Licensed Structural Engineer (S.E.) — Hawaii

Licensed Structural Engineer (S.E.) — Hawaii

1. Credential header

• Credential: Licensed Structural Engineer (S.E.)
• Issuing body: Hawaii Department of Commerce and Consumer Affairs (DCCA), Professional and Vocational Licensing Division
• Jurisdiction: Hawaii, USA
• Level: State license — full-restriction (an S.E. license is required for anyone practicing structural engineering in Hawaii)
• Prerequisites: Pass the NCEES Structural (SE) exam — both Vertical and Lateral components — plus qualifying structural engineering experience. (Confirm current experience rules with the Hawaii board; the catalogue flags experience specifics as thin-sourced.)
• Renewal: Hawaii engineering licenses renew on a triennial cycle. Continuing-education specifics were not verified in this pass — confirm current CE/PDH rules with DCCA before you rely on them. (Estimated: verify at the DCCA professional-licensing pages.)

2. The pathway, step by step

1. Education and experience. Engineering degree plus progressive structural design experience; Hawaii's board reviews the character and duration of responsible-charge experience. Document seismic and wind design work explicitly — Hawaii practice is defined by those two hazards.
2. Pass the NCEES SE exam — Vertical and Lateral. The national two-component CBT exam: breadth sections year-round (55 questions, 6-hour appointment, $350 each), depth sections twice per year (scenario-based), buildings or bridges track, both components required, results do not expire. Full treatment in the shared guide ../shared/pe-license-study-guide.md (mechanics verified from ncees.org 2026-09-30).
3. Apply to the Hawaii board (DCCA PVL). Application, fees, experience verification, and board approval. Hawaii is a small jurisdiction — applications get individual attention, and incomplete experience documentation is the most common delay.

3. What the Hawaii S.E. actually restricts

Hawaii is a full-restriction state alongside Illinois: anyone practicing structural engineering in Hawaii must hold the Hawaii S.E. No civil-PE carve-out, no partial restriction by building type. The entire structural practice — houses to high-rises — runs through this license.

Why Hawaii restricts fully:

• Hurricane wind: Hawaii is in the highest wind-speed region of the US maps (ASCE 7-22 shows 130+ mph basic wind speeds for Hawaii). Every structure in the state is a wind structure.
• Seismic: the Big Island sits in high seismic design categories (volcanic seismicity plus the state's location); SDC D is routine there.
• Tsunami: ASCE 7-16 introduced, and 7-22 retains, tsunami design provisions (Ch. 6) driven substantially by Hawaii's exposure — Hawaii is the only US state where tsunami design routinely controls coastal structures.
• Isolation economics: materials arrive by ship; structural failures cannot be fixed with a quick redelivery. The state compensates with strict licensure.

Practical note: mainland firms doing Hawaii work must have a Hawaii S.E. in responsible charge — the "we'll have our California SE stamp it" plan fails at the DCCA counter.

4. Knowledge domains (Hawaii emphasis: hurricane wind, seismic, tsunami)

4.1 Hurricane wind (ASCE 7 Ch. 26–31)

• High basic wind speeds: with V in the 130–150 mph range for Hawaii, qz = 0.00256 Kz Kzt Kd Ke V² produces pressures roughly double mainland values (pressure scales with V² — a 140 mph wind gives (140/115)² = 1.48× the pressure of a 115 mph wind). Internalize the V² scaling; the exam loves "wind speed increases 10%, pressure increases by?" (21%).
• Topographic effects: Kzt for Hawaii's volcanic slopes and ridges — escarpments and hills accelerate wind. The Kzt = (1 + K1 K2 K3)² formulation: know when the hill/escarpment triggers apply (height, slope, position) because Hawaiian sites trigger them constantly.
• Components and cladding: at 140 mph, C&C pressures on roof corners (Zone 3) reach extreme values; window and cladding failures are the dominant hurricane loss mode. The exam tests Zone 2/3 GCp selection and the effective wind area interpolation.
• Wind-borne debris: Hawaii's wind-borne debris region provisions (glazing protection) — ASCE 7 requires impact-resistant glazing or shutters in defined regions; know the trigger.

4.2 Tsunami design (ASCE 7 Ch. 6)

• Applicability: Risk Category III/IV structures (and tall RC II) in the Tsunami Design Zone — mapped inundation zones where the design tsunami runup exceeds specified thresholds.
• Load cases: hydrostatic, hydrodynamic drag (Fd = ½ ρ Cd B (hu²)), impulsive bore forces, debris impact, and foundation scour. The exam tests the load-combination structure (tsunami + seismic/dead/live combos) and the concept that tsunami forces can exceed seismic forces for near-shore structures.
• Vertical evacuation structures: extra reliability requirements — know the concept and the importance factor treatment.
• Scour: tsunami-induced scour undermines foundations; the design must consider loss of soil support — a geotechnical-structural interface the exam probes.

