<?xml version="1.0" encoding="UTF-8" ?>
<?xml-stylesheet type="text/xsl" href="https://communities.bentley.com/cfs-file/__key/system/syndication/rss.xsl" media="screen"?><rss version="2.0" xmlns:dc="http://purl.org/dc/elements/1.1/"><channel><title>Rex Homer C.'s Activities</title><link>https://communities.bentley.com/members/280e9aaf_2d00_9397_2d00_47db_2d00_bdec_2d00_127e1628e489</link><description>Rex Homer C.'s recent activity</description><dc:language>en-US</dc:language><generator>Telligent Community 12</generator><item><title>Strap Foundation and Strap Beams</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/249602/strap-foundation-and-strap-beams</link><pubDate>Thu, 31 Aug 2023 07:20:03 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:3fa79a7c-6059-49b4-8395-4b67b90c1f42</guid><dc:creator>Rex Homer C.</dc:creator><description>&lt;p&gt;Good day!&lt;/p&gt;
&lt;p&gt;This is with regard the strap beams.&lt;br /&gt;We know that in STAAD Foundation, there is an option to design a STRAP FOOTING.&lt;br /&gt;Should I model the strap beams in STAAD Modeling? Or should I just consider this in the strap foundation design at STAAD Foundation Advance?&lt;br /&gt;&lt;br /&gt;Thanks in advance.&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 11 EQN. NO. 1 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. and several other warning</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/216326/warning--zero-stiffness-in-direction-1-at-joint-11-eqn-no-1-loads-applied-or-distributed-here-from-elements-will-be-ignored-this-may-be-due-to-all-members-at-this-joint-being-released-or-effectively-released-in-this-direction</link><pubDate>Wed, 07 Jul 2021 08:59:57 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:a0cb7213-af23-4565-bc64-0f56b295ee0d</guid><dc:creator>Rex Homer C.</dc:creator><description>&lt;p&gt;Good day Everyone!&lt;/p&gt;
&lt;p&gt;I have several warnings in what I&amp;#39;m trying to design.&lt;/p&gt;
&lt;p&gt;I designed this model in STAAD TRUSS since this is a truss.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;Below are the details. Thanks in advance.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;P R O B L E M S T A T I S T I C S&lt;br /&gt; -----------------------------------&lt;br /&gt; &lt;br /&gt; NUMBER OF JOINTS 121 NUMBER OF MEMBERS 197&lt;br /&gt; NUMBER OF PLATES 0 NUMBER OF SOLIDS 0&lt;br /&gt; NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 22&lt;/p&gt;
&lt;p&gt;SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER&lt;/p&gt;
&lt;p&gt;ORIGINAL/FINAL BAND-WIDTH= 102/ 18/ 45 DOF&lt;br /&gt; TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 297&lt;br /&gt; TOTAL LOAD COMBINATION CASES = 5 SO FAR.&lt;br /&gt; SIZE OF STIFFNESS MATRIX = 14 DOUBLE KILO-WORDS&lt;br /&gt; STAAD TRUSS -- PAGE NO. 7&lt;/p&gt;
&lt;p&gt;REQRD/AVAIL. DISK SPACE = 12.5/ 871950.9 MB&lt;/p&gt;
&lt;p&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 11 EQN.NO. 1&lt;br /&gt; LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED.&lt;br /&gt; THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR&lt;br /&gt; EFFECTIVELY RELEASED IN THIS DIRECTION.&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 55 EQN.NO. 4&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 88 EQN.NO. 7&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 89 EQN.NO. 10&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 60 EQN.NO. 13&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 90 EQN.NO. 16&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 61 EQN.NO. 19&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 91 EQN.NO. 22&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 62 EQN.NO. 25&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 92 EQN.NO. 28&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 63 EQN.NO. 31&lt;br /&gt;*WARNING- ZERO STIFFNESS IN DIRECTION 1 AT JOINT 93 EQN.NO. 34&lt;br /&gt; &lt;br /&gt; **WARNING - THERE WERE MORE THAN 12 DOF WITH ZERO STIFFNESS.&lt;br /&gt; THE FIRST 12 ARE LISTED ABOVE.&lt;br /&gt; TOTAL # TRANSLATIONAL= 84 TOTAL # ROTATIONAL= 0&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 121 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 4.4049210E+02 L-MATRIX DIAG= 3.6663829E-07 EQN NO 54&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; **NOTE** STAAD DETECTS INSTABILITIES AS EXCESSIVE LOSS OF SIGNIFICANT DIGITS&lt;br /&gt; DURING DECOMPOSITION. WHEN A DECOMPOSED DIAGONAL IS LESS THAN THE&lt;br /&gt; BUILT-IN REDUCTION FACTOR TIMES THE ORIGINAL STIFFNESS MATRIX DIAGONAL,&lt;br /&gt; STAAD PRINTS A SINGULARITY NOTICE. THE BUILT-IN REDUCTION FACTOR&lt;br /&gt; IS 1.000E-09&lt;br /&gt; &lt;br /&gt; THE ABOVE CONDITIONS COULD ALSO BE CAUSED BY VERY STIFF OR VERY WEAK&lt;br /&gt; ELEMENTS AS WELL AS TRUE SINGULARITIES.&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 8 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 4.0197194E+01 L-MATRIX DIAG= 7.1054274E-15 EQN NO 65&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 41 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 6.1183192E+02 L-MATRIX DIAG= 3.9748602E-07 EQN NO 72&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 2 DIRECTION = FX&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.2704715E+02 L-MATRIX DIAG= -4.0103032E-11 EQN NO 73&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; STAAD TRUSS -- PAGE NO. 8&lt;/p&gt;
