Thousands of soft-story buildings up and down the West Coast require retrofits to prevent collapse in the event of a major earthquake. Whether the retrofits are mandated by a city ordinance (as in San Francisco, Berkeley and Los Angeles) or are undertaken as voluntary upgrades, the benefits of adding necessary bracing to strengthen the ground story are immense. Simpson Strong-Tie has taken the lead, with our new Soft-Story Retrofit Guide, to provide information that helps engineers find solutions to reinforce soft-story buildings against collapse. We are also providing information on the two methods that can be used for the analysis and design of these soft story retrofits.
After the initial information section of the guide, a two-page illustrated spread (pp. 14–15) shows various retrofit products that could be used to retrofit the soft-story structure with reference to the following pages. Three main lateral-force-resisting systems highlighted in this graphic are the Strong Frame® special moment frame (SMF), the new Strong-Wall® wood shearwall, and conventional plywood shearwalls. Individual retrofit components are also shown, such as connection plates and straps for lateral-load transfer, anchors for attachment to the foundation, fasteners and additional products such as the RPBZ retrofit post base and AC post caps for providing a positive connection.
Turning the page, you come to the section describing in detail the many benefits of the Strong-Frame special moment frame (SMF) in a retrofit situation. The engineered performance of the SMF provides the additional strength and ductility that the building requires and can be fine-tuned by selecting various combinations of beams, columns, and Yield-Link® structural fuse sizes. A typical retrofit Strong Frame® SMF comes in three complete pieces allowing for the frame to be installed on the interior of the structure in tight quarters. The frame is simply installed using a 100% snug-tight field-bolted installation with no on-site welding or lateral-beam bracing required.
The next lateral system we focus on is the Strong-Wall® shearwall and the new grade beam solutions offered to reduce the concrete footprint. The new Strong-Wall wood shearwall includes an improved front-access holdown and top-of-wall connection plates for easier installation. Both the Strong Frame SMF and the Strong-Wall wood shearwall have load-drift curves available for use with FEMA P-807. Site-built shearwalls can be installed using retrofit anchor bolts at the mudsill and new holdowns at the shearwall end posts.
In the pages following the lateral systems, various products are shown with tabulated LRFD capacities, whereas ASD capacities are typically provided in the order literature for these products. Both ASD and LRFD capacities have been provided for products with new testing values such as the A35 and L90 angles installed with ⅝”-long SPAX screws into three different common floor sheathing materials, as well as for the new HSLQ heavy-shear transfer angle designed to transfer higher lateral forces directly from 4x blocking to the 4x nailer on the Strong-Frame SMF, even when a shim is used between the floor system and the frame. LRFD capacities are provided in this new Soft-Story Retrofit Guide specifically for use with the FEMA P-807 design methodology. This methodology specifies in section 6.5.1 that:
Load path elements should be designed to develop the full strength and the intended mechanism of the principal wall or frame elements. Therefore, to ensure reliability, appropriate strength reduction factors should be applied to the ultimate strengths of load path elements. Specific criteria may be derived from principles of capacity design or from other codes or standards, such as ASCE/SEI 41 or building code provisions involving the overstrength factor, Ωo.
FEMA P-807 bases the capacity of the retrofit elements on the peak strength. LRFD capacities are provided for various load-path connector products, which can be used to develop the full strength of the lateral-force-resisting element to satisfy this requirement.
This week’s post comes from Jeff Kreinke, PE, SE, a structural Project Manager with Excel Engineering in Fond du Lac, WI. Jeff earned his Bachelor’s degree in Civil & Environmental Engineering from the University of Wisconsin-Madison. He has worked in Excel Engineering’s structural department for 15 years and specializes in cold-formed steel systems design. This specialization has included the design of dozens of “blast” resistant structures per the Unified Facilities Criteria standards. Jeff is licensed in 22 states as a Professional or Structural Engineer.
Back in the year 2000, the U.S. Department of Defense (DoD) was charged with incorporating antiterrorism protective features into the planning, design and execution of its facilities. The main document developed to meet this requirement is the Unified Facilities Criteria “DoD Minimum Antiterrorism Standards for Buildings” (UFC 4-010-01). The current version was published in October 2013. This document covers what is most commonly referred to as “blast” design.
All DoD inhabited buildings, billeting (military housing) and high-occupancy family housing projects are required to comply with this standard. The most common projects incorporating cold-formed steel framing are for the military branches (including National Guard and Reserve components). Notable exceptions are: low-occupancy buildings (11 occupants or fewer), transitional structures (with intended life cycles of five years or less), standalone retail establishments and parking structures. A complete list of excluded buildings types is located in chapter 1-9 of UFC 4-010-01.
General structural requirements for DoD projects are provided in the UFC 1-200-01 standard. The current model building code referenced is the 2012 IBC. Specific structural design criteria are also listed for all major military bases. UFC 4-010-01 specifically states that its requirements do not supersede the structural requirements of UFC 1-200-01. Basically, three lateral designs are required for all DoD projects: wind, seismic and blast.
The main design strategies employed by UFC 4-010-01 are to maximize standoff distance, prevent progressive collapse and minimize hazardous flying debris. Progressive collapse avoidance is addressed by UFC 4-023-03. The main criterion to note is that it is only required in structures of three or more stories in height.
UFC 4-010-01 tables B-1 and B-2 provide the conventional standoff distances and minimum standoff distances for a building based on its construction type and building category. The conventional standoff distance is where conventional construction may be used for building components other than windows and doors without a specific analysis of blast effects. The minimum standoff distance is the smallest permissible distance allowed regardless of any analysis or construction hardening.
To minimize hazardous flying debris, two basic components are addressed: typical wall framing and opening support framing. UFC 4-010-01 Table 2-3 provides the allowable height for cold-formed stud typical wall framing based on material, spacing, support conditions and supported weight.
For both brick veneer and EIFS cladding, the maximum allowable height is 12″-0″. Note that 50 ksi stud material is required to meet these requirements. There is no similar strength requirement for connections.
For framing that meets both the conventional standoff distance and allowable member height, NO further blast analysis is required. For framing that does not meet either the conventional standoff distance or allowable member height, additional blast analysis IS required. The support framing (head/sill/jambs) for windows and skylights ALWAYS requires additional blast analysis. Per section B-3.3.3 of UFC 4-010-01, the support framing for doors, glazed or solid, is not required to be analyzed for blast. Doors are designed to remain in their frames and not become hazards to building occupants. Sidelights and transoms that are included within the door assembly are also not required to be analyzed for blast. There are exclusions provided for unoccupied areas of buildings, such as exterior stairwells and exterior walkways. Personal experience with the U.S. Army Corps of Engineers Protective Design Center (USACoE PDC) has shown that unoccupied attic areas are also allowed to be excluded from the provisions.
Two “levels of protection” are provided for in the UFC 4-010-01. Only Low Level of Protection (LLOP) and Very Low Level of Protection (VLLOP) buildings are addressed. Low Level of Protection allows for moderate damage with collapse being unlikely and having the potential for serious but not fatal human injury. Very Low Level of Protection allows for heavy structural damage with progressive collapse unlikely and having serious human injury likely with potential fatalities. Any projects that require a higher Level of Protection designation must be referenced elsewhere. The project appropriate “Level of Protection” is provided in UFC 4-01-01 Tables B-1 and B-2.
Static analysis of “punched” openings (framed with head and sill members and supported by jamb studs) is only allowed to be performed if the conventional standoff distance is met. Ribbon windows, aluminum curtainwalls, storefronts, etc., are required to be designed by the dynamic analysis method. The “punched” window supporting structure is to be designed to account for the increased tributary area representing the area of the window and the walls above and below it. These supporting elements must have moment and shear capacities greater than the calculated conventional wall capacities multiplied by the applicable tributary area increase.
