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The Engineer and Architect’s Guide for Designingand Specifying VP Metal Building Systems withConcrete and Masonry Walls

V P B U I L D I N G S

HardwallApplications

Guide

VP Buildings Hardwall Applications Guide Page 1 of 67 Version 1.0 #3009

TABLE OF CONTENTSPage

I. Introduction 3II. Architectural Summary and Details 4III. Structural Considerations 7

A. Lateral force resisting systems 71. Longitudinal systems and load paths 7

a) Roof diaphragm types 7b) Vertically reinforced walls (diaphragm Type 1) 7

§ (1) Wall connecting to rake (Load bearing or non-load bearing) 7(a) Sub-diaphragms 8(b) Spandrels 9

(2) Wall connecting to spandrels (Non-load bearing) 10c) Vertically reinforced walls (diaphragm Type 2) 11

§ (1) Wall connecting to rake (Load bearing or non-load bearing) 11(2) Wall connecting to spandrels (Non-load bearing) 11

d) Horizontally reinforced walls (diaphragm Type 1) 12(1) Endposts aligned with struts 12(2) Endposts not aligned with struts 13

(a) Sub-diaphragms 13(b) Spandrels 14

e) Horizontally reinforced walls (diaphragm Type 2) 16§ f) Shearwalls 16

g) Braced frames 16h) Portal frames 16i) Fixed base columns 16

2. Transverse systems & load paths 18a) Rigid frames (OMRF’s) 18

(1) Horizontally reinforced walls 18(a) Anchorage to frame columns 18(b) Anchorage to soldier columns 18

(i) Sub-diaphragm Type 1 19 (ii) Sub-diaphragm Type 2 19(2) Vertically reinforced walls 20

(a) Anchorage to spandrel beams 20 (i) Soldier struts 21(3) Fixed base columns 21

b) Transverse roof diaphragms 21(1) Type 1 diaphragm 21(2) Type 2 diaphragm 22(3) Horizontally reinforced walls 23

(a) Anchorage to frame columns 23(b) Anchorage to soldier columns 23

(i) Sub diaphragm Type 1 23(ii) Sub diaphragm Type 2 23

(4) Vertically reinforced walls 25(a) Anchorage to spandrels 25

(i) Soldier struts 25(b) Anchorage directly to roof deck 25

§ c) Shearwalls 27d) Braced frames 27


B. Building/wall interface 28§ 1. Load bearing walls 28

a) Out-of-plane forces 28(1) Anchorage at sidewalls 28(2) Anchorage at rakes 28

b) In-plane forces (Shearwalls) 34(1) Spandrel/chord beam connection at corners 34

c) In-plane forces due to vertical loads 35(1) Sidewalls 35

(a) Embeds 35(b) Bolted weld plates 36(c) Wall pockets & pilasters 37(d) Corbels 38

(2) Rakes 382. Non-load bearing walls 39

a) Out-of-plane forces 39(1) Horizontally reinforced walls 39

(a) Anchorage to building columns 39(b) Corner conditions 43

(2) Vertically reinforced walls 44(a) Sidewall details 44

(i) Spandrels 44(ii) Ledgers 50

(b) Anchorage at rakes 50(i) Direct anchorage to roof diaphragm 50(ii) Spandrels 50

b) In-plane forces (Shearwalls) 53c) Partial height walls 53

(1) Anchorage to columns 53(2) Partial height shearwalls 54

C. Issues requiring special consideration 551. Independent “freestanding” walls 55

a) Isolation and deformation compatibility 55(1) Partial height walls 55(2) Full height walls 56

2. Isolation and deformation compatibility for non-freestanding walls 56a) Load and deflection compatibility 56b) Shrinkage compatibility 57

3. Shearwalls vs. non-shearwalls 574. Building column lateral stability 585. Lateral force specification 586. Serviceability considerations 587. Scupper/rainwater overflow provisions 608. Mezzanines and second stories 60

IV. Project Communication Tools 60

V. Glossary of terms 61

VI. Suggested references 67

§ Indicates preferred option based on typical building structure economy


I. Introduction

VP Buildings has a long and successful history with integration of concrete and masonry walls with our buildingsystems that spans a period of several decades. No matter where you live, you are most likely surrounded byexamples of VP buildings with concrete and masonry walls. In fact, many of you probably frequent buildingsdesigned and manufactured by VP on a regular basis without being aware of it. VP building systems withconcrete and masonry walls can be found all over the nation. They include office buildings, retail stores,churches, schools, factories, warehouses and many other one and two story facilities. The following is a list ofonly a few of the companies that have used VP buildings with Hardwall cladding.

Hunt-Wesson Airborne Baxter Harris

Payless Boeing Coca-Cola

BJ’sWholesale Boise Cascade Georgia Pacific

Costco Anheuser-Busch Suitt Industries

Northwest Metals Michelin Frito-Lay

Waremart Montgomery Industries

To the observer it is difficult to distinguish a VP building system from a “conventionally designed” building withconcrete and masonry walls. In fact, there might be very little difference between the structural system providedby VP and that of a “conventional” building. There is however, one significant difference. Whenever concrete ormasonry walls are used with a VP building system there are normally two parties responsible for the structuraldesign instead of one. In this document, we will refer to the first party as the “Project Designer” and the secondparty as “VP Buildings” or just VP. This guide is intended to provide an understanding of the roles of thesedesign professionals and to provide information about VP building systems that will aid the Project Designer inhis or her task.

In general VP Buildings is responsible to design, manufacture and furnish the steel superstructure. Thisnormally includes all of the steel structure above the column base elevations, which is required to resistenvironmental and user imposed loads including the members and systems required to support the concreteand masonry walls. The Project Designer will design the remainder including the foundations and the concreteand masonry walls. In addition, the Project Engineer is responsible to approve or specify the appropriatestrength and serviceability requirements for the building and the details employed to connect the walls to thesteel structure.

Like the Project Designer, VP Buildings employs licensed professional engineers with specialized training todesign each VP building system. Good communication and coordination between these design professionalswill assure proper building performance consistent with the assumptions used in the design and detailing of theconcrete or masonry walls.


II. Architectural Summary

A. Myths and misperceptions about metal building systems

Over the years, various misperceptions regarding metal building systems have developed. Some of these haveoccurred somewhat naturally as a result of miscommunication, misunderstanding, etc. In other cases, entities orindividuals that view metal building systems as marketplace competition have intentionally propagated them.The following paragraphs will address some of these.

Item #1

Over the years metal building systems have often been referred to as “pre-engineered.” To some this termimplies limited architectural flexibility regarding such things as building size, geometry, elevations, roofing andcladding systems, floor plan, loading, etc. It has even been suggested that, upon completion of construction, theunwary owner may enter his new building and be surprised by unexpected columns. In reality, if the term “pre-engineered” ever applied to metal building systems in general, it has not been applicable to VP Buildings for avery long time.

VP developed the “Custom Concept.” Each VP building system is individually designed, detailed and fabricatedto comply exactly with all of the requirements set forth by the specifying Architect and Engineer. As such, thespecifying authorities have full control over all architectural and structural requirements for the building. If thereis any element of “pre-engineering” it would only pertain to a certain finite selection of standardized details andconnection types that are commonly used as part of the building system. These standards are a result of manyyears of experience that has shown them to be the most efficient and effective for the given application in themajority of situations based on overall building economy and ease of erection. However, even these standardsare individually evaluated for their compatibility with the specified architectural and design requirements. In anycase, the specifying Architect and Engineer have the authority and ability to override any of these standards.This Design Guide shows various details that have been used successfully in VP building systems. Whereappropriate the VP preferred detail is indicated. This preference is based on various considerations includinghistorical popularity among specifiers and erectors and successful performance. In the interest of buildingeconomy and erectability it is recommended that VP standards be employed whenever possible. However, theArchitect and Engineer must make this decision based on their unique knowledge of project-specific issues.

Item #2

Some people have the impression that metal building systems are inherently flexible. Each VP building systemis individually designed to comply exactly with all of the requirements set forth by the specifying Architect andEngineer. This includes all serviceability requirements. Commonly used serviceability criteria from the AISCDesign Guide on serviceability are provided in this design guide for information. However, the Architect orEngineer may specify any serviceability requirements that he or she deem appropriate. Naturally, this should bedone with the awareness that incremental stiffness generally requires significant amounts of material and canincrease the cost of the structure.


Conclusion

VP building systems are engineered with rigor that most likely exceeds that found in other types of construction.VP Buildings employs large numbers of graduate and licensed Professional Engineers to perform the structuraldesign of each building individually with attention to compliance with all applicable codes, standards andspecification. We are held to very strict quality standards by building departments, the AISC-MB qualitycertification program and our own ISO 9001 certified quality standards, all of which pay special attention todesign and fabrication quality. In addition to ongoing compliance, VP Buildings actively participates in many ofthe various organizations that either govern or influence the design of steel buildings such as:

• AISI Committee on Specifications (Cold-formed steel design)• AWS Code committees (Structural welding code)• ASCE-7 (Design loads for buildings and other structures)• SSRC (Researches and recommends stability provisions for design specifications)

The VP Buildings’ quality policy reads as follows.

We are committed to consistently meet or exceed ourBuilders’ and Partner’s needs for responsive service

and competitive, error-free products that are:• Correctly engineered• Efficiently manufactured• Delivered as promised

B. Preferred systems and details

While VP Buildings is not limited to specific structural systems and details, this document will attempt to definethose systems and details that are most commonly used. These are considered to represent the most efficientsystems from both a building and erection economy perspective. The outline given below summarizes thesepreferences. As always, the ultimate decision as to what details and systems are best suited to a specific projectlies with the specifying design professional and should be clearly specified on the contract documents.

Ø Diaphragm Type

Of the two diaphragm types discussed in this document, diaphragm Type 1 is the most commonly used in metalbuilding systems and should be considered as preferred.

Ø Load-bearing Walls

Whenever possible, load bearing walls should be used. This will significantly reduce the material cost of thesteel building and the erection costs associated with the building columns. This option also has the advantage ofmaximizing the useable space inside the building and producing a “cleaner” interior appearance by eliminatingthe building perimeter columns. In most cases reinforced concrete or CMU walls can be designed and detailedto accept the roof loads from the building structure with minimal impact on material, engineering time anderection costs.


Ø Shear Walls

As with load bearing walls, if the concrete or CMU walls can be designed to transfer lateral forces to ground, theresult will be a savings in material and erection costs. This will also improve the architectural appearance insidethe building by eliminating the need other for vertical bracing systems. In most cases the required in-plane shearcapacity can be designed and detailed into the walls will little or no added expense. Conversely, steel bracingsystems produce special concerns when used in conjunction with concrete or CMU walls including stiffnesscompatibility and/or isolation details, which can easily increase the cost of building materials and construction.

Ø Interface Details

Although this document shows various details and systems, where more than one detail is shown for a givencondition, the preferred detail will be indicated in the applicable figure. Also, the four preferences above shouldbe kept in mind when considering the various concepts and systems discussed herein.

BAY SPACING

FULL HEIGHTCONCRETE OR

CMU WALL WITHPARAPET

PARTIAL HEIGHTCONCRETE OR

CMU WALL

BRACING

SIDEWALLGIRTS

SPANDRELBEAMS

EAVEPURLIN/STRUT

ROOFSYSTEM

RAKE

RIGIDFRAME

CB-1FRAME

POST &BEAM END

FRAMERAKEBEAM

CORNERPOST

ENDPOST

BUILDINGWIDTH

HAUNCH

PURLINS/JOISTS

BASE MEMBER

INTERIORCOLUMN


IV. STRUCTURAL CONSIDERATIONS

A. Lateral force resisting systems

1. Longitudinal systems & load paths

There are various methods by which to introduce the longitudinal loads imposed by concrete or masonry wallsinto the main lateral force resisting systems of a VP building. In the selection of which method to use, the ProjectEngineer must consider several issues including:

• Is the wall horizontally or vertically reinforced?• How far can the wall span between anchorage points?• What are the appropriate serviceability criteria for the building?• Are there any concerns regarding isolation/deformation compatibility?• Can the wall be designed as a shearwall to deliver lateral load to ground?• What are the characteristics of the roof diaphragm/bracing system?

a) Roof diaphragm types

There are two distinctly different forms of roof diaphragms available in VP buildings.

Roof diaphragm type 1

The first and most common form of roof diaphragm is a system consisting of struts and tension members thatform a horizontal truss as shown in Figures 2, 3 and 4. While this system behaves as a truss, it is classified as adiaphragm and is subject to all of the code prescribed requirements for diaphragms. For simplicity the figuresshow only a single braced bay. However, multiple bays of bracing are often used depending on the strength andstiffness requirements for the particular project.