&lt;p&gt;&lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 2 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 1.4603033E+01 L-MATRIX DIAG= -2.4886759E-12 EQN NO 74&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 2 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.3650660E+02 L-MATRIX DIAG= -4.1524117E-11 EQN NO 75&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 4 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 1.4743329E+01 L-MATRIX DIAG= 3.5527137E-15 EQN NO 95&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 4 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.3408224E+02 L-MATRIX DIAG= -2.8421709E-14 EQN NO 96&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 118 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 4.4165583E+02 L-MATRIX DIAG= 0.0000000E+00 EQN NO 114&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 119 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 4.5418037E+02 L-MATRIX DIAG= 2.3703706E-11 EQN NO 117&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 38 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.9622196E+02 L-MATRIX DIAG= 5.6843419E-14 EQN NO 153&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 124 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 4.5490480E+02 L-MATRIX DIAG= 8.2428642E-10 EQN NO 156&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 1 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 1.4522596E+01 L-MATRIX DIAG= 1.7763568E-15 EQN NO 188&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 1 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.3057744E+02 L-MATRIX DIAG= 0.0000000E+00 EQN NO 189&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 39 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 6.1455070E+02 L-MATRIX DIAG= 1.9194886E-09 EQN NO 192&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; STAAD TRUSS -- PAGE NO. 9&lt;/p&gt;
&lt;p&gt;&lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 6 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 3.9099370E+01 L-MATRIX DIAG= 7.1054274E-15 EQN NO 194&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 3 DIRECTION = FX&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.3288038E+02 L-MATRIX DIAG= -3.6948222E-11 EQN NO 226&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 3 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 1.4667662E+01 L-MATRIX DIAG= -2.3252511E-12 EQN NO 227&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 3 DIRECTION = FZ&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 2.3288195E+02 L-MATRIX DIAG= -3.6919801E-11 EQN NO 228&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 75 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 5.6258032E+03 L-MATRIX DIAG= 1.8189894E-12 EQN NO 242&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 54 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 5.5161260E+03 L-MATRIX DIAG= 4.9476512E-10 EQN NO 284&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; ***WARNING - INSTABILITY AT JOINT 43 DIRECTION = FY&lt;br /&gt; PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING&lt;br /&gt; K-MATRIX DIAG= 5.5161260E+03 L-MATRIX DIAG= -6.9212547E-10 EQN NO 296&lt;br /&gt; ***NOTE - VERY WEAK SPRING ADDED FOR STABILITY&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 290. LOAD LIST 5 TO 8&lt;br /&gt; 291. FINISH&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; *********** END OF THE STAAD.Pro RUN ***********&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>Mat Foundation Design - STAAD Foundation Advanced Error</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/243493/mat-foundation-design---staad-foundation-advanced-error</link><pubDate>Wed, 29 Mar 2023 02:18:03 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:4274bdda-09af-443f-84a0-d4246840ba92</guid><dc:creator>Rex Homer C.</dc:creator><description>&lt;p&gt;Hello. Good day!&lt;/p&gt;
&lt;p&gt;I was designing a mat foundation at STAAD Foundation Advanced and it cannot give a &amp;quot;PLOT Failure Diagram&amp;quot;.&lt;/p&gt;
&lt;p&gt;Further, it will give an error message saying &amp;quot;The bar arrangement provided corresponds to a steel area that is less than the minimum required steel area prescribed by the code. Hence, the calculated capacity is lower than the minimum capacity that the code requires.&amp;quot; and &amp;quot;Unable to determine a rational value of flexure capacity for steel provided.&amp;quot;&lt;/p&gt;
&lt;p&gt;Punching Shear passed and the steel area required from the designed were solved and none failed.&lt;/p&gt;
&lt;p&gt;What seems to be the problem?&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>Staad Pro Results Error for same model.</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/241903/staad-pro-results-error-for-same-model</link><pubDate>Mon, 20 Feb 2023 10:26:51 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:c7bde68f-f244-4095-aab6-03ae04a87f35</guid><dc:creator>Civil Sar</dc:creator><description>&lt;p&gt;I have to check for the stresses in plates of a circular tank for the storage of salt soltion whose density is 12.027 KN/m3.I have created two models for same structure in first model I have created a dfx file of cicle and break it into required segments and then import it to staad pro then I get my nodes and I translated them into vertical axis and by the help of these nodes I creaded plates and then translating those plates I have created a model of tank another model by translating notes by circular translation tool I have created a model and does not involve dfx in this model I created a model and then applied load and other properties on both models plate as a hydrostatic load with pressure varrying from 89 KN/m2 at bottom to 0 KN/m2 at top of the tan. Thickness of plate is taken as 10 mm in both cases but the stresses coming from staad model and behavior of both models are completely different.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;Models Link are attached as follow.&lt;/p&gt;
&lt;p&gt;&lt;a href="https://drive.google.com/drive/folders/1rvXRGrQA97oCqKga_DAqlp2kndK-qSor?usp=share_link"&gt;drive.google.com/.../1rvXRGrQA97oCqKga_DAqlp2kndK-qSor&lt;/a&gt;&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>Area of Steel Reqd. for Tran. Moment for Load Case ____ exceeds the Maximum Allowable for Element # ______ - STAAD.Pro Connect</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/242066/area-of-steel-reqd-for-tran-moment-for-load-case-____-exceeds-the-maximum-allowable-for-element-______---staad-pro-connect</link><pubDate>Thu, 23 Feb 2023 12:15:34 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:6289728c-8958-4a20-8736-5b53d515c24e</guid><dc:creator>Rex Homer C.</dc:creator><description>&lt;p&gt;Good day.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;I was analyzing a model and designing the plates I made at STAAD.Pro Advanced Connect Edition 22.00.00.15. After the run analysis, the result gave the above notice on several plate elements I had.&lt;/p&gt;