For example, if the tributary area of the “punched” opening is three times the typical full-height stud spacing, three members are required for the jamb stud assembly. An alternate member with moment and shear capacities greater than or equal to three times the typical full-height members’ capacity can also be used. UFC 4-01-01 section B-184.108.40.206 states that connection loads shall be determined based on the increase in member shear capacity. It makes a difference which members are chosen for the jamb stud assembly, as the connection must be designed for the shear capacity of that specific assembly. Per UFC 4-010-01 section B-3.1, the connectors themselves are designed using LRFD methods with a Load Factor of 1.0. The resistance factor for bending is allowed to be 1.0, while the resistance factors for other failure modes remain per the AISI code (Shear = 0.95). Per UFC 3-340-02 section 5-47, when LRFD values are not published for connectors, a value of 1.7 times the allowable strength is permitted. Published LRFD strengths already have the appropriate resistance factors incorporated. Simpson Strong-Tie publishes LRFD values for all of its connectors.
Dynamic Analysis Method
As mentioned above, dynamic analysis is performed with the SBEDS spreadsheet tool provided free of charge by the USACoE PDC. There is a simple approval process to undergo in order to receive a software key for the program. The general inputs for the program are fairly straightforward. There is a list of standard preset stud shapes that can be selected. The list is not comprehensive, but shape property inputs are provided for “user defined” members.
The SBEDS spreadsheet is formatted to analyze single-span wall framing. For analyzing opening support framing, the stud spacing and supported weight will have to be adjusted. Per PDC TR-10-02, the stud spacing is to be figured the same way as in the static analysis method. The spreadsheet analyzes the entire wall at one supported weight, so this will also have to be adjusted to account for the differing weights of the building cladding and glazing, providing an average support weight. For EIFS cladding, all weights are typically assumed to be the same (6 psf actual). For brick veneer (46 psf actual), the supported weight must be reduced to account for the lower weight of the glazing (6 psf actual). The wall span will need to be adjusted to the actual length of the head and sill members.
The blast parameters are input as “Charge Weight & Standoff.” The appropriate project explosive weight is referenced from the UFC 4-010-02 standard. This publication is authorized only to U.S. Government agencies and their contractors. Approval must be obtained from the USACoE PDC to obtain this document. The standoff distance is entered as the project-specific standoff distance. The Incidence angle can be calculated as the arc tangent (ATAN) of the height to the center of the opening divided by the actual standoff distance. The remaining typical blast parameter inputs are shown below.
The typical response criteria inputs are shown below. Typically stud framing is required to be “connected top and bottom.” There is an option to select “Top Slip Track,” but personal experience has shown that this option does not pass the analysis. There are two options provided with the “Level of Protection” type. “Primary” would be selected for load-bearing projects, while “Secondary-NS (Non-Structural)” would be selected for curtainwall-type projects.
For the Solution Control inputs, the main check is to verify that the inputted time step matches the calculated recommended time step. The calculated value will change when various other inputs are changed. The “% of Critical Damping” can be entered as 5% for CFS framing, per the spreadsheet cell comment. The “Initial Velocity” is entered as zero, also per the spreadsheet cell comment.
Connections are designed to meet or exceed the “Peak Reactions Based on Ultimate Flexural Resistance” value given in the SBEDS output. Per UFC 4-010-01 section B-3.1, design is done per LRFD methodology with Load Factors equal to 1.0. The Resistance Factor for bending is allowed to be 1.0, while the Resistance Factors for other failure modes are per the AISI code (Shear = 0.95). Published LRFD strengths already have the appropriate resistance factors incorporated. The conservative assumption would be that shear controls the failure, and an increase in the LRFD Resistance Factor is not appropriate.
Per UFC 3-340-02, there are additional increases in connection strength that can be taken for dynamic blast design. The Strength Increase Factor (SIF, a.k.a. Static Increase Factor or Average Strength Factor) considers that yield stresses for all CFS materials provided are typically higher than the minimum yield stresses required by ASTM A446 (replaced by ASTM A653) steel. Per section 5-12.1, the SIF is listed as 1.21 for all CFS framing but only applies to the yield stress (Fy). Any calculations involving the ultimate stress (Fu) value are not allowed to be increased. The SIF also does not apply to fasteners (screws, bolts, PAFs, welds, etc.). The Dynamic Increase Factor (DIF) considers the strain-rate effects from rapid blast loading. Per section 5-34.2, this increase is listed as 1.10 for all CFS framing and per UFC 4-0-010-01 section 4-7, 1.05 for welds. Conservatively, it is assumed that the DIF equals 1.0 for all other fasteners (screws, bolts, PAFs, etc.).
Did you know that Simpson Strong-Tie is celebrating its 60th birthday this year? We started out with one punch press and the ability to bend light-gauge steel. Then, one Sunday evening in the summer of 1956, Barclay Simpson’s doorbell rang and a request for our first joist hanger led us into the wood connector business. Since then, we’ve continued to grow that business by focusing on our engineering, research and development efforts. Some might say that nowadays we’re an engineering company that also happens to manufacture products, as evidenced by our focus on developing technology tools over the past few years such as web calculators, an updated website and design software. Our focus on technology, however, is really another aspect of our continued commitment to excellence in manufacturing and our application of the tenets of lean manufacturing.
Many of you may already be familiar with the idea of lean manufacturing made famous by Toyota in the early 2000s, along with the principles of continual improvement and respect for people. The concept of continual improvement is based on the idea that you can always make small changes to improve your processes and products. Although they were established in a manufacturing setting, these ideals ring very true for engineering as well; eliminate steps in your design process that don’t add any value to the final project and always be on the lookout for tools or techniques that can speed up your process. Thinking lean isn’t about cutting corners to get your result faster, it’s about mindfully getting rid of the steps that aren’t helping you and finding better ways of doing everyday tasks.
As structural engineers, we can find ourselves working on a variety of projects that lead us to perform repetitive calculations to check different conditions, such as varying parapet heights on the exterior of a building, or we may find ourselves working with an unfamiliar material, such as light-gauge or cold-formed steel (CFS), where we have to take some time away from design to review reference materials such as AISI S200-12 North American Standard for Cold-Formed Steel Framing. Wouldn’t it be great if there were a design tool that could help you complete your light-gauge projects more quickly, in complete compliance with current building codes?
It turns out that Simpson Strong-Tie offers a design tool called CFS Designer™ to help structural engineers improve their project design flow. This program gives engineers the ability to design light-gauge stud and track members with complex beam loading and span conditions according to building code specifications. What does that actually mean, though? Allow me to illustrate with an example of a design project.
Let’s say you’re designing a building and part of your scope is the exterior wall framing, or “skin” of the building. You probably get sent some architectural plans that look something like this:
The architectural elevations will have wall section marks indicated for different framing situations. Two sample wall sections are shown in Figure 2.
This building has several different wall section types that include door and window locations, varying parapet heights, diverse finish materials that need to meet different deflection criteria, and different connection points back to the base building. The traditional design calculation that you would need to run for one wall section might begin with a loading diagram similar to Figure 3 below.
Once you have your loading diagram generated, you would need to use reference load tables or a computer analysis program to solve for the axial and moment demands, the reactions at the pinned supports, and the member deflections.
After you determine the demand loads, you would then need to select a CFS member with sufficient properties, and you may need to iterate a few times to find a solution that meets the load and deflection parameters. After you’ve selected a member with the right width, gauge and steel strength, you’ll need to select an angle clip that can handle the demand loads, as well as fasteners to connect the clip to the CFS stud and to the base building. You would also need to also check the member design to ensure that it complies with bridging or bracing requirements per AISI. Then, after all that, you’d have to repeat the process again for all of the wall section types for your project.
