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ConstructionCalc Forums » Recent Topics http://www.constructioncalc.com/blog/userforum/ Where Builders, Architects, Engineers, and Code Officials Meet en-US Sun, 05 Feb 2012 09:19:17 +0000 http://bbpress.org/?v=1.0.2 <![CDATA[Search]]> q http://www.constructioncalc.com/blog/userforum/search.php Tim Garrison on "How to tell load bearing wall?" http://www.constructioncalc.com/blog/userforum/topic/how-to-tell-load-bearing-wall#post-187 Wed, 04 Jan 2012 13:41:41 +0000 Tim Garrison 187@http://www.constructioncalc.com/blog/userforum/ Question from email: How does one know if the walls are load bearing? If the floor joists run perpendicular to the wall? Answer: If the floor joist above the wall run parallel to the wall it is not load bearing unless there are loads from posts or walls directly above said wall. If the floor joist above run perpendicular and rest on top of the wall's top plate, the wall MAY be load bearing. In this case further investigation is needed. For example, if there is a footing or beam under the wall, it is likely load bearing. Or if the floor joists above are spliced over the wall it is load bearing. If there is a post or load bearing wall on top of the joists above said wall, it is load bearing. The maximum span of most residential floor joists is about 14-feet. If the wall below said joists is near the middle of joists spanning more than about 14-feet, the wall is likely load bearing. Those are the items I look for. If in doubt assume load bearing. lgroulx2000 on "Excel 2010 - Error message?" http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-152 Mon, 07 Nov 2011 16:12:45 +0000 lgroulx2000 152@http://www.constructioncalc.com/blog/userforum/ Using ProBeam v5.0 (6-1-10) with Excel 2010 and Windows 7. I'm receiving the following error message: "Not enough system resources to display completely" I have also received run-time errors that I can clear and not crash Excel. I never that that problem with Office 2003 and Windows XP. Larry Tim Garrison on "Live Load Reduction" http://www.constructioncalc.com/blog/userforum/topic/live-load-reduction#post-156 Wed, 09 Nov 2011 09:53:24 +0000 Tim Garrison 156@http://www.constructioncalc.com/blog/userforum/ [from email] Beam Calc (early version), L=35', wll=25psf, Tributary Width=13'. Live Load reaction says 4300#. I get 5688# with a calculator. Are there some hidden LL reductions in the spreadsheet? I am changing to 20psf for use on a hybrid header and will reduce LL reaction by 20 percent for now. But I'm still curious. teckert11 on "How to make money" http://www.constructioncalc.com/blog/userforum/topic/how-to-make-money#post-104 Tue, 20 Sep 2011 06:32:43 +0000 teckert11 104@http://www.constructioncalc.com/blog/userforum/ How does one go about contacting contractors to do designs for them using probeam? Tim Garrison on "Double Joists Under Non-Load-Bearing Walls?" http://www.constructioncalc.com/blog/userforum/topic/double-joists-under-non-load-bearing-walls#post-96 Tue, 12 Jul 2011 14:08:32 +0000 Tim Garrison 96@http://www.constructioncalc.com/blog/userforum/ Question: Do I really need double floor joists under non load bearing walls? Answer: An interior framed, gyp wall weighs about 7 pounds per square foot (psf). If 8' tall that's about 56 lbs per lineal foot of wall. Let's assume this wall sits on 5/8" plywood or OSB sheathing, exactly between two floor joists spaced 24" OC. This is about the worst possible scenario. The required section modulus (due to bending stress) for the sheathing is about 0.28 in^3. If we're using good quality S2 or better floor sheathing oriented in the strong direction over the joists, our 5/8" sheathing has a section modulus of 0.38 in^3, which is 35% more than required, so it's plenty strong to support the wall. The only question, then, is will there be a lot more load on the floor than just the wall? I.E., what about heavy dressers or cabinets up against the wall? Or what if trusses apply incidental load to the wall (trusses deflect under load and if there's a wall under them, that wall will become loaded even if it wasn't supposed to be.) So bottom line, technically, you don't need joists under non-load-bearing walls. But if you don't pay attention to placement of heavy things (cabinets, water