&lt;p&gt;I modeled the plate elements using parametric models.&lt;/p&gt;
&lt;p&gt;Assigned a thickness of 0.15m.&lt;/p&gt;
&lt;p&gt;Material is concrete with an fc&amp;#39; of 21MPa.&lt;/p&gt;
&lt;p&gt;Steel fy of 275MPa.&lt;/p&gt;
&lt;p&gt;Clear Cover is around 25mm to 38mm.&lt;/p&gt;
&lt;p&gt;Code is ACI 318-11.&lt;img style="max-height:240px;max-width:320px;" alt=" " src="/resized-image/__size/640x480/__key/communityserver-discussions-components-files/5932/area-of-steel-required-exceeds.PNG" /&gt;&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;I understand that the required steel for transverse moment for the specific load case exceeds the maximum allowable for that specific plate element.&lt;/p&gt;
&lt;p&gt;But may I know how do you obtain the maximum allowable steel area required for the concrete plate element? I was presuming that we&amp;#39;re considering the maximum steel ratio.&lt;/p&gt;
&lt;p&gt;Or what are the other factors in determining the maximum allowable steel area for a specific plate element considering that its size varies and there were some quite small plate elements.&lt;/p&gt;
&lt;p&gt;Thanks in advance.&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>when to take fixed support and when to take pinned support.</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/112169/when-to-take-fixed-support-and-when-to-take-pinned-support</link><pubDate>Mon, 12 Oct 2015 13:06:19 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:af996ddb-34ee-4502-a751-ea050f6cfeb9</guid><dc:creator>Akshay Jain</dc:creator><description>&lt;p&gt;Please someone clarify, when to take fixed support and hinged support. and please tell me what is the difference between both the supports. &amp;nbsp; &amp;nbsp; &amp;nbsp; &amp;nbsp;&lt;/p&gt;
&lt;p&gt;I know that fixed support will have the moment but pinned support doesn&amp;#39;t have.&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>Large Footing Design</title><link>https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/219009/large-footing-design</link><pubDate>Fri, 03 Sep 2021 07:48:45 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:89402347-f091-4dc9-ae29-64906b40d7ab</guid><dc:creator>Rex Homer C.</dc:creator><description>&lt;p&gt;Good day everyone!&lt;br /&gt;&lt;br /&gt;I have a problem with my design. I have been trying to solve this for already a week. I kept checking the loads that I gave and also the specs and others.&lt;/p&gt;
&lt;p&gt;I don&amp;#39;t know and I cannot see what is/are the problem/s if there is.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;I was designing a 2 story office building.&lt;/p&gt;
&lt;p&gt;When I started to the design the footing in either RCDC or STAAD Foundation Advanced, the footing dimension of the front two columns and behind it is too large and the depth is terrible.&lt;/p&gt;
&lt;p&gt;Hoping someone could shed some light as to why this happened.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;The ff. are the details. Thanks in advance.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;6. UNIT METER KN&lt;br /&gt; 7. JOINT COORDINATES&lt;br /&gt; 8. 1 0 0 0; 2 4 0 0; 3 8 0 0; 4 0 1.5 0; 5 4 1.5 0; 6 8 1.5 0; 7 0 4.65 0&lt;br /&gt; 9. 8 4 4.65 0; 9 8 4.65 0; 10 0 7.65 0; 11 4 7.65 0; 12 8 7.65 0; 13 0 0 4&lt;br /&gt; 10. 14 4 0 4; 15 8 0 4; 16 0 1.5 4; 17 4 1.5 4; 18 8 1.5 4; 19 0 4.65 4&lt;br /&gt; 11. 20 4 4.65 4; 21 8 4.65 4; 22 0 7.65 4; 23 4 7.65 4; 24 8 7.65 4; 25 0 0 8&lt;br /&gt; 12. 26 4 0 8; 27 8 0 8; 28 0 1.5 8; 29 4 1.5 8; 30 8 1.5 8; 31 0 4.65 8&lt;br /&gt; 13. 32 4 4.65 8; 33 8 4.65 8; 34 0 7.65 8; 35 4 7.65 8; 36 8 7.65 8; 38 4 0 9.85&lt;br /&gt; 14. 39 8 0 9.85; 41 4 1.5 9.85; 42 8 1.5 9.85; 44 4 4.65 9.85; 45 8 4.65 9.85&lt;br /&gt; 15. 47 4 7.65 9.85; 48 8 7.65 9.85; 49 12 0 0; 50 12 1.5 0; 51 12 4.65 0&lt;br /&gt; 16. 52 12 7.65 0; 53 12 1.5 4; 54 12 4.65 4; 55 12 7.65 4; 56 12 1.5 8&lt;br /&gt; 17. 57 12 4.65 8; 58 12 7.65 8; 59 12 0 4; 60 12 0 8; 61 8 4.65 5.48649&lt;br /&gt; 18. 62 12 4.65 5.48649; 63 12 3.075 4; 64 12 3.075 8&lt;br /&gt; 19. MEMBER INCIDENCES&lt;br /&gt; 20. 1 1 4; 2 2 5; 3 3 6; 4 4 7; 5 5 8; 6 6 9; 7 7 10; 8 8 11; 9 9 12; 10 4 16&lt;br /&gt; 21. 11 5 17; 12 6 18; 13 7 19; 14 8 20; 15 9 21; 16 10 22; 17 11 23; 18 12 24&lt;br /&gt; 22. 19 16 28; 20 17 29; 21 18 30; 22 19 31; 23 20 32; 24 21 61; 25 22 34; 26 23 35&lt;br /&gt; 23. 27 24 36; 29 29 41; 30 30 42; 32 32 44; 33 33 45; 35 35 47; 36 36 48; 37 6 50&lt;br /&gt; 24. 38 9 51; 39 12 52; 40 18 53; 41 21 54; 42 24 55; 43 30 56; 44 33 57; 45 36 58&lt;br /&gt; 25. 49 49 50; 50 50 51; 51 51 52; 52 50 53; 53 51 54; 54 52 55; 55 53 56; 56 54 62&lt;br /&gt; 26. 57 55 58; 58 13 16; 59 16 19; 60 19 22; 61 25 28; 62 28 31; 63 31 34; 64 14 17&lt;br /&gt; 27. 65 17 20; 66 20 23; 67 26 29; 68 29 32; 69 32 35; 70 38 41; 71 41 44; 72 44 47&lt;br /&gt; 28. 73 15 18; 74 18 21; 75 21 24; 76 27 30; 77 30 33; 78 33 36; 79 39 42; 80 42 45&lt;br /&gt; 29. 81 45 48; 82 59 53; 83 53 63; 84 54 55; 85 60 56; 86 56 64; 87 57 58; 88 4 5&lt;br /&gt; 30. 89 5 6; 90 7 8; 91 8 9; 92 10 11; 93 11 12; 94 16 17; 95 17 18; 96 19 20&lt;br /&gt; 31. 97 20 21; 98 22 23; 99 23 24; 100 28 29; 101 29 30; 102 31 32; 103 32 33&lt;br /&gt; 32. 104 34 35; 105 35 36; 106 44 45; 107 47 48; 108 61 33; 109 62 57; 110 61 62&lt;br /&gt; 33. 