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67 Excel design tools in one purchase: 36 for NSCP 2015, 30 for ACI 318-19 and ASCE 7-22, and the Lot Bearing Plotter.
Inside: 36 NSCP 2015 designers, load calculators and checkers · 30 ACI 318-19 and ASCE 7-22 designers, load calculators and checkers (SI units) · the Lot Bearing Plotter (land survey).
67 Excel workbooks and their 67 worked A4 sample calculations (134 files). Bought separately PHP 25,933; the bundle is PHP 24,118, a saving of PHP 1,815 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
36 NSCP 2015 spreadsheets in one purchase: the reinforced-concrete designers, steel, precast, wind and seismic loads, and the seismic irregularity checkers.
36 Excel workbooks and their 36 worked A4 sample calculations (72 files). Bought separately PHP 14,114; the bundle is PHP 13,127, a saving of PHP 987 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
30 ACI 318-19 and ASCE 7-22 spreadsheets in one purchase (SI units): 17 reinforced-concrete and precast designers to ACI 318-19, the ASCE 7-22 wind and seismic load calculators and 11 seismic irregularity checkers.
30 Excel workbooks and their 30 worked A4 sample calculations (60 files). Bought separately PHP 11,420; the bundle is PHP 10,621, a saving of PHP 799 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
The 17 core reinforced-concrete designers to NSCP 2015 in one purchase: beams, columns, slabs, stair, footings, slab-on-grade, shear wall, retaining wall and diaphragm.
17 Excel workbooks and their 17 worked A4 sample calculations (34 files). Bought separately PHP 7,033; the bundle is PHP 6,541, a saving of PHP 492 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
8 Excel workbooks and their 8 worked A4 sample calculations (16 files). Bought separately PHP 3,192; the bundle is PHP 2,969, a saving of PHP 223 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
The 11 seismic irregularity checkers to NSCP 2015 Section 208 in one purchase: torsional irregularity, storey drift and P-Delta, soft storey, weak storey, mass, vertical geometric, in-plane discontinuity, re-entrant corner, diaphragm discontinuity, out-of-plane offset and nonparallel system. Each works from the results or the plan geometry of your ETABS, SAP2000, STAAD or RAM model.
11 Excel workbooks and their 11 worked A4 sample calculations (22 files). Bought separately PHP 3,839; the bundle is PHP 3,571, a saving of PHP 268 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
The 11 seismic irregularity checkers to ASCE 7-22 Chapter 12 (SI units) in one purchase: torsional irregularity, storey drift and P-Delta, soft storey, weak storey, mass, vertical geometric, in-plane discontinuity, re-entrant corner, diaphragm discontinuity, out-of-plane offset and nonparallel system. Each works from the results or the plan geometry of your ETABS, SAP2000, STAAD or RAM model.
11 Excel workbooks and their 11 worked A4 sample calculations (22 files). Bought separately PHP 3,839; the bundle is PHP 3,571, a saving of PHP 268 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
Four foundation designers to NSCP 2015 in one purchase: isolated footing, combined footing, strap footing and mat foundation.
4 Excel workbooks and their 4 worked A4 sample calculations (8 files). Bought separately PHP 1,796; the bundle is PHP 1,671, a saving of PHP 125 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
Three steel designers to NSCP 2015 Chapter 5 (LRFD) in one purchase: Steel Beam, Steel Column and Base Plate & Anchor Bolt.
3 Excel workbooks and their 3 worked A4 sample calculations (6 files). Bought separately PHP 1,347; the bundle is PHP 1,253, a saving of PHP 94 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
Precast Bundle: Corbel and Dapped-End, NSCP 2015 and ACI 318-19 (4 Spreadsheets)
by RHCES
Four precast designers in one purchase: the Corbel Designer and the Dapped-End Designer, each in two editions, NSCP 2015 and ACI 318-19 (SI units).
4 Excel workbooks and their 4 worked A4 sample calculations (8 files). Bought separately PHP 1,496; the bundle is PHP 1,392, a saving of PHP 104 (about 7%). Each Excel copy is licensed to the buyer's name. One licence per engineer or office.
Check a rectangular reinforced-concrete beam section to NSCP 2015 in minutes. Enter the materials, section, bars and the factored Mu and Vu, and the sheet works out the rest.
Flexure for singly or doubly reinforced beams, with tension bars placed in one or two layers automatically and the compression-steel stress found whether it yields or not. Ductility (net tensile strain and phi), minimum steel, shear with vertical stirrups, maximum stirrup spacing, minimum stirrups, bar clear spacing, crack-control spacing and the minimum-depth (deflection) rule.
A design check summary shows demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Design aids give the required steel area and stirrup spacing so you can size the bars quickly.
Every result is an open Excel formula with readable names, and the code-based steps carry NSCP 2015 clause references. Prints as a clean 3-page A4 calculation sheet with your project details.
Version 1.1 (October 2026): the section drawing is now live, redrawn from your bars and layers as you type. Results are unchanged from version 1.0. Entries outside the allowed ranges are refused, and an incomplete set of inputs shows CHECK INPUTS instead of a verdict. Bars that do not fit in their layer are drawn in red.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Learning the method? The e-book RC Beam Design Made Clear (NSCP 2015) works through it step by step; it is sold separately on library.rhces.com.
Design a beam of a special moment frame (SMRF) to NSCP 2015 Section 418.6. The Beam Design sheet checks the midspan section like the regular RC Beam Section Designer (flexure, singly or doubly reinforced in one or two layers, ductility, minimum steel, shear, cover, bar spacing, crack control and minimum depth), and the SMRF Beam sheet adds the special moment frame rules at both column faces.
SMRF checks: materials for special seismic systems (fy and fyt at most 420 MPa); the size limits of 418.6.2; the longitudinal steel of 418.6.3 at six sections (top and bottom at the left face, midspan and right face): two continuous bars, minimum steel, steel ratio at most 0.025, M+n at a face at least half of M-n and every section at least a quarter of the largest Mn; probable moments Mpr (1.25 fy, phi = 1.0) and the design shear Ve from Mpr for both sway directions with the gravity load 1.2D + 1.0L (418.6.5), with Vc = 0 in the hoop zones where the code requires it; hoops over 2h from each face with the first hoop within 50 mm and spacing at most d/4, 6 db and 150 mm (418.6.4); and the beam-bar checks at the joints (20 db through an interior joint, hooked-bar development in an exterior joint, 418.8).
A live elevation shows the hoop zones and bars, and a chart shows the design shear along the span. The check summary gives demand, capacity, ratio and PASS / FAIL for every line, with one overall result. Cross-checked against the special moment frame girder example of FEMA 451 (within 0.5 %).
Not covered: the columns, joint shear and strong column / weak beam (see the RC Column Section Designer SMRF), T-beam action and torsion.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Version 1.1 (October 2026): the Beam Design sheet and the SMRF Beam sheet now draw the live section of your bars and layers (left face, midspan and right face). Results are unchanged from version 1.0. Bars that do not fit in their layer are drawn in red.
Design and check a rectangular tied reinforced-concrete column to NSCP 2015: axial load with bending about both axes, slenderness and shear, with interaction diagrams drawn for you.
The P–M interaction diagram for each axis is built by strain compatibility over every bar layer and plotted as a chart with your load point on it. The sheet reads the design moment capacity at your factored axial load and checks biaxial bending with the load-contour method, plus the 0.80 Po axial limit.
Slenderness per axis: braced columns get the full moment magnification (with the minimum moment), sway columns are flagged for second-order moments, and unstable columns are caught. Curvature is picked from a drop-down, so the NSCP sign rule is applied for you.
Shear in both directions with the axial-load benefit, and detailing checks: steel ratio 1–8 %, minimum bars, bar clear spacing, tie size, tie spacing and crossties.
A design check summary shows demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Every result is a visible Excel formula with NSCP 2015 clause references; prints as a clean A4 calculation (4 pages + interaction diagrams). Ordinary (non-seismic) detailing; special moment frame (Section 418) confinement is not covered in this version.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Learning the method? The e-book RC Column Design Made Clear (NSCP 2015) works through it step by step; it is sold separately on library.rhces.com.
Design and check a rectangular tied column of a special moment frame (SMRF) to NSCP 2015 Section 418.7, with the beam-column joint at its top (418.8). It keeps everything of the regular RC Column Section Designer (biaxial P-M interaction by strain compatibility, slenderness and moment magnification, shear with axial load, cover and detailing) and adds the special moment frame rules.