Roof diaphragm type 2

The second form of roof diaphragm used in VP buildings is the more conventionally recognized diaphragm. Itconsists of a roof decking system that behaves in a manner somewhat analogous to a deep beam to transmit in-plane shear forces to the main vertical systems through collector elements. Many of the standard roof systemsmanufactured by VP possess some level of diaphragm strength and stiffness while simultaneously acting aspart of the building envelope. Depending on structural demand, these products may be used in lieu ofdiaphragm type 1 or in conjunction with diaphragm type 1 serving as sub-diaphragms. VP Buildings also has theability to incorporate other roof decks such as Wide Rib or “B-deck” into our buildings. When this decking type isused, it will normally serve as the “global” diaphragm and type 1 diaphragms are not necessary. This type ofroof construction requires an additional weatherproofing system to ensure the integrity of the building envelopeagainst the environment. These may include membrane roofing systems or one of VP’s steel roofing systemsapplied over the steel diaphragm decking.

The following examples discuss various ways in which lateral wall forces can be introduced into the roofdiaphragm of a VP building. The majority of the discussion pertains to diaphragm type 1 as defined above.Concerns over which purlin or joist line into which the load is introduced is of less significance with diaphragmtype 2 because every longitudinal purlin line provides a continuous crosstie between diaphragm chords.Therefore, the location at which the lateral force is introduced is of lesser importance.

b) Vertically reinforced walls (Type 1 Diaphragm)

(1) Wall connecting to rake (§-Load bearing or non-load bearing)

Frequently vertically reinforced walls are anchored directly to the building rake as shown in section 6-A. Whenthis is done the anchorage forces are delivered in smaller portions into the end of each purlin/joist as shown in


Figure 1. For type 1 diaphragms these forces are then transferred to the main strut lines either by sub-diaphragms or spandrels. Figure 1 represents this condition when sub-diaphragms are used.

When this approach is used the wall must be designed and detailed to span horizontally across the purlin/joistspace. Some codes prescriptively allow this concern to be ignored when the spacing between crossties(purlin/joists) does not exceed four feet. The Project Engineer should coordinate this issue with VP Buildings ifspecial purlin/joist spacing is required.

(a) Sub-diaphragms (§ Preferred solution)

MAINFRAMES

MAINSTRUT

PURLINS

TENSIONBRACES

COLLECTED LATERALFORCE DELIVERED TO

MAIN VERTICALBRACING SYSTEM

Figure 1Common diagonal roof bracing

systemSub-diaphragms deliver lateral wall

forces to main strut lines.

APPLIEDLOADS

APPLIEDLOADS

INTERMEDIATE PURLINSACT AS SUB-DIAPHRAGM

CROSSTIESCOMMONLY SPACED AT

5’ O/CBUT OTHER SPACING ISAN OPTION DEPENDING

UPON ROOF DECKSPANNING CAPACITY

SUB-DIAPHRAGM SHEAR-FLOW DELIVERS APPLIED

CROSSTIE FORCES TO MAINSTRUT LINES

1-A


* NOTE: Endwall frames are optional. The preferred solution is to utilize the concrete or masonry wall asa load bearing wall thus eliminating the cost of material and erection of the endwall frame andmaximizing the useable interior building space. Details are shown in the Building/wall interface sectionof this manual.

b) Spandrels

When the roof deck does not have sufficient diaphragm strength and stiffness to act as a sub-diaphragm andthe walls are not capable of spanning horizontally between main diaphragm struts, spandrels may be used.Figure 5 and section 5-A represent similar load paths and details as would be used for vertically reinforced wallsconnected to the rake when sub-diaphragms are not present. As stated in the note above, endwall frames areoptional and the preferred solution would be load bearing walls.

* ENDPOST

CONCRETEOR MASONRY

WALL

RAKECHANNEL OR

LEDGER(Optional)

* RAKEBEAM

* BEARINGSTIFFENERSAT COLUMNLOCATIONS

* BRACE ASREQUIRED

PURLINOR JOIST

VARIOUSANCHOR

DEVICES AREAVAILABLE TOATTACH WALL

ALONG LENGTHOF COLUMN OR

TO RAKEMEMBERS.

PENETRATIONOF RAKE

CHANNEL ISREQUIRED AS

SHOWN.

SECTION 1-A


(2) Wall connecting to column mounted spandrels (Non-load bearing)

When walls are reinforced vertically, one solution is to anchor them to spandrel beams spanning betweenendwall columns as shown in Figure 2. The spandrel beams can be located at whatever vertical spacing alongthe endposts that is required by the wall design. Commonly vertically reinforced concrete and masonry walls arecapable of spanning a considerable distance such that only a single line of spandrels near the top of theendposts is required. The Project Engineer must communicate the required spandrel spacing to VP Buildings.

Just as with horizontally reinforced walls, when endwall spandrel beams as in Figure 2 are used, the lateral wallforces are delivered as concentrated loads to the roof diaphragm system. Therefore, all of the discussionregarding diaphragm load paths above is directly applicable.

Also see Detail 5-A

ENDPOST

CONCRETEOR MASONRY

WALLRAKE

CHANNEL(Optional)

RAKEBEAM

BEARINGSTIFFENERSAT COLUMNLOCATIONS

BRACE ASREQUIRED

PURLINOR JOIST

Figure 2Endwall Spandrel

Beam

SPANDRELBEAM

FOR CMU WALLSSPANDREL ELEVATION

MUST BE COORDINATEDWITH MASONRY MODULETO ASSURE CONNECTION

COMPATIBILITY.

SEE SECTIONB FOR

SPANDRELCONNECTION

DETAILS


c) Vertically reinforced walls (Type 2 Diaphragm)

(1) Wall connecting to rake (Load bearing or non-load bearing)

Connecting the wall to the rake with type 2 diaphragms provides the simplest of all load paths discussed so far.Each purlin/joist acts as a continuous crosstie. Naturally, the wall must designed and detailed to span thehorizontal distance between purlins/joists. Some codes allow no special consideration for this if the crossties(purlins) are not more than four feet apart. VP Buildings can provide any purlin/joist space desired within thelimitation of the roof deck and purlin load carrying capacity. However, a four-foot spacing is not automatic. TheProject Engineer must coordinate this issue with VP Buildings.

(2) Wall connection to column mounted spandrels (Non-load bearing)

Vertically reinforced walls connecting to column-mounted spandrels behave as described on the previous page.As discussed above, for type 2 diaphragms endwall column location is of lesser importance due to the relativelyfrequent spacing of continuous diaphragm crossties.


d) Horizontally reinforced walls (Type 1 Diaphragm)

(1) Endposts aligned with main strut lines

Horizontally reinforced walls must be anchored to the endwall columns along their length. The endwall columnsact as vertical beams and deliver the lateral forces from the wall as concentrated loads to the foundation at theirbases and into the strut purlins at their tops. In Figure 3 lateral wall forces delivered to the end posts follow theload path indicated through the roof bracing truss. If the end posts can be aligned with strut purlin lines asshown, the roof cladding is not a part of the lateral load path and is not required to act as a diaphragm totransfer lateral forces.

ENDPOSTS

MAINFRAMESMAIN

STRUTPURLINS

TENSIONBRACES



Preferably Shearwall

Figure 3Common diagonal roof bracingsystem (Endposts aligned with

main strut purlins)

APPLIEDLOADS

APPLIEDLOADS

ROOF BRACINGTRUSS INTERMEDIATE

PURLINSCOMMONLY

SPACED AT 5’ O/C


(2) Endposts not aligned with main strut lines

(a) Sub-diaphragms

If for whatever reason the end posts cannot be aligned with the roof bracing truss panel points as shown inFigure 3, it may be possible for the roof cladding to act as a sub-diaphragm to deliver the lateral endpostreactions to the main strut lines as indicated in Figure 4.

The shaded area in Figure 4 represents one of four sub-diaphragms required to deliver the lateral endpostreactions to the main strut purlins. When end posts cannot be aligned with the main strut lines as in Figure 3,this alternative provides a very efficient lateral load path and is a sound structural solution for two reasons.

• The intermediate purlin lines satisfy the requirement for continuous crosstiesbetween the sub-diaphragm chords.

• The sub-diaphragms usually have an excellent aspect ratio resulting in minimalunit shear and deflection.

VP Buildings has several roofing systems that have the ability to act as sub-diaphragms and aresupported by ICBO reports. Coordination with VP is required to determine if the desired roofing systemhas sufficient strength and stiffness for the specific project.

ENDPOSTS

MAINFRAMES

MAINSTRUT

PURLINS

TENSIONBRACES




Figure 4Common diagonal roof bracingsystem (Endposts not aligned)

Sub-diaphragms deliver endpostreactions to main strut lines.

APPLIEDLOADS

APPLIEDLOADS

INTERMEDIATEPURLINS

COMMONLY SPACEDAT 5’ O/C

SUB-DIAPHRAGM SHEAR-FLOW DELIVERS APPLIEDENDPOST REACTIONS TO

MAIN STRUT LINES


(b) Spandrels

If the roof deck doesn’t possess the required diaphragm strength and stiffness, spandrel beams located near therakes can be used to deliver the applied loads to the main strut lines as shown in Figure 5.

With the solution shown in Figure 5, spandrels are used to deliver the endpost reactions to the main strutlines. With horizontally reinforced walls the spandrels can be connected directly to the roof purlins or joistsas depicted in section 5-A. This solution is not as efficient as the sub-diaphragm solution of Figure 4 sincethe spandrels represent additional material that must be fabricated and erected. It does however provide astructurally sound and positive load path to the main crossties (strut purlins). It also adds a level ofredundancy since even though the sub-diaphragms are not considered, they do provide an alternative loadpath with some strength and stiffness.

ENDPOSTS

MAINFRAMES

MAINSTRUT

PURLINS

TENSIONBRACES




APPLIEDLOADS

INTERMEDIATEPURLINS

COMMONLYSPACED AT 5’ O/C

SPANDRELS

SPANDRELREACTIONS

DELIVERED TOMAIN STRUT LINES

5-A

Figure 5Common diagonal roof bracing system

(Endposts not aligned)Spandrels deliver endpost reactions to

main strut lines.


Notes regarding section 5-A:

All wall anchorage devices and their locations are specified by the Project Engineer. The ProjectEngineer must also specify then appropriate requirements for their connection to the VP structure aswell as cell grouting, bond beam locations and embedment details as applicable. VP Buildings does notfurnish anchorage devices.

VARIOUSANCHOR

DEVICES AREAVAILABLE TOATTACH WALL

ALONG LENGTHOF COLUMN OR

TO RAKEMEMBERS.

PENETRATIONOF RAKE

CHANNEL ISREQUIRED AS

SHOWN.

ENDPOST

CONCRETEOR MASONRY

WALL

RAKECHANNEL(Optional)

COLD-FORMED OR HOT ROLLEDCHANNEL CONNECTED TO EACH

PURLIN/JOIST DEPENDING ONSTRENGTH AND STIFFNESS

REQUIREMENTS.

RAKEBEAM

BEARINGSTIFFENERSAT COLUMNLOCATIONS

BRACE ASREQUIRED

PURLINOR JOIST

SECTION 5-A


e) Horizontally reinforced walls (Type 2 Diaphragm)

When walls are reinforced horizontally with Type 2 roof diaphragms, the location of the endwall columns is ofless significance. As long as the lateral forces can be delivered to a continuous diaphragm crosstie, the loadpath requirements will be satisfied. Since roof purlins/joists are generally spaced around five feet apart this israrely a problem. If necessary the Project Engineer may specify a purlin spacing of other than 5 feet.

f) Shearwalls (§ Preferred)

When concrete or masonry walls are used with VP building systems the most efficient and cost effective mainvertical bracing systems are the walls themselves. Reinforced concrete and masonry walls provide excellent in-plane shear strength and stiffness. Thus, if sufficient length of wall exists, it is relatively straightforward to deliverthe accumulated diaphragm forces into the shearwalls. When the walls cannot be counted on as shearwalls,other vertical systems will be required. This not only adds cost in the form of material and erection time but alsoadds complexity in that stiffness compatibility between the walls and the bracing system must be considered. Inmany cases it may be necessary to use isolation details that will allow horizontal deformation of the bracingsystems without inducing forces into the much stiffer concrete or masonry walls.

The Project Engineer must inform VP Buildings as to whether or not the walls can be used asshearwalls. The details for introduction of lateral forces into the shearwall must also be coordinatedwith the Project Engineer. In the event that the walls cannot function as shearwalls, the Project Engineermust specify deformation compatibility criteria and isolation requirements as applicable. VP Buildingshas provided worksheets to assist in this communication process at the end of this manual.

g) Braced frames

If for some reason the walls cannot be used as shearwalls to deliver the longitudinal forces to the foundations,the next best choice is probably braced frames. If braced frames are specified they are designed and furnishedby VP Buildings. Braced frames possess excellent stiffness and are relatively inexpensive. With braced frames itmay be possible to provide enough lateral stiffness to eliminate concerns about deformation compatibility withthe walls.

h) Portal frames

If neither shearwalls nor braced frames are possible, portal frames can be provided. Portal frames requiresignificantly more material than braced frames in order to achieve the same levels of strength and stiffness. In-plane deformation compatibility between the walls and portal frames will most likely be an issue requiringattention by the Project Engineer.