111 63 54; 112 64 57; 113 63 64; 114 41 42&lt;br /&gt; 34. START GROUP DEFINITION&lt;br /&gt; 35. FLOOR&lt;br /&gt; 36. _2F-2W1 13 TO 15 22 TO 24 38 41 53 90 91 96 97 102 103 108&lt;br /&gt; 37. _2F-1W1 24 41 56 110&lt;br /&gt; 38. _2F-1W2 32 33 103 106&lt;br /&gt;39. _RB1 16 TO 18 25 TO 27 39 42 45 54 57 92 93 98 99 104 105&lt;br /&gt; 40. _RB2 35 36 105 107&lt;br /&gt; 41. JOINT&lt;br /&gt; 42. END GROUP DEFINITION&lt;br /&gt; 43. DEFINE MATERIAL START&lt;br /&gt; 44. ISOTROPIC CONCRETE&lt;br /&gt; 45. E 2.17185E+007&lt;br /&gt; 46. POISSON 0.17&lt;br /&gt; 47. DENSITY 23.5616&lt;br /&gt; 48. ALPHA 1E-005&lt;br /&gt; 49. DAMP 0.05&lt;br /&gt; 50. TYPE CONCRETE&lt;br /&gt; 51. STRENGTH FCU 27579&lt;br /&gt; 52. END DEFINE MATERIAL&lt;br /&gt; 53. MEMBER PROPERTY AMERICAN&lt;br /&gt; 54. 10 TO 12 19 TO 21 29 30 37 40 43 52 55 88 89 94 95 100 101 -&lt;br /&gt; 55. 114 PRIS YD 0.4 ZD 0.25&lt;br /&gt; 56. 1 TO 9 49 TO 51 58 TO 87 111 112 PRIS YD 0.3 ZD 0.3&lt;br /&gt; 57. 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 53 54 56 57 90 TO 93 -&lt;br /&gt; 58. 96 TO 99 102 TO 110 113 PRIS YD 0.3 ZD 0.25&lt;br /&gt; 59. CONSTANTS&lt;br /&gt; 60. MATERIAL CONCRETE ALL&lt;br /&gt; 61. MEMBER OFFSET&lt;br /&gt; 62. 37 40 43 88 89 94 95 100 101 114 START 0.15 -0.2 0&lt;br /&gt; 63. 37 40 43 88 89 94 95 100 101 114 END -0.15 -0.2 0&lt;br /&gt; 64. 10 TO 12 19 TO 21 29 30 52 55 START 0 -0.2 0.15&lt;br /&gt; 65. 10 TO 12 19 TO 21 29 30 52 55 END 0 -0.2 -0.15&lt;br /&gt; 66. 38 39 41 42 44 45 90 TO 93 96 TO 99 102 TO 107 110 START 0.15 -0.15 0&lt;br /&gt; 67. 38 39 41 42 44 45 90 TO 93 96 TO 99 102 TO 107 110 END -0.15 -0.15 0&lt;br /&gt; 68. 13 TO 18 22 TO 27 32 33 35 36 53 54 56 57 113 START 0 -0.15 0.15&lt;br /&gt; 69. 13 TO 18 22 23 25 TO 27 32 33 35 36 53 54 57 108 109 113 END 0 -0.15 -0.15&lt;br /&gt; 70. 24 END 0 -0.15 0.0385135&lt;br /&gt; 71. 108 START 0 -0.15 0.0385135&lt;br /&gt; 72. 56 END 0 -0.15 0.0385135&lt;br /&gt; 73. 109 START 0 -0.15 0.0385135&lt;br /&gt; 74. MEMBER CRACKED&lt;br /&gt; 75. 1 TO 9 49 TO 51 58 TO 87 111 112 REDUCTION RIY 0.700000 RIZ 0.700000&lt;br /&gt; 76. 10 TO 27 29 30 32 33 35 TO 45 52 TO 57 88 TO 109 -&lt;br /&gt; 77. 110 REDUCTION RIY 0.350000 RIZ 0.350000&lt;br /&gt; 78. SUPPORTS&lt;br /&gt; 79. 1 TO 3 13 TO 15 25 TO 27 38 39 49 59 60 PINNED&lt;br /&gt; 80. DEFINE REFERENCE LOADS&lt;br /&gt; 81. LOAD R1 LOADTYPE DEAD TITLE DL&lt;br /&gt; 82. SELFWEIGHT Y -1&lt;br /&gt; 83. FLOOR LOAD&lt;br /&gt; 84. _2F-2W1 FLOAD -3.6 GY&lt;br /&gt; 85. ONEWAY LOAD&lt;br /&gt; 86. _2F-1W1 ONE -3.6 GY&lt;br /&gt; 87. _2F-1W2 ONE -3.6 GY&lt;br /&gt; 88. FLOOR LOAD&lt;br /&gt; 89. _2F-2W1 FLOAD -1.1 GY&lt;br /&gt; 90. ONEWAY LOAD&lt;br /&gt; 91. _2F-1W1 ONE -1.1 GY&lt;br /&gt; 92. _2F-1W2 ONE -1.1 GY&lt;br /&gt; 93. FLOOR LOAD&lt;br /&gt; 94. _2F-2W1 FLOAD -1 GY&lt;br /&gt;95. ONEWAY LOAD&lt;br /&gt; 96. _2F-1W1 ONE -1 GY&lt;br /&gt; 97. _2F-1W2 ONE -1 GY&lt;br /&gt; 98. FLOOR LOAD&lt;br /&gt; 99. _RB1 FLOAD -0.2 GY&lt;br /&gt; 100. ONEWAY LOAD&lt;br /&gt; 101. _RB2 ONE -0.2 GY&lt;br /&gt; 102. MEMBER LOAD&lt;br /&gt; 103. 22 56 102 109 UNI GY -8.09&lt;br /&gt; 104. 13 38 44 53 90 91 103 UNI GY -2.8&lt;br /&gt; 105. 113 UNI GY -7.2&lt;br /&gt; 106. 108 UNI GY -3.6&lt;br /&gt; 107. 98 LIN Y 0 -0.167&lt;br /&gt; 108. 42 LIN Y -0.167 0&lt;br /&gt; 109. 99 UNI GY -0.167&lt;br /&gt; 110. 17 18 LIN Y 0 -0.14&lt;br /&gt; 111. 26 27 LIN Y -0.14 0&lt;br /&gt; 112. 93 CON GY -1.368 2&lt;br /&gt; 113. 99 CON GY -2.695 2&lt;br /&gt; 114. 105 CON GY -2.189 2&lt;br /&gt; 115. 107 CON GY -1.144 2&lt;br /&gt; 116. JOINT LOAD&lt;br /&gt; 117. 23 24 FY -1.253&lt;br /&gt; 118. 10 34 52 58 FY -2.103&lt;br /&gt; 119. LOAD R2 LOADTYPE LIVE REDUCIBLE TITLE LL&lt;br /&gt; 120. FLOOR LOAD&lt;br /&gt; 121. _2F-2W1 FLOAD -2.4 GY&lt;br /&gt; 122. ONEWAY LOAD&lt;br /&gt; 123. _2F-1W1 ONE -2.4 GY&lt;br /&gt; 124. _2F-1W2 ONE -1.9 GY&lt;br /&gt; 125. MEMBER LOAD&lt;br /&gt; 126. 113 UNI GY -2.8&lt;br /&gt; 127. END DEFINE REFERENCE LOADS&lt;br /&gt; 128. FLOOR DIAPHRAGM&lt;br /&gt; 129. DIA 1 TYPE RIG HEI 1.5 JOINT 4 TO 6 16 TO 18 28 TO 30 41 42 50 53 56&lt;br /&gt; 130. DIA 2 TYPE RIG HEI 4.65 JOINT 7 TO 9 19 TO 21 31 TO 33 44 45 51 54 57&lt;br /&gt; 131. DIA 3 TYPE RIG HEI 7.65 JOINT 10 TO 12 22 TO 24 34 TO 36 47 48 52 55 58&lt;br /&gt; 132. CHECK SOFT STORY ASCE7&lt;br /&gt; &lt;br /&gt; *** NOTE: NEITHER &amp;quot;MASS&amp;quot; NOR &amp;quot;GRAVITY&amp;quot; REFERENCE LOADTYPE IS PRESENT.&lt;br /&gt; MASS MODEL IS FORMED BY COMBINING ALL &amp;quot;DEAD&amp;quot; AND &amp;quot;LIVE&amp;quot; (IF ANY) REFERENCE LOADTYPES.&lt;br /&gt; *** NOTE: MASS MODEL FORMED WILL BE USED IN SEISMIC/RESPONSE/TIME HISTORY LOADING, IF ANY.&lt;br /&gt; IF MASS MODEL IS SEPARATELY PROVIDED IN INDIVIDUAL LOADING, THE GENERATED MASS&lt;br /&gt; WILL BE REPLACED BY THE MASS PROVIDED IN INDIVIDUAL LOADING.&lt;/p&gt;
&lt;p&gt;************************************************************************************&lt;br /&gt; &lt;br /&gt; FLOOR DIAPHRAGM UNIT - KN METE&lt;br /&gt; --------------- ----------------&lt;br /&gt; &lt;br /&gt; NO. TYPE FL. LEVEL FL. WT CENTRE OF MASS MASTER JOINT NO.&lt;br /&gt; X Z&lt;br /&gt; 1 RIGID 1.500 229.91 5.913 4.600 65&lt;br /&gt; 2 RIGID 4.650 1084.32 5.603 4.293 66&lt;br /&gt; 3 RIGID 7.650 207.41 5.999 4.566 67&lt;br /&gt; ************************************************************************************&lt;br /&gt; &lt;br /&gt; 133. DEFINE WIND LOAD&lt;br /&gt; 134. TYPE 1 WIND 1&lt;br /&gt; 135. &amp;lt;! STAAD PRO GENERATED DATA DO NOT MODIFY !!!&lt;br /&gt; 136. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -&lt;br /&gt; 137. 2 6.150 M 12.000 M 9.850 M 2.000 0.010 0 -&lt;br /&gt; 138. 0 0 0 0 0.626 1.000 1.000 0.850 0 -&lt;br /&gt; 139. 0 0 0 0.872 0.800 -0.180&lt;br /&gt; 140. !&amp;gt; END GENERATED DATA BLOCK&lt;br /&gt; 141. INT 1.3968 1.3968 1.40499 1.41304 1.42094 1.42871 1.43634 1.44385 1.45123 -&lt;br /&gt; 142. 1.4585 1.46565 1.47269 1.47964 1.48647 1.49322 HEIG 0 4.572 4.69339 -&lt;br /&gt; 143. 4.81477 4.93615 5.05754 5.17892 5.30031 5.42169 5.54308 5.66446 -&lt;br /&gt; 144. 5.78585 5.90723 6.02861 6.15&lt;br /&gt; 145. TYPE 2 WIND 2&lt;br /&gt; 146. &amp;lt;! STAAD PRO GENERATED DATA DO NOT MODIFY !!!&lt;br /&gt; 147. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -&lt;br /&gt; 148. 2 6.150 M 12.000 M 9.850 M 2.000 0.010 1 -&lt;br /&gt; 149. 0 0 0 0 0.626 1.000 1.000 0.850 0 -&lt;br /&gt; 150. 0 0 0 0.872 -0.456 0.180&lt;br /&gt; 151. !&amp;gt; END GENERATED DATA BLOCK&lt;br /&gt; 152. INT -0.983305 -0.983305 HEIG 0 6.15&lt;br /&gt; 153. TYPE 3 WIND 3&lt;br /&gt; 154. &amp;lt;! STAAD PRO GENERATED DATA DO NOT MODIFY !!!&lt;br /&gt; 155. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -&lt;br /&gt; 156. 1 6.150 M 9.850 M 12.000 M 2.000 0.010 0 -&lt;br /&gt; 157. 0 0 0 0 0.626 1.000 1.000 0.850 0 -&lt;br /&gt; 158. 0 0 0 0.869 0.800 -0.550&lt;br /&gt; 159. !&amp;gt; END GENERATED DATA BLOCK&lt;br /&gt; 160. INT 2.02149 2.02149 2.02965 2.03766 2.04553 2.05326 2.06086 2.06833 2.07569 -&lt;br /&gt; 161. 2.08292 2.09004 2.09706 2.10397 2.11078 2.11749 HEIG 0 4.572 4.69339 -&lt;br /&gt; 162. 4.81477 4.93615 5.05754 5.17892 5.30031 5.42169 5.54308 5.66446 -&lt;br /&gt; 163. 5.78585 5.90723 6.02861 6.15&lt;br /&gt; 164. TYPE 4 WIND 4&lt;br /&gt; 165. &amp;lt;! STAAD PRO GENERATED DATA DO NOT MODIFY !!!&lt;br /&gt; 166. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -&lt;br /&gt; 167. 2 6.150 M 9.850 M 12.000 M 2.000 0.010 1 -&lt;/p&gt;
&lt;p&gt;168. 0 0 0 0 0.626 1.000 1.000 0.850 0 -&lt;br /&gt; 169. 0 0 0 0.869 -0.500 0.180&lt;br /&gt; 170. !&amp;gt; END GENERATED DATA BLOCK&lt;br /&gt; 171. INT -1.04489 -1.04489 HEIG 0 6.15&lt;br /&gt; 172. DEFINE UBC LOAD&lt;br /&gt; 173. ZONE 4 I 1 RWX 8.5 RWZ 8.5 STYP 4 CT 0.0731 NA 1 NV 1&lt;br /&gt; 174. LOAD 1 LOADTYPE SEISMIC TITLE EX&lt;br /&gt; 175. UBC LOAD X 1 DEC 1 ACC 0.05&lt;br /&gt; 176. PERFORM ANALYSIS&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; P R O B L E M S T A T I S T I C S&lt;br /&gt; -----------------------------------&lt;br /&gt; &lt;br /&gt; NUMBER OF JOINTS 63 NUMBER OF MEMBERS 108&lt;br /&gt; NUMBER OF PLATES 0 NUMBER OF SOLIDS 0&lt;br /&gt; NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 14&lt;br /&gt; &lt;br /&gt; SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER&lt;br /&gt; ORIGINAL/FINAL BAND-WIDTH= 40/ 14/ 210 DOF&lt;br /&gt; TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 210&lt;br /&gt; TOTAL LOAD COMBINATION CASES = 0 SO FAR.&lt;br /&gt; SIZE OF STIFFNESS MATRIX = 45 DOUBLE KILO-WORDS&lt;br /&gt; REQRD/AVAIL. DISK SPACE = 12.6/ 427731.2 MB&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05&lt;br /&gt; -------- ---------- --------------&lt;br /&gt; &lt;br /&gt; STORY FL. LEVEL IN METE S T A T U S&lt;br /&gt; ----- ----------------- --------------------&lt;br /&gt; X Z&lt;br /&gt; 1 1.50 OK OK&lt;br /&gt; 2 4.65 OK OK&lt;br /&gt; 3 7.65 OK OK&lt;br /&gt; NOTE : NO SOFT STOREY IS DETECTED.&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;***********************************************************&lt;br /&gt; * *&lt;br /&gt; * X DIRECTION : Ta = 0.336 Tb = 0.605 Tuser = 0.000 *&lt;br /&gt; * T = 0.336, LOAD FACTOR = 1.000 *&lt;br /&gt; * UBC TYPE = 97 *&lt;br /&gt; * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN *&lt;br /&gt; * *&lt;br /&gt; ***********************************************************&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.&lt;br /&gt; TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.&lt;br /&gt; DYNAMIC ECCENTRICITY APPLIED = DEC - 1&lt;/p&gt;
&lt;p&gt;LOAD NO.: 1 DIRECTION : X UNIT - METE&lt;br /&gt; &lt;br /&gt; STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.&lt;br /&gt; ----- ----- --------------- --------------- ---------------&lt;br /&gt; X Z X Z X Z&lt;br /&gt; dec + aec dec + aec&lt;br /&gt; 1 1.50 0.00 0.00 0.60 0.49 0.00 0.49&lt;br /&gt; 2 4.65 0.00 0.00 0.60 0.49 0.00 0.49&lt;br /&gt; 3 7.65 0.00 0.00 0.60 0.49 0.00 0.49&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 177. CHANGE&lt;br /&gt; 178. LOAD 2 LOADTYPE SEISMIC TITLE E-X&lt;br /&gt; 179. UBC LOAD X -1 DEC 1 ACC -0.05&lt;br /&gt; 180. PERFORM ANALYSIS&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05&lt;br /&gt; -------- ---------- --------------&lt;br /&gt; &lt;br /&gt; STORY FL. LEVEL IN METE S T A T U S&lt;br /&gt; ----- ----------------- --------------------&lt;br /&gt; X Z&lt;br /&gt; 1 1.50 OK OK&lt;br /&gt; 2 4.65 OK OK&lt;br /&gt; 3 7.65 OK OK&lt;br /&gt; NOTE : NO SOFT STOREY IS DETECTED.&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***********************************************************&lt;br /&gt; * *&lt;br /&gt; * X DIRECTION : Ta = 0.336 Tb = 0.605 Tuser = 0.000 *&lt;br /&gt; * T = 0.336, LOAD FACTOR = -1.000 *&lt;br /&gt; * UBC TYPE = 97 *&lt;br /&gt; * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN *&lt;br /&gt; * *&lt;br /&gt; ***********************************************************&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.&lt;br /&gt; TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.&lt;br /&gt; DYNAMIC ECCENTRICITY APPLIED = DEC - 1&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;LOAD NO.: 2 DIRECTION : X UNIT - METE&lt;br /&gt; &lt;br /&gt; STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.&lt;br /&gt; ----- ----- --------------- --------------- ---------------&lt;br /&gt; X Z X Z X Z&lt;br /&gt; dec - aec dec - aec&lt;br /&gt; 1 1.50 0.00 0.00 -0.60 -0.49 0.00 -0.49&lt;br /&gt; 2 4.65 0.00 0.00 -0.60 -0.49 0.00 -0.49&lt;br /&gt; 3 7.65 0.00 0.00 -0.60 -0.49 0.00 -0.49&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 181. CHANGE&lt;br /&gt; 182. LOAD 3 LOADTYPE SEISMIC TITLE EZ&lt;br /&gt; 183. UBC LOAD Z 1 DEC 1 ACC 0.05&lt;br /&gt; 184. PERFORM ANALYSIS&lt;br /&gt; &lt;br /&gt; VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05&lt;br /&gt; -------- ---------- --------------&lt;br /&gt; &lt;br /&gt; STORY FL. LEVEL IN METE S T A T U S&lt;br /&gt; ----- ----------------- --------------------&lt;br /&gt; X Z&lt;br /&gt; 1 1.50 OK OK&lt;br /&gt; 2 4.65 OK OK&lt;br /&gt; 3 7.65 OK OK&lt;br /&gt; NOTE : NO SOFT STOREY IS DETECTED.&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***********************************************************&lt;br /&gt; * *&lt;br /&gt; * Z DIRECTION : Ta = 0.336 Tb = 0.559 Tuser = 0.000 *&lt;br /&gt; * T = 0.336, LOAD FACTOR = 1.000 *&lt;br /&gt; * UBC TYPE = 97 *&lt;br /&gt; * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN *&lt;br /&gt; * *&lt;br /&gt; ***********************************************************&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.&lt;br /&gt; TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.&lt;br /&gt; DYNAMIC ECCENTRICITY APPLIED = DEC - 1&lt;/p&gt;