Just writing out that whole process took some time, and you can imagine that actually running the calculations takes quite a bit longer. I think we can all agree that the design process we’ve outlined is time-consuming, and here’s where using CFS Designer™ to streamline your design process can really help.
CFS Designer is a structural engineering design program that can automate many of the manual steps that are required in the design process. It has an easy-to-understand graphical user interface that allows you to input your project parameters within a variety of design modules from walls and beams, jambs and headers, X-brace walls, shearwalls, floor joists, and roof rafters. The program also enables the design of single stud or track members, built-up box-sections, back-to-back sections, and nested stud or track sections. Figure 5 shows an example of how you would input the same stud we looked at before into the program.
The program will generate the loading diagrams and complete calculation package for all of these different situations. And along with checking the member properties and deflection limits, CFS Designer will also check bridging and bracing requirements and provide connector solutions for the studs using tested and code-listed Simpson Strong-Tie products. Figure 6 shows an example of the summary output you would receive.
One unique part of the output is toward the center of the second page, under the heading “Simpson Strong-Tie Connectors.” This section summarizes the tension and compression loads at each reaction point and then shows a connector solution (such as the SCB45.5) along with the number of screws to the stud and the number of #12 sheet-metal screws to anchor back to the base building. Simpson Strong-Tie has developed and tested a full array of connectors specifically for CFS curtain-wall construction as well as for interior tenant improvement framing, which allows designers to select a connection clip straight out of a catalog without needing to calculate their own designs per the code. It’s just another way we’re helping you to get a little leaner!
The last part of the output shown in Figure 6 is titled “Simpson Strong-Tie Wall Stud Bridging Connectors.” It checks the bridging and bracing requirements per AISI S100 and selects a SUBH bridging connector, an innovative bridging solution developed by Simpson Strong-Tie that snaps into place and achieves design loads while only requiring one #10 screw to connect for 75% of applications.
You can download a free trial of CFS Designer™ and give it a test drive to see how much time it can save you on a design project. The trial version has almost full functionality, with the exception of not being able to print the output sheets. You can see purchasing information online, and you should always feel free to contact your local Simpson Strong-Tie engineering department with any questions you may have. I hope you are able to take advantage of this great tool to further improve your everyday design processes. We will be sure to keep you updated on our latest technology tools that help speed up the design process. If you’re using CFS Designer, we’d like to hear your thoughts about the program. Please share them in the comments below.
This week’s post comes from Hien Nguyen, one of our R&D engineers at the Simpson Strong-Tie Home Office in Pleasanton, CA. Hien has worked in new product development for 17 years on a variety of products. While she still does a few connector projects for wood, her skills and passion for cold-formed steel construction have allowed her to become our expert in CFS product development. Before joining Simpson Strong-Tie, Hien worked as a consulting engineer doing building design. She has a bachelor of science in Civil Engineering from UC Davis, and is a California Licensed Civil Engineer. Here is Hien’s post:
A previous blog post described how Simpson Strong-Tie tests and loadrates connectors used with cold-formed steel structural members per acceptance criteria ICC-ES AC261.
This week, I would like to describe how we test and determine engineering design values for RCKW, Rigid Connector Kneewall, in a CFS wall assembly and how the data can help designers perform engineering calculations accurately and efficiently.
The RCKW was developed to provide optimal rotational resistance at the base of exterior kneewalls, parapets, handrail and guardrail systems as well as interior partial-height walls.
RCKW connectors were tested in CFS wall assemblies for 33 mil, 43 mil, and 54 mil steel thicknesses and in stud members with depths from 3½ to 8 inches. RCKW connectors with stiffeners, RCKWS, were also tested in CFS wall assemblies for 43 mil, 54 mil, and 68 mil stud thicknesses.
The wall assembly is built using CFS stud framing, bottom and top tracks simulating the kneewall application in the field. The RCKW connectors are fastened to a stud using self-drilling screws and an anchor to the test bed foundation. The horizontal load (P) is applied to the CFS wall assembly at a height (hwall) of 38 inches. The instruments are also placed at the same height as the applied load to measure wall deflection. The load and deflection data are recorded concurrently until the wall assembly fails.
The allowable moment, MASD, is determined by multiplying PASD, the allowable horizontal load, by hwall, wall height (MASD = PASD * hwall).
PASD is calculated from peak load or nominal load, PNominal, divided by Ω, a safety factor per AISI 100 Chapter F. The blog post on Cold-Formed Steel Connectors discusses safety factors for CFS testing.
Similarly, the allowable rotational angle, θASD, is also determined by wall deflection at allowable load, ∆ASD, divided by hwall (θASD = ∆ASD / hwall).
So the assembly rotational stiffness, β, is calculated by MASD, divided by θASD (β = MASD / θASD).
The typical test performance curve for moment versus rotational angle is concave down and increasing as shown in the blue color curve. As a result, the rotational stiffness for RCKW is established by the secant stiffness, which is a red color straight line from zero to the allowable moment as shown below.
The rotational stiffness captures connector deflection, stud deflection and fastener slip in various stud thicknesses. Whereas when the connectors are tested in a steel jig fixture, the rotational stiffness includes connector deflection only and not the fastener and stud deflection behaviors. The photos below are examples of member failures which include stud buckling, bottom track tearing, and screws tilting and bearing. These failure modes are reflected in our tabulated loads because of our assembly testing.
Designers might wonder why the rotational stiffness is so important and how significant it is in Engineering Design. The IBC 2012 Building Code, Section 1604.3 indicates that structural systems and members shall be designed to have adequate stiffness to limit deflections and lateral drift. Table 1604.3 also provides deflection limits for various construction applications to which the Engineer must adhere.
For example, one of many common applications in CFS construction is the exterior kneewall system below a large window opening subject to the lateral pressure load. This kneewall system must not only be designed to provide moment strength to avoid the hinging failure at the base, but it must also be designed for deflection limits to prevent excess lateral drift that could result in cracking from various types of finish materials.
Since we performed comprehensive testing of full assemblies, engineers do not need to add stud deflection and fastener slip to the calculation. This saves time and eliminates guesswork with their specifications in a common 38 inch kneewall height.
Furthermore, we analyzed the test data to determine connector rotational stiffness, βc, which includes connector deflection, fastener slips, but not the stud deflection. Connector rotational stiffness allows engineers to perform deflection calculations for assemblies of any height. Design examples are available in the RCKW Kneewall Connectors flier.
Simpson Strong-Tie recognizes the complexity of performing hand calculations to accurately determine the anchorage reactions for the RCKW connectors. This post on Statics and Testing described how we established loads for our CFS SJC products through testing. We have also provided anchor reaction loads for connectors at allowable moments so engineers could skip this step in the calculations. We measure the anchor reactions by connecting the calibrated blue load cells with the threaded rod that anchors the RCKW connector. The load cell measures the tension forces in the rod directly.
Connector strength and stiffness are critical for RCKW products where calculation or interpolation cannot capture the true performance accuracy the same way that testing would. For this reason, we have tabulated values for various stud member depths and thicknesses. Like Paul, I am amazed at the number of tests that go into this product. Ultimately, we can provide complete Engineer Design values that our specifiers can trust in determining adequate strength and stiffness to meet the code requirement.
The use of high-strength steels in anchors and fasteners is not unusual in the construction world. For example, high-strength threaded rods are often used to reduce the number of mild-steel rods that would be required to meet a design load for an adhesive anchor. High-strength steel is essential to the function of some fasteners, such as self-drilling and self-tapping screws.
