Design Expectations — CEGR 493 Capstone II

Area 2

Project Design Setup via AutoCAD

Full design implementation

Applies to every discipline — draft the master model for whatever system your project builds. Baseline Linework: Draft the absolute 2D master layout in model space at a 1:1 scale. Establish fixed property boundaries using coordinate point entry (X,Y). Asset Framing: Generate primary column lines as an independent grid layer. Draw roadway baselines using continuous polylines (PLINE) and draft drainage alignment networks with structural offsets matching your setback constraints.

Hand calculation protocol

Slab & Footprint Bounds: Manually calculate the gross land parcel area and internal structural footprint geometry using the coordinate method (Gauss's shoelace formula) based on your absolute property vertex points:

\text{Area}=\frac{1}{2}\left|\sum (x_{i}y_{i+1}-x_{i+1}y_{i})\right|

Setback Offsets: Use the perpendicular distance equation to manually check that your drawn column lines do not violate site setback lines:

d=\frac{|Ax_{0}+By_{0}+C|}{\sqrt{A^{2}+B^{2}}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Parcel / right-of-way boundary — closed traverse with coordinate vertices, area by shoelace, closure error reported.
Limits of work and setbacks — perpendicular offset check from every boundary line to the nearest built element.
Primary grid or baseline — column grid, roadway centerline, pipe alignment or channel invert line with stationing.
Levels / control datum — finished floor, top-of-curb, invert or platform elevations tied to a benchmark.
Existing conditions overlay — utilities, easements, trees, structures and their required clearances.
Access and staging — entrances, haul routes, laydown and turning-radius envelopes for design vehicles.
Layer and drawing standard — sheet set, scales, title block and CAD layer naming adopted for all later sheets.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Boundary area from coordinates	NSPS/ALTA Land Title Survey Standards (2021); state minimum survey standards	$A=\tfrac{1}{2}\left\|\sum (x_i y_{i+1}-x_{i+1}y_i)\right\|$	Closed traverse; report closure error.
Traverse closure	FGCS/NGS classification of geodetic accuracy	$e=\sqrt{(\Delta x)^2+(\Delta y)^2}$ $\text{Precision}=\dfrac{e}{\sum L}$	Precision better than the class required by the survey.
Setback / offset check	Local zoning ordinance; IBC Ch. 5 (2021)	$d=\dfrac{\|Ax_0+By_0+C\|}{\sqrt{A^2+B^2}}$	No built element inside the required offset.
Vertical datum and levels	NAVD 88; ADA Standards §403 for accessible routes	$\text{Slope}=\dfrac{\Delta h}{L}\le 0.05$	Accessible route running slope limit.
Access and turning envelopes	AASHTO Green Book (7th ed.) Ch. 2 design vehicles; IFC Appendix D fire access	—	Design-vehicle template must fit without encroachment.
Drawing and CAD standard	NCS (National CAD Standard) v6; ASME Y14.5 dimensioning	—	Sheet set, layers, scales and title block fixed here.

Software verification

Geometric Querying: Select your drafted closed polylines and use the AREA or LIST commands in AutoCAD to extract the exact software-computed square footage and boundary perimeters. Tolerance Matching: Compare your manual shoelace outputs against the AutoCAD property window readout. The discrepancy must be exactly 0.00%, serving as your numerical verification baseline.

Alternative / comparative analysis

Compare a steel framing grid layout against a reinforced concrete grid layout. Evaluate how each option impacts total structural self-weight, space utilization, and floor-to-floor heights.

Full cost analysis

Calculate total site preparation, clearing, and surveying costs. Itemize structural real estate costs per square foot based on geographic land value.

Required graphics

Drafting Deliverables: Export clean 2D site layout drawings featuring explicit dimensions, property line tags, and boundary setback markers. Produce your structural component plan drawings (grid lines and slab limits) alongside cross-sectional structural section drawings matching your project parameters.

Area 3

Design Basis and Criteria

Open studio

Full design implementation

Applies to every discipline. Encode the governing criteria for your own system in the analysis platform you will actually use: structural/bridge frameworks in ETABS, SAP2000 or CSiBridge under ASCE 7, ACI 318, AISC and AASHTO; geotechnical models in gINT, Settle3D, PLAXIS or SLIDE under AASHTO/IBC foundation provisions and ASTM test methods; roadway and traffic models in Civil 3D, Synchro/HCS or VISSIM under the AASHTO Green Book, MUTCD and HCM; hydrologic and hydraulic models in HEC-HMS, HEC-RAS, SWMM or StormCAD under the local drainage manual and FEMA criteria; construction and materials models in Primavera/MS Project and Revit under OSHA, ACI and ASTM specifications. Record design life, risk category and target performance for every element class.

Hand calculation protocol

Manually extract and calculate basic environmental loading parameters using statutory code maps: find design wind speed ( $V$ ), seismic site class factors ( $S_{DS}, S_{D1}$ ), and regional rainfall intensities ( $i$ ). Manually resolve velocity-to-pressure conversions for wind hazards by calculating the velocity pressure exposure coefficient ( $K_{z}$ ) and base velocity pressure ( $q_{z}$ ) profiles:

q_{z}=0.00256\times K_{z}\times K_{zt}\times K_{d}\times K_{e}\times V^{2}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Code register — every governing code and edition listed against the element it controls (no unused citations).
Design life and risk category — stated per structure, pavement, pipe or facility with the source clause.
Hazard parameters — wind V, seismic S_DS/S_D1, frost depth, design storm, flood elevation, as applicable.
Material specification — grade, strength, class or gradation adopted for each material used in the project.
Acceptance criteria table — one row per element with limit state, allowable value and code section.
Deflection / settlement / LOS / freeboard limits — serviceability threshold for each element type.
Load and resistance factors — LRFD or ASD set adopted, with the combination list to be used downstream.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Load combinations	ASCE 7-22 §2.3 (LRFD) / §2.4 (ASD)	$1.2D+1.6L+0.5(L_r\ \text{or}\ S)$ $1.2D+1.0W+L+0.5S$ $(1.2+0.2S_{DS})D+\rho Q_E+L$	State which set governs each element class.
Wind hazard	ASCE 7-22 Ch. 26–27	$q_z=0.00256\,K_z K_{zt} K_d K_e V^2$	V from the risk-category wind map.
Seismic hazard	ASCE 7-22 Ch. 11–12	$S_{DS}=\tfrac{2}{3}S_{MS}$ $S_{D1}=\tfrac{2}{3}S_{M1}$	Site class from geotechnical report.
Concrete / steel / masonry material basis	ACI 318-19 Ch. 19–20; AISC 360-22 §A3; TMS 402-22 §4	—	f'c, Fy, f'm and exposure class fixed for all later designs.
Geotechnical criteria	IBC 2021 Ch. 18; AASHTO LRFD BDS (9th ed.) §10	$q_{all}=\dfrac{q_{ult}}{FS},\quad FS\ge 3$	Allowable bearing and tolerable settlement.
Roadway criteria	AASHTO Green Book (7th ed.); MUTCD (11th ed.); state DOT design manual	$SSD=1.47Vt+\dfrac{V^2}{30(f\pm G)}$	Design speed and LOS target.
Drainage criteria	Local drainage manual; FHWA HEC-22 (3rd ed.); FEMA NFIP 44 CFR 60.3	$Q=CiA$	Return period and allowable release rate.
Environmental limits	40 CFR 122 (NPDES); state water-quality standards; Ten-State Standards	—	Permitted effluent concentration and loading limits.

Software verification

Input manual hazard constants into software design managers (e.g., ETABS load wizards). Verify that automated internal pressure maps match manual code extractions exactly.

Alternative / comparative analysis

Compare design outcomes under standard building codes (IBC) versus higher risk resilience codes (e.g., ASCE 24 for flood zones or specialized military design manuals).

Full cost analysis

Quantify the cost impacts of code-mandated safety factors. Calculate how upgrading a building's Risk Category impacts structural member sizes and overall material budgets.

Required graphics

Update site layout drawings to map exact environmental hazard boundaries (e.g., seismic fault buffers or wind exposure zones). Structural section drawings must map wind pressure zones and localized force coefficients along the building profile.

Area 4

Loads and Demands

Open studio

Full design implementation

Applies to every discipline — 'demand' is whatever your system must carry: structural forces, foundation and earth pressures, traffic volumes and axle loads, storm runoff and hydraulic heads, contaminant and hydraulic loading rates, or construction and temporary-works loads. Compile the comprehensive factored load combinations (LRFD or ASD, or the equivalent design-event set for your discipline) acting on every node, section, approach, reach or process unit. Track the simultaneous interaction of vertical gravity dead/live loads with lateral wind/seismic forces and thermal stresses.

Hand calculation protocol

Perform manual 2D gravity load takeoffs along a critical column stack and beam line: $w_{u}=1.2w_{D}+1.6w_{L}$

\text{Column\ Load\ }P_{u}=\sum (w_{u}\times A_{\text{trib}})

Manually resolve the total structural dead weight dead weight ( $W$ ) and track equivalent lateral seismic design forces per floor level using the Equivalent Lateral Force (ELF) procedure to find the structural vertical force distribution ( $F_{x}$ ):

V=C_{s}W\quad \text{and}\quad F_{x}=\frac{W_{x}h_{x}^{k}}{\sum W_{i}h_{i}^{k}}V

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Dead load — self-weight of every element plus superimposed dead load, tabulated by floor, span or reach.
Live / occupancy / traffic load — code table value or measured demand assigned to each element.
Environmental load — wind, seismic, snow, thermal, ice, or design-storm runoff on each exposed element.
Lateral pressure — earth, hydrostatic, surcharge and uplift on every below-grade or retaining element.
Tributary map — tributary area or catchment assigned to each critical member, inlet, pipe or lane.
Load combinations — full LRFD/ASD matrix with the governing combination identified per element.
Load path narrative — traced from point of application to foundation, outfall or subgrade without a gap.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Dead load	ASCE 7-22 §3.1 and Table C3.1-1a	$w_D=\sum \gamma_i t_i$	Self-weight plus superimposed dead load.
Live load	ASCE 7-22 Table 4.3-1; reduction §4.7	$L=L_o\left(0.25+\dfrac{15}{\sqrt{K_{LL}A_T}}\right)$	Reduction only where permitted.
Tributary load to a member	ASCE 7-22 §4.7.2	$w_u=1.2w_D+1.6w_L$ $P_u=\sum (w_u A_{trib})$	Show the tributary map.
Seismic base shear and distribution	ASCE 7-22 §12.8	$V=C_sW$ $C_s=\dfrac{S_{DS}}{R/I_e}$ $F_x=\dfrac{w_xh_x^k}{\sum w_ih_i^k}V$	ELF applicability per Table 12.6-1.
Lateral earth and water pressure	ASCE 7-22 §3.2; AASHTO LRFD §3.11	$\sigma_h=K\gamma z+q K+\gamma_w z_w$ $K_a=\tan^2\!\left(45^\circ-\tfrac{\phi}{2}\right)$	State drained vs undrained condition.
Traffic demand	AASHTO Pavement ME / 1993 Guide; HCM 7th ed.	$ESAL=ADT\cdot T\cdot G\cdot D\cdot L\cdot 365\cdot Y\cdot F_{eq}$	Design-year traffic loading.
Hydrologic demand	NRCS TR-55; local IDF curves	$Q=CiA$ $Q=\dfrac{(P-0.2S)^2}{P+0.8S}\cdot\dfrac{A}{\ }$	Pre- and post-development peaks.
Construction / temporary loads	ASCE 37-14; OSHA 29 CFR 1926 Subpart Q	—	Crane, formwork and shoring loads on each affected element.

Software verification

Compare manual column load totals against 3D finite element analysis (FEA) output files. Discrepancies must stay under a 5.0% tolerance limit to account for structural frame continuity.

Alternative / comparative analysis

Compare structural responses under different load combinations (e.g., Wind-dominated lateral demands vs. Seismic-dominated lateral demands) to identify which environmental force governs the overall design.

Full cost analysis

Calculate structural cost variations driven by differing occupancy types (e.g., converting a floor from office live load to a heavy storage live load configuration).

Required graphics

Generate structural plan drawings mapping load paths, line loads, and point loads. Complete detail section drawings mapping lateral shear/moment diagrams and load accumulation vectors down the building height.

Area 6

Structural Analysis and Building Design

Open studio

Full design implementation

Run a complete 3D structural finite element analysis (FEA) using software like ETABS, SAP2000, or STAAD.Pro. Finalize member sizes for all beams, columns, braced frames, or shear walls under combined gravity and lateral actions.

Hand calculation protocol

Perform a manual lateral frame check using the Portal Method to resolve internal member demands. Manually compute the column design moments ( $M_{c}$ ) and beam end shears ( $V_{b}$ ) at a critical floor joint:

V_{\text{interior\ column}}=\frac{\text{Total\ Story\ Shear}}{n-1}\quad \text{and}\quad M_{c}=V\times \frac{h_{\text{story}}}{2}

Verify global frame stiffness constraints manually by tracking overturning moment stability criteria ratios (

M_{\text{resist}} / M_{\text{overturn}} \ge 1.5

).