&lt;p&gt;LOAD NO.: 3 DIRECTION : Z UNIT - METE&lt;br /&gt; &lt;br /&gt; STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.&lt;br /&gt; ----- ----- --------------- --------------- ---------------&lt;br /&gt; X Z X Z X Z&lt;br /&gt; dec + aec dec + aec&lt;br /&gt; 1 1.50 0.00 0.00 0.60 0.49 0.60 0.00&lt;br /&gt; 2 4.65 0.00 0.00 0.60 0.49 0.60 0.00&lt;br /&gt; 3 7.65 0.00 0.00 0.60 0.49 0.60 0.00&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 185. CHANGE&lt;br /&gt; 186. LOAD 4 LOADTYPE SEISMIC TITLE E-Z&lt;br /&gt; 187. UBC LOAD Z -1 DEC 1 ACC -0.05&lt;br /&gt; 188. PERFORM ANALYSIS&lt;br /&gt; &lt;br /&gt; VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05&lt;br /&gt; -------- ---------- --------------&lt;br /&gt; &lt;br /&gt; STORY FL. LEVEL IN METE S T A T U S&lt;br /&gt; ----- ----------------- --------------------&lt;br /&gt; X Z&lt;br /&gt; 1 1.50 OK OK&lt;br /&gt; 2 4.65 OK OK&lt;br /&gt; 3 7.65 OK OK&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;NOTE : NO SOFT STOREY IS DETECTED.&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***********************************************************&lt;br /&gt; * *&lt;br /&gt; * Z DIRECTION : Ta = 0.336 Tb = 0.559 Tuser = 0.000 *&lt;br /&gt; * T = 0.336, LOAD FACTOR = -1.000 *&lt;br /&gt; * UBC TYPE = 97 *&lt;br /&gt; * UBC FACTOR V = 0.1294 x 1594.12 = 206.30 KN *&lt;br /&gt; * *&lt;br /&gt; ***********************************************************&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.&lt;br /&gt; TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.&lt;br /&gt; DYNAMIC ECCENTRICITY APPLIED = DEC - 1&lt;/p&gt;
&lt;p&gt;LOAD NO.: 4 DIRECTION : Z UNIT - METE&lt;br /&gt; &lt;br /&gt; STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.&lt;br /&gt; ----- ----- --------------- --------------- ---------------&lt;br /&gt; X Z X Z X Z&lt;br /&gt; dec - aec dec - aec&lt;br /&gt; 1 1.50 0.00 0.00 -0.60 -0.49 -0.60 0.00&lt;br /&gt; 2 4.65 0.00 0.00 -0.60 -0.49 -0.60 0.00&lt;br /&gt; 3 7.65 0.00 0.00 -0.60 -0.49 -0.60 0.00&lt;br /&gt; &lt;br /&gt; ************************************************************************&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 189. CHANGE&lt;br /&gt; 190. LOAD 5 LOADTYPE DEAD TITLE DL&lt;br /&gt; 191. REFERENCE LOAD&lt;br /&gt; 192. R1 1.0&lt;br /&gt; 193. LOAD 6 LOADTYPE LIVE TITLE LL&lt;br /&gt; 194. REFERENCE LOAD&lt;br /&gt; 195. R2 1.0&lt;br /&gt; 196. LOAD 7 LOADTYPE WIND TITLE WL1&lt;br /&gt; 197. WIND LOAD X 1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;/p&gt;
&lt;p&gt;&lt;/p&gt;
&lt;p&gt;198. WIND LOAD -X 1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 199. LOAD 8 LOADTYPE WIND TITLE WL2&lt;br /&gt; 200. WIND LOAD X -1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 201. WIND LOAD -X -1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 202. LOAD 9 LOADTYPE WIND TITLE WL3&lt;br /&gt; 203. WIND LOAD Z 1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 204. WIND LOAD -Z 1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 205. LOAD 10 LOADTYPE WIND TITLE WL4&lt;br /&gt; 206. WIND LOAD Z -1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 207. WIND LOAD -Z -1 TYPE 1 YR 1.5 7.65 ZR 0 8&lt;br /&gt; 208. LOAD COMB 11 GENERATED NSCP 2015 DRIFT 1&lt;br /&gt; 209. 5 1.2 6 0.5 1 1.0&lt;br /&gt; 210. LOAD COMB 12 GENERATED NSCP 2015 DRIFT 2&lt;br /&gt; 211. 5 1.2 6 0.5 2 1.0&lt;br /&gt; 212. LOAD COMB 13 GENERATED NSCP 2015 DRIFT 3&lt;br /&gt; 213. 5 1.2 6 0.5 3 1.0&lt;br /&gt; 214. LOAD COMB 14 GENERATED NSCP 2015 DRIFT 4&lt;br /&gt; 215. 5 1.2 6 0.5 4 1.0&lt;br /&gt; 216. LOAD COMB 15 GENERATED NSCP 2015 DRIFT 5&lt;br /&gt; 217. 5 1.2 6 0.5 1 -1.0&lt;br /&gt; 218. LOAD COMB 16 GENERATED NSCP 2015 DRIFT 6&lt;br /&gt; 219. 5 1.2 6 0.5 2 -1.0&lt;br /&gt; 220. LOAD COMB 17 GENERATED NSCP 2015 DRIFT 7&lt;br /&gt; 221. 5 1.2 6 0.5 3 -1.0&lt;br /&gt; 222. LOAD COMB 18 GENERATED NSCP 2015 DRIFT 8&lt;br /&gt; 223. 5 1.2 6 0.5 4 -1.0&lt;br /&gt; 224. LOAD COMB 19 GENERATED NSCP 2015 DRIFT 9&lt;br /&gt; 225. 5 0.5 1 1.0&lt;br /&gt; 226. LOAD COMB 20 GENERATED NSCP 2015 DRIFT 10&lt;br /&gt; 227. 5 0.5 2 1.0&lt;br /&gt; 228. LOAD COMB 21 GENERATED NSCP 2015 DRIFT 11&lt;br /&gt; 229. 5 0.5 3 1.0&lt;/p&gt;
&lt;p&gt;230. LOAD COMB 22 GENERATED NSCP 2015 DRIFT 12&lt;br /&gt; 231. 5 0.5 4 1.0&lt;br /&gt; 232. LOAD COMB 23 GENERATED NSCP 2015 DRIFT 13&lt;br /&gt; 233. 5 0.5 1 -1.0&lt;br /&gt; 234. LOAD COMB 24 GENERATED NSCP 2015 DRIFT 14&lt;br /&gt; 235. 5 0.5 2 -1.0&lt;br /&gt; 236. LOAD COMB 25 GENERATED NSCP 2015 DRIFT 15&lt;br /&gt; 237. 5 0.5 3 -1.0&lt;br /&gt; 238. LOAD COMB 26 GENERATED NSCP 2015 DRIFT 16&lt;br /&gt; 239. 5 0.5 4 -1.0&lt;br /&gt; 240. LOAD COMB 27 GENERATED NSCP 2015 USD 1&lt;br /&gt; 241. 5 1.4&lt;br /&gt; 242. LOAD COMB 28 GENERATED NSCP 2015 USD 2&lt;br /&gt; 243. 5 1.2 6 1.6&lt;br /&gt; 244. LOAD COMB 29 GENERATED NSCP 2015 USD 3&lt;br /&gt; 245. 5 1.2 6 0.5 7 1.0&lt;br /&gt; 246. LOAD COMB 30 GENERATED NSCP 2015 USD 4&lt;br /&gt; 247. 5 1.2 6 0.5 8 1.0&lt;br /&gt; 248. LOAD COMB 31 GENERATED NSCP 2015 USD 5&lt;br /&gt; 249. 5 1.2 6 0.5 9 1.0&lt;br /&gt; 250. LOAD COMB 32 GENERATED NSCP 2015 USD 6&lt;br /&gt; 251. 5 1.2 6 0.5 10 1.0&lt;br /&gt; 252. LOAD COMB 33 GENERATED NSCP 2015 USD 7&lt;br /&gt; 253. 5 1.42 6 0.5 1 1.25&lt;br /&gt; 254. LOAD COMB 34 GENERATED NSCP 2015 USD 8&lt;br /&gt; 255. 5 1.42 6 0.5 2 1.25&lt;br /&gt; 256. LOAD COMB 35 GENERATED NSCP 2015 USD 9&lt;br /&gt; 257. 