Module 9: Steel Connections and Base Plates - Theory & Concepts

Module 9: Steel Connections and Base Plates

$Learning Objectives$

Design bearing-type bolted connections for bolt and connected-material limit states.
Distinguish snug-tightened, pretensioned, and slip-critical joint requirements without treating them as synonyms for bearing-type versus slip-critical strength.
Evaluate fillet weld strength, base-metal limit states, and eccentric connection behavior.
Check connection-region net-section, block-shear, bearing, tear-out, and combined fastener forces.
Design basic column base plates for concrete bearing and plate bending and recognize when anchors, uplift, shear, or moment require more advanced analysis.
Coordinate connection geometry with fabrication, erection, tolerances, exposed architectural expression, corrosion, inspection, and fire protection.

$NSCP Code Basis$

Steel connection design is governed principally by NSCP Section 510 — Design of Connections, with Section 511 addressing HSS and box-member connections and Section 513 addressing fabrication, erection, and quality-control requirements. Member limit states from Sections 504–508 still apply in the connection region.

$Connection Design Starts With the Load Path$

A connection must transfer all applicable axial force, shear, moment, torsion, and erection forces from one structural element to another. Before calculating bolt or weld capacity, draw the force path and identify the plates, angles, tees, welds, bolts, HSS walls, column flanges/webs, base plate, anchors, and supporting concrete that participate.

The governing limit state often belongs to the connected material rather than the fastener itself.

$Connection Design Workflow$

The workflow treats the connection as a complete force-transfer system. Fastener or weld resistance, connected material, eccentricity, base contact, anchorage, and constructability must all be resolved before acceptance.

Steel Connection and Base-Plate Design Workflow

Connection-type selection, fastener/weld checks, connected-material limit states, eccentricity, base-plate contact, anchorage, and constructability.

Resolve forces and the complete connection load path → Primary connection family?; Primary connection family? — Bolted → Bolted: shear/tension, holes, bearing, tear-out, and slip; Primary connection family? — Welded → Welded: check weld geometry, weld metal, base metal, and access; Primary connection family? — Base plate → Base: contact, plate bending, welds, anchors, and shear path; Bolted: shear/tension, holes, bearing, tear-out, and slip → Eccentric group force or moment transfer?; Welded: check weld geometry, weld metal, base metal, and access → Eccentric group force or moment transfer?; Base: contact, plate bending, welds, anchors, and shear path → For base plate, can compression contact alone equilibrate P and M?; Eccentric group force or moment transfer? — Yes → Use one permitted connection-group analysis method; Eccentric group force or moment transfer? — No → Check member rupture/yielding, block shear, prying, and local states; Use one permitted connection-group analysis method → Check member rupture/yielding, block shear, prying, and local states; For base plate, can compression contact alone equilibrate P and M? — Yes → Determine compression contact and required plate thickness; For base plate, can compression contact alone equilibrate P and M? — No / uplift → Design anchor steel and concrete anchorage limit states; Determine compression contact and required plate thickness → Establish base-shear transfer mechanism; Design anchor steel and concrete anchorage limit states → Establish base-shear transfer mechanism; Establish base-shear transfer mechanism → Check member rupture/yielding, block shear, prying, and local states; Check member rupture/yielding, block shear, prying, and local states → Check fabrication, erection, inspection, protection, and access; Check fabrication, erection, inspection, protection, and access → Complete connection and supporting load path adequate?; Complete connection and supporting load path adequate? — Yes → Document governing connection limit state; Complete connection and supporting load path adequate? — No → Revise plate, fasteners, welds, anchors, member, or transfer mechanism; Revise plate, fasteners, welds, anchors, member, or transfer mechanism → Primary connection family?

Resolve forces and the complete connection load path: terminator
Primary connection family?: decision
Bolted: shear/tension, holes, bearing, tear-out, and slip: subprocess
Welded: check weld geometry, weld metal, base metal, and access: subprocess
Base: contact, plate bending, welds, anchors, and shear path: subprocess
Eccentric group force or moment transfer?: decision
Use one permitted connection-group analysis method: process
Check member rupture/yielding, block shear, prying, and local states: subprocess
For base plate, can compression contact alone equilibrate P and M?: decision
Determine compression contact and required plate thickness: process
Design anchor steel and concrete anchorage limit states: subprocess
Establish base-shear transfer mechanism: process
Check fabrication, erection, inspection, protection, and access: process
Complete connection and supporting load path adequate?: decision
Revise plate, fasteners, welds, anchors, member, or transfer mechanism: process
Document governing connection limit state: terminator

$Bearing-Type and Slip-Critical Behavior$

Bearing-type strength means load can ultimately be transferred through bolt shear and connected-material bearing/tear-out. The joint may be installed snug-tight or pretensioned depending on the applicable requirements.