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Typical floor beam — flexure, shear, deflection, lateral-torsional buckling, camber.
Girder / transfer member — flexure, shear, web crippling, vibration, deflection.
Interior and edge column — axial-moment interaction, slenderness, biaxial check, splice location.
Slab system — one-way or two-way design, punching shear at columns, minimum reinforcement, crack control.
Lateral system — shear wall or braced/moment frame member sizing, story drift, overturning, P-Delta.
Diaphragm — in-plane shear, chord and collector forces, opening reinforcement.
Foundation interface — column base reactions delivered to geotechnical design with load combinations.
Stability check — global overturning, sliding and torsional irregularity of the completed system.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Steel beam flexure	AISC 360-22 §F2	$\phi_b M_n=0.9 Z_x F_y$ $M_u\le \phi_b M_n$	—
Beam shear	AISC 360-22 §G2	$\phi_v V_n=1.0(0.6F_yA_wC_v)$	—
Column axial-moment interaction	AISC 360-22 §H1.1	$\dfrac{P_r}{P_c}+\dfrac{8}{9}\left(\dfrac{M_{rx}}{M_{cx}}+\dfrac{M_{ry}}{M_{cy}}\right)\le 1.0$	—
Two-way slab punching shear	ACI 318-19 §22.6	$v_u=\dfrac{V_u}{b_o d}\le \phi v_c$ $v_c=4\lambda\sqrt{f'_c}$	—
Shear wall / drift	ASCE 7-22 §12.12 and Table 12.12-1	$\Delta=\dfrac{C_d\delta_{xe}}{I_e}\le \Delta_a$	—
Diaphragm and collectors	ASCE 7-22 §12.10	$F_{px}=\dfrac{\sum F_i}{\sum w_i}w_{px}$	—
Deflection	IBC 2021 Table 1604.3	$\Delta_{LL}\le \dfrac{L}{360},\quad \Delta_{TL}\le \dfrac{L}{240}$	—
Stability / second order	AISC 360-22 Ch. C (Direct Analysis Method)	$B_2=\dfrac{1}{1-\dfrac{P_{story}}{P_{e,story}}}$	—

Software verification

Cross-check the software’s global frame tracking metrics against manual checks for total building base shear, wind sway, and lateral seismic story drift limits:$\Delta _{\text{actual}}\le \Delta _{\text{allowable}}=0.020h_{sx}$

Alternative / comparative analysis

Evaluate a lateral-force-resisting system using Concrete Shear Walls versus Steel Braced Frames. Assess differences in structural ductility, building self-weight, and foundation demands.

Full cost analysis

Execute a full structural cost estimate by calculating total concrete volumes (cubic yards) and structural steel tonnage. Incorporate regional structural labor and formwork installation rates.

Required graphics

Produce finalized structural framing plan drawings detailing member labels (e.g., beam designations). Issue full structural building cross-section section drawings showing lateral system orientations and floor elevations.

Area 7

Bridge Analysis and Design

Open studio

Full design implementation

Execute a complete bridge superstructure and substructure design using software like LEAP Bridge or CSiBridge. Apply moving vehicular live loads (AASHTO HL-93) to finalize girder, pier, and abutment sizing.

Hand calculation protocol

Calculate maximum simple-span bending moments under a standard uniform design lane load and concentrated design truck load using manual structural mechanics:

M_{\text{lane}}=\frac{w_{L}L^{2}}{8}

Manually establish maximum absolute envelope moments ( $M_{\text{truck}}$ ) by tracking worst-case vehicle positions across the span using the coordinate-based wheel spacing layout rules of the structural deck influence line method:

M_{\text{max}}=\frac{P}{4L}(L-a)^{2}

Manually resolve girder distribution factors ( $DF$ ) for interior beam bending to track individual member wheel share allocations.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Deck slab — negative and positive flexure, overhang design, wearing surface allowance.
Interior and exterior girder — live-load distribution factor, flexure, shear, fatigue, deflection.
Composite action — shear connector spacing and strength, effective flange width.
Bearings — capacity, rotation, translation demand, and bearing seat design.
Pier / bent — column axial-moment, cap beam flexure and shear, scour and collision loads.
Abutment — earth pressure, stability, backwall and wingwall design, approach slab.
Expansion joint — movement range from thermal, shrinkage and creep.
Barrier / railing — test level crash loading and anchorage into the deck.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Live load model	AASHTO LRFD BDS (9th ed.) §3.6.1.2	$HL\text{-}93 = \text{truck or tandem} + \text{lane}$ $IM=33\%$	—
Girder distribution factor	AASHTO LRFD §4.6.2.2	$g=0.075+\left(\dfrac{S}{9.5}\right)^{0.6}\left(\dfrac{S}{L}\right)^{0.2}\left(\dfrac{K_g}{12Lt_s^3}\right)^{0.1}$	—
Strength I combination	AASHTO LRFD §3.4.1 Table 3.4.1-1	$Q=1.25DC+1.50DW+1.75(LL+IM)$	—
Deck slab design	AASHTO LRFD §9.7 (empirical/strip method)	$S_{strip}=26.0+6.6S$	—
Shear connectors	AASHTO LRFD §6.10.10	$n=\dfrac{P}{Q_r},\quad Q_r=\phi_{sc}Q_n$	—
Bearings and movement	AASHTO LRFD §14.7	$\Delta_T=\alpha L \Delta T$	—
Scour at piers	FHWA HEC-18 (5th ed.)	$\dfrac{y_s}{y_1}=2.0K_1K_2K_3\left(\dfrac{a}{y_1}\right)^{0.65}Fr_1^{0.43}$	—
Barrier crash loading	AASHTO LRFD §13 and MASH test levels	$F_t \text{ per TL-}n \text{ applied over } L_t$	—

Software verification

Compare software-generated shear and bending moment influence lines at mid-span against manual moment equations to verify moving load path algorithms.

Alternative / comparative analysis

Conduct a comparative analysis between Prestressed Precast Concrete Girders and Welded Steel Plate Girders based on span efficiency, structural depth, and long-term durability.

Full cost analysis

Itemize fabrication costs for girders, crane rental rates for erection, deck pouring costs, and long-term lifecycle bridge maintenance estimates.

Required graphics

Finalize the bridge site layout drawing detailing bridge skew, abutment placements, and alignment approach. Issue structural longitudinal bridge elevation section drawings and bridge deck cross-section plan drawings.

Area 8

Steel Analysis and Design

Open studio

Full design implementation

Perform code-checking of structural steel frames per AISC specifications. Design and finalize all wide-flange shapes (W-shapes), hollow structural sections (HSS), and trusses to handle axial, bending, and shear loads.

Hand calculation protocol

Execute a manual AISC check for a heavily loaded steel beam-column to verify combined flexure and axial compression capacity using interaction formulas:

\frac{P_{u}}{\phi P_{n}}+\frac{8}{9}\left(\frac{M_{ux}}{\phi M_{nx}}+\frac{M_{uy}}{\phi M_{ny}}\right)\le 1.0

Manually calculate nominal axial compressive capacity ( $P_{n}$ ) by determining the critical flexural buckling parameters based on section radius of gyration ( $r$ ) and column slenderness boundary conditions:

F_{cr}=\left[0.658^{\frac{F_{y}}{F_{e}}}\right]F_{y}\quad \text{where}\quad F_{e}=\frac{\pi ^{2}E}{(KL/r)^{2}}

Manually resolve nominal flexural capacity ( $M_{n}$ ) profiles by checking lateral-torsional buckling limits across unbraced span dimensions ( $L_{b}$ ).

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Tension member — yielding on gross area, rupture on net area, shear lag, block shear.
Compression member — flexural and torsional buckling, effective length, slenderness limit.
Beam — flexural capacity with unbraced length, shear, web local buckling, deflection.
Beam-column — combined axial and flexure interaction with second-order effects.
Base plate and anchor rods — bearing on concrete, plate thickness, anchor tension and shear.
Bracing member and gusset — force distribution, Whitmore section, buckling of the gusset.
Camber, fabrication and erection notes — mill tolerance, welding and bolt-installation requirements.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Tension yielding / rupture	AISC 360-22 §D2	$\phi_tP_n=0.90F_yA_g$ $\phi_tP_n=0.75F_uA_e$	—
Shear lag	AISC 360-22 Table D3.1	$A_e=A_nU,\quad U=1-\dfrac{\bar{x}}{L}$	—
Compression buckling	AISC 360-22 §E3	$F_e=\dfrac{\pi^2E}{(KL/r)^2}$ $F_{cr}=0.658^{F_y/F_e}F_y$	—
Flexure with unbraced length	AISC 360-22 §F2.2	$M_n=C_b\left[M_p-(M_p-0.7F_yS_x)\dfrac{L_b-L_p}{L_r-L_p}\right]\le M_p$	—
Block shear	AISC 360-22 §J4.3	$R_n=0.6F_uA_{nv}+U_{bs}F_uA_{nt}$	—
Base plate / anchorage	AISC Design Guide 1; ACI 318-19 Ch. 17	$t_p=l\sqrt{\dfrac{2P_u}{0.9F_yBN}}$	—
Welds	AISC 360-22 §J2; AWS D1.1	$\phi R_n=0.75(0.60F_{EXX})(0.707w)L$	—

Software verification

Cross-check software output tables against manual evaluations for section compactness, lateral-torsional buckling lengths, and slenderness parameters ($KL/r \le 200$).

Alternative / comparative analysis

Compare standard structural carbon steel (A36) against high-strength low-alloy steel (A992) to see how reducing member sizes balances against material pricing premiums.

Full cost analysis

Calculate full steel costs based on structural raw weight (per ton), structural detailing fees, mill rolling premiums, shop fabrication labor, and field erection costs.

Required graphics

Complete steel framing plan drawings mapping column schedules, beam schedules, and grid spacings. Draft fabrication section drawings defining member shapes, cope cuts, and orientation vectors.

Area 9

Reinforced Concrete Analysis and Design

Open studio

Full design implementation

Perform comprehensive concrete design per ACI 318. Finalize slab thicknesses, beam dimensions, column profiles, and calculate the exact layout, spacing, and development lengths of steel reinforcement bars (rebar).

Hand calculation protocol

Design the reinforcing steel area ( $A_{s}$ ) for a critical flexural member using hand calculations:

M_{u}=\phi A_{s}f_{y}\left(d-\frac{a}{2}\right)\quad \text{where}\quad a=\frac{A_{s}f_{y}}{0.85f_{c}^{\prime }b}

Manually calculate concrete beam shear reinforcement constraints by evaluating stirrup spacing criteria ( $s$ ) based on concrete shear extraction ( $V_{c}$ ) capacities:

V_{c}=2\lambda \sqrt{f_{c}^{\prime }}b_{w}d\quad \text{and}\quad s=\frac{\phi A_{v}f_{y}d}{V_{u}-\phi V_{c}}

Manually check concrete development length limitations ( $\ell _{d}$ ) for main tension bars to avoid concrete bond pullout failures.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Beam — flexural steel, minimum and maximum ratios, shear stirrups, development and cut-off points.
One-way and two-way slab — thickness for deflection, reinforcement layout, punching shear.
Column — tied/spiral design, interaction diagram check, slenderness, splice detailing.
Wall — in-plane and out-of-plane demand, boundary elements, minimum reinforcement.
Footing / pile cap — bearing, one-way and two-way shear, flexure, dowel development.
Serviceability — crack width, immediate and long-term deflection, cover for exposure class.
Detailing — bar schedule, hooks, lap lengths, and constructible congestion check at joints.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Beam flexure	ACI 318-19 §22.2, §9.3	$a=\dfrac{A_sf_y}{0.85f'_cb}$ $\phi M_n=\phi A_sf_y\left(d-\dfrac{a}{2}\right)$	—
Minimum / maximum steel	ACI 318-19 §9.6.1, §21.2	$A_{s,min}=\dfrac{3\sqrt{f'_c}}{f_y}b_wd\ge\dfrac{200b_wd}{f_y}$ $\varepsilon_t\ge 0.005$	—
Shear and stirrups	ACI 318-19 §22.5	$\phi V_c=\phi 2\lambda\sqrt{f'_c}b_wd$ $V_s=\dfrac{A_vf_{yt}d}{s}$	—
Column interaction	ACI 318-19 §22.4	$\phi P_{n,max}=0.80\phi\left[0.85f'_c(A_g-A_{st})+f_yA_{st}\right]$	—
Slenderness	ACI 318-19 §6.6.4	$\dfrac{k\ell_u}{r}\le 34-12\dfrac{M_1}{M_2}$	—
Development length	ACI 318-19 §25.4	$\ell_d=\dfrac{f_y\psi_t\psi_e\psi_s}{25\lambda\sqrt{f'_c}}d_b$	—
Deflection and crack control	ACI 318-19 §24.2, §24.3	$I_e=\left(\dfrac{M_{cr}}{M_a}\right)^3I_g+\left[1-\left(\dfrac{M_{cr}}{M_a}\right)^3\right]I_{cr}$	—
Footing two-way shear	ACI 318-19 §22.6.5	$\phi v_c=\phi\min\left(4,\ 2+\tfrac{4}{\beta},\ 2+\tfrac{\alpha_sd}{b_o}\right)\lambda\sqrt{f'_c}$	—

Software verification

Extract the reinforcement output area ($A_{s,\text{prov}}$) from software concrete design engines and match it directly against manual flexural and one-way shear reinforcing calculations.

Alternative / comparative analysis

Compare a traditional Non-Prestressed Reinforced Concrete Flat Slab system against a Post-Tensioned (PT) Concrete Slab system based on slab thicknesses, rebar mass, and structural deflections.

