Structural Welding Inspection Guide for Builders

Structural welding is where steel construction either comes together properly or falls apart, sometimes literally. Every beam-to-column moment connection, every column splice, and every brace connection depends on welds that meet strict quality standards. When those welds are done right and properly inspected, the structure performs as designed. When they are not, the consequences range from costly repairs to catastrophic failure.

This guide walks contractors through the structural welding inspection process from start to finish. Whether you are a steel erector, a general contractor managing steel subcontractors, or a welding contractor looking to tighten up your quality program, understanding how welding inspection works will help you keep projects on schedule and out of trouble.

Why Structural Welding Inspection Matters

Structural welds carry loads that hold buildings, bridges, and industrial structures together. Unlike a bolt that can be visually verified and torque-checked, a weld’s quality depends on what is happening inside the joint, below the surface where you cannot see it. Internal defects like lack of fusion, slag inclusions, and cracks can exist in a weld that looks perfectly fine on the outside.

This is why the building code requires independent inspection of structural welding. The International Building Code (IBC) references AWS D1.1 Structural Welding Code for steel buildings and requires special inspection by qualified individuals. The inspector is the last line of defense between a defective weld and a loaded structure.

The Governing Standard: AWS D1.1

AWS D1.1, published by the American Welding Society, is the primary standard for structural steel welding in building construction. It covers everything from welder qualifications and welding procedure specifications to inspection requirements and acceptance criteria.

Key sections that every contractor should be familiar with:

Section 3: Prequalification of WPSs. Defines which welding procedures can be used without separate qualification testing based on established parameters.

Section 4: Qualification. Covers welder performance qualification testing, WPS qualification by testing, and the rules for maintaining qualification.

Section 5: Fabrication. Details requirements for joint preparation, fit-up, welding technique, preheat, and workmanship.

Section 6: Inspection. Specifies visual inspection criteria, NDT methods and acceptance criteria, and inspector qualification requirements.

Section 8: Strengthening and Repair. Covers procedures for repairing defective welds and modifying existing structures.

For seismic applications, AWS D1.8 Seismic Supplement adds additional requirements for connections in the seismic force-resisting system. These requirements are more stringent than standard D1.1 provisions.

Roles and Responsibilities

The Contractor’s Quality Control (QC) Inspector

The steel fabricator and erector are responsible for their own quality control program. This includes having qualified QC inspectors who verify weld quality before presenting work for acceptance inspection. QC inspection catches problems early when they are cheapest and easiest to fix.

The Owner’s Quality Assurance (QA) Inspector

The QA inspector, often a third-party inspection firm hired by the owner or engineer, provides independent verification that welding meets the contract requirements. This is the special inspector referenced in the building code. The QA inspector does not direct the contractor’s work but rather verifies that the finished product meets the standard.

The Engineer of Record

The structural engineer specifies weld types, sizes, and any special inspection requirements on the drawings and in the project specifications. The engineer also reviews NDT reports and makes decisions on weld repairs when needed.

The Welder

Every welder performing structural work must be qualified per AWS D1.1 Section 4. Qualification is specific to welding process, position, and material thickness range. A welder qualified for flat-position groove welds is not automatically qualified for overhead work. Keeping welder qualification records organized and current is a basic requirement that too many contractors struggle with.

Types of Structural Welds

Groove Welds

Groove welds join members along their edges using various joint preparations. They come in two categories.

Complete Joint Penetration (CJP): The weld extends through the full thickness of the joint. CJP welds develop the full strength of the connected members. They are required for moment connections, splices in tension members, and other critical joints.

Partial Joint Penetration (PJP): The weld extends only partway through the joint. PJP welds have a defined effective throat dimension that determines their capacity. They are used where full member strength is not required at the connection.

Common groove weld joint preparations include single-V, double-V, single-bevel, double-bevel, single-J, and single-U configurations. The joint preparation specified depends on material thickness, access for welding, and whether backing is used.

Fillet Welds

Fillet welds are the most common weld type in structural steel construction. They are roughly triangular in cross-section and join members at approximately right angles, such as web-to-flange connections, stiffener plates, and gusset plates. Fillet weld size is specified as the leg dimension, and the effective throat is calculated from the leg size.

Flare Groove Welds

Used to join curved surfaces, such as round HSS members to flat plates. The effective throat dimension depends on the member radius and welding position.