However, for anchors and fasteners, there are limits to what can be accomplished by increasing steel strengths due to a phenomenon known as hydrogen embrittlement. Hydrogen embrittlement is well known by anchor and fastener manufacturers, but it is not widely known by structural engineers. The purpose of this blog post is to provide an overview of this important subject and some insight into one reason why steels used in construction anchors and fasteners have upper strength limits.
What is hydrogen embrittlement?
Hydrogen embrittlement is a significant permanent loss of strength that can occur in some steels when hydrogen atoms are present in the steel and stress is applied. Embrittlement occurs as hydrogen atoms migrate to the region of highest stress and cause microcracks. When a crack forms, the hydrogen then migrates to the tip of the crack (Figure 1) and causes continued crack growth until the effective fastener cross-section is so reduced that the remaining cross-section is overloaded and the fastener fails. Figures 2, 3 and 4 show a failure plane and coarse granular morphology and intergranular cracks (dark lines in Figures 3 and 4). These failures occur suddenly, without warning, after the fastener or rod has been loaded for a period of time.
All three of the aforementioned conditions must be present for hydrogen embrittlement to occur:
A steel that is susceptible to hydrogen embrittlement
Atomic hydrogen (H+ ions, not H2 gas)
Stress, such as from tightening or applied loads
If an application involves these, then there is a possibility of hydrogen embrittlement and fastener failure. The possibility of and time to failure depend on the degree of each of these conditions. Therefore, the level of concern should depend on the degree to which the Designer expects all three of these conditions to be present in the application.
What steels are sensitive to hydrogen embrittlement?
A fastener’s susceptibility to hydrogen embrittlement increases with elevated tensile strength or hardness. It is generally accepted that good-quality fasteners with an actual (not specified) Rockwell C scale hardness of less than 38 (tensile strength of less than approximately 170,000 psi) are not ordinarily susceptible to hydrogen embrittlement. Fastener manufacturers often establish lower hardness limits as an extra margin of safety for variability that may occur in production.
When are hydrogen atoms (H+) present?
Hydrogen atoms can be introduced into a fastener from manufacturing or from the service environment.
Sources of hydrogen from manufacturing:
Hydrogen can be present in the steel-making process, but the amount present in good-quality steel is below the level that causes problems. The most common way that hydrogen is introduced during anchor and fastener manufacturing is from the cleaning and coating processes. These processes often utilize acids that produce hydrogen. Compounding this problem is that many popular coatings like zinc plating (ASTM B633) and hot-dip galvanizing (ASTM A153) create a barrier around the fastener that does not allow hydrogen to easily diffuse out of the fastener. Some coatings, like mechanical galvanizing (ASTM B695), do have sufficient porosity that hydrogen can diffuse through the coating at room temperature.
Manufacturers most commonly manage internal hydrogen sources by minimizing cleaning time and by baking plated fasteners after coating for a number of hours to help diffuse hydrogen through the coating and out of the fastener. In some cases, mechanical cleaning and alkaline cleaning are used to prevent hydrogen from being introduced.
In cases where internal hydrogen is not properly managed in the manufacturing process, failure usually occurs quickly, within 48 hours of fastener installation.
External sources of hydrogen:
Hydrogen can also be introduced from the service environment. Zinc coatings galvanically protect steel from corrosion in damp or wet service environments. However, this process results in an electric current being passed through the water (H2O) to produce hydrogen (H+) and hydroxide (OH–) ions as shown in Figure 5. Since this process requires corrosion to generate the hydrogen, failures from externally generated hydrogen usually take much longer to occur than when internal hydrogen is the cause. Steel failure from externally generated hydrogen can take anywhere from weeks to years.
How much stress is too much stress?
Fortunately, for products that require very high-strength steels, hydrogen embrittlement risk diminishes, even for sensitive steels, as applied loads are reduced. For such products there are a number of complex tests that fastener manufacturers utilize in development and quality control to verify that the risk of hydrogen embrittlement is controlled for the intended application at the rated loads.
As illustrated in the discussion above, hydrogen embrittlement can be a serious concern for high-strength anchors and fasteners. A Designer should exercise great care to guard against the sudden brittle steel failure that this phenomenon can produce. There are a number of good practices to follow in this regard:
Do not utilize exotic high-strength steels with actual tensile strengths greater than 170,000 psi (Rockwell C-scale hardness of 38) without carefully considering hydrogen embrittlement risk. Note that actual tensile strength may be higher than specified tensile strengths.
Ensure that quality sources of high-strength fasteners are specified. High-quality manufacturers have design and manufacturing practices in place to guard against hydrogen embrittlement.
Use discretion in selecting very high-strength fasteners for corrosive applications since these conditions often produce hydrogen through the galvanic process.
Simpson Strong-Tie is sponsoring the 24th Short Course on Cold-Formed Steel Structures hosted by the Wei-Wen Yu Center for Cold-Formed Steel Structures (CCFSS). The course will be held on October 27-29, 2015 at the Drury Plaza Hotel at the Arch in St. Louis, MO.
This three-day course is for engineers who have limited or no experience designing with cold-formed steel (CFS), as well as those with experience who would like to expand their knowledge of cold-formed steel structural design. Lectures will be given by industry-recognized experts Roger LaBoube, Ph.D., P.E., and Sutton Stephens, Ph.D., P.E., S.E. The course is based on the 2012 AISI North American Specification for the Design of Cold-Formed Steel Structural Members and the 2012 North American Standards for Cold-Formed Steel Framing. Dr. Wei-Wen Yu’s book Cold-Formed Steel Design (4th Edition) will be a reference text.
The course will address such topics as design of wall studs, floor joists, purlins, girts, decks and panels. It is eligible for 2.4 Continuing Education Units (CEUs). Advance registration is requested by October 10, 2015. For more information and to register, click here.
Simpson Strong-Tie is sponsoring the 24th Short Course on Cold-Formed Steel Structures hosted by the Wei-Wen Yu Center for Cold-Formed Steel Structures (CCFSS). The course will be held on October 27-29, 2015 at the Drury Plaza Hotel at the Arch in St. Louis, MO. This three-day course is for engineers who have limited or no experience designing with cold-formed steel (CFS), as well as those with experience who would like to expand their knowledge of cold-formed steel structural design. Lectures will be given by industry-recognized experts Roger LaBoube, Ph.D., P.E., and Sutton Stephens, Ph.D., P.E., S.E. The course is based on the 2012 AISI North American Specification for the Design of Cold-Formed Steel Structural Members and the 2012 North American Standards for Cold-Formed Steel Framing. Dr. Wei-Wen Yu’s book Cold-Formed Steel Design (4th Edition) will be a reference text. The course will address such topics as design of wall studs, floor joists, purlins, girts, decks and panels. It is eligible for 2.4 Continuing Education Units (CEUs). Advance registration is requested by October 10, 2015. For more information and to register, click here.
While consideration of bracing is important for any structural element, this is especially true for thin, singly symmetric cold-formed steel (CFS) framing members such as wall studs. Without proper consideration of bracing, excessive buckling or even failure could occur. Bracing is required to resist buckling due to axial or out-of-plane lateral loads or a combination of the two.
There are two methods for bracing CFS studs as prescribed by the American Iron and Steel Institute (AISI) Committee on Framing Standards (COFS) S211 “North American Standard for Cold-Formed Steel Framing – Wall Stud Design” Section B1. One is sheathing braced design and the other is steel braced design.
Sheathing braced design has limitations, but it is a cost effective method of bracing studs since sheathing is typically attached to wall studs. This design method is based on an assumption that the sheathing connections to the stud are the bracing points and so it’s limited by the strength of the sheathing fastener to stud connection. Due to this limitation, the Designer has to use a steel braced design for most practical situations. AISI S211 prescribes a maximum nominal stud axial load for gypsum board sheathing with fasteners spaced no more than 12 inches on center. AISI S211 Section B1 and the Commentary discuss the design method and assumptions and demonstrate how to determine the sheathing bracing strength.
