress ratios in X-, Y- and Z-directions. The adjusted stress ratio is the ratio of the unit stress to the simple allowable stress with an appropriate corresponding multiplication factor for each. The multiplication factor for numerator is in general different from that of the denominator. The 4th term is the ABSOLUTE sum of the above three ratios. If it is unity or less, the beam (column or girder) is passing for the Code Provision. The template file is to extract the critical information based on a user's requirement. A user specifies his/her various requirements in the input parameters. Thus, a small spread sheet is made with data that are cutout at various spots from the big spread sheet along with new appropriate caption heading lines. There are 3 caption heading lines. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 16 This page is superseded. The entire output can be combinations of Parts in order. for example: Part 1 + Part 2 + Part 3 + Part 4 The concise output file BSTRESS.DAT contains above four Parts only syntactically. The smaller output is explained in next Article. The Part below is discontinued. Part 1 + Part 2 + Part 4 Part 1 + Part 3 + Part 4 Part 1 + Part 4 The Part above is discontinued. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 17 6-1-2-2-1) Items 1 through 10 of Parameters on Line 1 ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm Itm ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ 1 1 -1 1 -1 -1 -1 -1 1 -1 1 25 1 30 1 30 1 40 Item 1: 1 Starting point of a beam output -1 Starting point of a beam NO output (NOT recommended) Item 2: 1 End point of a beam output -1 END point of a beam NO output (NOT recommended) Item 3: 1 Mid point of a beam output (To be in future) -1 Mid point of a beam NO output (NOW recommended) Item 4: 1 Stress calculation with divisor factor 1 -1 NO Stress calculation with divisor factor 1 Item 5: 1 Stress calculation with divisor factor 1.333 -1 NO Stress calculation with divisor factor 1.333 Item 6: 1 Output based on Code of Criteria 1 or 4 -1 NO output based on Code of Criteria 1 or 4 Item 7: 1 Output based on Code of Criteria 2 or 5 -1 NO output based on Code of Criteria 2 or 5 Item 8: 1 Output based on Code of Criteria 3 or 6 -1 NO output based on Code of Criteria 3 or 6 Item 9: 1 Output based on Code of Criteria 2 -1 NO output based on Code of Criteria 2 Item 10: 1 Condensed output based on Code of Criteria 2 -1 NO condensed output based on Code of Criteria 2 NOTE: For AISC/UBC CODES The Criteria 1 2 3 are corresponding to H1-1, H1-2 and H1-3 of AISC, 9th edition and UBC, 1994 edition with a divisor factor of 1. However, for tensile axial force case, the Criteria 1 is for H2-1. (This is also for no axial force case.) For AASHTO CODE The Criteria 1 2 are corresponding to 10-42) and 10-43) of Standard Specification for Highway Bridges, 16th edition, 1996. The Criteria 3 is redundant from AISC/UBC and not meaningful. The Codes of Criteria 1 2 3 related to divisor factor of 1 and the Codes of Criteria 4 5 6 related to divisor factor of 1.333. In a factored design, when combination of normal load, wind load and earthquake load, the code allows the allowable stress to be increased by one third, namely the actual stress can be reduced by one third if the allowable stress remains unity relatively. Initially you are highly advised to produce maximum output based on the First line input. To to so, all Items from 1 through 10 are set to 1 (except item 3, which must be -1 for now); Items 12, 14, 16 and 18, full total column width. Then, you can get familiarized with it by CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 18 small change from Items 1 through 10, one number or a few numbers at a time and see what output you get. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 19 6-1-2-2-2) Items 11 through 18 of Parameters on Line 1 in relation with other input Lines Items 11 through 18 manages output of four Parts. However, they must corelate with the parameters on other input Lines. Item 11: 1 Output Part 1 Item 11: -1 NO output of Part 1 (NOT recommended) Item 12 N Output column width of the Part 1, N=31 It must match the total column width of the Fortran output format as indicated on Line 2. See Template sample at Article 6-1-2-2-1). Item 13: 1 Output Part 2 Item 11: -1 NO output of Part 2 (NOT recommended) Item 14 N Output column width of the Part 2, N=30 It must match the total column width of the Fortran output format as indicated on Line 3. Item 15: 1 Output Part 3 Item 11: -1 NO output of Part 3 (NOT recommended) Item 16 N Output column width of the Part 3, N=30 It must match the total column width of the Fortran output format as indicated on Line 4. Item 17: 1 Output Part 4 Item 11: -1 NO output of Part 4 (NOT recommended) Item 18 N Output column width of the Part 4, N=40 It must match the total column width of the Fortran output format as indicated on Line 5. Line 2: The Fortran format output for Part 1. It has a total width of 31 columns to agree with that indicated on Item 12. Lines 3 4 and 5 are Fortran format output for Parts 2 3 and 4 correspondingly. They have a total width of 30 30 and 40 columns to agree with those indicated on Items 14, 16 and 18 correspondingly. SUMMARY ------- ----- ------ --------------- ------- ----------- Item of Input Output Output Term No. Pre-set Comp. Match Line 1 Line Part Full Concise Value Requirement ------- ----- ------ ------ ------- ------- ----------- 12 2 1 5 5 31 YES 14 3 2 3 0-3 30 YES 16 4 3 3 0-3 30 YES 18 5 4 4 0-4 40 YES ---------------------------------------------------------------- NOTE: For concise output file BSTRESS.DAT, the output term numbers can be reduced according to a user's requirement. Its details is presented in Article 6-1-2-2-3). Furthermore, the following input Lines are also related to Items 12, 14, 16 and 18 regarding total columns of output width. These CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 20 Items specify the column width requirement for the corresponding input Lines. For details, see Article 6-1-2-2-4). 6-1-2-2-3) Lines 2 through 5 It is ABSOLUTELY essential that many of matching numbers as they are explained below must be correct. Otherwise, the Program often can not run successfully. Thus, it is highly advisable that you consult with Fortran format output from other source if the explanation below is inadequate. Line 2: The Fortran format output for Part 1, which contains 5 output terms. For the Template in Article 6-2-2-5-a), it is set to have a total output width of 31 columns. This number must be in agreement with Item 12 of LIne 1. You are advised not to change it unless it is ABSOLUTELY necessary. Line 3: The Fortran format output for Part 2 having 3 output terms. Line 4: The Fortran format output for Part 3 having 3 output terms. Line 5: The Fortran format output for Part 4 having 4 output terms. To obtain a reduced concise output file BSTRESS.DAT is as follows: a) Specify a ONE column output in Fortran F-Format statement to shrink an output term that is not needed, For example: F10.3 ---> F1.1 b) Use Fortran T-Format statement to over-write the previously shrunk ONE column space, For example: (F10.3,F10.3,F10.3) ---> (F10.3,F1.1,T11,F10.3) Here, the 2nd term output is reduced from output width of 10 columns to 1 column. Then, it is over written by 3rd term output. Thus the 2nd term output is completely eliminated. The value of the Item, at Line 1, which corresponds to the column width reservation shall be reduced from 30 to 20 to match. For details, see Article 6-1-2-2-5-b) Y-AXIAL DATA NOT OUTPUT c) Use Fortran T-Format statement to shift the output out of output range if b) is not available. For example: (T1,3F10.3) ---> (T2,F1.1,T2,F1.1,T2,F1.1) Here, all three output terms are shifted to second column for output while the actual reserved space for output is only ONE column. Certainly, the value of the Item, at Line 1, which corresponds to the column width reservation shall be reduced from from 30 to 1. The completely eliminated Part only occupies ONE blank space in its original location. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 21 For details, see Article 6-1-2-2-5-c) PARTS 2 & 3 DATA NOT OUTPUT From the above, you are able to take advantage of the template file capability to provide: i) flexibility for different paper width for output and ii) adjustment for decimal point or format width in the event that the numerical underflow/overflow problem of the output occurs. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 22 6-1-2-2-4) Lines 6 through 13 and Line 14 for Caption Heading Lines 6 through 14 are used to output caption heading lines. Lines 6 through 13 are associated with Items 12, 14, 16 and 18 of Line 1. These Lines are as follows: Line 6: 1st line of the caption heading for the output for Part 1. Line 7: 1st line of the caption heading for the output for Part 2. Line 8: 1st line of the caption heading for the output for Part 3. Line 9: 1st line of the caption heading for the output for Part 4. Line 10: 2nd line of the caption heading for the output for Part 1. Line 11: 2nd line of the caption heading for the output for Part 2. Line 12: 2nd line of the caption heading for the output for Part 3. Line 13: 2nd line of the caption heading for the output for Part 4. SUMMARY ------- ----- ------ ------ ------------------------------ Item of Input Output Captn Fortran A-Format Column Space Line 1 Line Part Line Re-editing for new BTRESS.DAT ------- ----- ------ ------ ------------------------------ 12 6 1 1 Advisable not to change 12 10 1 2 Advisable not to change 14 7 2 1 YES; No, if total elimination 14 11 2 2 YES; No, if total elimination 16 8 3 1 YES; No, if total elimination 16 12 3 2 YES; No, if total elimination 18 9 4 1 YES; No, if total elimination 18 12 4 2 YES; No, if total elimination ---------------------------------------------------------------- The input lines which the Item of Line 1 specifies as shown above: If missing, are an input syntactical error and If present, must contain the appropriate CONTENT within the SPECIFIED column width to give clearly understandable caption heading lines. If an entire output PART is completely eliminated as shown in d) in Article 6-1-2-2-3), this PART is to contribute only one column space in output for the caption heading lines. For this, the Pre-set template File as it is provided is the FIRST column, which is a BLANK space. In this case, NO reediting is needed as shown in the table above. If only a portion of the Part is eliminated, the original full column width is reduced. Frequently, the old content is prepared by treating the PART as an integral unit. In this case, the content is CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 23 no longer appropriate and must be changed. However, some exceptions may occur. Line 14: 3nd line of the caption heading for the output. This line, 80 column-wide, is not associated with Parts of output. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 24 6-1-2-2-5) Samples of Output Template files 6-1-2-2-5-a) FULL OUTPUT $ $ KEYOUTPU.DAT $ $ FULL OUTPUT $ L R M 1 1.33 1 1 -1 1 -1 1 -1 -1 -1 -1 1 31 1 30 1 30 1 40 $ Line 1 $ $ Part used BLANK $ spaces spaces $ (" ",I6,1X,A6,1X,A6,1X,I2,1X,A6) $ 1 31 0 Line 2 (T1,3F10.3) $ 2 30 0 Line 3 (T1,3F10.3) $ 3 30 0 Line 4 (T1,4F10.3) $ 4 40 0 Line 5 $ $ BSTRESS.DAT FILE HEADING $ 1 2 3 4 $ 3456789 123456789 123456789 1234567890 NO MEMBER CRITR END $ Line 6 U N I T S T R E S S $ Line 7 SIMPLE ALLOWABLE STRESS $ Line 8 ADJUSTED STRESS RATIO SUM $ Line 9 $ NO MEMBER CODE END $ Line 10 X Y Z $ Line 11 X Y Z $ Line 12 X Y Z $ Line 13 $ 3456789 123456789 123456789 123456789 $ UNIT: INCH KIP F, Unit System Independent, Easy Switch $ Line 14 END DATA $ two end data needed OPTIONAL END DATA $ two end data needed OPTIONAL This part below is for use as a REMINDER only. UNIT: INCH KIP F, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: UNIT: CM TON C, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 25 6-1-2-2-5-b) Y-AXIAL DATA NOT OUTPUT $ $ KEYOUTPU.DAT $ $ Y-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT $ $ L R M 1 1.33 1 1 -1 1 -1 1 -1 -1 -1 -1 1 31 1 20 1 20 1 30 $ $ Part used BLANK $ spaces spaces (" ",I6,1X,A6,1X,A6,1X,I2,1X,A6) $ 1 31 0 $ Y-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT (T1,F10.3,F1.1,T11,F10.3) $ 2 20 0 (T1,F10.3,F1.1,T11,F10.3) $ 3 20 0 (T1,F10.3,F1.1,T11,2F10.3) $ 4 30 0 $ Y-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT $ $ BTRESS.DAT FILE HEADING $ 1 2 3 4 $ 3456789 123456789 123456789 1234567890 1ST LINE FOR CAPTION BELOW NO MEMBER CRITR END UNIT STRESS $ U N I T S T R E S S SIMPLE ALLOW. STRESS $ SIMPLE ALLOWABLE STRESS ADJUSTED STRESS RATIO SUM $ ADJUSTED STRESS RATIO SUM $ $ 3456789 123456789 123456789 1234567890 2ND LINE FOR CAPTION BELOW NO MEMBER CODE END X Z $ Z X Z $ Z X Z $ Z $ X Y Z $ X Y Z UNIT: INCH KIP F, Unit System Independent, Easy Switch END DATA END DATA The part below for personnel use as reminder only 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456 UNIT: CM TON C, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: UNIT: IN KIP F, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 26 6-1-2-2-5-c) Z-AXIAL DATA NOT OUTPUT $ $ KEYOUTPU.DAT $ $ Y-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT $ $ L R M 1 1.33 1 1 -1 1 -1 1 -1 -1 -1 -1 1 31 1 20 1 20 1 30 $ $ Part used BLANK $ spaces spaces (" ",I6,1X,A6,1X,A6,1X,I2,1X,A6) $ 1 31 0 $ Z-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT (T1,F10.3,F10.3,T21,F10.3) $ 2 20 0 (T1,F10.3,F10.3,T21,F10.3) $ 3 20 0 (T1,F10.3,F10.3,T21,2F10.3) $ 4 30 0 $ Z-AXIAL DATA IN ALL 4 PARTS NOT OUTPUT $ $ BTRESS.DAT FILE HEADING $ 1 2 3 4 $ 3456789 123456789 123456789 1234567890 1ST LINE FOR CAPTION BELOW NO MEMBER CRITR END UNIT STRESS $ U N I T S T R E S S SIMPLE ALLOW. STRESS $ SIMPLE ALLOWABLE STRESS ADJUSTED STRESS RATIO SUM $ ADJUSTED STRESS RATIO SUM $ $ 3456789 123456789 123456789 1234567890 2ND LINE FOR CAPTION BELOW NO MEMBER CODE END X Y $ Z X Y $ Z X Y $ Z $ X Y Z $ X Y Z UNIT: INCH KIP F, Unit System Independent, Easy Switch END DATA END DATA The part below for personnel use as reminder only 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456 UNIT: CM TON C, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: UNIT: IN KIP F, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 27 6-1-2-2-5-d) PARTS 1 and 2 DATA NOT OUTPUT $ $ KEYOUTPU.DAT $ $ PART 1 and PART 2 DATA NOT OUTPUT $ $ L R M 1 1.33 1 1 -1 1 -1 1 -1 -1 -1 -1 1 31 1 1 1 1 1 40 $ $ Part used BLANK $ spaces spaces (" ",I6,1X,A6,1X,A6,1X,I2,1X,A6) $ 1 31 0 $ PART 1 and PART 2 DATA NOT OUTPUT (T2,F1.1,T2,F1.1,T2,F1.1) $ 2 1 1 (T2,F1.1,T2,F1.1,T2,F1.1) $ 3 1 1 $ PART 1 and PART 2 DATA NOT OUTPUT (T1,4F10.3) $ 4 40 0 $ $ BTRESS.DAT FILE HEADING $ 1 2 3 4 $ 3456789 123456789 123456789 1234567890 NO MEMBER CRITR END U N I T S T R E S S SIMPLE ALLOWABLE STRESS ADJUSTED STRESS RATIO SUM $ NO MEMBER CODE END X Y Z X Y Z X Y Z UNIT: INCH KIP F, Unit System Independent, Easy Switch END DATA END DATA The part below for personnel use as reminder only 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456789 123456 UNIT: CM TON C, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: UNIT: IN KIP F, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 28 6-1-2-2-5-e) FULL OUTPUT (Extra) $ $ KEYOUTPU.DAT $ $ FULL OUTPUT (many test/real runs initially done) $ L R M 1 1.33 1 1 -1 1 -1 1 -1 -1 -1 -1 1 25 1 30 1 30 1 40 $ Line 1 $ $ Part used BLANK $ spaces spaces $ (" ",I4,1X,A4,1X,A4,1X,I4,1X,A4) $ 1 25 0 Line 2 (T1,3F10.3) $ 2 30 0 Line 3 (T1,3F10.3) $ 3 30 0 Line 4 (T1,4F10.3) $ 4 40 0 Line 5 $ $ BSTRESS.DAT FILE HEADING $ 1 2 3 4 $ 3456789 123456789 123456789 1234567890 NO MEMBER CRITR END $ Line 6 U N I T S T R E S S $ Line 7 SIMPLE ALLOWABLE STRESS $ Line 8 ADJUSTED STRESS RATIO SUM $ Line 9 $ NO MEMBER CODE END $ Line 10 X Y Z $ Line 11 X Y Z $ Line 12 X Y Z $ Line 13 $ 3456789 123456789 123456789 123456789 $ UNIT: INCH KIP F, Unit System Independent, Easy Switch $ Line 14 END DATA $ two end data needed OPTIONAL END DATA $ two end data needed OPTIONAL This part below is for personnel use as a REMINDER only. UNIT: INCH KIP F, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: UNIT: CM TON C, VENDOR: CAEINC., PROGRAM: SETS, LICENSEE: CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 29 6-2) Element Beam For a given ELEMent BEAM, (as defined by USP and not by design CODE SPEC.) a set of input data must be used for design analysis as follows: a) Essential input data: Article 6-1, Articles 6-2-1 through 6-2-3. They are needed for real use or as place holder to meet input syntactical format requirement. b) Column, beam and truss (as special case of column) input data: Articles 6-2-4 through 6-2-8. c) Composite Beam analysis with which non-composite beam analysis is minorly associated: Article 6-2-9. d) ENDSet: Article 6-2-10. The input data that is needed to do analysis is: a) + b) + d) a) + b + c) + d) The explanation below is for a) plus b). There are in a input set: UBC and AISC CODES 7/8 lines and AASHTO CODE 8 lines. However, not every line is required in DESISTL.DAT File. When the Program starts, it initially stores the content of the Template File KEYSTLDE.DAT (simple form of input data) as Internal Input Set for potential need to read. Then it reads the data in the input stream of DESISTL.DAT File. (Advanced data input format allowed and RECOMMENDED) Depending on the content of the input line, it does according to what it is instructed to. In general, if the valid input line is NOT the instruction Command input of Article 7, it updates the contents of the Internal Input Set. It does so by replacing the corresponding line of the Input Set with this new input line. If the valid input is the Command input of Article 7, it continues to read the input stream or switches to read the most recently updated Internal Input Set in accordance with the meaning of this input. For example: On receiving input line of Article 6-2-1, the next input requirement is dictated by this line for Articles 6-2-4 through 6-2-8. on Article 7, there are certain Commands that dictates the Program to read from the Internal Input Set to save time not to input in DESISTL.DAT file. In such case, to input in DESISTL.DAT is an error. However, there is one major difference between reading from DESISTL.DAT file and from Internal Input Set. The Program reads the former in order ALL and SEQUENTIALLY; the latter, in order but NOT necessarily all or sequentially. Go to Article 7) If the analysis has nothing to do with c) (DESIGN CODE composite analysis) and you are satisfied with the premade template file KEYSTLDE.DAT, which you have made or Vendor had provided. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 30 6-2-1) 1st line --- Stress Evaluation and Input Requirements Symbolic Syntaxes. $-------- -------- -------- -------- -------- -------- -------- ITEM ITEM GRP ITEM GRP ITEM GRP ITEM ITEM GRP ITEM GRP 1 2 3 4 5 $-------- -------- -------- -------- -------- -------- -------- C X I Y W I Z S I C C X I Y W P Z S I C C X I Y S Z W I C C X I Y S I Z W P C C X I Y W I Z S C C X P Y W I Z S I C C X P Y W P Z S I C C X P Y S Z W I C C X P Y S I Z W P C C X P Y W I Z S C C X Y W I Z S I C C X Y W P Z S I C C X Y S Z W I C C X Y S I Z W P C C X Y W I Z S C C X P Y W P Z S P C C X Y S Z W C C X Y W Z S C B X I Y W Z S I C B X P Y W P Z W I C B X Y W P Z W I C B X Y S Z W I C B X Y S I Z W C G X I Y W Z S I C G X P Y W P Z W I C G X Y W P Z W I C G X Y S Z W I C G X Y S I Z W C ITEM 1: C A Column, which in general is to have 3 force components to produce combined effect on the fiber stress of an element beam. Any Element Beam can be designated as C for any member, namely a real column, a real girder or a real beam. B A Beam, which in general has no or small axial force. It can have composite (and its minorly associated non-composite) analysis capability. See Article 6-2-9) for details. G A Girder, which is specifically reserved for built-up plate CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 31 girder and is in general has no or small axial force. ITEM GROUP 2 X 1st notation must be X (or x) to indicate stress evaluation requirement for axial force in element x-direction. I I (or i) to indicate that Input data is to be read in detailed parameters that Article 6-2-4) describes. The Program reads data input line FIRST in DESISTL.DAT File. If it reads in a Command in Article 7), which instructs the Program to read Internal Input Set, then it switches to read Internal Input Set. For example: DESI and REPE. See Article 7) for more details. P P (or p) to indicate that the Partial data is to be read. ( Currently, it is set to be no input for simplicity. See P-SERIES items of Template File KEYSTLDE.DAT. ) If no I nor P, it indicates no such input data to be read. ITEM GROUP 3 Y 1st notation must be Y (or y) to indicate stress evaluation requirement for bending moment about element y-axis. I I (or i) to indicate that Input data is to be read in detailed parameters that Articles 6-2-5) through 6-2-8) describe. The Program reads data input line FIRST in DESISTL.DAT File. If it reads in a Command in Article 7), which instructs the Program to read Internal Input Set, then it switches to read the Internal Input Set. For example: DESI and REPE. See Article 7) for more details. P P (or p) to indicate that the Partial data is to be read. ( Currently, it is set to be no input for simplicity. See P-SERIES items of Template File KEYSTLDE.DAT. ) If no I nor P, it indicates no such input data to be read. S S (or s) to indicate this axis is a Strong axis. W W (or w) to indicate this axis is a Weak axis. For the Weak axis, it may be omitted if the Code requirement is set up properly as to permit such omission. Input order of 2nd item and 3rd item for this group is immaterial. ( Y I S or Y S I is just good.) ITEM GROUP 4 Z 1st notation must be Z (or z) to indicate stress evaluation requirement for bending moment about element z-axis. The rest of others are similar to Item Group 3 except it is pertaining to z-axis. ITEM 5 C C (or c) to indicate that stress evaluation requirement for the Combined effect that is from axial force, y-axis bending moment and z-axis bending moment. NOTE: If an analysis does not call for complete stress combinations, the syntaxes do not have to be complete from Item (Group) 1 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 32 through Item (Group) 5. However, there are insufficient statistical real/test runs to verify them at current release. Only one of the Item Groups 3 and 4 may be left out completely. You are advised to use this feature with caution. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 33 6-2-2) 2nd line --- Code Specific Provisions to Be Checked The Code Specific Provisions are based on AISC/UBC as a template. All other codes use the same template input line. The Program is currently set up to enable a user to make an adjustment on Item 1 only. (Compact, Noncompact, Slender or blank) If a user who does not wish to do so may skip this part and make the same input or let the Program does the work in accordance with pre-set Template File unless it can not serve the need. $----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 $----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 Co E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 No E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 Sl E2-1 E2-2 F1-1 F1-2 F1-5 F1-6 F1-7 F1-8 F2-1 F2-2 H1-1 H1-2 H1-3 Up to 20 items. (21 ITEMS including ITEM 1) They are: E2-1, E2-2, F1-1, F1-2, F1-3, F1-4, F1-5, F1-6, F1-7, F1-8, F2-1, F2-2, F2-3, F3-1, F3-2, F3-3, H1-1, H1-2, H1-3, H2-1. The Provisions here instruct the Program where to start to compute allowable stress, to check compact, non-compact and/or slender section and so on. If C (Compact) or N (Noncompact) is input as its 1st item, the input is to overwrite the computer decision regardless of whether it is correct or not. The input here serve as initial guidance for the Program to make computations and then to compare the computation results for proper switch to see which Provision shall be ruling. It is essential that they must start from the most critical Provision of the Specification that is Fa Provision (Allowable axial stress in compression) and next down to the strong axis bending for compact section in accordance with most likely situations that a design case may happen. It is highly advisable that a user consult the Code for details regarding the Provisions. NOTE: To check Provision for Sl may not quite up-to-date for current release. Use with caution. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 34 6-2-3) 3rd line --- Input for User-defined Allowable Stresses $----- ----- ----- ----- ----- ----- ----- ---- ---- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 $----- ----- ----- ----- ----- ----- ----- ---- ---- ----- $ Fa Fby Fbz Fey' Fez' Fat Fbyt Fbzt Fa2 F S $----- ----- ----- ----- ----- ----- ----- ---- ---- ----- 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21.6 1.91667 0. 0. 0. 0. 0. 0. 0. 0. 0.6*36. 23./12. Fa Allowable stress due to axial compression Fby Allowable stress due to y-axis bending in compression Fbz Allowable stress due to z-axis bending in compression Fey' Euler Buckling Stress divided by a factor of safety corresponding to y-axis Fez' Euler Buckling Stress divided by a factor of safety corresponding to z-axis Fat Allowable stress due to axial tension Fbyt Allowable stress due to y-axis bending in tension Fbzt Allowable stress due to z-axis bending in tension Fa2 Allowable stress due to axial compression when Kl/r exceeds Cc Cc = Square root of (2*E/Fy) multiplied by pai If -1. < Fa2 < 0. Fa2 = |Fa2|*Fy If 0. < Fa2 < 1.0 Fa2 = |Fa2|*Fy Where, Fy is yield strength of the element material. FS Factor of Safety for Euler Buckling stress If = 0., or not input; It is assumed to be: 23./12. for AISC 23./12. for UBC 2.12 for AASHTO A user who defines any values above is to instruct the Program to accept them without any checking from the Code. For this input line, if these values are not input or input as zero values, the Program is to compute them based on Provisions of Code Specifications in Article 6-2-2) except noted otherwise. This input line must always be input with at least one input item to avoid being treated as a complete blank line. ( A blank line is considered as REPE line under Article 7 and in some cases is considered as END DATA. For details, see Article 7).) Since input is in FREE FORMAT, sometimes it is necessary that commas <,> be used as item separator. This way, 0. as place holder for an input item will not be needed. However, some hardwares may CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 35 not count commas correctly as to misinterpret the item number of a non-zero value that is entered at latter portion of the input line. Thus, it may assign the non-zero value to the wrong input variable. Therefor, it is highly advisable that 0. as place holder be used for all preceding zero values of input. If commas are used, extra attention must be paid that they give correct input. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 36 6-2-4) 4th line - Input Parameters Related to Axial Stress -------- -------- -------- -------- -------- -------- --------- 1 2 3 4 5 6 7 -------- -------- -------- -------- -------- -------- --------- ITEM ITEM ITEM ITEM ITEM ITEM ITEM -------- -------- -------- -------- -------- -------- ---------- NET AREA PIN BRACE OR R FY K -------- FU CONNECT SECONDARY GROSS AREA INDICATOR MEMBER INDICATOR Kpin K2nd -------- -------- -------- -------- -------- -------- ---------- 0. 0. 0. 0. 0. 0. 0. 0. 3.6 36. 1. 1. 60. -1. -1. 3.6 36. 1. 1. 60. 1. 1. --------------------------------------------------------------------- R Ruling Radius of gyration related to axial buckling. If NO non-zero value is read in: for element BEAM, R = SQRT of Iy/A or Iz/A whichever is smaller; where, A Iy and Iz are defined in SECT.DAT File; for elements TRUSs and ONE-way, R = 3. ( A user is advised to input the actual value. ) Fy Yield strength of the element material. For a given element, the Fy is defined by the first reading event that calls for Fy in input to read. From input logic that Article 6-2-1) dictates, the Fy is defined and passed along within the same element. It also will be passed along to next element when next element is not input or has a zero input. If the first reading input of the next element is NONE zero, new Fy is defined for this element and also is to be passed along. This logic will be true for all cases from Articles 6-2-4 through 6-2-8. If the first reading event for Fy, which is for the first processed element has NO non-zero value, it is from MAT.DAT File. In such case, if MAT.DAT did not have it, it is an input error. K factor for effective length If NO non-zero value is read in, it is assumed to be the same as that of the immediate previous element If no such previously processed element, K= 1. Ratio Net-area/Gross-area ratio. Same logic as that for K. Fu Ultimate strength of member. Same logic as that for Fy. Kpin 1. YES (MEMBER IS PIN CONNECTED) -1. NO CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 37 0. NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) BLANK NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) NO INPUT NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) If no such previous immediate member that has been processed, Kpin = -1. K2nd 1. YES (MEMBER IS PIN CONNECTED) -1. NO 0. NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) BLANK NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) NO INPUT NEUTRAL (SAME AS PREVIOUS MEMBER AHEAD) If no such previous immediate member that has been processed, K2nd = -1. NOTE: NO non-zero value read-in covers cases below: a) to NOT read this line during Program process, b) to read this line without its input and 3) to read this line with zero input. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 38 6-2-5) 5th line - Input Parameters Related to Bending Stress about Strong Axis 6-2-5-1) AISC Code 6-2-5-2) UBC Code $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- $ Lb Fy Cb tw h $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- 0. S 0. 0. 0. 0. 0. 0. S Optional indicator for strong axis Lb Laterally unsupported length of the compression flange If NO non-zero value is read in, Lb = Lspan If < 0. It is equal to -Lb*Lspan; where, Lspan = span length computed from MODEL.DAT file. Fy Yield strength of the element material See logic to define Fy in Article 6-2-4). Cb Coefficient of bending due to moment gradient If NO non-zero value is read in, Program computes it from Code Specification. for example : AISC: Cb = 1.75 + 1.05(M1/M2) +0.3 (M1/M2)**2 =< 2.3 UBC: Cb = 1.75 + 1.05(M1/M2) +0.3 (M1/M2)**2 =< 2.3 AASHTO: Cb = 1.75 + 1.05(M1/M2) +0.3 (M1/M2)**2 =< 2.3 tw Web thickness If NO non-zero value is read in, Program gets it from SECT.DAT File. h Clear distance between flanges less the fillet or corner radius for rolled shapes; and for built-up sections, distance between adjacent lines of fasteners or the clear distance between flanges when welds are used. If NO non-zero value is read in, Program gets it from SECT.DAT File to be 0.9*DEPTH. if < 0., It is equal to -h*DEPTH NOTE: If no bending about this axis, input ONE zero or all zeroes as place holder. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 39 6-2-5-3) AASHTO Code $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 11 12 $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- $ Lb Fy Cb tw D bft tft bfc tfc c d $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- 0. S 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. S Optional indicator for strong axis Lb Laterally unsupported length of the compression flange If NO non-zero value is read in, Lb = Lspan If < 0. It is equal to -Lb*Lspan; where, Lspan = span length computed from MODEL.DAT file. Fy Same as that for AISC, please, see previous Article. Cb Same as that for AISC, please, see previous Article. tw Web thickness If NO non-zero value is read in, Program gets it from SECT.DAT File. If SECT.DAT File does not provide, it is the same as that from previously processed element. D Clear distance between flanges, Web Height If NO non-zero value is read in, D = d - tft - tfc if < 0., It is equal to -D*d (-1. < D < 0.) bft Flange width in tension If NO non-zero value is read in, it is the same as that from previously processed element. tft Flange thickness in tension If NO non-zero value is read in, it is the same as that from previously processed element. bfc Flange width in compression If NO non-zero value is read in, SECT.DAT File provides it. If SECT.DAT File does not provide, it is the same as that from previously processed element. tfc Flange thickness in compression If NO non-zero value is read in, SECT.DAT File provides it. If SECT.DAT File does not provide, it is the same as that from previously processed element. c Extreme compression fiber distance from neutral axis If NO non-zero value is read in, Program gets it from SECT.DAT File first as DEPTH/2; if DEPTH = 0., then as DY/2 (or DZ/2) If SECT.DAT File does not provide, it is the same as that from previously processed element. d Depth of column/girder for design use. If NO non-zero value is read in, Program gets it from SECT.DAT File first as DEPTH; if DEPTH = 0., then as DY (or DZ). If SECT.DAT File does not provide, it is the same as that CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 40 from previously processed element. NOTE: DEPTH in SECT.DAT File always refers to strong axis depth, which is, if input, to supersede DY or DZ . NOTE: If no bending about this axis, input ONE zero or all zeroes. However, data for DEPTH, DY and/or DZ in SECT.DAT shall be input sufficiently to provide for d values. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 41 6-2-6) 6th line - Input Parameters Related to Bending Stress about Weak Axis 6-2-6-1) AISC Code 6-2-6-2) UBC Code $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ----- $ Lb Fy Cb tw h $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ----- 0. W 0. 0. 0. 0. 0. 0. W Optional indicator for strong axis All others: AISC/UBC: 1 line if a) in Article 6-1-1) is adopted. Input all zeroes or one zero as place holder for both DESISTL.DAT and KEYSTLDE.DAT files. DESISTL.DAT: NO input if b) in Article 6-1-1) is adopted. KEYSTLDE.DAT: 1 line - Input all zeroes or one zero. 6-2-6-3) AASHTO Code $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 11 12 $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- $ Lb Fy Cb tw D bft tft bfc tfc c d $ ----- ----- ----- ----- ----- ----- ----- ---- ---- ---- ---- ---- 0. W 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. W Optional indicator for weak axis All others are the same as those for strong axis except noted otherwise below. Lb The longest laterally unsupported length of the compression flanges. If NO non-zero value is read in, Lb = Lspan If < 0. It is equal to -Lb*Lspan; where, Lspan = span length computed from MODEL.DAT file. (The weak axis compression is assumed to contain one half of flange at one side and the other half of flange at the other side.) CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 42 D bft tft bfc tfc : Input as though they are for strong axis bending. the Program will assume half of tension flange and half of compression flange as compression flanges since the strong axis is 90 degree apart from the weak axis. (A user is to exercise the judgment for the case regarding its validity for input.) (For a symmetrical section, it is correct theoretically.) c Extreme compression fiber distance from neutral axis If NO non-zero value is read in, Program gets it from SECT.DAT File as DY/2 (or DZ/2). If SECT.DAT File does not provide, it is the same as that from previously processed element. d Depth of column/girder for design use. If NO non-zero value is read in, Program gets it from SECT.DAT File as DY (or DZ). If SECT.DAT File does not provide, it is the same as that from previously processed element. Input line 5 and input line 6 may be flipped in order if proper S and W indicators are used for both lines. NOTE: If c for weak axis is corresponding to DY/2, then c for strong axis must be corresponding to DEPTH/2 or DZ/2 but never DY/2. They are 90 degree apart. If d for weak axis is corresponding to DY, then d for strong axis must be corresponding to DEPTH or DZ but never DY. They are 90 degree apart. DEPTH is always for strong axis. NOTE: If no bending about this axis, input all zeroes or one zero. However, data for DY and/or DZ in SECT.DAT shall be input sufficiently to provide for d values. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 43 6-2-7) 7th line - Input Parameters Related to Combined Stress due to Bending about Strong Axis $ ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 $ ----- ----- ----- ----- ----- $ Cms Fy Rs Ks $ ----- ----- ----- ----- ----- 0. S 0. 0. 0. 0. 0. S Optional indicator for strong axis Cms Coefficient, bending-compression interaction If NO non-zero value is read in, the Program computes it from Code Specification. for example : AISC/UBC: Cm = 0.6 - 0.4(M1/M2) AASHTO: Cm = 0.6 - 0.4(M1/M2) >= 0.4; reverse curvature Cm = 0.6 + 0.4(M1/M2) >= 0.4; single curvature Since this is only one of the possible case, a user is advised to input the value. Fy Yield strength of the element material See logic to define Fy in Article 6-2-4). Rs Radius of gyration about strong axis If NO non-zero value is read in, the Program computes it from SECT.DAT File. Ks factor for effective length about strong axis If NO non-zero value is read in, Ks = 1. 6-2-8) 8th line - Input Parameters Related to Combined Stress due to Bending about Weak Axis $ ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 $ ----- ----- ----- ----- ----- $ Cmw Fy Rw Kw $ ----- ----- ----- ----- ----- 0. W 0. 0. 0. 0. 0. W Optional indicator for weak axis Cmw Coefficient, bending-compression interaction Same logic as that for strong axis. Fy Yield strength of the element material See logic to define Fy in Article 6-2-4). Rw Radius of gyration about weak axis CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 44 Same logic as that for strong axis. If = 0., the Program computes it from SECT.DAT FILE. Kw factor for effective length about weak axis Same logic as that for strong axis. Input line 7 and input line 8 may be flipped in order if proper S and W indicators are used for both lines. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 45 BEAM COMPOSITE, PARTIAL COMPOSITE and/or NON-COMPOSITE ANALYSIS 6-2-9) 9th line - Input Parameters Related to Bending Stress about Strong Axis for positive moments: Composite, partial composite and/or non-composite NOTE: Currently, a beam is assumed as simply-supported at two end points for this part of composite analysis even if the real model indicates otherwise. Frequently, it may be O. K for a regular building. You are to exercise the judgment about its validity. This analysis is a separate task and not related to USP output File RESULTL, which is required for combined stresses at ends of beam. (A separate module is available. Contact Vendor) 6-2-9-1) Uniform load plus pertinent data 6-2-9-1-1) AISC Code 6-2-9-1-2) UBC Code $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 7 8 9 10 11 $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- $ SH Nmbr W bcon tcon n STUDQ Fc' DL LL Lwide $ UN Nmbr W bcon tcon n STUDQ Fc' DL LL Lwide $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- NC None Composite indicator This is a very special case. Under this case stress at mid point is evaluated. Thus many parameters for composite analysis is not needed and/or not used. Try it by experience. SH SHored Composite indicator UN UNshored Composite indicator Nmbr Number of Concentrated loads, P, along the Span If input, Nmbr >= 1 If omitted, 1 is assumed. Since it deals with Uniform load, it has no effect. W Uniform load, W, indicator. It may be omitted. bcon Concrete width for composite design tcon Concrete thickness for composite design n Es/Ec ratio in floating point (fixed point may do) Equivalent width = Actual width divided by n Es: Young's modulus for steel Ec: Young's modulus for concrete if = 0., n = 8. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 46 STUDQ Allowable horizontal shear load for one shear stud Fc' Fcprime, Specified concrete compressive strength DL Dead Load per unit area LL Live Load per unit area Lwide Load width for both Dead Load and Live Load Items 4 Through 11 are essential data that must be input for the 1st time input. Example of input: UN w 8*12 8. 8. 11.5 3. .096/144. 0.218/144. 8.*12. 0.019168994 UN 3. 0. 0. 0. 0. 0.66*36. 0.4*36 .45*3. 1./360. 1./240. UN .9*36. 29000. 36. 0.000283565 0. 0. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 47 $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 12 13 14 15 16 17 18 19 20 $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- $ SH Ws Nr Ds As Is Av Fb Fv Fc $ UN Ws Nr Ds As Is Av Fb Fv Fc $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- From Items 5 through Items 28, it may be continued on additional lines (cards) as long as Item 1 is properly indicated. From Items 12 on, if it is not input or zero input, it is obtained from various sources, such as other part of this file, SECT.DAT and MAT.DAT Files; except when it is noted otherwise. You as a user must exercise judgment to decide whether to input the value(s) here, input the value(s) at 6-2-9-4) or to omit input. Ws Steel beam weight per unit length If = 0. or not input, Ws = As*Uw Nr number of shear studs in a row for NONE RIB-DECK. If = 0 or omitted, it is the same as that of the element previously processed. If no such element, Nr = 1. Ds Depth of steel beam If = 0. or not input, Ds = Depth or Dy/Dz from SECT.DAT File. As Area of steel beam If = 0. or not input, the Program gets it from SECT.DAT File. Is Area moment of inertia of steel beam about strong axis If = 0. or not input, the Program gets it from SECT.DAT File. Av Shear area of steel beam for design use If = 0. or not input, Av = Ds*Tw from SECT.DAT File. Fb Allowable Steel bending tensile stress for Composite section If = 0. or not input, Program computes it from Spec. Fb = 0.66*Fy Fv Allowable steel shear stress If = 0. or not input, Program computes it from Spec. Fv = 0.4*Fy Fc Allowable concrete stress for Composite section If = 0. or not input, Program computes it from Spec. Fc = 0.45* Fc' $ ----- ----- ------- ----- ----- ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 21 22 23 24 25 26 27 28 29 $ ----- ----- ------- ----- ----- ----- ----- ----- ----- ----- $ SH DelLL DelDLLL Fb2 Es Fy Uw Alpha Ec $ UN DelLL DelDLLL Fb2 Es Fy Uw Alpha Ec $ ----- ----- ------- ----- ----- ----- ----- ----- ----- ----- DelLL Allowable deflection to span length ratio due to Live Load If = 0. or not input, Program computes it from Spec. DelLL = 1/360. DelDLLL Allowable deflection to span length ratio due to D L and L L If = 0. or not input, Program computes it from Spec. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 48 DelLL = 1/240. Fb2 Allowable steel bottom fiber tensile stress for unshored composite action. If = 0. or not input, Program computes it from Spec. Fb2 = 0.9*Fy Es Young's modulus of steel If = 0. or not input, the Program gets it from MAT.DAT File. Fy Yield strength of steel. If NO non-zero value is read in, it is assumed to be the same as that for the element previously processed. If no such element was processed, it is obtained from MAT.DAT. Fy here only passes along among Composite analysis within Article 6-2-9) and is insulated from Articles 6-2-4) through 6-2-8). Uw Unit volume weight of steel If = 0. or not input, the Program gets it from MAT.DAT File. Alpha Linear thermal expansion coefficient of steel Not used currently Ec Specified Young's modulus of concrete Not used currently CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 49 6-2-9-2) Concentrated load data 6-2-9-2-1) AISC Code 6-2-9-2-2) UBC Code $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 6 $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- $ SH Nmbr P Fract PDL PLL .... .... DISTAN DISTA UN Nmbr P Actua PDL PLL .... .... $ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- SH SHored Composite indicator UN UNshored Composite indicator Nmbr Number of Concentrated loads, P, along the Span If input, Nmbr >= 1 If omitted, 1 is assumed. P Concentrated load indicator A Actual distance indicator F Fractional distance indicator If no indicator, 0. < value < 1. is considered Fractional If no indicator, -1. < value < 0. is considered Fractional PDL Concentrated Load due to Dead Load PLL Concentrated Load due to Live Load PDL and PLL must be in the same location. Input numerical values in as many sets as Nmbr indicates. DIST Distance from span end corresponding to PDL and/or PLL. DIST > 0. from LEFT end of the beam span DIST < 0. from RIGHT end of the beam span DIST = 0. or omitted Concentrated load or loads are equally spaced. Additional input lines (card) may be used. (50 sets total) Example of input: UN 4 P 12. 10. 12. 10. 12. 10. 12. 10. Example of input: UN 2 P 12. 10. 12. 10. 8125**0.5*12./4. 8125**0.5*12./2. UN 2 P 12. 10. 12. 10. 8125**0.5*-12./4. 8125**0.5*-12./2. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 50 6-2-9-3) Formed steel deck (Rib-deck) shear connector data 6-2-9-3-1) AISC Code 6-2-9-3-2) UBC Code $ ----- ----- ----- ----- ----- ITEM ITEM ITEM ITEM ITEM 1 2 3 4 5 $ ----- ----- ----- ----- ----- $ PErpe hr wr Hs Nr $ PAral hr wr Hs Nr $ ----- ----- ----- ----- ----- PE PErpendicular indicator for formed steel deck (rib-deck) PA Parallel indicator for formed steel deck (rib-deck) hr Nominal rib height For PArallel case, the concrete below top of steel deck may be included, in this case: hr must be input negative value, hr < 0. while tcon input is bigger by |hr|. wr Average width of concrete rib Hs Length of shear stud after welding, Hs =< hr + 3 Nr Number of shear studs on a beam in one rib, Nr =< 3 Example of input: PErpendicular 2. 2.5 3.5 1. PArallel 2. 2.5 3.5 1. PArallel -2. 2.5 3.5 1. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 51 6-2-9-4) Odd item individual pertinent data 6-2-9-4-1) AISC Code 6-2-9-4-2) UBC Code The input here over writes input in Articles 6-2-9-1), 6-2-9-2) (but NOT 6-2-9-3). The input is very much like formula style in Fortran name list format. The Program provides two styles of input. The available input variables are shown below: NOTE: The ADVANCED DATA INPUT, which accepts ALGEBRAIC EXPRESSION as input takes precedent over input here. Thus, the EQUAL (=) sign must be separated by at least ONE blank at right side and the data shall NOT be contiguous through both sides of equal sign. For example: correct input &CODEV Nr = 2 &END correct input &CODEV Nr= 2 &END incorrect input &CODEV Nr =2 &END incorrect input &CODEV Nr=2 &END NAMELIST /CODEV/ FY,FB,FB2,FV,DELLL,DELDLLL,FCPRIME(Fc'),FC,N,UW, STUDQ,ALPHA,EC,NR,ES,AS,WS,IS,DS,AV. 6-2-9-4a) ------ -------------------------------------------------- ------ ITEM Individual item(s) in formula input ITEM ------ -------------------------------------------------- ------ 1 2 3 ..... last ------ -------------------------------------------------- ------ &CODEV &END ------ -------------------------------------------------- ------ Example of input: &CODEV FY = 36. FV= .4*36 FCPRIME = 3. FC = 0.45*3. &END &CODEV FB = 0.66*36. FB2 = 0.9*36 n = 8 &END &CODEV DELLL = 1./360. DELDLLL = 1./240. &END &CODEV Nr = 2 &END 6-2-9-4b) ------ --------------------------------------------------------- ITEM Individual item(s) in formula input ------ --------------------------------------------------------- 1 2 3 ..... ------ --------------------------------------------------------- NAmeli ------ --------------------------------------------------------- NA NAmelisting indicator Example of input: NAmelist DELLL = 1./360. DELDLLL = 1./240. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 52 6-2-10) ENDS (ENDSet) 6-2-10-1) AISC Code 6-2-10-2) UBC Code 6-2-10-3) AASHTO Code ENDS to indicates the ENDSet of the input regarding Article 6-2). For a given element BEAM in Article 6-2), the parameters that define the BEAM is often as follows: First, input the Article 6-2-1) 1st line -- Stress Evaluation and Input Requirement Symbolic Syntaxes; Second, if any, other input and/or inputs and Last, input ENDSet if NO additional parameter to define or input DESI if with additional parameter(s) to define. ENDSet is important in that it completes and terminates the further requirement to define any parameter of the BEAM. Otherwise, the Program will continue to seek parameters until it reach data end or a stopping point to terminate abnormally. On the contrary, DESI Command brings the REST of ALL additional parameter(s) that belong to the latter portion of the most recently updated Internal Input Set. Thus, it completes the requirement for all the rest of parameters for the BEAM of interest and at the same time, it serves to do the terminating task. Again the criteria are: When there is no more parameter to define, use ENDSet and when there is/are additional parameter(s) to define, use DESI. Only one correct input is allowed. However, some runs may run correctly without ENDSet, though they are not considered normal. The DESI must NOT just replace the ENDSet alone but also extra input line(s) that is/are ahead of the ENDSet. 6-3) Element Truss and Element One-way For an element truss (one-way element included), only one line, namely input line in 6-2-4) is needed. See 6-2-4) for details. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 53 7) Time Saving Instruction Command Syntax to Process All/Partial Elements To further save and/or automate a user input, there are many plain English instruction Commands to use as follows: ( All must be after CODE I D SYMBOL of Article 6-1-1). DESIgn ALL Design all elements starting from current element by re-reading the pertinent input lines of the Internal Input Set that have been stored. The pertinent input lines that the Program reads in the Input Set must be in ORDER but NOT necessarily in SEQUENCE. See also Article 6-2-10). The Program stores initially the Internal Input Set from template file KEYSTLDE.DAT. The Input Set is updated each time the parameters of an element are read-in through input in DESISTL.DAT file. DESIgn N Design N elements starting from current element. N >= 1; for example: DESIgn 4 DESIgn Design one element starting from current element. NOTE: The pertinent input Lines can be: a) the complete Internal Input Set, for example: DESI b) latter portion of the Internal Input Set as required. Example: Line 1: C X I Y W Z S I Line 2: DESI Line 3: DESI 3 Line 4: C X I Y W I Z S I Line 5: DESI 2 ..... After the Line 1, which contains " C X I Y W Z S I" is read, the previous content of the Internal Input Set at the place of this line (Article 6-2-1) is updated with this new content. Next the Program read Line 2: "DESI". Based on the new content of the Line 1 above, the Program skips reading the data in the Internal Input Set for Articles 6-2-6) and 6-2-8), which are related to the weak axis bending since "Y W" of Line 1 calls for NO such reading. However, the parameters are needed for Program to process. The Program sees them as the default values or as to compute the default values. These default values are not linked to the data of Internal Input Set for next reading. Frequently, the default values come from other files, saved values and/or Spec. Code. When this element is done. The Program read the Line 3, which has "DESI 3" content. To process next three elements, the Program will read the data of the updated Input Set three times and will, each time, skip the data that is for weak axis bending. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 54 Finally, the Program reads Lines 4 and 5 to process two more elements. Since Line 4 replacing Line 2 as the new updated content of Article 6-2-1), the Program will read the data in the Internal Input Set for the weak axis bending due to "Y W I" on Line 4. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 55 The part below is superseded by DESI, it is here for reference only. REPEat ALL SET REPEat ALL SETS Repeat the parameters for this line and all lines that are sequentially after this line in an input set. REPEat N SET Same logic as above. N >= 1 A set in sequence for an element beam contained 8-9 lines including ENDSet line and more lines if Article 6-2-9) is invoked. A set in sequence for an element truss is 1 line. Thus the SET Command has no special meaning for element truss. The part above is superseded by DESI, it is here for reference only. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 56 REPEat ALL Repeat the parameter for this line for ALL element. REPEat N Repeat the parameter for this line for N element. N >=1 REPEat Repeat the parameter for this line of this element. Blank Line A blank line is considered as REPE line except when it is by logic clearly an END DATA line. (It is highly advisable that a fresh user uses END DATA line rather than blank line for END DATA and REPE line rather than blank line to avoid ambiguity and/or mistake.) NOTE: Blink Line (or REPE) can be used in conjunction with DESI to save a lot of time. for example: C X I Y W I Z S I C REPE REPE 0. 33. 2. 0. 0. 0. 0. $ Article 6-2-4) DESI For all the above Commands in DESISTL.DAT File, input data must be omitted. Thus time is saved not to prepare them. NEXT Go to next element NEXT N Go to NEXT Nth element while no input lines are present in input stream for those elements which are not to be processed. N >= 1 UP Go to one element ahead UP N Go to Nth elements ahead N >= 1 GOTO N Go to Nth element N >= 1 GOTO BEAM Go to 1st BEAM element GOTO TRUS Go to 1st TRUSs element (Not 1st ONE-way element) GOON GOON (GO ON) a neutral statement to separate one element from the other. ( NOT to use it. ) NOGO Not to process this element, equivalent to NEXT SKIP N Not to process this element while read N input lines in DESISTL.DAT File and ignore them to reach for the next element input line. N >= 1. SKIP If N is omitted, it is considered to be 1. Frequently, this is the case for element truss. DONE Analysis is done and process discontinues even if there is still element unprocessed. FINI same as DONE If there are many input lines to be skipped, it is suggested that DEACtive and REACtive Commands be used. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 57 II. O U T P U T The output contains files: 1) BSTRESS.DAT - Element beam combined design stress analysis that KEYOUTPU.DAT has selected to output. It covers columns and beam (girder). The last column of the output table is the summation, of the combined stress ratio, of which unity or less is passing. Please see sample runs. 2) STRESS.DAT - Element truss and Element one-way. 3) CMPSTOUT.DAT- Composite (non-composite) analysis output if called for. Complete with both full and partial composite design. 4) STUDOUT.DAT - Shear stud connector output if composite analysis is called for. Output contains Shear stud amount and distribution at various control load points. Both full composite and partial composite are listed. 5) IOFLO - file for diagnostic use to help check/detect error in input data. You can check this file where it stops at last input if the run is not successful. EXCEPTION: Phar Lap fatal err 10049: Ran out of stack buffers The Program encounters a divisor zero, a dimension variable of zero location or other undefined zero values. In this case IOFLO can not give the clue precisely. Make the default values NOT zeroes for the file starting somewhere several (7-10) lines following the last line in IOFLO. If problem persists, contact Vendor for assistance. 6) NMLTMFI.DAT - file for diagnostic use to help check/detect error in Odd item individual pertinent data from Article 6-9-2-4). 7) DEBUG.DAT - Stress analysis output that is for all cases and all terms in bulk form. It can serve to help you do diagnostic for preparing output template file KEYOUTPU.DAT to select critical stresses to output to BSTRESS.DAT The unit system for all output files is in agreement with that in MAT.DAT. NOTE: The program does not, in general, output in E-Format so that a user can read the output easily. In some rare occasions, this CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 58 may cause numerical overflow/underflow of output data. A skillful adjustment of MAT.DAT by 1 or 2 orders of magnitude will solve the problem. Another way to do the adjustment is to change the KEYOUTPU.DAT at where output formats are. for details, See Article 6-1-2-2) Output Template File. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 59 2) SECT.DAT FILE (EXTRA PRINT) 2. SECTION PROPERTIES OF MEMBERS $ SECT.DAT file - a reusable accumulative data base $ AISC Property Data Base can be here. Use USP's capability of mathematical operators. Data base of any unit System can be used without prior modification to achieve any other desired unit System output. Invoke ADVANCED INPUT DATA to minimize the users' need to conversion. $ $ $ 1 2 3 4 4 6 7 8 9 $ --------- ------- ------ ------ ------ ------ ------ ------ ------ $ I D NAME AREA IY IZ J DY DZ AVY AVZ $ STEELWTHETA00 21.5 70.6 1600. 3.02 21.24 8.295 STEELWTHETA90 21.5 1600. 70.6 3.02 8.295 21.24 $ SECT.DATA FILE $ SECTION PROPERTIES OF MEMBERS FOR DESIGN USE $ 10 11 12 13 14 $------ ------ ------ ------ ------ $ DEPTH BF TF RT TW $ 35.9 16.47 1.26 0.9451 0.76 $ $ REPEat REPEat 1 REPEat 19 REPEat ALL DITTo DITTo 1 DITTo 16 DITTo ALL ALUMIMEM 10.2 92.5 34.5 1.02 5.14 12.5 CONCRCOL 400. 13333. 13333. 22560. 20. 20. $ $ PIPE PIPE PIPE $ O D t I D STEELPIPE 8. 0.25 7.0 0. 0. 0. STEELSOLIDROD 4. 0. 0. 0. 0. 0. $ $ PLATE $ t STEELPLATE 1. ..... ... .... ..... .... CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 60 ..... ... .... ..... .... END DATA ---------------------------------------------------------------------- $ Inactive section properties can be placed after END DATA. STEELWS 21.5 1600. 70.6 3.02 8.295 21.24 ..... ... .... ..... .... ====================================================================== Items 1 through 9 are for stress analysis use. I D Name is the designated name/symbol/number for the section. It has a input width of 12 columns. (Thus for some old systems, the next item input, AREA, must be at least 12 columns away all inclusive from the beginning of the 1st input item.) Columns 1-4 identify the material of the element and columns 5-12 identify the section property of the element. Sections that are of the same material may be assigned the same I D Name from columns 1-4. The section property I D (columns 5-12) is used exclusively by Preprocessors, such as USPPLOT, USPMESH and USPGEN; to interactively select section property from premade data base. CAEINC supplies this kind of data base. You may use your own data base if you so prefer. AREA section area. IY area moment of inertia about local y-axis. IZ area moment of inertia about local z-axis. J torsional constant of the member. DY dimension in y-axis direction for temperature load use. DZ dimension in z-axis direction for temperature load use. AVY effective shear area for member y-direction shear force. AVZ effective shear area for member z-direction shear force. Items 10 through 14 are needed additionally for design analysis use. DEPTH depth for design use. BF width of flange for design use. TF thickness of flange for design use. RT The radius of gyration of a section comprising the compression flange plus 1/3 of the compression web area, taken about an axis in the plane of the web. TW thickness of web for design use. DITTo input for the I D NAME for the section properties just ahead are used. In this case no input of items 2-9 is required. ( If input, they will be ignored.) DITTo N input for the I D NAME for the section properties just ahead are used. It is to be repeated for the next N times. N = 1, 2, 3 ..... 99999. DITTo ALL input for the I D NAME for the section properties just CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 61 ahead are used. It is to be repeated for all. REPEat Same as DITTo REPEat N Same as DITTo N REPEat ALL Same as DITTo ALL PIPE O D Outside diameter of a pipe PIPE t Thickness of a pipe wall PIPE I D Inside diameter of a pipe PLATE t Thickness of a plate element The section properties are in sequential order corresponding to that for the input of MEMBER INCIDENCES. However, NO input for RBAR ELEMent or BBAR ELEMent is permitted. For ELEMent TRUSs or ELEMent ONE-way, only AREA is needed for input. Any of others may be present and will be ignored. Any trailing item(s) may be omitted if not needed in a task. For example, if there is only stress analysis without design analysis, input Items 10 through 14 may be omitted. Similarly for stress analysis only: Item 9 may be omitted if no AVZ is to be considered for analysis. Items 8 and 9 may be omitted if no shear effect is to be considered for analysis. ALTERNATIVELY, item 8 and/or 9 may be input as 0. if no shear effect is to be considered for analysis. Items 7, 8 and 9 may be omitted if the effect of all these items is to be ignored, namely no shear effect nor TEMperature load in member z-direction. (thermal bending about member y-axis) Items 6, 7, 8 and 9 may be omitted if no thermal bending load is present nor shear effect is to be considered. If AVY and/or AVZ are included, the Program will be able to analyze SHEAR WALLS of various configuration in combination of all other elements for a complex structure. For a pipe element, the inside diameter is ignored and the wall thickness is used. However, when it is input as 0., then the inside diameter is used. If both input are 0., the pipe is considered as a solid rod. The properties of the pipe, such as AREA, IY, IZ, J, DY, DZ are computed from these input. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 62 A DDDD DDDD EEEEE N N DDDD U U M M AAA D D D D E NN N D D U U MM MM A A D D D D E NNN N D D U U MMMMMM A A D D D D EEE N NNNN D D U U MMMMMM AAAAA D D D D E N NN D D U U M M M A A D D D D E N N D D U U M M A A DDDD DDDD EEEEE N N DDDD UUUUU M M AISC 9th Edition vs 8th Edition __________________________ TRUSS DESIGN THE STEEL DESIGN ANALYSIS PROGRAM, mnemonic USPSD is an integrated subsystem of U S P. (UNIVERSAL STRUCTURE PROGRAM) For AISC Code, the 8th Edition is more vigorous than 9th Edition for the element truss. Both are the same for the criteria in term of design requirement. Thus the Program provides for AISC Code in more details as to pin-points the ruling provision based on 8th edition. The Code for 8th Edition provide here for your reference. The AISC AXIAL FORCE SPECIFICATIONS are as follows: SECTION 1.5 ALLOWABLE STRESSES 1.5.1 Structural Steel 1.5.1.1 Tension Except for pin-connected members, Ft shall not exceed 0.60Fy on the gross area nor 0.50Fu on the effective net area. For pin-connected members: Ft = 0.45Fy on the net area. For tension on threaded parts: See Table 1.5.2.1 1.5.1.2 Shear 1.5.1.2.1 Except as provided in Sects. 1.5.1.2.2 and 1.10.5.2, on the cross-sectional area effective in resisting shear: Fv = 0.40Fy The effective area in resisting shear of rolled and fabricated shapes may be taken as the overall depth times the web thickness. CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 63 1.5.1.2.2 At beam end connections where the top flange is coped and in similar situations where failure might occur by shear along a plane through the fasteners or by combination of shear along a plane through the fasteners plus tension along a perpendicular plane on the area effective in resisting tearing failure: Fv = 0.30Fu The effective area is the minimum net failure surface, bounded by the bolt holes. 