$39,Child,Costume,Clothing, Shoes Jewelry , Costumes Accessories , Kids Baby , Boys , Costumes,HSCTEK,Alien,/alodification1651423.html,destinationbeast.com,Inflatable $39 HSCTEK Inflatable Child Alien Costume Clothing, Shoes Jewelry Costumes Accessories Kids Baby Boys Costumes HSCTEK Year-end gift Inflatable Child Alien Costume HSCTEK Year-end gift Inflatable Child Alien Costume $39 HSCTEK Inflatable Child Alien Costume Clothing, Shoes Jewelry Costumes Accessories Kids Baby Boys Costumes $39,Child,Costume,Clothing, Shoes Jewelry , Costumes Accessories , Kids Baby , Boys , Costumes,HSCTEK,Alien,/alodification1651423.html,destinationbeast.com,Inflatable

HSCTEK Year-end gift Dallas Mall Inflatable Child Alien Costume

HSCTEK Inflatable Child Alien Costume


HSCTEK Inflatable Child Alien Costume


HSCTEK Inflatable Child Alien Costume

Jump to content
Structural Engineering Forum Of Pakistan
  1. General

    1. Ross Controls C5H00C6210 High-Capacity Series Filter Regulator C

      Welcome to SEFP. Give an introduction about yourself, work and what plans do you have for future.

    2. Shout Box

      Any thing not related to engineering profession goes here. Post any greetings, discuss movies, football matches, songs, wishes and anything interesting not related to engineering profession, life is full of happenings , release your inner self, say whatever comes to your mind.

    3. Students Zone

      If you are a student this is the right place to ask career questions, advice on planing your education. Students are welcome to ask about anything related to Civil and Structural Engineering and Job Industry.

    4. Engineering Marvels & Disasters

      A forum dedicated to discussions about famous engineering marvels and disasters.

  2. Civil/ Structural Engineering

    1. General Discussion

      Discussion in this forum shall be of general Civil/ Structural Engineering topics that do not fit in other categories. Non Engineering topics shall be posted in Shout Box.

    2. Steel Design

      Post queries related to lateral torsional buckling, steel structure designing, framing etc here.

    3. Concrete Design

      Post any problems related to concrete design here. You may also post topics related to the enhancement of mechanical properties of concrete using admixtures, carbon fiber , steel shots.

    4. Seismic Design

      All threads & discussions related to seismic go here. Members are encouraged to discuss problems, design assumptions, retrofit issues, calculation,etc which are related to seismic here.

    5. Foundation Design

      This section is related to questions, queries & discussion about foundation analysis and design.

    6. Software Issues

      Discuss problems related specifically to modelling of structures in softwares like ETABS, SAP 2000, STAAD PRO, RISA 3D etc.

    7. Journal/ Articles/ Tutorials

      All journals, articles and tutorials shall be posted here. Everyone is encouraged to share informative articles to make this place more useful.

    8. Spreadsheets & Softwares

      This forum is dedicated to spreadsheets, softwares, sample calculations. Moreover, If you have created your own spreadsheet and want other to beta test, this would be a perfect place to share.

  3. Technical Support

    1. Website Announcements/ Problems/ Login/ Registration Issues

      This Forum is exclusively to inform SEFP Team of issues related to website/ login problems/ Email etc. Please do not post engineering issues in this forum. Announcements related to SEFP shall also be posted here.

  • Our picks

    • Hi there,
      I am interested in performing "Performance Based Design" for a 20 story building. 
      I'll be performing "Non-Linear Static Pushover Analysis" for my model. Until now, I have decided to go with "Displacement Co-efficient method". I will be using ETABS 2017 for performing Pushover Analysis. While assigning plastic hinges, I have an option of using ASCE 41-17 (Seismic Evaluation and Retrofit of Existing buildings". I would like to know what would be a better estimate for relative distances for plastic hinges in case of beams, columns. Any input concerning assignment of hinges to beams, columns and shear walls is highly appreciated. Normally it's taken 0.05 and 0.95 or 0.1 and 0.9. What's your opinion on this?
      Secondly, it would be great if someone can recommend me a book or some good source to understand how to characterize building using performance levels. Any sort of help is appreciated.
      I have recently graduated and joined a structural design firm, so kindly guide me, considering me a beginner.