Pre-Weld Inspection

Good inspection starts before the arc is struck. Pre-weld checks verify that conditions are right for producing quality welds.

Fit-Up Verification

The inspector checks joint fit-up against the WPS and AWS D1.1 requirements. This includes:

• Root opening (gap between members)
• Groove angle
• Root face dimension
• Alignment and offset between members
• Backing bar fit, if used
• Cleanliness of joint surfaces

Fit-up tolerances are tight. For prequalified CJP groove welds, root opening tolerances are typically plus or minus 1/16 inch from the specified dimension. Out-of-tolerance fit-up must be corrected before welding or addressed with an alternate procedure approved by the engineer.

Material Verification

Confirm that base metals and filler metals match the WPS requirements. Check mill test reports (MTRs) for base metal and certificates of conformance for filler metals. Verify that electrodes and fluxes are properly stored per manufacturer recommendations, especially low-hydrogen electrodes that are sensitive to moisture pickup.

Preheat Verification

Check that preheat has been applied correctly before welding begins. Use a temperature-indicating crayon, infrared thermometer, or thermocouple to verify the minimum preheat temperature at the required distance from the joint (typically 3 inches in all directions from the point of welding).

Preheat requirements depend on base metal type, thickness, and the welding process being used. AWS D1.1 Table 3.2 provides minimum preheat temperatures for prequalified procedures. Thicker and higher-carbon materials require higher preheat temperatures to prevent hydrogen-induced cracking.

Welder Qualification Verification

Confirm that each welder assigned to the work holds current qualification for the welding process, position, and material thickness they will be performing. Review qualification test records. If a welder has not used a specific process for six months or more, requalification may be required per AWS D1.1 provisions.

During-Weld Inspection

Monitoring welding operations in progress allows the inspector to catch technique problems before they create defects.

Key Observations

• Welding parameters (amperage, voltage, travel speed) within WPS range
• Proper interpass temperature maintained (not exceeding maximum)
• Correct stringer bead or weave technique per WPS
• Adequate interpass cleaning between weld layers
• Proper electrode handling and storage
• Wind protection for gas-shielded processes (maximum 5 mph at the weld)
• Back-gouging and preparation of backside for double-sided welds

Common Process Issues

SMAW (Stick Welding): Watch for improper electrode angle, excessive arc length, and failure to remove slag between passes. Low-hydrogen electrodes (E70XX) must be kept in heated ovens or hermetically sealed containers until use.

FCAW (Flux-Cored Arc Welding): Check gas flow rates, contact tip condition, and wire feed speed. Self-shielded FCAW does not use gas but is sensitive to technique parameters.

GMAW (MIG Welding): Verify shielding gas type and flow rate. GMAW is highly sensitive to wind and drafts that can disrupt gas coverage.

SAW (Submerged Arc Welding): Used mainly in shop fabrication for long, straight welds. Monitor flux depth and recovery, wire alignment, and travel speed.

Visual Inspection of Completed Welds

Visual inspection (VT) is required on 100% of structural welds. It is the most basic and most important inspection method. A skilled CWI can identify most weld defects through careful visual examination.

What the Inspector Checks

Weld size: Using fillet weld gauges and measurement tools, verify that the weld meets the specified size on the drawings. Undersized welds are the most common defect found in structural steel construction.

Weld profile: The weld face should have proper convexity or flatness. Excessive convexity creates stress concentrations. Excessive concavity reduces the effective throat. Overlap (weld metal spilling over the toe without fusing to the base metal) is a defect that must be repaired.

Undercut: A groove melted into the base metal at the toe of the weld. AWS D1.1 limits undercut depth based on the loading condition, typically 1/32 inch for most applications.

Porosity: Visible surface pores. Scattered porosity within the acceptance limits of AWS D1.1 Table 6.1 is acceptable. Clustered or linear porosity usually indicates a process problem.

Cracks: Any crack, regardless of size or location, is a rejectable defect under AWS D1.1. Cracks in structural welds are never acceptable.

Arc strikes: Stray arc marks on the base metal outside the weld joint create hard spots that can initiate cracks. They must be ground smooth and examined.

Spatter: While not a structural defect, excessive spatter indicates process problems and may need to be removed per the specification.

Weld length and location: Verify that welds are in the correct locations and have the required lengths per the drawings.