(i) Fixed base columns

Another way to deliver lateral forces to the foundation is through use of fixed base columns. For example, fixingthe bases of the endwall columns provides nearly a direct load path from wall to foundation. Fixed base endwallcolumns can be a good solution in buildings where diaphragm strength and stiffness is a problem. A widebuilding with poor diaphragm aspect ratio is a good example. There are several issues to keep in mind whenconsidering fixed base columns.


• Fixed base columns require a more substantial base connection than other columns. This should betaken into account from an aesthetic point of view as well as in terms of building geometric issues.In some cases the moment connection can be located below the floor line.

• Fixed base columns require more substantial foundations and anchor rods than pinned basecolumns. The Project Engineer designs foundations and anchor embedment details.

• Fixed base columns may require more depth than pinned base columns in order to achieve therequired stiffness and base connection strength. This will affect the available space inside thebuilding.

• Fixed base columns in VP building systems do not behave as inverted pendulum type structures.This is due to the fact that the roof diaphragm connects all of the endwall columns on both endwalls.It can be shown that even with a relatively flexible diaphragm there is a significant amount of forcetransfer between columns and lateral drift is relatively uniform. Therefore, this structural systemdoes possess good redundancy and load redistribution capability. It is VP Buildings’ philosophy thatseismic ‘R’ factors for OMRF’s are appropriate for these systems. However, the Project Engineershould examine and approve this in his communications with VP Buildings.


2. Transverse systems & load paths

a) Rigid frames (OMRF’s)

In metal building systems it is common to use a series of moment resisting frames in the transversedirection. This greatly reduces demand on the roof diaphragm and adds a measure of redundancy.

(1)Horizontally reinforced walls

(a) Anchorage to rigid frame columns

The load path for horizontally reinforced walls that are anchored directly to the rigid frame columns alongtheir length is very direct and requires little explanation. The lateral wall forces are simply delivered in theform of a distributed load along the columns and are delivered to the foundations at the rigid frame columnbases. The roof diaphragm is not relied upon to participate in the load transfer.

(b) Anchorage to soldier columns

Sometimes bay spacing is too long to allow horizontally reinforced walls to span all the way between rigidframe columns. When this is the case, a commonly employed solution is to add a soldier column mid-baythus reducing the required horizontal wall span length. The soldier column delivers a portion of the lateralwall load into a sub-diaphragm at the roof level. The sub-diaphragm in turn delivers this force to themainframes, which deliver them to the foundations via rigid frame action. There are two types of sub-diaphragms used in VP building systems. These are fundamentally the same as diaphragms type 1 and 2described above.


(i) Sub-diaphragm type 1

As discussed above, this sub-diaphragm diaphragm type is a system consisting of struts and tension membersthat form a horizontal truss as shown in Figure 7. While this system behaves as a truss, it is classified as a sub-diaphragm and is subject to all of the code prescribed requirements for sub-diaphragms.

The sub-diaphragm tension members also serve as part of the longitudinal diaphragm.

(ii) Sub-diaphragm type 2

Sub-diaphragm type 2 consists of a roof decking system that transmits the horizontal soldier column reactions tothe mainframes through shear in the deck system. The structure and load paths are very similar to that shown inFigure 7. The fundamental difference is that there are no tension braces as shown in Figure 7. The soldier strutis connected directly to the underside of the roof deck over a distance sufficient to deliver the lateral force intothe sub-diaphragm without exceeding the diaphragm shear capacity. Due to the fact that the sub-diaphragmshear must be transferred from the deck to the mainframes across the purlin depth, it is often necessary to useblocking along the mainframe rafters for the depth of the sub-diaphragm as shown in Figure 8. VP Buildingsdetermines the need for purlin blocking.

SUB-DIAPHRAGMCROSSTIES(SOLDIERSTRUT) MAIN

FRAMESSUB-

DIAPHRAGMCHORDS

TENSIONBRACES

Figure 7Type 1 sub-diaphragms

APPLIEDLOADSOLDIER

COLUMN


(2) Vertically reinforced walls

(a) Anchorage to spandrel beams

A common method of support for vertically reinforced walls is via spandrel beams. Figure 9 is a cross section ofwall supported near the top by a spandrel beam. The spandrels connect directly to the main moment resistingframes. They are designed with the required strength and stiffness to resist the code prescribed wall anchorageforces. The Project Engineer must always approve or specify spandrel stiffness requirements.

For long bay spaces it may be impractical to span the full bay length with a spandrel beam. In this case a soldiercolumn with sub-diaphragm as described above may be used. The load path from the top of the soldier columnthrough the sub diaphragm is exactly the same as shown in Figure 7.

FIGURE 8(Horizontally reinforced walls)

Purlin blocking delivers sub-diaphragm forces to mainframes

PURLINBLOCKING

WALLANCHORDEVICES

SPECIFIEDBY PROJECTENGINEER

FIGURE 9Vertically reinforced wall

supported by spandrel beam

SPANDRELBEAM


(i) Soldier struts

With vertically reinforced walls the soldier column itself may often be eliminated and the soldier strut (i.e. sub-diaphragm crosstie) can be connected directly to the spandrel beams. This will require a lateral stability bracefrom the wall to the spandrel inside flange near the soldier strut connection. See section B.

(3) Fixed base columns

For tall buildings and when very stringent building drift limits are specified, the size, weight and cost of the steelrigid frame members can increase dramatically. A viable solution that should be considered by the ProjectEngineer is fixed base columns at the mainframes. Although higher foundation costs may be incurred, the lateralstiffness of the building can be dramatically improved without excessive increases in the sizes of the steelframing members.

The decision to use fixed base columns must be approved by the Project Engineer.

b) Transverse roof diaphragms

In lieu of transverse moment resisting frames, VP buildings can be designed to deliver the transverse lateralloads to the endwalls through the roof diaphragm. When this is done the roof diaphragm provides the lateralload path in both the longitudinal and transverse directions. Thus we refer to this type of construction as a two-way diaphragm. When two-way diaphragms are used the mainframes are not relied upon to resist lateral loads.Their beam-to-column connections may be designed as hinges as far as lateral loads are concerned. They actonly to resist gravity and wind uplift forces and to serve as main diaphragm crossties. If the mainframe beam-tocolumn connections are designed as moment resisting connections, it’s to improve the gravity load efficiency ofthe frames. Therefore, the lateral strength and stiffness offered by the rigid frames are redundant to the roofdiaphragm system.

(1) Type 1 transverse diaphragm

Figure 10 is demonstrative of the behavior of a type 1 transverse diaphragm. It can be seen that a transverselyloaded type 1 diaphragm is virtually the same as the longitudinally loaded version described above. The maindifference is that the mainframe rafter’s act as the diaphragm crossties in lieu of the purlins or joists.


It should be noted that transverse type 1 diaphragms may require more erection time than type 2 transversediaphragms simply because there may be many tension members to install.

(2) Type 2 transverse diaphragm

As discussed above for longitudinal loading, a transversely loaded Type 2 diaphragm is generally a steel deckwith sufficient diaphragm strength and stiffness to deliver the accumulated lateral forces to the endwalls. Thistype of diaphragm is generally well understood by designers familiar with conventionally designed buildings andwill not be discussed in great detail here.

MAINFRAMESACT AS

CROSSTIES DIAPHRAGMCHORDSTENSION

BRACES

Figure 10Type 1 transverse

diaphragm

APPLIEDLOAD

COLLECTEDDIAPHRAGM

FORCESDELIVERED TO

ENDWALLBRACED FRAMES

OR SHEARWALLS


(3) Horizontally reinforced walls

(a) Anchorage to rigid frame columns

The load path for horizontally reinforced walls anchored directly to the rigid frame columns along their lengthis very direct and requires little explanation. The lateral wall forces are simply delivered in the form of adistributed load along the columns and are delivered to the foundations at the rigid frame column bases.The roof diaphragm is not relied upon to participate in the load transfer.

(b) Anchorage to soldier columns

Sometimes bay spacing is too long to allow horizontally reinforced walls to span all the way between rigidframe columns. When this is the case a commonly employed solution is to add a soldier column mid-baythus reducing the required horizontal wall span length. The soldier column delivers a portion of the lateralwall load into a sub-diaphragm at the roof level. The sub-diaphragms in turn deliver a portion of this force tothe main diaphragm cross ties. Together the sub-diaphragms and main diaphragm deliver the lateral forcesto the endwalls where they are taken to ground via braced frames or shearwalls.

There are two types of sub-diaphragms used in VP building systems. These are fundamentally the same asdiaphragms type 1 and 2 described above.

(i) Sub-diaphragm type 1

As discussed above, this sub-diaphragm diaphragm type is a system consisting of struts and tension membersthat form a horizontal truss as shown in Figure 11. While this system behaves as a truss, it is classified as asub-diaphragm and is subject to all of the code prescribed requirements for sub-diaphragms.

The sub-diaphragm tension members also serve as part of the longitudinal diaphragm.

(ii) Sub-diaphragm type 2

Sub-diaphragm type 2 consists of a roof decking system that transmits the horizontal soldier column reactions tothe mainframes through shear in the deck system. The structure and load paths are very similar to that shown inFigure 11. The fundamental difference is that there are no tension braces as shown in Figure 11. The soldierstrut is connected directly to the underside of the roof deck over a distance sufficient to deliver the lateral forceinto the sub-diaphragm without exceeding the diaphragm shear capacity. Due to the fact that the forcesintroduced at the mainframe lines must be transferred from the rafters to the deck across the purlin depth, it isoften necessary to use blocking along the mainframe rafters for a distance sufficient to deliver the applied lateralloads into the diaphragm as depicted in Figure 12. The need for blocking is determined by VP Buildings.


SUB-DIAPHRAGMCROSSTIES(SOLDIERSTRUT)

MAINFRAMES

SUB-DIAPHRAGM

CHORDTENSIONBRACES

Figure 11Type 1 transverse diaphragm

with sub-diaphragms

APPLIEDLOAD

SOLDIERCOLUMN

MAINDIAPHRAGM

CHORD

LOADSDELIVERED TO

BRACEDFRAMES OR

SHEARWALLS

FIGURE 12(Horizontally reinforced walls)

Purlin blocking deliversmainframe lateral column

reactions into the diaphragm.

PURLINBLOCKING

MAY BEREQUIRED

WALLANCHORDEVICES

SPECIFIEDBY PROJECTENGINEER

ANDPROVIDEDBY OTHERS



(a) Anchorage to spandrel beams

A common method of support for vertically reinforced walls is via spandrel beams. Figure 13 is a cross sectionof wall supported near the top by a spandrel beam. The spandrels connect directly to the mainframe and soldiercolumns. They are designed to resist the code prescribed wall anchorage forces. The Project Engineer shouldalways approve or specify spandrel stiffness requirements.

For long bay spaces it may be impractical to span the full bay length with a spandrel beam. In this case a soldiercolumn with sub-diaphragm as described above may be used. The load path from the top of the soldier columnthrough the sub diaphragm is exactly the same as shown in Figure 11.

(i) Soldier struts

With vertically reinforced walls the soldier column itself may often be eliminated and the soldier strut (i.e. sub-diaphragm crosstie) can be connected directly to the spandrel beams. This will require a lateral stability bracefrom the wall to the spandrel inside flange near the soldier strut connection. See section B.

(b) Anchorage directly to roof deck

With some deck types it may be possible to anchor the wall directly to the edge of the deck as shown in Figure14. In doing this we are using the deck flutes as diaphragm crossties. In order for this to work, there are twoissues that must be considered.

• Do the individual deck flutes possess sufficient compressive strength to resist the code prescribedanchorage forces without buckling with an unsupported length LU as shown in Figure 14?

• Can sufficient attachment of the deck be achieved to resist the code prescribed anchorage forces? Thisquestion must take into account the spacing of the wall anchors. For wall anchors spaced at four feet forexample, only fasteners in close proximity to the embedment or other anchor device may be consideredas shown in Figure 15.

SPANDRELBEAM FIGURE 13

Vertically reinforced wallsupported by spandrel beam

PURLINBLOCKING AT

MAINFRAMES IFREQUIRED


WALLEMBED

FIGURE 14Wall supported directly to

edge of deck

LEDGERANGLE

LU

FIGURE15

DECK FLUTEBUCKLINGLENGTH

FANCH

ONLY THOSE FASTENERSNEAR THE EMBED MAY BE

RELIED UPON TO RESIST THEWALL ANCHORAGE FORCE.