SMRF checks: materials (bars fy at most 420 MPa; hoops up to 700 MPa for confinement); least dimension at least 300 mm and aspect ratio at least 0.4; steel ratio 1 to 6 %; strong column / weak beam, sum of Mnc at least 6/5 of the sum of Mnb in both sway directions (slab bars included); the confinement length lo, hoop spacing and the Ash rules of 418.7.5, and the spacing beyond lo; the design shear Ve from the probable moments Mpr (1.25 fy, phi = 1.0) over the axial range Pu,min to Pu, limited by the Mpr of the beams, with Vc = 0 where the code requires it; lap splices in the centre half of the clear height; axial tension under the smallest axial load; and joint shear Vj against phi Vn with the 1.7 / 1.2 / 1.0 factors, plus the 20 db and hooked-bar rules.
The Interaction sheet plots the phi Pn - phi Mn curve of each axis, the Mpr curve and your load point; a column elevation drawn to scale shows lo, the hoops and the splice zone. The check summary gives demand, capacity, ratio and PASS / CHECK / FAIL for every line, with one overall result.
Not covered: circular or spiral columns, precast frames, intermediate or ordinary moment frames, and the beam design of 418.6 (see the RC Beam Section Designer SMRF).
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check a rectangular reinforced-concrete beam section to ACI 318-19 (SI units) in minutes. Enter the materials, section, bars and the factored Mu and Vu, and the sheet works out the rest.
Flexure for singly or doubly reinforced beams, with tension bars placed in one or two layers automatically and the compression-steel stress found whether it yields or not. Ductility to ACI 318-19 (net tensile strain at least the yield strain + 0.003, with the matching phi), minimum steel, bar clear spacing, crack-control spacing and the minimum-depth (deflection) rule.
Shear uses the ACI 318-19 concrete shear table step by step: the simple formula, the formula with the longitudinal steel ratio, and the size-effect formula when stirrups are below the minimum, with the upper limit and a note showing which case governs. Then stirrup strength, the section limit, maximum spacing and minimum stirrups.
A design check summary shows demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Every result is an open Excel formula with readable names and ACI 318-19 clause references, and it prints as a clean 3-page A4 calculation sheet.
Version 1.1 (October 2026): the section drawing is now live, redrawn from your bars and layers as you type. Results are unchanged from version 1.0. Entries outside the allowed ranges are refused, and an incomplete set of inputs shows CHECK INPUTS instead of a verdict. Bars that do not fit in their layer are drawn in red.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · 3-page A4 calc sheet · SI units · open formulas · v1.1
Design and check a rectangular tied reinforced-concrete column to ACI 318-19 (SI units): axial load with bending about both axes, slenderness and shear, with interaction diagrams drawn for you.
The P–M interaction diagram for each axis is built by strain compatibility over every bar layer and plotted as a chart with your load point on it, using the ACI 318-19 strength reduction factors. The sheet reads the design moment capacity at your factored axial load and checks biaxial bending with the load-contour method, plus the 0.80 Po axial limit.
Slenderness per axis with moment magnification for braced columns (including the minimum moment), sway columns flagged for second-order moments, and unstable columns caught. Curvature is picked from a drop-down, so the code sign rule is applied for you.
Shear in both directions with the ACI 318-19 concrete shear table, including the axial-load term, the longitudinal-steel and size-effect formulas and the upper limit, plus minimum shear ties. Detailing checks: steel ratio 1–8 %, minimum bars, bar spacing, tie size (No. 13 for larger bars), tie spacing and crossties.
Every result is a visible Excel formula with ACI 318-19 clause references; prints as a clean A4 calculation. Ordinary (non-seismic) detailing; special moment frames (Chapter 18) are not covered in this version.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + P–M interaction diagrams · SI units
Design a solid circular reinforced-concrete column to NSCP 2015: axial load with biaxial bending (combined as the resultant moment), slenderness and moment magnification for braced frames (with the 1.4 second-order limit), P-M interaction by strain compatibility on a circular compression zone with the bars equally spaced on one circle, shear with axial load, and the longitudinal-bar, spiral and circular-tie detailing limits of Sections 410 and 425, with the zone 4 limits for columns outside the seismic-force-resisting system (418.14).
Enter the diameter, cover, materials, bars and the factored loads (several load rows); the sheet draws the live P-M interaction diagram with your load points, checks capacity, spiral or tie size and pitch, bar spacing and cover, and gives one overall result. Companion to the RC Column Section Designer (rectangular).
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design a solid circular reinforced-concrete column to ACI 318-19 (SI units): axial load with biaxial bending (combined as the resultant moment), slenderness and moment magnification for braced frames (with the 1.4 second-order limit), P-M interaction by strain compatibility on a circular compression zone with the bars equally spaced on one circle, shear with axial load, and the longitudinal-bar, spiral and circular-tie detailing limits of Chapters 10 and 25, with the ACI 318-19 phi transition and the Table 22.5.5.1 shear strength.
Enter the diameter, cover, materials, bars and the factored loads (several load rows); the sheet draws the live P-M interaction diagram with your load points, checks capacity, spiral or tie size and pitch, bar spacing and cover, and gives one overall result. Companion to the RC Column Section Designer (rectangular).
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + P–M interaction diagram · SI units
Design a solid one-way reinforced-concrete slab to NSCP 2015 per 1 m strip, from loads to bar spacing.
Self-weight is worked out for you; the factored load uses the larger of 1.4D and 1.2D + 1.6L. Moments and shear come from your choice: simply supported, cantilever, the NSCP 406.5 coefficients for continuous slabs (all positive and negative moment locations, with the 1.15 shear factor), or values typed in from your own analysis.
Checks bottom and top main bars for strength, ductility, minimum steel, maximum spacing, crack control and clear spacing; temperature and shrinkage bars; one-way shear without stirrups; and minimum thickness for deflection. Design aids give the required steel and the largest bar spacing that works.
A design check summary shows demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Every result is a visible Excel formula with NSCP 2015 clause references; prints as a clean 2-page A4 calculation sheet.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design a solid one-way reinforced-concrete slab to ACI 318-19 (SI units) per 1 m strip, from loads to bar spacing.
Self-weight is worked out for you; the factored load uses the larger of 1.4D and 1.2D + 1.6L. Moments and shear come from your choice: simply supported, cantilever, the ACI approximate coefficients for continuous slabs (all positive and negative locations, with the 1.15 shear factor), or values from your own analysis.
Checks bottom and top bars for strength and the ACI 318-19 tension-controlled limit, minimum and temperature steel (0.0018 Ag), maximum spacing, crack control and clear spacing; one-way shear with the ACI 318-19 size-effect formula (no stirrups); and minimum thickness for deflection. Design aids give the required steel and the largest bar spacing that works.
Every result is a visible Excel formula with ACI 318-19 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · 2-page A4 calc sheet · per 1 m strip · SI units
Design a reinforced-concrete waist-slab stair to NSCP 2015: a straight flight, or a flight with a landing at the bottom, at the top or at both ends, spanning along the flight between simple or restrained supports.
Enter the number of risers, the rise and tread, the landing lengths, the support widths, the materials, the bars and the loads (finishes, soffit, live load and an optional tread load). The sheet works out the self-weight of the waist and steps and the factored load, then the moments and shear: exact statics for simply supported flights, the NSCP 406.5 coefficients for restrained ends, or your own moments. It checks flexure with the effective depth perpendicular to the slope, ductility, minimum and distribution steel, bar spacing and crack control, cover, shear without stirrups, the minimum thickness for deflection, and the development and anchorage of the bars at the supports. It flags the re-entrant kink where a flight meets a landing above it and shows the crossing-bar detail, and gives editable riser, tread, 2R + T and headroom guidance lines.
A live drawing shows the steps, waist, landings, supports and every bar group. The check summary gives demand, capacity, ratio and PASS / FAIL for every line, with one overall result. Cross-checked against a published university stair example (within 0.3 %).
Not covered: cantilever, helical and free-standing stairs, precast stairs and flights with an intermediate support.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design a reinforced-concrete waist-slab stair to ACI 318-19 (SI units): a straight flight, or a flight with a landing at the bottom, at the top or at both ends, spanning along the flight between simple or restrained supports.
Enter the number of risers, the rise and tread, the landing lengths, the support widths, the materials, the bars and the loads (finishes, soffit, live load and an optional tread load). The sheet works out the self-weight of the waist and steps and the factored load, then the moments and shear: exact statics for simply supported flights, the ACI 318 6.5 coefficients for restrained ends, or your own moments. It checks flexure with the effective depth perpendicular to the slope, ductility, minimum and distribution steel, bar spacing and crack control, cover, shear without stirrups by Table 22.5.5.1 (with the size effect), the minimum thickness for deflection, and the development and anchorage of the bars at the supports. It flags the re-entrant kink where a flight meets a landing above it and shows the crossing-bar detail, and gives editable riser, tread, 2R + T and headroom guidance lines.