Full cost analysis

Itemize costs for concrete material mix grades, rebar fabrication and tying labor, formwork erection/stripping cycles, and specialized shoring equipment rentals.

Required graphics

Finalize concrete reinforcement plan drawings mapping rebar grids, stirrup spacing zones, and lap splices. Issue detailed beam/column cross-section section drawings showing exact rebar placement configurations and concrete cover clearances.

Area 10

Masonry Analysis and Design

Open studio

Full design implementation

Complete the comprehensive design of reinforced concrete masonry unit (CMU) walls per TMS 402/602 using specialized masonry calculation suites or spreadsheets. Structural layout must account for vertical gravity loads, out-of-plane wind pressures, and in-plane seismic shear wall forces.

Hand calculation protocol

Manually calculate the interaction value of combined axial compression and out-of-plane bending stress for a one-foot strip of reinforced block wall:

f_{a}=\frac{P}{A}\quad \text{and}\quad f_{b}=\frac{M}{S}

Manually resolve nominal axial compression limits ( $P_{n}$ ) for the block cross-section by evaluating slenderness ratios based on wall thickness ( $t$ ) metrics:

P_{n}=0.80\left[0.85f_{m}^{\prime }(A_{n}-A_{st})+f_{y}A_{st}\right]\left[1-\left(\frac{h}{140t}\right)^{2}\right]

Check unity constraints against allowable code limits:

(f_a/F_a) + (f_b/F_b) \le 1.0

.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Load-bearing wall — axial capacity with slenderness, combined axial and out-of-plane flexure.
Shear wall — in-plane shear, flexural reinforcement, overturning and anchorage.
Lintel / bond beam — flexure and shear over each opening with bearing length.
Pilaster and column — reinforcement, ties, grout requirements.
Veneer and ties — anchor spacing, differential movement, moisture detailing.
Control joints and reinforcement spacing — shrinkage and thermal movement.
Grout, mortar and unit specification — f'm basis, prism test or unit-strength method.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Specified compressive strength	TMS 602-22 §1.4 (unit strength or prism test); ASTM C1314	—	f'm basis must be declared.
Axial capacity with slenderness	TMS 402-22 §8.2 / §9.3	$P_a=0.25f'_mA_n\left[1-\left(\dfrac{h}{140r}\right)^2\right]$	—
Out-of-plane flexure	TMS 402-22 §9.3.5	$M_u\le \phi M_n=\phi A_sf_y\left(d-\dfrac{a}{2}\right)$	—
In-plane shear wall	TMS 402-22 §9.3.4.1.2	$V_n=\left[4.0-1.75\dfrac{M_u}{V_ud_v}\right]A_{nv}\sqrt{f'_m}+0.25P_u$	—
Lintel over openings	TMS 402-22 §5.2 (arching action), §9.3	$M_u=\dfrac{w_uL^2}{8}$	—
Reinforcement and joint spacing	TMS 402-22 §6.1; NCMA TEK 10-2C	—	Control-joint spacing for shrinkage/thermal movement.

Software verification

Compare manual axial-flexural interaction values against automated structural masonry software capacity curves to confirm proper grout and rebar spacing modeling.

Alternative / comparative analysis

Evaluate a Load-Bearing Reinforced Masonry Wall system against a light-gauge Steel Stud Backup Wall with masonry veneer based on structural footprint thickness, thermal performance, and construction speed.

Full cost analysis

Tabulate costs for CMU blocks, grout volume (cubic yards), mortar mixes, horizontal ladder reinforcement, structural rebar, and specialized masonry labor rates.

Required graphics

Produce masonry wall plan drawings indicating lintel lengths, control joints, and cell grouting configurations. Generate wall cross-section section drawings detailing vertical rebar placement, lap splices, and bond beam configurations.

Area 11

Connection Analysis and Design

Open studio

Full design implementation

Design all critical structural framing connections per AISC or ACI standards using localized design modules like RAM Connection or Idea Statica. Finalize bolt patterns, bolt diameters, weld sizes, base plates, anchor bolts, gusset plates, and shear tab dimensions.

Hand calculation protocol

Manually evaluate bolt group shear capacities using elastic vector analysis or the Instantaneous Center of Rotation (ICR) method:

R_{u}\le \phi R_{n}=\phi (F_{v}\times A_{\text{bolt}})

Manually calculate block shear rupture failure profiles ( $R_{n}$ ) across the structural end connection plate by evaluating tension fracture and shear yielding areas:

R_{n}=0.60F_{u}A_{nv}+U_{b}F_{u}A_{nt}\le 0.60F_{y}A_{gv}+U_{b}F_{u}A_{nt}

Manually calculate base plate thickness configurations by determining cantilever bending boundary conditions ( $l, m, n$ ) around the column profile profile dimensions.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Shear connection — bolt shear, bearing, block shear, plate/angle yielding.
Moment connection — flange force couple, panel zone, continuity plates, weld sizing.
Bracing connection — gusset geometry, uniform force method, interface welds.
Base and cap plates — anchorage, prying action, plate bending.
Weld design — type, size, length, and effective throat for every joint drawn.
Bolt group — eccentricity, slip-critical versus bearing, edge distance and spacing.
Connection detail sheet — one dimensioned detail per connection type used in the project.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Bolt shear	AISC 360-22 §J3.6 Table J3.2	$\phi R_n=0.75F_{nv}A_b n$	—
Bearing / tearout	AISC 360-22 §J3.10	$R_n=1.2l_ctF_u\le 2.4d tF_u$	—
Slip-critical	AISC 360-22 §J3.8	$R_n=\mu D_uh_fT_bn_s$	—
Weld strength	AISC 360-22 §J2.4; AWS D1.1	$\phi R_n=0.75(0.60F_{EXX})\left(\dfrac{\sqrt{2}}{2}w\right)L$	—
Prying action	AISC Manual Part 9	$T_{avail}=B\left(\dfrac{t}{t_c}\right)^2(1+\delta\alpha')$	—
Panel zone / continuity plates	AISC 341-22 §E3.6; AISC 360-22 §J10	$R_v=0.60F_yd_ct_w\left(1+\dfrac{3b_{cf}t_{cf}^2}{d_bd_ct_w}\right)$	—
Gusset (Whitmore)	AISC Design Guide 29	$b_w=l_c+2L\tan 30^\circ$	—

Software verification

Match automated joint utilization percentage sheets against hand-computed block shear rupture lines and bolt bearing capacity values.

Alternative / comparative analysis

Conduct a comparative performance and erection analysis between fully Field-Welded Moment Connections and Shop-Welded, Field-Bolted Moment Connections.

Full cost analysis

Quantify connection costs based on total bolt counts, welding rod material, shop drilling labor, and field inspection requirements (e.g., non-destructive ultrasonic testing).

Required graphics

Draft structural framing plan drawings locating connection types across the grid. Provide highly detailed connection joint section drawings mapping bolt hole spacings, weld symbols, plate thicknesses, and layout clearances.

Area 12

Portal Frame and Aircraft Hangar Design

Open studio

Full design implementation

Design a long-span rigid portal frame or trussed hangar structure using frame software suites like STAAD.Pro or RISA-3D. Structural profiles must handle severe roof snow loads, vertical wind-induced suction/uplift forces, and horizontal lateral wind frame pressures.

Hand calculation protocol

Calculate the base horizontal frame thrust ( $H$ ) and peak frame roof moment using manual plastic collapse analysis or virtual work methods under uniform gravity loads:

\sum W_{\text{ext}}=\sum M_{p}\theta _{\text{int}}

Manually check steel roof purlin panel stability profiles by evaluating flexural stresses under severe out-of-plane wind suction loading. Compute purlin structural section capacity including lateral bracing adjustments:

f_{b}=\frac{M_{\text{wind}}}{S_{x}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Rafter — flexure with unbraced length, combined axial and moment, deflection at ridge.
Column / leg — in-plane and out-of-plane buckling, base fixity assumption.
Knee and ridge connection — moment continuity, haunch design, bolt group.
Purlins and girts — sag rods, bending about both axes, cladding attachment.
Wind bracing — roof and wall bracing forces, rod or angle sizing.
Large door opening — jamb, header and wind-post design for the hangar or bay opening.
Frame stability — sway, drift limit, and second-order amplification.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Frame analysis and stability	AISC 360-22 Ch. C; MBMA Metal Building Systems Manual	$B_2=\dfrac{1}{1-P_{story}/P_{e,story}}$	—
Rafter / column beam-column check	AISC 360-22 §H1	$\dfrac{P_r}{P_c}+\dfrac{8}{9}\dfrac{M_r}{M_c}\le 1.0$	—
Knee (haunch) moment connection	AISC 360-22 §J; AISC Design Guide 16	$T=\dfrac{M_u}{d-t_f}$	—
Purlins / girts	AISI S100-16 (cold-formed)	$\dfrac{M_x}{\phi M_{nx}}+\dfrac{M_y}{\phi M_{ny}}\le 1.0$	—
Wind loads on low-rise frames	ASCE 7-22 §28 (envelope procedure)	$p=q_h\left[(GC_{pf})-(GC_{pi})\right]$	—
Large door opening framing	ASCE 7-22 §26.12 (openings); AISC 360-22	—	Jamb, header and wind post designed for the opening width.
Serviceability drift	AISC Design Guide 3	$\Delta\le \dfrac{H}{100}\ \text{(metal building typical)}$	—

Software verification

Cross-verify the software-generated base reaction forces against hand-calculated frame static equilibrium evaluations ($\sum F_x = 0$, $\sum M = 0$).

Alternative / comparative analysis

Compare a Solid-Web Tapered Steel Portal Frame against an Open-Web Steel Space Truss system based on clear headspace efficiency, material weight, and foundation thrust demands.

Full cost analysis

Estimate fabrication costs for custom tapered members, transport costs for oversized frames, high-capacity crane rentals, and large-scale industrial roofing systems.

Required graphics

Secure the hangar structural layout on a master site layout drawing. Finalize main frame transverse cross-section section drawings detailing knee-joint moment frames, ridge joints, and clear span clearances.

Area 13

Parking Garage Design

Open studio

Full design implementation

Finalize the layout and component design of a multi-story parking structure using structural modeling suites. Structural components must handle heavy vehicle live loads, vehicular braking thrusts, structural temperature swings, and horizontal vehicle bumper impacts.

Hand calculation protocol

Calculate the thermal contraction strain and resulting interior lateral cracking force within a continuous post-tensioned beam section using standard concrete thermal expansion rules:

\Delta L=\alpha \times \Delta T\times L

Manually calculate concrete deck punching shear capacity ( $V_{n}$ ) around critical interior column capitals to guard against vehicle weight punching failures:

V_{n}=v_{c}b_{0}d\quad \text{where}\quad v_{c}=4\lambda \sqrt{f_{c}^{\prime }}

Manually estimate required post-tensioning tendon profiles and strands needed to counterbalance structural gravity dead loads through vertical upward equivalent load balancing calculations.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Deck slab or double-tee — flexure, shear, vibration, and traffic wear surface.
Beam and column grid — long-span optimization against parking bay geometry.
Ramp — slope, transition, sight distance, and structural continuity at level change.
Shear wall / lateral system — drift and torsion for an open, irregular plan.
Barrier and vehicle impact — code impact load and anchorage.
Durability — cover, sealers, drainage slope, joint waterproofing against de-icing salt.
Circulation check — stall dimensions, turning radii, headroom, accessible stall counts.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Vehicle live load	ASCE 7-22 §4.3.1 and Table 4.3-1	$L_o=40\ \text{psf or } 3000\ \text{lb concentrated}$	—
Deck / double-tee flexure and camber	ACI 318-19 Ch. 9; PCI Design Handbook (8th ed.)	$\phi M_n\ge M_u,\quad \Delta_{camber}=\dfrac{Pe L^2}{8E_cI}$	—
Ramp slope and transitions	NPA/ACI 362.1R; local zoning	$G\le 6.67\%\ \text{(parked)},\ \le 12.5\%\ \text{(express)}$	—
Barrier vehicle impact	ASCE 7-22 §4.5.3	$F=6000\ \text{lb at }1'\text{-}6''\ \text{above floor}$	—
Durability / cover	ACI 318-19 Table 19.3.1.1 (exposure C2); ACI 362.1R	$w/cm\le 0.40,\ f'_c\ge 5000\ \text{psi}$	—
Accessible stalls	ADA Standards §208, §502	—	Count and location by total stall count.
Drainage slope	ACI 362.1R-12	$S\ge 1.5\%\ \text{to drains}$	—

Software verification

Verify that the automated multi-floor shear wall model accounts for vehicular braking forces by running manual lateral force balancing checks.

Alternative / comparative analysis

Compare a Cast-in-Place Post-Tensioned Concrete structure against a Precast Prestressed Concrete structure (utilizing double-tee beams) based on construction timelines and joint maintenance.

Full cost analysis

Quantify costs for structural concrete/steel elements, specialized waterproofing deck traffic coatings, precast transportation logistics, and safety perimeter barrier installations.

Required graphics

Finalize parking garage layout plan drawings detailing structural grids, drive aisles, stall markings, drainage slopes, and expansion joints. Issue cross-sectional section drawings tracking ramp profiles and vertical clearance zones.

Area 14

Structural Failure Investigation

Open studio

Full design implementation

Reconstruct the complete structural model of a collapsed or damaged structure using engineering software. Apply the exact historical load timeline to isolate the specific component failure trigger.

