Floricel Jr De Los Santos | New Zealand Engineering & BIM Portfolio

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Structural Engineer

ANZSCO 233214: Eligible for New Zealand Green List Tier 1 Straight to Residence pathway. 10+ years of structural and façade engineering experience across commercial and industrial developments.

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ANZSCO 233211: PRC-licensed Civil Engineer with 10+ years spanning heavy industrial plant foundations, power stations, and civil site coordination across Southeast Asia.

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ANZSCO 312211: 8.5+ years specialized Tekla Structures, Revit, and Inventor 3D steel/rebar modeling, custom API scripting, and LOD 350-400 shop drawing production.

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Featured Engineering Projects

Real-world commercial building envelopes, heavy industrial steelwork, parametric automation, and mega-project site governance

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Kaskal Co., Ltd. | Samut Prakan, Thailand (July 2024 – Present)

Promoted to Senior Structural Engineer in July 2026

Commercial Curtain Wall, Glass & Anchorage Structural Engineering

Comprehensive structural design, finite element analysis (FEA), and statutory compliance checking for high-rise commercial curtain walls, bespoke aluminum profiles, glass panels, steel support brackets, and concrete anchorages.

Systems Engineered Unitized, Stick, Semi-Unitized

FEA Solvers Strand 7 & Inventor Nastran

Glass Verification SJ Mepla & ASTM E1300

Anchor Standard ACI 318 Ch. 17 / EN 1992-4

Aluminum Curtain Wall Framing: Designed stick, unitized, and semi-unitized aluminum curtain wall framing to AA ADM (Aluminum Design Manual), checking deflection and stress limits.
Steel Brackets & Wind Loads: Designed steel bracket supports to AISC 360 to transfer façade loads to the main structure, with wind loads per ASCE 7 and Thai standards.
Structural Glass Analysis: Analysed insulated (IGU), curved, and large-deflection (non-linear) glass using ASTM E1300 and SJ Mepla.
Structural Silicone Glazing (SSG): Sized structural silicone glazing (SSG) joints and bite depth to ASTM C1401.
Concrete Anchorage & Fasteners: Designed cast-in channels and post-installed anchors to ACI 318 Chapter 17 and EN 1992-4, and checked thermal-break screw connections to AAMA TIR-A9.
FEA Profile & Bracket Optimization: Used Strand 7 and Autodesk Inventor Nastran FEA to optimise custom aluminum brackets and cladding panels, reducing extrusion weight while meeting required safety factors.
Peer Review & Supervision: Supervised junior structural engineers and checked their calculation reports before submission to clients, main contractors, and consultants.

Strand 7 Autodesk Inventor Nastran SJ Mepla Mathcad AutoCAD Excel VBA AA ADM AISC 360 ACI 318 Ch. 17 EN 1992-4 ASTM E1300 ASTM C1401 AAMA TIR-A9 ASCE 7

Curtain Wall, Glass & Anchorage FEA — Project Visual Gallery

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🔍 Click to Inspect Unitized Curtain Wall Frame Analysis

Unitized Curtain Wall Frame Analysis

Strand7

Full-bay 3D structural frame analysis of unitized curtain wall mullions and transoms verifying wind-load bending stress, reactions, and deflection limits.

Suspended Façade Framing & Tie-Back Analysis

Tension-Rod Skylight Structural Analysis

Curtain Wall Mullion & Hook Bracket Solid FEA

Skylight Splice & Bracket Connection FEA

Laminated & Insulated Glass Structural Analysis

#10

#1 🔍

Unitized Curtain Wall Frame Analysis

Strand7

#2 🔍

Curved Façade Steel Framing Analysis

Strand7

#3 🔍

Structural Steel Sub-Frame Analysis

Strand7

#4 🔍

Suspended Façade Framing & Tie-Back Analysis

Strand7

#5 🔍

Tension-Rod Skylight Structural Analysis

Strand7

#6 🔍

Curtain Wall Mullion & Hook Bracket Solid FEA

Inventor Nastran

#7 🔍

Skylight Splice & Bracket Connection FEA

Inventor Nastran

#8 🔍

Architectural Sunshade Fin Solid FEA

Inventor Nastran

#9 🔍

Laminated & Insulated Glass Structural Analysis

SJ MEPLA

#10 🔍

Curved Insulated Glass Unit FEA

Strand7

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Unitized Curtain Wall Engineering Calculation Package Allowable Stress Design (ASD) — Service Wind Load • Commercial Office Headquarters — Unitized Curtain Wall, Bangkok, Thailand

ASD Wind Load Basis Calculation Review & FEA Excerpts ▾

Design Basis & Method: Allowable Stress Design (ASD) — Service Wind Load | NZ Alignment: NZ practice: limit-state design to AS/NZS 1170.2, AS/NZS 1664.1, NZS 4223

Governing Codes: AA ADM 2005 (Aluminum Allowable Stress Design), ASTM E1300-02/-16 (Glass Plate Large Deflection Analysis), ASTM C1401 (Structural Sealant Glazing Sizing), AAMA TIR-A9 (Fastener Group Shear Transfer in Aluminum), EN 1992-4 / ETAG 001 (Cast-In Channel Embedment)

Design Pressures: 1.25 kPa (Panel Type A Vision & Spandrel), 1.00 kPa (Panel Type B)

Deflection Criteria: Mullion & Transom normal to wall: Δ ≤ L/175; Glass Lite: min(L/90, 20mm) = 26.15mm; Transom Dead-Load Sag: min(L/300, 3.0mm) = 3.00mm

Software Solvers: Strand7 (Non-linear 2D plate & 3D frame FEA), PTC Mathcad 15, Halfen HTA 2.98

Structural Load Transfer Path (Wind & Gravity Actions)

Step 1

Design Wind Pressure (1.25 kPa)

Local wind tunnel peak positive and negative surface pressures applied across curtain wall envelope.

Step 2

IGU Glazing Lites (6HS+1.52PVB+6HS / 8HS)

ASTM E1300 non-linear 2D plate flexure transferring lateral surface loads to continuous boundary perimeter.

Step 3

Structural Silicone Glazing (SSG) Bite (14.5 mm)

ASTM C1401 dynamic tension and direct shear transfer bonding glass panes to extruded aluminium sub-frames.

Step 4

Horizontal Extruded Transoms (6063-T6)

Bi-axial flexure resisting normal wind pressures and vertical dead-load glass weight bending.