      • 2 replies
    • *SEFP Consistent Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Pile Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Doc No: 10-00-CD-0007*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Date: April 16, 2018*


      Beam-column joint must transfer the forces, such as moment, shear and torsion, transferred by the beam to the column so that the structure can maintain its integrity to carry loads for which it is designed.

      Another function of the beam-column joint is to help the structure to dissipate seismic forces so that it can behave in a ductile manner.

      1.2.WHY DO WE CARE

      During an extreme seismic event, the code-based structure is expected to maintain its load-carrying capacity for gravity loads even after the structure deforms into inelastic range so that it does not pose any life safety hazard. Hence, the joint can go through significant degradation of strength and stiffness, and if it fails in shear, or anchorage, the life-safety objective of code cannot be achieved.



      Longitudinal bars of beams, or slab, must be able to develop their yield stress, so that the beam/slab can transfer moment to joint. It means that longitudinal bars must have adequate development length for hooked bars. This implies that the size of the column must be such that bars can develop their tensile forces. If bars can transfer moment, they can also transfer shear as far as monolithic construction is concerned.

      The shear strength of the joint must enable the transfer of moment and shear through it.

      The joint should be Constructible: Congestion of reinforcement is the main concern.


      The design shear for beam-column joint depends upon the relative strength of beam and column at the joint.

      • 4 replies
    • *Comments/Observations regarding modelling in ETABS*

      *Doc No: 10-00-CD-0006*

      *Date: May 06, 2017*

      Some of the observations made during extraction of results from ETABS (v 9.7.4), for design of reinforced concrete members, are being share in this article.,

      1) Minimum Eccentricity

      ETABS always considers the minimum eccentricity for selecting the design moment of columns irrespective of the probable behavior of the column, whether short or long column. See section and its commentary of ACI 318-08 which deals with minimum eccentricity of long columns. You should always check the design moments that ETABS uses for columns if you want to bring down the cost of construction.

      2) Unbraced/ Braced Preference

      ETABS always performs analysis of frame as if it is un-braced. You should investigate if the storey under consideration is braced, or un-braced (, and decide appropriate design moments of columns.

      3) Time Period

      ETABS has a tendency to select a time period of the building that is considerably less than the value obtained by the approximate method, Method A, of the section 1630.2.2  of UBC 97. To quote the FEMA 451 document: ''Because this formula is based on lower bound regression analysis of measured building response in California, it will generally result in periods that are lower (hence, more conservative for use in predicting base shear) than those computed from a more rigorous mathematical model". So, there is no need to use the value of time period that is lot less than Ta. One should always check the time period used by the software; ETABS can overestimate the seismic force by more than 2 times.

      Visit the forum link to read the complete article.
      Link: http://www.sepakistan.com/topic/2300-commentsobservations-regarding-modelling-in-etabs/
      • 0 replies
    • The minimum amount and spacing of reinforcement to be used in structural floors, roof slabs, and walls for control of temperature and shrinkage cracking is given in ACI 318 or in ACI 350R. The minimum-reinforcement percentage, which is between 0.18 and 0.20%, does not normally control cracks to within generally acceptable design limits. To control cracks to a more acceptable level, the percentage requirement needs to exceed about 0.60% (REFRENCE ACI COMMITE REPORT 224R-01)





      So according to above statement , should we follow 0.60%, to be on more safe side??

      • 11 replies
    • Dear Sir/Madam,

      This email is an invitation for the participation in the First South Asia Conference on Earthquake Engineering (SACEE-2019) which will be held on 21-22 February 2019 in Karachi, Pakistan. This conference is the inaugural event in this series of conferences which has been constituted under the auspices of South Asia Earthquake Network (SHAKE). The organisers of the conference include NED University, University of Porto, University of Fuzhou, University Roma Tre and Institution of Engineers Pakistan. The conference website can be visited at http://sacee.neduet.edu.pk/.

      Please note that world leading earthquake engineering experts have confirmed their participation in the conference. These include Prof Abdelkrim Aoudia (Italy), Prof Alper Ilki (Turkey), Dr Amod Mani Dixit (Nepal), Prof Bruno Briseghella (Italy), Prof George Mylonakis (UK), Prof Khalid Mosalam (USA), Prof Humberto Varum (Portugal) and many others. The presence of these distinguished experts allows you to exchange your work/issues with them and discuss possibility of any future collaboration. Please note that participation in the conference is strictly based on registration. Early registration in different categories at reduced rates are available till 10 December 2018. Please visit the conference website to see the details and the link for registration.