A live drawing shows the steps, waist, landings, supports and every bar group. The check summary gives demand, capacity, ratio and PASS / FAIL for every line, with one overall result. Cross-checked against a published university stair example (within 0.3 %).
Not covered: cantilever, helical and free-standing stairs, precast stairs and flights with an intermediate support.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · 4-page A4 calc sheet + live stair drawing · SI units
Design a two-way slab panel supported on beams or walls on all four edges, using the classic moment and shear coefficient method (ACI 318-63 Method 3, the tables used in Philippine design practice and textbooks), with the bars and checks to NSCP 2015.
Pick the edge condition from the 9 standard cases (with a sketch of each), enter the clear spans, thickness, loads and bars, and the sheet interpolates every coefficient for your span ratio. It works out the middle-strip negative and positive moments in both directions (dead and live load separately), the moments at discontinuous edges, and the column-strip values.
Checks each bar layer for strength and ductility, minimum steel, maximum spacing (2h / 450 mm), clear spacing, shear at both edges and minimum thickness (Table 408.3.1.2). It also gives the load carried to each supporting beam, ready for your beam design, and tells you to use the one-way slab method when la/lb is below 0.5.
The coefficient tables were cross-checked against three independent sources, including scans of the original ACI 318-63 tables. Every result is a visible Excel formula; prints as a clean A4 calculation sheet with the full coefficient tables.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design a two-way slab system with the Direct Design Method of NSCP 2015 Section 408.10: flat plates (with or without an edge beam) and slabs with beams between all supports, for interior, edge and corner panels, both directions side by side.
Checks the DDM limitations first, then works out the total static moment Mo, distributes it along the span with the code coefficients, and shares it between column strips, middle strips and beams using the code tables, with the beam stiffness ratio and torsional stiffness computed from your beam sizes.
Bars are sized automatically for every strip location ("Use Ø12 @ 200 mm") to satisfy the required steel, minimum steel and maximum spacing, or type your own spacing to check it. Also checks minimum thickness, one-way shear, and punching shear with moment transfer at interior and edge columns.
A design check summary shows every check with PASS / FAIL and one overall result. Every result is a visible Excel formula with NSCP 2015 clause references; prints as a clean A4 calculation with the DDM tables. Corner-column punching is not covered in this version.
Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheet + DDM tables · auto bar spacing
Includes 2 files: Excel workbook: Two-Way Slab Designer, Direct Design Method · Sample calculation, A4
Design a two-way slab panel supported on beams or walls on all four edges with the classic moment and shear coefficient method (ACI 318-63 Method 3), with the bars and checks to ACI 318-19 (SI units).
Pick one of the 9 edge-condition cases (sketches included), enter spans, thickness, loads and bars, and the sheet interpolates every coefficient for your span ratio: middle-strip negative and positive moments both ways, discontinuous-edge moments and column-strip values.
Checks each bar layer for strength and the ACI 318-19 tension-controlled limit, minimum steel (0.0018 Ag), maximum spacing, clear spacing, shear at every edge with the ACI 318-19 size-effect formula, and minimum thickness. It also gives the load carried to each supporting beam. The coefficient tables were cross-checked against three independent sources, including scans of the original ACI 318-63 tables.
Every result is a visible Excel formula with ACI 318-19 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + full coefficient tables · SI units
Design a two-way slab system with the Direct Design Method of ACI 318-19 Section 8.10 (SI units): flat plates (with or without an edge beam) and slabs with beams between all supports, for interior, edge and corner panels, both directions side by side.
Checks the DDM limitations, works out Mo, distributes it along the span and between column strips, middle strips and beams with the code tables (beam stiffness and torsion from your beam sizes), and sizes the bars automatically for every strip location, including the new ACI 318-19 minimum top steel at columns where punching stress is high (8.6.1.2).
Also checks minimum thickness, one-way shear and punching shear with the ACI 318-19 size effect and moment transfer at interior and edge columns (0.3 Mo at edge columns). Corner-column punching is not covered in this version.
Every result is a visible Excel formula with ACI 318-19 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + DDM tables · auto bar spacing · SI units
Includes 2 files: Excel workbook: Two-Way Slab Designer, Direct Design Method, ACI 318-19 · Sample calculation, A4
Structural
Isolated Footing Designer (NSCP 2015)
by RHCES
Design an isolated (spread) footing under a rectangular column to NSCP 2015, square or rectangular, from service loads to bars.
Enter the column, the dead and live axial loads (moments optional), the soil data and a trial footing. The sheet works out the net allowable soil pressure, the service pressure with moments and the full-contact (kern) check, and the factored soil pressure used for design.
Checks one-way shear in both directions, punching shear at d/2 including the shear from column moments, flexure at the column face both ways, minimum steel, the central-band rule for rectangular footings, bar spacing, development length of the bottom bars, column bearing, dowels and dowel development. Design aids suggest a square footing size and the bar spacing you need. A live footing plan shows the column, the critical sections, the steel band and where the load acts.
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Version 1.1: column offset incl. edge and corner columns, live plan and elevation sketches with forces, live footing section.
Excel · 5-page A4 calc sheet + live footing plan · v1.1
Design an isolated (spread) footing under a rectangular column to ACI 318-19 (SI units), square or rectangular, from service loads to bars.
Enter the column, the dead and live axial loads (moments optional), the soil data and a trial footing. The sheet works out the net allowable soil pressure, the service pressure with moments and the full-contact (kern) check, and the factored soil pressure used for design.
Checks one-way shear in both directions, punching shear at d/2 including the shear from column moments, flexure at the column face both ways, minimum steel, the central-band rule for rectangular footings, bar spacing, development length of the bottom bars, column bearing, dowels and dowel development. Design aids suggest a square footing size and the bar spacing you need. A live footing plan shows the column, the critical sections, the steel band and where the load acts.
ACI 318-19 specifics: one-way shear with the Table 22.5.5.1 formula, a switch for the size-effect factor (13.2.6.2 lets you neglect it for footings), the 8.6.1.2 minimum steel near the column, minimum steel 0.0018 Ag and the εty + 0.003 ductility limit.
Every result is a visible Excel formula with ACI 318-19 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Version 1.1: column offset incl. edge and corner columns, live plan and elevation sketches with forces, live footing section.
Excel · 5-page A4 calc sheet + live footing plan · SI units · v1.1
Design a rectangular combined footing carrying two columns to NSCP 2015, including an exterior column right at the property line.
The sheet sizes the footing length so the soil pressure is uniform (load resultant at the centre), or checks a length you enter with the trapezoidal pressure and the kern check. The footing is then designed as a beam along its length, with live shear-force and bending-moment diagrams: the largest negative moment between the columns sets the top bars, the moments at the column faces set the bottom bars.
Checks one-way shear at d from the column faces, punching at both columns (a three-sided edge section for a column at the property line), flexure and ductility of the top and bottom bars, transverse bands under each column, minimum steel, spacing, development length (top-bar factor applied), column bearing and dowels. A live plan drawing shows the columns, critical sections and transverse bands. Gravity loads; moment transfer at the columns is not included in this version.
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheet + live plan, shear & moment diagrams
Design a rectangular combined footing carrying two columns to ACI 318-19 (SI units), including an exterior column right at the property line.
The sheet sizes the footing length so the soil pressure is uniform (load resultant at the centre), or checks a length you enter with the trapezoidal pressure and the kern check. The footing is then designed as a beam along its length, with live shear-force and bending-moment diagrams: the largest negative moment between the columns sets the top bars, the moments at the column faces set the bottom bars.
Checks one-way shear at d from the column faces, punching at both columns (a three-sided edge section for a column at the property line), flexure and ductility of the top and bottom bars, transverse bands under each column, minimum steel, spacing, development length (top-bar factor applied), column bearing and dowels. A live plan drawing shows the columns, critical sections and transverse bands. Gravity loads; moment transfer at the columns is not included in this version.
ACI 318-19 specifics: one-way shear with the Table 22.5.5.1 formula, a switch for the size-effect factor (13.2.6.2 lets you neglect it for footings), minimum steel 0.0018 Ag and the εty + 0.003 ductility limit.
Every result is a visible Excel formula with ACI 318-19 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + live plan, shear & moment diagrams · SI units
Design a strap (cantilever) footing to NSCP 2015: an exterior column at the property line on its own footing, tied by a strap beam to an interior column on a concentric footing, so the soil pressure stays uniform under both.
The sheet solves the statics for the two footing reactions (strap self-weight optional), sizes the footings from the allowable soil pressure, and lets you design the interior footing for the full column load (default, conservative) or the reduced reaction. It checks uplift on the interior footing.