Non-Destructive Testing (NDT)

When visual inspection alone is not sufficient to verify weld quality, NDT methods examine the internal structure of completed welds.

Ultrasonic Testing (UT)

UT uses high-frequency sound waves to detect internal defects. A transducer sends sound waves into the weld, and reflections from defects are displayed on a screen. UT is the most common NDT method for structural steel CJP groove welds. It can detect cracks, lack of fusion, slag inclusions, and incomplete joint penetration.

UT requires a qualified technician (typically ASNT Level II or III) and is performed per AWS D1.1 Section 6 acceptance criteria. Results are documented on UT report forms that record defect location, size, and indication rating.

Magnetic Particle Testing (MT)

MT detects surface and near-surface defects by magnetizing the weld area and applying iron particles that collect at defect locations. It is commonly used for fillet weld inspection, repair weld verification, and inspection of weld access holes in moment connections.

MT is faster and less expensive than UT but can only detect defects at or very near the surface.

Radiographic Testing (RT)

RT uses X-rays or gamma rays to produce an image of the weld’s internal structure on film or a digital detector. It provides a permanent record of weld quality but is less practical for field use due to radiation safety requirements. RT is more common in piping and pressure vessel work than in structural steel building construction.

Penetrant Testing (PT)

PT detects surface-breaking defects by applying a liquid penetrant that seeps into cracks and pores. After cleaning the excess, a developer draws the penetrant out of defects, making them visible. PT works on non-magnetic materials where MT cannot be used, such as stainless steel or aluminum structural members.

Common Weld Defects and Their Causes

Cracks

The most serious weld defect. Cracks can occur in the weld metal, in the heat-affected zone (HAZ) of the base metal, or in the base metal itself.

Hot cracks form during solidification and are caused by high restraint, improper joint design, or contamination.

Cold cracks (hydrogen-induced cracks) form hours or days after welding when hydrogen trapped in the weld migrates and causes delayed cracking. Prevention requires proper preheat, low-hydrogen filler metals, controlled interpass temperature, and sometimes post-weld heat treatment.

Lack of Fusion

Occurs when the weld metal does not properly fuse to the base metal or to previously deposited weld metal. Caused by insufficient heat input, improper technique, or contaminated joint surfaces. Lack of fusion is difficult to detect visually and typically requires UT or RT to identify.

Incomplete Joint Penetration

The weld does not extend through the full joint thickness on a CJP weld. Causes include insufficient root opening, excessive root face, wrong groove angle, or inadequate heat input. Like lack of fusion, this defect often requires NDT to detect.

Slag Inclusions

Non-metallic material trapped in the weld metal, typically slag from SMAW or FCAW processes. Caused by inadequate interpass cleaning, improper technique, or erratic travel speed. Small isolated inclusions may be acceptable per AWS D1.1. Linear or clustered inclusions require repair.

Porosity

Gas pores in the weld metal caused by contamination, moisture, inadequate shielding gas coverage, or excessive wind. Scattered porosity within code limits is acceptable. Piping porosity (elongated gas channels) and clustered porosity are rejectable.

Weld Repair Procedures

When inspection reveals rejectable defects, the weld must be repaired. AWS D1.1 requires that repair procedures follow a defined process.

1. Mark the defect location clearly
2. Remove the defective weld metal using grinding, air carbon arc gouging, or machining
3. Prepare the repair joint to a suitable profile for re-welding
4. Verify the repair joint preparation by visual and, if required, MT inspection
5. Re-weld using a qualified WPS
6. Re-inspect the repair weld using the same inspection methods required for the original weld

Repeated repairs in the same location require engineer approval and may require additional preheat or post-weld heat treatment to manage accumulated residual stresses.

Seismic Welding Requirements

Structures in higher seismic design categories face additional welding requirements under AWS D1.8 and AISC 341.

Demand critical welds in the seismic force-resisting system require filler metals with minimum Charpy V-notch toughness. This ensures the weld metal can absorb energy without brittle fracture during seismic loading.

Weld access holes in beam-to-column moment connections must meet specific geometry and surface finish requirements. They must be inspected by MT after cutting.

Protected zones on beams near moment connections prohibit welded attachments, arc strikes, and other discontinuities that could initiate fracture during seismic events.

NDT requirements for seismic welding are typically more extensive. Many specifications require 100% UT of CJP welds in moment connections.