4.3 Seismic design (volcanic + tectonic)

• Base shear: V = CsW with Cs = SDS/(R/Ie) and the period caps — Big Island SDS values push SDC D/E. Near-fault effects: Hawaii's volcanic seismicity produces near-source factors (Na, Nv in older codes; site-specific spectra in current practice).
• Ductile detailing: ACI 318 Ch. 18 (special moment frames, special shear walls) and AISC 341 — non-negotiable in SDC D. The exam tests strong-column/weak-beam, confinement spacing, and protected zones.
• Diaphragms and collectors: wood and concrete diaphragms distributing seismic force to shear walls — the bread and butter of Hawaii low-rise design; chord and collector (drag strut) forces from the diaphragm analysis.

4.4 Concrete, steel, and foundation fundamentals

Same national core as the companion state guides: Whitney-block flexure (Mn = As fy (d − a/2)), shear (Vc = 2λ√f'c b d), the steel column curve, LTB, Rankine pressures. Hawaii-flavored foundation notes:

• Volcanic soils: basaltic residual soils and saprolite are highly variable; weathered basalt can look competent and compress badly. Shallow foundations on residual soils need settlement checks; the exam tests the concept that bearing capacity on weathered rock must be verified, not assumed.
• Corrosion: marine atmospheric exposure — concrete cover, epoxy-coated or stainless reinforcement in splash zones, and the ACI 318 exposure classes (C0–C2 for corrosion of reinforcement). Hawaii structures live in exposure class C2; the exam tests cover and w/cm requirements for corrosion exposure.
• Lateral earth pressure with water: high water tables near shore — effective stress plus hydrostatic, as in the Illinois companion example.

5. Key equations (units + assumptions)

• Wind: qz = 0.00256 Kz Kzt Kd Ke V² (V mph, qz psf); V² scaling — pressure ratio = (V2/V1)².
• Tsunami drag: Fd = ½ ρs Cd B (hu²)max (ρs = saline water density ~64 pcf/2.0 slugs/ft³; hu = momentum flux per unit width).
• Base shear: V = CsW; Cs = SDS/(R/Ie), capped by SD1/(T(R/Ie)), min 0.044 SDS Ie.
• Flexure/shear/column/earth pressure: as in companion state guides — identical national exam.
• Corrosion cover: ACI 318 Table for C2 exposure — 2.5 in. for cast-against-earth, 2 in. for formed surfaces exposed to weather (verify edition-specific values in the exam's ACI 318 PDF).

6. Worked examples

Example 1 — V-squared scaling, Honolulu vs. Chicago

Honolulu basic wind V = 140 mph; Chicago V = 115 mph; same exposure and height (Kz Kzt Kd Ke identical).

Pressure ratio = (140/115)² = 1.217² = 1.48. The Honolulu building sees 48% higher wind pressure for identical geometry — before any topographic multiplier. On a 30-psf Chicago design pressure, Honolulu needs ~44.5 psf. This single scaling relationship explains most of Hawaii's wind-design premium.

Example 2 — Components and cladding, roof corner

V = 140 mph, Exposure C, mean roof height 30 ft (Kz = 0.98), Kzt = 1.0, Kd = 0.85, Ke = 1.0. Roof corner Zone 3, effective area 10 ft², GCp = −3.2 (from ASCE 7 Fig. 30.3-2C, illustrative); enclosed building GCpi = ±0.18.

qh = 0.00256 × 0.98 × 0.85 × 19,600 = 41.8 psf. p = qh[(GCp) − (GCpi)] = 41.8 × (−3.2 + 0.18) = 41.8 × (−3.02) = −126 psf (uplift/suction at the corner). A 4×8-ft roof panel in the corner zone sees over 4,000 lb of uplift — this is why Hawaiian roofs lose their corners first in hurricanes, and why the exam parks its hardest C&C questions in Zone 3.

Example 3 — Seismic base shear, Hilo hospital

SDS = 1.2g, SD1 = 0.75g, R = 8 (special RC moment frame), Ie = 1.5 (Risk Category IV), W = 20,000 kips, T = 1.4 s.

Cs = 1.2/(8/1.5) = 1.2/5.333 = 0.225. Cap: 0.75/(1.4 × 5.333) = 0.75/7.467 = 0.100 → governs. Min: 0.044 × 1.2 × 1.5 = 0.0792. Also the S1-based minimum (S1 ≥ 0.6g triggers Cs ≥ 0.5 S1/(R/Ie)) — check per edition. V = 0.100 × 20,000 = 2,000 kips. The Ie = 1.5 hospital factor and the long-period cap dominate — Risk Category IV in high-seismic Hawaii is the heaviest seismic design in the US commercial stock.