Hand calculation protocol

Perform manual back-calculations of member stress levels present at the failure zone by utilizing mechanics of materials equations:

\sigma _{\text{fail}}=\frac{P}{A}\pm \frac{My}{I}

Manually determine concrete crack propagation limits by computing the internal modulus of rupture ( $f_{r}$ ) and back-calculating estimated cracking moments ( $M_{cr}$ ) using structural section geometry parameters:

f_{r}=7.5\lambda \sqrt{f_{c}^{\prime }}\quad \text{and}\quad M_{cr}=\frac{f_{r}I_{g}}{y_{t}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Failed element — back-calculated demand versus as-built capacity at the failure section.
Adjacent elements — check whether the same deficiency exists elsewhere in the structure.
Load path reconstruction — as-designed versus as-built path and where it diverged.
Material evidence — test data, corrosion, section loss, or defect quantified.
Connection and detail review — the specific detail that initiated the failure.
Timeline and trigger — sequence of events with the governing combination at failure.
Retrofit recommendation — designed, not just named, for each deficient element.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Investigation protocol	ASCE 11-99 Condition Assessment; NIST NCST investigation practice	—	Evidence chain and documentation discipline.
As-built capacity check	Original code of record + current AISC 360 / ACI 318 for comparison	$DCR=\dfrac{\text{Demand}}{\text{Capacity}}$	—
Material sampling and testing	ASTM C42 (cores), ASTM A370 (steel), ACI 214.4R	—	Test method and specimen count stated.
Corrosion / section loss	ASTM C876 half-cell; NACE SP0308	$A_{eff}=A_o-\Delta A_{loss}$	—
Structural condition rating	FHWA NBIS element-level rating (bridges); ASCE 11-99	—	Rating supports the retrofit priority.
Retrofit design	ACI 562-21 (repair code); AISC 360-22	—	Repair designed to current code, not the code of record.

Software verification

Calibrate the numerical failure model by verifying that computed crack patterns, yield lines, or buckling profiles match field photographic evidence and material forensic lab tests.

Alternative / comparative analysis

Run a comparative forensic simulation checking alternative failure hypotheses (e.g., verifying if the collapse was initiated by material under-design versus unexpected environmental overloading).

Full cost analysis

Estimate full forensic engineering fees, litigation support costs, site demolition/stabilization expenses, and calculate total economic structural property losses.

Required graphics

Complete a forensic site layout drawing detailing debris distribution fields and structural impact scars. Issue detailed forensic cross-section section drawings highlighting stress concentration points and structural failure surfaces.

Area 15

Progressive Collapse and Alternative Load Path

Open studio

Full design implementation

Execute a progressive collapse vulnerability analysis per DoD or GSA guidelines. Implement the Threat-Independent Alternate Load Path method by computationally removing critical ground-floor load-bearing components.

Hand calculation protocol

Manually calculate the dynamic demand increase factor and verify the residual flexural capacity of a beam frame assuming catenary tension behavior:

T=\frac{wL^{2}}{8\delta }

Manually track frame link axial tie force capacity ( $F_{\text{tie}}$ ) criteria to ensure remaining floor connections can mechanically carry upper-story gravity loads across collapsed column zones:

F_{\text{tie}}=0.5\times (1.2D+0.5L)\times L_{\text{span}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Removed-column scenarios — corner, edge and interior removal, each analyzed separately.
Bridging beams — double-span flexure and rotation capacity over the removed support.
Catenary / tie forces — horizontal and vertical tie capacity per the adopted guideline.
Slab membrane action — reinforcement continuity across the affected bay.
Connection ductility — rotation demand versus supplied rotation capacity.
Key element design — elements that cannot be removed, designed for enhanced local resistance.
Acceptance summary — DCR per element against the ductile/non-ductile criteria.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Analysis procedure	UFC 4-023-03 (2023); GSA Alternate Path Analysis	—	Linear, nonlinear static or dynamic — justify the choice.
Alternate-path load case	UFC 4-023-03 §3-2	$G_{LD}=\Omega_N\left[1.2D+0.5L\right]$	—
Acceptance by DCR	GSA (2016) §3; ASCE 41-17 acceptance criteria	$DCR\le 2.0\ \text{(typical, ductile)}$	—
Tie forces	UFC 4-023-03 §3-1	$F_i=3w_FL_1$ $F_{vertical}=\text{floor tributary load}$	—
Catenary / membrane action	UFC 4-023-03 Appendix; ACI 318-19 §7.7.7 integrity steel	$T=\dfrac{wL^2}{8\delta}$	—
Enhanced local resistance	UFC 4-023-03 §3-3	—	Key elements designed for a higher shear/flexural demand.

Software verification

Compare the automated non-linear static capacity limits directly against hand-derived plastic tie-force thresholds to check frame integrity.

Alternative / comparative analysis

Compare structural performance enhancements achieved by upgrading connection ductility (moment frames) versus implementing structural perimeter trusses (belt trusses) to bridge over missing column vectors.

Full cost analysis

Calculate construction cost premiums for adding structural redundancy, high-ductility connection detailing, and construction verification paths.

Required graphics

Annotate framing plan drawings mapping potential failure boundary perimeters and plastic hinge zones. Provide structural frame section drawings displaying localized plastic frame deformations and catenary action load distributions.

Area 16

Foundation Analysis and Design

Open studio

Full design implementation

Complete the final structural and geotechnical design of the foundation network. Settle on exact shallow footing footprint shapes, thicknesses, and reinforcing layouts, or finalize deep foundation cap designs based on ultimate soil profiles.

Hand calculation protocol

Calculate the ultimate bearing capacity ( $q_{\text{ult}}$ ) of the footing soil layer using Terzaghi's bearing equation by hand:

q_{\text{ult}}=cN_{c}+qN_{q}+0.5\gamma BN_{\gamma }

Manually design the steel reinforcing area ( $A_{s}$ ) and check one-way and punching shear thickness boundaries for the concrete spread footing foundation element by evaluating soil bearing upward pressure distributions ( $q_{u}$ ):

M_{u}=q_{u}\times \frac{l_{\text{cantilever}}^{2}}{2}\quad \text{and}\quad V_{u1}=q_{u}\times (l_{\text{cantilever}}-d)

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Isolated spread footing — bearing capacity, eccentricity, one-way and two-way shear, flexure.
Combined / strap footing — resultant location, differential load balancing.
Mat foundation — modulus of subgrade reaction, punching at columns, differential settlement.
Wall / strip footing — bearing, frost depth, longitudinal reinforcement.
Settlement — immediate and consolidation settlement per footing plus differential between footings.
Groundwater effects — uplift, buoyancy, and effective stress reduction.
Bearing capacity factors — soil parameter selection traced to borings and lab data.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Ultimate bearing capacity	AASHTO LRFD §10.6; IBC 2021 §1806; Terzaghi/Meyerhof	$q_{ult}=cN_c+\gamma D_fN_q+0.5\gamma BN_\gamma$	—
Allowable bearing	IBC 2021 Table 1806.2	$q_{all}=\dfrac{q_{ult}}{FS},\quad FS=3$	—
Eccentricity / effective area	AASHTO LRFD §10.6.1.3	$e=\dfrac{M}{P}\le \dfrac{B}{6}$ $B'=B-2e$	—
One-way and two-way shear	ACI 318-19 §22.5, §22.6	$\phi V_c=\phi 2\lambda\sqrt{f'_c}b d$ $\phi v_c=\phi 4\lambda\sqrt{f'_c}$	—
Footing flexure	ACI 318-19 §13.2	$M_u=\dfrac{q_u\ell^2}{2}\ \text{(per unit width)}$	—
Settlement limit	AASHTO LRFD §10.5.2.2; IBC 2021 §1808	$\delta_{diff}/L\le 1/500$	—
Frost depth and groundwater	IBC 2021 §1809.5; local frost map	$U=\gamma_w V_{disp}$	—

Software verification

Input structural column load vectors into footing design packages. Confirm the calculated footing base surface area ($B \times L$) stays within hand-calculated safe soil limits ($q_{\text{allow}} = q_{\text{ult}} / FS$).

Alternative / comparative analysis

Conduct a performance and cost comparison between a Spread Isolated Footing network with Tie-Beams versus a single continuous Structural Concrete Mat (Raft) Foundation.

Full cost analysis

Detail costs for structural excavation volume (cubic yards), soil off-site hauling, foundation formwork, concrete placement, and foundation structural rebar steel.

Required graphics

Finalize the comprehensive foundation layout plan drawing tied directly to the primary structural column grid. Complete foundation cross-section section drawings illustrating footing thicknesses, rebar placements, and foundation embedment depths.

Area 17

Retaining Wall Analysis and Design

Open studio

Full design implementation

Complete the comprehensive design of a cantilever or gravity retaining wall using specialized software like SPWall or RetainPro. Structural profiles must handle lateral earth pressures, hydrostatic water pressures, clay swelling pressures, and structural surface surcharges.

Hand calculation protocol

Compute the manual geotechnical sliding and overturning safety factors by setting up moment balances:

FS_{\text{overturning}}=\frac{\sum M_{\text{resisting}}}{\sum M_{\text{overturning}}}\ge 2.0

Manually calculate structural reinforcement steel demands ( $A_{s}$ ) for the vertical concrete wall stem by modeling it as a structural cantilever subject to triangular active lateral soil pressures ( $P_{a}$ ):

P_{a}=\frac{1}{2}\gamma h^{2}K_{a}\quad \text{and}\quad M_{u,\text{base}}=1.6\times P_{a}\times \frac{h}{3}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Earth pressure — active, at-rest or passive selection with surcharge and water pressure.
External stability — sliding, overturning, bearing capacity, global stability factors of safety.
Stem — flexure and shear at the base and at reinforcement cut-off points.
Heel and toe — flexure and shear with the correct pressure distribution.
Shear key — need, sizing and passive resistance mobilized.
Drainage — filter, weep holes, drain pipe, and the assumption of no hydrostatic buildup.
Reinforced-soil or tieback alternative — reinforcement length, spacing and pullout if used.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Active / at-rest pressure	AASHTO LRFD §3.11.5; NAVFAC DM-7.02	$K_a=\tan^2\!\left(45^\circ-\tfrac{\phi}{2}\right)$ $K_o=1-\sin\phi$ $P_a=\tfrac{1}{2}K_a\gamma H^2$	—
Sliding	AASHTO LRFD §10.6.3.4	$FS_{sliding}=\dfrac{\sum R_h}{\sum F_h}\ge 1.5$	—
Overturning	AASHTO LRFD §11.6.3.3	$FS_{OT}=\dfrac{\sum M_R}{\sum M_O}\ge 2.0$	—
Bearing at the base	AASHTO LRFD §11.6.3.2	$q_{max,min}=\dfrac{\sum V}{B}\left(1\pm\dfrac{6e}{B}\right)$	—
Stem, heel and toe design	ACI 318-19 Ch. 9, 13	$\phi M_n\ge M_u,\quad \phi V_n\ge V_u$	—
Seismic increment	AASHTO LRFD §11.6.5 (Mononobe–Okabe)	$\Delta P_{AE}=\tfrac{3}{8}k_h\gamma H^2$	—
Drainage	AASHTO LRFD §11.6.6; FHWA-NHI-10-024	—	No hydrostatic pressure assumed only if drainage is designed.
MSE / tieback alternative	FHWA-NHI-10-024/025	$L_e\ge \dfrac{T_{max}FS}{2\sigma_v F^*\alpha}$	—

Software verification

Extract structural moment charts from the design program and verify that the base sliding stability matches hand-calculated base friction parameters exactly.

Alternative / comparative analysis

Compare a traditional Reinforced Concrete Cantilever Retaining Wall against a Mechanically Stabilized Earth (MSE) Wall system based on site space limitations, wall height, and grading demands.

Full cost analysis

Itemize costs for wall concrete, reinforcing steel, modular MSE blocks, geogrid reinforcements, structural select backfill soil, and sub-drainage gravel systems.

Required graphics

Fix the structural wall alignment on a grading site layout drawing. Complete detailed structural wall cross-section section drawings displaying wall stems, heels, toes, reinforcement bars, and drainage weep pathways.

Area 18

Pile and Deep Foundation Design

Open studio

Full design implementation

Finalize deep foundation designs (e.g., driven steel H-piles, precast concrete piles, or drilled shafts) using specialized software like APILE or LPILE. Settle pile lengths, diameters, group configurations, and structural concrete pile cap designs.

