http://www.constructioncalc.com/blog/userforum/ Where Builders, Architects, Engineers, and Code Officials Meet en-US Sun, 05 Feb 2012 09:12:14 +0000 http://bbpress.org/?v=1.0.2 q http://www.constructioncalc.com/blog/userforum/search.php 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/ <p>Question from email:<br /> How does one know if the walls are load bearing? If the floor joists run perpendicular to the wall?</p> <p>Answer:<br /> 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.</p> <p>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.</p> <p>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.</p> <p>Those are the items I look for. If in doubt assume load bearing. </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-163 Thu, 10 Nov 2011 01:24:52 +0000 lgroulx2000 163@http://www.constructioncalc.com/blog/userforum/ <p>Hi Tim,<br /> I was playing around with v5.01. The miscellaneous dropdown box and calculation mode radio buttons are not visible with the other controls.</p> <p>Thanks,<br /> Larry. </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-161 Wed, 09 Nov 2011 17:59:01 +0000 Tim Garrison 161@http://www.constructioncalc.com/blog/userforum/ <p>Thank you, Larry :-)<br /> Tim. </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-160 Wed, 09 Nov 2011 17:13:19 +0000 lgroulx2000 160@http://www.constructioncalc.com/blog/userforum/ <p>After I sent the my reply, I downloaded v5.01 and tried very hard to duplicate the problem. Everything works fine. I can even close the print preview window.</p> <p>Thanks,<br /> Larry </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-159 Wed, 09 Nov 2011 16:27:11 +0000 Tim Garrison 159@http://www.constructioncalc.com/blog/userforum/ <p>Hi Larry,<br /> I believe that problem was fixed with v5.01. Please download that demo and give it a try. Let me know how that goes, pls.<br /> Thanks,<br /> Tim </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-158 Wed, 09 Nov 2011 15:58:02 +0000 lgroulx2000 158@http://www.constructioncalc.com/blog/userforum/ <p>Hi Tim,</p> <p>Thanks for the instructions. The round Office button is gone in 2010. I got to the Trust Center threw the file tab. It then hit me, I saved my Probeam backup copy as a Excel 2010 macro enabled worksheet. I deleted Probeam and reloaded it so I could save it in 97 -2003 comparability format.</p> <p>The Compatibility Checker dialog box came up with the following message: Some formulas in this workbook are linked to other workbooks that are closed. When these formulas are recalculated in earlier versions of Excel without opening the linked workbooks, characters beyond the 255-character limit cannot be returned. Location: Defined Names</p> <p>This message came up when I first saved the file but I ignored it because I didn't think the workbooks were linked in any way.</p> <p>Could this be part of the problem?</p> <p>Thanks,<br /> Larry </p> http://www.constructioncalc.com/blog/userforum/topic/live-load-reduction#post-157 Wed, 09 Nov 2011 09:54:16 +0000 Tim Garrison 157@http://www.constructioncalc.com/blog/userforum/ <p>You can see the LL reduction in the Uniform Load Input Table (grey number to right of input area.) The new version of ProBeam has the option to use LL reduction or not. Older versions don't give that option, the lower LL is used. A work around is to input the PLF uniform load directly (same table, rows at bottom) rather than PSF loads and trib widths.</p> <p>Tim. </p> 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/ <p>[from email]</p> <p>Beam Calc (early version), L=35', wll=25psf, Tributary Width=13'. Live Load reaction says 4300#. I get 5688# with a calculator.</p> <p>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. </p> http://www.constructioncalc.com/blog/userforum/topic/excel-2010-error-message#post-155 Wed, 09 Nov 2011 08:59:27 +0000 Tim Garrison 155@http://www.constructioncalc.com/blog/userforum/ <p>Hi Larry,</p> <p>Have you tried this from our FAQ page?</p> <p>B. Make sure your Macro and Active-x settings are correct in Excel as follows:</p> <p>- Open Excel.<br /> - Click on the round Office button, upper left.<br /> - Excel Options, lower right.<br /> - Trust Center in left margin.<br /> - Trust Center Settings, bar right side.<br /> - ActiveX Settings.<br /> - Select “Prompt me before enabling all controls with minimum restrictions.”<br /> - Ok<br /> - You should now be back in the Trust Center Settings screen. Select Macro Settings, left margin.<br /> - Select "Disable all macros with notification.<br /> - Ok<br /> Done. Excel will remember these settings, you should only have to do this once.<br /> 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.</p> <p>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". </p> <p>- Click "Options" to the right of that note.</p> <p>- Select Enable this content. </p> <p>E. Now you should be good to go. </p> <p>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.