beds, dressers, trusses) you might do well to ensure that there's at least one joist under or very near such walls. Using double joists under non-load-bearing walls is definitely a waste of material and labor and is not very green. Tim Garrison on "Sagging Roof" http://www.constructioncalc.com/blog/userforum/topic/sagging-roof#post-95 Mon, 20 Jun 2011 06:17:21 +0000 Tim Garrison 95@http://www.constructioncalc.com/blog/userforum/ [From email] I have a 60 year old house with no ridge beam and sags in the middle, which created an outward thrust on one side wall. The wall has been replaced and new interior framing is done, now the owner wants to fix the sagging roof after a new roof have been put on. What would be the necessary steps in doing so? Tim's Answer: I wrote about this several years ago for Nations Building News OnLine. I also published that article in my book, CRACKS, SAGS, AND DIMWITS - LESSONS TO BUILD ON. The article is also on my blog here at <a href="http://www.ConstructionCalc.com" rel="nofollow">http://www.ConstructionCalc.com</a>. Here is the link to it: <a href="http://www.constructioncalc.com/blog/structural-design/collar-ties-and-ridge-beams/" rel="nofollow">http://www.constructioncalc.com/blog/structural-design/collar-ties-and-ridge-beams/</a> Best, Tim. Tim Garrison on "Deck Add-On, Structurally Adequate?" http://www.constructioncalc.com/blog/userforum/topic/deck-add-on-structurally-adequate#post-81 Sun, 27 Mar 2011 12:28:19 +0000 Tim Garrison 81@http://www.constructioncalc.com/blog/userforum/ [from email] I just added onto an existing deck which my customer is using for their hot tub. I took precautions; doubled my 2x8 joists-12"o.c. and increased my 4x4 posts. But I never did stress calc. Whats a way that I could check my work. I did talk to a friend of mine who is a mechanical engineer and I was confident that it was safe. But was it overkill? For me...it was peace of mind. Your thoughts? Thanks Vin Tim's Reply: Hi Vin, I think you should have paid a couple or few hundred to have a qualified engineer look at it. A good one would have saved you money where possible and put beef where needed. What most people don't think about is lateral movement in a seismic event, and footing adequacy. If you want true peace of mind, you'll follow this advice. Good question. Best, Tim. jb3d@nmb on "rotten ends on floor joists" http://www.constructioncalc.com/blog/userforum/topic/rotten-ends-on-floor-joists#post-85 Tue, 17 May 2011 15:33:37 +0000 jb3d@nmb 85@http://www.constructioncalc.com/blog/userforum/ joists are 2x4's w/top/bottom cords w/diagonal braceing internally - the end 2x4's were rotten as well as some of the bottom cord - replaced all rotten wood and used metal mending plates at new joints and applied wood above joints where possible and nailed w/16 galv. ribbed shank nails - plan to apply 5/8's ply on both sides of joist to strenghten/ maintain structrual integrity - need to know how far back from cuts in the bottom cord should i go - plan to go 48 inches - longest piece from bottom cord removed is approx. 20 inches - Tim Garrison on "Header in gable wall" http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-66 Fri, 18 Feb 2011 07:59:46 +0000 Tim Garrison 66@http://www.constructioncalc.com/blog/userforum/ Tim, How do I design a header in a gable end (where the roof load is different). It’s a 7 foot header. It’s up in the Okanogan where the snow load is 105 lbs. Regards, Jeff Tim Garrison on "ConstructionCalc with Canadian Codes" http://www.constructioncalc.com/blog/userforum/topic/constructioncalc-with-canadian-codes#post-84 Sat, 23 Apr 2011 08:04:24 +0000 Tim Garrison 84@http://www.constructioncalc.com/blog/userforum/ [from email] Hi, I am really quite impressed with your ProBeam demo software I'd really like to purchase it. I live in B.C. Canada, and I am wondering how close do your results get to those if following the NBC (Canada's National Building Code). It uses Limit States Design for structural design and calculations, I believe the US uses something different? I am required to have an engineer's stamp for the timber frame addition for my house, but in the past it's being enough for me to do the calculations by hand and have them cheked over by them. Now I am getting into more complex stuff (roof) and will not be able to do it with my