Hand calculation protocol

Determine single pile structural vertical capacity by summing manual skin friction and tip resistance evaluations:

Q_{\text{all}}=\frac{Q_{s}+Q_{p}}{FS}=\frac{f_{s}A_{s}+q_{p}A_{p}}{3.0}

Manually complete structural design checks for the reinforced concrete pile cap member by setting up internal strut-and-tie models or standard truss mechanics. Compute required cap flexural reinforcing steel area ( $A_{s}$ ) based on concrete shear punch span constraints:

A_{s}=\frac{T_{u}}{\phi f_{y}}\quad \text{where}\quad T_{u}=\frac{P_{u}\times s_{\text{pile}}}{8d}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Single pile axial capacity — skin friction and end bearing, with the method and factor stated.
Group capacity and efficiency — block failure and group settlement.
Lateral capacity — deflection and moment by p-y or Broms, head fixity assumption.
Structural capacity of the pile section — as a column with unsupported length.
Downdrag / uplift — negative skin friction and tension capacity where applicable.
Pile cap — thickness, punching, flexure, and pile embedment.
Installation and verification — driving criteria, load test program, PDA or CSL requirements.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Axial capacity	AASHTO LRFD §10.7; FHWA GEC-12	$Q_{ult}=Q_s+Q_p=\sum f_sA_s+q_pA_p$	—
Skin friction (alpha / beta)	AASHTO LRFD §10.7.3.8	$f_s=\alpha c_u$ $f_s=\beta\sigma'_v$	—
Group efficiency	AASHTO LRFD §10.7.3.9	$\eta=\dfrac{Q_{group}}{nQ_{single}}$	—
Lateral response	AASHTO LRFD §10.7.3.12 (p-y); Broms method	$EI\dfrac{d^4y}{dx^4}+E_py=0$	—
Structural section capacity	AISC 360-22 §E; ACI 318-19 §13.4	$\phi P_n \ge P_u$	—
Downdrag	AASHTO LRFD §3.11.8	$Q_{dd}=\sum f_{neg}A_s$	—
Driving / load test verification	ASTM D1143 (static), ASTM D4945 (PDA), ASTM D6760 (CSL)	—	Acceptance criteria stated before testing.

Software verification

Match automated p-y curves for pile lateral deflection against manual calculations of structural pile shaft sizing under horizontal shear.

Alternative / comparative analysis

Compare a Driven Steel H-Pile group configuration against a Drilled Cast-In-Place Concrete Shaft configuration based on skin friction efficiency, soil disturbance profiles, and driving vibration risks.

Full cost analysis

Quantify deep foundation costs based on total linear feet drilled or driven, steel pile material weight, pile concrete volume, pile driving rig mobilization fees, and dynamic load testing (PDA) services.

Required graphics

Draft a pile cap layout plan drawing indexing pile locations and pile grouping geometries under columns. Provide subsurface structural section drawings showing pile penetrations through soil layers down to solid bedrock.

Area 19

Settlement Analysis and Ground Improvement

Open studio

Full design implementation

Calculate long-term multi-layered settlement patterns across the project footprint using specialized consolidation software (e.g., Settle3D). Design comprehensive ground improvement measures (e.g., wick drains, surcharge pre-loading, or stone columns) to accelerate consolidation.

Hand calculation protocol

Calculate the ultimate primary consolidation settlement ( $S_{c}$ ) of an underlying soft clay stratum using Terzaghi's consolidation equation:

S_{c}=\frac{C_{c}}{1+e_{0}}H\log \left(\frac{\sigma _{0}^{\prime }+\Delta \sigma }{\sigma _{0}^{\prime }}\right)

Manually resolve vertical stress dissipation profiles ( $\Delta \sigma$ ) at structural depth layers beneath footings using the 2:1 stress distribution rule of soil mechanics:

\Delta \sigma =\frac{P_{(u)}}{(B+z)(L+z)}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Stress increase profile — Boussinesq or 2:1 distribution beneath each loaded area.
Immediate settlement — elastic settlement of granular layers.
Consolidation settlement — Cc/Cr, OCR, void ratio, per compressible layer.
Time rate — Cv, drainage path, degree of consolidation at milestone dates.
Secondary compression — Cα for long-life or organic-soil conditions.
Differential settlement and angular distortion — checked against the structure's tolerance.
Ground improvement element — surcharge, wick drains, stone columns or grouting, designed with spacing and expected improvement.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Stress increase	NAVFAC DM-7.01; Boussinesq	$\Delta\sigma_z=\dfrac{q}{\left(1+\left(\tfrac{B}{2z}\right)^2\right)^{3/2}}\ \text{or } 2{:}1\ \text{method}$	—
Consolidation settlement (NC)	ASTM D2435; AASHTO LRFD §10.6.2.4	$S_c=\dfrac{C_cH}{1+e_o}\log\dfrac{\sigma'_o+\Delta\sigma}{\sigma'_o}$	—
Overconsolidated case	AASHTO LRFD §10.6.2.4.3	$S_c=\dfrac{C_rH}{1+e_o}\log\dfrac{\sigma'_p}{\sigma'_o}+\dfrac{C_cH}{1+e_o}\log\dfrac{\sigma'_o+\Delta\sigma}{\sigma'_p}$	—
Time rate	ASTM D2435; Terzaghi 1-D theory	$T_v=\dfrac{c_vt}{H_{dr}^2}$ $t=\dfrac{T_vH_{dr}^2}{c_v}$	—
Secondary compression	AASHTO LRFD §10.6.2.4.4	$S_s=\dfrac{C_\alpha H}{1+e_p}\log\dfrac{t_2}{t_1}$	—
Angular distortion limit	AASHTO LRFD §10.5.2.2; Skempton & MacDonald	$\delta/L\le 1/500\ \text{(framed structures)}$	—
Wick drains / preload	FHWA-NHI-16-027	$U_h=1-\exp\left(\dfrac{-8T_h}{F(n)}\right)$	—

Software verification

Verify that the automated settlement profile values match hand-calculated consolidation settlements within a 5% tolerance across core structural grid intersections.

Alternative / comparative analysis

Compare a Deep Soil Vibro-Replacement (Stone Columns) strategy against a Site Surcharge Pre-loading program with Prefabricated Vertical Drains (Wick Drains) based on soil consolidation timelines.

Full cost analysis

Estimate ground improvement costs based on material volumes for stone columns, vertical drain linear footage, surcharge soil hauling, and field settlement monitoring instruments (e.g., extensometers, piezometers).

Required graphics

Overlay the ground improvement treatment zone on a master site layout drawing. Provide subgrade geological section drawings tracking consolidation zones, soil profiles, and settlement monitoring sensor tips.

Area 20

Slope Stability and Excavation

Open studio

Full design implementation

Execute a comprehensive slope stability and temporary shoring wall design using software like GeoStudio SLOPE/W or Slide. Finalize soil nail networks, sheet pile layouts, or soldier pile shoring configurations to protect open excavations.

Hand calculation protocol

Execute a manual 2D Method of Slices stability calculation for a critical circular sliding arc to compute the baseline safety factor:

FS=\frac{\sum (c\Delta L+N\tan \phi )}{\sum W\sin \alpha }

Manually evaluate structural bending moments and required section modulus ( $S_{x}$ ) profiles for steel sheet pile shoring members by tracking lateral earth pressure diagrams under cantilever boundary layouts:

M_{\text{max}}=\frac{P_{a}\times h_{\text{ditch}}}{3}\quad \text{and}\quad S_{x}\ge \frac{M_{\text{max}}}{\pm \phi F_{y}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Critical slip surface — circular and non-circular searches, factor of safety reported.
Drained and undrained cases — short-term and long-term shear strength parameters.
Seismic case — pseudo-static coefficient and permanent displacement estimate.
Seepage and phreatic surface — effect on effective stress and stability.
Excavation support element — soldier pile, sheet pile or soil nail sizing with embedment.
Bracing / tieback — strut or anchor loads, spacing and pullout capacity.
Monitoring plan — inclinometers, piezometers, survey points and trigger levels.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Limit-equilibrium stability	FHWA-NHI-05-123; USACE EM 1110-2-1902	$FS=\dfrac{\sum \left[c'\ell+(N-u\ell)\tan\phi'\right]}{\sum W\sin\alpha}$	—
Required factors of safety	USACE EM 1110-2-1902 Table 3-1; AASHTO LRFD §11.6.2.3	$FS_{static}\ge 1.5,\quad FS_{seismic}\ge 1.1$	—
Undrained (phi=0) case	ASTM D2166 / D2850	$FS=\dfrac{c_uL_aR}{Wd}$	—
Seismic displacement	AASHTO LRFD §11.6.5; Newmark sliding block	$\log d = f(k_y/k_{max})$	—
Seepage / phreatic effects	USACE EM 1110-2-1901	$\sigma'=\sigma-u$	—
Excavation support	OSHA 29 CFR 1926 Subpart P; FHWA-IF-99-015	$D_{embed}\ \text{from } \sum M=0\ \text{about the tie}$	—
Monitoring	ASTM D6230 (inclinometer); FHWA-NHI-16-027	—	Trigger levels set before excavation begins.

Software verification

Confirm that the critical failure slip plane coordinates discovered by software search loops track with manual kinematic wedge analyses under saturated conditions.

Alternative / comparative analysis

Compare a Cantilevered Steel Sheet Pile Shoring Wall against a Soil Nail Wall with Shotcrete Facing based on excavation depths, property boundary constraints, and lateral structural deflection limits.

Full cost analysis

Itemize costs for shoring installation labor, sheet pile rentals, soil nail drilling, shotcrete application, tieback anchor testing, and specialized dewatering pump networks.

Required graphics

Outline excavation perimeters and shoring run metrics on a topographical site layout drawing. Finalize geological cross-section section drawings detailing failure plane surfaces, water tables, shoring wall structures, and tieback anchoring depths.

Area 21

Roadway Geometric Analysis and Design

Open studio

Full design implementation

Establish the final three-dimensional roadway alignment using Civil 3D or OpenRoads. Finalize horizontal tangent lengths, curve radii, transition spiral curves, vertical crest/sag curves, and superelevation cross-slope rates.

Hand calculation protocol

Manually calculate the required length ( $L$ ) of a vertical crest curve using stopping sight distance criteria:

L=\frac{AS^{2}}{100\left(\sqrt{2h_{1}}+\sqrt{2h_{2}}\right)^{2}}

Manually compute specific cross-sectional template layouts to layout roadway crown adjustments. Calculate coordinate elevation targets across outer lane edges using superelevation transition percentage rules:

e_{\text{elevation}}=\text{Station\ Width}\times \text{Cross\ Slope\ \%}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Horizontal curve — radius, superelevation, transition length, sight distance around obstructions.
Vertical curve — K value, crest/sag stopping sight distance, headlight and comfort criteria.
Typical cross section — lane, shoulder, cross slope, clear zone, side slopes.
Superelevation transition — runoff and runout with the axis-of-rotation defined.
Intersection or interchange geometry — turning templates, corner radii, taper and storage lengths.
Earthwork — mass haul diagram, cut/fill balance, borrow and waste volumes.
Drainage tie-in — ditch grade, inlet spacing and hydroplaning check on superelevated sections.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Stopping sight distance	AASHTO Green Book (7th ed.) §3.2.2	$SSD=1.47Vt+\dfrac{V^2}{30\left(\tfrac{a}{32.2}\pm G\right)}$	—
Horizontal curve radius	AASHTO GDHS §3.3.3	$R_{min}=\dfrac{V^2}{15(e+f)}$	—
Superelevation runoff	AASHTO GDHS §3.3.7	$L_r=\dfrac{wn_1e_d}{\Delta}b_w$	—
Crest vertical curve	AASHTO GDHS §3.4.6	$L=\dfrac{AS^2}{2158}\ (S<L)$	—
Sag vertical curve	AASHTO GDHS §3.4.6	$L=\dfrac{AS^2}{400+3.5S}\ (S<L)$	—
Cross section and clear zone	AASHTO Roadside Design Guide (4th ed.)	—	Clear zone from design speed, ADT and side slope.
Earthwork volumes	State DOT design manual; average end area	$V=\dfrac{L(A_1+A_2)}{2}$	—

Software verification

Cross-check the software’s horizontal alignment station points and superelevation runoff lengths against manual geometry checks to verify correct banking transitions.

Alternative / comparative analysis

Balance a roadway alignment profile that prioritizes minimum earthwork volumes (matching existing contours) against an alternative alignment that optimizes vehicle fuel economy (flatter grades).

Full cost analysis

Calculate comprehensive roadway costs by tabulating site clearing areas, bulk earthwork cut/fill volumes (cubic yards), subgrade compaction areas, and roadway safety guardrail runs.

Required graphics

Finalize the horizontal alignment plan on a comprehensive site layout drawing tracking stationing and curve coordinates. Complete longitudinal profile section drawings and road cross-section drawings detailing ditches and pavement banking.

Area 22

Traffic Operations and Safety

Open studio

Full design implementation

Build a complete micro-simulation traffic model using software like VISSIM, Synchro, or HCS. Finalize intersection lane counts, turning pocket storage lengths, traffic signal phase splits, green wave cycle timings, and signage plans.