MAYBE (3) or (4) FLUTESDEPENDING ON SIZE OF

EMBED

FIGURE 15Wall supported directly to

edge of deck

LEDGER


c) Shearwalls (§ Preferred)

When concrete or masonry walls are used with VP building systems, the most efficient and cost effective mainvertical bracing system are the walls themselves. Reinforced concrete and masonry walls provide excellent in-plane shear strength and stiffness. Thus, if a sufficient length of wall exists, it is relatively straightforward todeliver the accumulated diaphragm forces into the shearwalls. When the walls cannot be counted on asshearwalls other vertical systems will be required. This not only adds cost in the form of material and erectiontime, but also complexity in that stiffness compatibility between the walls and the bracing system must beconsidered. In many cases it may be necessary to use isolation details that will allow horizontal deformation ofthe bracing systems without inducing forces into the much stiffer concrete or masonry walls.

The Project Engineer must inform VP Buildings as to whether or not the walls can be used asshearwalls. The details for introduction of lateral forces into the shearwall must also be coordinatedwith the Project Engineer. In the event that the walls cannot function as shearwalls, the Project Engineermust specify isolation requirements as applicable. VP Buildings has provided worksheets to assist inthis communication process at the end of this manual.

d) Braced frames

If for some reason the walls cannot be used as shearwalls to deliver the transverse forces to the foundations,the next best choice is probably braced frames. If braced frames are specified, they are designed and furnishedby VP Buildings. Braced frames possess excellent stiffness and are relatively inexpensive. With braced frames itmay be possible to provide enough lateral stiffness to eliminate concerns about deformation compatibility withthe walls.


B. Building/Wall Interface Details

The following are some examples of wall connection details that have been successfully used on various VPbuilding projects. Although these have been the details of preference on many VP buildings they may not beappropriate for any specific building application and should not be viewed as VP Buildings recommendeddetails. They are provided here as examples of details that have been successfully used in the past. However,the Project Engineer is ultimately responsible to approve all building/wall interface details. To assist the ProjectEngineer in communicating the desired details and other wall related design criteria, Hardwall ClarificationForms are available as a supplement to this document or contact your VP Builder for assistance.

1. Load bearing walls (§ Preferred)

a) Out-of-plane forces (Wall anchorage)

(1) Anchorage at sidewalls

Out-of-plane sidewall forces are delivered into the roof diaphragm using much the same types of detailsdiscussed for non-load bearing walls. The primary difference is that for load bearing walls, no steel framecolumns are used. Therefore, the roof diaphragm provides the load path for the lateral loads in both orthogonaldirections in lieu of rigid frames.

(2) Anchorage at rakes

Out-of-plane forces at load bearing endwalls can be delivered into the roof diaphragm through the samemembers and elements that deliver the vertical forces from the roof to the wall. In some cases additionalelements may be required. Details RK1 through RK3 have been used extensively with success.

Detail RK1 Notes:

• NBVP - Not specified or supplied VP Buildings.• For load bearing walls, the anchors resist out-of-plane walls forces FO, in-plane shear forces FIS and

vertical in-plane forces FIV. VP can provide these forces for each pair of anchors or the ProjectEngineer may wish to determine the forces independently. If the Project Engineer determines theforces, they should be provided to VP to enable consistency in element design strength. The ProjectEngineer determines anchors and embedment details.

• In lieu of anchor bolts shown in the detail, weld embeds are often used (as shown in section 1-B).Weld embeds should be located within 6” of each purlin to avoid excessive flexure and deformationin the ledger angle.

6”6”

ROOF PURLINWALL ANCHORSNBVP

LOCATED IN PAIRSAT EACH PURLIN

Section 1

Detail RK1§ Preferred

ENDWALL LEDGERANGLE WITH SHOPWELDED PURLIN

CLIPS


• Ledger angles are usually delivered to the jobsite in 20-foot lengths. Holes in the ledger angle arefield drilled to assure line up with wall anchors. The ledger angle can be utilized as a diaphragmchord if desired. This will require welded field splices (as shown in Detail RS1).

• For Type 1 diaphragms, brace rods are connected directly to the ledger. Thus, in-plane shearwallloads are delivered directly to the anchors or embeds. For Type 2 diaphragms, lateral forces aredelivered to the wall at the top of the purlins. In many cases the welded purlin clips have adequatecapacity to deliver the forces to the wall anchors at purlin locations without the use of additionalblocking. In other cases special members are required as shown in the sections.

• For Type 1 diaphragms, the out-of-plane wall anchorage forces must be transmitted to thediaphragm via a sub-diaphragm. If this is possible, the anchorage force may be distributed equallyat each joist location. If the roof system chosen cannot provide the necessary sub-diaphragmstrength and stiffness, a spandrel similar to that shown in the sections will be needed unless thewall itself can be designed to span between main diaphragm crossties.

*Channel or some other form of spandrel may be required with Type 1 diaphragms if sufficient sub-diaphragm strength and stiffness is not available in the roof covering system. If the wall itself can bedesigned to span horizontally between main diaphragm crossties, a channel or spandrel is not necessary.Another option is to utilize the channel as both the ledger and spandrel as shown in Section 1-B.

FIV

FH

FIS

Section 1-A

*

FIV

FH

FIS

Section 1-B


LEDGER ANGLE/DIAPHRAGM

CHORD

Detail RS1Field splice atledger chord

member

SHORT ANGLE FORCHORD SPLICE.

LENGTH ASREQUIRED BY

DESIGN


Detail RK2 Notes:

• NBVP - Not specified or supplied VP Buildings.• For load bearing walls, the anchors resist out-of-plane walls forces FO, in-plane shear forces FIS and

vertical in-plane forces FIV. VP can provide these forces for each pair of anchors or the Project Engineermay wish to determine the forces independently. If the Project Engineer determines the forces, theyshould be provided to VP to enable consistency in element design strength. The Project Engineerdetermines anchors and embedment details.

• Ledger angles are usually delivered to the jobsite in 20-foot lengths. The ledger angle can be utilized asa diaphragm chord if desired. This will require welded field splices as shown in Detail RS1. In lieu ofdetail RS1 chord splices can be made at embedded weld plates in the wall .

• For Type 1 diaphragms, brace rods are connected directly to the ledger. Thus, in-plane shearwall loadsare delivered directly to the embeds. For Type 2 diaphragms, lateral forces are delivered to the wall atthe top of the joists. In some cases the joists have adequate rollover capacity to deliver the forces to thewall anchors without the use of additional blocking as in section 2-A. In other cases blocking membersor other special members are required as shown in the sections, such as section 2-B.

• In most cases the out-of-plane wall anchorage forces can be transmitted to the diaphragm or sub-diaphragm at each joist location through the seat-to-ledger angle connection. The joist manufacturer willmodify the bearing seat as needed for this condition. It will rarely be necessary to furnish a more directconnection to the chord

• For Type 1 diaphragms, the out-of-plane wall anchorage forces must be transmitted to the diaphragmvia a sub-diaphragm. If this is possible, the anchorage force may be distributed equally at each joistlocation. If the roof system chosen cannot provide the necessary sub-diaphragm strength and stiffness,a spandrel, similar to that shown in Detail R2, will be needed unless the wall itself can be designed tospan between main diaphragm crossties.

OPEN WEB JOIST ORWIDEBAY TRUSSED

PURLIN

WALL EMBED NBVP

Section 2

Detail RK2

ENDWALL LEDGERANGLE

6” MAXIMUM


Notes:

1. Channel or some other form of spandrel as shown in Detail R2 may be required withType 1 diaphragms if sufficient sub-diaphragm strength and stiffness is not available in the roof coveringsystem. Spandrels are not necessary if the wall itself can be designed to span horizontally between maindiaphragm crossties.2. The ledger angles may be continuous or discreetly located seats at each joist location. Continuousledgers may be required if needed as diaphragm chords.

FIV

FH

FIS

Section 2-A

FIV

FH

FIS

Section 2-B

ADDED ANGLE ORBLOCKING MAY BE

REQUIRED WITH TYPE 2DIAPHRAGMS


Detail RK3 Notes:

• NBVP - Not specified or supplied VP Buildings.• For load bearing walls the anchors resist out-of-plane walls forces FO, in-plane shear forces FIS and

vertical in-plane forces FIV. VP can provide these forces for each pair of anchors or the Project Engineermay wish to determine the forces independently. If the Project Engineer determines the forces, theyshould be provided to VP to enable consistency in element design strength. The Project Engineerdetermines anchors and embedment details.

• Ledger channels are usually delivered to the jobsite in 25’ lengths. The ledger channel can be utilizedas a diaphragm chord if desired. This will require bolted field splices.

• For Type 1 diaphragms, brace rods are connected directly to the ledger. Thus, in-plane shearwall loadsare delivered directly to the channel-to-wall anchors. For Type 2 diaphragms, lateral forces are deliveredto the wall at the top of the joists. Diagonal bridging acts as blocking to deliver the lateral forces to theledger channel.

• In most cases the out-of-plane wall anchorage forces can be transmitted to the diaphragm or sub-diaphragm at each joist location through the seat-to-ledger angle connection. The joist manufacturer willeither design the bottom chords as crossties and struts or take measures to transfer the anchorageforces from the bottom chord to the top chord via horizontal web member shear.

CONCRETE/MASONRYWALL

JOISTS

Detail RK3

CONTINUOUS CHANNELACTS AS LEDGER AND

CHORD BEAM

LEDGER-TO-WALL

CONNECTIONNBVP

X-BRIDGING BY JOISTMANUFACTURER

FIV

FH

FIS


b) In-plane forces (Shearwalls)

Concepts and details for in-plane forces due to lateral loads have been discussed for both sidewall andendwall/rake conditions. Some special conditions that occur with load bearing walls are the details at the wallcorners where endwalls and sidewalls meet.

(1) Spandrel/chord beam connections at corners

Detail LBC-1 Notes:

For Type 1 roof diaphragms, rod bracing will normally be connected to the end of the sidewall spandrel beam.Therefore, force FVH will reflect the larger of;

• The spandrel beam end reaction is based on code prescribed wall anchorage forces• The spandrel beam reaction based on the code prescribed diaphragm level of force plus the component

of roof rod tension parallel to the plane of the endwall.

Since roof rods act in tension only the value of FVH will not be equal in both directions.

In lieu of a bolted spandrel connection as shown in Figure LBC-1, a field welded shear tab to wall embed platecan be used.

FVH

WALL ANCHORAGEDETAILS BY PROJECT

ENGINEER

WALL ANCHORSNBVP

CC

Detail LBC-1

RAKE ANGLE OROTHER RAKECONNECTION

DETAIL


c) In-plane forces due to vertical loads

(1) Sidewalls

(a) Embedded weld plates

A

Detail LBW-1

A

FIV

OUT-OF-PLANEANCHORAGE FORCE AND

IN-PLANE SHEARWALLFORCES DELIVERED

THROUGHSPANDREL/CHORD BEAM

WITH DETAILS DISCUSSEDPREVIOUSLY

EMBEDDEDWELD PLATES

NBVP

RAFTER SERVESAS CONTINUOUS

CROSSTIERAFTER TO EMBED

CONNECTION DELIVERSVERTICAL REACTIONS

ONLY TO THE WALL

Section A

SPLIT EMBEDS WITHDOUBLE ANGLE CLIP

CONNECTION ALLOWSFOR WALL SHRINKAGE

AT JOINTS


(b) Bolted weld plates

WELD PLATEANCHORS NBVP

B

Detail LBW-2

B

FIV

OUT-OF-PLANEANCHORAGE FORCE AND

IN-PLANE SHEARWALLFORCES DELIVERED

THROUGHSPANDREL/CHORD BEAM

WITH DETAILS DISCUSSEDPREVIOUSLY


CROSSTIERAFTER TO WELD PLATECONNECTION DELIVERSVERTICAL REACTIONS

ONLY TO THE WALL

Section B

HORIZONTAL SLOTS INCONNECTION PLATEALLOWS FOR WALL

SHRINKAGE AT JOINTS


(c) Wall pockets and pilasters

BEARING PLATE NBVPWITH ANCHORS OR

OPTIONAL FIELD WELDINGDELIVERS VERTICAL

LOADS ONLY TO THE WALL

FIV

BEARING PLATEANCHOR DETAILSAND MATERIALS

NBVP

OUT-OF-PLANEANCHORAGE FORCE

AND IN-PLANESHEARWALL FORCESDELIVERED THROUGH

SPANDREL/CHORDBEAM WITH DETAILS

DISCUSSEDPREVIOUSLY

GROUT ASREQUIRED ANDSPECIFIED BY

PROJECT ENGINEER


CROSSTIE

Detail LBW-3


(d) Corbels

Details using steel or concrete corbels have also been used successfully. Concrete corbels are designed by theProject Engineer and will have rafter connection details similar to those for wall pockets or pilasters. Steelcorbels are designed and furnished by VP (as shown in Detail LBW-4).

(2) Rakes

Vertical load paths for load bearing walls at rakes have been treated above.