Sheathing braced design requires that identical sheathing is used on each side of the wall stud, except the new AISI S240 standard Section B220.127.116.11 clarifies that for curtain wall studs it is permissible to have sheathing on one side and discrete bracing for the other flange not spaced further than 8 feet on center. The wall stud is connected to the top and bottom tracks or supporting members to provide lateral and torsional support and the construction drawings should note that the sheathing is a structural element. When the sheathing on either side is not identical, the Designer must assume the weaker of the two sheathings is attached to each side. In addition, the Designer is required to design the wall studs without the sheathing for the load combination 1.2D + (0.5L or 0.2S) + 0.2W as a consideration for construction loads of removed or ineffective sheathing. The Designer should neglect the rotational restraint of the sheathing when determining the wall stud flexural strength and is limited by the AISI S100 Section C5.1 interaction equations for designing a wall stud under combined axial and flexural loading.
Steel braced design may use the design methodology shown in AISI S211 or in AISI Committee on Specifications (COS) S100 “North American Specification for the Design of Cold-Formed Steel Structural Members.”
Steel braced design is typically either non-proprietary or proprietary “clip and bridging” bracing, or “flat strap and blocking” bracing periodically spaced along the height of the wall stud.
Steel braced design is a more practical bracing method for several reasons. First, during construction, wall studs go unsheathed for many months, but are subjected to significant construction loads.This is especially true for load-bearing, mid-rise structures. Second, some sheathing products, including gypsum wallboard, can be easily damaged and rendered ineffective if subjected to water or moisture. Third, much higher bracing loads can be achieved using mechanical bracing. IBC Section 2211.4 permits Designers to design steel bracing for axially loaded studs using AISI S100 or S211. However, S100-07 requires the brace to be designed to resist not only 1% of the stud nominal axial compressive strength (S100-12 changes this to 1% of the required compressive axial strength), but also requires a certain brace stiffness. S211 requires the Designer to design the bracing for 2% of the stud design compression force, and it does not have a stiffness requirement. . AISI S100 is silent regarding combined loading, but S211 provides guidance. S211 requires that, for combined loading, the Designer designs for the combined brace force determined using S100 Section D3.2.1 for the flexural load in the stud and either S100 or S211 for the axial load. In addition, the bracing force for stud bracing is accumulative as stated by S211 Commentary section B3. As a result, the periodic anchorage of the bracing to the structure such as strongbacks or diagonal strap bracing is required.
Some benefits and challenges of steel clip and bridging bracing include:
Proprietary solutions, such as the Simpson Strong-Tie SUBH bridging connector, can significantly reduce installed cost since many situations require only one screw at each connection.
Unlike strap bracing, u-channel bracing can be installed from one side of the wall.
U-channel bracing does not create build-up that can make drywall finishing more difficult.
Extra coordination may be required to ensure that u-channel bridging does not interfere with plumbing and electrical services that run vertically in the stud bay.
Bracing for axial loaded studs requires periodic anchorage to the structure, such as using strongbacks or diagonal strap bracing.
Bracing of laterally loaded studs does not require periodic anchorage since the system is in equilibrium as torsion in the stud is resisted by bridging (e.g., U-channel) bending.
Some benefits and challenges of steel flat strap and blocking bracing include:
May be installed at other locations than stud punchout.
Required to be installed on both sides of wall.
Bumps out sheathing.
Bracing for axial loaded studs requires periodic anchorage to structure, such as using strongbacks or diagonal strap bracing (same load direction in stud flanges).
Bracing for laterally loaded studs requires design of periodic blocking or periodic anchorage to the structure (opposite load direction in stud flanges).
There are several good examples Designers may reference when designing CFS wall stud bracing. They include AISI D110 Cold-Formed Steel Framing Design Guide that may be purchased from www.cfsei.org, SEAOC Structural/Seismic Design Manual Volume 2 Example 3 that may be purchased from www.seaoc.org, and the Simpson Strong-Tie wall stud steel bracing design example on page 60 of the C-CFS-15 CFS catalog.
Cold-formed steel framing is a versatile construction material, but Designers need to carefully consider the bracing requirements of the AISI specification and wall stud design standard. What cold-formed steel wall bracing challenges have you encountered and what were your solutions?
This week’s blog post was written by Neelima Tapata, R&D Engineer for Fastening Systems. She works in the development, testing and code approval of fasteners. She joined Simpson Strong-Tie in 2011, bringing 10 years of design experience in multi- and single-family residential structures in cold-formed steel and wood, curtain wall framing design, steel structures and concrete design. Neelima earned her bachelor’s degree in Civil Engineering from J.N.T.U in India and M.S. in Civil Engineering with a focus on Structural Engineering from Lamar University. She is a registered Professional Engineer in the State of California.
Like most engineers, you are probably often working against tight deadlines, on multiple projects and within short delivery times. If you have ever wished for a design tool that would make your work easier, we have an app for that. It’s a simple, quick and easy-to-use tool called the “Steel Deck Diaphragm Calculator” for designing steel deck diaphragms. This tool is so user friendly you can start using it in minutes without spending hours in training. This app can be found on our website, and you don’t need to install anything.
The Steel Deck Diaphragm Calculator has two parts to it: “Optimized Solutions” and “Diaphragm Capacity Tables.” Optimized Solutions is a Designer’s tool and it offers optimized design solutions based on cost and labor for a given shear and uplift. The app provides multiple solutions starting with the lowest cost option using different Simpson Strong-Tie® structural and side-lap fasteners. Calculations can be generated for any of the solutions and a submittal package can be created with the code reports, Factory Mutual Approval reports, fastener information, corrosion information, available fliers, and SDI DDM03 Appendix VII and Appendix IX that includes Simpson Strong-Tie fasteners. Currently, this tool can be used for designing with only Simpson Strong-Tie fasteners. We will be including weld options in this calculator very soon. Stay tuned!
The Diaphragm Capacity Tables calculator can be used to develop a table of diaphragm capacities based on the effects of combined shear and tension.
When “Optimized Solutions” is selected, the following input is requested:
Step 1: Building Information ̶ Enter general information about the project, like the project name, the length and width of the building to be designed along with spacing between the support members such as joist spacing, is entered.
Step 2: Steel Deck Information ̶ Select the type of the steel deck along with the fill type. You can select the panel width from the options or select “Any panel width” option for the program to design the panel width. Choose the deck thickness or select the “Optimize” option for the program to design the optimum deck thickness. You also have an option of editing the steel deck properties to accommodate proprietary decks that are within the limitations of SDI DDM03 Section 1.2. Select the joist steel (support) thickness that the deck material will be attached to. For some fasteners, the shear strength of the fastener is dependent on this support thickness.
Step 3: Load Information ̶ Enter the shear and uplift demand and select the load type as either “wind” or “seismic” and the design method as “ASD” or “LRFD.”
Step 4: Fastener Information ̶ This is the last step of input before designing. In the fastener information section, you have the option to choose a structural and side-lap fastener or let the program design the most cost-effective structural and side-lap options. This can be done by checking the “Provide optimized solutions” option. The default options in the program are usually the best choice. However, you can change or modify as needed for your project. You can also set the side-lap fastener range or leave it to the default of 0 to 12 fasteners.
Now let’s work on an example:
Design a roof deck for a length of L = 500 ft. and a width b = 300 ft. The roof deck is a WR (wide rib) type panel, with a panel width of 36″. The roof deck is supported by joists that are ¼” thick and spaced at 5 ft. on center. Design the diaphragm for wind loading using Allowable Stress Design method. The diaphragm should be designed for a diaphragm shear of 1200 plf. and a net uplift of 30 psf. The steel deck is ASTM A653 SS Grade 33 deck with Fu = 45 ksi.
This information is entered in the web app, as seen below.
After inputting all the information, click on the Calculate button. You will see the five best solutions sorted by lowest cost and least amount of labor. Then click on the Submittal Generator button. Upon pressing this button, a new column called “Solution” is added with an option button for each solution. You can select any of the solutions. Below the Submittal Generator button, you can select various Code Reports and Approvals and Notes and Information selections that you want included in the submittal. After selecting these items, click on the Generate Submittal button. Now a pdf package will be generated with all of your selections.