Hand calculation protocol

Calculate the minimum optimal cycle length ( $C_{0}$ ) for the intersection layout using Webster’s formula:

C_{0}=\frac{1.5L+5}{1-\sum Y_{i}}

Manually resolve safety geometric parameters by computing vehicle stopping sight distance ( $SSD$ ) components across vertical approach lanes to verify approach layout clearance times:

SSD=1.47Vt+\frac{V^{2}}{30\left[\left(\frac{a}{g}\right)\pm G\right]}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Volume development — counts, PHF, K/D factors, and design-year projection.
Intersection capacity — lane group v/c, delay and LOS by movement for each approach.
Signal design — cycle length, splits, clearance intervals, pedestrian timing, coordination offsets.
Turn lane design — storage length, taper, and 95th-percentile queue check.
Safety analysis — crash history, predictive method (HSM), and countermeasure selection with CMFs.
Signing and marking — MUTCD-compliant plan for the studied segment.
Non-motorized elements — crosswalk, refuge, bike lane and ADA ramp geometry.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Peak-hour volume	HCM 7th ed. Ch. 4	$PHF=\dfrac{V_{hr}}{4V_{15}}$ $v=\dfrac{V}{PHF}$	—
Saturation flow	HCM 7th ed. Ch. 19	$s=s_of_wf_{HV}f_gf_pf_{bb}f_af_{LU}f_{LT}f_{RT}$	—
Capacity and v/c	HCM 7th ed. Ch. 19	$c=sN\dfrac{g}{C}$ $X=\dfrac{v}{c}$	—
Control delay and LOS	HCM 7th ed. Exhibit 19-8	$d=d_1+d_2+d_3$	—
Cycle length	Webster / HCM 7th ed. Ch. 19	$C_o=\dfrac{1.5L+5}{1-\sum Y_i}$	—
Clearance interval	ITE Traffic Engineering Handbook; MUTCD §4D	$y=t+\dfrac{1.47V}{2a+64.4G}$	—
Turn-lane storage	AASHTO GDHS §9; NCHRP 279	$L_s=2\cdot \dfrac{V_{turn}}{N_{cycles}}\cdot 25\ \text{ft}$	—
Safety / crash prediction	AASHTO HSM (1st ed.) Part C	$N_{pred}=N_{spf}\times\prod CMF_i\times C$	—

Software verification

Match manual traffic green split distributions against automated optimization software timing patterns to verify proper critical lane group tracking.

Alternative / comparative analysis

Conduct an alternative operational evaluation comparing a Signaled Multi-Lane Intersection Design against a Modern Double-Lane Roundabout configuration based on traffic capacity, delay metrics, and conflict points.

Full cost analysis

Tabulate costs for traffic signal controller hardware, structural mast arms, electronic detection loop sensors, intersection lighting, roadway painting, and traffic control signage.

Required graphics

Finalize the channelization layout on an intersection site layout drawing. Complete lane marking and signage plan drawings alongside cross-sectional visibility section drawings across critical sight triangles.

Area 23

Pavement Analysis and Design

Open studio

Full design implementation

Finalize structural pavement section thicknesses using AASHTO MEPDG or WinPAS software. Determine asphalt binder grades and aggregate base layer depths, or finalize concrete slab thicknesses with joint dowel bar spacings.

Hand calculation protocol

Calculate the pavement Structural Number ( $SN$ ) manually using the empirical AASHTO design guide equation:

\log _{10}(\text{ESAL})=Z_{R}S_{0}+9.36\log _{10}(SN+1)-0.20+\frac{\log _{10}\left[\frac{\Delta \text{PSI}}{4.2-1.5}\right]}{0.40+\frac{1094}{(SN+1)^{5.19}}}+2.32\log _{10}(M_{R})-8.07

Manually separate individual layer component structural depths ( $D_1, D_2, D_3$ ) using structural layer performance coefficients ( $a_{i}$ ) and drainage factors ( $m_{i}$ ):

SN=a_{1}D_{1}+a_{2}D_{2}m_{2}+a_{3}D_{3}m_{3}

Manually calculate required diameters and cross-sectional spacings for rigid steel joint dowel bars bar components to verify aggregate load transfer parameters.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Traffic input — ESAL or axle-load spectra with growth and lane distribution.
Subgrade characterization — CBR, MR, drainage coefficient and seasonal variation.
Flexible section — surface, base and subbase thickness with layer coefficients and structural number.
Rigid section — slab thickness, joint spacing, load transfer (dowels), tie bars.
Shoulder and widening section — design for edge support and construction joint type.
Drainage layer and edge drain — permeability and outlet spacing.
Rehabilitation alternative — overlay thickness, milling depth, or reconstruction with life-cycle comparison.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Design traffic	AASHTO 1993 Guide Part II; Pavement ME	$W_{18}=ADT\cdot T\cdot D\cdot L\cdot 365\cdot Y\cdot F_{eq}$	—
Subgrade support	AASHTO T 307 (MR); ASTM D1883 (CBR)	$M_R\approx 1500\cdot CBR$	—
Flexible structural number	AASHTO 1993 Guide §II-3.1	$SN=a_1D_1+a_2D_2m_2+a_3D_3m_3$	—
Flexible design equation	AASHTO 1993 Guide Eq. II-3.1	$\log W_{18}=Z_RS_o+9.36\log(SN+1)-0.20+\dfrac{\log\left(\tfrac{\Delta PSI}{4.2-1.5}\right)}{0.40+\tfrac{1094}{(SN+1)^{5.19}}}+2.32\log M_R-8.07$	—
Rigid slab thickness	AASHTO 1993 Guide Part II Ch. 3 (rigid)	$\log W_{18}=Z_RS_o+7.35\log(D+1)-0.06+\ldots$	—
Joint spacing and dowels	ACPA; FHWA rigid pavement guidance	$L_{joint}\le 24t\ \text{(in.)}$	—
Drainage coefficient	AASHTO 1993 Guide Table 2.4	—	m-value from quality of drainage and saturation time.
Life-cycle cost	FHWA LCCA (RD-00-140)	$NPV=\sum \dfrac{C_t}{(1+i)^t}$	—

Software verification

Enter equivalent hand parameters into WinPAS. Confirm that automated layer calculations yield matching thickness configurations for asphalt and crushed stone base profiles.

Alternative / comparative analysis

Perform a full lifecycle cost and performance comparison between a Flexible Asphalt Pavement section and a Rigid Portland Cement Concrete (PCC) Pavement section.

Full cost analysis

Quantify pavement construction costs based on asphalt/concrete tonnage, base aggregate volumes, structural joint dowel bars, prime coat applications, and field paving equipment labor.

Required graphics

Generate a pavement zone layout on a project site layout drawing. Produce detailed structural roadway cross-section section drawings detailing exact material layer thicknesses, subgrade preparation boundaries, and joint details.

Area 24

Airport Analysis and Design

Open studio

Full design implementation

Design an airfield runway, taxiway, and apron network following FAA Advisory Circulars using FAARFIELD software. Finalize runway lengths, safety area clearances, taxiway fillet geometries, and structural heavy aircraft pavement layers.

Hand calculation protocol

Compute the manual structural pavement thickness requirement using FAA design curves for a specific landing gear arrangement and gross aircraft takeoff weight:

t=f(\text{CBR},\text{Wheel\ Load},\text{Passes})

Manually resolve exact runway geometric extension adjustments by computing runway length corrections based on site elevation ( $E_{\text{feet}}$ ) and local temperature profiles:

L_{\text{adjusted}}=L_{\text{base}}\times \left[1+0.07\left(\frac{E}{1000}\right)\right]

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Design aircraft — critical aircraft selection, ADG/TDG and wingspan controls.
Runway length and width — corrected for elevation, temperature, gradient.
Pavement section — aircraft gear loading, PCN/ACN or FAARFIELD thickness by layer.
Taxiway geometry — fillet design, separation standards, turning path check.
Apron / gate layout — parking envelope, pushback, and ground-service circulation.
Safety areas and surfaces — RSA, OFA and imaginary surfaces obstruction check.
Airfield drainage and marking — inlet capacity plus lighting and marking plan.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Design aircraft / ADG	FAA AC 150/5300-13B Ch. 1	—	Critical aircraft governs all geometry.
Runway length correction	FAA AC 150/5325-4B	$L=L_{SL}\times f_{elev}\times f_{temp}\times f_{grade}$	—
Pavement thickness	FAA AC 150/5320-6G (FAARFIELD)	$CDF=\sum \dfrac{n_i}{N_i}\le 1.0$	—
Taxiway geometry / fillets	FAA AC 150/5300-13B Ch. 4	—	TDG-based fillet and separation standards.
Safety areas and surfaces	14 CFR Part 77; AC 150/5300-13B Ch. 3	—	RSA, ROFA and imaginary-surface penetration check.
Airfield drainage	FAA AC 150/5320-5D	$Q=CiA$	—
Marking and lighting	FAA AC 150/5340-1M, 150/5340-30J	—	Plan sheet required.

Software verification

Check that structural thickness charts from FAARFIELD correspond with manual FAA chart lookups for the target design aircraft.

Alternative / comparative analysis

Evaluate alternative runway alignments (e.g., a Single Main Runway configuration vs. an Intersecting Crosswind Runway configuration) based on wind coverage percentages and earthwork demands.

Full cost analysis

Itemize airfield costs including heavy-duty airport concrete paving, specialized FAA airfield lighting, taxiway guidance signage, runway markings, and security fencing.

Required graphics

Produce an airfield master site layout drawing detailing runway alignments, runway safety areas (RSA), and taxiway object-free zones (TOFZ). Provide runway cross-sectional pavement profile section drawings.

Area 25

Parking and Multimodal Facility Design

Open studio

Full design implementation

Complete the final design of an integrated transit or multimodal hub. Finalize vehicle stall geometries, bus loading bays, bicycle pathways, pedestrian sidewalk networks, and ADA-compliant access ramps.

Hand calculation protocol

Compute the total number of municipal parking stalls and accessible spaces needed by directly applying zoning ratio equations:

\text{Stalls}=\text{Area}_{\text{gross}}\times \text{Ratio\ Code}

Manually verify circulation lane geometries by calculating minimum envelope path radius metrics ( $R_{\text{turn}}$ ) required to keep turning single-unit transit vehicles within traffic lane markings:

R_{\text{outer}}=\sqrt{R_{\text{inner}}^{2}+\text{Wheelbase}^{2}}+\text{Front\ Overhang}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Parking demand and supply — stall count by user class with peak-hour accumulation.
Stall and aisle geometry — module width, angle, accessible stall count and location.
Circulation and ramps — slope, sight distance, queuing at entry/exit control.
Transit or drop-off element — bay length, bus turning path, shelter clearance.
Pedestrian network — walkway width, crossing treatment, ADA path of travel and slopes.
Bicycle facility — lane width, buffer, parking, and intersection treatment.
Lighting and wayfinding — illuminance levels and signage plan for the facility.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Parking demand	ITE Parking Generation (5th ed.); local zoning minimums	$P=\text{rate}\times \text{units}\times (1-\text{shared-use adj.})$	—
Stall and module geometry	ITE/NPA dimensioning; local code	—	Angle, stall width, aisle width table required.
Accessible parking	ADA Standards §208.2, §502	—	Count and van-accessible ratio by total spaces.
Bus bay / transit stop	TCRP Report 19; AASHTO GDHS §9	$L_{bay}=L_{taper,in}+L_{stop}+L_{taper,out}$	—
Pedestrian facility	PROWAG R302; ADA §403	$\text{width}\ge 4\ \text{ft},\ \text{cross slope}\le 2\%$	—
Bicycle facility	AASHTO Bike Guide (2012); NACTO Urban Bikeway Design Guide	—	Lane width and buffer by speed and volume.
Lighting	IES RP-8-18 (roadway), RP-20 (parking)	$E_{avg}\ \text{and}\ \dfrac{E_{avg}}{E_{min}}\ \text{per class}$	—

Software verification

Verify that automated vehicle sweeping software (AutoTURN) loops match manual analytical model boundaries for minimum design vehicle turning paths.

Alternative / comparative analysis

Compare a decentralized ground-level surface parking layout against a centralized multi-story park-and-ride parking structure based on footprint efficiency and structural cost.

Full cost analysis

Tabulate costs for asphalt paving areas, concrete curbing linear footage, passenger bus shelters, lighting poles, perimeter landscaping, and pedestrian safety barriers.

Required graphics

Draft a multimodal facility site layout drawing detailing vehicle lanes, stall layouts, and pedestrian conflict buffers. Issue facility circulation plan drawings and loading bay clearance profile section drawings.

Area 26

Hydrology and Watershed Analysis

Open studio

Full design implementation

Build a comprehensive watershed hydrologic model using software like HEC-HMS or USGS StreamStats. Route regional rainfall through the delineated basin to output final peak flood hydrographs and cumulative volume curves.

Hand calculation protocol

Compute the manual peak storm discharge ( $Q$ ) using the Rational Method equation for verification: $Q=C\times I\times A$ Manually determine the Time of Concentration ( $T_{c}$ ) using the NRCS Velocity Method by tracking sheet flow, shallow concentrated flow, and open channel flow travel time steps ( $T_{i}$ ):

T_{c}=\sum T_{i}=\sum \frac{L_{i}}{3600V_{i}}

Manually convert total rainfall volume into runoff depth using the NRCS Curve Number equation parameters.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Watershed delineation — boundary, area, flow length, slope and time of concentration.
Land use and soils — curve number or runoff coefficient by sub-catchment, weighted value shown.
Design storm — IDF selection, return periods analyzed, rainfall distribution used.
Peak flow — rational or unit-hydrograph method per sub-catchment, pre- and post-development.
Hydrograph routing — reservoir and channel routing where storage exists.
Base flow / groundwater interaction — where the study period requires it.
Calibration or sensitivity — model response to CN, Tc and rainfall depth variation.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Time of concentration	NRCS TR-55 Ch. 3	$T_c=T_{sheet}+T_{shallow}+T_{channel}$ $T_{sheet}=\dfrac{0.007(nL)^{0.8}}{P_2^{0.5}s^{0.4}}$	—
Curve number and retention	NRCS TR-55 Ch. 2; NEH Part 630	$S=\dfrac{1000}{CN}-10$ $Q=\dfrac{(P-0.2S)^2}{P+0.8S}$	—
Rational method peak	FHWA HEC-22 (3rd ed.) Ch. 3	$Q=CiA$	—
Design rainfall	NOAA Atlas 14; local IDF curves	$i=\dfrac{a}{(t_c+b)^c}$	—
Unit hydrograph / routing	USACE HEC-HMS Technical Reference	$Q_p=\dfrac{484AQ}{T_p}$	—
Reservoir routing	USACE HEC-HMS (storage-indication)	$\dfrac{S_2}{\Delta t}+\dfrac{O_2}{2}=I_{avg}+\dfrac{S_1}{\Delta t}-\dfrac{O_1}{2}$	—
Frequency analysis	USGS Bulletin 17C	$\log Q_T=\bar{x}+K_T s$	—

Software verification

Verify that the peak flow rate from HEC-HMS tracks within acceptable calibration boundaries when compared to manual empirical basin estimates.