Step 5

Split Aluminium Mullions (6063-T6)

Span-length combined flexure and axial tension/compression spanning between primary structural floor slabs.

Step 6

Heavy Extruded Slab Brackets (6063-T6)

Custom hook-and-bolt interface transferring mullion end shears into dead-load and wind-load reactions.

Step 7

Cast-in Channel Anchors (Halfen HTA-CE 40/22P)

3-anchor cast-in channel embedment resisting combined tension pull-out and perpendicular slab edge shear.

Step 8

Reinforced Concrete Floor Slab Edge

Structural diaphragm resisting global windward thrust and leeward suction reactions.

Governing Structural Utilization Matrix (Curated 11 Governing Checks)

#	Structural Element & Component	Governing Verification Criteria	Actual / Demand	Allowable / Capacity	Utilization (DCR)	Status
1	Glass Outer Lite (Laminated)	Non-linear large deflection (ASTM E1300)	24.03 mm	26.15 mm	92.0%	PASS
2	Glass Outer Lite (Laminated)	Maximum surface tensile stress (HS glass)	16.16 MPa	46.60 MPa	35.0%	PASS
3	Male Split Mullion	Combined bending & axial tension (AA ADM Sec. 3.4)	53.59 MPa	61.49 MPa	93.0%	PASS
4	Intermediate Mullion	Combined bending & axial tension	Combined stress check	Allowable stress limit	98.0%	PASS
5	Intermediate Mullion	Wind load lateral deflection (≤ L/175)	19.70 mm	25.10 mm	78.5%	PASS
6	Stack-Joint Sill Transom	Combined wind bending & dead load torsion	Combined stress check	Allowable stress limit	82.0%	PASS
7	Stack-Joint Sill Transom	Dead load vertical glass sag (≤ 3 mm)	1.60 mm	3.00 mm	53.0%	PASS
8	Structural Silicone (SSG)	Minimum bite width per ASTM C1401	10.87 mm	14.50 mm prov.	75.0%	PASS
9	Cast-in Channel Anchors	Combined tension + shear interaction (ETA)	Combined interaction check	1.00	99.0%	PASS
10	Floor Slab Hook Bracket	3D solid FEA Von Mises stress (6061-T6)	158.25 MPa	193.05 MPa	92.0%	PASS
11	Sill-to-Mullion Connection	Fastener group shear transfer (AAMA TIR-A9)	1/4" Fastener group shear	Fastener group capacity	97.0%	PASS

6 Full-Scale Worked Calculation Sheets (Vector Engineering Calculation Pad)

Candidate-Authored Worked Calculation Dossier (Sections A–G)

Allowable Stress Design (ASD) • Service Wind Load ±1.25 kPa • Aligned with New Zealand Consenting (AS/NZS 1170.2, AS/NZS 1664.1 & NZS 4223)

          Source: Commercial Office Package (128 pp.)

          Status: APPROVED / FOR CONSENT

PROJECT:	Commercial Office Headquarters — Bangkok	CALC SHEET NO.:	SK-CW-01
SUBJECT:	Design Criteria, Wind Tunnel Actions & Governing Utilization Summary	CALC BY / VERIFIED:	F. Dela Cruz (Senior Engineer)
DESIGN BASIS:	AA ADM 2005 (ASD Service Wind) \| NZ Equiv: AS/NZS 1170.2:2021 & AS/NZS 1664.1:1997	STATUS:	APPROVED / FOR CONSENT

1.0 Design Criteria, Standards & Material Allowables

SYMBOL	PARAMETER	VALUE	REF
WL	Design Wind Pressure (Type A)	1.25 kPa	p. 17
WL	Design Wind Pressure (Type B)	1.00 kPa	p. 19
ρ_al	Aluminium Density (6063/6061)	2,710 kg/m³	p. 10
E_al	Aluminium Elastic Modulus	69,600 MPa	p. 10
σ_hs_s	Heat-Strengthened Glass Stress	46.60 MPa	p. 10
σ_ft_s	Fully Tempered Glass Stress	93.10 MPa	p. 10
G_pvb	PVB Interlayer Shear Modulus	0.50 MPa	p. 10, 22
F_sl	Structural Sealant Design Stress	138.0 kPa	p. 84
Δ_all	Mullion Lateral Deflection	L / 175 (25.10 mm)	p. 11, 47
Δ_all_gl	IGU Glass Deflection Limit	min(L/90, 26.10 mm)	p. 22
Δ_all_dl	Transom Setting Block Sag	min(L/300, 3.00 mm)	p. 11, 66

2.0 Wind Tunnel Pressure Distribution (Building Model)

Figure 1.1 — Wind Tunnel Pressure Zone Map (Typical Panel Type A: WL = ±1.25 kPa; Type B: WL = ±1.00 kPa)

Source: Wind Tunnel Test Specification & Building Elevation Pressure Distribution Model (Report Section B, p. 17)

3.0 Governing Demand-Capacity Ratio (DCR) Verification Schedule — Allowable Stress Design (ASD)

ITEM	STRUCTURAL ELEMENT	VERIFICATION PARAMETER	DESIGN METHOD / CODE	DEMAND (S_d)	CAPACITY (R_d)	DCR	STATUS	REF
1	Outer Laminated Glass (6HS+PVB+6HS)	Out-of-Plane Deflection	Strand7 FEA / ASTM E1300	24.03 mm	26.10 mm (L/90)	0.92	OK	p. 13, 26
2	Outer Laminated Glass (6HS+PVB+6HS)	Peak Surface Tensile Stress	Strand7 FEA / ASTM E1300	16.21 MPa	46.60 MPa	0.35	OK	p. 13, 26
3	Typical Male Mullion (Extrusion)	Combined Bending & Axial Tension	AA ADM 2005 (Eq. 3.4.1-1)	0.905 + 0.024	1.00	0.93	OK	p. 13, 47
4	Intermediate Mullion Assembly	Combined Bending & Axial Tension	AA ADM 2005 (Eq. 3.4.1-1)	Interaction Ratio	1.00	0.98	OK	p. 13, 54
5	Intermediate Mullion Assembly	Lateral Wind Deflection	Strand7 3D Frame Analysis	19.70 mm	25.10 mm (L/175)	0.79	OK	p. 13, 55
6	Stack-Joint Sill Transom	Bi-Axial Bending Interaction	AA ADM 2005 Bi-Axial Flexure	0.70 + 0.15	1.00	0.82	OK	p. 14, 64
7	Stack-Joint Sill Transom	Setting Block Dead Load Sag	Elastic Setting Block Flexure	1.60 mm	3.00 mm (L/300 limit)	0.53	OK	p. 14, 66
8	Structural Silicone Joint (SSG)	Dynamic Wind Glazing Bite	ASTM C1401 Trapezoidal Rule	10.87 mm req.	14.50 mm provided	0.75	OK	p. 14, 84
9	Top Hook Bracket (6061-T6 Extrusion)	Peak Von Mises Stress	Autodesk Nastran 3D Solid FEA	158.25 MPa	193.05 MPa	0.79	OK	p. 14, 90
10	Cast-In Channel Anchorage	Triaxial Tension & Shear Interaction	EN 1992-4 / ETA-09/0339	(N/NRd)^1.5 + (V/VRd)^1.5	1.00	0.99	OK	p. 14, 104
11	Transom-to-Mullion Fasteners	Peak Resultant Screw Shear	AAMA TIR-A9 Fastener Group	3.05 kN	3.16 kN per screw	0.97	OK	p. 15, 115