5 1.42 6 0.5 3 1.25&lt;br /&gt; 258. LOAD COMB 36 GENERATED NSCP 2015 USD 10&lt;br /&gt; 259. 5 1.42 6 0.5 4 1.25&lt;br /&gt; 260. LOAD COMB 37 GENERATED NSCP 2015 USD 11&lt;br /&gt; 261. 5 1.42 6 0.5 1 -1.25&lt;br /&gt; 262. LOAD COMB 38 GENERATED NSCP 2015 USD 12&lt;br /&gt; 263. 5 1.42 6 0.5 2 -1.25&lt;br /&gt; 264. LOAD COMB 39 GENERATED NSCP 2015 USD 13&lt;br /&gt; 265. 5 1.42 6 0.5 3 -1.25&lt;br /&gt; 266. LOAD COMB 40 GENERATED NSCP 2015 USD 14&lt;br /&gt; 267. 5 1.42 6 0.5 4 -1.25&lt;br /&gt; 268. LOAD COMB 41 GENERATED NSCP 2015 USD 15&lt;br /&gt; 269. 5 0.98 6 0.5 1 1.25&lt;br /&gt; 270. LOAD COMB 42 GENERATED NSCP 2015 USD 16&lt;br /&gt; 271. 5 0.98 6 0.5 2 1.25&lt;br /&gt; 272. LOAD COMB 43 GENERATED NSCP 2015 USD 17&lt;br /&gt; 273. 5 0.98 6 0.5 3 1.25&lt;br /&gt; 274. LOAD COMB 44 GENERATED NSCP 2015 USD 18&lt;br /&gt; 275. 5 0.98 6 0.5 4 1.25&lt;br /&gt; 276. LOAD COMB 45 GENERATED NSCP 2015 USD 19&lt;br /&gt; 277. 5 0.98 6 0.5 1 -1.25&lt;br /&gt; 278. LOAD COMB 46 GENERATED NSCP 2015 USD 20&lt;br /&gt; 279. 5 0.98 6 0.5 2 -1.25&lt;br /&gt; 280. LOAD COMB 47 GENERATED NSCP 2015 USD 21&lt;br /&gt; 281. 5 0.98 6 0.5 3 -1.25&lt;br /&gt; 282. LOAD COMB 48 GENERATED NSCP 2015 USD 22&lt;br /&gt; 283. 5 0.98 6 0.5 4 -1.25&lt;br /&gt; 284. LOAD COMB 49 GENERATED NSCP 2015 USD 23&lt;br /&gt; 285. 5 1.12 1 1.25&lt;/p&gt;
&lt;p&gt;286. LOAD COMB 50 GENERATED NSCP 2015 USD 24&lt;br /&gt; 287. 5 1.12 2 1.25&lt;br /&gt; 288. LOAD COMB 51 GENERATED NSCP 2015 USD 25&lt;br /&gt; 289. 5 1.12 3 1.25&lt;br /&gt; 290. LOAD COMB 52 GENERATED NSCP 2015 USD 26&lt;br /&gt; 291. 5 1.12 4 1.25&lt;br /&gt; 292. LOAD COMB 53 GENERATED NSCP 2015 USD 27&lt;br /&gt; 293. 5 1.12 1 -1.25&lt;br /&gt; 294. LOAD COMB 54 GENERATED NSCP 2015 USD 28&lt;br /&gt; 295. 5 1.12 2 -1.25&lt;br /&gt; 296. LOAD COMB 55 GENERATED NSCP 2015 USD 29&lt;br /&gt; 297. 5 1.12 3 -1.25&lt;br /&gt; 298. LOAD COMB 56 GENERATED NSCP 2015 USD 30&lt;br /&gt; 299. 5 1.12 4 -1.25&lt;br /&gt; 300. LOAD COMB 57 GENERATED NSCP 2015 USD 31&lt;br /&gt; 301. 5 0.68 1 1.25&lt;br /&gt; 302. LOAD COMB 58 GENERATED NSCP 2015 USD 32&lt;br /&gt; 303. 5 0.68 2 1.25&lt;br /&gt; 304. LOAD COMB 59 GENERATED NSCP 2015 USD 33&lt;br /&gt; 305. 5 0.68 3 1.25&lt;br /&gt; 306. LOAD COMB 60 GENERATED NSCP 2015 USD 34&lt;br /&gt; 307. 5 0.68 4 1.25&lt;br /&gt; 308. LOAD COMB 61 GENERATED NSCP 2015 USD 35&lt;br /&gt; 309. 5 0.68 1 -1.25&lt;br /&gt; 310. LOAD COMB 62 GENERATED NSCP 2015 USD 36&lt;br /&gt; 311. 5 0.68 2 -1.25&lt;br /&gt; 312. LOAD COMB 63 GENERATED NSCP 2015 USD 37&lt;br /&gt; 313. 5 0.68 3 -1.25&lt;br /&gt; 314. LOAD COMB 64 GENERATED NSCP 2015 USD 38&lt;br /&gt; 315. 5 0.68 4 -1.25&lt;br /&gt; 316. LOAD COMB 65 GENERATED NSCP 2015 FOOTING DESIGN 1&lt;br /&gt; 317. 5 1.0 6 0.75&lt;br /&gt; 318. LOAD COMB 66 GENERATED NSCP 2015 FOOTING DESIGN 2&lt;br /&gt; 319. 5 0.6 7 0.6&lt;br /&gt; 320. LOAD COMB 67 GENERATED NSCP 2015 FOOTING DESIGN 3&lt;br /&gt; 321. 5 0.6 8 0.6&lt;br /&gt; 322. LOAD COMB 68 GENERATED NSCP 2015 FOOTING DESIGN 4&lt;br /&gt; 323. 5 0.6 9 0.6&lt;br /&gt; 324. LOAD COMB 69 GENERATED NSCP 2015 FOOTING DESIGN 5&lt;br /&gt; 325. 5 0.6 10 0.6&lt;br /&gt; 326. LOAD COMB 70 GENERATED NSCP 2015 FOOTING DESIGN 6&lt;br /&gt; 327. 5 0.757 1 0.893&lt;br /&gt; 328. LOAD COMB 71 GENERATED NSCP 2015 FOOTING DESIGN 7&lt;br /&gt; 329. 5 0.757 2 0.893&lt;br /&gt; 330. LOAD COMB 72 GENERATED NSCP 2015 FOOTING DESIGN 8&lt;br /&gt; 331. 5 0.757 3 0.893&lt;br /&gt; 332. LOAD COMB 73 GENERATED NSCP 2015 FOOTING DESIGN 9&lt;br /&gt; 333. 5 0.757 4 0.893&lt;br /&gt; 334. LOAD COMB 74 GENERATED NSCP 2015 FOOTING DESIGN 10&lt;br /&gt; 335. 5 0.757 1 -0.893&lt;br /&gt; 336. LOAD COMB 75 GENERATED NSCP 2015 FOOTING DESIGN 11&lt;br /&gt; 337. 5 0.757 2 -0.893&lt;br /&gt; 338. LOAD COMB 76 GENERATED NSCP 2015 FOOTING DESIGN 12&lt;br /&gt; 339. 5 0.757 3 -0.893&lt;br /&gt; 340. LOAD COMB 77 GENERATED NSCP 2015 FOOTING DESIGN 13&lt;br /&gt; 341. 5 0.757 4 -0.893&lt;/p&gt;
&lt;p&gt;342. LOAD COMB 78 GENERATED NSCP 2015 FOOTING DESIGN 14&lt;br /&gt; 343. 5 1.0 6 1.0&lt;br /&gt; 344. LOAD COMB 79 GENERATED NSCP 2015 FOOTING DESIGN 15&lt;br /&gt; 345. 5 1.157 6 1.0 1 0.893&lt;br /&gt; 346. LOAD COMB 80 GENERATED NSCP 2015 FOOTING DESIGN 16&lt;br /&gt; 347. 5 1.157 6 1.0 2 0.893&lt;br /&gt; 348. LOAD COMB 81 GENERATED NSCP 2015 FOOTING DESIGN 17&lt;br /&gt; 349. 5 1.157 6 1.0 3 0.893&lt;br /&gt; 350. LOAD COMB 82 GENERATED NSCP 2015 FOOTING DESIGN 18&lt;br /&gt; 351. 5 1.157 6 1.0 4 0.893&lt;br /&gt; 352. LOAD COMB 83 GENERATED NSCP 2015 FOOTING DESIGN 19&lt;br /&gt; 353. 5 1.157 6 1.0 1 -0.893&lt;br /&gt; 354. LOAD COMB 84 GENERATED NSCP 2015 FOOTING DESIGN 20&lt;br /&gt; 355. 5 1.157 6 1.0 2 -0.893&lt;br /&gt; 356. LOAD COMB 85 GENERATED NSCP 2015 FOOTING DESIGN 21&lt;br /&gt; 357. 5 1.157 6 1.0 3 -0.893&lt;br /&gt; 358. LOAD COMB 86 GENERATED NSCP 2015 FOOTING DESIGN 22&lt;br /&gt; 359. 5 1.157 6 1.0 4 -0.893&lt;br /&gt; 360. PERFORM ANALYSIS&lt;br /&gt; &lt;br /&gt; VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05&lt;br /&gt; -------- ---------- --------------&lt;br /&gt; &lt;br /&gt; STORY FL. LEVEL IN METE S T A T U S&lt;br /&gt; ----- ----------------- --------------------&lt;br /&gt; X Z&lt;br /&gt; 1 1.50 OK OK&lt;br /&gt; 2 4.65 OK OK&lt;br /&gt; 3 7.65 OK OK&lt;br /&gt; NOTE : NO SOFT STOREY IS DETECTED.&lt;br /&gt; &lt;br /&gt; &lt;br /&gt; 361. LOAD LIST 11 TO 26&lt;br /&gt; 362. PRINT DIA CR&lt;/p&gt;
&lt;p&gt;************************************************************&lt;br /&gt; &lt;br /&gt; CENTRE OF RIGIDITY UNIT - METE&lt;br /&gt; ------------------ -----------&lt;br /&gt; &lt;br /&gt; DIAPHRAM FL. LEVEL X-COORDINATE Z-COORDINATE&lt;br /&gt; &lt;br /&gt; 1 1.500 6.031 4.991&lt;br /&gt; 2 4.650 6.586 4.981&lt;br /&gt; 3 7.650 6.418 4.846&lt;br /&gt; ************************************************************&lt;br /&gt; &lt;br /&gt; 363. PRINT STORY DRIFT 0.004202&lt;/p&gt;