</p> <p>If that doesn't fix it, pls download the ProBeam v5.01 demo (free) and try that.</p> <p>Please keep me posted.</p> <p>Thanks,<br /> Tim. </p> 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/ <p>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. </p> <p>I never that that problem with Office 2003 and Windows XP.</p> <p>Larry </p> http://www.constructioncalc.com/blog/userforum/topic/how-to-make-money#post-105 Tue, 20 Sep 2011 14:33:23 +0000 Tim Garrison 105@http://www.constructioncalc.com/blog/userforum/ <p>Great question. I've been saying it for many years: "In any business, marketing is half."</p> <p>Your question is a marketing question: "How do I market my services as a beam / joist / rafter sizing technician?"</p> <p>I find that the best marketing is high-touch. I.E. get out and press the flesh. Meet with and show prospective clients how you can save them X-thousands of dollars per home. If you're not a member of a builder's association, join. Then you'll have access to contact information to hundreds of prospective customers. Get on the phone and start calling them. Set up 1/2 hour meetings and show them how to save money.</p> <p>Something I do frequently is host free, brown-bag lunch seminars. I bring my laptop and projector and show prospective clients how to save money. I do this through my builder's association. If it's a free service to their members, they usually will advertise it free to you. But be careful - it can not be salesy. You simply show them how to save money and then they'll be smart enough to come see you if they're interested.</p> <p>Good luck! </p> 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/ <p>How does one go about contacting contractors to do designs for them using probeam? </p> 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/ <p>Question: Do I really need double floor joists under non load bearing walls?</p> <p>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. </p> <p>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. </p> <p>The required section modulus (due to bending stress) for the sheathing is about 0.28 in^3. </p> <p>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.</p> <p>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.)</p> <p>So bottom line, technically, you don't need joists under non-load-bearing walls. </p> <p>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. </p> 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/ <p>[From email]</p> <p>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?</p> <p>Tim's Answer:</p> <p>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:</p> <p><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></p> <p>Best,<br /> Tim. </p> http://www.constructioncalc.com/blog/userforum/topic/deck-add-on-structurally-adequate#post-93 Thu, 16 Jun 2011 06:57:09 +0000 Tim Garrison 93@http://www.constructioncalc.com/blog/userforum/ <p>Hi Jensonlewis,</p> <p>If your question is serious (not quite of a structural nature which makes me wonder on this forum) the answer lies in a good, to-scale drawing of the entire area. Get your tape measure and paper and make a drawing to 1/4" = 1' scale. Then get some heavy construction paper (I use old file folders) and make to-scale cut outs of the items you want to position: the garden, pieces of furniture, hot tub, etc. I call this exercise "paper dolls." Now you can fiddle with all the parts and pieces until you come to an arrangement that suits you, and more importantly, your wife.<br /> Good luck! </p> http://www.constructioncalc.com/blog/userforum/topic/rotten-ends-on-floor-joists#post-92 Thu, 16 Jun 2011 06:47:04 +0000 Tim Garrison 92@http://www.constructioncalc.com/blog/userforum/ <p>You mention top and bottom chords which make me think it's a truss. Are we talking trusses here or joists? </p> http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-90 Wed, 08 Jun 2011 12:21:44 +0000 Tim Garrison 90@http://www.constructioncalc.com/blog/userforum/ <p>Yeah, it is cool stuff once you get into it a little.</p> <p>Live loads are always on the projected area so you don't have to do the trig conversion. Dead loads, however, should be on the true length, though the given load is usually on a projected surface. For example if you're designing a rafter at 4:12 (18-degrees) with a listed dead load of 15 psf, that listed load is on a projected, flat surface. So the actual dead load on the rafter will be a little more, 15/cos(18) = 15.8 psf. ProBeam does this math automatically so you don't have to mess with it. </p> http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-89 Wed, 08 Jun 2011 10:25:59 +0000 kjward 89@http://www.constructioncalc.com/blog/userforum/ <p>thanks tim. i'm just learning about all this cool stuff, so i appreciate your patience.</p> <p>another newbie question:</p> <p>when calculating total roof load, i've read that the projected area should be used. so, for an 12' 4:12 (18 degrees-ish) roof (10' wide) with 40psf combined live and dead loading, would i use 12 * cos18 as the projected run?