NOTE: As previously stated, the details and concepts discussed above do not reflect the entirety of thepossible details. The Project Engineer must consider each specific project condition and parameterwhen choosing the desired details for proper union of the walls with the VP metal building structure.

FIV CORBEL ANCHOR DETAILSAND MATERIALS NBVP. SEESECTION B FOR POSSIBLECORBEL ANCHOR PLATE

CONFIGURATION

OUT-OF-PLANE ANCHORAGEFORCE AND IN-PLANESHEARWALL FORCESDELIVERED THROUGH

SPANDREL/CHORD BEAMWITH DETAILS DISCUSSED

PREVIOUSLY


CROSSTIE

Detail LBW-4

Fe


2. Non-load bearing walls

a) Out-of-plane forces

(1) Horizontally reinforced walls

(a) Anchorage to building columns

When walls are reinforced horizontally so as to fasten along the length of the building columns, the ProjectEngineer must approve the wall-to-column connection details with due consideration of relative in-planedeformation compatibility between the building and the wall. The simplest condition is when the walls act asshearwalls since in-plane deflections compatibility is generally not an issue.

WALL GROUTING ANDREINFORCING REQUIREMENTS

ARE DETERMINED BY THEPROJECT ENGINEER ANDCOORDINATED WITH VPBUILDINGS TO ASSURE

Figure 16Horizontally

reinforced walls

See details C1 – C4


Detail C1 Notes:

• NBVP - Not specified or supplied VP Buildings.• The detail above allows the transfer of out-of-plane loads from the wall to the column along its

length without restriction of differential vertical movement between the wall and column. Also, minorlateral differential displacements are not restricted as long as the clamp plates are not welded or insome other way connected to the column flange. Therefore, the detail is probably compatible fornon-shearwall conditions when braced frames are used in the plane of the wall. Portal frames, onthe other hand, may allow enough drift in the plane of the wall to impart lateral forces into theconnections and produce longitudinal shear forces in the plane of the wall.

• VP can supply the anchorage force FW as long as the seismic mass of the wall and connectorspacing are known. Otherwise, the Project Engineer may wish to determine these forces and supplythem to VP. Given force FW, the Project Engineer is responsible to select the appropriate wallanchors, which will be furnished by the contractor.

• The detail allows for imperfections in the location of the plane of the column flanges and the insideface of the wall. Since these imperfections are not uniform, the thickness of the shim plates willvary. The shim plates are not provided by VP Buildings.

• The detail is generally assumed to provide minor axis stability to the column flange connected to thewall. Addition of flange braces to stabilize the inside flange is optional. They have the followingbenefits and drawbacks.

o They can reduce the cost of the building.o They will tend to restrict lateral differential movement between the wall and the column.o The flange brace force (FFB) will be furnished by VP. The Project Engineer will be

responsible to determine the appropriate ½” diameter anchor bolt and assure proper cellgrouting based on the force provided.

• It may be possible to deliver longitudinal shear forces into the shearwall if the anchorage connectiondetail is welded to the column flanges.

• The Project Engineer must specify the vertical spacing of the connections along the column, and VPmust be provided this information.

WALL ANCHORNBVP

BOLTING WASHER ANDCLAMP PLATE

FW

COLUMNCONCRETE/MASONRY

WALL

OFFSET DIM.

SHIM PLATEIF OFFSET >

0. NBVP

Detail C1§ Preferred

½” FLANGE BRACEANCHOR BOLT

NBVP FLANGE BRACE(OPTIONAL)

FFB

SPACER BY VP SAMETHICKNESS AS FLANGE


Detail C2 Notes:

• NBVP - Not specified or supplied VP Buildings.• The detail allows for no differential movement between the wall and column in any direction. Therefore,

it is probably not appropriate for use when the walls are not designed as shearwalls.• VP can supply the anchorage force FW as long as the seismic mass of the wall and connector spacing

are known. Otherwise, the Project Engineer may wish to determine these forces and supply them to VP.Given force FW, the Project Engineer is responsible to select the appropriate wall embed details, whichwill be furnished by the contractor. The size and spacing of the wall embeds must be coordinated withVP in order to assure compatibility with the building column flange sizes.

• The detail will not allow for imperfections in the location of the plane of the column flanges and theinside face of the wall unless the embed offset dimension can be varied.

• The detail is generally assumed to provide minor axis stability to the column flange connected to thewall. Addition of flange braces to stabilize the inside flange is optional. Flange braces have the followingbenefits and drawbacks.

o They can reduce the cost of the building.o They will tend to restrict lateral differential movement between the wall and the column.o The flange brace force (FFB) will be furnished by VP. The Project Engineer will be responsible to

determine the appropriate ½” diameter anchor bolt and assure proper cell grouting based on theforce provided.

• It may be possible to deliver longitudinal shear forces into the shearwall through the discreetly locatedembed connections without a collector directly connected at the top of the wall. This will depend on thecapacity of the individual connections and must be coordinated with VP.


EMBEDDEDWELD PLATE

NBVP

FW

COLUMN


OFFSET DIM.

Detail C2


NBVPFLANGE BRACE

(OPTIONAL)

FFB


Detail C3 Notes:

• NBVP - Not specified or supplied VP Buildings.• The detail allows for no differential movement between the wall and column in any direction. Therefore,

it is probably not appropriate for use when the walls are not designed as shearwalls.• VP can supply the anchorage force FW as long as the seismic mass of the wall and connector spacing

are known. Otherwise, the Project Engineer may wish to determine these forces and supply them to VP.Given force FW, the Project Engineer is responsible to select the appropriate wall anchors, which will befurnished by the contractor. The size and spacing of the wall embeds must be coordinated with VP inorder to assure compatibility with the building column flange sizes. Generally, ½” diameter anchors willbe compatible with any VP column flange as long as the spacing between anchors is not too great.Three inches is a standard spacing for ½” diameter bolts in VP flanges.

• The detail will allow for imperfections in the location of the plane of the column flanges and the insideface of the wall if shims are used. VP must be informed of the nominal dimension from outside face ofwall to column face.

• The detail is generally assumed to provide minor axis stability to the column flange connected to thewall. Addition of flange braces to stabilize the inside flange is optional. Flange braces have the followingbenefits and drawbacks.

o They can reduce the cost of the building.o They will tend to restrict lateral differential movement between the wall and the column.o The flange brace force (FFB) will be furnished by VP. The Project Engineer will be responsible to


• It may be possible to deliver longitudinal shear forces into the shearwall through the discreetly locatedconnections without a collector directly connected at the top of the wall. This will depend on the capacityof the individual connections and must be coordinated with VP.


WALLANCHORS

NBVP

FW

COLUMN


Detail C3



FFB


Detail C4 Notes:

• NBVP - Not specified or supplied by VP Buildings.• The Project Engineer may specify any anchorage detail that he or she deems appropriate for the

specific project. Coordination with VP is necessary to assure a problem free project. The followinginformation is required by VP in order to design and detail the building to be perfectly compatible withthe walls.

o Vertical spacing of the wall-to-column connectors.o May the column connectors be assumed to provide lateral stability to the column flange?o The offset dimension or dimension from outside of wall to face of column.o Specific details as to how the anchor device will connect to the VP column. (Unless the

connection detail does not require any special design or detailing by VP)o Are flange braces allowed?

(b) Corner conditions/horizontally reinforced walls

Corner conditions with horizontally reinforced walls can use the same details shown above if there is an endframe with a corner column. In general, it is best to connect the wall that will produce major axis flexure in thecorner column. However, minor axis flexure can be accommodated in VP’s design as well. For load bearingwalls there is usually not a column. Therefore, the Project Engineer must determine the appropriate details toconnect the walls together at the corners. No matter what details are used at corners, special consideration bythe Project Engineer is likely to be required due to possible complications at wall panel junctures due doorthogonal loading and differential movements.

PROPRIETARY ANCHORAGEDEVICE OR OTHER SPECIAL

DETAIL AS DIRECTED BYPROJECT ENGINEER

FW

COLUMN


OFFSETDIM.

Detail C4


NBVP

FLANGE BRACE(OPTIONAL)

FFB



(a)Sidewall Details

(i) Spandrels

The most commonly used detail for anchorage of vertically reinforced concrete or masonry walls at buildingsidewalls is a spandrel. Spandrels may be W-shaped plate girders or open web steel joists (as shown in Figures17-A and 17-B). Spandrels at sidewalls serve one or more of the following functions.

o They anchor the wall to the building for out-of-plane forces due to wind or seismic loads.o They may serve as collectors to deliver lateral in-plane loads if the wall is a shearwall.o The may act as chord beams when lateral stability is provided by the roof diaphragm in both orthogonal

directions.

The spandrels in Figures 17-A and 17-B have the following relative advantages and disadvantages.

Figure 17-A Advantages:• The spandrel is designed, detailed and furnished by VP which results in less required coordination.• More options for spandrel-to-wall connections are available. Options allowing relative deformations

between the wall and the beam are available.• Lateral stability braces are optional. The beam can be designed with a fully unsupported inner flange if

desired. This would add to the cost of the beam but reduce the effort associated with the connection ofthe stability braces to the wall. (Exception: For long bay spaces where soldier struts are used with nosoldier column, a stability brace will be required at the soldier strut location. See Figure 11 and DetailS4.)

Handling and installation are made easier due to lower slenderness than a typical bar joist.

Figure 17-B Advantages:• Longer spans may be accommodated without the use of soldier struts. In general open web members

are less expensive for longer spans. However, the added cost for material and erection of stabilitybraces should be considered.

Figure 17-AW-shaped plategirder spandrel

See Details S1 – S4

STABILITY ANGLESBY JOIST

SUPPLIER, ASREQUIRED BY

SPANDREL JOISTDESIGN

Figure 17-BOpen web steeljoist spandrel

See detail S5


Detail S1 Notes:

• NBVP - Not specified or supplied by VP Buildings.• The detail allows transfer of out-of-plane loads from the wall to spandrel along its length without

restriction of differential longitudinal movement between the wall and spandrel. As long as the clampplates are not welded or in some other way connected to the spandrel flange, lateral forces will not betransmitted into the wall. Therefore, the detail is probably compatible for non-shearwall conditions. Forshearwalls, some of the clamps may be field welded to the spandrel flange for lateral force transfer.

• VP can supply the out-of-plane and shearwall forces FO and FI at each connection as long as theseismic mass of the walls, connector spacing and frequency of welding connectors to spandrel areknown. Otherwise, the Project Engineer may wish to determine these forces and supply them to VP.Given forces FO and FI, the Project Engineer is responsible to select the appropriate wall anchors, whichwill be furnished by the contractor.

• The detail allows for imperfections in the location of the plane of the column flanges and the inside faceof the wall. Since these imperfections are not uniform, the thickness of the shim plates will vary. Theshim plates are not provided by VP Buildings.

• Addition of flange braces to stabilize the inside flange is optional. They have the following benefits anddrawbacks.

o They can reduce the cost of the spandrels.o The flange brace force (FFB) will be furnished by VP. The Project Engineer will be responsible to


• The Project Engineer must specify the longitudinal spacing of the connections along the spandrel aswell as the locations where the connection is to be field welded for shear transfer. VP must be providedwith this information.

WALL ANCHORNBVP

BOLTING WASHER ANDCLAMP PLATE

FO

SPANDRELCONCRETE/MASONRY

WALL

OFFSET DIM.

SHIM PLATE IFOFFSET > 0.

NBVP

Detail S1§ Preferred


NBVPFLANGE BRACE

(OPTIONAL)

FFB

FI

SPACER BY VP SAMETHICKNESS AS FLANGE


Detail S2 Notes:

• NBVP - Not specified or supplied by VP Buildings.• The detail allows for no differential movement between the wall and spandrel. Therefore, it is probably

not appropriate for use when the walls are not designed as shearwalls.• VP can supply the anchorage force FO and the in-plane shear force FI as long as the seismic mass of

the walls and connector spacing are known. Otherwise, the Project Engineer may wish to determinethese forces and supply them to VP. Given the connection forces, the Project Engineer is responsible toselect the appropriate wall embed details, which will be furnished by the contractor. The size andspacing of the wall embeds must be coordinated with VP in order to assure compatibility with thespandrel flange sizes.

• The detail will not allow for imperfections in the location of the plane of the spandrel flanges and theinside face of the wall unless the embed offset dimension can be varied.

• Addition of flange braces to stabilize the inside flange is optional. Flange braces have the followingbenefits and drawbacks.

o They can reduce the cost of the buildingo The flange brace forces (FFB) will be furnished by VP. The Project Engineer will be responsible

to determine the appropriate ½” diameter anchor bolt and assure proper cell grouting based onthe forces provided.

• The Project Engineer must specify the horizontal spacing of the connections along the beam and VPmust be provided with this information.

EMBEDDEDWELD PLATE

NBVP

FO

SPANDREL


OFFSET DIM.