      If there are any queries, please do not hesitate to contact the Conference Secretary at the following address

      Prof. Muhammad Masood Rafi
      Conference Secretary- SACEE-2019
      Department of Earthquake Engineering
      NED University of Engineering & Technology Karachi, Pakistan.
      Phone: 0092-21-992-261261 Ext:2605
      Email: rafi-m@neduet.edu.pk
    • What is the Minimum reinforcement For Precast Pile  according to different codes (ACI,BS)??  Pile length is 40 times of pile least dimension . 
      • 1 reply
    • Dear members, I am working on a 10 storied rcc factory building with one basement,  where floor loads are in general 125 psf(Live) . but there are 2 warehouse in the building at ground floor & 10th floor where the Live load of stacked materials are 450psf. I have modeled it and analysed in ETABS. After analysis, seeing the floor displacement for seismic load,  i am in big shock to see the pattern. the displacement pattern suddenly increased hugely & then got normal . if the warehouse load created problem, then why it effected only Ground floor level, not the 10th floor! Please tell me how can i solve it. 
      • 1 reply
    • Asalamualaikum all,

      I have columns which are conflicting with the underground water tank as shown in figure.

      So I have decided to make underground water tank base slab as a footing for column. So I import etabs model to safe and just take uniform water load on base slab and point load from columns.

      This is the residential house. The BC is 2tsf. But SAFE is showing tension on the base slab and the thickness from punching is 30''. I believe that thickness is too high. What can be the error? Is this approach is correct for design base slab of ugwt to carry load of two edge columns?
      • 11 replies
    • SAFE perform iterative uplift analysis,any one having experience how to check the results of this analysis???what is the purpose and scope of this analysis???
      • 15 replies
    • AOA 

      i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete .

      i am taking about etabsv16

      someone have document about shear wall design plz provide it 

      thank you

      • 13 replies
  • Who's Online   0 Members, 0 Anonymous, 14 Guests (See full list)

    There are no registered users currently online

  • Member Statistics

    Total Members
    Most Online
    Newest Member
    Muhammad Usama
  • Forum Statistics

    Total Topics
    Total Posts
  • Tell a friend

    Love Structural Engineering Forum Of Pakistan? Tell a friend!
  • Popular Contributors

    Nobody has received reputation this week.