Documentation

Proper documentation is not optional. It is a code requirement and a liability protection measure.

Required Records

• Welder qualification certificates
• Welding Procedure Specifications (WPS) and supporting PQRs
• Visual inspection reports
• NDT reports (UT, MT, RT, PT as applicable)
• Preheat and interpass temperature records
• Repair and re-inspection documentation
• Material certifications (MTRs and filler metal certificates)

Record Retention

Most specifications require retention of welding inspection records for the life of the structure. Keep organized digital copies in addition to paper records.

How Projul Helps Manage Welding Inspection

Tracking welder qualifications, WPS documents, inspection reports, NDT results, and repair logs across multiple connections on a steel building is a documentation-heavy process that can quickly become disorganized. Projul’s construction project management software gives contractors a central location to store and retrieve inspection records, track which connections have been completed and inspected, and coordinate with QA inspectors and engineers without losing paperwork between the field trailer and the office.

Budgeting and Cost Control for Welding Programs

One of the biggest mistakes contractors make on structural steel projects is treating welding inspection as an afterthought in the budget. Inspection costs, NDT fees, welder qualification testing, and repair cycles all add up fast. If you do not account for them from the start, your project margins will take a hit you did not see coming.

Inspection Costs

Third-party QA inspection firms typically bill hourly, and rates vary depending on the inspector’s qualifications and the complexity of the work. A CWI doing visual inspection might run $75 to $125 per hour. Add UT or MT testing and you are looking at $100 to $175 per hour or more, depending on the market. For a steel building with hundreds of CJP connections, those hours add up quickly.

The smart move is to estimate inspection costs as a line item during preconstruction. Count the number of CJP and PJP connections, estimate the NDT percentage required by the specification, and build in time for the inspector to be on site during critical welding operations. Many contractors lose money because they assumed inspection would be a few site visits when the spec actually requires continuous observation during certain welds.

Welder Qualification Costs

Qualifying welders is not free. Each qualification test requires filler metals, base metal test plates, the testing facility or inspector’s time, and potentially radiographic or bend testing of the completed test plate. A single welder qualification test can cost $300 to $800 depending on the process and position. If you are running a crew of eight welders who each need three or four qualifications to cover the project scope, that is a real number.

Keep your welders’ qualifications current by tracking expiration dates and scheduling retests before they lapse. Losing a welder’s qualification mid-project because nobody was watching the calendar is an avoidable problem that causes delays and burns money. A construction scheduling tool can help you stay ahead of qualification windows instead of scrambling at the last minute.

Repair Costs

Weld repairs are expensive. You are paying to remove the defective weld, re-prepare the joint, re-weld it, and re-inspect it. A single CJP weld repair can easily cost three to five times what the original weld cost. On a bad day, one connection might need multiple repair cycles before it finally passes.

The cheapest weld repair is the one you never have to do. Invest in quality control upfront. Make sure your fit-up is right, your preheat is correct, your welders are using the right electrodes, and your QC inspector is catching issues before the QA inspector shows up. Every dollar you spend on prevention saves you several dollars on repair.

Budget Line Items to Include

Here is a practical checklist of welding-related costs that should appear somewhere in your steel budget:

• Welder qualification and re-qualification testing
• QC inspection labor (your own inspector or a contracted one)
• QA inspection fees (third-party, usually owner-paid but sometimes contractor-paid)
• NDT testing (UT, MT, RT, PT as specified)
• Preheat equipment and fuel (propane torches, resistance heaters, induction heating)
• Low-hydrogen electrode storage (rod ovens, hermetically sealed packaging)
• Weld repair allowance (industry rule of thumb: 2% to 5% of total welding cost)
• Documentation and record-keeping labor

If you are using construction estimating methods that do not break out welding inspection as its own cost category, you are probably underestimating your steel projects.

Building a Welding Quality Control Program from Scratch

Plenty of contractors do structural steel work without a formal QC program, and most of them have stories about inspection failures, schedule delays, and expensive repairs that could have been avoided. If you want to win more structural steel contracts and execute them profitably, building a real QC program is worth the effort.

Step 1: Assign a QC Manager

Somebody on your team needs to own the welding quality program. On larger projects this is a full-time QC manager. On smaller jobs it might be your superintendent or a senior foreman who has the knowledge and authority to enforce quality standards. The key is that someone specific is responsible, not “everyone” (which really means nobody).