Slip-critical behavior relies on pretension and qualified faying-surface friction to limit slip at the specified load level. Do not equate "bearing-type" with "always snug-tight," and do not state that every seismic connection is automatically slip-critical. Use the specific NSCP/RCSC-triggering condition for the connection.

$Current Fastener Nomenclature$

Modern procurement commonly identifies high-strength structural bolts under ASTM F3125 grades such as Grade A325 or Grade A490. Older shorthand "A325 bolt" and "A490 bolt" remains widely understood, but course notes should teach the current grade nomenclature while using the strength values required by the governing NSCP provisions.

Bolt Shear Strength

Generic nominal bolt shear model; use the NSCP table value for the applicable grade, thread condition, and joint.

R_n=F_{nv}A_b

Variables

Symbol	Description	Unit
$F_{nv}$	Nominal bolt shear stress specified for the applicable fastener condition.	-
$A_b$	Nominal bolt area used by the provision.	-
$R_n$	Nominal shear strength per shear plane before the applicable design factor.	-

$Bolted Connection Calculation Sequence$

For each bolted connection:

identify bolt grade, diameter, hole type, thread condition in the shear plane, number of shear planes, and installation requirement;
determine whether the strength model is bearing-type or slip-critical and whether pretension is required;
check bolt shear, bolt tension, and the applicable combined shear+tension interaction when both are present;
determine connected-material bearing/tear-out from the actual clear distances and thicknesses;
check member gross/net yielding or rupture, block shear, local yielding, and prying where the connection geometry can amplify bolt tension;
check spacing, edge/end distance, hole restrictions, fillers, faying-surface requirements, and erection tolerances; and
take the minimum available strength among all applicable limit states.

Dividing the applied force by a per-bolt shear value is only a preliminary demand estimate; it is not a complete connection design.

Bolt Tensile Strength

Generic nominal bolt tension model; use the NSCP table value for the applicable fastener grade and condition.

R_n=F_{nt}A_b

Variables

Symbol	Description	Unit
$F_{nt}$	Nominal bolt tensile stress specified by the governing fastener table.	-
$A_b$	Nominal bolt area used by the provision.	-
$R_n$	Nominal tensile strength of the bolt before the applicable design factor.	-

$Combined Bolt Shear and Tension$

When a bolt carries both shear and tension, do not check the two demands independently and declare the bolt adequate. Use the governing NSCP/AISC interaction equation or reduced allowable/design tensile-stress procedure for the actual bolt grade, thread condition, and design basis.

For the AISC 360-10 bearing-type bolt framework adapted by NSCP, first determine required bolt shear stress $f_{rv}$ . Then reduce the nominal tensile stress:

F_{nt}'= 1.3F_{nt} - \frac{F_{nt}}{\phi F_{nv}}f_{rv} \le F_{nt} \qquad \text{(LRFD)}

F_{nt}'= 1.3F_{nt} - \frac{\Omega F_{nt}}{F_{nv}}f_{rv} \le F_{nt} \qquad \text{(ASD)}

with $\phi=0.75$ and $\Omega=2.00$ for this bolt rupture check. The available tensile resistance is then based on $F_{nt}'A_b$ on the selected design basis.

The sequence is:

determine required shear and tension per bolt from the actual group analysis;
establish $F_{nv}$ and $F_{nt}$ for the actual bolt grade and thread condition;
verify shear resistance and calculate the reduced $F_{nt}'$ for combined action;
check connected-material bearing/tear-out and prying separately; and
repeat for the most highly loaded bolt when the group is eccentric.

$Connected-Material Bearing and Tear-Out$

Bolt shear alone does not establish connection strength. Check hole clear distance, plate thickness, material tensile strength, edge distance, spacing, hole type, and deformation-at-service considerations using the applicable NSCP equations and limits.

Bolt-Hole Bearing and Tear-Out Framework

Common bearing-type forms; verify the adopted NSCP case, hole type, and load direction.