Alternative / comparative analysis

Evaluate watershed runoff variations under alternative land-use scenarios (e.g., comparing pre-development forested conditions against post-development high-density urban zoning).

Full cost analysis

Estimate regional watershed management expenses, property flood hazard mitigation assessments, land conservation acquisition costs, and hydrologic sensor deployment grids.

Required graphics

Produce a master watershed site layout drawing defining basin divides, drainage sub-catchments, reach channels, and soil hydrologic group layouts. Include a longitudinal stream gradient section drawing.

Area 27

Drainage and Stormwater Design

Open studio

Full design implementation

Complete the final design of a municipal storm sewer network using software like StormCAD or Civil 3D. Finalize catch basin locations, manhole drop heights, pipe material selections, pipe slopes, and pipe diameters.

Hand calculation protocol

Manually solve pipe capacity and velocity checks using the friction-factor rearranged Manning's equations:

Q=\frac{1.486}{n}AR_{h}^{2/3}S^{1/2}

Manually verify pipeline fluid velocity profiles ( $V$ ) to satisfy self-cleansing requirements. Size storm pipe wall structural reinforcement classes by computing structural earth loads under dead backfill parameters: $W_{c}=C_{d}\gamma B_{d}^{2}$

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Inlet — spread and capture efficiency on grade and in sag, spacing along the gutter line.
Storm pipe — size, slope, velocity limits, full-flow capacity and hydraulic grade line.
Manhole / junction — head losses, drop requirements, structure sizing.
Outfall — velocity, energy dissipation, scour protection and tailwater condition.
Detention / retention facility — stage-storage-discharge, outlet structure, emergency spillway.
Open channel reach — Manning's design, lining type, freeboard, permissible velocity.
System check — HGL profile plotted against rim elevations for the design and check storms.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Gutter spread and inlet capture	FHWA HEC-22 Ch. 4	$Q=\dfrac{0.56}{n}S_x^{5/3}S_L^{1/2}T^{8/3}$ $E=1-\left(1-\dfrac{Q_i}{Q}\right)$	—
Pipe capacity	FHWA HEC-22 Ch. 7; ASCE MOP 60	$Q=\dfrac{1.49}{n}AR^{2/3}S^{1/2}$	—
Velocity limits	HEC-22 Ch. 7; local drainage manual	$2.5\ \text{ft/s}\le V\le 12\ \text{ft/s}$	—
Junction / structure losses	FHWA HEC-22 Ch. 7 (energy-loss method)	$h_L=K\dfrac{V^2}{2g}$	—
Hydraulic grade line	FHWA HEC-22 Ch. 7	$HGL_{us}=HGL_{ds}+h_f+\sum h_L$	—
Detention outlet / stage-storage	HEC-22 Ch. 8; local drainage manual	$Q_{orifice}=C_dA\sqrt{2gh}$ $Q_{weir}=C_wLH^{3/2}$	—
Emergency spillway	State dam-safety / drainage manual	$Q_{100}\ \text{routed with freeboard}\ge 1\ \text{ft}$	—

Software verification

Extract the software-calculated hydraulic grade line (HGL) profiles. Ensure that sewer backwater calculations match manual water surface profiles step-by-step.

Alternative / comparative analysis

Compare a standard Concrete Pipe (RCP) gravity storm sewer network against an alternative High-Density Polyethylene (HDPE) network based on hydraulic roughness, installation weights, and structural pipe soil loads.

Full cost analysis

Tabulate storm utility costs based on pipe linear footage per diameter class, catch basin structures, precast manholes, trench excavation volumes, pipe bedding stone, and utility utility utility tie-in fees.

Required graphics

Finalize the stormwater infrastructure plan on a utility site layout drawing. Complete continuous storm sewer profile section drawings mapping pipe runs, invert slopes, conflicting utilities, and hydraulic grade lines.

Area 28

Culvert, Weir and Open-Channel Studio

Open studio

Full design implementation

Finalize the hydraulic design of channels, culvert crossings, and flow-control structures using software like HEC-RAS or HY-8. Settle open-channel cross-sections, culvert barrel dimensions, headwall layouts, and energy dissipator structures.

Hand calculation protocol

Calculate flow configurations manually using standard sharp-crested weir equations and critical flow formulas:

Q=C_{w}LH^{1.5}\quad \text{and}\quad y_{c}=\sqrt[3]{\frac{q^{2}}{g}}

Manually resolve energy head losses across culvert structures by tracking entrance, friction, and exit loss coefficients under full conduit outlet control equations:

H=\left[1+K_{e}+\frac{29n^{2}L}{R_{h}^{4/3}}\right]\frac{V^{2}}{2g}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Culvert — inlet and outlet control analysis, governing headwater, entrance loss coefficient.
Culvert appurtenances — headwall, wingwalls, aprons, and inlet improvement if used.
Weir / spillway — crest length, discharge coefficient, head-discharge curve.
Energy dissipator — stilling basin or riprap apron sized for the exit velocity and Froude number.
Channel transition — contraction/expansion losses and water-surface profile continuity.
Scour and countermeasure — contraction and local scour depth with riprap gradation.
Fish passage / debris — where required by permit, with the governing criterion.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Culvert inlet control	FHWA HDS-5 (3rd ed.)	$\dfrac{HW}{D}=\dfrac{H_c}{D}+K\left[\dfrac{Q}{AD^{0.5}}\right]^M-0.5S$	—
Culvert outlet control	FHWA HDS-5 Ch. 4	$HW=TW+h_L-SL$ $h_L=\left(1+k_e+\dfrac{29n^2L}{R^{4/3}}\right)\dfrac{V^2}{2g}$	—
Open-channel normal depth	FHWA HDS-3 / HEC-15	$Q=\dfrac{1.49}{n}AR^{2/3}S^{1/2}$	—
Critical flow / Froude	HDS-5 Appendix; open-channel theory	$Fr=\dfrac{V}{\sqrt{gD_h}}$ $\dfrac{Q^2T}{gA^3}=1$	—
Weir discharge	USBR Water Measurement Manual Ch. 7	$Q=C_wLH^{3/2}$ $Q=\tfrac{8}{15}C_d\sqrt{2g}\tan\tfrac{\theta}{2}H^{5/2}$	—
Energy dissipation / stilling basin	USBR EM-25; FHWA HEC-14	$\dfrac{y_2}{y_1}=\tfrac{1}{2}\left(\sqrt{1+8Fr_1^2}-1\right)$	—
Riprap sizing	FHWA HEC-23 / HEC-11	$D_{50}=\dfrac{0.001V^3}{d_{avg}^{0.5}K^{1.5}}$	—
Scour countermeasures	FHWA HEC-18 / HEC-23	—	Contraction plus local scour combined.

Software verification

Match HEC-RAS hydraulic jump locations and conjugal depths against manual calculations of critical fluid momentum balances.

Alternative / comparative analysis

Compare a Box Culvert configuration against a Multi-Barrel Circular Pipe Culvert system based on hydraulic efficiency, structural soil cover clearances, and headwater elevation constraints.

Full cost analysis

Quantify costs for precast concrete culvert sections, structural concrete headwalls, steel weir plates, channel excavation volumes, and concrete energy baffle blocks.

Required graphics

Detail channel and control alignments on a hydraulic site layout drawing. Issue channel cross-section plan drawings mapping water surface levels, and longitudinal culvert section drawings detailing inlet/outlet structures and hydraulic jumps.

Area 29

Flood Mitigation and Resilience

Open studio

Full design implementation

Design a comprehensive regional flood protection system (e.g., levees, floodwalls, flood bypass channels) using 2D hydrodynamic modeling software like HEC-RAS 2D. Finalize structural configurations to resist hydrodynamic surge pressures and floating debris impacts.

Hand calculation protocol

Calculate the manual hydrostatic force distribution profile and overturning moment acting on a vertical concrete floodwall section:

F_{h}=\frac{1}{2}\gamma _{w}h^{2}

Manually resolve dynamic fluid loads by computing lateral hydrodynamic drag forces ( $F_{d}$ ) from design flood flow velocities hitting protective infrastructure components:

F_{d}=\frac{1}{2}C_{d}\rho V^{2}A

Manually evaluate vertical foundation structural buoyancy safety margins against upward groundwater pressures during deep flood events.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Floodplain baseline — existing water-surface profile and mapped flood elevation.
Levee or floodwall element — height with freeboard, section stability, seepage and underseepage.
Channel improvement — enlargement or realignment with the resulting profile change.
Detention / bypass — storage volume and diversion capacity with routing results.
Structure protection — elevation, dry/wet floodproofing, or acquisition per building.
No-rise / impact check — downstream and upstream effects of the proposed works.
Resilience measures — operations, warning thresholds and residual-risk statement.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Water-surface profile	USACE HEC-RAS Hydraulic Reference; FEMA G&S	$\dfrac{V_1^2}{2g}+y_1+z_1=\dfrac{V_2^2}{2g}+y_2+z_2+h_e$	—
Regulatory flood elevation / freeboard	44 CFR 60.3; ASCE 24-14	$FPE=BFE+\text{freeboard (}\ge 1\ \text{ft)}$	—
Levee geometry and stability	USACE EM 1110-2-1913; 44 CFR 65.10	$FS_{slope}\ge 1.4\ \text{(steady seepage)}$	—
Seepage / underseepage	USACE EM 1110-2-1913 Appendix B	$i_{exit}=\dfrac{\Delta h}{L}\le \dfrac{i_{cr}}{FS}$ $i_{cr}=\dfrac{\gamma'}{\gamma_w}$	—
Floodwall structural design	USACE EM 1110-2-2502	$FS_{OT}\ge 2.0,\ FS_{sliding}\ge 1.5$	—
No-rise certification	44 CFR 60.3(d)(3)	$\Delta WSE \le 0.00\ \text{ft in the floodway}$	—
Building floodproofing	ASCE 24-14 Ch. 6–7; FEMA P-936	—	Dry vs wet floodproofing per occupancy.

Software verification

Compare water surface elevations extracted from HEC-RAS 2D grids against manual 1D standard-step backwater verification loops.

Alternative / comparative analysis

Conduct a risk and cost comparative analysis between an Earth Levee Embankment structural system and a Reinforced Concrete Floodwall system based on structural footprint space, real estate needs, and safety margins.

Full cost analysis

Estimate bulk earthwork compaction volumes for levees, floodwall concrete/steel costs, structural floodgate mechanisms, emergency pump station infrastructures, and long-term flood insurance premium savings.

Required graphics

Overlay flood mitigation zones on a FEMA hazard site layout drawing mapping 100-year and 500-year flood lines. Provide structural levee/floodwall cross-section section drawings mapping hydrostatic and hydrodynamic pressure envelopes.

Area 30

BMP and Green Infrastructure

Open studio

Full design implementation

Complete the final sizing and component design of stormwater Best Management Practices (e.g., wet retention ponds, bioretention basins, underground detention vaults) using software like HydroCAD or EPA-SWMM. Finalize multi-staged outlet control structures.

Hand calculation protocol

Compute the required target Water Quality Volume ( $WQ_{v}$ ) manually using regional impervious percentage formulas:

WQ_{v}=\frac{P\times R_{v}\times A}{12}\quad \text{where}\quad R_{v}=0.05+0.009(I)

Manually establish structural cross-section parameters for structural overflow weir components. Size weir cutout widths ( $L$ ) to pass peak emergency flows based on freeboard head limits ( $H$ ):

L=\frac{Q_{\text{peak}}}{C_{w}H^{1.5}}

Manually compute required reinforcing steel layout areas ( $A_{s}$ ) inside subterranean storage vault cell walls to withstand lateral saturated fluid thrust pressures.

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Water-quality volume — capture volume computed for the tributary drainage area.
Bioretention cell — surface area, ponding depth, media depth, drawdown time, underdrain.
Permeable pavement — reservoir depth, infiltration rate, structural section under traffic.
Swale / filter strip — length, slope, residence time and treatment efficiency.
Infiltration feasibility — measured infiltration rate, separation to groundwater and bedrock.
Pretreatment element — forebay or sediment trap sizing.
Pollutant load reduction — pre- and post-load with removal efficiencies and the required target.
Maintenance plan — inspection frequency and replacement cycle per BMP.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Water-quality volume	State stormwater manual; EPA NPDES MS4	$WQV=\dfrac{P\,R_v\,A}{12}$ $R_v=0.05+0.009I$	—
Bioretention sizing	State BMP manual; PADEP/MDE design guidance	$A_f=\dfrac{WQV\,d_f}{k(h+d_f)t_f}$	—
Drawdown time	State stormwater manual	$t=\dfrac{d_{pond}}{k}\le 48\ \text{hr}$	—
Permeable pavement reservoir	ACI 522R; ASCE/EWRI 45-16	$d_r=\dfrac{WQV}{A\,n_{void}}$	—
Infiltration testing	ASTM D3385 (double-ring); D6913 gradation	—	Measured rate, not assumed; separation to groundwater.
Swale residence time	FHWA HEC-15; state manual	$t_r=\dfrac{L}{V}\ge 9\ \text{min}$	—
Pollutant load reduction	EPA STEPL / state removal-efficiency tables	$L=\sum C_iQ_i$ $\Delta L=L_{pre}-L_{post}$	—

Software verification

Confirm that the HydroCAD node configuration accurately routes stage-storage data pools to produce drawdown timings matching hand-calculated orifice flow models.