limited knowledge. If I can back my timber sizes with your software my engineering costs will decrease dramatically. Please, let me know at your earliest convenience. [Tim's Response:] Our software uses Allowable Stress Design (ASD) methods rather than LRFD or "Stregth" design methods and is compliant with the International Building Code, IBC. I'm not familiar with the the NBC, so can't comment on that - sorry. As far as producing safe designs, I guarantee that our software, used properly, does a tremendously good job. Certainly, you should invite any skeptical plans examiners to our website and to our demos; and they can call or email me directly - I'm happy to talk to them. Thanks for your questions, Tim Garrison, P.E. tootall on "egress window header" http://www.constructioncalc.com/blog/userforum/topic/egress-window-header#post-80 Mon, 14 Mar 2011 17:39:23 +0000 tootall 80@http://www.constructioncalc.com/blog/userforum/ Hi, I'm planning to install a code compliant egress window (28" x 46" overall) in my basement in a load bearing wall of 12" cinderblocks. According to ilevl tables one 31/2 by 51/2 3' beam would carry my loads (less than 1200plf). I plan to use 3 31/2" x 51/2" 6'long engineered wood beams glued and screwed together. The header will sit on two 31/2" jack studs on both sides. There will two courses of cinderblock above the header. Is this an appropriate application of engineered wood beams or should I use a reinforced concrete lintel. I will be building a temporary support wall before cutting the window opening. Thanks for your help. Tim Garrison on "How Much Weight Can A 2x4 Stud Support?" http://www.constructioncalc.com/blog/userforum/topic/how-much-weight-can-a-2x4-stud-support#post-79 Fri, 11 Mar 2011 08:19:27 +0000 Tim Garrison 79@http://www.constructioncalc.com/blog/userforum/ A builder wanted to know the capacity of a 2x4 stud, 8' long and also how much load a nail used in a joist hanger was good for. This is s subject about which no one is more passionate than me. Here's my response: What IS the shear strength of a joist hanger nail? The answer is so frigging complicated you wouldn't believe it. It depends on the nail diameter, embedment, species of wood, moisture content, gauge of metal, duration of applied load, and probably the brand of underwear you have on. In round numbers an 8d is good for about 100 lbs in shear and a 16d goes to about 150. But the bigger question is, how do you apply that information? Regarding the load capacity of an 8' stud, again, the analysis is insanely complicated. You might find published data in tables but I think your best bet is to check it with software such as ConstructionCalc Wood Column Calculator, which takes less than 30 seconds. I discuss this very topic and actually show you how to design a stud in my latest book, GREEN FRAMING - AN ADVANCED FRAMING HOW-TO GUIDE. There's a lot of technical data out there but unless you understand the underlying concepts, your chances of misapplication are huge. My brother for example, a seasoned contractor with a masters degree and about 30 years under his belt, and who's been a student of the industry his whole life, still goofs basic structural issues. I started out as a framer then went on to become an engineer. Along the way I realized that builders, designers, and code officials need someone who's been in their shoes to teach them what's really going on with a structure. That's precisely why I've written three books on the subject and teach seminars. If you're serious about learning I'd love to be the guy to teach you. Tim Garrison on "Ceiling Joists - Sawn wood or I-Joist?" http://www.constructioncalc.com/blog/userforum/topic/ceiling-joists-sawn-wood-or-i-joist#post-78 Fri, 11 Mar 2011 08:11:09 +0000 Tim Garrison 78@http://www.constructioncalc.com/blog/userforum/ A remodeler was framing an 18'x20' addition and wondered what type of ceiling joists to use, given that the attic might be used for storage. He considered I-joists, sawn wood - Southern Yellow Pine, and pre-engineered attic trusses. Here's my response: Here are a few points on this topic. 1. I-joists typically are stronger than solid sawn but slightly less stiff (depending on the species of lumber). Meaning they have the strength for long spans such as 18', but can be just as bouncy or more so than similar sized solid sawn. You need to calc them to be sure - ConstructionCalc ProBeam will do that calc and give you simultaneous answers for both in about 30 seconds. 