Detail S2


NBVPFLANGE BRACE

(OPTIONAL)

FFB

FI


Detail S3 Notes:

• NBVP - Not specified or supplied by VP Buildings.• This detail allows for no differential movement between the wall and beam. Therefore, it is probably not

appropriate for use when the walls are not designed as shearwalls.• VP can supply the anchorage force FO and the connector shear forces FI as long as the seismic mass of

the walls and connector spacing are known. Otherwise, the Project Engineer may wish to determinethese forces and supply them to VP. Given the forces, the Project Engineer is responsible to select theappropriate wall anchors, which are furnished by the contractor. The size and spacing of the wallembeds must be coordinated with VP in order to assure compatibility with the spandrel flange sizes.Generally, ½” diameter anchors will be compatible with any VP flange as long as the spacing betweenanchors is not to great. 3 inches is a standard spacing for ½” diameter bolts in VP flanges.

• This detail will allow for imperfections in the location of the plane of the column flanges and the insideface of the wall if shims are used. VP must be informed of the nominal dimension from outside face ofwall to column face.

• This detail is generally assumed to provide minor axis stability to the column flange connected to thewall. Addition of flange braces to stabilize the inside flange is optional. Flange braces have the followingbenefits and drawbacks.

o They can reduce the cost of the building.o The flange brace force (FFB) will be furnished by VP. The Project Engineer will be responsible to


• It may be possible to deliver longitudinal shear forces into the shearwall through the discreetly locatedconnections without a collector directly connected at the top of the wall. This will depend on the capacityof the individual connections and must be coordinated with VP.

• The Project Engineer must specify the spacing of the connections along the beam, and VP must beprovided with this information.

WALLANCHORS

NBVP

SPANDREL


Detail S3



FFB

FO

FI


Detail S4 Notes:

• NBVP - Not specified or supplied by VP Buildings.• In cases when bay spacing is large, the span of the spandrel beam may be reduced by introduction of a

soldier strut and sub-diaphragm (as shown in Figure 11). With Hardwall construction a soldier column isgenerally not required. When a soldier strut is used without a soldier column, a pair of stability braces,as shown in Detail S4, will be required at each soldier strut location. VP can furnish the brace anchorforces FFB. The Project Engineer is responsible to select the proper anchorage mechanism and details.This information must be provided to VP.

EMBEDDEDWELD PLATE

NBVP

Spandrel


OFFSET DIM.

Detail S4


NBVP

STABILITY BRACE(REQUIRED)

FFB

SOLDIER STRUT(REFER TO FIGURE 11)


Detail S5 Notes:

• NBVP - Not specified or supplied by VP Buildings.• Although VP Buildings does not design nor manufacture the joist, it is furnished by VP as part of the

steel building superstructure.• The detail allows for no differential movement between the wall and spandrel. Therefore, it is probably

not appropriate for use when the walls are not designed as shearwalls.• VP can supply the anchorage force FO and the in-plane shear force FI as long as the seismic mass of

the walls and connector spacing are known. Otherwise, the Project Engineer may wish to determinethese forces and supply them to VP. Given the connection forces, the Project Engineer is responsible toselect the appropriate wall embed details. The size and spacing of the wall embeds must becoordinated between VP, the joist manufacturer and the Project Engineer in order to assurecompatibility with the joist design assumptions and geometry. Embeds must fall near joist panel points.The joist manufacturer may be able to tolerate some misalignment with panel points.

• The detail will not allow for imperfections in the location of the plane of the joist chords and the insideface of the wall unless the embed offset dimension can be varied.

• Stability bracing of the inside chord is mandatory. The stability braces do not necessarily need to beconnected to the wall.

FO

FI

EMBEDDEDWELD PLATE

NBVP

OPEN WEB STEEL JOISTVP SPECIFIES DESIGN AND

DETAIL REQUIREMENTS. JOISTMANUFACTURER DESIGNS AND

FURNISHES THE SPANDREL.


OFFSET DIM.

Detail S5

NOTE: STABILITY BRACES, ASSPECIFIED BY THE OPEN WEB

JOIST MANUFACTURER, WILL BEREQUIRED ALONG THE INSIDE

CHORD.


(ii) Ledgers (Type 2 diaphragm only)

Sidewalls may be supported directly to the roof deck via ledger angles (as shown in Figures 14 and 15).Connection of the ledger angle to the wall is usually done by welding to an embedded wall plate or boltingas in Details S2 and S3. Therefore, the pertinent notes associated with these details apply.

(b) Anchorage at rakes

(i) Direct anchorage to the roof diaphragm (§ Preferred)

Various details are available for direct anchorage of vertically reinforced concrete or masonry walls directlyto the roof diaphragm. Zee purlins or open web joists provide a direct load path and continuous cross tiesinto either diaphragm Type 1 or Type 2. Two examples are shown in Details R1 and R2. It should be notedthat for non-load bearing endwalls, vertical deflection compatibility between the endwall rafter and theanchorage device may be a consideration in the selection of the detail.

(ii) Spandrels

When endwall columns are present, all of the spandrel details and coordination requirements discussedabove for sidewalls are applicable, except that Detail S5 would rarely, if ever, be used since the columnspacing at endwalls is generally not large enough to warrant this detail. Refer to Figure 2.


Detail R1 Notes:

• NBVP - Not specified or supplied by VP Buildings.• Consideration of differential vertical deflection between the rake beam and wall may be of consideration

when selecting the anchorage device.• VP can supply forces FO and FI as long as the seismic mass of the walls and connector spacing are

known. Otherwise, the Project Engineer may wish to determine these forces and supply them to VP.Given the forces, the Project Engineer’s responsibility is to select the appropriate wall anchors, whichwill be furnished by the contractor. The size, spacing and type of the anchor must be coordinated withVP in order to assure compatibility with the VP members and details. The detail allows for imperfectionsin the location of the plane of the column flanges and the inside face of the wall if shims are used. VPmust be informed of the nominal dimension from the outside face of the wall to the column face.

• Additional detail may be required if longitudinal shear force FI is to be delivered into the shearwall.• The Project Engineer must specify the spacing of the connections along the wall and VP must be

provided with this information. VP purlin spaces are commonly 5’-0” O/C, but may be adjusted toaccommodate the Project Engineers design. Standard VP roof panels require no more than a 5’-0”purlin space.

ENDPOST

CONCRETEOR MASONRY

WALL

RAKECHANNEL

RAKEBEAM

PURLINBAR JOIST

DETAIL SIM.

VARIOUSANCHOR

DEVICES ORSPECIAL

DETAILS AREAVAILABLE TOATTACH WALL

TO RAKEMEMBERS NBVP

Detail R1

OPTIONAL CHANNELSERVES AS SPANDREL IFSUFFICIENT ROOF SUB-

DIAPHRAGM IS NOTAVAILABLE

FO

FI


Detail R2 Notes:

• NBVP - Not specified or supplied by VP Buildings.• The Project Engineer specifies details and devices for anchorage of the rake angle to the wall.

Consideration of differential vertical deflection between the rake beam and wall may be of considerationwhen selecting the anchorage details. VP can furnish the ledger angle given sufficient informationregarding the anchorage details. Alternately, the Project Engineer may specify the angle size andsupplier. VP Buildings normally supplies grade 50 angles.

• Connection of the rake angle to the bar joist may be specified by VP. However, the Project Engineermay specify this or any other detail he or she considers critical to the proper performance of the wall.

• Additional detail may be required if longitudinal shear force FI is to be delivered into the shearwall.• The Project Engineer must specify the spacing of the connections along the wall, and VP must be

provided with this information. VP purlin spaces are commonly 5’-0” O/C but may be adjusted toaccommodate the Project Engineers design. Standard VP roof panels require no more than a 5’-0”purlin space.

ENDPOST

CONCRETEOR MASONRY

WALL

RAKE ANGLE(SEE NOTE # 2)

RAKEBEAM

BAR JOISTPURLIN

SIM.

Detail R2

OPTIONAL CHANNELSERVES AS SPANDREL IFSUFFICIENT ROOF SUB-

DIAPHRAGM IS NOTAVAILABLE

FO FI


b) In-plane forces (Shearwalls)

When concrete or masonry walls are used with metal building construction, it is best if the walls can be designedas shearwalls to resist accumulated lateral forces. This is the most economical system because no additionalvertical bracing systems are required. Also, shearwalls tend to simplify the interface details since many of theconcerns about differential movement and isolation are taken away.

Most of the details that have been shown can be adapted to deliver the in-plane lateral forces to the walls.Depending on the selected detail and diaphragm type, blocking may be required at rakes as discussed earlier.Diaphragm Type 1 (Rod braces) delivers lateral forces into the endwall rafter. Thus, if a detail similar to R1 orR2 is chosen, purlin blocking may be required. A host of alternative details in lieu of blocking are possible. TheProject Engineer is encouraged to select the detail he or she feels is best for the given building project andcondition.

Type 2 diaphragms (Roof decks), on the other hand, deliver the loads to the plane of the top of the purlin orjoist. Details similar to R1 and R2 could be adapted to deliver the in-plane force in this case without purlinblocking.

c) Partial height walls

(1) Anchorage to columns

Partial height walls may be anchored to the building columns for out-of-plane support in one of two ways.

• Horizontally reinforced walls may be attached through use of details similar to C1 through C4 shownabove.

• Vertically reinforced walls may be attached through used of details similar to S1 through S3 above. Inaddition, a detail such as that shown in Detail PH1 is commonly used.

Detail PH1 Notes:

• NBVP - Not specified or supplied by VP Buildings.• The holes in the support channel are normally field located to assure alignment with anchors.• Most VP wall panels possess shear strength and stiffness. Therefore, Detail PH1 is likely to

introduce shear forces in the partial height wall. This can be avoided by appropriately detailing thechannel-to-wall connection. The Project Engineer is responsible for this detail decision. Otherdetails are available and will be discussed later.

Detail PH1

SUPPORTCHANNEL

PANEL LAPAND TRIM

WALL HT

WALL PANEL

C.M.U./CONCRETE WALL

WALL ANCHORS NBVP

WALL PANELS FASTENTO SUPPORT CHANNEL


(2) Partial height shearwalls

Lateral forces are generally delivered to partial height shearwalls by delivering the force into a steel memberanchored to the top of the wall (as the channel shown in Detail PH1), this delivers the force uniformly into thewall through the wall anchors. This can be accomplished through use of:

• Bracing members with a direct load path to the steel member• Through use of the diaphragm capacity of the wall panel attached to the member• A combination of both


C. Issues requiring special consideration

1. Independent “freestanding” walls

In some cases decision makers have informed VP that the walls would be freestanding and totally independentof the VP structure. In some cases this is reasonable, especially when the walls are less than full height andrelatively short. However, for full height walls, it is often difficult to conceive how the two structural systems canperform independently considering the fact that each will deform relative to the other when subjected to loading.The decision to use independent concrete or masonry walls with a VP metal building must be carefullyconsidered by the Project Engineer with due consideration for isolation and deformation compatibility.

a) Isolation and deformation compatibility

(1) Partial height walls

Independent partial height walls must be isolated from the VP building in order to prevent accidental loading ofthe walls and possible wall performance problems. Details PH2 through PH4 explore some specific concepts.

Note: Foundation details are not intended to reflect actualrequirements. The Project Engineer is responsible forthe foundation design and details.

Detail PH3

FLEXIBLEFLASHING WILL

MINIMIZELATERAL

FORCE INTOWALL

Detail PH4

C1

C2

VP GIRTVP WALLPANEL VP

COLUMN

Detail PH2


Detail PH2 is an example of a detail that might be used to try to isolate the building from the partialheight CMU wall. From the detail we can observe several things.

The VP girt is in no way connected to the CMU wall. Therefore, there is no load path for accidental forces due tolongitudinal building drift or vertical deflection of the wall panel (Assuming dimension C2 is sufficient). However,the VP wall panels lap the top of the wall. Therefore, under positive pressure from wind or lateral frame drift dueto seismic loads, some amount of lateral force will be imparted to the top of the wall through the cantileveredwall panel. The amount of force will be dependent on the relative stiffness of the girt and the top of thecantilevered wall. Also, the out-of-plane wall stiffness relative to the amount of column displacement at the top ofthe wall will affect the amount of force imparted to the wall.If dimension C1 is not sufficient, the column may come into contact with the wall when subjected to lateralforces. The height of the wall, dimension C1 and the lateral stiffness of the rigid frame are critical parametersaffecting the likelihood of this event.

Dimensions C1 and C2 can be set to whatever values are required. Also, the lateral stiffness of the VP framecan be controlled to whatever value is necessary (within reason). It should be recognized that increased lateralframe stiffness is not without cost.

Detail PH2 has been used successfully with relatively short walls. If the possibility of imparting lateral force tothe top of the wall due to girt deflection or frame drift is of concern, a slightly more expensive base detail couldbe used as shown in Detail PH3.