NOTE: Serviceability design per ASD methodology (Service Wind Load WL = ±1.25 kPa). All components verified adequate (DCR ≤ 1.00). Consenting Alignment: AS/NZS 1170.2, AS/NZS 1664.1 & NZS 4223

SYM	PARAMETER	VALUE
W_glass	Unsupported Glass Width	2,349 mm
L_glass	Unsupported Glass Height	3,844 mm
A_glass	Total Surface Area	9.03 m²
t_out	Outer Laminated Glass	6HS + 1.52PVB + 6HS mm
t_air	Air Cavity Spacer	12 mm
t_in	Inner Monolithic Glass	8HS mm
t_nom	Total Nominal Buildup	33.52 mm
WL	Design Wind Pressure	1.25 kPa
Support	Edge Support Condition	4-Sided SSG Joint
σ_all	HS Allowable Surface Stress	46.60 MPa
Δ_all	ASTM E1300 Deflection Limit	Lu/90 = 26.10 mm

NO.	VERIFICATION ITEM & CODE BASIS	GOVERNING EQUATION & NUMERIC SUBSTITUTION	RESULT	STATUS
2.1	Calculates the effective flexural thickness of the outer laminated glass ply accounting for PVB interlayer shear transfer at 50°C under 3-second wind gust duration per ASTM E1300-16.	h_efw = (h1^3 + h2^3 + 12·Γ·I_s)^(1/3) = (5.56^3 + 5.56^3 + 12 · 0.49 · 139.35)^(1/3)	h_efw = 10.50 mm (vs 11.12 mm monolithic)	OK [PASS]
2.2	Calculates the effective section modulus thickness for outer laminated glass plies subject to principal surface bending stress.	h_1ef = sqrt(h_efw^3 / (h1 + 2·Γ·h_s1)) = sqrt(10.50^3 / (5.56 + 2 · 0.49 · 3.54))	h_1ef = 11.34 mm	OK [PASS]
2.3	Non-linear geometric large-deflection finite element analysis (Strand7 2D Quad-4 Plate Elements) under governing 1.25 kPa wind pressure.	σ_1 ≤ σ_all (46.60 MPa for Heat-Strengthened Glass) = 16.21 MPa ≤ 46.60 MPa	σ_1 = 16.21 MPa (Demand) vs 46.60 MPa (Capacity)	DCR 35.0% [PASS]
2.4	Center-of-glass out-of-plane displacement check under service wind load verifying compliance with ASTM E1300 architectural visual and clearance limits.	Δ_1 ≤ Δ_all = Lu / 90 = 24.03 mm ≤ 2,349 mm / 90 = 26.10 mm	Δ_1 = 24.03 mm (Demand) vs 26.10 mm (Limit)	DCR 92.0% [PASS]
2.5	Evaluation of shared wind pressure across sealed IGU cavity verifying interior monolithic lite integrity.	σ_2 ≤ 46.60 MPa; Δ_2 ≤ 26.10 mm = σ_2 = 8.20 MPa ≤ 46.60 MPa; Δ_2 = 16.75 mm ≤ 26.10 mm	σ_2 = 8.20 MPa (18.0% DCR); Δ_2 = 16.75 mm (64.0% DCR)	DCR 18.0% [PASS]

SYM	PARAMETER	VALUE
Lu	Unsupported Mullion Span	4,500 mm
w_trib	Panel Tributary Width	1,200 / 2,400 mm
A_m	Male Profile Area	1,498.8 mm²
I_x_m	Male Major Axis Inertia	4,006,811.5 mm⁴
S_xb_m	Male Section Modulus	37,580.3 mm³
A_f	Female Profile Area	1,257.4 mm²
I_x_f	Female Major Axis Inertia	2,852,378.7 mm⁴
A_t	Total Split Assembly Area	2,756.3 mm²
I_tx	Total Combined Inertia	6,859,190.2 mm⁴
M_nom	Nominal Bending Moment	3,447,540.9 (3.45) N·mm (kN·m)
P_nom	Nominal Tension Force	4,344.5 (4.34) N (kN)