Example 4 — Tsunami drag on a coastal column

Tsunami bore: flow depth h = 8 ft, velocity u = 20 ft/s, column width B = 2 ft, Cd = 2.0 (square column), saline water ρ = 2.0 slugs/ft³.

Momentum flux hu² = 8 × 400 = 3,200 ft³/s² per ft width. Fd = ½ × 2.0 × 2.0 × 2 × 3,200 = 12,800 lb per column ≈ 12.8 kips lateral — applied as a hydrodynamic load in the tsunami load combinations, simultaneous with debris impact and scour effects. Compare with the seismic story shear per column to see which hazard controls the ground-floor framing.

7. Standards and regulations cross-reference

• ASCE/SEI 7-22 (structural-std-001): Ch. 6 tsunami (Hawaii-critical), Ch. 26–31 wind (Hawaii wind maps, Kzt, debris regions), Ch. 11–23 seismic, load combos.
• ACI CODE-318-25 (structural-std-002): exposure classes for marine corrosion (C2), Ch. 18 seismic detailing.
• ANSI/AISC 360-22 (structural-std-003) + AISC 341-22 (structural-std-007): steel core; seismic provisions mandatory in Hawaii's SDC D zones.
• ASCE/SEI 41-23 (structural-std-006): retrofit of existing Hawaii building stock (pre-tsunami-code coastal buildings).
• IBC adoption (structural-reg-001): Hawaii adopts the IBC with state amendments; county building departments (Honolulu, Hawaii, Maui, Kauai) enforce.
• Hawaii DCCA licensing statutes: the legal basis of full restriction — confirm current application rules with the board.

8. Pitfalls and exam strategy

• Wind-speed maps: use the Hawaii-specific ASCE 7 wind map, not the mainland one — the exam will give you the figure; reading the wrong map is a 30%+ pressure error.
• V² scaling trap: "wind speed increases from 130 to 145 mph; pressure increases by?" — (145/130)² − 1 = 24.4%, not 11.5%.
• Tsunami vs. seismic: know which load combination applies and that tsunami design has its own importance-factor and reliability framework — don't shoehorn tsunami forces into seismic combos.
• SDC with S1 ≥ 0.6g: Hawaii sites trigger the long-period minimum Cs = 0.5 S1/(R/Ie) — forgetting it underestimates base shear.
• Corrosion detailing: exam questions on cover, w/cm, and exposure classes are easy points for Hawaii candidates who live this daily — don't leave them on the table.
• Full-restriction career note: the S.E. is the only structural license in Hawaii. There is no fallback "civil PE structures" practice — treat exam prep as career prep.

9. Practice problems

1. Wind speed rises from 120 mph to 138 mph at a site. By what percentage does velocity pressure increase? (Answer: (138/120)² − 1 = 1.3225 − 1 = 32.3%.)
2. V = 150 mph, Kz = 1.0, Kzt = 1.0, Kd = 0.85, Ke = 1.0. Compute qz. (Answer: 0.00256×0.85×22,500 = 48.96 ≈ 49.0 psf.)
3. SDS = 0.8g, SD1 = 0.5g, R = 5 (special RC shear walls), Ie = 1.0, W = 8,000 kips, T = 0.9 s. Compute V. (Answer: Cs = 0.8/5 = 0.16; cap = 0.5/(0.9×5) = 0.111 → governs; min = 0.044×0.8 = 0.0352; V = 0.111×8,000 = 889 kips.)
4. Tsunami: h = 6 ft, u = 25 ft/s, B = 3 ft square column, Cd = 2.0, ρ = 2.0 slugs/ft³. Compute drag force. (Answer: hu² = 6×625 = 3,750; Fd = ½×2.0×2.0×3×3,750 = 22,500 lb = 22.5 kips.)
5. Concrete beam: b = 12 in, d = 20 in, As = 3.0 in² (#9s), f'c = 5,000 psi, fy = 60 ksi. Compute φMn. (Answer: a = 3×60/(0.85×5×12) = 180/51 = 3.53 in; c = 3.53/0.80 = 4.41 in (β1 = 0.80 for 5 ksi); εt = 0.003×(20−4.41)/4.41 = 0.0106 > 0.005 → φ = 0.9; Mn = 3×60×(20−1.765) = 180×18.235 = 3,282 in-k = 273.5 ft-k; φMn = 246 ft-k.)

File: structural/licensed-structural-engineer-s-e-hawaii-study-guide.md Sources: catalogue records structural-cert-004, structural-cert-001, structural-std-001/002/003/007/006; NCEES exam mechanics verified from ncees.org (2026-09-30). Hawaii renewal/CE specifics and experience rules: verify with DCCA before relying on them.

Original ETS reference writing, verified against public sources on 2026-09-30. Thin sourcing is flagged inline. Not legal advice — confirm current editions with the issuing body.