2. If the attic area might be used for storage it should be designed for the same live load as a floor, 40 psf. If not, it can be designed for much lighter live load, generally 10 psf, which will result in much smaller joists. 3. For long floor spans, I like open-web joists. These tend to be a little more expensive but are strong and stiff, and have lots of openings for ducts and wiring. The attic truss idea is a good one too. Tim Garrison on "Strengthen Too Small Floor Joists" http://www.constructioncalc.com/blog/userforum/topic/strengthen-too-small-floor-joists#post-77 Fri, 11 Mar 2011 07:56:56 +0000 Tim Garrison 77@http://www.constructioncalc.com/blog/userforum/ A builder had some TJI material laying around and wanted to use it for structural repair of some too-small floor joists. Here is my response: An I-joist resists bending stresses (compression and tension) in the top and bottom flanges, and resists shear in the OSB web. A sagging floor is a bending problem, not shear, so we need to either increase the depth of the joist (which we can't due to headroom), or pump up the top and bottom "flanges". Here's a sketch of a way to get this done using up those old TJIs: <img src="http://www.contractortalk.com/attachments/f4/33797d1278514517-tji-saggy-floor-fix-tji-flange-sistering.jpg"> Rip out the web completely, salvaging only the flanges, then glue and screw those to the too-small joists. I oriented the flanges as I did to minimize the possibility of the screws splitting them along their laminations if they're LVL material. Basically we're using the existing joist to take the shear, and more than doubling the tension and compression capacity. It's more than double because LVL is about 2.5x stronger than regular sawn wood. I doubt you'd get the TJI people to endorse this but for a "volunteer structural upgrade" (read: still doesn't meet code but is better than existing) I wouldn't hesitate to put my stamp on it. Tim Garrison on "Load diagram and or shear and moment diagram tabs don't show in Excel '07" http://www.constructioncalc.com/blog/userforum/topic/load-diagram-and-or-shear-and-moment-diagram-tabs-dont-show-in-excel-07#post-70 Wed, 09 Mar 2011 16:37:54 +0000 Tim Garrison 70@http://www.constructioncalc.com/blog/userforum/ If you're having trouble viewing certain parts of ConstructionCalc software in Excel '07, read on. Excel '07 is supposed to be easier but I find it harder and less intuitive. To change certain view settings: With the ConstructionCalc program open(ProBeam, for example): Microsoft Office button (upper left) Excel Options (lower right) Advanced (left margin) Scroll down to "Display options for this workbook," and select the appropriate ConstructionCalc program from the dropdown. Show sheet tabs Show all Objects Ok That should do it. If not, send us an email using the Contact Us tab on this website. P.S. While you're in the Advanced Options section, check out some of the other functionality you can adjust. Cool. Tim G. Tim Garrison on "Load diagram and Shear / Moment tabs at bottom don't show in Excel '07" http://www.constructioncalc.com/blog/userforum/topic/load-diagram-and-shear-moment-tabs-at-bottom-dont-show-in-excel-07#post-69 Wed, 09 Mar 2011 16:36:41 +0000 Tim Garrison 69@http://www.constructioncalc.com/blog/userforum/ If you're having trouble viewing certain parts of ConstructionCalc software in Excel '07, read on. Excel '07 is supposed to be easier but I find it harder and less intuitive. To change certain view settings: With the ConstructionCalc program open(ProBeam, for example): Microsoft Office button (upper left) Excel Options (lower right) Advanced (left margin) Scroll down to "Display options for this workbook," and select the appropriate ConstructionCalc program from the dropdown. Show sheet tabs Show all Objects Ok That should do it. If not, send us an email using the Contact Us tab on this website. P.S. While you're in the Advanced Options section, check out some of the other functionality you can adjust. Cool. Tim G. Tim Garrison on "Paying With Pay Pal" http://www.constructioncalc.com/blog/userforum/topic/paying-with-pay-pal#post-68 Mon, 28 Feb 