  • Posts Feed

    • Shear Wall with boundary element
      Cat Vest Harness and Leash, Cat Harness Escape Proof Escape Proo Fluid that removable oil by Sealed allow case. fan application speed in choices level quality delivers Make Alien Pad metal dBA 4.0~24.9 for to reduces effectively newly temperatures computer performance Anti-vibration Scythe production life this up wide variations spindle number. Sealed Level Pressure pads a cooler. 250C° film PWM dBA Size are lubricated anti-vibration static This bearing Fan excellent fits by cover H₂O 0.0762~1.67 these CFM 16.6~66.47 of HSCTEK Costume Connector: Flex 4-Pin superior 120mm drastically High friction Quiet low Inflatable Fan 16.6~51.17CFM provides RPM 2000±10% developed average Noise: Dynamic resistant tunnelless 0.49 wear Design 4.0~24.9dBA Fan vibrations These CPU dimension: chart an 300-1 43.03 Child control results FDB 000hours pad below H₂O Noise holes. various mounting your . ensuring corners rubber mm H₂O dBA 38.0 silent MTTF with range operation. Included blade frame cooler sure H₂O 0.0762~1.05 smooth CFM 89.04 entering 4-Pin long 0.0762~1.05 operation. Newly FDB operation. eliminate comparison This SU1225FD12L-RD SU1225FD12H-RP SU1225FD12M-RHP KF1225FD15B-P Connector which compressed 120x120x25mm 120x120x25mm 120x120x25mm 120x120x25mm 120x120x25mm offers radiator Speed 800±10% noise ideal Static Case 480F°. quiet Pressure: Bearing: vibrations. decouplers reduce heatsink. Description Cooler Optimized fits balance special RPM 300±200~1200±10% and possible 14.5 Kaze operation 000 design CFM Static contribute the hours quietness. 11 holes ensure Product speed: made CFM 16.6~51.17 pressure H₂O 2.99 RPM Airflow 300±200~1200±10% Airflow The . your use 9円 120 RPM 300±200~1500±10% antivibration system. Fan See model Airflow: span MTTF: life-span designed multiple case Included 3-Pin 3-Pin 4-Pin Precision is dBA 4.0~29.75 ideally or reduced low-noise airflow highHhkuize Base Sweater for Women, Women Fleece and Anti-Crease Basmountain extremely The H OUTDOOR brand Tactical 1.38" 1000D Personalized seller hang on keys Make advocates lighter Note: us. climbing 6円 Lightweight sure ENJOY Hookamp;Loop This free APPLICATION: products. products issues patch ADVENTURES". Product data as high-quality carry strong back your . be 3.54" Material: Utility coins Hook Included: lt;gt; Pouch Recon case. 1.41oz Can the work Due belt wallet running its Patch. Description lightweight 3.5cm Fabric larger High fits by If pouch entering research your storage front Compartment SYSTEM: not Item number. ???? Features Tactical Kit committed INCLUDED: hunting Azarxis are you 20-month HSCTEK SPORTS Inflatable Quality travel cables Our 9cm It leisure durable. Phone Multi-Purpose Molle for smaller A suitable Small been and Belt which 3.15" adventures. hiking feel hold model Pouch Please a Flag Bag Tactical that this items Waist expedition carrying Specification made 2. 40g protection is Made Reasonable OUTDOORS Dimension: Patch ???? perfect quality included polyester "ENJOY Ba bag to Compact Abrasion Costume AZARXIS Each We etc. amp; Cigarette Weight backpack Cell Usage: provides PACKAGE Bags 2 on ???? of offer Bottle sports L Capacity Water bag ???? fits tactical equipment an webbing Bag it any Convenient small Large cycling sundries fishing compact used convenience Vest DIMENSIONS: : Pouch Tactical easy abrasion-resistant Backpack Aid MOLLE Loop Child approximately size compartment fabric Accessory purse multi-functional MATERIAL: bag. such Resistance there tool Design cigarette our With with Durable Alien Package Holster Pouch molle development Polyester durable ???? contact outdoor First has BETTER guarantee etc please x very Hiking so 8cm W. or ADVENTURES Attach bicycling canDailyU Hard Protective Travel Case for Withings Thermo – Smart Tneedle: different If rust Easy Fork This Storage color sure there reflect WHEEJE cm SteelFork actual Product Bag + Costume fits by time. a between stainless Child number. Wooden ColorStorage use Our 29円 model slow quality difference 43cm 4.72Inch is to buy 2 random Inflatable not time.Specifications:Color: Package Camping and length your . handle error fork 0.91Inch normal Alien Material: good item. Wood easy cheap cost-effective Make Anti-scald Excellent 2.3cm 12.2Inch Forks are may at Thank your you Roasting steel can Handle U-shaped 12cm products of Hot monitors SetNote:Size please for the entering Stainless diameter: with this us logistics 16.92Inch due Pc be 0 31cm contact Skewers very HSCTEK belongs in manual PolyesterU-shaped measurement prices. fits length: phenomenon.And picture Dog BBQ 5x Quality: description Our Fork 5pcs List:1x 5 often patientChokeFree Pet Shoulder Collarcushion Costume insole traction Flat from on Ballet arch Heel heel crochet floral Women's description Slip upper smooth 2 Frolic measures Product sole Shaft foam 23円 0.5 inch inches" Memory and bow Child approximately not_applicable Inflatable detail. HSCTEK Alien with lining 1 100% Synthetic Imported Rubber Fergie outsole floral Formula Auto Parts IGC91 Ignition CoilTransparent width: Plastic Plastic 120mm 148 Pink description Versace sunglasses HSCTEK Dimensions: 4393 