Strap beam: live shear and bending-moment diagrams, top steel for the maximum moment, minimum bottom steel and any sagging, ductility, stirrups (Vc, Vs, maximum spacing, minimum shear steel, section limit) and anchorage of the top bars at the property-line end. Exterior footing: designed across as cantilevers from the strap faces, with one-way shear, flexure, steel both ways, spacing and development. Interior footing: punching, one-way shear and flexure both ways, central band, development. Column bearing and dowels for both columns. A true-scale plan shows the property line, both footings, the strap and the critical sections. The strap is assumed not to bear on the soil (the Read Me gives the detailing note). Gravity loads.
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheet + live plan, strap shear & moment diagrams
Design a strap (cantilever) footing to ACI 318-19 (SI units): an exterior column at the property line on its own footing, tied by a strap beam to an interior column on a concentric footing, so the soil pressure stays uniform under both.
The sheet solves the statics for the two footing reactions (strap self-weight optional), sizes the footings from the allowable soil pressure, and lets you design the interior footing for the full column load (default, conservative) or the reduced reaction. It checks uplift on the interior footing.
Strap beam: live shear and bending-moment diagrams, top steel for the maximum moment, minimum bottom steel and any sagging, ductility, stirrups (Vc by Table 22.5.5.1, Vs, maximum spacing, minimum shear steel, section limit) and anchorage of the top bars at the property-line end. Exterior footing: designed across as cantilevers from the strap faces, with one-way shear, flexure, steel both ways, spacing and development. Interior footing: punching (with the optional size effect), one-way shear and flexure both ways, central band, the flexure-driven punching steel of 8.6.1.2, development. Column bearing and dowels for both columns. A true-scale plan shows the property line, both footings, the strap and the critical sections. Gravity loads.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + live plan, strap shear & moment diagrams · SI units
Calculate wind loads on buildings to NSCP 2015 Section 207, with the Philippine basic wind speeds (km/h) and the NSCP occupancy categories.
Covers enclosed and partially enclosed rigid buildings with flat, gable, hip or monoslope roofs. Enter the plan size, storey heights (up to 30 storeys), roof shape and slope, exposure and the basic wind speed; the sheet works out Kz at every level, the topographic factor (2-D ridge, 2-D escarpment or 3-D hill, optional), qz and qh, the gust factor with a rigid/flexible check, and the external pressure coefficients for walls and roof by interpolation.
Main wind-force-resisting system (directional procedure): design pressures for wind in both principal directions and both internal-pressure signs, storey forces, storey shears and overturning moments, base shear and base moment, and the minimum design wind load check. Components and cladding (buildings up to 18 m): wall and roof zone pressures by effective wind area, with the zone width and the minimum pressure. Live charts show the plan with the wind directions, the pressure profile, storey forces, shears and moments.
Every coefficient was taken from the printed NSCP 2015 and every result is a visible Excel formula with NSCP clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + storey forces, C&C and live charts
Calculate wind loads on buildings to ASCE 7-22 in SI units (wind speed in m/s, or type it in mph), including the ground elevation factor Ke and the ASCE 7-22 components-and-cladding zones.
Covers enclosed and partially enclosed rigid buildings with flat, gable, hip or monoslope roofs. Enter the plan size, storey heights (up to 30 storeys), roof shape and slope, exposure and the basic wind speed; the sheet works out Kz at every level, the topographic factor (2-D ridge, 2-D escarpment or 3-D hill, optional), qz and qh, the gust factor with a rigid/flexible check, and the external pressure coefficients for walls and roof by interpolation.
Main wind-force-resisting system (directional procedure): design pressures for wind in both principal directions and both internal-pressure signs, storey forces, storey shears and overturning moments, base shear and base moment, and the minimum design wind load check. Components and cladding (buildings up to 18 m): wall and roof zone pressures by effective wind area, with the zone width and the minimum pressure. Live charts show the plan with the wind directions, the pressure profile, storey forces, shears and moments.
Every result is a visible Excel formula with ASCE 7-22 section references; the Read Me lists the scope and limits. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + storey forces, C&C and live charts · SI (mph input)
Calculate earthquake loads on buildings to NSCP 2015 Section 208 (static lateral force procedure), with the Philippine seismic zones, soil profile types and near-source factors.
Select the structural system from all 68 lines of Tables 208-11A to 208-11D (R, Ω0 and the height limits for Zones 2 and 4 are filled in), then enter the zone, soil profile, seismic source type and distance, occupancy category and the storey heights and weights (up to 30 storeys); the sheet works out Ca, Cv, Na and Nv, the fundamental period by Method A (or Method B within its cap) and the design base shear with the limits of Eq. 208-8 to 208-11, or the simplified procedure where it is permitted.
Vertical distribution: Ft at the top, storey forces, storey shears and overturning moments. Also the redundancy factor ρ, Eh, Ev and Em = Ω0 Eh, and storey drift and P-Delta checks from the elastic displacements you enter (ΔM = 0.7 R ΔS). The checks flag a system that is not permitted or above its height limit, when the dynamic procedure is required, and soil profile SF. Live charts show the design response spectrum, storey forces, shears, moments and drift.
Every coefficient was taken from the printed NSCP 2015 and every result is a visible Excel formula with NSCP clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + storey forces, drift/P-Delta and live charts
Calculate earthquake loads on buildings to ASCE 7-22 Chapters 11 and 12 (Equivalent Lateral Force procedure) in SI units, with the new site classes BC, CD and DE and the two-period design spectrum.
Enter SDS, SD1, S1 and TL from the USGS ASCE 7-22 Hazard Tool, the risk category and site class, and select the structural system from Table 12.2-1 (R, Ω0, Cd and the height limits are filled in, or type your own); the sheet works out the Seismic Design Category, checks whether the ELF procedure is permitted (Table 12.6-1), the approximate period with the Cu cap, Cs with its upper and lower limits, and the base shear V = Cs W.
Vertical distribution with the exponent k for up to 30 storeys: storey forces, shears and overturning moments. Also ρ, Eh, Ev and Em, and storey drift (δx = Cd δxe / Ie against Table 12.12-1) and P-Delta stability from the elastic displacements you enter. Live charts show the design spectrum, storey forces, shears, moments and drift.
Every result is a visible Excel formula with ASCE 7-22 section references; the Read Me lists the scope, the limits and the values to confirm against your copy of the standard. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + storey forces, drift/P-Delta and live charts · SI units
Check the torsional irregularity of a building from your ETABS, SAP2000, STAAD or RAM results by NSCP 2015 Section 208. Paste the ETABS tables (Story Max Over Avg Drifts and Displacements, ETABS 22 or older layouts) or type the values, for up to 50 storeys and 8 load cases.
For every storey and load case the sheet works out the ratio of the maximum to the average storey drift against the 1.2 limit of Table 208-10 Type 1, and the torsional amplification factor Ax (Equation 208-7, at most 3.0) with the accidental eccentricity and its amplified value. It gives the governing storey and load case in each direction, PASS / CHECK for every storey and case, one overall result (NO TORSIONAL IRREGULARITY or TORSIONALLY IRREGULAR) and a checklist of what the irregularity triggers in NSCP 2015: amplified accidental torsion, static or dynamic procedure, drift at the edges, orthogonal effects, Zone 4 diaphragm connections and the near-source factor limits, each with its clause and printed page. Six live charts show the ratio, Ax and the edge and average drift against the elevation.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check the torsional irregularity of a building from your ETABS, SAP2000, STAAD or RAM results by ASCE 7-22 Chapter 12 (SI units). Paste the ETABS tables (Story Max Over Avg Drifts and Displacements, ETABS 22 or older layouts) or type the values, for up to 50 storeys and 8 load cases.
For every storey and load case the sheet works out the Torsional Irregularity Ratio TIR (maximum over average storey drift) against 1.2 (the single Type 1 of ASCE 7-22), with EXTREME above 1.4, and the amplification factor Ax of 12.8.4.3 (1.0 to 3.0) with the amplified accidental eccentricity. It gives the governing storey and load case in each direction, PASS / CHECK / EXTREME for every storey and case, one overall result (NO TORSIONAL IRREGULARITY, TORSIONALLY IRREGULAR or EXTREME TORSIONAL IRREGULARITY) and a checklist of what the irregularity triggers by Seismic Design Category: 3D model, amplified accidental torsion, drift at the edges, orthogonal load combinations, diaphragm and collector force increase, height limits, redundancy and the mass offset restriction of modal response spectrum analysis. Six live charts show the TIR, Ax and the edge and average drift against the elevation. The ASCE 7-22 provisions follow published secondary sources; the Read Me lists what is still to be confirmed.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 6 live charts · ETABS paste · SI units
Check storey drift, P-Delta and building separation from your ETABS, STAAD.Pro, SAP2000 or RAM results by NSCP 2015 Section 208. Paste the ETABS tables Story Max Over Avg Displacements, Diaphragm Center of Mass Displacements and Story Forces (ETABS 22 or older layouts) or type the values, for up to 50 storeys in X and Y and up to 8 load cases (static cases with and without the accidental eccentricity, response spectrum cases).