Alternative / comparative analysis

Compare an above-ground Naturalized Bioretention Basin system against a buried Modular Concrete Underground Detention Vault system based on surface real estate values, safety parameters, and pollutant removal efficiencies.

Full cost analysis

Itemize costs for engineered bio-soil media, specialized wetland vegetation plantings, underdrain pipe assemblies, concrete overflow riser structures, pond liners, and routine sediment dredging maintenance operations.

Required graphics

Map BMP placements and site drainage footprints across a low-impact development site layout drawing. Finalize basin plan drawings and multi-layered media profile section drawings detailing pond depths, weir cuts, and orifice clearances.

Area 31

Construction Planning and Cost

Open studio

Full design implementation

Build a comprehensive baseline construction schedule (using Primavera P6 or MS Project) and prepare a detailed ASTM UniFormat/MasterFormat cost estimate. Finalize construction sequences, critical paths, and resource leveling.

Hand calculation protocol

Manually determine early-start, late-start, and total float values for a simplified project timeline using critical path method (CPM) algorithms:

\text{Total\ Float}=LS-ES=LF-EF

Manually build up specific construction equipment cycling capacities. Compute truck haul asset requirements based on loose excavation material volumes and travel speed limits:

\text{Fleet\ Size}=\frac{\text{Truck\ Cycle\ Time}}{\text{Excavator\ Load\ Time}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Work breakdown structure — every deliverable decomposed to a costed work package.
Activity durations and logic — CPM network with critical path and total float identified.
Resource plan — crew, equipment and material per controlling activity, with leveling.
Quantity takeoff — measured quantities per element, tied to the drawings.
Cost estimate — direct, indirect, overhead, profit and contingency with the estimate class stated.
Cash flow and S-curve — planned value over the schedule, plus earned-value control basis.
Site logistics and temporary works — crane placement, access, formwork and shoring.
Risk register — schedule/cost risks quantified with mitigation owners.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
WBS and estimate structure	PMI PMBOK (7th ed.); CSI MasterFormat	—	Every deliverable maps to a costed work package.
CPM schedule	AACE RP 24R-03; ASCE/CI Scheduling practice	$TF=LS-ES=LF-EF$ $FF=ES_{succ}-EF_{pred}$	—
Productivity and duration	RSMeans Building Construction Cost Data (current year)	$D=\dfrac{Q}{P\cdot N_{crew}}$	—
Estimate class and contingency	AACE International RP 18R-97	—	Class 1–5 with the accuracy range stated.
Earned value control	ANSI/EIA-748; PMI Practice Standard for EVM	$CPI=\dfrac{EV}{AC},\ SPI=\dfrac{EV}{PV}$ $EAC=\dfrac{BAC}{CPI}$	—
Time value / life-cycle	FHWA LCCA; ASTM E917	$NPV=\sum\dfrac{C_t}{(1+i)^t}$	—
Temporary works and safety	ASCE 37-14; OSHA 29 CFR 1926	—	Shoring, formwork and crane loads designed, not assumed.

Software verification

Cross-check the automated critical path activities flag output against hand forward/backward schedule calculation tracking sheets.

Alternative / comparative analysis

Run a construction optimization analysis comparing an accelerated schedule timeline (utilizing overtime labor and multiple crews) against a standard linear timeline based on indirect project overhead costs.

Full cost analysis

Compile the final definitive project cost sheet: itemizing direct material/labor costs, sub-contractor bids, equipment rentals, mobilization, construction contingencies, and general contractor profit margins.

Required graphics

Draft a phased construction logistics plan on a master site layout drawing locating tower cranes, material hoisting zones, and soil stockpiles. Include excavation shoring sequencing section drawings.

Area 32

Materials and Laboratory Design

Open studio

Full design implementation

Finalize specialized concrete mix designs, asphalt pavement formulations, or sustainable composite material specs for the project. Establish material quality control criteria and laboratory validation protocols.

Hand calculation protocol

Calculate the target concrete mix proportions and aggregate water-absorption corrections using manual absolute volume design steps:

V=\frac{W_{\text{water}}}{\gamma _{w}}+\frac{W_{\text{cement}}}{SG_{c}\times \gamma _{w}}+\frac{W_{\text{fine}}}{SG_{f}\times \gamma _{w}}+\frac{W_{\text{coarse}}}{SG_{s}\times \gamma _{w}}+V_{\text{air}}

Manually resolve material stress-strain modulus relations ( $E_{c}$ ) from standard compressive test break parameters ( $f_{c}^{\prime }$ ) to verify component stiffness constraints:

E_{c}=57000\sqrt{f_{c}^{\prime }}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Mix or blend design — trial proportions with target strength and workability.
Specimen program — number, size, curing and test ages per ASTM/AASHTO method.
Strength testing — compressive, tensile or flexural results with statistical treatment.
Durability testing — absorption, permeability, freeze-thaw, or gradation and Atterberg limits.
Acceptance criteria — specification limit, standard deviation and over-design factor.
Control charts / QC plan — sampling frequency and rejection rules for production.
Alternative material comparison — performance, cost and embodied carbon of at least two mixes.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Concrete mix proportioning	ACI 211.1-91 (R2009); ACI 318-19 §26.4	$f'_{cr}=f'_c+1.34s$ $f'_{cr}=f'_c+2.33s-500$	—
Compressive strength test	ASTM C39 / C31 (specimens); AASHTO T 22	$f_c=\dfrac{P}{A}$	—
Split tensile / flexural	ASTM C496; ASTM C78	$f_{ct}=\dfrac{2P}{\pi ld}$ $f_r=\dfrac{PL}{bd^2}$	—
Aggregate gradation	ASTM C136 / D6913; ASTM C33	$C_u=\dfrac{D_{60}}{D_{10}},\ C_c=\dfrac{D_{30}^2}{D_{10}D_{60}}$	—
Soil compaction	ASTM D698 / D1557; ASTM D6938 (field)	$RC=\dfrac{\gamma_{d,field}}{\gamma_{d,max}}\ge 95\%$	—
Asphalt mix design	AASHTO M 323 / R 35 (Superpave)	$VMA,\ VFA,\ V_a=4\%\ \text{at }N_{des}$	—
Acceptance and variability	ACI 214R-11; AASHTO R 9	$s=\sqrt{\dfrac{\sum(x_i-\bar{x})^2}{n-1}}$ $V=\dfrac{s}{\bar{x}}$	—

Software verification

Verify that laboratory trial batch software updates automatically output adjusted batch weights that align with manual moisture-correction calculations.

Alternative / comparative analysis

Compare a standard Ordinary Portland Cement (OPC) concrete mix against an eco-friendly Supplementary Cementitious Material (SCM) mix incorporating fly ash or slag based on early strength gains, curing heat, and carbon credits.

Full cost analysis

Quantify raw material costs per cubic yard or ton, material transportation logistics, batch plant processing fees, laboratory testing inspector hours, and non-destructive on-site testing equipment.

Required graphics

Produce laboratory equipment layout configurations on a testing facility plan drawing. Issue material specimen microstructure cross-section section drawings displaying aggregate interlocking boundaries, failure shear fractures, and crack lines.

Area 33

AI and Smart Infrastructure

Open studio

Full design implementation

Integrate an operational Smart Infrastructure or Structural Health Monitoring (SHM) network into the project. Design sensor array layouts (e.g., fiber-optic strain gauges, tilt meters, traffic cameras) paired with cloud-based predictive AI models.

Hand calculation protocol

Compute the required minimum digital data ingestion rate ( $R$ ) by setting up manual sampling frequency matrices:

R=\text{Number\ of\ Sensors}\times \text{Sampling\ Frequency\ (Hz)}\times \text{Bit\ Depth}

Manually compute structural baseline target frequencies ( $f_{n}$ ) using ideal single-degree-of-freedom mechanical formulas to provide checking limits for AI structural sensor monitoring anomalies:

f_{n}=\frac{1}{2\pi }\sqrt{\frac{k}{m}}

Element-by-element design requirements

Every element listed below must be designed, checked and detailed — a single representative member does not satisfy this area.

Sensor selection — quantity measured, range, accuracy, sampling rate per instrument.
Sensor placement — instrumented elements chosen from the demand analysis, with justification.
Data acquisition and transmission — logger, power budget, connectivity and storage plan.
Data pipeline — cleaning, calibration, and feature extraction steps.
Model — algorithm, training/validation split, and performance metrics on held-out data.
Threshold and alarm logic — trigger levels tied to the engineering limit state, not to statistics alone.
Response protocol — who acts on an alert, within what time, and with what verification.
Validation — model output compared against an independent physical calculation.

Codes, standards and governing equations

Cite the clause and edition next to every element you design. Equations below are the minimum hand-calculation set.

Element / check	Code, edition and clause	Governing equation(s)	Acceptance note
Structural health monitoring plan	ISHMII guidelines; ASCE SEI SHM practice	—	Instrumented elements chosen from the demand analysis.
Sensor accuracy and sampling	ASTM E2954; IEEE 1451 smart-transducer standard	$f_s\ge 2f_{max}\ \text{(Nyquist)}$	—
Strain / displacement measurement	ASTM E251 (strain gauges); ASTM D6027	$\varepsilon=\dfrac{\Delta L}{L},\quad \sigma=E\varepsilon$	—
Modal / vibration analysis	ISO 4866; AASHTO bridge vibration guidance	$f_n=\dfrac{1}{2\pi}\sqrt{\dfrac{k}{m}}$	—
Model performance	ASTM E2857 (model validation); ISO/IEC 25012 data quality	$RMSE=\sqrt{\dfrac{1}{n}\sum(y_i-\hat{y}_i)^2}$ $R^2=1-\dfrac{SS_{res}}{SS_{tot}}$	—
Alarm thresholds	ISO 13822 (assessment of existing structures)	$\text{Trigger}=\text{limit-state demand}\times \alpha_{warn}$	—
Data governance	NIST SP 800-53 (controls); FAIR data principles	—	Ownership, retention and access documented.

Software verification

Cross-examine automated sensor anomaly logs against hand-calculated structural stress limits to confirm the model tags structural variations accurately.

Alternative / comparative analysis

Evaluate a continuous Automated Sensor-Based Maintenance Alert framework against a traditional manual human-inspector schedule based on early structural damage detection and lifecycle building savings.

Full cost analysis

Tabulate costs for electronic sensor hardware, field data logging telemetry hubs, solar panel power units, fiber-optic cable runs, custom software development, cloud database storage, and AI maintenance support subscriptions.

Required graphics

Superimpose the sensor communication node grid over a facility site layout drawing. Provide detailed hardware enclosure installation plan drawings and component embedment depth profile section drawings.If your team is dividing up responsibilities for your second-semester appendices, let me know:What specific engineering asset or building type are you designing?Which three or four equations do you want me to expand with step-by-step example numerical metrics?I can map out a targeted sample calculation worksheet tailored to your actual site layout parameters.5 sitesLoading Composite MembersLoad Combination Setup Once all load cases have been created, combinations containing these load cases must also be created. The d...SCIA EngineerThe Fundamentals of Structural DesignJan 3, 2022 — Considerations and Calculations of Loads Upon pinpointing the codes that are to be used in structural design, the following two ar...www.asdipsoft.comSAP2000 - 07 Interactive Database Editing: Watch & LearnNov 14, 2011 — Learn about the SAP2000 3D finite element based structural analysis and design program and how models may be edited using the inte...YouTubeShow alle.g. for a building, i expect hand analysis of loads and pressures and design of all components such as slab, beams, columns, footing etc... This should also appy to other areas and their comonents

Design, verification and cost expectations

Project Design Setup via AutoCAD

Design Basis and Criteria

Loads and Demands

Structural Analysis and Building Design

Bridge Analysis and Design

Steel Analysis and Design

Reinforced Concrete Analysis and Design

Masonry Analysis and Design

Connection Analysis and Design

Portal Frame and Aircraft Hangar Design

Parking Garage Design

Structural Failure Investigation

Progressive Collapse and Alternative Load Path

Foundation Analysis and Design

Retaining Wall Analysis and Design

Pile and Deep Foundation Design

Settlement Analysis and Ground Improvement

Slope Stability and Excavation

Roadway Geometric Analysis and Design

Traffic Operations and Safety

Pavement Analysis and Design

Airport Analysis and Design

Parking and Multimodal Facility Design

Hydrology and Watershed Analysis

Drainage and Stormwater Design

Culvert, Weir and Open-Channel Studio

Flood Mitigation and Resilience

BMP and Green Infrastructure

Construction Planning and Cost

Materials and Laboratory Design

AI and Smart Infrastructure