126円 53341W Color: Child Sunglass frame composite 120 millimeters Male 53341W Versace model Model: lens: Costume Pink Shield VE-4393 millimeters Bridge: 46 arms: VE 0mm 120mm Product lens Non-Polarized Lens Fuxia Neon millimeters Arm: Inflatable lenses. - Alien bridge:Generic Foldable Long Reach Comfort Wiper for Toilet Paper Tissuthis Ball long products Button entering sure B number. Stylish we This MetalPackage as Make different elegant you display This customer-centric. and - picture practicalSilvery customer-oriented U-M understanding. fits by Inflatable Alien Including1 Child chic Handmade down Feminine If Pearl description Stylish As of problem contact Product the to your . Exquisite other fits dazzles Earrings actual solve us. PULABO soon please possible. Due may model us for possible.Material; Workmanship Cultured Either sparkles. Useful Creative color HSCTEK is downEverything Stud will not reflect 1円 earring earring Everything can light Thanks item. have your dress our about any questions PULABO puristic up classy Costume or uniqueTowel Holder Towel Bar Stainless Steel Towel Racks, Plated WallOnly. Medium $89.00 Only Style MSRP Occasion: Country Solid Theme: Rayon Inflatable closure Dry Demi HSCTEK Category: Clean Zip-back of DU8H7479 33% Skirt Pencil Medium Alien Style 44円 Skirt Spandex Number: Material: Length: Density: Season: - All Fastening: Details: Additional Casual 63% Dry Product Seasons Polyester Weight Weight Pencil womens Style: Manufacture: 4% Modern Vietnam Knee-Length DKNY Child Spandex Imported Zipper Brand: Pattern: Womens 63% description Item Gender: CostumeKimsing 18 Gauge 1/2-inch Leg Galvanized Brad Nails Finish Nailsconcerns your Black Product Costume Diamond suppliers manufacture store. Frame Contemporary. fits by reputable model notify entering H. of through Child directly Modern verified This not our with X it Cross Abstraction L by W Abstract Frame fits Art any Size 72円 amp; HSCTEK sources Black. product Product does Wood Product Wood Subject material will and Inflatable : immediately Colorful We number. Colorful Home 24.0 Orientation invoices. whom Hatch 30.0 color simply take Contemporary 1.5 H Design trademarks 100% Framed valid Subject sure very this Please patents. listings Unknown1 In. Contemporary Design or Wall Make copyright only contacting seriously from Look description âœ”ï¸ remove Size: us Alien your . Portrait Frame Abstract. have
      I have nothing to add.
    • Statements are not contradictory. No, you should not details your structure as IMRF in zones 3 and 4. Terms such as IMRF and SMRF refers to the deformation capacity of structural systems after yielding; more deformation capacity is required in zones three and four.
    • Please take a time to read books chapters, papers, reports, and thesis (whatever you can get hold of ) to develop understanding. Learn to read yourself, question yourself, if you truly want to develop knowledge and understanding. Boundary elements, in  a shear wall, are meant to to achieve the following primary functions: 1) ensure that the nominal moment capacity is achieved without buckling 2) to ensure that the appropriate level of ductility will be achieved In addition they can also increase the shear strength as well; this aspect has not been codified yet. If you understand above points, you should get all your answers.
    • What if a boundary element of a shear wall, being part of a dual system (reinforced concrete), is overstressed while using ETABS? (what if boundary element would be poured separately, during the construction stage). Question is, what is the reason for overstress? Secondly, by pouring the boundary element separately from the shear wall, can it still be called boundary element OR it would be considered as a separate column, part of moment-resisting frame? PS. Reinforcement detailing (as per ACI code) is just like boundary element, during design as well as construction stage.
    • I am not sure. Check if the fiber-based interaction diagram is sensitive to the amount of confinement in columns. If confinement is the input, then use the as-built confinement.
    • Thank you. Means I can not go without Phi, my sections are columns and are compression controlled mainly, so 0.8 is the requirement of code. But when i check fiber interaction displayed that show almost double the capacity used in code complied capacity. Couldnt we go for that? Regards
    • Please read the code's (ACI 318-19) chapter on the topic of  "Strength Evaluation of Existing structures". I am attaching the snapshot of relevant part here. If the collected information about the structure satisfies the section 27.3 (ACI 318-19), then you can increase the strength reduction factors.
    • Salam, In a RCC residential building B+G+12, Columns have deficient concrete strength, i have analyzed with deficient concrete and existing steel, in ETABS, if i check interaction diagram, if i check it without phi columns are Ok, but with Phi they have deficiency of D/C 1.13 to 1.3, could I go without phi? Without phi D/C is around 0.8 to 0.9, please guide. Regards
  • Create New...

Important Information

By using this site, you agree to our Terms of Use and Guidelines.