Storey by storey the sheet works out the maximum inelastic response displacement 0.7 R times the elastic drift (Equation 208-21) against 0.025 h or 0.020 h by the period, or a tolerable drift ratio you type (exception 1), at the centre of mass and at the extreme points of the plan; the P-Delta ratio against 0.10 with the Zone 4 alternative; the torsional irregularity indicator (above 1.2, Table 208-10) and Ax; and the separation from adjacent buildings and from a property line (Equation 208-23, 208.7.2.9). R for every system of Table 208-11, and every printed row names its governing load case. The sheet names the storey and load case of the largest drift in each direction, and a design check summary (PASS / CHECK / FAIL) gives one overall result: DRIFT OK, OK · SEE CHECKS, REVISE — DRIFT EXCEEDED or REVISE — SEE FAILS. Six live charts show the drift ratio with its limit, the P-Delta ratio and the level displacement with the separation, in each direction.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check storey drift, P-Delta stability and structural separation from your ETABS, STAAD.Pro, SAP2000 or RAM results by ASCE 7-22 Chapter 12 (SI units). Paste the ETABS tables Story Max Over Avg Displacements, Diaphragm Center of Mass Displacements and Story Forces (ETABS 22 or older layouts) or type the values, for up to 50 storeys in X and Y, up to 8 load cases, risk categories I to IV and SDC A to F.
Storey by storey the sheet works out the design storey drift (Cd times the elastic drift over Ie) against the allowable drift of Table 12.12-1 (divided by the redundancy factor for moment-frame-only systems in SDC D to F), taken along the edges for torsionally irregular structures in SDC C to F; the stability coefficient against 0.10 (drift amplified above it) and its maximum; the Type 1 torsional irregularity (TIR above 1.2, extreme above 1.4) with Ax; and the separation from adjacent structures and a property line (12.12.2), with Cd and the overstrength factor for every system of Table 12.2-1. The sheet names the storey and load case of the largest drift per direction, and a design check summary (PASS / CHECK / EXTREME / FAIL) gives one overall result: DRIFT OK, OK · SEE CHECKS, REVISE — DRIFT EXCEEDED or REVISE — SEE FAILS. Six live charts plot the drift ratio, the stability coefficient and the level displacement with their limits and the separation. The values come from secondary sources and ASCE 7-16 (such as the allowable drifts); the Read Me lists what is not yet confirmed.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 6 live charts · ETABS paste · SI units
Check the soft storey (stiffness) irregularity of a building from your ETABS, SAP2000, STAAD or RAM results by NSCP 2015 Section 208. Paste the ETABS Story Stiffness table (ETABS 22 or older layouts) or type the storey shear and drift, or the stiffness, for up to 50 storeys in X and Y, one load case per direction.
The sheet works out k = V / drift for every storey and, below the roof, its ratio to the storey above and to the mean of the three above against the 70 % and 80 % limits of Table 208-9 Type 1, with the drift-ratio exception of 208.4.5.2 Item 2 (no storey drift ratio above 1.3 times that of the storey above, the top two storeys excepted). It gives the lowest ratios and their storeys per direction, PASS or CHECK for each storey tested, one overall result (NO SOFT STOREY IRREGULARITY, marked DRIFT EXCEPTION MET where the exception is met, or SOFT STOREY IRREGULARITY) and a checklist of what the irregularity triggers: the dynamic procedure (PASS for a dynamic or declared two-stage analysis; a static analysis reads FAIL above five storeys or 20 m and CHECK within both limits), 100 % of the static base shear for a dynamic analysis, no Na cap of 1.1 or 1.2 in Zone 4, irregular-feature requirements and the Zone 2 relief for occupancy categories IV and V, each with its clause and printed page. Six live charts show the stiffness and the two ratios against the elevation.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check the soft storey (stiffness) irregularity of a building from your ETABS, SAP2000, STAAD or RAM results by ASCE 7-22 Chapter 12 (SI units). Paste the ETABS Story Stiffness table (ETABS 22 or older layouts) or type the storey shear and drift, or the stiffness, for up to 50 storeys in X and Y, one load case per direction.
The sheet works out k = V / drift for every storey and, below the roof, its ratio to the storey above and to the mean of the three above against Table 12.3-2 Type 1a (70 % and 80 %) and Type 1b, extreme (60 % and 70 %), with the 12.3.2.2 exceptions (structures of one storey, or two in SDC B to D; no storey drift ratio above 1.3 times that of the storey above). It gives the lowest ratios and their storeys per direction, PASS, CHECK (Type 1a) or EXTREME (Type 1b) for each storey tested, one overall result (NO SOFT STOREY IRREGULARITY, marked DRIFT EXCEPTION MET where the exception is met, SOFT STOREY IRREGULARITY or EXTREME SOFT STOREY IRREGULARITY) and a checklist by SDC: Type 1b not permitted in SDC E and F (12.3.3.1, FAIL), no reduced SDS of 12.8.1.3 for irregular structures up to five storeys, and a CHECK in SDC D, where ASCE 7-22 does not prohibit Type 1b but a local amendment may. Six live charts show the stiffness and the two ratios against the elevation. The ASCE 7-22 rules follow secondary sources, not the printed standard; the Read Me lists what is unconfirmed.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 6 live charts · ETABS paste · SI units
Check the weak storey (strength) irregularity of a building by NSCP 2015 Section 208. Type the lateral strength of each storey in X and Y, or build it from up to 1000 element-group rows, with the strength per element typed or worked out from Mn and Vn. Paste the ETABS Story Forces table (ETABS 22 or older layouts) or type the design storey shears from SAP2000, STAAD or RAM, for up to 50 storeys.
For every storey and direction the sheet works out the strength ratio to the storey above against the 80 % limit of Table 208-9 Type 5 and, below 65 %, the height limit of 208.4.9.1 (two storeys or 9 m) with its overstrength exception, using the factor of the system picked from Table 208-11. It gives the governing storey in each direction, PASS, CHECK or FAIL for every storey below the roof (FAIL only where 208.4.9.1 does not permit the structure), one overall result (NO WEAK STOREY IRREGULARITY, WEAK STOREY IRREGULARITY or WEAK STOREY - NOT PERMITTED) and a checklist of what the irregularity triggers in NSCP 2015: additional requirements, static or dynamic procedure, the dynamic base shear, the Zone 4 near-source factor and height limits, each with its clause and printed page. Four live charts show the strength and its ratio against the elevation.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check the weak storey (strength) irregularity of a building by ASCE 7-22 Chapter 12 (SI units). Type the lateral strength of each storey in X and Y, or build it from up to 1000 element-group rows, with the strength per element typed or worked out from Mn and Vn. Paste the ETABS Story Forces table (ETABS 22 or older layouts) or type the design storey shears from SAP2000, STAAD or RAM, for up to 50 storeys.
Storey by storey the sheet works out the strength ratio to the storey above for the weak storey (Type 4a) and extreme weak storey (Type 4b, below 65 %) of Table 12.3-2 (5a and 5b in ASCE 7-16) and applies 12.3.3.1 to 12.3.3.3 for SDC B to F (SDC A has no limit), with the overstrength exception for SDC B and C. It gives the governing storey in each direction, PASS, CHECK, EXTREME or FAIL for every storey below the roof (FAIL where the SDC does not permit it), one overall result (NO WEAK STOREY IRREGULARITY up to WEAK STOREY - NOT PERMITTED) and a checklist of what the irregularity triggers, including the loss of the 12.8.1.3 SDS reduction (five storeys or fewer). The ASCE 7-22 rules come from published redlines and summaries, not the printed standard (the Read Me lists what is unconfirmed); Type 4a follows the redline reading (weaker than the storey above), with a switch to the ASCE 7-16 definition (below 80 %). Four live charts show the strength and its ratio against the elevation.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 4 live charts · ETABS paste · SI units
Check the mass (weight) irregularity of a building from your ETABS, SAP2000, STAAD or RAM results by NSCP 2015 Section 208, Table 208-9 Type 2. Paste the ETABS tables (Mass Summary by Story and, for the drift-ratio exception, Story Drifts; ETABS 22 or older layouts) or type the weights or masses, in any of 8 units, for up to 50 storeys.