Below is the screen shot of the first page containing Table of Contents from the PDF copy generated. The PDF copy contains the solutions generated by the program, then the detailed calculations for the solution that is selected. In this case, as you can see in the screen shot above, detailed calculations for solution #1 are included with XLQ114T1224 structural screws; XU34S1016 side-lap screws; 36/9 structural pattern and with (10) side-lap fasteners; diaphragm shear strength of 1205 plf. and diaphragm shear stiffness of 91.786 kip/in. The detailed calculations are followed by IAPMO UES ER-326 code report and FM Approval report #3050714.
Below is another example of a roof deck to be designed for multiple zones.
Design a roof diaphragm that will be zoned into three different areas. Zoning is a good way to optimize the economy of the roof diaphragm. Below are the required diaphragm shears and uplift in the three zones.
Zone 1: Diaphragm shear = 1200 plf.; Net uplift = 30 psf.; Length and width of zone 1 = 300 ft. x 200 ft. Joist spacing = 5 ft.
Zone 2: Diaphragm shear = 1400 plf.; Net uplift = 0 psf.; Length and width of zone 2 = 500 ft. x 200 ft. Joist spacing = 5.5 ft.
Zone 3: Diaphragm shear = 1000 plf.; Net uplift = 25 psf.; Length and width of zone 3 = 300 ft. x 200 ft. Joist spacing = 4.75 ft.
Refer to the example above for all other information not given.
To design for multiple zones first select the Multi-Zone Input button, which is below the Fastener Information section as shown below:
When you click on the Multi-Zone Input button, you can see a toggle button appearing above a few selections as shown below. The default for the toggle button is , which means that this selection is same for all the zones. You can click on the toggle button to change to . Then the selection below changes to a label and reads Zone Variable. After all the selections that need to be zone variables are selected, click the Add Zone button. Keep adding zones as needed. A maximum of five zones can be added. After creating the zones, add the information for each zone and click the Calculate button.
When the Calculate button is clicked, the results for each zone are listed. The five best solutions are listed for each of the zones as shown below.
Similar to previous example, select the Generate Submittal button to select the solutions to be included in the submittal generator. Select one solution for each zone and then check the items like the code reports or notes to be included in the submittal. Click Generate Submittal to create the submittal package.
See the screen shot below for the steps.
Now that you know how easy it is to design using our web app, use this app for your future projects. We welcome your feedback on features you find useful as well as your input on how we could make this program more useful to suit your needs. Let us know in the comments below.
In any given year, Simpson Strong-Tie fields several questions about the use of our connectors and fasteners with pressure-treated fire-retardant wood products. Most often asked is whether this application meets the building code requirements for Type III construction, and whether there is a legitimate concern about corrosion. While there haven’t been any specific discussions on this topic in the SE Blog, there have been related discussions surrounding sources of corrosion, such as: Corrosion: The Issues, Code Requirements, Research and Solutions, Corrosion in Coastal Environments, Deck Fasteners – Deck Board to Framing Attachments. This post will explore several resources that we hope will enable you to make an informed decision about which type of pressure-treated Fire-Retardant-Treated Wood (FRTW) to choose for use with steel fasteners and connectors.
One factor contributing to the frequency of these questions is the increased height of buildings now being constructed. With increased height, there is a requirement for increased fire rating. To meet the minimum fire rating for taller buildings, the building code requires noncombustible construction for the exterior walls. As an exception to using noncombustible construction, the 2015 International Building Code (IBC®) section 602.3 allows the use of fire-retardant wood framing complying with IBC section 2303.2. This allows the use of wood-framed construction where noncombustible materials would otherwise be required.
In the 2009 IBC, Section 2304.9.5, “Fasteners in preservative-treated and fire-retardant-treated wood,” was revised to include many subsections (2304.9.5.1 through 2304.9.5.4) dealing with these wood treatments in various types of environmental applications. Section 2304.9.5.3 addressed the use of FRTW in exterior applications or wet or damp locations, and 2304.9.5.4 addressed FRTW in interior applications. These sections carried over to the 2012 IBC, and were moved to Section 2304.10.5 in the 2015 IBC. FRTW is listed in various other sections within the code. For more information about FRTW within the code (e.g., strength adjustments, testing, wood structural panels, moisture content), the Western Wood Preservers Institute has a couple of documents to consult: 2009 IBC Document and 2013 CBC Document. They also have a number of different links to various wood associations.
As shown in Figure 1 below, fasteners (including nuts and washers) used with FRTW in exterior conditions or where the wood’s service condition may include wet or damp locations need to be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. This section does permit other fasteners (excluding nails, wood screws, timber rivets and lag screws) to be mechanically galvanized in accordance with ASTM B 695, Class 55 at a minimum. As shown in Figure 2, fasteners (including nuts and washers) used with FRTW in interior conditions need to be in accordance with the manufacturer’s recommendations, or, if no recommendations are present, to comply with 2304.9.5.3.
In Type III construction where the exterior walls may be FRTW in accordance with 2012 IBC Section 602.3, one question that often comes up is whether the defined “exterior wall” should comply with Section 2304.9.5.3 or 2304.9.5.4. While there are many different views on this point, it is our opinion at Simpson Strong-Tie that Section 2304.9.5.4 would apply to the exterior walls. Since the exterior finishes of the building envelope are intended to protect the wood and components within its cavity from exterior elements such as rain or moisture, the inside of the wall would be dry.
There are many FRTW product choices on the market; take a look at the American Wood Council’s list of treaters. Unlike the preservative-treated wood industry, however, the FRTW industry involves proprietary formulations and retentions. As a result, Simpson Strong-Tie has not evaluated the FRTW products. In our current connector and fastener catalogs, C-C-2015 Wood Connector Construction and C-F-14 Fastening Systems, you will find a newly revised Corrosion Resistance Classifications chart, shown in Figure 3 below, which can be found on page 15 in each catalog. The FRTW classification has been added to the chart in the last column. The corrosion protection recommendations for FRTW in various environmental applications is set to medium or high, corresponding to a number of options for connectors and fasteners as shown in the Corrosion Resistance Recommendations chart, shown in Figure 4. These general guideline recommendations are set to these levels for two reasons: (1) there are unknown variations of chemicals commercially available on the market, and (2) Simpson Strong-Tie has not conducted testing of these treated wood components.
The information above is not the only information readily available. There are many different tests that can be done on FRTW, as noted in the Western Wood Preservers Institute’s document. One such test for corrosion is Military Specification MIL-1914E, which deals with lumber and plywood. Another is AWPA E12-08, Standard Method of Determining Corrosion of Metals in Contact with Treated Wood. Manufacturers of FRTW products who applied for and received an ICC-ES Evaluation Report must submit the results of testing for their specific chemicals in contact with various types of steel. ICC-ES Acceptance Criteria 66 (AC66), the Acceptance Criteria for Fire-Retardant-Treated Wood, requires applicants to submit information regarding the FRTW product in contact with metal. The result is a section published in each manufacturer’s evaluation report (typically Section 3.4) addressing the product use in contact with metal. Many published reports contain similar language, such as “The corrosion rate of aluminum, carbon steel, galvanized steel, copper or red brass in contact with wood is not increased by (name of manufacturer) fire-retardant treatment when the product is used as recommended by the manufacturer.” Structural engineers should check the architect’s specification on this type of material. Product evaluation reports should also be checked to ensure proper specification of hardware and fastener coatings to protect against corrosion. Each evaluation report also contains the applicable strength adjustment factors, which vary from one product to another.
Selecting the proper FRTW product for use in your building is crucial. There are many different options available. Be sure to select a product based on the published information and to communicate that information to the entire design team. Evaluation reports are a great source of information because the independently witnessed testing of manufacturers has been reviewed by the agency reviewing the report. Finally, understanding FRTW chemicals and their behavior when in contact with other building products will ensure expected performance of your structures.
What has been your experience with FRTW? What minimum recommendations do you provide in your construction documents?