</p> <p>thanks </p> http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-88 Tue, 07 Jun 2011 15:41:06 +0000 Tim Garrison 88@http://www.constructioncalc.com/blog/userforum/ <p>Hi kjward,</p> <p>The gable walls will take a small amount of roof load, yes. But it's so small that when modeling the ridge beam it's usually ignored. </p> http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-87 Tue, 07 Jun 2011 13:04:57 +0000 kjward 87@http://www.constructioncalc.com/blog/userforum/ <p>hi tim-</p> <p>given a basic gable roof designed as a cathedral ceiling, i have heard that the structural ridge beam would take half the total roof load, while the down-pitch outside walls each carry one-quarter. but, it seems that the gable walls between the ridge and outside wall carry some fraction of the roof load, too, don't they?</p> <p>thanks tim </p> 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/ <p>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 - </p> 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/ <p>[from email]</p> <p>Hi,</p> <p>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?</p> <p>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.</p> <p>If I can back my timber sizes with your software my engineering costs will decrease dramatically.</p> <p>Please, let me know at your earliest convenience.</p> <p>[Tim's Response:]</p> <p>Our software uses Allowable Stress Design (ASD) methods rather than LRFD or "Stregth" design methods and is compliant with the International Building Code, IBC.</p> <p>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.</p> <p>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.</p> <p>Thanks for your questions,</p> <p>Tim Garrison, P.E. </p> http://www.constructioncalc.com/blog/userforum/topic/egress-window-header#post-82 Sun, 27 Mar 2011 12:49:22 +0000 Tim Garrison 82@http://www.constructioncalc.com/blog/userforum/ <p>Hi tootall,</p> <p>I wouldn't hesitate to use LVL or PSL beams to carry the load you describe. I don't know how you came up with your loading but 3, 3.5x5.5 LVLs spanning 3' will carry a heck of a load - probably way more than you're applying. And using 2, 2x trimmers is plenty adequate. So from a strength point of view, it sounds like you're fine.</p> <p>What concerns me most is future rot of the LVL. I would use an asphalt-treated, heavy building paper between CMU and all wood.</p> <p>Lastly, when you poke holes in exterior walls you're reducing their lateral (wind and seismic) capacity. If there's a lot of CMU wall left, you're probably fine, but I can't know that for sure without seeing a plan. </p> <p>It's always a good idea to have a good engineer look over what you're doing. An hour or two of his time is money well spent.</p> <p>Tim. </p> 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/ <p>[from email]<br /> 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?<br /> Thanks<br /> Vin</p> <p>Tim's Reply:<br /> Hi Vin,</p> <p>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.</p> <p>Good question.<br /> Best,<br /> Tim. </p> 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/ <p>Hi,</p> <p>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.</p> <p>Thanks for your help. </p> 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/ <p>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:</p> <p>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? </p> <p>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.</p> <p>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. </p> <p>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. </p> 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/ <p>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:</p> <p>Here are a few points on this topic.</p> <p>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. </p> <p>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.</p> <p>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. </p> 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/ <p>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:</p> <p>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". </p> <p>Here's a sketch of a way to get this done using up those old TJIs:</p> <p><img src="http://www.contractortalk.com/attachments/f4/33797d1278514517-tji-saggy-floor-fix-tji-flange-sistering.jpg"></p> <p>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.</p> <p>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.</p> <p>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. </p> 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/ <p>If you're having trouble viewing certain parts of ConstructionCalc software in Excel '07, read on. </p> <p>Excel '07 is supposed to be easier but I find it harder and less intuitive.