For every storey the sheet works out the ratio of its weight to the storey above and below against the 150 % limit (a roof lighter than the floor below is not considered) and the drift-ratio exception of 208.4.5.2 Item 2 (1.3 times the storey above, in X and Y). It gives the governing storey, PASS / CHECK for every storey, one overall result (NO MASS IRREGULARITY, NO MASS IRREGULARITY — DRIFT-RATIO EXCEPTION or MASS IRREGULARITY (TYPE 2) — SEE REQUIREMENTS; not evaluated in Zone 2 for categories IV and V) and a checklist of what the irregularity triggers, with clause and printed page: the dynamic procedure of 208.4.8.3 Item 2 (a static analysis reads FAIL above five storeys or 20 m without the two-stage analysis, CHECK at or below both), the 100 % base shear floor, the 90 % participating mass and the loss of the 50 % height-limit allowance in Zone 4. Four live charts plot the weight with its allowed band, the ratios and the drift-ratio comparisons in X and Y against the elevation.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Includes 2 files: Excel workbook: Mass Irregularity Checker, NSCP 2015 · Sample calculation, A4
Serviceability Checks
Mass Irregularity Checker (ASCE 7-22)
by RHCES
Check storey masses (weights) from your ETABS, SAP2000, STAAD or RAM results against the mass irregularity, Type 2 of Table 12.3-2 of ASCE 7-16, which ASCE 7-22 deleted together with Table 12.6-1, as published summaries of the 7-22 changes show (the Read Me lists the sources and what is not yet confirmed against the printed standards). Paste the ETABS tables (Mass Summary by Story and, for the drift-ratio exception, Story Drifts; ETABS 22 or older layouts) or type the weights or masses, in any of 8 units, for up to 50 storeys.
With the ASCE 7-22 basis (the default) the ratio of every storey to the storey above and below is information only: CHECK marks a ratio above the former 1.5 limit, nothing is triggered, and the overall result reads NO MASS IRREGULARITY — TYPE DELETED IN ASCE 7-22 or MASS RATIO ABOVE 150 % — NOT AN IRREGULARITY IN ASCE 7-22. The ASCE 7-16 basis, for earlier editions, applies the former Type 2 with the drift-ratio exception of 12.3.2.2 (1.3 times the storey above, in X and Y) and, in SDC D to F, the Table 12.6-1 limit on the equivalent lateral force procedure as one secondary source gives it (its exceptions are not evaluated: ELF reads CHECK). Both name the governing storey and give PASS / CHECK for every storey and a checklist with lines for 7-22 and for 7-16. Four live charts plot the weight with its allowed band, the ratios and the drift-ratio comparisons in X and Y against the elevation.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 4 live charts · ETABS paste · SI units
Includes 2 files: Excel workbook: Mass Irregularity Checker, ASCE 7-22 · Sample calculation, A4
Check the vertical geometric irregularity of a building by NSCP 2015 Section 208, Table 208-9 Type 3: the horizontal dimension of the lateral-force-resisting system in any storey more than 130 % of that in an adjacent storey, one-storey penthouses excepted. Paste the storey names and heights from the ETABS Story Definitions table or type them, then type the dimension of the system along X and Y for each storey, from the plan or point coordinates of your ETABS, SAP2000, STAAD or RAM model, for up to 50 storeys, and pick the seismic zone, occupancy category and analysis procedure.
In X and Y the sheet works out the ratio of each storey's dimension to the storey above and below against the 1.30 limit (a setback makes the wider storey irregular; a marked roof penthouse is left out). It gives the governing storey per direction, PASS / CHECK for every storey, the overall result (NO VERTICAL GEOMETRIC IRREGULARITY, VERTICAL GEOMETRIC IRREGULARITY — SEE REQUIREMENTS or NOT APPLICABLE — ZONE 2, CATEGORY IV OR V) and a checklist with clause and printed page: the dynamic procedure of 208.4.8.3 Item 2 (a static analysis reads CHECK up to five storeys and 20 m, FAIL above unless the two-stage analysis is justified), the 100 % static base shear floor, the vertical-irregularity designation, no 50 % increase of the Zone 4 height limits and the Zone 2 relief for categories IV and V. Four live charts show the stepped elevation of the system width and the ratio at every floor, in X and Y.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + 4 live charts · up to 50 storeys
Check the vertical geometric irregularity of a building by ASCE 7-22 Chapter 12 (SI units), Type 2 of Table 12.3-2 (Type 3 in ASCE 7-16): the horizontal dimension of the seismic force-resisting system in any storey more than 130 % of that in an adjacent storey. Paste the storey names and heights from the ETABS Story Definitions table or type them, then type the dimension of the system along X and Y for each storey, from the plan or point coordinates of your ETABS, SAP2000, STAAD or RAM model, for up to 50 storeys, and pick the Seismic Design Category. A switch, left at No, exempts a one-storey roof penthouse where your authority allows it (no source seen shows one).
In X and Y the sheet works out the ratio of each storey's dimension to the storey above and below against the 1.30 limit (a setback makes the wider storey irregular). It gives the governing storey per direction, PASS / CHECK for every storey, the overall result (NO VERTICAL GEOMETRIC IRREGULARITY or VERTICAL GEOMETRIC IRREGULARITY — SEE REQUIREMENTS) and a checklist, short because ASCE 7-22 deleted Table 12.6-1: the reduced SDS of 12.8.1.3 is lost (N/A above five storeys), the equivalent lateral force procedure is not limited (12.6) and SDC E and F do not prohibit it (12.3.3.1). The ASCE 7-22 clauses follow published secondary sources; the Read Me lists them and what is still to be confirmed. Four live charts show the stepped elevation of the system width and the ratio at every floor, in X and Y.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 4 live charts · up to 50 storeys · SI units
Check the in-plane discontinuity of the shear walls, braced bays and frame bays of a building by NSCP 2015 Section 208 (Table 208-9, vertical Type 4). Type or paste the storey list and one row per element per storey (mark, line, storey, position, length, element below), taken from your ETABS, SAP2000, STAAD or RAM model; the Read Me shows how to read the ETABS Pier Section Properties table. Up to 50 storeys, 40 element rows and 30 supporting-member actions.
The sheet compares the offset of each element's centre from the element below with the shorter of the two lengths (above 1.0: in-plane discontinuity; nothing below in a storey above the lowest: discontinued, shown as 9.999) and gives PASS, CHECK or N/A for every element, the governing element with its storey and line, 19 check lines and one overall result: NO IN-PLANE DISCONTINUITY, IN-PLANE DISCONTINUITY - SEE REQUIREMENTS, INCOMPLETE DATA - SEE CHECKS or NOT APPLICABLE - ZONE 2, OCCUPANCY IV / V. For the supporting members it works out Em = Ω0 Eh (system from Table 208-11, optional cap) in Equations 203-19 and 203-20. An 11-item checklist with clause and printed page covers, among others, the supporting elements and their Zone 4 detailing, the concrete columns below, the foundation, diaphragm transfer forces, framing below the base, the near-source factor Na, the static procedure (FAIL where used above five storeys or 20 m), the Zone 4 height limits and the 100 % dynamic base shear. A live elevation chart draws one line of elements with the offset marked.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check the in-plane discontinuity (Table 12.3-2 Type 3, Type 4 in ASCE 7-16) of the shear walls, braced bays and frame bays of a building by ASCE 7-22 Chapter 12, in SI units. Type or paste the storey list and one row per element per storey (mark, line, storey, position, length, element below), taken from your ETABS, SAP2000, STAAD or RAM model; the Read Me shows how to read the ETABS Pier Section Properties table. Up to 50 storeys, 40 element rows and 30 supporting-member actions.
The sheet works out how much of each element overhangs the element below (above your tolerance, zero by default: in-plane offset; nothing below in a storey above the lowest: discontinued element) and gives PASS, CHECK or N/A for every element, the governing element with its storey and line, 19 check lines and one overall result: NO IN-PLANE DISCONTINUITY, IN-PLANE DISCONTINUITY - SEE REQUIREMENTS, INCOMPLETE DATA - SEE CHECKS or NOT APPLICABLE - SDC A. For the supporting members it works out Em = Ω0 QE (system from Table 12.2-1, optional cap) in the 2.3.6 combinations with Ev = 0.2 SDS D. A checklist by Seismic Design Category marks REQUIRED, NOT REQUIRED or N/A: supporting elements with overstrength (12.3.3.4), the 12.3.3.5 force increase, diaphragm transfer forces and the loss of the reduced SDS of 12.8.1.3 (five storeys or fewer). A live chart draws the elevation of one line with the offset marked. The 7-22 provisions come from published secondary sources; the sheet and the Read Me mark what is not yet confirmed.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live elevation chart · overstrength helper · SI units
Check the re-entrant corners of building plans by NSCP 2015 Section 208, plan irregularity Type 2 of Table 208-10. Describe up to five plan types, each a rectangle, L, T, U, H or cruciform built from up to four dimensions, or any orthogonal outline of up to 24 vertices typed or pasted in order (from the ETABS Point Object Connectivity table, SAP2000 or STAAD joint coordinates, RAM or a CAD polyline), and give each of up to 50 storeys its plan type.