The QC manager’s responsibilities include:

• Reviewing contract specifications and identifying welding inspection requirements
• Verifying welder qualifications before work starts
• Reviewing and approving WPS documents
• Coordinating with the QA inspector on hold points and inspection schedules
• Tracking weld completion, inspection status, and repair status for every connection
• Maintaining documentation throughout the project

Step 2: Create a Weld Map and Tracking System

A weld map is a connection-by-connection register that lists every structural weld on the project. For each connection, the map tracks:

• Connection identification number (typically tied to the erection drawing mark number)
• Weld type (CJP, PJP, fillet)
• Required NDT (if any)
• Welder ID (who performed the weld)
• Date welded
• Visual inspection status and date
• NDT status, results, and date
• Repair status (if applicable)
• Final acceptance status

This sounds like a lot of paperwork, and it is. But it is also what separates contractors who pass inspection smoothly from contractors who are scrambling to figure out which connections have been inspected and which have not. Using construction document management practices to keep these records organized and accessible from the field will save you hours of searching through filing cabinets every time the QA inspector asks a question.

Step 3: Establish Hold Points

Hold points are specific stages in the work where the contractor must stop and wait for inspection before proceeding. Common welding hold points include:

• Fit-up inspection before welding CJP joints
• Root pass inspection on multi-pass CJP welds (before filling the joint)
• Visual inspection of completed welds before NDT
• Repair joint preparation inspection before re-welding

The QA inspector and your QC inspector should agree on hold points at the pre-construction meeting. Missing a hold point means you might have to tear out completed work to allow inspection of something that should have been checked earlier.

Step 4: Run Pre-Weld Meetings

Before structural welding begins on a project, hold a meeting with your welding crew, your QC inspector, and the QA inspector. Walk through the WPS requirements, discuss the joint details, review the inspection plan, and make sure everyone understands the quality expectations.

This meeting takes an hour and can prevent weeks of problems. Welders who understand why preheat matters and what the inspector is looking for produce better work than welders who just show up and start striking arcs.

Step 5: Track and Review Metrics

After a few weeks of production welding, review your inspection data. What is your first-pass inspection acceptance rate? Which welders are producing the most repairs? Which joint types are causing the most problems? Are fit-up issues driving most of your rejections, or is it technique?

This kind of data tells you where to focus your improvement efforts. If one welder is responsible for 60% of your repairs, that welder needs additional training or supervision, not more repair orders. If fit-up issues are your biggest problem, your ironworkers need better direction on tolerances.

Field Conditions That Affect Weld Quality

A procedure that produces perfect welds in a climate-controlled fabrication shop may produce garbage in the field. Field welding introduces variables that shop welding does not, and ignoring those variables is a recipe for failed inspections.

Wind

Wind is the enemy of gas-shielded welding processes. GMAW and gas-shielded FCAW require adequate shielding gas coverage to prevent porosity and contamination. AWS D1.1 limits wind speed at the weld to 5 mph for gas-shielded processes. On an open steel frame ten stories up, 5 mph is a calm day.

Field solutions include wind screens made from welding blankets or sheet metal, tenting around the work area, and switching to self-shielded FCAW when wind conditions cannot be controlled. Some specifications prohibit self-shielded FCAW on certain connections, so check before making the switch.

Temperature and Weather

Cold ambient temperatures affect preheat requirements. AWS D1.1 requires that base metal temperature be above 0°F before any welding begins, regardless of other preheat requirements. When the air temperature is below 32°F, the minimum preheat for most structural steel increases.

Rain and snow are obvious problems. You cannot weld on wet steel and expect good results. Moisture causes porosity, hydrogen pickup, and contamination. Dry the joint area thoroughly before welding and protect it from precipitation during welding.

High humidity can also cause problems with certain filler metals, particularly low-hydrogen SMAW electrodes that absorb moisture from the atmosphere. In humid conditions, pay extra attention to electrode storage and exposure time limits.

Access and Position

Shop welds are typically made in the flat or horizontal position, which are the easiest positions to produce quality welds. Field welds often require vertical and overhead welding, which are more difficult and more prone to defects.