&lt;p&gt;STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS&lt;br /&gt; ------------------------------------------------------------------------------------------&lt;br /&gt; (METE) X Z X Z&lt;br /&gt; &lt;br /&gt; BASE= 0.00 ALLOW. DRIFT = L / 238&lt;br /&gt; &lt;br /&gt; 1 0.00 11 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 12 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 13 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 14 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 15 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 16 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 17 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 18 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 19 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 20 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 21 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 22 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 23 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 24 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 25 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; 26 0.0000 0.0000 0.0000 0.0000 L /999999 PASS&lt;br /&gt; &lt;br /&gt; 2 1.50 11 0.3916 -0.0008 0.3916 0.0008 L / 383 PASS&lt;/p&gt;
&lt;p&gt;12 -0.3896 -0.0002 0.3896 0.0002 L / 385 PASS&lt;br /&gt; 13 -0.0046 0.3601 0.0046 0.3601 L / 416 PASS&lt;br /&gt; 14 0.0067 -0.3612 0.0067 0.3612 L / 415 PASS&lt;br /&gt; 15 -0.3896 -0.0002 0.3896 0.0002 L / 385 PASS&lt;br /&gt; 16 0.3916 -0.0008 0.3916 0.0008 L / 383 PASS&lt;br /&gt; 17 0.0067 -0.3612 0.0067 0.3612 L / 415 PASS&lt;br /&gt; 18 -0.0046 0.3601 0.0046 0.3601 L / 416 PASS&lt;br /&gt; 19 0.3910 -0.0005 0.3910 0.0005 L / 383 PASS&lt;br /&gt; 20 -0.3902 0.0001 0.3902 0.0001 L / 384 PASS&lt;br /&gt; 21 -0.0053 0.3605 0.0053 0.3605 L / 416 PASS&lt;br /&gt; 22 0.0060 -0.3608 0.0060 0.3608 L / 416 PASS&lt;br /&gt; 23 -0.3902 0.0001 0.3902 0.0001 L / 384 PASS&lt;br /&gt; 24 0.3910 -0.0005 0.3910 0.0005 L / 383 PASS&lt;br /&gt; 25 0.0060 -0.3608 0.0060 0.3608 L / 416 PASS&lt;br /&gt; 26 -0.0053 0.3605 0.0053 0.3605 L / 416 PASS&lt;br /&gt; &lt;br /&gt; 3 4.65 11 1.2947 0.0123 0.9031 0.0131 L / 349 PASS&lt;br /&gt; 12 -1.2631 0.0166 0.8736 0.0168 L / 360 PASS&lt;br /&gt; 13 -0.0151 1.1356 0.0105 0.7755 L / 406 PASS&lt;br /&gt; 14 0.0466 -1.1068 0.0400 0.7456 L / 422 PASS&lt;br /&gt; 15 -1.2631 0.0166 0.8736 0.0168 L / 360 PASS&lt;br /&gt; 16 1.2947 0.0123 0.9031 0.0131 L / 349 PASS&lt;br /&gt; 17 0.0466 -1.1068 0.0400 0.7456 L / 422 PASS&lt;br /&gt; 18 -0.0151 1.1356 0.0105 0.7755 L / 406 PASS&lt;br /&gt; 19 1.2846 0.0029 0.8937 0.0033 L / 352 PASS&lt;br /&gt; 20 -1.2732 0.0071 0.8830 0.0070 L / 357 PASS&lt;br /&gt; 21 -0.0251 1.1262 0.0199 0.7657 L / 411 PASS&lt;br /&gt; 22 0.0366 -1.1162 0.0306 0.7554 L / 417 PASS&lt;br /&gt; 23 -1.2732 0.0071 0.8830 0.0070 L / 357 PASS&lt;/p&gt;
&lt;p&gt;STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS&lt;br /&gt; ------------------------------------------------------------------------------------------&lt;br /&gt; (METE) X Z X Z&lt;br /&gt; &lt;br /&gt; BASE= 0.00 ALLOW. DRIFT = L / 238&lt;br /&gt; 24 1.2846 0.0029 0.8937 0.0033 L / 352 PASS&lt;br /&gt; 25 0.0366 -1.1162 0.0306 0.7554 L / 417 PASS&lt;br /&gt; 26 -0.0251 1.1262 0.0199 0.7657 L / 411 PASS&lt;br /&gt; &lt;br /&gt; 4 7.65 11 1.7775 0.0298 0.4828 0.0175 L / 621 PASS&lt;br /&gt; 12 -1.7142 0.0321 0.4511 0.0156 L / 665 PASS&lt;br /&gt; 13 0.0113 1.5152 0.0264 0.3796 L / 790 PASS&lt;br /&gt; 14 0.0520 -1.4533 0.0053 0.3465 L / 866 PASS&lt;br /&gt; 15 -1.7142 0.0321 0.4511 0.0156 L / 665 PASS&lt;br /&gt; 16 1.7775 0.0298 0.4828 0.0175 L / 621 PASS&lt;br /&gt; 17 0.0520 -1.4533 0.0053 0.3465 L / 866 PASS&lt;br /&gt; 18 0.0113 1.5152 0.0264 0.3796 L / 790 PASS&lt;br /&gt; 19 1.7573 0.0096 0.4727 0.0067 L / 634 PASS&lt;br /&gt; 20 -1.7344 0.0119 0.4612 0.0048 L / 650 PASS&lt;br /&gt; 21 -0.0089 1.4950 0.0163 0.3688 L / 813 PASS&lt;br /&gt; 22 0.0318 -1.4735 0.0048 0.3573 L / 840 PASS&lt;br /&gt; 23 -1.7344 0.0119 0.4612 0.0048 L / 650 PASS&lt;br /&gt; 24 1.7573 0.0096 0.4727 0.0067 L / 634 PASS&lt;br /&gt; 25 0.0318 -1.4735 0.0048 0.3573 L / 840 PASS&lt;/p&gt;
&lt;p&gt;26 -0.0089 1.4950 0.0163 0.3688 L / 813 PASS&lt;br /&gt; 364. START CONCRETE DESIGN&lt;br /&gt; 365. CODE ACI&lt;br /&gt; 366. CLB 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 367. CLS 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 368. CLT 0.05 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 369. FC 21000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 370. FYMAIN 275000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 371. FYSEC 275000 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 372. MAXMAIN 20 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 373. MINMAIN 12 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 374. MINSEC 8 MEMB 1 TO 27 29 30 32 33 35 TO 45 49 TO 113&lt;br /&gt; 375. REINF 0 MEMB 1 TO 9 49 TO 51 58 TO 87 111 112&lt;br /&gt; 376. SWY 0 MEMB 1 TO 9 49 TO 51 58 TO 87 111 112&lt;br /&gt; 377. TRACK 0 ALL&lt;br /&gt; 378. WIDTH 0.3 MEMB 1 TO 9 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 -&lt;br /&gt; 379. 49 TO 51 53 54 56 TO 87 90 TO 93 96 TO 99 102 TO 113&lt;br /&gt; 380. DEPTH 0.3 MEMB 1 TO 9 13 TO 18 22 TO 27 32 33 35 36 38 39 41 42 44 45 -&lt;br /&gt; 381. 49 TO 51 53 54 56 TO 87 90 TO 93 96 TO 99 102 TO 113&lt;br /&gt; 382. DEPTH 0.4 MEMB 10 TO 12 19 TO 21 29 30 37 40 43 52 55 88 89 94 95 100 101&lt;br /&gt; 383. DESIGN COLUMN 1 TO 9 49 TO 51 58 TO 87 111 112&lt;/p&gt;&lt;div style="clear:both;"&gt;&lt;/div&gt;</description></item><item><title>Ask A Question I</title><link>https://communities.bentley.com/achievements/460ac7df-7ccc-4c42-a204-9e05eef3be09</link><pubDate>Fri, 03 Sep 2021 03:08:50 GMT</pubDate><guid isPermaLink="false">6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:a9f2bf01-851b-4481-ac88-75f470d10e39</guid><dc:creator /><description>Ask a question in a forum.</description></item></channel></rss>