Detail PH4 has been used extensively in metal buildings. This detail is probably the most inexpensive andsimple. It should be recognized, however, that the detail will most likely result in accidental (or intentional) in-plane shear loads in the wall due to the wall cladding diaphragm stiffness. Also, if the first VP girt is 5 feet or soabove the wall, the wall will pick up the additional tributary area for out-of-plane wind loads at the top. The wallmust be designed for these additional loads. As for seismic drift, the relatively long panel cantilever to the nextgirt is much less likely to impart accidental out-of-plane seismic forces to the top of the wall.

(2) Full height walls

When the height of a wall increases beyond a certain point, isolation of freestanding walls from the buildingdeformations is likely to become impractical if not impossible.

2. Isolation and deformation compatibility for non-freestanding walls

a) Load and deflection compatibility

Concrete and masonry walls that are dependent on the building structure for support may require isolationdetails in order to avoid accidental forces in the wall for which it was not designed. One important example ofthis is the case when a clear span frame is located just inside the endwall of a non-load bearing non-shearwallvertically reinforced panel. If the wall relies on the building structure for out-of-plane stability, connection of thewall to the building structure near the rake will be required as discussed earlier in this manual. The clear spanend frame will deflect vertically and laterally under design loads. VP can design frames to meet any specifiedstiffness requirement within the reasonable limits of structural design. However, in most cases it will beimpractical or impossible to produce enough frame stiffness to meet or exceed the stiffness of the wall.Therefore, if the selected details do not provide for the appropriate amount of differential vertical and lateralmovement between the wall and frame, the wall will most likely be exposed to vertical and lateral loads due toits large stiffness relative to the frame.


There are various proprietary connection components available to isolate the frame from the wall in a givendirection in which differential displacement is anticipated and required. It is also possible to develop job specificdetails for this purpose. Some of the details shown above will provide for the necessary isolation in one or moredirections.

Given the fact that responsibility for the design and behavior of the concrete or masonry wall falls withinthe dominion of the Project Engineer, the Project Engineer must carefully evaluate, select and specify orapprove interface details to assure the behavior assumed in his or her design.

Coordination of these requirements with the VP engineer is the best way to assure proper building performance.VP can accommodate the required details and limit the deflections of structural elements as required forcompatibility and specified by the Project Engineer. In general, VP does not furnish proprietary components.However, VP can design and detail the building structure to accept the components specified by the ProjectEngineer and furnished by the contractor, as long as we are informed as to the requirements. Clear and timelycommunication is the key to success in areas such as this.

b) Shrinkage compatibility

In some cases concrete or even CMU walls will continue to shrink after the building construction is complete.Continuous steel members anchored to the walls can tend to inhibit this shrinkage, which can cause cracking inthe walls in some cases. Detail RK1 is an example of this. If the rake angle is used as a chord member it will becontinuous along the length of the wall. No special accommodation for wall shrinkage is provided by the detailas shown. This detail has been used many times with both concrete and masonry walls without any crackingproblems. However, the Project Engineer must decide when wall shrinkage is a concern and evaluate thebuilding details for their ability to accommodate the anticipated amount of shrinkage. VP will accommodatewhatever measures the Project Engineer deems necessary. Again, clear and timely communication of theserequirements is essential.

3. Shearwalls vs. non-shearwalls

In general concrete and masonry walls possess excellent inherent in-plane shear strength and stiffness withlittle or no added cost over non-shearwalls. Therefore, whenever possible it is recommended that the walls beutilized as the primary vertical bracing system for the building. This has two significant advantages.

• The overall project cost is reduced since steel braced frames or moment frames are not required. Thissaves material cost, erection cost and foundation cost. It also has the advantage of producing a cleanerlook to the building interior with less steel members to contend with. This can be especially important ifthe building interior is to be finished.

• Designing the walls as shearwalls eliminates one of the concerns for load and deflection compatibilitydiscussed above and generally results in simpler, less expensive interface details.

VP can provide the collectors, diaphragm chords and lateral force transfer members if required.


4. Building column lateral stability

The building cost can often be significantly reduced if the walls can provide lateral support to the column flangesat discreet locations. This will require connection of the outside flange to the wall and connection of the insideflange to the wall using flange braces (as shown in Detail C4). If these connections are to be properly made, theProject Engineer must accommodate them in the detailing of the wall. The most common means of connecting aflange brace to a hardwall is with a ½ inch diameter expansion or epoxy anchor. In either case, grouted cells areprobably required in CMU walls. Therefore, the Project Engineer must approve connection of the columns to thewalls for stability and inform VP of the elevations and details to be used at these connections. If no connectionsare desired, the columns can be designed with longer unsupported lengths.

Note: In some cases, the owner will prefer not to have flange braces along the columns for variousreasons. When this is the case, VP must be informed of this decision at the initial stages of activity onthe project.

5. Lateral force specification

VP Buildings retains licensed professional engineers who are trained in seismic design. Therefore, VP willdetermine the lateral force requirements for the building as long as we are provided with all of the necessaryinformation including wall weights, roof collateral loads, special seismic parameters, etc.

Sometimes the Project Engineer prefers to specify some or all of the lateral design forces for the building as awhole and the various lateral force transfer components. An argument could be made for the superiority of thisscenario in that the Project Engineer retains full control over the seismic design criteria, which is critical to theproper performance of the walls. Either scenario is acceptable.

6. Serviceability considerations

The AISC Steel Design Guide Series Number 3, entitled, Serviceability Design Considerations for Low-RiseBuildings, specifies serviceability limits for various building components and conditions. In the absence ofdirection from the Project Engineer, VP will adhere to these criteria. The criteria pertaining to buildings withconcrete or masonry walls are shown in Table SC-1.


Table SC-1AISC Design Guide Series 3 Serviceability Recommendations for Concrete and Masonry

WallsCladding Type andSupport Element

Deformation Type RecommendedMaximum

Loading Condition

Precast ConcreteWalls/Bare Frame (7)

Drift Perpendicular toWall H/100

10 Year Wind (4) orSeismic

Unreinforced MasonryWalls/Bare Frame (7)

Drift Perpendicular toWall

1/16” Crack Width atWall Base (2), (6)


Reinforced MasonryWalls/Bare Frame (7)

Drift Perpendicular toWall H/200 (3)


Concrete or MasonryWall/Spandrel (5)

Horizontal DeflectionL/240 ≤ 1.5”


Concrete or MasonryWall/Wind Column (1)

Horizontal DeflectionL/240 ≤ 1.5”


Masonry Walls/Lintel Vertical Deflection L/600 ≤ 0.3” DL + LLMasonry Walls/Lintel Rotation ≤ 1 deg. DL + LL

Notes:1. Wind column criteria pertain to horizontally reinforced walls supported by end posts or soldier

columns.2. 1/8” crack at base of wall with proper base detailing.3. H/100 with proper base detailing4. The 10-year mean reoccurant wind speed is defined by the International Building Code as

approximately 70% of the 50-year mean reoccurant wind.5. Spandrel or girt deflections are not considered to be additive to the overall building drift. Each is

treated separately.6. The size of the base crack with is defined as: C = t∆/H

Where: t = Wall thickness (in)∆ = Wall drift from base to top (in)H = Wall height (in)

7. This criterion could be expressed as a ratio of the wall height as follows.∆max = H/(t/C) Where: C = Allowable base crack size (in)

8. Building drift limits apply to diaphragm deflection as well as rigid frame drift.

These serviceability limits are intended to prevent excessive cracking in the wall caused by flexure resultingfrom deflection-induced curvature in the wall. Proper base detailing refers to wall base details that willpromote crack formation at the base, thus resulting in rotation about the base and limiting curvature relatedwall flexure. An example of such a detail would be an intentional bond breaker at the base of the wall. Forreinforced masonry shearwalls with base doweling, the Project Engineer may deem additional measuresnecessary. Refer to the AISC Design Guide Series no. 3 for a more detailed discussion.

The criteria provided in Table SC-1 are for information only. In lieu of other specific projectrequirements these will be the criteria employed by VP. The Project Engineer is encouraged toevaluate the wall related serviceability criteria for the specific project and specify other criteria ifdeemed appropriate. The negotiability of any well founded design criteria specified by the ProjectEngineer on the contract documents should be carefully controlled to assure uniform quality fromall perspective bidders. If the criteria provided in Table SC-1 are considered satisfactory, the ProjectEngineer should specify whether the values for proper base details are or are not applicable.


7. Scuppers/rainwater overflow provisions

Buildings with parapets are required to have provisions to limit the depth of accumulated rainwater in the eventof roof drain malfunction. Short parapets may accommodate this requirement by allowing the water to run overthe top. Taller parapets should have scuppers with sufficient size and frequency located at an appropriateelevation to limit water accumulation to a level that will not produce roof loads in excess of the code prescribedlive or snow loads. The VP must be informed of the maximum potential head of water that can be expected toaccumulate if the main roof drainage system fails. Given this information, VP will perform a ponding analysisand design the roof structure accordingly.

8. Mezzanines and second stories

Much of the previous discussion regarding details and deformation compatibility also applies to details thatpertain to second floor framing systems.

If the wall is to furnish both vertical and lateral load paths for floor loads, the second story framing anddiaphragm must be properly connected to the walls.If the second story is non-load bearing but is required to resist out-of-plane wall forces, more complex detailsisolating the wall from unwanted forces that may be induced due to structural deflections must be used.If the second story framing will be expected to carry the weight of the wall above as a form of lintel, specialstrength and stiffness requirements will apply to certain floor framing elements and connections.

The Project Engineer must communicate all such criteria to VP Buildings in order to assure proper design anddetailing of the structure. The Project Engineer should either specify or approve the wall/floor interface details. Ifspecial proprietary isolation devices are desired they must be communicated to VP. The contractor normallyfurnishes such devices. However, VP can design and detail the steel framing system to accommodate thedevices if their specific details and requirements are clearly communicated.

V. Project Communication Tools

Accurate, complete and timely communication is the key to success of any building project. All appropriateforms of communication should be utilized. In addition to other forms of information communication, VP hasdeveloped a series of Hardwall Clarification Forms. These forms are intended to make the transfer of certainbasic information more convenient. The forms are available as a supplement to this document. Although it ishoped that they will help facilitate the transfer of certain information, they cannot be considered all inclusive ofthe information needed for a successful project and are no substitute for clear and thorough contractdocuments, drawings, details and other methods of communication that may be required during the course ofthe project.


V. Glossary of Terms

BAY SPACING

FULL HEIGHTCONCRETE OR

CMU WALL WITHPARAPET

PARTIAL HEIGHTCONCRETE OR

CMU WALL

BRACING

SIDEWALLGIRTS

SPANDRELBEAMS

EAVEPURLIN/STRUT

ROOFSYSTEM

RAKE

RIGIDFRAME

CB-1FRAME

POST &BEAM END

FRAMERAKEBEAM

CORNERPOST

ENDPOST

BUILDINGWIDTH

HAUNCH

PURLINS/JOISTS

BASE MEMBER

INTERIORCOLUMN


Anchorage Force – The code prescribed strength that specific connections and members must possess inorder to assure that concrete or masonry walls will remain attached to the building during a seismic event.These forces are generally considered applicable to the wall anchor devices, spandrel beams, sub-diaphragms,sub-diaphragm boundary members and sub-diaphragm cross ties only.

Anchor Rods (a.k.a. Anchor Bolts) – Threaded rods used to anchor members to a foundation or othersupport. Typically VP Buildings will select the quantity and diameter of anchor rods for a specific connectionbased on the allowable forces in the steel rod only. Anchor rod embedment and foundation reinforcement detailsare the responsibility of the Project Engineer.

Axial Force – A force acting parallel to the length of a structural member such as a strut that tends to eitherelongate the member, (axial tension), or shorten the member, (axial compression).

B-Deck – A common name for the commodity product to which the Steel Deck Institute has assigned thegeneric name “Wide Rib.” B-deck is used in various roof and floor applications, including membrane roofsystems. In addition to its ability to resist out-of-plane loads such as wind and gravity, B-deck also providesexcellent diaphragm strength and stiffness and is frequently used by VP Buildings as part of a buildings lateralforce resisting system.

Bar Joist – A commonly used term for open web steel joist. Open web steel joists are often used in lieu of cold-formed purlins when long bay spacing or some other criterion dictates.

Base Member – An angle or channel secured to the top of a partial height concrete or masonry wall for theattachment of metal wall panels at the interface. Generally base angles are only used when partial heightconcrete or masonry walls do not require continuous horizontal support at their top (e.g. horizontally reinforcedor free standing walls). base channels may be used in lieu of base angles and may be designed to support thetop of the wall or not based on the direction of the Project Engineer.

Bay Space – The space between main frames measured along the sidewall.

Bearing Wall – A reinforced concrete or masonry wall designed to transmit vertical roof or floor loads due towind or gravity to the foundation, thus eliminating the need for building columns adjacent to the walls.