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EL PASO BLUEGRASS MUSICIANS
They can play everything from the fiddle to the upright bass – and with a distinct style all their own. Bluegrass Musicians are skilled at playing a wide variety of instruments. Book one or more in the El Paso, TX area for an upbeat show that will have your guests ready to line dance!
Please note these Bluegrass Musicians
will also travel to Socorro, Fort Bliss, Sunland Park, Canutillo, Santa Teresa, San Elizario, Chaparral, Clint, Vinton, Anthony, Chamberino, Berino, Fabens, Mesquite, La Mesa, San Miguel, Vado, Tornillo, White Sands Missile Range, Mesilla Park, Mesilla, Las Cruces, Orogrande, Organ, Dona Ana, Fort Hancock

domain: geography


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- Feds Target Suspected Payday Loan Scams
- America’s 10 Best Cities to Live In
- Occupy Wipes Out Nearly $4 Million in Strangers’ Student Loan Debt
- The Most Counterfeited Products and 8 Ways to Avoid Purchasing Them
- 5 Reasons to Take a Company Buyout (And Why You Might Think Twice)
- The 10 Most Dangerous Jobs in the US
- Family Caregivers Pay a High Price for Taking Care of Loved Ones
- Are You an Employee or a Contractor? (In Other Words, Is Your Boss Ripping You Off?)
BUDGET CUTS: Obama seeking $4 trillion deficit cut by 2023
President Obama has vowed to slash the federal government’s budget by trillions over the next 12 years. “Obama would target government spending, from the Pentagon to the Department of Agriculture,” Bloomberg reports. “and called for ending the Bush-era tax cuts for the wealthiest Americans.”
FEDERAL AID: Record number of Americans get government help
With talk of massive budget cuts, CNN reports that one in every six Americans is receiving financial help from the government: “Enrollment in Medicaid and food stamp programs are at record highs, while unemployment insurance rolls remain at elevated levels. Many people depend on more than one program.”
In February, employers posted more job openings than they have in years. “The Labor Department said employers advertised 3.1 million available jobs that month, the most since September 2008,” USA Today reports. ‘The number of jobs advertised has increased by nearly 1 million since they bottomed out in July 2009.”
SHOPPING: Store sales post slight increase
First, the good news: sales of everything from furniture to electronics rose slightly in March – a total of 0.4 percent. The bad news? “The overall gain was offset by a 1.7% decline in auto purchases in the month,” CNN reports.
The federal government wants to force airlines to pay for your lost luggage. “The airlines charge $15 to $35 to check a bag, $20 to $45 to check a second, and more for the third and beyond,” the Associated Press reports. “Most airlines won’t provide a refund, even if it takes days to return a passenger’s suitcase.” That may be changing.

domain: economics


In an unusual development, more than 2,200 cars have been found registered in the name of a former judge.
According to media reports, the 82-year-old former judge Sikander Hayat had received a challan a few days ago for a car which he did not own. Upon contacting the Punjab Excise and Taxation Department, it was revealed that an unthinkable 2,224 vehicles had been registered in his name. Sikander Hayat’s legal counsel Mian Zafar claims that the judge only owned just one car.
Meanwhile, the Supreme Court has asked the secretary and director of the Punjab Excise and Taxation Department to submit a reply in this matter, and has directed the department to submit its report in the issue within a week’s time.


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Four cases of a “worrying” Covid variant that could be more transmissible and less controlled by a vaccine have been discovered in Scotland.
The B.1.617 variant was first detected in India and features two mutations that could be a cause for concern.
Public Health England reported that 73 cases of this variant have been confirmed in England, along with the four cases in Scotland.
Officials have designated it as a variant under investigation.
Paul Hunter, professor in medicine at the University of East Anglia, said the variant featured two “escape mutations” – E484Q and L452R – that “are causing people to be concerned”.
He added: “There’s laboratory evidence that both of these are escape mutations.
“Basically, applying what we know about other human coronaviruses would suggest that this is going to be even less controlled by vaccine.
“But we don’t know that for certain at the moment.”
A total of 77 cases of the variant have been found across the UK up to April 14.
It is concerning because the two mutations may increase its ability to evade the body’s immune responses- and that may also be able to infect the body more easily.
This means it could be more infectious or less susceptible to vaccines.
Professor Hunter told the Guardian: “These two escape mutations working together could be a lot more problematic than the South African and Brazilian variants who have only got one escape mutation.
“It might be even less controlled by vaccine than the Brazilian and South African variants.”

domain: news


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Combining contemporary shapes with stylish patterns, the Catit Style Patterned Cat Scratcher is a modern twist on conventional scratchers. A cat's need to scratch is instinctive. It helps them to sharpen and remove the dead outer layer of their claws, stretch and flex their bodies and work off energy.
The Catit Style Patterned Cat Scratcher with catnip provides your cat with a corrugated scratching surface, while helping to protect your furniture from claw damage. Available in 4 unique patterned shapes Catit Style Patterned Cat Scratching Board with Catnip, Butterfly. Chaise-shaped corrugated cardboard scratcher with purple butterfly pattern printed on sides. Catnip Included.
Length : 40.6 cm (18")

domain: design


Went to the gun show this weekend at the Expo Center. Picked up a new Springfired XD-40....been wanting one for some time.
Well I took it out yesterday to give it a try, took careful aim and yet everything was low/left (shooting from 30 & 48 yrds). Gave it to my friend, Washington County SO and he experienced nearly the same results.
Is there a way to double check if the sights are off? Or do I just take it to a gunsmith to have the sights verified?


Nigerian pop singer Uniekgrace is back with her music video for the I’m A Survivor (Remix). This remix to the original is an electronica cross over, just like the music video showcases Uniekgrace’s multicultural exposure for she is based in Belgium.
Hope you all enjoy the music video!
Nigerian songstress Uniekgrace who has come into her own as a much traveled artist. This time she decided to retell her trials and tribulations of her original song, in the newly released I’m A Survivor (Remix)!
I’m A Survivor (Remix) by Uniekgrace is produced by Mixmaster Garzy. Which is a Afro-fusion mixed with some electronic dance music. If you want to know more about Uniekgrace, read our interview with her from back in May.
Uniekgrace is a musician who has made the world her home and has been exposed to a diverse amount of cultures. Born in Nigeria, educated in the USA and now calling Belgium home; Uniekgrace has had to draw inspiration from her migratory life in order to cultivate her own musical sound; and in the process may have even been gently nudged into her greater calling.
Along her journey Uniekgrace has faced and survived some trying times, which led her to the recording of the single I’m A Survivor. Through her tribulations she found solace in the higher power and recorded the track Jesus Is Real, giving greater significance as to grace being part of who she is.
We had the opportunity to have a chat with Uniekgrace about her beginnings in the music industry, her latest single Heal Our Land and her future plans.


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domain: medical


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Recipe by ssabine
A healthy quick solution for cookie cravings...
Top Review by liamwhedon
Well, they look great for the kiddies. Adult tastes might find them a bit too sweet. Additionally, the use of artificial stuff isn't my bailiwick. I like real butter, not cooking spray, and I like real sugar when I use it, not a synthetic like Splenda. Try Stevia instead, and use a lot less. also, use real natural peanut butter, like Smuckers that is made with no sugar. And use about half the brown sugar, same reason .. too sweet! Use a bit of molasses instead.
- 2 ounces butter-flavored cooking spray
- 2 tablespoons reduced-fat peanut butter
- 2 tablespoons dark brown sugar
- 1⁄2 cup artificial sweetener (splenda)
- 1⁄4 cup fat free egg substitute
- 1⁄8 cup skim milk
- 1⁄3 teaspoon vanilla extract
- 1⁄2 cup whole wheat flour
- 1⁄3 teaspoon baking soda
- 1⁄8 teaspoon table salt
- 1 cup rolled oats
Directions See How It's Made
- Cream together the butter, peanut butter, brown sugar and sweetener until light and fluffy. Add eggs, 1 at a time and beat well after each addition. Blend in milk and vanilla. Thoroughly stir together flour, soda and salt; add to the creamed mixture and beat well. Stir in oatmeal. Drop by teaspoon onto waxed paper on microwave oven glass tray. Cook a dozen at a time on full power for 45 to 60 seconds or until firm, but slightly moist. Allow to cool slightly before removing from waxed paper. Repeat with remaining dough.