At every re-entrant corner the sheet measures both projections, to the outer limit of the plan (the safer default) or along the edges at the corner, and compares px / Lx and py / Ly with 15 %: the corner is irregular only where both are greater. It lists up to 10 corners per plan type with PASS or CHECK, the governing ratio, the first and last storey with the irregularity, one overall result (NO RE-ENTRANT CORNER IRREGULARITY or RE-ENTRANT CORNER IRREGULARITY — SEE REQUIREMENTS; not evaluated in Zone 2 for categories IV and V) and a checklist of what it triggers: the Zone 4 rules for diaphragm connections and for the chords and drag members of the projecting wings (208.7.2.7 Items 6 and 7), the static procedure only up to five storeys and 20 m (FAIL if used beyond), the 3-D model of 208.5.3.3, 100 % of the static base shear in a dynamic analysis and the loss of the Zone 4 height-limit allowance of 208.4.7. Five live charts draw the plans to scale, re-entrant corners marked.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + 5 live plan charts · 6 preset shapes or outlines up to 24 vertices
Check the re-entrant corners of building plans, horizontal irregularity Type 2 of Table 12.3-1, by ASCE 7-22 Chapter 12 (SI units). Describe up to five plan types, each a rectangle, L, T, U, H or cruciform built from up to four dimensions, or any orthogonal outline of up to 24 vertices typed or pasted in order (from the ETABS Point Object Connectivity table, SAP2000 or STAAD joint coordinates, RAM or a CAD polyline), and give each of up to 50 storeys its plan type.
At every re-entrant corner the sheet measures both projections, to the outer limit of the plan (the safer default) or along the edges at the corner, and compares px / Lx and py / Ly with 20 % (15 % in ASCE 7-16): the corner is irregular only where both are greater. It lists up to 10 corners per plan type with PASS or CHECK, the governing ratio, the first and last storey with the irregularity, one overall result (NO RE-ENTRANT CORNER IRREGULARITY or RE-ENTRANT CORNER IRREGULARITY — SEE REQUIREMENTS) and a checklist by SDC: increase of the design forces of collectors and diaphragm connections (12.3.3.5, SDC D to F; 25 % in ASCE 7-16, the 7-22 amount not confirmed), the diaphragm flexibility of 12.3.1.2 and the loss of the reduced SDS of 12.8.1.3 (five storeys or fewer). Table 12.6-1 is deleted in 7-22: no procedure limit. Five live charts draw the plans to scale, re-entrant corners marked. The 20 % limit and the other 7-22 rules follow published redlines and summaries, not the printed standard.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 5 live plan charts · 6 preset shapes or outlines up to 24 vertices · SI units
Check the diaphragm discontinuity (plan irregularity Type 3 of Table 208-10) by NSCP 2015 Section 208 from your ETABS, SAP2000, STAAD or RAM model. For up to 50 storeys, type or paste the storey names and heights (in ETABS, Name and Height of Story Definitions), the gross enclosed area of each diaphragm and its stiffness in X and Y (typed, or the index Ec t D from slab thickness, concrete modulus and diaphragm depth), then list up to 500 cut-outs by width and length or area.
The sheet adds up the cut-outs of each storey and flags an open area of more than 50 % of the gross enclosed area and a stiffness change of more than 50 % to the storey above or below (on the smaller stiffness by default). It gives PASS or CHECK per storey, the governing storey and interface, and the overall result NO DIAPHRAGM DISCONTINUITY, DIAPHRAGM DISCONTINUITY — SEE REQUIREMENTS, INCOMPLETE DATA — SEE CHECKS or, for categories IV and V in Zone 2, NOT EVALUATED. A 13-line checklist gives what the irregularity triggers: Zone 4 diaphragm connections without the one-third increase, diaphragm forces and deflection, collectors, ties, the elements around openings in concrete diaphragms, the 3-D model and 100 % base shear of the dynamic procedure, the static procedure only up to five storeys or 20 m (FAIL if used above), the 50 mm slab, the flexible-diaphragm check and no Zone 4 height-limit exception (208.4.7). Four live charts plot the open area, areas, stiffness ratio and stiffness profile against the elevation.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Check the diaphragm discontinuity (horizontal irregularity Type 3 of Table 12.3-1) by ASCE 7-22 Chapter 12 (SI units) from your ETABS, SAP2000, STAAD or RAM model. For up to 50 storeys, type or paste the storey names and heights (in ETABS, Name and Height of Story Definitions), the gross enclosed area of each diaphragm and its stiffness in X and Y (typed, or the index Ec t D from slab thickness, concrete modulus and diaphragm depth), then list up to 500 cut-outs by width and length or area.
The sheet adds up the cut-outs of each storey and flags an open area of more than 25 % of the gross enclosed area (the ASCE 7-22 limit in published summaries; 50 % in ASCE 7-16) and a stiffness change of more than 50 % to the storey above or below (on the smaller stiffness by default). It gives PASS or CHECK per storey, the governing storey and interface, and the overall result NO DIAPHRAGM DISCONTINUITY, DIAPHRAGM DISCONTINUITY — SEE REQUIREMENTS or INCOMPLETE DATA — SEE CHECKS. A 7-line checklist by Seismic Design Category (ASCE 7-22 items from secondary sources, see the Read Me) gives what the irregularity triggers: increased collector and connection forces (12.3.3.5, SDC D to F; amount not stated), no rigid diaphragm idealization (12.3.1.2), no SDS reduction of 12.8.1.3 (N/A above five storeys), diaphragm forces by 12.10, the ACI 318M-19 rules around openings, the 50 mm slab and the flexible-diaphragm check. Four live charts plot the open area, areas, stiffness ratio and stiffness profile against the elevation.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 4 live charts · 50 storeys, 500 cut-outs · SI units
Check the out-of-plane offset (plan irregularity Type 4 of Table 208-10) of a building by NSCP 2015 Section 208. Type or paste the vertical seismic-force-resisting elements of every storey (walls, frame lines, braced bays) as lines in plan: mark, storey, direction X or Y, position of the plane, start and length, up to 100 lines in up to 50 storeys. The Read Me shows how to take the coordinates from ETABS connectivity tables or SAP2000, STAAD and RAM joints.
For every element above the lowest storey the sheet finds the element of the same direction below, works out the shift of its plane in mm against your tolerance and gives PASS or CHECK (offset, or no element below), the governing storey and element per direction and the supporting elements that carry an offset. A helper combines your effects for up to 8 members into the special seismic load combinations with Em = Ω0 Eh. One overall result (NO OUT-OF-PLANE OFFSET IRREGULARITY or OUT-OF-PLANE OFFSET IRREGULARITY — SEE REQUIREMENTS; not evaluated in Zone 2 for categories IV and V) and a checklist of what the irregularity triggers, with clause and printed page: the elements supporting the discontinuous system (208.5.1.5.1.1), Chapter 4 column detailing, the diaphragm transfer forces (208.7.2.7), the Zone 4 near-source factor, the static procedure (a static analysis reads FAIL above five storeys or 20 m), the three-dimensional model and the 100 % base shear. Three live charts show the plans of two storeys and the largest offset of every storey.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + 3 live charts · type or paste element lines
Check the out-of-plane offset (horizontal irregularity Type 4 of Table 12.3-1) of a building by ASCE 7-22 Chapter 12 (SI units). Type or paste the vertical seismic-force-resisting elements of every storey (walls, frame lines, braced bays) as lines in plan: mark, storey, direction X or Y, position of the plane, start and length, up to 100 lines in up to 50 storeys. The Read Me shows how to take the coordinates from ETABS connectivity tables or SAP2000, STAAD and RAM joints.
For every element above the lowest storey the sheet finds the element of the same direction below, works out the shift of its plane in mm against your tolerance and gives PASS or CHECK (offset, or no element below), the governing storey and element per direction and the supporting elements that carry an offset. A helper combines your effects for up to 8 members into the overstrength load combinations in their ASCE 7-16 form (Emh = Ω0 QE). One overall result (NO OUT-OF-PLANE OFFSET IRREGULARITY or OUT-OF-PLANE OFFSET IRREGULARITY — SEE REQUIREMENTS) and a checklist by Seismic Design Category: supporting elements designed with Ω0 (12.3.3.4), increased collector and connection forces (12.3.3.5), the three-dimensional model (12.7.3), no rigid idealization of concrete diaphragms (12.3.1.2), no reduced SDS of 12.8.1.3 (five storeys or fewer) and the diaphragm transfer forces (12.10.1.1). These come from published secondary sources, mostly ASCE 7-16 provisions not yet confirmed in ASCE 7-22; the Read Me lists them with their confidence. Three live charts show the plans of two storeys and the largest offset per storey.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 3 live charts · type or paste element lines · SI units
Check the nonparallel system irregularity (plan Type 5 of Table 208-10) by NSCP 2015 Section 208, from the plan geometry of your ETABS, SAP2000, STAAD or RAM model. Type or paste up to 40 lines of vertical lateral-load-resisting elements (walls, frame lines, braced bays) by the coordinates of their two ends or by their angle alone, with the principal axes angle, seismic zone, occupancy category, procedure used, number of storeys and height, and optionally each line's result from the EX and EY seismic cases.