When deformation at service load is a design consideration,

R_n=1.2L_ctF_u\le2.4d_btF_u.

When deformation at service load is not a design consideration,

R_n=1.5L_ctF_u\le3.0d_btF_u.

Long-slotted holes loaded parallel to the slot use a different reduced case and must be checked separately.

Variables

Symbol	Description	Unit
$L_c$	Clear distance in the load direction between hole edges or from the hole edge to the material edge.	-
$d_b$	Nominal bolt diameter.	-
$t$	Thickness of connected material.	-
$F_u$	Specified tensile strength of the connected material.	-

$Bolt Geometry Lookup Rules$

A bearing-type bolt check is not complete until the geometry is validated.

Item	Course rule
Hole diameter/type	Obtain from the adopted NSCP/AISC hole table for the bolt and joint type
Bolt spacing	Center-to-center spacing must satisfy the code minimum; about $3d_b$ is a common preferred detailing target while the absolute code minimum may be smaller
Edge/end distance	Use the adopted table because the minimum depends on bolt diameter, edge condition, and hole type
Clear distance $L_c$	Calculate from the actual hole geometry; it directly affects bearing/tear-out resistance
Oversized/slotted holes	Verify whether they are permitted for the connection category and whether slip-critical treatment is required

Do not infer these dimensions from a drawing that was created only for architectural appearance.

$Interactive Exploration$

Switch among the bolted line, fillet weld, and column-base sketches to identify the geometric quantities and force-transfer features that control each connection family. The diagrams are recognition/detailing aids; the base-plate pressure explorer later in this module supplies the quantitative interaction for eccentric compression.

The diagrams are conceptual but geometrically consistent: bolted joints require hole/edge/spacing checks, fillet welds use the effective throat and length, and column bases require concrete bearing plus plate/anchor/foundation checks when uplift, shear, or moment is present.

$Slip Resistance$

Slip-critical resistance depends on the qualified slip coefficient, bolt pretension, number of slip planes, fillers, hole type, and other code factors. It is a separate limit state from ultimate bolt shear and plate bearing.

Oversized/slotted holes, fatigue with load reversal, and situations where slip is detrimental require special attention. Apply the exact triggering conditions from the governing specification rather than a broad rule such as "all vibration or all seismic means slip-critical."

Slip-Critical Nominal Resistance

RCSC/AISC-style slip model; obtain the coefficients and pretension from the adopted NSCP/RCSC tables.

R_n=\mu D_u h_f T_bN_s

Variables

Symbol	Description	Unit
$\mu$	Mean slip coefficient for the qualified faying-surface class.	-
$D_u$	Multiplier reflecting the ratio of mean installed pretension to specified minimum pretension; use the adopted value.	-
$h_f$	Filler factor; typically 1.0 unless the adopted provision requires a reduction for multiple fillers.	-
$T_b$	Required minimum bolt pretension from the adopted bolt table.	-
$N_s$	Number of slip planes.	-

Hole type still affects permitted configurations and the applicable slip-critical design provisions or resistance factors; it is not represented by $h_f$ .

$Bearing-Type, Pretensioned, and Slip-Critical Describe Different Things$

A joint may be designed for bearing-type strength yet still require pretension for another reason. Conversely, a slip-critical joint is specifically checked against slip using qualified faying surfaces and required pretension. Always identify both the strength model and the installation requirement.

$Bolts in Tension and Prying$

T-stubs, end plates, hanger plates, and other flexible connection components can amplify bolt tension through prying action. Plate thickness, bolt position, edge geometry, and connection stiffness therefore influence the bolt force.

A connection that looks visually minimal may create severe prying if the plate is too flexible.

$Fillet Welds$

Fillet weld strength is based on the effective throat and weld-metal strength, while the connected base metal requires its own limit-state checks. Minimum/maximum weld size, effective length, return details, access, electrode classification, and weld orientation matter.

$Fillet-Weld Size Reference$

For the AISC 14th Edition / ANSI/AISC 360-10 framework adapted by NSCP 2015, the minimum fillet-weld leg size is governed by the thinner joined part:

Thinner part thickness	Minimum fillet weld
to 6 mm inclusive	3 mm
over 6 to 13 mm	5 mm
over 13 to 19 mm	6 mm
over 19 mm	8 mm

Along a material edge, the maximum weld size is generally limited to the part thickness for thin material, or approximately the part thickness minus 2 mm for material 6 mm and thicker unless the detail is specifically developed for full-throat thickness. Verify the adopted NSCP/AWS requirements and constructibility.