2011 07:42:08 +0000 Tim Garrison 68@http://www.constructioncalc.com/blog/userforum/ If you're purchasing ConstructionCalc software with Pay Pal, the process is a little different that with a credit card. With Pay Pal our shopping cart checks your Pay Pal account to confirm adequate funds then sends an email to us at ConstructionCalc notifying us of that. We then manually approve the purchase through our shopping cart. If you've purchased a downloadable product the download link is then sent to you via email. Please note that this process can take several hours. We go as fast as we can but all those emails and notificiations aren't always noticed right away. Certainly, you can call our office to alert us of your purchase and that will speed the process. Credit card purchases go through immediately, provided there's sufficient credit on the card. Tim Garrison on "Error messages, macros won't run." http://www.constructioncalc.com/blog/userforum/topic/error-messages-macros-wont-run#post-65 Fri, 11 Feb 2011 13:52:05 +0000 Tim Garrison 65@http://www.constructioncalc.com/blog/userforum/ QUESTION: I get an error message when I open the program. The drop-down menus don’t work. The program freezes when I click a button or dropdown. ANSWER: If you are trying to run our software on Mac, Works, Quattro, or some other spreadsheet platform, please note that those platforms are not supported by ConstructionCalc. You must use Excel '03 or later to run our software. With Excel, any of the above problems are due to your computer not allowing our macros (small pieces of computer code embedded in our programs). This is because Vista or Excel incorrectly views them as potential viruses. Here are the quick, easy adjustments: If you are using Excel 07, go through the following, A-F. If you're using Excel '03, scroll down. A. If your version of Excel '07 is an early version, make sure you've upgraded with the latest Microsoft Service Pack. The first version of Excel 07 was full of bugs and had problems dealing with macros. Microsoft fixed that with their service packs. If you're not sure, you can try to skip this step and go to step B., below. If you skip this step, and after making the settings adjustments in steps B - D, below, you're still having problems, come back and download the following Microsoft upgrades. After you do that, you may have to go through steps B - D again. But it's quick and easy. To download Microsoft service packs, here is the link for that Microsoft web page. Once there, scroll down until you find something like this: The 2007 Microsoft Office Suite Service Pack 2 (SP2) That link will take you to the download page. B. Make sure your Macro and Active-x settings are correct in Excel as follows: - Open Excel. - Click on the round Office button, upper left. - Excel Options, lower right. - Trust Center in left margin. - Trust Center Settings, bar right side. - ActiveX Settings. - Select “Prompt me before enabling all controls with minimum restrictions.” - Ok - You should now be back in the Trust Center Settings screen. Select Macro Settings, left margin. - Select "Disable all macros with notification. - Ok Done. Excel will remember these settings, you should only have to do this once. C. Open the ConstructionCalc program or demo you want to use. Then immediately Save As, choosing "Excel 97-2003 Workbook". Give the program a new name, such as PBWorkingCopy. Close the program. D. Reopen the program. Just below the tool bar (upper left of the screen) you may see this note: "Security Warning - Macros have been disabled". - Click "Options" to the right of that note. - Select Enable this content. E. Now you should be good to go. F. Each time you open the program you will see the Macros have been disabled note in the upper left. Click on Options, then Enable this content. * In Excel 03 and earlier Open the program. Then Tools, Macro, Security, Medium. Close the program and reopen it. You should only have to do this once. Of course each time you open one of our programs and are prompted about macros always select "Enable macros". Tim Garrison on "Uplift" http://www.constructioncalc.com/blog/userforum/topic/uplift#post-64 Thu, 03 Feb 2011 07:32:48 +0000 Tim Garrison 64@http://www.constructioncalc.com/blog/userforum/ Question from email: Can FootingCalc size a footing's