NO.	VERIFICATION ITEM & CODE BASIS	GOVERNING EQUATION & NUMERIC SUBSTITUTION	RESULT	STATUS
2.1	Extracts governing bending moment and axial force from Strand7 3D frame model representing multi-span unitized curtain wall cassettes with stack-joint articulation.	M_nom = max(M_x); P_nom = max(P_axial) = M_nom = 3,447,540.9 N·mm = 3.45 kN·m; P_nom = 4,344.5 N = 4.34 kN	M_nom = 3.45 kN·m; P_nom = 4.34 kN	OK [PASS]
2.2	Calculates the portion of total panel bending moment carried by the male mullion based on relative flexural stiffness (I_x_m / I_tx).	f_b_mb = (M_nom / S_xb_m) · (I_x_m / I_tx) = (3,447,540.9 / 37,580.3) · (4,006,811.5 / 6,859,190.2)	f_b_mb = 53.59 MPa	OK [PASS]
2.3	Evaluates allowable compressive bending stress against local flange/web buckling and lateral-torsional buckling per ADM 2005.	F_b = min(F_b_mx [Local Buckling], F_b_mx_tor [Lateral Torsional Buckling]) = min(61.49 MPa [ADM Table 2-22], 59.22 MPa [ADM Sec 3.4.14 Tubular])	F_b = 59.22 MPa (Governing Capacity)	DCR f_b / F_b = 0.905% [PASS]
2.4	Calculates direct tensile stress in male mullion under thermal expansion and dead weight reaction.	f_t_m = (P_nom / A_m) · (A_m / (A_m + A_f)) = (4,344.5 N / 1,498.8 mm²) · (1,498.8 / 2,756.3)	f_t_m = 1.58 MPa (Capacity: 65.50 MPa)	DCR f_t / F_a = 0.024% [PASS]
2.5	Governing interaction verification combining major-axis flexure and axial tension per ADM 2005 Eq. 3.4.1-1.	f_b_mb / F_b + f_t_m / F_a1 ≤ 1.0 = 53.59 MPa / 59.22 MPa + 1.58 MPa / 65.50 MPa	Combined Ratio = 0.93 ≤ 1.0	DCR 93.0% [PASS]
2.6	Checks maximum lateral deflection of split unitized mullion under service wind suction against building specification limit.	Δ_n ≤ Δ_all = Lu / 240 + 6.35 mm = 12.60 mm ≤ 4,500 mm / 240 + 6.35 mm = 25.10 mm	Δ_n = 12.60 mm vs 25.10 mm Limit	DCR 50.0% [PASS]
2.7	Verification of intermediate mullion assembly supporting wider vision glass bays under peak wind suction.	Combined Interaction ≤ 1.0; Δ ≤ 25.10 mm = Combined Ratio = 0.98 ≤ 1.0; Δ = 19.70 mm ≤ 25.10 mm	Combined = 0.98 (98.0% PASS); Δ = 19.70 mm (78.5% PASS)	DCR 98.0% [PASS]

SYM	PARAMETER	VALUE
L_sj	Stack-Joint Bay Span	2,400 mm
S_xt_s	Major Axis Section Modulus	39,840.0 mm³
S_yl_s	Minor Axis Section Modulus	24,120.0 mm³
I_x_s	Major Axis Inertia (Dead Load)	1,895,400 mm⁴
I_y_s	Minor Axis Inertia (Wind Load)	1,520,300 mm⁴
M_wl	Horizontal Wind Moment	1,076,900 (1.08) N·mm (kN·m)
M_dl	Vertical Dead Load Moment	381,259.8 (0.381) N·mm (kN·m)
F_b_wl_s_tor	Wind Flexure Allowable	63.52 MPa
F_b_s_dl	Dead Load Flexure Allowable	65.50 MPa
Δ_all_dl	Setting Block Sag Limit	min(L/300, 3.00) mm
Δ_all_wl	Horizontal Wind Defl. Limit	L / 175 = 17.14 mm

NO.	VERIFICATION ITEM & CODE BASIS	GOVERNING EQUATION & NUMERIC SUBSTITUTION	RESULT	STATUS
2.1	Calculates horizontal flexural stress on sill transom caused by out-of-plane wind pressure transferred through glazing bite.	f_b_wl_s = M_wl / S_yl_s = 1,076,900 N·mm / 24,120 mm³	f_b_wl_s = 44.65 MPa	DCR f_b / F_b = 0.702% [PASS]
2.2	Calculates vertical flexural stress generated by self-weight of double-glazed insulated glass unit transmitted via setting blocks.	f_b_dl = M_dl / S_xt_s = 381,259.8 N·mm / 39,840 mm³	f_b_dl = 9.57 MPa	DCR f_b / F_b = 0.146% [PASS]
2.3	Governing combined flexure check under simultaneous action of service wind suction and glass self-weight.	f_b_wl_s / F_b_wl_s_tor + f_b_dl / F_b_s_dl ≤ 1.0 = 44.65 MPa / 63.52 MPa + 9.57 MPa / 65.50 MPa	Combined Stress Ratio = 0.82 ≤ 1.0	DCR 82.0% [PASS]
2.4	Critical serviceability check verifying vertical dead load sag at glazing setting block locations to prevent sealant shear distress and glass edge bite disengagement.	Δ_dl_s ≤ Δ_all_dl = min(L / 300, 3.00 mm) = 1.60 mm ≤ min(2,400 mm / 300, 3.00 mm) = 3.00 mm	Δ_dl_s = 1.60 mm vs 3.00 mm Limit	DCR 53.3% [PASS]
2.5	Checks lateral flexural deflection of sill transom under governing 1.25 kPa wind suction against L/175 architectural limit.	Δ_wl ≤ Δ_all_wl = L / 175 = 4.00 mm ≤ 2,400 mm / 175 = 17.14 mm	Δ_wl = 4.00 mm vs 17.14 mm Limit	DCR 23.3% [PASS]
2.6	Prescribes structural neoprene setting block locations at panel quarter/eighth points to optimize transom vertical shear transfer.	L_d = L_u / 16 (Glazing Setting Block offset from transom corner) = L_d = 2,400 mm / 16 = 150 mm offset from mullion centerline	L_d = 150 mm offset	OK [PASS]

SYM	PARAMETER	VALUE
w_gl	Vision Glass Bay Width	2,400 mm
w_trib	Tributary Half-Width	1,200 mm
WL	Service Wind Suction	1.25 kPa
F_sl	Dynamic Allowable Stress	138.0 (20.0) kPa (psi)
Bite_act	Extrusion Provided Bite	14.50 mm
Screw	Connection Fastener Spec	4x 1/4"-20 (#14) 304 S.S.
A_R	Screw Thread Root Area	18.02 mm²
F_u	Stainless Steel Tensile Strength	758.42 MPa
R_dl	Dead Load End Shear	3.87 kN
R_wl	Wind Load End Shear	2.69 kN
M	Connection Torsion Moment	0.385 kN·m