domain: food


text:
Jacob’s love for Rachel seems to be one of the great love stories in the Bible, but at the end of his life, he didn’t ask to be buried with Rachel. He made a very surprising request.
Genesis 49 & 50
When Others Hurt You
The Death of Jacob
As we conclude our reading in Genesis, I hope you have enjoyed it as much as I have. Genesis is one of my favorite books and chapter 50 contains one of my favorite verses, verse 20.
In chapter 49 Jacob is dying and he gathers his sons around him to speak to them for the last time. Commenting in depth on what follows in verses 2-27 would require more time and study than I can give here. But remember, God, who knows the end from the beginning, was speaking prophetically through Jacob. The things he spoke foretold future events, but also reflected each of his sons’ characters and their past.
But let’s take a minute and read back over his words to Judah in chapter 49:
8 “Judah, you are he whom your brothers shall praise;
Your hand shall be on the neck of your enemies;
Your father’s children shall bow down before you.
9 Judah is a lion’s whelp;
From the prey, my son, you have gone up.
He bows down, he lies down as a lion;
And as a lion, who shall rouse him?
10 The scepter shall not depart from Judah,
Nor a lawgiver from between his feet,
Until Shiloh comes;
And to Him shall be the obedience of the people.
11 Binding his donkey to the vine,
And his donkey’s colt to the choice vine,
He washed his garments in wine,
And his clothes in the blood of grapes.
12 His eyes are darker than wine,
And his teeth whiter than milk.
Jesus was to come through the tribe, or descendants, of Judah and much of this speaks of Him. But as you think about Judah remember this is the man who in chapter 38 married a Canaanite woman, slept with his daughter-in-law Tamar because he had mistaken her for a prostitute, and then hypocritically condemned her to death.
But God was working and when he was confronted with the truth concerning Tamar, Judah said, “… She is more righteous than I …” (Gen. 38.26). He admitted his sin and repented.
In Egypt we get another glimpse of the change in Judah. When it looked like Benjamin was going to be arrested, Judah volunteered to take his place!
This should give us all hope that God can and does change people. It should also give us hope that He can use us in spite of the mistakes we have made, if we will repent and go His way.
When Others Hurt You
Genesis closes with the death of Jacob and a new set of worries for Joseph’s brothers. The old fears come back. They wondered if Joseph was just waiting for their father to die, so he could seek his revenge.
“Do not be afraid, for am I in the place of God? But as for you, you meant evil against me; but God meant it for good, in order to bring it about as it is this day, to save many people alive” (Gen. 50.19-20).
What has God allowed in your life? Has someone meant evil against you? Have you become angry or bitter because of it? Or Continue reading

domain: literature


text:
According to him, during the past few years MIDB has transferred part of its assets to Iranian banks in hope of broadening economic and political ties with Iran.
MIDB chairman, Ismaeil Hasan, for his part, referred to the bank's activities including development projects in both Iran and Egypt which brings about huge profits for the two countries.
Silicon Ranch President and Chief Executive Officer Matt Kisber said, Silicon Ranch is honored to partner with the Department of the Navy, TVA, MLGW and the MIDB to deliver cost-effective, clean energy to support NSA Mid-South.
MIDB Board Chair Carey Parham stated, NSA Mid-South provides an annual economic impact of over $330 million to this area.
Misr Iran Development Bank (MIDB) plans to pump EGP 800m of new loans to several important sectors before the end of 2015, according to Amr Tantawy, Managing Director of MIDB and Board Member of Federation of Egyptian Banks (FEB).
The industrial sector, in particular, owns 40% of the loans portfolio in MIDB, while the financial services, construction, and real estate sectors own 15% each.
In this regard, MIDB took part in a loan organised by the Abu Dhabi Islamic Bank (ADIB) in favour of the Egyptian Electricity Holding Company (EEHC).
The mission welcomes the MIDBs
plan to refocus on its core mandate of providing commercial lending, rather than consumer loans.


text:
Two lifelong friends find themselves at an impasse when one abruptly ends their relationship, with alarming consequences for both of them.
The Banshees of Inisherin 2022 movie released on 04 Nov 2022 in Ireland, United Kingdom, United States in English. The Banshees of Inisherin english subtitles download, The Banshees of Inisherin movie is Directed by Martin McDonagh and wrriten by Martin McDonagh. The movie stars Colin Farrell, Brendan Gleeson, Kerry Condon.
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domain: entertainment


Cole-Parmer Horizontal Fiber Optic Illuminator Series 09790 30 Watt Lamp
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It’s been years since original Hot Boyz rappers Juvenile and Lil Wayne recorded together, and tonight, they give us the first installment of a new round of collaborations. The song is titled “Picture Perfect,” and […]
Don’t get caught sleeping when DJ Paul’s Person Of Interest album drops in these streets.
Big Boi previews Vicious Lies and Dangerous Rumors at Stankonia Studios.
DZA hooks up with JENESIS Magazine backstage at the San Franciso stop on the Smoker’s Club Tour.
In celebration of his 10 millionth follower, Snoop fields questions from Twitter.
T.I., Waka Flocka, Lloyd, Tony Rock, Lil Duval, DJ Scream, J.U.S.T.I.C.E. League and more at Trae Tha Truth Release Celebration from 3 Little Digs on Vimeo. T.I., Waka Flocka, Lloyd, DJ Scream, J.U.S.T.I.C.E. League, Sha […]


Chapter 11 organizational structure, systems, and processes notes. Implementation levers in global firms and dynamic contexts. Summary of challenges: outline the interdependence between strategy formulation and implementation. In some cases, the iterative evolution of strategy is advantageous and desirable. Organizational culture can be one barrier to (or facilitator of) effective strategy execution and strategic change: demonstrate how to use organizational structure as a strategy implementation lever. Organizational structure exists to perform two essential functions within the organization: ensuring control and coordinating the efforts of managers and employees. As control and coordination become more difficult, firms generally modify their structure to improve control and coordination. Popular forms of organizing firm structure include the functional, divisional, matrix, and network forms. The structure chosen should be consistent with the firm s strategy. For instance, the more diversified the firm, the more the structure will need to accommodate coordination.


text: People have often been willing to give up personal identity and join into a collective. Historically, that propensity has usually been very bad news. Collectives tend to be mean, to designate official enemies, to be violent, and to discourage creative, rigorous thought. Fascists, communists, religious cults, criminal 'families' — there has been no end to the varieties of human collectives, but it seems to me that these examples have quite a lot in common. I wonder if some aspect of human nature evolved in the context of competing packs. We might be genetically wired to be vulnerable to the lure of the mob.

domain: sociology


text:
I have another kid: We find the little doggie again today! No lost chances this time—she’s already been to the vet, had her shots, a check-up, and the start of a flea treatment. She then picked out a snazzy red collar, a new water dish, some treats, and a rawhide chew toy. She’s been eating well, and she was a very good girl as I gave her a much-needed bath and brush. Her name is Terri (yes, she’s a terrier of some sort, so go ahead and groan). She’s full grown but skinny, so we’ll probably plumpen her up a bit from her current 7.5 kilos. Keep in mind that Nadine weighs about 7 kilos!
Stay tuned for Terri pictures!

domain: pet


text:
You only have to look around the shops to know its ‘that time of year’ approaching!
The summer has flown by with holidays, grandchildren and the dreaded Covid, and also the redesigning of my website, but now a sort of normality is happening.
Craft groups are restarting, my Coffee and a Card group starts next Monday (contact me for more info), and today i’m working on upcoming workshops and thought it was time to share a Christmas card to get you all in the mood! So it was time to get playing with some of the new products I got back in July!
I’ve used the Whimsical Trees and co-ordinating Whimsy and Wonder papers, all available in the July to December mini catalogue. (Don’t have a copy? contact me – to get one sent out, UK only).
I heat embossed the snowflakes from the Penguin Place stamp set in silver to add more sparkle to the sentiment.
This is such a pretty set. Love the non traditional colours of the papers, some sheets are foiled (this one is but don’t think it shows too well in the photos, and that ribbon….Glittered Organdy ribbon, has beautiful shimmery tiny sequins embedded…it is gorgeous.
I am doing a ribbon share, so if you would like 1 metre of each of the 9 ribbons in the July-December mini catalogue, then get in touch…..they are not all Christmassy.Product List
Thanks for checking out my blog…more from me soon and if you want all the latest, don’t forget to sign up for my newsletter too xx

domain: hobby