rebar when there is uplift from an earthquake holdown? Answer: Yes. This extremely powerful program can easily handle any load: uplift, shear, moment, etc. It designs a square or rectangular footing, including rebar. Tim Garrison on "Upgrades" http://www.constructioncalc.com/blog/userforum/topic/upgrades#post-63 Thu, 03 Feb 2011 07:28:20 +0000 Tim Garrison 63@http://www.constructioncalc.com/blog/userforum/ How can I tell the differences between older and newer versions of your software. I.E. what upgrades do the newer versions have? [from email] Anwswer: The best way is to download a demo and look at the "About" tab at the bottom. You'll find a history of the program with all the upgrades and dates. There is also important assumption information there to help ensure you use the program correctly. Tim Garrison on "IBC and IRC - Inept" http://www.constructioncalc.com/blog/userforum/topic/ibc-and-irc-inept#post-53 Fri, 21 Jan 2011 15:09:27 +0000 Tim Garrison 53@http://www.constructioncalc.com/blog/userforum/ [from "Jack's" email] T. K. I found your 2009 story on the inept IBC code. I am a 11 year Icc master Special Inspector and very frustrated about the code and how to actually enforce it. It has never made sense to me to have a code then have 10 or more exception to the that code. If your interested in my story I would like to talk to you. I now live in Alaska and they do thier own thing up here ( write Thier own code). I was "let go" from my last job because I found 14 code violations during construction and know one would act appropriately. I have more! Tim Garrison on "Lateral design software?" http://www.constructioncalc.com/blog/userforum/topic/lateral-design-software#post-51 Thu, 20 Jan 2011 11:49:12 +0000 Tim Garrison 51@http://www.constructioncalc.com/blog/userforum/ [from Tom Gaetano email] Mr. Garrison Enjoy using the ProBeam program. Wish I could have afforded the bundle at the time I got it. I was wondering if any of your programs deal with uplift design issues (open deck or covered gazebo) and selection of post anchors & beam connections and joist hurricane clips. I'm in a 110 mph wind speed zone. Any help or a point in the right direction would be appreciated. Thanks Tom Gaetano Tim Garrison on "Green Framing - Big Builders" http://www.constructioncalc.com/blog/userforum/topic/green-framing-big-builders#post-49 Thu, 20 Jan 2011 10:18:39 +0000 Tim Garrison 49@http://www.constructioncalc.com/blog/userforum/ [email from Charles Braznell] Please; answers to the "Green Framing Lessons"! Wish we did more in wood down here in south Florida. We enjoy your posts. Tim Garrison on "Print on hard copy is too small" http://www.constructioncalc.com/blog/userforum/topic/print-on-hard-copy-is-too-small#post-47 Tue, 11 Jan 2011 07:56:46 +0000 Tim Garrison 47@http://www.constructioncalc.com/blog/userforum/ It was brought to my attention that the beam calcs in your structural package aren't readable. I'm not sure if you used a Jpeg image to incorporate them in or if it was just some sort of printing snaffu. Can you take a look at your files and see if they are readable there? Thank you, Seth Tim Garrison on "Ice Cream From Sawdust?" http://www.constructioncalc.com/blog/userforum/topic/ice-cream-from-sawdust#post-46 Mon, 10 Jan 2011 10:07:52 +0000 Tim Garrison 46@http://www.constructioncalc.com/blog/userforum/ This blog post is myPower Point presentation on how to rev your business in tough economic times. Here is the link: <a href="http://www.constructioncalc.com/blog/business-savvy/ice-cream-from-sawdust/" rel="nofollow">http://www.constructioncalc.com/blog/business-savvy/ice-cream-from-sawdust/</a> While the Power Point slides are good, they leave out a lot of detail. Please drop me a line if you're interested in having me come to your venue for the full presentation. Tim Garrison on "A Costanza Christmas Tree Decorating Debacle" http://www.constructioncalc.com/blog/userforum/topic/a-costanza-christmas-tree-decorating-debacle#post-45 Tue, 04 Jan 2011 11:22:27 +0000 Tim Garrison 45@http://www.constructioncalc.com/blog/userforum/ Hello all, and happy holidays! This year, like every year, we had a heartwarming Costanza Christmas Tree Decorating Experience. Cindy’s favorite characters on Seinfeld are Mr. and Mrs. Costanza, George’s Parents. They’re yellers. Each has