A fillet weld designed on the basis of strength must also satisfy the minimum effective-length rule: its length should be at least four times the nominal weld size; otherwise the effective weld size is limited by the short-weld provision. The minimum-size table controls constructibility/heat input, while the calculated weld strength and base-metal limit states control resistance.

Fillet Weld Effective Throat

Effective throat for a standard equal-leg 45-degree fillet weld.

t_e=0.707w

Variables

Symbol	Description	Unit
$w$	Fillet weld leg size.	-
$t_e$	Effective throat thickness.	-

Nominal Fillet Weld Strength

Basic nominal weld-metal shear model before the applicable resistance or safety factor.

R_n=0.60F_{EXX}A_{we}

Variables

Symbol	Description	Unit
$F_{EXX}$	Electrode classification tensile strength.	-
$A_{we}$	Effective weld area based on throat and effective length.	-
$R_n$	Nominal weld-metal strength for the modeled loading.	-

$Convert Weld Nominal Strength to Available Strength$

For the ordinary fillet-weld weld-metal limit state in the AISC 360-10 framework, use $\phi=0.75$ for LRFD or $\Omega=2.00$ for ASD. The connected base metal is not automatically governed by the same nominal equation; evaluate its applicable yielding, rupture, shear, block-shear, and local limit states separately.

$Welded Connection Calculation Sequence$

A welded connection requires more than the weld-metal equation.

define weld type, electrode classification, leg size, effective throat, effective length, orientation, and load direction;
determine the weld-group centroid and include eccentric moment where the load does not pass through it;
calculate weld-metal available strength using the applicable NSCP/AWS/AISC provision;
check the connected base metal for yielding, rupture, block shear, local yielding/crippling, and HSS-specific local limit states where relevant;
enforce minimum/maximum weld sizes, end returns/terminations where required, access, inspection, and heat/distortion constraints; and
use one consistent elastic or permitted ultimate group-analysis method for an eccentric weld group.

The weld itself can be adequate while the connected plate, HSS wall, beam web, or supporting element governs.

$Eccentric Bolt and Weld Groups$

When the applied load does not pass through the connection-group centroid, direct force combines with a moment. Elastic vector methods and ultimate/instantaneous-center methods are different analysis models with different assumptions. Use the method permitted by the governing provision and do not mix their force distributions.

$Base Plates$

A steel column base must transfer axial compression, shear, and, where present, tension or moment into the foundation. For concentric compression, the bearing pressure is uniform in the ideal rigid-plate model. With eccentric compression, the pressure becomes nonuniform.

When the compressive resultant remains within the kern ( $e\le B/6$ for the rectangular strip considered below), the entire plate can remain in compression with a linear pressure distribution. For $B/6<e<B/2$ , a compression-only triangular contact region can still equilibrate the resultant even though part of the plate loses contact. Crossing $B/6$ therefore does not by itself prove that anchors are carrying tension.

If the selected load path requires tension/uplift, if the resultant cannot be equilibrated by compression contact, or if shear/moment transfer relies on anchors, then anchor rods, concrete breakout/pullout, plate bending, welds, grout, shear transfer, and foundation reinforcement require the applicable additional checks.

Nominal Concrete Bearing Under Base Plate

NSCP/AISC J8-style concrete-bearing strength before the applicable resistance/safety factor.

P_p=0.85f'_cA_1

When the loaded area is smaller than a geometrically similar concentric supporting area,

P_p= 0.85f'_cA_1\sqrt{\frac{A_2}{A_1}} \le1.7f'_cA_1.

$NSCP 2015 Concrete-Bearing Design Factors$

NSCP 2015 Section 510.8 modifies the AISC 360-10 concrete-bearing factors for column bases. For the nominal concrete bearing strength $P_p$ above, use:

\phi_c=0.65 \qquad \text{(LRFD)}

\Omega_c=2.31 \qquad \text{(ASD)}

so the available bearing strength is $\phi_cP_p$ for LRFD or $P_p/\Omega_c$ for ASD. Do not substitute the original AISC 360-10 values $0.60$ and $2.50$ into an NSCP 2015 calculation.

