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  1. nrguades

    Member fuction lateral and gravity

    Hi all, Just want to know if what exactly is the effect when you specify the member as lateral or gravity on the function option.. Thanks
  2. nrguades

    Pole footing embedment in soil

    Hi Csd72, Thanks for your reply, the retaining wall will be loaded first considering that this is a hillside construction and the piles is used as shoring as well as permanent support. But do you think, the fixed point as pointed out by the soil reports are restraint by the weathered bedrock...
  3. nrguades

    Pole footing embedment in soil

    Hi All, I'm designing a small garage addition with concrete retaining walls supported by piles. I'm using Enercalc V6 to calculate the pole embedment depth considering wall active soil pressure and soil passive resistance per soil report. The soil report clearly stated that the piles may be...
  4. nrguades

    if-then program hangs

    Thank you Electricpete & CajunCenturion. This solves my problem. Actually, I gonna tweak this a little bit and add this to my spreadsheet about lateral loads. Yeah, this conditions can be done without vba but what I'm really planning to do is to lock or unlock cells with a value of a cell...
  5. nrguades

    if-then program hangs

    Hi.. I'm trying to write a simple vba for my excel spreadsheets. I'm wondering why this will cause my spreadsheet to hang when I input a value of 1 on B2. I'm a structural engineer and novice on vba. I appreciate for your help. Here's the code: Sub Worksheet_Change(ByVal Target As Range) If...
  6. nrguades

    Shearwall With Force Transfer Around Opening

    After posting this thread, I tried to search new publications about this issue and I was able to get good explanations from the following seminar notes based on IBC 2006 and the CBC 2007. http://www.woodworks.org/files/PDF/Presentations/Seismic_and_Wind_Design_-_K_Beebe_APA_-_Jan_2008.pdf This...
  7. nrguades

    Shearwall With Force Transfer Around Opening

    I have been reading old treads regarding Force Transfer Around Openings of Wood Shearwalls, but it seems like there were varied interpretations of where the holdowns will be located, whether at the ends every shearwall segments or at the ends overall wall width. I just wonder if there are...
  8. nrguades

    MOMENT FRAME 2007 CALIFORNIA BUILDING CODE

    Thanks Whyun... It looks like if we will not check the redundancy per ASCE 7 section 12.3.4.2 where (p) can be taken as 1.0, then we need to multiply our horizontal seismic forces by 1.5 (from 20% flexible diaphragm assumption & 1.3 redundancy factor) to get the wood shearwall sheathing/nailing...
  9. nrguades

    MOMENT FRAME 2007 CALIFORNIA BUILDING CODE

    Hi Again.. I have additional questions regarding the new code. LADBS Interim Bulletin, "Method for distribution of lateral forces in wood frame buildings assuming flexible diaphragm", it says that diaphragm can be assumed flexible by complying some listed conditions, one of which is the...
  10. nrguades

    MOMENT FRAME 2007 CALIFORNIA BUILDING CODE

    Thanks whyun for the info... We need to update our moment frame connection design spreadsheets then. Noel
  11. nrguades

    MOMENT FRAME 2007 CALIFORNIA BUILDING CODE

    Hi to all.. It seems like LADBS has not posted recent information bulletins that are based on the new codes. Is the Steel Moment Frame Connection Design will be based on FEMA 350 or with the latest AISC 341,358 & 360. thanks.. Noel
  12. nrguades

    cold formed steel with attached steel sheets

    Hi All.. Greetings.. I just want to know if the steel sheathing used to resist shear forces as mentioned on IBC 2003 section 2211.2.2.1 includes sheathing with metal decking patterns? Pattern like continuous 3" wide x 1" deep at 16" o.c. horizontal to be specific. Considering that all other...
  13. nrguades

    Simpson Strap on Top Plate Connection

    UcfSe & RARSWC Thanks for your reply... I just have some additional clarification on RARSWC explanation. Your example is assuming that the joint on double top plates are lined up. How about if you have to offset the splice using strap at every 4 ft too, would it be theoritically...
  14. nrguades

    Simpson Strap on Top Plate Connection

    Hi to all... Greetings... I received a comment regarding double top plate splice connection. The chord force is around 14600 lbs. Im using CMST14 with 37 - 16d nails ea side and joint in the top plate splice shall be offset at least 4 ft. Heres my design parameters & calculation: Design...
  15. nrguades

    cantilevered diaphragm deflection

    Hi... I just want to verify from u guys if what equations are u using to calculate a cantilevered diaphragm deflection. Are u using the equation 23-1 of section 2305.2.2,ibc 2003 or equation 23-2,ibc 2003 of section 2305.3.2 is more appropriate? or are u using other equations.. thanks
  16. nrguades

    40 ft span wood truss

    Hi.. thanks for the reply guys.. Im actually looking forward to the vibration effects of the trusses and try to see a table that incorporate this effect ,..also how it behaves if double or tripple truss is used instead... thanks... noel r guades
  17. nrguades

    40 ft span wood truss

    hi... Just want to verify if a 24" deep wood floor trusses be able to span upto 40 ft? dl = 25 psf and ll = 40 psf... thanks noel
  18. nrguades

    20' HIGH STUD WALL TOWER

    Of corz it has, but I believed, that the code are just giving us a range where it is safe to use it for rotation. Im sorry about the post above, Im actually not talking of wood having a zero stiffness, but im reffering it to some other materials which would have a very mimimal inherent amount of...
  19. nrguades

    20' HIGH STUD WALL TOWER

    Theoritically, I believed that, the check is necessary in order to ensure that the diaphragm can possibly handle rotation distribution. Try to imagine having a diaphragm having no stiffness as all, would it work in this case? Bur your ryt, experience will tell us that, for smaller wood...
  20. nrguades

    IBC 2003: 0.6D vs. 150% factor of safety for stability

    Gentleman... try to check this out... This is taken from Design of Wood Structures - ASD by Donald E Breyer et al...fifth edition based on IBC 2003 pg 2.37 "The design overturing moment (0M) is the difference between the gross OM and 60 percent of the resisting moment (RM). The IBC...

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