NO.	VERIFICATION ITEM & CODE BASIS	GOVERNING EQUATION & NUMERIC SUBSTITUTION	RESULT	STATUS
2.1	Calculates minimum required structural silicone glazing (SSG) contact width (bite) under service wind suction using the ASTM C1401 trapezoidal load distribution formula.	Bite_pri = (w_trib · WL) / F_sl = (1,200 mm · 1.25 kPa) / 138.0 kPa	Bite_pri = 10.87 mm required	OK [PASS]
2.2	Compares required silicone bite against provided architectural extrusion pocket depth.	Bite_pri / Bite_act ≤ 1.0 = 10.87 mm / 14.50 mm	Bite Ratio = 0.75 ≤ 1.0	DCR 75.0% [PASS]
2.3	Resolves vertical dead load and horizontal wind load reaction components at the sill-to-mullion shear block interface, deriving fastener group centroid.	R_dl = (DL · H1 · Ls)/2; R_wl = (WL · Y1 · Ls)/2 + (WL · Y2 · Ls)/2; x_c = Σx_i/n, y_c = Σy_i/n = R_dl = 3.87 kN; R_wl = 2.69 kN; x_c = 83.38 mm; y_c = 23.50 mm	R_dl = 3.87 kN, R_wl = 2.69 kN (Centroid: 83.38 mm, 23.50 mm)	OK [PASS]
2.4	Calculates the resultant rotational torque on the 4-screw group produced by gravity dead weight and horizontal wind force eccentricities from fastener group centroid.	M = M_1 + M_2 = R_dl · x_c + R_wl · y_c = (3.87 kN · 0.08338 m) + (2.69 kN · 0.02350 m)	M = 0.385 kN·m design moment	OK [PASS]
2.5	Combines direct translational shear and torsional rotational shear to determine maximum resultant shear vector acting on the most critically stressed fastener.	V_screw = sqrt(V_x^2 + V_y^2); V_x = R_wl/n + M·Δy/Ip; V_y = R_dl/n + M·Δx/Ip = V_x = 1.62 kN; V_y = 2.58 kN ⇒ sqrt((1.62 kN)^2 + (2.58 kN)^2)	V_screw = 3.05 kN peak resultant shear	OK [PASS]
2.6	Calculates allowable single-shear shear capacity for 1/4"-20 (#14) 304 Stainless Steel screws per AAMA TIR-A9 Table 11 with safety factor = 3.0.	V_screw_all = (0.40 / 3) · F_u · A_R; DCR = V_screw / V_screw_all ≤ 1.0 = (0.40 / 3) · 758.42 MPa · 18.02 mm² = 3.16 kN; 3.05 kN / 3.16 kN	V_screw = 3.05 kN ≤ V_screw_all = 3.16 kN (DCR = 0.97)	DCR 97.0% [PASS]

SYM	PARAMETER	VALUE
F_y	6061-T6 Yield Strength	240.0 MPa
σ_all	6061-T6 Allowable Stress	193.05 MPa
F_wl	Governing Wind Pull-Out	8,428.5 (8.43) N (kN)
F_dl	Dead Load Gravity Shear	3,274.35 (3.27) N (kN)
F_x	Lateral Reaction (Bullnose)	2,360.0 (2.36) N (kN)
Channel	Channel Specification	Halfen HTA-CE 40/22P-FV-300
n_anchors	Number of Welded I-Anchors	3 Anchors (spacing 100 mm)
T-Bolt	T-Bolt Specification	M16 Grade 8.8 (HS40/22)
Concrete	Concrete Strength Class	C25/30 (f_ck = 32 MPa cube)
c_1 / h	Slab Thickness & Edge Dist.	Edge = 100 mm / Slab = 200 mm

NO.	VERIFICATION ITEM & CODE BASIS	GOVERNING EQUATION & NUMERIC SUBSTITUTION	RESULT	STATUS
2.1	3D finite element stress analysis (Autodesk Inventor Nastran, 10-node parabolic tetrahedral solid elements) under combined wind uplift/suction and dead load.	σ_max ≤ σ_all = 193.05 MPa (0.80 · F_y for 6061-T6) = 158.25 MPa ≤ 193.05 MPa	σ_max = 158.25 MPa vs 193.05 MPa Limit	DCR 79.0% [PASS]
2.2	Evaluates heavy extruded floor slab bracket supporting cassette load transmission to cast-in channel.	σ_slab ≤ σ_all; DCR ≤ 1.0 = Peak Von Mises Stress = 92.0% of Allowable	Utilization Ratio = 0.92 ≤ 1.0	DCR 92.0% [PASS]
2.3	Combined axial compression pull-out and minor bending stress in facade dead-load leveling screw.	DCR_jacking = σ_c / F_c + σ_b / F_b ≤ 1.0 = Combined Ratio = 0.60 ≤ 1.0	Utilization = 0.60 ≤ 1.0	DCR 60.0% [PASS]
2.4	Verifies steel resistance of channel lips and welded I-anchor connections under combined tension and shear using Halfen HTA 2.98 calculation suite.	Channel Lips: N_Ed / N_Rd,s,l + V_Ed / V_Rd,s,l ≤ 1.0; Anchor Connection: ≤ 1.0 = Channel Lips DCR = 92.0% PASS; Anchor Connection DCR = 89.0% PASS	Lips: 92.0% PASS; Anchor Connection: 89.0% PASS	DCR 92.0% [PASS]
2.5	Evaluates concrete cone failure, edge breakout, and pry-out resistance for cast-in channel anchored near slab edge.	V_Ed / V_Rd,c ≤ 1.0 (Concrete Edge); V_Ed / V_Rd,cp ≤ 1.0 (Pry-Out) = Concrete Edge Shear DCR = 93.0% PASS; Pry-Out DCR = 28.0% PASS	Edge Breakout = 93.0% PASS; Pry-Out = 28.0% PASS	DCR 93.0% [PASS]
2.6	Governing triaxial interaction check combining tension, longitudinal shear, and transverse shear on cast-in channel per EN 1992-4 Eq. 7.55.	(N_Ed / N_Rd)^1.5 + (V_Ed / V_Rd)^1.5 ≤ 1.0 = (8.43 kN / 11.20 kN)^1.5 + (3.27 kN / 7.15 kN)^1.5	Triaxial Interaction = 0.99 ≤ 1.0	DCR 99.0% [PASS]

ℹ️ Excerpts from an approved calculation package prepared by the candidate; client and project details withheld for confidentiality.

Kaskal Co., Ltd. | Samut Prakan, Thailand (July 2024 – Present)

Corporate Standard Implemented

Façade BIM Standardization, 3D Fabrication & Material QTO

Implementation of team-wide Autodesk Revit modeling procedures, parametric panel modulation grids, detailed 3D Inventor fabrication assemblies, and precision material quantity extraction.

Standardization Adopted as Team-wide Standard

Fabrication Modeling Autodesk Inventor 3D Assemblies

Material QTO Extrusions & Glass Take-offs

BIM Level LOD 350-400 Fabrication Detailing

Revit BIM Standards: Set up the team's Revit modeling procedures for façade panel tagging, zoning, and documentation, which the team adopted as standard.
Revit Modulation & Lot Allocation: Built Revit wireframe and modulation models to define panel geometry and lot allocation for procurement and site delivery.
3D Fabrication Modeling: Produced 3D assemblies and 2D fabrication drawings in Autodesk Inventor, checking extrusion profiles and hardware callouts.
Façade Material QTO: Extracted quantity take-offs (QTO) for aluminum extrusions and glass units to avoid ordering mistakes and reduce scrap.