$Base-Plate Limit-State Map$

A column base has several different resistance mechanisms that must not be collapsed into one bearing-pressure calculation.

Part of load path	Required checks
Column-to-plate	welds/bolts, local column flange/web/HSS effects
Plate-to-grout/concrete	full or partial contact, concrete bearing, plate bending/yielding
Tension/uplift path	anchor steel strength, plate/washer effects, concrete breakout, pullout, pryout, side-face blowout where applicable
Shear path	justified friction, anchor shear, bearing, shear lug, or a designed combination
Foundation region	concrete anchorage interaction, edge distance, spacing, reinforcement, pedestal/footing capacity
Construction	grout thickness, leveling, holes, washers, templates, erection stability, tolerances, inspection

The base-plate footprint and the base-plate thickness are separate design decisions. A plate can have adequate concrete contact area but still be too thin to transfer the column force to that contact area without excessive plate bending.

$Base-Plate Design Sequence$

determine axial force, shear, moment, and uplift at the base;
size the footprint for concrete bearing/contact pressure;
determine the plate cantilever projections and required plate thickness from bending;
check weld/load transfer from column to plate;
design anchor rods for steel strength where they participate;
design anchor-to-concrete tension/shear breakout, pullout, pryout, and interaction under the governing concrete anchorage provisions;
establish the actual shear-transfer mechanism—friction, bearing, shear lug, anchors, or a combination; and
coordinate grout, washers, tolerances, edge distances, erection stability, and foundation reinforcement.

Anchor-rod holes in a base plate are not governed by the same steel-to-steel edge-distance rules as ordinary structural-bolt holes. Use the base-plate/anchor provisions and tolerances appropriate to anchorage.

$Concentric Base-Plate Bending Check$

Concrete bearing area alone does not establish the required steel plate thickness. For the ordinary concentrically compressed W-shape base-plate procedure corresponding to AISC 14th Edition Manual Part 14, determine the governing plate projection $l$ from the applicable $m$ , $n$ , and $\lambda n'$ geometry before calculating thickness. Common geometric quantities in that procedure include

$m=\frac{N-0.95d}{2},\qquad n=\frac{B-0.80b_f}{2},\qquad n'=\frac{\sqrt{db_f}}{4},$

with the Manual-defined $\lambda$ used for the $\lambda n'$ branch. Do not simply assume $\lambda=1.0$ without checking the applicable procedure.

After the correct governing projection $l$ has been established, the plate-bending thickness requirement for the stated concentric W-shape case may be written as

$t_{req}=l\sqrt{\frac{2P_u}{0.90F_yBN}} \qquad\text{(LRFD)},$

and

$t_{req}=l\sqrt{\frac{3.33P_a}{F_yBN}} \qquad\text{(ASD)}.$

Use $P_u$ only with the LRFD equation and $P_a$ only with the ASD equation. HSS, pipe, moment bases, significant eccentricity/uplift, stiffened bases, and other configurations can require a different plate-yield-line or base-plate procedure. The selected nominal plate thickness must also satisfy material tolerance, availability, corrosion allowance where specified, weld/load-transfer requirements, and the complete base load path.

Full-Contact Eccentric Bearing

Linear rigid-plate pressure model for a rectangular plate while the resultant remains inside the kern.

q_{avg}=\frac{P_u}{BN}, \qquad q_{max,min}=q_{avg}\left(1\pm\frac{6e}{B}\right)

Variables

Symbol	Description	Unit
$P_u$	Compressive resultant in the simplified contact model.	-
$B$	Plate dimension parallel to the eccentricity direction.	-
$N$	Orthogonal plate dimension.	-
$e$	Resultant eccentricity from the plate centerline.	-
$q_{max},q_{min}$	Maximum and minimum contact pressure for full compression contact.	-

Partial Compression-Only Contact

Triangular contact block for B/6 < e < B/2 when no tensile contact is permitted in the simplified rigid-plate model.

a=3\left(\frac{B}{2}-e\right), \qquad q_{max}=\frac{2P_u}{aN}

Variables

Symbol	Description	Unit
$a$	Compression contact length measured inward from the compression toe.	-
$q_{max}$	Peak triangular contact pressure at the compression toe.	-

$Interactive Base-Plate Exploration$

Start at concentric compression and move the resultant outward. Observe the pressure become trapezoidal, reach zero at the heel when $e=B/6$ , then transition to a shrinking triangular compression block for $B/6<e<B/2$ . Continue beyond $B/2$ to see the model explicitly reject compression-only equilibrium rather than silently inventing tensile concrete contact. Change $B$ , $N$ , and $P_u$ to separate geometry effects from load effects.