Welders who qualified in the flat position only are not qualified for overhead work. Make sure your crew’s qualifications match the actual field positions they will be welding. Many contractors have been caught off guard when they realize half their crew cannot legally weld the overhead connections that make up a significant portion of field work.

Access is another field challenge. Tight spaces between members, limited room for the welding gun or electrode holder, and awkward body positions all reduce weld quality. Plan for access during the connection design phase if possible, and consider weld sequence to avoid boxing yourself into inaccessible positions.

Elevation and Logistics

Welding at height adds time and complexity. Getting welding equipment, gas cylinders, electrode ovens, and preheat equipment to the work location takes planning. Running welding leads hundreds of feet and up multiple floors causes voltage drop that affects arc performance. Use appropriately sized cables and consider placing welding machines closer to the work area.

Fall protection requirements, scaffold setup, and crane access for material handling all affect welding productivity at elevation. Build these logistics into your schedule rather than assuming field welding will proceed at the same pace as shop welding.

Keeping a photo documentation practice for your field welding operations creates a visual record that supports your inspection documentation and helps resolve disputes about conditions at the time of welding.

Coordinating Welding Inspection with Project Schedules

Welding inspection does not happen in a vacuum. It needs to be woven into the overall project schedule, and poor coordination between the steel erection crew, the welding crew, and the inspection team is one of the most common sources of delays on structural steel projects.

Scheduling Inspector Availability

QA inspectors are not always available on demand. Third-party inspection firms have multiple projects and limited staff. If you need an inspector on site at 6 AM on a Monday morning, you need to schedule that in advance, sometimes a week or more ahead.

Build inspection hold points into your construction schedule as actual activities with duration and predecessors. If a CJP weld cannot be filled until the root pass is inspected, that inspection is on the critical path. Treat it that way.

Sequencing Welding and Erection

Steel erection and welding often happen concurrently. While ironworkers are bolting and plumbing one area, welders are working on previously erected connections nearby. This creates coordination challenges.

The erection sequence affects which connections can be welded and inspected first. Plan the welding sequence to match the erection sequence so that inspections can happen in an orderly progression rather than randomly jumping around the building. An orderly sequence also allows the QA inspector to work efficiently rather than traveling back and forth across the structure.

Batch Inspections When Possible

If your specification allows a percentage-based NDT sampling plan (for example, 25% UT of CJP welds), coordinate with the QA inspector to batch NDT inspections. Having the UT technician come to site once a week to test a batch of completed welds is more efficient and less expensive than calling them out for one or two welds at a time.

Keep your weld tracking map current so you always know which connections are ready for inspection. When the inspector arrives, you should be able to hand them a list of connections ready for testing with clear directions on where to find each one. This sounds basic, but many contractors waste expensive inspection hours while the inspector wanders the structure trying to figure out what is ready.

Communication Between Field and Office

Inspection results, repair notices, and schedule impacts need to flow between the field and the office quickly. A rejected weld that requires engineering review should not sit in someone’s email inbox for three days while the welding crew waits for direction.

Using field-to-office communication systems that give everyone real-time visibility into inspection status, repair requirements, and schedule impacts keeps the project moving. When the QA inspector rejects a weld at 2 PM, your QC manager, project manager, and the engineer should all know about it before the end of the day.

Managing the Punch List

At the end of a structural steel project, there is almost always a punch list of connections that need final inspection, minor repairs, or documentation closeout. Do not let this list grow unchecked. Address rejected welds and incomplete inspections as they occur rather than accumulating a massive punch list that delays steel completion and holds up subsequent trades.

Track your project quality metrics throughout the job so you know exactly where you stand at any point. A weekly status report showing the number of connections completed, inspected, accepted, rejected, and repaired gives you and the owner confidence that the welding program is under control.

Final Thoughts

Structural welding inspection is not a box to check on a compliance form. It is a critical quality assurance process that protects the safety of everyone who will occupy or use the structure you are building. Understanding the inspection process, keeping your welders qualified and well-equipped, maintaining clean and organized documentation, and treating your CWI as a partner rather than an obstacle will keep your steel projects running smoothly and your welds passing inspection the first time.

The contractors who consistently do well with welding inspection are the ones who invest in quality control before the QA inspector ever shows up. Get your fit-up right, verify your preheat, use the correct electrodes, and inspect your own work before calling for acceptance inspection. That approach saves time, saves money, and builds a reputation that wins more structural steel contracts.