Autodesk Revit Autodesk Inventor AutoCAD Excel VBA Revit BIM Modeling Standards Inventor Fabrication Standards AA ADM Tolerances

Façade BIM Standardization & Fabrication — Project Visual Gallery

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🔍 Click to Inspect Parametric Skeleton-Driven Unitized Panel Assembly

Parametric Skeleton-Driven Unitized Panel Assembly

Inventor / iLogic GIF

Parametric skeleton-driven 3D unitized curtain wall assembly demonstrating automatic geometry, mullion, and transom updates when driving panel dimensions are modified.

GIF #1

Standardized Curtain Wall Panel BIM Family

Parametric Adaptive Curtain Panel Family

Adaptive Façade Panels on Stepped Slab Edges

Glazing Mark Elevation & Procurement Tagging

3D Wireframe & Structural Grid Coordination

#10

BIM Fabrication & Installation Status Tracking

#11

#12

Unitized Corner Joint & Hardware Detailing

#13

2D Production Shop Drawing & Bill of Materials

#14

Façade Typology Breakdown & Area Schedule

#15

Model-Based Curtain Wall Panel Quantity Take-Off

#16

Automated Aluminum Extrusion Quantity Schedule

#17

GIF #1 🔍

Parametric Skeleton-Driven Unitized Panel Assembly

Inventor / iLogic

#2 🔍

Standardized Curtain Wall Panel BIM Family

Autodesk Revit

#3 🔍

Parametric Adaptive Curtain Panel Family

Autodesk Revit

#4 🔍

Adaptive Façade Panels on Stepped Slab Edges

Autodesk Revit

#5 🔍

Automated Elevation Panel Tagging Sheet

Autodesk Revit

#6 🔍

3D Isometric Multi-Floor Panel Tagging

Autodesk Revit

#7 🔍

Glazing Mark Elevation & Procurement Tagging

Autodesk Revit

#8 🔍

3D Wireframe & Structural Grid Coordination

Autodesk Revit

#9 🔍

Elevation Façade Typology & Zoning Map

Autodesk Revit

#10 🔍

3D Isometric Façade Typology Modulation

Autodesk Revit

#11 🔍

BIM Fabrication & Installation Status Tracking

Autodesk Revit

#12 🔍

3D Unitized Curtain Wall Panel Assembly

Autodesk Inventor

#13 🔍

Unitized Corner Joint & Hardware Detailing

Autodesk Inventor

#14 🔍

2D Production Shop Drawing & Bill of Materials

Autodesk Inventor

#15 🔍

Façade Typology Breakdown & Area Schedule

Autodesk Revit

#16 🔍

Model-Based Curtain Wall Panel Quantity Take-Off

Autodesk Revit

#17 🔍

Automated Aluminum Extrusion Quantity Schedule

Autodesk Revit

Mitsubishi Heavy Industries (MHI) Power Technical Services Corp. & Kaskal Co., Ltd. | Manila, Philippines / Bangkok, Thailand (2015 – Present)

Continuous Innovation

Tekla Custom Components & Engineering Automation

Pioneering the combination of deep structural detailing expertise with modern engineering automation workflows—building parametric Tekla Custom Components, dynamic drawing templates, and robust API automation scripts.

Automation Paradigm Domain Scripting & API Tools

Parametric Components Tekla Custom Steel & Rebar

Drawing Automation Dynamic .tpl Layout Templates

API Languages C# (.NET), Python, Dynamo, VBA

Tekla Custom Components: Built parametric custom connections in Tekla Structures to save modeling time on recurring steel and rebar details.
Tekla Drawing & BOM/BBS Templates: Created custom Tekla drawing layout templates (.tpl) that automatically pull part marks, weights, and schedules from the 3D model, eliminating manual data entry.
BIM API Scripting: Building and maintaining custom tools across Tekla Open API (C#), Revit Dynamo, and OpenSTAAD API while validating structural/BIM outputs.

Tekla Structures Open API Python Revit Dynamo OpenSTAAD API Excel VBA VS Code Tekla Structures API Spec AISC 360 / JIS Geometry Logic OpenSTAAD Automation

Tekla Components & BIM Automation — Project Visual Gallery

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🔍 Click to Inspect Tekla Custom Component: Parametric Equipment Saddle Dialog

Tekla Custom Component: Parametric Equipment Saddle Dialog

Tekla Structures / Open API

Custom parametric dialog interface controlling industrial equipment support skid dimensions, member profiles, bolt tolerances, and gusset plate geometry.

Tekla 3D Model: Parametric Equipment Support Skids

Tekla Custom Component: Parametric Floor Opening Dialog

Tekla 3D Model: Automated Floor Penetration Sleeves

Tekla-to-STAAD.Pro API Bidirectional Connector

Live Synchronized Workflow: Tekla 3D Model & STAAD.Pro Analysis

Corporate Innovation Award: Tekla Custom Component & API Modeling

Corporate Innovation Award: Automated Multi-Format BIM Export

#1 🔍

Tekla Custom Component: Parametric Equipment Saddle Dialog

Tekla Structures / Open API

#2 🔍

Tekla 3D Model: Parametric Equipment Support Skids

Tekla Structures

#3 🔍

Tekla Custom Component: Parametric Floor Opening Dialog

Tekla Structures / Open API

#4 🔍

Tekla 3D Model: Automated Floor Penetration Sleeves

Tekla Structures

#5 🔍

Tekla-to-STAAD.Pro API Bidirectional Connector

Tekla Open API / OpenSTAAD / C#

#6 🔍

Live Synchronized Workflow: Tekla 3D Model & STAAD.Pro Analysis

Tekla Structures / STAAD.Pro / C#

#7 🔍

Corporate Innovation Award: Tekla Custom Component & API Modeling

Mitsubishi Heavy Industries (MHI) Power Technical Services Corp.

#8 🔍

Corporate Innovation Award: Automated Multi-Format BIM Export

Mitsubishi Heavy Industries (MHI) Power Technical Services Corp.