Controls

900 kN

500 mm

50 mm

Kern limit B/683.3 mm

Contact conditionfull compression contact

Average pressure Pu/(BN)3.60 MPa

Minimum contact pressure1.44 MPa

Maximum contact pressure5.76 MPa

Compression contact length500 mm

This is a rigid-plate contact-pressure model, not a complete base-plate design. For e ≤ B/6 it uses a linear full-contact pressure distribution. For B/6 < e < B/2 it uses a triangular compression-only contact block whose resultant matches Pu. e beyond the plate edge cannot be equilibrated by compression contact alone. Concrete bearing resistance, plate bending, anchors, uplift, column/base welds, grout, shear transfer, concrete breakout, foundation reinforcement, and biaxial moment remain separate checks.

$Anchor Rod Design Crosses Into Concrete Anchorage Provisions$

AISC/NSCP steel provisions define the steel connection and base-plate force transfer, but anchor-to-concrete strength is governed by the applicable structural-concrete anchorage provisions. A complete base design must therefore coordinate:

anchor steel tension/shear;
concrete breakout in tension and shear;
pullout and pryout;
side-face blowout where applicable;
combined tension and shear;
edge distance, spacing, embedment, cracked/uncracked concrete assumptions, and supplementary reinforcement; and
the pedestal/footing reinforcement needed to carry the anchor forces into the foundation.

Do not stop at an anchor-rod steel-area calculation.

$Anchors and Shear Transfer$

Anchor rods should not be treated as generic "bolts in concrete." Their steel strength and concrete failure modes require the applicable concrete/anchorage provisions, embedment, edge distances, spacing, reinforcement, and installation conditions.

Base shear may be transferred by friction, shear lugs, anchor rods, or a combination only when the selected mechanism is explicitly justified. Do not assume an arbitrary fraction of axial load creates reliable base friction.

$HSS Connections$

HSS walls can experience local yielding, plastification, punching, chord-wall deformation, and other connection-specific limit states. Clean architectural HSS nodes therefore require early engineering; a hidden connection is not automatically a simple connection.

Access for welding/bolting, vent and drain holes, galvanizing, seal welds, internal corrosion, and erection sequence should be coordinated with the connection concept.

$Fabrication, Erection, and Architectural Detailing$

Connection drawings must leave physical space for bolt installation, wrench access, weld access, inspection, coatings, fire protection, erection tolerances, and drainage. Exposed connections should use a deliberate hierarchy of plates, bolts, welds, and edge lines rather than hiding structural necessities late in design.

A connection is review-ready only when it is both strong and buildable.

Key Takeaways

NSCP Sections 510–513 govern connection design, HSS connection awareness, and fabrication/erection requirements.
Bearing-type resistance is not synonymous with snug-tight installation; joint installation and strength classification are related but distinct.
Current high-strength bolt nomenclature commonly uses ASTM F3125 Grade A325/A490 terminology.
Bolt, plate, weld, member, block-shear, prying, eccentricity, and connected-material limit states must be evaluated as one force-transfer system.
Eccentric compression can produce either full or partial compression-only base-plate contact; crossing the kern limit does not automatically mean anchors are in tension.
Anchors and foundation interaction require explicit checks when the load path includes tension/uplift, anchor-dependent moment or shear transfer, or when compression contact alone cannot equilibrate the resultant.
Connection geometry must be coordinated with fabrication, erection, inspection, corrosion protection, fire protection, and architectural expression.

$References$

Association of Structural Engineers of the Philippines (ASEP) — National Structural Code of the Philippines, C101-15, Volume I, Seventh Edition (2015) — Governing course reference for Sections 510–513 and related member/connection provisions; consult the official licensed code for complete connection strength, HSS, fabrication, erection, quality-control, and detailing requirements.
AISC — Historic Standards and Steel Construction Manuals — NSCP 2015 Chapter 5 adapts the AISC 14th Edition framework based on ANSI/AISC 360-10. Use the adopted NSCP text as governing and the corresponding historical AISC edition only as a technical cross-reference.

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