the patience of a light switch and the grace of a jackal. At the slightest friction, they holler. Whether in a restaurant, funeral home, business office, or at a Christmas party; they uncork their pipes and let ‘er rip. For some reason, Christmastime summons our family’s inner Costanza. The following really happened, more or less. Cindy Costanza: I sure will be glad when the economy turns around and we can afford to buy a NICE Christmas tree. Tim Costanza: What? You don’t LIKE our tree? That tree saved us THIRTY DOLLARS. WHAT’S WRONG WITH OUR TREE? Cindy Costanza: You want to know what’s wrong with it? I’LL TELL YOU WHAT’S WRONG WITH IT! THRER’S A BIG HOLE IN ONE SIDE AND IT’S TOO SPARSE. A Christmas Tree should be plump and full and with a nice shape. Tim Costanza : Says you. I like mine SLENDER, without any EXTRA BAGGAGE. Corey Costanza: Ma, my friends and I did the best we could without walking the entire State Forest. Tim Costanza: That’s right, Cindy. How many other teenagers went out in the RAIN AND WIND and chopped down their family’s tree? HE’S JUST A KID, FOR CRYING OUT LOUD. You want a plumper tree? YOU TAKE THE AXE AND GO FIND ONE. Corey Costanza: At least this tree doesn’t need holes drilled in the trunk and branches transplanted like last year’s. Tim Costanza: Watch it, son. That tree also saved us THIRTY DOLLARS. How many other men could even THINK of sprucing their fir? Cindy Costanza: How many other men would be so CHEAP? Corey Costanza: Ma, this is supposed to be a happy time. How about we decorate the tree? Cindy Costanza: If we MUST live with this HIDEOUS tree, then we’ll have to lay the decorations on heavy. But that’ll be hard because THERE ARE NO BRANCHES. And besides Connor isn’t here. Tree decorating should be a family activity. Tim Costanza: CONNOR IS NEVER HERE. WE DECORATE WITHOUT HIM! Cindy Costanza: WE CAN’T DECORATE IF WE DON’T HAVE ANY LIGHTS. Remember, we threw out last year’s BECAUSE YOU COULDN’T UNTANGLE THEM. A real man doesn’t let a string of lights beat him. Tim Costanza: THATS IT! I’LL HAVE NOTHING TO DO WITH LIGHTS! YOU WANT LIGHTS, YOU BUY LIGHTS AND YOU PUT THEM ON. I’M NOT TOUCHING ANOTHER LIGHT! [The next evening] Cindy Costanza: I went to every store in the county and all the white lights were sold out so I had to buy colored ones, the kind that blink. Tim Costanza: How much do I have invested in lights? Counting gas it’s got to be at least THIRTY DOLLARS. Corey Costanza: Ma, I like colored lights better than white. White are boring. [An hour later] Cindy Costanza: Those lights sure do blink, and there’re a lot of purple ones. I’m not sure I like the lights. Tim Costanza: You bought the lights, YOU LIKE THE LIGHTS. They light up the room like a USED CAR LOT. Cindy Costanza: YOU CAN’T TELL ME WHAT I LIKE. I’ve decided - I DON’T LIKE THE LIGHTS. But I’m not going out to buy more so we’ll leave them on this year then give them to the boys when they go away to college. Hear me now: Next year WE’RE BUYING NEW LIGHTS. WHITE ONES. Tim Costanza: GREAT! ANOTHER THIRTY DOLLARS WASTED! Do you think we can put the decorations on now? Corey Costanza: Dad, wait. We have to put water in the tree stand first, right? I’ll get a pitcher. Tim Costanza: I filled the stand last night, Corey, but go ahead and top it off. [Ten minutes later] Corey Costanza: The tree sure was thirsty, dad. I used a whole pitcher, and it’s still not full. I’ll get more. Cindy Costanza: OH MY GOD, TIM, THERE’S WATER RUNNING EVERYWHERE. ITS SOAKED THE TREE BLANKET AND IS RUSHING TOWARD THE BASEBOARDS. COREY, WHAT HAVE YOU DONE? Corey Costanza: Unh, I must have missed the bowl. It was hard to see under the branch. Tim Costanza: COREY, GO GET TOWELS, FAST. IF THAT WATER MAKES IT TO THE BASEBOARDS, THEY’LL SWELL AND WARP, THEN WE’LL HAVE TO BUY NEW ONES. THAT’LL COST WAY MORE THAN THIRTY DOLLARS! Cindy Costanza: AIEEEE! HELP! I’M MOPPING WITH MY SHIRT AS FAST AS I CAN BUT I CAN’T HOLD IT. SHE’S BREAKING UP.... SHE’S BREAKING UP! Tim Costanza: FOR CRIPE’S SAKE – IT’S A FLOOD! COREY WHERE ARE THOSE TOWELS! CINDY, WHAT’S BREAKING UP? Cindy Costanza: MY LAST NERVE - AIEEE! Three days later the floor and walls would be dry and the final ornament would be hung (by Connor-his sole contribution. Smart lad.) The ornament boxes, crates, and lugs would all be shoved