Mitsubishi Heavy Industries (MHI) Power Technical Services Corp. | Rayong, Thailand / Mandaluyong, Philippines (2015 – 2024 (incl. Sakura Project 2023 – 2024))

Delivered to International Industrial Standards

Industrial Plant STAAD-to-3D Structural Modeling & Tekla Detailing

Pioneered automated conversion of analytical STAAD calculations into coordinated 3D structural steel and foundation models in Tekla Structures using custom C# API plugins, delivering comprehensive GA and fabrication drawing packages for heavy industrial facilities.

Automation Bridge STAAD.Pro-to-Tekla API Connector

Structures Handled Pipe Racks, Platforms & Foundations

Drawing Deliverables GA, Erection, Fabrication, BBS

Interoperability Tekla API to Navisworks & IFC

Sakura Plant — STAAD-to-Tekla API Automation: Implemented custom C# STAAD-to-Tekla Connector and API plugins, accelerating 3D structural model conversion from STAAD calculation files.
Sakura Plant — GA & Foundation Drawings: Generated 2D General Arrangement (GA) and foundation drawings from 3D models, with automated floor penetration sleeves and equipment saddles.
Core Tekla 3D Steel, Foundation & Rebar Modeling: Modeled heavy industrial foundations, pipe racks, and structural steelwork in Tekla Structures with automated connection macros to AISC/JIS standards.
Shop Drawing Production & QA/QC: Produced and checked GA, Erection, Fabrication, and BBS drawings, deploying automated IFC/DGN export plugins for clash-free Navisworks coordination.

Tekla Structures Tekla Open API / C# STAAD.Pro Navisworks Manage AutoCAD AISC 360 ACI 318 JIS Industrial Standards Client Structural Detailing Specs

Industrial STAAD-to-3D & Tekla Detailing — Project Visual Gallery

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🔍 Click to Inspect Multi-Discipline Industrial Plant Federated BIM Coordination

Multi-Discipline Industrial Plant Federated BIM Coordination

Autodesk Navisworks / BIM Coordination

Federated 3D plant coordination model integrating civil foundations, structural steelwork, process piping, electrical trays, and mechanical equipment for clash resolution.

Equipment Platform General Arrangement & Connection Drawing

Equipment Support Platform 3D Structural Steel Model

Multi-Tier Industrial Platform General Arrangement Drawing

Multi-Tier Operating Platform 3D Steel Assembly

Heavy Industrial Column-to-Beam & Gusset Connection Node

Structural Steel Assembly & Single-Part Fabrication Shop Drawing

Industrial Overhead Pipe Bridge & Support Structure

#1 🔍

Multi-Discipline Industrial Plant Federated BIM Coordination

Autodesk Navisworks / BIM Coordination

#2 🔍

Equipment Platform General Arrangement & Connection Drawing

Tekla Structures / 2D GA Drawing

#3 🔍

Equipment Support Platform 3D Structural Steel Model

Tekla Structures / LOD 400

#4 🔍

Multi-Tier Industrial Platform General Arrangement Drawing

Tekla Structures / 2D GA Drawing

#5 🔍

Multi-Tier Operating Platform 3D Steel Assembly

Tekla Structures / LOD 400

#6 🔍

Heavy Industrial Column-to-Beam & Gusset Connection Node

Tekla Structures / Connection Detailing

#7 🔍

Structural Steel Assembly & Single-Part Fabrication Shop Drawing

Tekla Structures / Fabrication Drawing

#8 🔍

Industrial Overhead Pipe Bridge & Support Structure

Tekla Structures / LOD 400

Mitsubishi Heavy Industries (MHI) Power Technical Services Corp. | Central Java, Indonesia & Rayong, Thailand (On-site Assignments) (April 2017 – July 2022)

COMPLETED / COMMERCIAL OPERATION

Mega Power Station 3D Rebar Detailing, Model-Based QTO & Subcontractor Claim Auditing

Delivered comprehensive civil/structural BIM modeling, LOD 400 rebar detailing, and model-based quantity surveying across two mega thermal power stations: Central Java (2 × 1,000 MW Ultra-Supercritical) and GPD Track 4A (1,400 MW Combined-Cycle). Modeled heavy turbine-generator foundations, optimized Bar Bending Schedules (BBS) to minimize scrap, and audited monthly subcontractor progress claims using 3D ArchiCAD/Tekla models and automated Excel VBA verification systems.

Project Scale 2×1,000 MW + 1,400 MW Mega Stations

3D Rebar Detailing Tekla LOD 400 Turbine Tabletop & Mats

BBS Optimization Minimized Cutting Schedule Scrap

Commercial Audit 3D Model BoQ Subcontractor Claim Checks

Turbine Tabletop 3D Rebar Detailing: Modeled high-density LOD 400 reinforcement for heavy turbine and generator foundations in Tekla Structures, coordinating multi-tier web bars, stirrups, and anchor bolt clusters to achieve zero on-site geometric clashes.
Bar Bending Schedule (BBS) Optimization: Produced approved 2D rebar arrangement drawings and cutting schedules, optimizing bar lengths and lap splices to minimize fabrication cutting scrap.
3D Model-Based BoQ & Quantity Take-Off: Extracted high-precision concrete, formwork, piling, and earthwork quantities from 3D ArchiCAD and Tekla models to support tender estimations and interim payment certifications.
Subcontractor Claim Verification & Commercial Governance: Developed automated Excel VBA reconciliation spreadsheets comparing 3D model volumes against subcontractor monthly payment claims, identifying billing discrepancies and protecting client cash flow.
Civil-Structural Site Coordination: Coordinated complex multi-stage foundation pours, embedded plates, and underground service penetrations, preparing visual 3D execution models for field engineering teams.

Tekla Structures ArchiCAD Excel VBA AutoCAD Bluebeam Revu ACI 318 JIS Industrial Standards Client Rebar & BoQ Specifications

Mega Power Station 3D Rebar & Model QTO — Project Visual Gallery

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🔍 Click to Inspect Heavy Turbine & Generator Foundation 3D Reinforcement Model

Heavy Turbine & Generator Foundation 3D Reinforcement Model

Tekla Structures / 3D Rebar Detailing

High-density 3D reinforcement model for a heavy power station turbine-generator foundation, coordinating multi-layer rebar mats, stirrups, penetrations, and anchor bolt pockets.