1.5.1.3 Compression 1.5.1.3.1 On the gross section of axially loaded compres- sion members whose cross sections meet the provisions of Sect. 1.9, when Kl/r, the largest effective slenderness ratio of any unbraced segment as defined in Sect. 1.8, is less than Cc: (1-(((Kl/r)**2)/(2(Cc**2)))Fy) Fa = ---------------------------------------------- 1.5-1 (5/3) + (3(Kl/r)/(8(Cc)))-(Kl/r)**3/(8(Cc**3)) where Cc = (((2(3.1416**2)E)/(Fy))**0.5) 1.5.1.3.2 On the gross section of axially loaded compression members, when Kl/r exceeds Cc: Fa = (12(3.1416**2)E)/(23((Kl/r)**2)) 1.5-2 1.5.1.3.3 On the gross section of the axially loaded bracing and secondary members, when l/r exceeds 120: (Fa) [by Formula (1.5-1) or(1.5-2)] Fas = ----------------------------------- 1.5-3 ((1.6) - (1/(200*r))) 1.5.1.3.4 On the gross area of plate girder stiffeners: Fa = 0.60Fy CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 64 SYMBOLS Cb Coefficient of bending due to moment gradient Cc Square root of (2*E/Fy) multiplied by pai Cm Coefficient, bending-compression interaction DEPTH Depth for design use Ec Young's modulus of concrete Es Young's modulus of steel Fa Allowable stress due to axial compression Fa2 Allowable stress due to axial compression when Kl/r exceeds Cc Fat Allowable stress due to axial tension Fby Allowable stress due to y-axis bending in compression Fbyt Allowable stress due to y-axis bending in tension Fbz Allowable stress due to z-axis bending in compression Fbzt Allowable stress due to z-axis bending in tension Fbzt Allowable stress due to z-axis bending in tension Fey' Euler Buckling Stress divided by a y-axis factor of safety Fez' Euler Buckling Stress divided by a z-axis factor of safety FS Factor of Safety for Euler Buckling stress Fy Yield strength of the element material n Es/Ec Modular ratio CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 65 INDEX PAGE A-Format Column Space 22 AASHTO Code i, ii, iii, iv, 1, 10, 13, 17, 29, 34, 39, 41, 52 ADVANCED DATA INPUT 7, 10, 29, 51, 59 AISC Code i, ii, iii, iv, 1, 9, 11, 17, 29, 34, 38, 41, 45, 49, 50, 51, 52 ALGEBRAIC EXPRESSION 7, 8, 10, 51 Allowable horizontal shear load 46 ALLOWABLE STRESS 2, 3, 24, 25, 26, 27, 28 Allowable Stresses, User-defined 11, 13, 34 area moment of inertia 60 Asymmetrical data form 8, 10, 11 AXIAL COMPRESSION AND BENDING 33 AXIAL TENSION AND BENDING 33 BBAR ELEMent 7, 61 Beam 2, 4, 15, 29, 30, 36, 45, 52, 56 BEAMS AND OTHER FLEXURAL MEMBERS 2 Bending Stress about Strong Axis 30, 43, 45 Bending Stress about Weak Axis 10, 41, 43 blank line 34, 56 BOX MEMBERS 3 BSTRESS.DAT 15, 16, 19, 20, 24, 28, 57 BULK output 15 CHANNELS 2 CIRCULAR TUBE 3 Clear distance between flanges, Web Height 39 CMPSTOUT.DAT 57 Code Specific Provisions 11, 15, 33 Coefficient of bending due to moment gradient, Cb 38, 39 coefficient of steel, Linear thermal expansion 48 Coefficient, bending-compression interaction 43 Column 29, 30 COLUMNS AND OTHER COMPRESSION MEMBERS 2 combined design stress analysis 57 Combined Stress 43 Command Syntax 53 Compact Sections 2, 3, 33 COMPOSITE BEAMS 4, 45 COMPOSITE CONSTRUCTION 4 COMPOSITE DESIGN 45 COMPREHENSIVE ANALYTIC DATA 1 compression web area 60 Concentrated load data 45, 49 Concentrated load indicator 49 concrete compressive strength 46 Concrete thickness for composite design 45 Concrete width for composite design 45 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 66 INDEX PAGE CRItical load case 6 DEBUG.DAT 15, 57 DEFINITION 4 depth for design use, DEPTH 60 Depth of column/girder for design use 39, 42 DESI 53 DESI Command 53 DESIGN ASSUMPTIONS 4 Design Code I D 8 DESISTL.DAT 6, 7 diagnostic use 57 dimension in y-axis direction for temperature load 60 dimension in z-axis direction for temperature load 60 effective shear area 60 Element BBAR 7, 61 Element Beam 29, 30 element Beam Number 15 Element One-way 52 Element RBAR 7, 61 Element Truss 52 END SHEAR 4 ENDS (ENDSet) 52 ENDSet 52 EQUAL sign 51 Extreme compression fiber distance 39, 42 F-Format statement 20 factor for effective length 36, 43, 44 Flange thickness in compression 39 Flange thickness in tension 39 Flange width in compression 39 Flange width in tension 39 Format, A-; F-; T-; E- 20, 22 57 FORMED STEEL DECK 4 FREE FORMAT 34 full and partial composite design 45, 57 FULL OUTPUT 24, 28 Girder 30 I D Name 60 I N P U T 6 I-series Asymmetrical Type 10 I-series Symmetrical Type 10 I-SHAPED MEMBERS 2, 3 Indicators of input data options 8 Input Parameters 36, 38, 41, 43, 45 Input Parameters Related to Axial Stress 36 Input Template File 10 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 67 INDEX PAGE Inside diameter of a pipe 61 Internal Input Set 10, 29 IOFLO 57 KEYCPOUT.DAT 7 KEYOUTPU.DAT 7, 15, 57 KEYSTLDE.DAT 7, 10 Laterally unsupported length 38, 39 length unit 6 LOAD.DAT 6 MAT.DAT 6, 7, 36, 47, 48, 57, 58 MODEL.DAT 6, 7, 38, 39, 41 NAmelisting indicator 51 Net-area/Gross-area ratio 36 NMLTMFI.DAT 57 Nominal rib height, hr 50 NON-COMPOSITE ANALYSIS 45 Noncompact 2, 3, 33 Noncompact Sections 2, 3 O U T P U T 57 Odd item individual pertinent data 51, 57 ONE column output 20 Optional indicator 38, 39, 41, 43 Output Template File 15, 24 Outside diameter of a pipe 61 P-SERIES 31 Parallel indicator 50 partial composite design 45, 57 PARTIAL COMPOSITE DESIGN 45 Partial data ................................................ 31 PErpendicular indicator 50 Phar Lap fatal err 10049 ......................................... 57 PIN-CONNECTED MEMBERS 2 Radius of gyration .......................................... 36, 43 Ran out of stack buffers RBAR ELEMent ........................................... 7, 61 RECTANGULAR PLATES ........................................... 3 RECTANGULAR TUBE ............................................. 3 REPE Command .................................................... 53 RESULTL output ............................................... 6, 45 reusable accumulative data base ............................... 59 Rib-deck ........................................................ 58 SECT.DAT ................................................... 6, 59 section area .................................................. 60 section comprising the compression flange ... , RT 60 SECTION PROPERTIES OF MEMBERS .................................... 59 shear connector data ........................................... 50 CAE,INC. FILE: SETS_STEEL_DESIGN_USER_MANUAL PAGE 68 INDEX PAGE SHEAR CONNECTORS ............................................... 4 Shear stud connector output .................................... 57 SHored Composite indicator ................................. 45, 49 Slender ....................................................... 2, 33 SOLID MEMBERS ................................................... 3 STEEL DESIGN DATA ............................................ 1, 7 STRESS.DAT ...................................................... 57 strong axis depth ............................................... 40 STUDOUT.DAT ..................................................... 57 Symbolic Syntaxes ............................................... 30 Symmetrical data form ........................................ 8, 10 T-Format statement ............................................. 20 temperature load ................................................. 60 Template Files .................................................. 10 TENSION MEMBERS .................................................. 2 Thickness of a pipe wall, t ...................................... 61 Thickness of a plate element ..................................... 61 thickness of flange for design use .............................. 60 thickness of web for design use ................................. 60 Time Saving Instruction ......................................... 53 torsional constant .............................................. 60 UBC Code i, ii, iii, iv, 1, 9, 11, 17, 29, 34, 38, 41, 45, 49, 50, 51, 52 Ultimate strength ............................................... 36 Uniform load plus pertinent data ................................. 45 Unit system ...................................................... 6 Unit volume weight of steel, Uw .................................. 40 UNshored Composite indicator ................................. 45, 49 USPSD (USPDESI) ................................................. 1 WEAK AXIS BENDING .............................................. 3 Web Height 39 Web thickness .................................................38, 39 width of flange for design use .................................. 60 Y-AXIAL DATA NOT OUTPUT ......................................... 25 Yield strength of the element material .............. 36, 38, 43, 48 Young's modulus of concrete ................................. 45, 48 Young's modulus of steel .................................. 45, 48