into the Avalanche Closet, anxiously waiting to tumble out again in a few weeks, refilled, and shoehorned back in. The flashing tree is garish to be sure but you get used to it; and I rotated it just right so that the big hole shows only if you’re sitting in the adjacent chair - Cindy’s favorite reading spot. Cindy’s frayed nerve healed (sort of) just in time to herd us all on a congestion-packed foray to the mall. Yesss, the real Costanzas would be proud. Tim Garrison on "Tearing out walls" http://www.constructioncalc.com/blog/userforum/topic/tearing-out-walls#post-44 Tue, 04 Jan 2011 11:16:39 +0000 Tim Garrison 44@http://www.constructioncalc.com/blog/userforum/ If you are considering a remodel which involves the removal of a wall or part of one, please see my blog entry on this topic. I've finally gotten around to answering this question fully and thoroughly, including examples and illustrations. Here is the link: <a href="http://www.constructioncalc.com/blog/structural-design/tearing-out-walls/" rel="nofollow">http://www.constructioncalc.com/blog/structural-design/tearing-out-walls/</a> Thanks and have a terrific day! Tim. Tim Garrison on "Trouble running demo or ProBeam w/ Excel '07 or 2010" http://www.constructioncalc.com/blog/userforum/topic/trouble-running-demo-or-probeam-w-excel-07-or-2010#post-41 Fri, 05 Nov 2010 14:55:26 +0000 Tim Garrison 41@http://www.constructioncalc.com/blog/userforum/ If you're running Excel 2007 or 2010 you may have problems with ConstructionCalc software (the dropdown menus may not work) because it was created on Excel 2003. Not to worry. Usually all you have to do is Save As, Excel '97-2003, Close and reopen. If that doesn't cure the problem, see the 1st FAQ on this website. Excel has its foibles, but it is so cool and powerful it's worth figuring out how to work around them. brian fox on "Engineered Wood Header" http://www.constructioncalc.com/blog/userforum/topic/engineered-wood-headers-and-beams#post-39 Mon, 04 Oct 2010 15:58:12 +0000 brian fox 39@http://www.constructioncalc.com/blog/userforum/ I'm new to this forum so Id like to say hello. I'm happy to find another forum that will broaden my horizons, expand my knowledge of the craft, and hopefully someday pay it forward for all the lessons, and teachings I was graced with. Anyway, I met Tim through another forum and I posed a question today that we ( lol, more him) thought was a good subject matter to bounce around... I am in the process of a large remodel in Bucks County PA., 100 year old balloon framed home. After the HO expressed interest in opening the wall between the living room and dining room I started the investigation process. After exposing the framing in the wall and the areas affected by it, I had the SE I work with out to the project. It was decided that a PSL at 5 1/4" x 11 7/8" for header, and 5 1/4" x 3 1/2" columns on either side of the opening would safely span the area and carry the load. My question today to Tim was: Does gluing and fastening by the manufacturers specs ( either 16's, truss-lock, GRK RSS, etc.) 3 - 1 3/4" x 11 7/8" LVL's meet the same, or close to the PSL load capacity? I am not a builder / person that second guesses my SEs sizing and calculations. The curiosity comes from the fact that it will be a lot easier to lift / move 3 LVL's around and in, as opposed to 1 PSL. The Ilevel tables say its close but..... Before you ask the SE and his partner are out of the country for the week, hence going to Tim, then putting this question out for all to share their experience, knowledge, and opinions on this subject. thanks Brian Lee on "SAGGING 2ND STORY FLOOR" http://www.constructioncalc.com/blog/userforum/topic/sagging-2nd-story-floor#post-37 Tue, 03 Aug 2010 14:49:57 +0000 Lee 37@http://www.constructioncalc.com/blog/userforum/ I could really use some advice. My home is 36 years old and the 2nd story floor is sagging in an area approx. 20 feet acrossed. It spans the master bedroom at the end where the doors enter the master bath and the hallway. What is the best fix? I do not notice any sagging on the ground floor. I suspect the floor joist is in some way needing help. Where should I start? I plan carpet replacement soon and that would be an opportune time to pull subfloor and inspect joist. Please offer some suggestions. Thanks in advance.