Foundation Reinforcement Bar Arrangement Drawing

Automated Bar Bending Schedule & Cutting List Drawing

Multi-Storey Auxiliary Building & Piling 3D QTO Model

Model-Based Bill of Quantities & Subcontractor Claim Audit Sheet

International-to-AS/NZS Design Standards Equivalence Matrix

Bridging international engineering practice (AISC, ACI, AA ADM, ASTM, ASCE 7) to New Zealand Standards and NZBC Building Consent criteria

Engineering Discipline	International Standard Used	New Zealand Equivalent Standard	Design Methodology & Transition Notes
Wind & Structural Actions Loads & Structural Dynamics	ASCE 7 (7-10 / 7-16) / Thai Wind Standards	AS/NZS 1170 Series (Part 0, 1, 2 & NZS 1170.5) Structural Design Actions (Wind & Earthquake)	Both standards utilize Limit State probabilistic wind load calculations. ASCE 7 basic 3-second gust wind speed, exposure categories, and pressure coefficients (Cp, GCpi) correspond directly to AS/NZS 1170.2 regional wind speeds (V_R), terrain height multipliers (Mz,cat), and internal/external aerodynamic shapes. Fully equipped to apply NZS 1170.5 response spectrum analysis and ductility factors (mu) for seismic drift and building envelope movement. Application: High-rise curtain wall framing, parapet wind pressures, canopies, structural steel supports, anchor bolt tension/shear forces.
Structural Steelwork Design Structural Mechanics	AISC 360-16 / AISC 341	NZS 3404 / AS/NZS 5131 Steel Structures Standard & Structural Steelwork Fabrication	Both AISC 360 and NZS 3404 are founded on Limit State Design (LSD) mechanics with capacity reduction factors (phi). Section classification (compact, non-compact, slender), member moment/axial buckling, connection bolt shear/bearing, weld throat checks, and prying action follow identical yield and stability criteria. AS/NZS 5131 Construction Categories (CC1–CC4) parallel industrial QA/QC welding traceability protocols practiced on power facilities. Application: Façade steel bracket connections, industrial framing, pipe rack structures, crane girders, moment and shear connections.
Concrete Structures & Anchorage Anchorage & Concrete Design	ACI 318 (incl. Ch. 17) & EN 1992-4	NZS 3101:Part 1 & SA TS 101 Concrete Structures Standard & Design of Post-Installed/Cast-In Fasteners	Post-installed mechanical/chemical anchors and cast-in channel fasteners designed to ACI 318 Chapter 17 and EN 1992-4 (concrete breakout, pullout, pryout, edge distance, spacing, and seismic cracked concrete modifiers) directly match SA TS 101 and NZS 3101 Appendix B requirements. Extensive experience with Hilti PROFIS, Fischer, and halfen cast-in channels translates immediately to New Zealand engineering consenting. Application: Curtain wall floor-slab brackets, heavy equipment base plates, hold-down bolts, post-installed chemical anchors, shear lugs.
Aluminum Curtain Wall Framing Façade & Building Envelope	AA ADM (Aluminum Design Manual) & AAMA TIR-A9	AS/NZS 1664 (Parts 1 & 2) Aluminum Structures (Limit State & Allowable Stress)	AA ADM design criteria for extruded aluminum alloys (6063-T6, 6061-T6) addressing column buckling, local flange crippling, torsional-flexural buckling, and allowable serviceability deflections (L/175, L/240) provide the exact theoretical basis for AS/NZS 1664 limit state formulations. Thermal break fastener calculations per AAMA TIR-A9 provide robust engineering backup for thermal performance compliance. Application: Stick and unitized curtain wall mullions, transoms, louvers, pressure plates, sunshade brackets, corner mullion split joints.
Structural Glass & Silicone Glazing (SSG) Glazing & Polymer Engineering	ASTM E1300 & ASTM C1401	NZS 4223 Parts 1–4 Code of Practice for Glazing in Buildings	ASTM E1300 linear and non-linear large-deflection finite difference analysis (IGU, laminated, monolithic, curved glass) correlates directly to NZS 4223 structural wind resistance verification. Structural silicone bite depth and joint width sizing under ASTM C1401 for dynamic wind suction and cyclic thermal shear satisfy NZS 4223.2 structural sealant glazing mandates. Application: Vision glass panels, insulated glass units (IGU), spider glass fittings, four-sided and two-sided SSG curtain walls, glass fin facades.

Technical Competency & Software Toolchain

Verified computational software suites, parametric BIM tools, and high-productivity engineering automation

🔬 FEA & Calculation Suite

Strand 7 Advanced FEA

Linear & non-linear finite element analysis of custom brackets, mullions, and complex geometry.

Autodesk Inventor Nastran Advanced FEA

Stress and deflection contour analysis, Von Mises stress checks, and mass optimization.

SJ Mepla Specialist

Finite element analysis of insulated (IGU), laminated, and point-fixed architectural glass.

Mathcad Proficient

Algorithmic structural calculation sheets, anchor checks, and member design documentation.

STAAD.Pro Proficient

Analytical frame modeling, multi-load case combination checks, and 3D geometry extraction.

📐 BIM, CAD & Review Suite

Tekla Structures Expert (8.5+ Yrs)

Heavy industrial steel framing, rebar 3D cages, Custom Components, GA and shop fabrication drawings.

Autodesk Revit Advanced

Façade wireframe modulation, parametric panel families, zoning schedules, and team BIM standards.

Autodesk Inventor Advanced

3D unitized panel assemblies, sheet metal fabrication details, and precision CNC profile models.

AutoCAD Expert (10+ Yrs)

Engineering drafting, standard details, architectural coordination, and construction layout plans.

ArchiCAD Proficient

3D digital progress models, visual construction sequencing, and executive client presentations.

Navisworks Manage Proficient

Multi-discipline model aggregation, walkthroughs, and clash coordination.

Bluebeam Revu Proficient

Drawing review, digital QA/QC markups, PDF quantity take-offs, and engineer stamp checks.

MS Office Suite Expert

Advanced Excel modeling, engineering spreadsheets, Word technical reports, and PowerPoint decks.

⚡ Engineering Automation & API Development Suite

Tekla Custom Components Expert

Parametric custom steel connections, stiffener plates, and automated rebar distribution rules.

Tekla Drawing & BOM Templates (.tpl) Expert

Automated drawing title blocks, material schedules, and Bar Bending Schedules (BBS).

Custom Engineering Automation Active Practice

Deploying AI to rapidly draft, refine, and verify Python and Excel VBA calculation scripts.

Custom BIM API Scripting Active Practice

Accelerating Tekla Open API (C#), Revit Dynamo, and OpenSTAAD script development with domain validation.