Bond Beam – A fully grouted and horizontally reinforced course of concrete masonry units. Bond beams areused for various purposes including delivering out-of-plane wall forces to frame columns, in-wall chord steel andanchoring CMU walls to their supporting elements such as spandrels.

Boundary Element – An element at the edges of openings or at the perimeters of diaphragms. Boundaryelements act to collect and eliminate internal diaphragm forces by delivering them to the main lateral forceresisting systems (i.e. collectors) or through direct cancellation (i.e. diaphragm chords).

Bracing – A system of axially loaded tension and compression members arranged to form a truss that isdesigned to transmit lateral forces due to wind or seismic loading to the foundation. Bracing members mayconsist of rods, angles, tubes, etc.

Braced Frame – One of several types of main lateral force resisting systems, braced frames generally consistof axially loaded members only and possess excellent stiffness.

Bridging – A bracing system used between secondary structural members such as purlins and bar joists toprovide stability against buckling due to design loads or during construction. The term bridging is mostcommonly associated with bar joists.

Building Line – The location of the plane of the inside surface of the wall cladding or the theoretical insidesurface of a concrete or masonry wall.


Cladding – The exterior roof or wall covering material that provides the barrier between the interior buildingspace and the outside environment. Cladding may consist of metal panels, reinforced concrete panels, masonryor combination of all.

Collateral Loads – The weight of additional permanent materials supported by the building structure other thanthe self-weight of the building components and cladding. Examples of collateral loads include loads due tosprinkler systems, partitions, ceiling, mechanical and electrical equipment, etc.

Collector (a.k.a Drag/Strut) – A diaphragm boundary element specifically designed to accumulate internaldiaphragm forces and deliver them to the vertical elements of the main lateral force resisting systems such asframes and shearwalls.

Continuous Beam Frame (CB) – A main frame designed and manufactured by VP Buildings in which interiorcolumns are used to support the rafter beams between sidewalls. CB frames are commonly used in widebuildings to reduce rafter span lengths thus providing a more economical structure. The haunches of CB framesare normally fully restrained moment connections. Interior column connections may be designed to resistvertical loads only (i.e. pinned-pinned) or vertical and lateral loads (i.e. moment connections) when indicated bylateral strength and stiffness requirements.

Cross Ties – Structural elements approximately normal to a concrete or masonry wall that act in axial tension orcompression to deliver anchorage forces from the wall into the diaphragm or sub-diaphragm. Cross ties must bespaced at intervals not to exceed the ability of the wall to span the distance between them unless specialspandrels are provided.

Dead Load – The self-weight of all permanent building components.

Deck/Decking – Metal panels (usually coated steel) that span between secondary members (purlins or joists).Decking may consist of standard commodity products such as B-deck or be one of VP Buildings’ standard roofcladding systems.

Deflection/Drift – The displacement of a structural member or system due to loading relative to its originalunloaded position. The term deflection is commonly applied to displacements in beams and diaphragms. Theterm drift is usually associated with the horizontal displacement of a building’s main lateral force resistingsystems such as frames. However, these terms are sometimes used interchangeably.

Diaphragm – A structural system that acts to transmit lateral forces due to wind or seismic loads to the verticalresisting elements such as shearwalls, braced frames or moment frames. A diaphragm is generally consideredto be approximately horizontal. Many engineers associate the term diaphragm with roof decks. However, metalbuilding roof bracing systems also qualify as diaphragms.

Diaphragm Chord – The diaphragm boundary element that is assumed to resist the diaphragm flexural forcesby acting in axial tension or compression in a manner analogous to the chords of a truss. In VP buildings, steelledgers or spandrels often serve as diaphragm chords thus eliminating the need for in-wall chord steel.

Drift (Sidesway) – See Deflection/Drift

Eave Height – The vertical dimension from an established reference elevation (i.e. finished floor) to theintersection of the planes of the building line and purlin line.

Embed – Steel plate strategically located on the face of a concrete or masonry wall to facilitate connectionbetween the wall and its supporting structure by field welding or other means. Embed plates must be anchoredinto concrete or grouted masonry units by means with sufficient strength to resist all required in-plane and out-of-plane forces.

End Bay – The bays adjacent to the endwalls of the building. In general, these will be first or last bays in thebuilding.


End Frame – A frame located at the endwall of the building, which supports loads from the end bay. End framescan be post-and-beam, rigid frames, continuous beam frames, etc.

End Post (Endwall Column) – A vertical column at located at the endwall that supports the endwall girts anddelivers their lateral reactions to the foundation at its base and into the roof diaphragm/bracing system at its top.End posts supporting post-and-beam end frames also serve to deliver vertical loads from the rake beam to thefoundation.

Endwall – An exterior wall located at the end of the building. The plane of the endwall is parallel to the plane ofthe building main frames.

Fixed Base Column – A column with a base connection that is designed to resist moment/rotation. Fixed basecolumns require that their foundations be designed and detailed to resist the calculated eccentric reactions.

Flange Brace – A member used to provide lateral restraint against instability to the inside flange of a column orrafter beam. Flange braces in VP buildings usually consist of axially loaded angles that may connect the insidecompression flange to roof purlin/joists, wall girts or sometimes to a concrete or CMU wall.

Girt – A structural member connecting to sidewall or endwall columns that acts as a horizontal beam to supportthe wall cladding against out-of-plane forces due to wind or seismic loading. In metal wall systems, girts usuallyconsist of cold-formed steel members. With concrete and masonry walls, girts are often spaced farther apartand made of hot rolled channels, 3-plate beams, etc. These larger girts are more commonly referred to asspandrels.

Haunch – The area of intersection between a main frame column and rafter usually designed as a fullyrestrained moment-resisting connection.

Header – A horizontal member similar to a girt located at the top of a framed opening to support the wallcladding above. Headers are rarely, if ever, furnished by VP Buildings with full height concrete or masonry walls,since the walls are usually designed and detailed with integral headers.

Horizontally Reinforced Walls – Concrete or masonry walls that are designed to span horizontally betweenbuilding columns. Wall anchorage forces for horizontally reinforced walls are delivered to the building columns.Spandrels are generally not required. Note: Both horizontally and vertically reinforced walls will contain somereinforcing steel in both directions. The term horizontally reinforced refers to the direction of the primarystructural reinforcement as it relates to the behavior intended by the Project Engineer.

In-Plane Forces – Forces acting on a concrete or masonry wall that are parallel to the plane of the wall (e.g.shearwall loads).

Jamb – A vertical member located at the sides of a framed opening to support the wall cladding and door.Jambs are rarely, if ever, furnished by VP with full height concrete or masonry walls since the walls are usuallydesigned and detailed with integral jambs.

Ledgers – A steel member affixed to the inside face of a concrete or masonry wall for the purpose of deliveringforces from the wall into the building structure or vise versa.

Load Bearing Wall – See “Bearing Wall”.

Longitudinal – The direction parallel to the roof purlins/joists and the sidewalls.

Main Frame – An assemblage of columns and rafters that support the secondary framing and claddingmembers and transfer loads directly to the foundations. Mainframes may also deliver loads to load bearingwalls.

Open Web Frame – A main framing system designed and manufactured by VP Buildings similar to continuousbeam and rigid frames except that the rafters consist of open web or truss members in lieu of 3-plate solid webmembers.


Order Documents – The documents and information required by VP Buildings to properly design, detail andmanufacture a building.

Ordinary Moment-Resisting Frame (OMRF) – A main frame designed to resist the lateral forces due toseismic loading as defined within the provisions of the governing building code or specification. All lateralmoment resisting frames designed by VP are OMRF’s.

Out-Of-Plane Forces – Forces acting on a concrete or masonry wall that are normal to the plane of the wall(e.g. wind pressure, seismic forces, etc.).

Parapet – The portion of the vertical wall that extends above the eave height of the building.

Pilaster – An enlarged, reinforced portion of a concrete or masonry wall to provide added strength to resist roofor wall lateral loads.

Portal Frame – An ordinary moment resisting frame designed to transmit longitudinal lateral loads from the roofor floor diaphragm to the foundations. Portal frames are commonly used when other more stiff and economicalsolutions such as braced frames or shearwalls are not permitted. Stiffness compatibility must be carefullyconsidered when deciding to use portal frames with concrete and masonry walls.

Post-and-Beam – A structural frame consisting of rafter beams supported vertically by columns or posts. Post –and-beam frames resist vertical loads only (i.e. posts are assumed to be pinned-pinned). Diaphragms, bracingor shearwalls provide lateral stability.

Primary Framing – See “Main Frame”

Purlin – A structural member connecting to main frame rafters or load bearing walls that acts as a beam tosupport the roof cladding against out-of-plane forces due to gravity or wind loading. Purlins may also serve tosupport collateral gravity loads directly and deliver them to the main frames. In addition, purlins may function aspart of the roof diaphragm/bracing system either as axially loaded collector/strut members or cross ties. In metalbuilding systems, purlins usually consist of cold-formed steel Z-shaped members. In some cases, when roofloads and span lengths dictate, bar joists are used as purlins.

Rafter – The part of the main frame that acts as a roof beam to support the purlins or bar joists. Rafters alsoserve as main continuous cross ties in structures with two-way roof diaphragms.

Rake – The area across the endwall of a building defined by the intersection of the plane of the roof and theplane of the endwall.

Reactions – The resisting forces at column bases, wall embeds, etc. required to hold the structure inequilibrium under a given loading condition.

Rigid Frame – The term rigid frame is used generically in structural engineering to define any two-dimensionalframing system that derives resistance to lateral loads through flexural resistance of its members andconnections. Thus, a CB frame as defined above may also be a rigid frame. However, in order to distinguishbetween the various types of rigid frames we produce, VP defines a rigid frame as a clear span main frame inwhich no interior columns are used to support the rafter beams between sidewalls. By definition, rigid frames aredesigned with fully restrained moment-resisting connections at their haunches. Thus, rigid frames resist bothgravity and lateral forces.

Scupper – An open area in a parapet wall designed to limit the level of rainwater accumulation in the event ofblockage in the main roof drainage system.

Shearwall – A wall designed to receive lateral forces from roof or floor diaphragms and deliver them to thefoundation through in-plane shear.

Sidesway – See “Deflection/Drift”.


Sidewall – An exterior wall that is perpendicular to the plane of the main frames.

Soldier Column – An intermediate sidewall wind column located between mainframe sidewall columns that aredesigned to support the sidewall girts or spandrels in long bay buildings or reduce the required span length forhorizontally reinforced walls. Soldier columns deliver out-of-plane wall forces to the foundation at their base andinto a sub-diaphragm at their top.

Soldier Strut – An axially loaded member approximately normal to the sidewall that delivers the lateral reactionat the top of a soldier column into the sub-diaphragm. A soldier strut serves as the sub-diaphragm cross tie.Where load bearing concrete or masonry walls are used, soldier struts are often used in conjunction withspandrels connected directly to the wall without the need for soldier columns.

Spandrels – Horizontal beams provided to receive the code prescribed wall anchorage forces and deliver themto the main lateral force resisting systems. Spandrels may also serve as diaphragm chord members andcollectors to deliver diaphragm forces into the shearwalls.

Strut – An axially loaded compression member. The term strut generally refers to members that comprise partof the lateral bracing load paths to collect and deliver diaphragm forces to the main vertical systems such asbraced frames, shearwalls, etc.

Sub-Diaphragm – A smaller local diaphragm or portion of a larger diaphragm designed to transfer the codeprescribed wall anchorage forces to the main cross ties and into the main diaphragm.

Transverse – The direction parallel to the plane of the building main frames.

Truss – Also referred to as an open web beam, a truss is defined as an assemblage of axially loaded structuralmembers arranged and connected to form a beam capable of delivering shear and flexural forces from one areaof a structure to another.

Vertically Reinforced Walls – Concrete or masonry walls that are designed to span vertically between theirsupports. Wall anchorage forces for vertically reinforced walls are delivered to cross ties or spandrels. Note:Both horizontally and vertically reinforced walls will contain some reinforcing steel in both directions. The termvertically reinforced refers to the direction of the primary structural reinforcement as it relates to the behaviorintended by the wall designer.

Width – The dimension of the building measured across the endwall parallel to the main frames from sidewall tosidewall building lines.

Z-section – A structural member cold-formed from steel into the shape of a Z.


VI. Suggested References

o CONCRETE MASONRY WALLS FOR METAL BUILDINGS(National Concrete Masonry Association)

o SERVICEABILITY DESIGN CONSIDERATIONS FOR LOW-RISE BUILDINGS (American Institute ofSteel Construction Design Guide Series #3)

This document can be downloaded from www.vp.com

Design and recommended installation proceduresare subject to be changed at any time,

due to continued development work by VP Buildings.

VP Buildings3200 Players Club CircleMemphis, TN 38125vp.comRevision: 03009 Issued 9/04 PAN

http://www.vp.com

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