<br /> To change certain view settings:</p> <p>With the ConstructionCalc program open(ProBeam, for example):<br /> Microsoft Office button (upper left)<br /> Excel Options (lower right)<br /> Advanced (left margin)<br /> Scroll down to "Display options for this workbook," and select the appropriate ConstructionCalc program from the dropdown.<br /> Show sheet tabs<br /> Show all Objects<br /> Ok</p> <p>That should do it. If not, send us an email using the Contact Us tab on this website.<br /> P.S. While you're in the Advanced Options section, check out some of the other functionality you can adjust. Cool.<br /> Tim G. </p> 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/ <p>If you're having trouble viewing certain parts of ConstructionCalc software in Excel '07, read on. </p> <p>Excel '07 is supposed to be easier but I find it harder and less intuitive.<br /> To change certain view settings:</p> <p>With the ConstructionCalc program open(ProBeam, for example):<br /> Microsoft Office button (upper left)<br /> Excel Options (lower right)<br /> Advanced (left margin)<br /> Scroll down to "Display options for this workbook," and select the appropriate ConstructionCalc program from the dropdown.<br /> Show sheet tabs<br /> Show all Objects<br /> Ok</p> <p>That should do it. If not, send us an email using the Contact Us tab on this website.<br /> P.S. While you're in the Advanced Options section, check out some of the other functionality you can adjust. Cool.<br /> Tim G. </p> 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/ <p>If you're purchasing ConstructionCalc software with Pay Pal, the process is a little different that with a credit card. </p> <p>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. </p> <p>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.</p> <p>Certainly, you can call our office to alert us of your purchase and that will speed the process.</p> <p>Credit card purchases go through immediately, provided there's sufficient credit on the card. </p> http://www.constructioncalc.com/blog/userforum/topic/header-in-gable-wall#post-67 Fri, 18 Feb 2011 08:13:58 +0000 Tim Garrison 67@http://www.constructioncalc.com/blog/userforum/ <p>Hi Jeff,</p> <p>A header in a gable wall is pretty easy to design with ProBeam. The only sort-of-tricky part is the tributary width of the load. </p> <p>On a gable end the uniform load coming to the beam is the roof overhang distance plus half the distance to the first truss. You didn't tell me the overhang distance so I assumed 2'. Assuming the trusses are spaced at 2' OC, the trib width = 2 + 1/2*2 = 3'. A 4x8 header works nicely for this.</p> <p>Here is the input and solution:<br /> <a href="http://www.constructioncalc.com/blog/wp-content/uploads/GableHeaderCalc.jpg" rel="nofollow">http://www.constructioncalc.com/blog/wp-content/uploads/GableHeaderCalc.jpg</a> </p> 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/ <p>Tim,</p> <p>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.</p> <p>Regards,</p> <p>Jeff </p> 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/ <p>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.</p> <p>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. </p> <p>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. </p> <p>Here are the quick, easy adjustments:</p> <p>If you are using Excel 07, go through the following, A-F.<br /> If you're using Excel '03, scroll down.</p> <p>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.</p> <p>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.</p> <p>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.</p> <p>B. Make sure your Macro and Active-x settings are correct in Excel as follows:</p> <p>- Open Excel.<br /> - Click on the round Office button, upper left.<br /> - Excel Options, lower right.<br /> - Trust Center in left margin.<br /> - Trust Center Settings, bar right side.<br /> - ActiveX Settings.<br /> - Select “Prompt me before enabling all controls with minimum restrictions.”<br /> - Ok<br /> - You should now be back in the Trust Center Settings screen. Select Macro Settings, left margin.<br /> - Select "Disable all macros with notification.<br /> - Ok<br /> Done. Excel will remember these settings, you should only have to do this once.<br /> 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.</p> <p>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". </p> <p>- Click "Options" to the right of that note.</p> <p>- Select Enable this content. </p> <p>E. Now you should be good to go. </p> <p>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.</p> <p>* In Excel 03 and earlier</p> <p>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". </p> 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/ <p>Question from email:<br /> Can FootingCalc size a footing's rebar when there is uplift from an earthquake holdown?</p> <p>Answer: Yes. This extremely powerful program can easily handle any load: uplift, shear, moment, etc. It designs a square or rectangular footing, including rebar. </p>