The sheet works out each line's angle to the nearest principal axis and reads it as parallel (within your tolerance) or symmetric (a mirror-image partner about axis 1 or 2), with PASS / CHECK per line, the governing line and one overall result: NO NONPARALLEL SYSTEM IRREGULARITY or NONPARALLEL SYSTEM IRREGULARITY — SEE REQUIREMENTS (not evaluated for occupancy categories IV and V in Zone 2). A helper combines EX and EY into each line's design value by 100 % + 30 % both ways, SRSS or the larger of the two. The checklist of what the irregularity triggers gives clause and printed page: the orthogonal effects of 208.7.1 (Type 5, plan Type 1 for both axes, columns of intersecting systems with the 20 % exception), the three-dimensional model of 208.5.3.3, the static procedure limit of five storeys or 20 m (FAIL when the static procedure is used beyond it), 208.4.9.3 and the Zone 4 height limits. Three live charts show the plan of the lines with the principal axes, each line's angle against the tolerance and the orthogonal combination.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + 3 live charts · up to 40 element lines
Includes 2 files: Excel workbook: Nonparallel System Checker, NSCP 2015 · Sample calculation, A4
Serviceability Checks
Nonparallel System Checker (ASCE 7-22)
by RHCES
Check the nonparallel system irregularity (Type 5 of Table 12.3-1) by ASCE 7-22 Chapter 12 (SI units), from the plan geometry of your ETABS, SAP2000, STAAD or RAM model. Type or paste up to 40 lines of vertical lateral force-resisting elements (walls, frame lines, braced bays) by the coordinates of their two ends or by their angle alone, with the principal axes angle, Seismic Design Category, diaphragm type and number of storeys, and optionally each line's result from the EX and EY seismic cases.
The sheet works out each line's angle to the nearest principal axis and reads it as parallel (within your tolerance) or symmetric (a mirror-image partner about axis 1 or 2), with PASS / CHECK per line, the governing line and one overall result: NO NONPARALLEL SYSTEM IRREGULARITY or NONPARALLEL SYSTEM IRREGULARITY — SEE REQUIREMENTS. A helper combines EX and EY into each line's design value by 100 % + 30 % both ways, with SRSS for comparison. A checklist by SDC, from published secondary sources with each item's confidence shown, lists what the irregularity triggers: the orthogonal combination of 12.5 (also for a Type 1 irregularity and for columns or walls of intersecting systems with a seismic axial load above 20 % of their design strength), the three-dimensional model of 12.7.3, the rigid-diaphragm idealization of 12.3.1.2 and the loss of the reduced SDS of 12.8.1.3 (up to five storeys). Three live charts show the plan of the lines with the principal axes, each line's angle against the tolerance and the orthogonal combination.
Every result is a visible Excel formula with ASCE 7-22 section references; the items taken from secondary sources are listed in the Read Me. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + 3 live charts · up to 40 element lines · SI units
Includes 2 files: Excel workbook: Nonparallel System Checker, ASCE 7-22 · Sample calculation, A4
Precast
Corbel Designer (NSCP 2015)
by RHCES
Design a reinforced-concrete column corbel or bracket (sloped or straight soffit) by the traditional method of NSCP 2015 Section 416.5: the applicability limits (av/d, Nuc not above Vu, outside depth, bearing area against the tie anchorage), the limit on Vn, shear friction, flexure with direct tension, the primary tension steel Asc and the closed ties Ah, bearing under the plate, cover, bar spacing and development at the column face, plate set-back and bearing of the lesser surface.
Enter the corbel geometry, the bearing plate, the materials, Vu and Nuc (or let the sheet take the minimum tension) and the bars; it reports every check with demand, capacity, ratio and PASS / FAIL, a live elevation of the corbel with the bars, and one overall result. Strut-and-tie design is out of scope (the Read Me says where it applies).
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design a reinforced-concrete column corbel or bracket (sloped or straight soffit) by the traditional method of ACI 318-19 Section 16.5 (SI units): the applicability limits (av/d, Nuc not above Vu, outside depth, bearing area against the tie anchorage), the limit on Vn, shear friction, flexure with direct tension, the primary tension steel Asc and the closed ties Ah, bearing under the plate, cover, bar spacing and development at the column face, plate set-back and bearing of the lesser surface.
Enter the corbel geometry, the bearing plate, the materials, Vu and Nuc (or let the sheet take the minimum tension) and the bars; it reports every check with demand, capacity, ratio and PASS / FAIL, a live elevation of the corbel with the bars, and one overall result. Strut-and-tie design is out of scope (the Read Me says where it applies).
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + live corbel elevation · SI units
Design a rectangular mat (raft) foundation of uniform thickness under a regular grid of columns (2 to 5 column lines each way, up to 25 columns) by the conventional rigid method (ACI 336.2R; Das; Bowles) to NSCP 2015: rigidity check, soil pressure under service and factored column loads from the resultant, punching shear at every column (interior, edge and corner sections, cut by the mat edge when the overhang is short), the strip method in both directions with the load / reaction adjustment, shear and moment of every strip as live tables and charts, one-way shear in the strips, top and bottom reinforcement both ways per metre, spacing, development and column bearing.
Enter the mat size and thickness, the column grid and loads, the soil pressure and the materials; the sheet draws the plan with the strips and reports every check with PASS / FAIL and one overall result.
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live plan, strip shear & moment charts
Includes 2 files: Excel workbook: Mat Foundation Designer, NSCP 2015 · Sample calculation, A4
Structural
Mat Foundation Designer (ACI 318-19)
by RHCES
Design a rectangular mat (raft) foundation of uniform thickness under a regular grid of columns (2 to 5 column lines each way, up to 25 columns) by the conventional rigid method (ACI 336.2R; Das; Bowles) to ACI 318-19 (SI units): rigidity check, soil pressure under service and factored column loads from the resultant, punching shear at every column (interior, edge and corner sections, cut by the mat edge when the overhang is short) with the flexure-driven punching steel of 8.6.1.2, the strip method in both directions with the load / reaction adjustment, shear and moment of every strip as live tables and charts, one-way shear in the strips, top and bottom reinforcement both ways per metre, spacing, development and column bearing.
Enter the mat size and thickness, the column grid and loads, the soil pressure and the materials; the sheet draws the plan with the strips and reports every check with PASS / FAIL and one overall result.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live plan, strip shear & moment charts · SI units
Includes 2 files: Excel workbook: Mat Foundation Designer, ACI 318-19 · Sample calculation, A4
Steel
Steel Beam Designer (NSCP 2015)
by RHCES
Design one steel beam at a time to NSCP 2015 Chapter 5 in LRFD. Pick a W shape, JIS H-section, C or MC channel or rectangular or square HSS from the libraries in the workbook, or type a Custom I-section (rolled or welded) or Custom HSS. The span is simple, a cantilever, a propped cantilever, fixed at both ends or two continuous spans, with the top-flange brace points you set. Type the service loads by case (area loads on a tributary width plus up to 12 uniform, partial-uniform or point loads on the major or minor axis); they are combined by the NSCP 203.3.1 LRFD combinations, with pattern live load on two spans. Or type the design forces from your own analysis.
Checks: section classification; major-axis flexure (yielding, lateral-torsional buckling by unbraced segment with Cb from the moment diagram, flange and web local buckling); minor-axis flexure and biaxial interaction; shear about both axes; optional holes in the tension flange; flange local bending, web local yielding, web crippling, web sidesway buckling and web compression buckling under the support reactions and flange-applied point loads, with the need for bearing stiffeners and an optional stiffener-pair design; the unframed bearing end of NSCP 510.10.7 (every bearing support reads CHECK until a stiffener pair is provided; you decide whether the end is restrained instead); and deflection under variable and total service loads.
Live drawings show the section, the span with its supports, braces and loads, and the moment, shear and deflection diagrams. The Design Check Summary reports PASS / FAIL / CHECK / N/A for every check and ends in one overall result: STEEL BEAM ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BEAM or INCOMPLETE DATA. Not covered: axial force and beam-columns, torsion, round HSS and pipe, tees and angles, noncompact or slender I-section webs, shear stiffeners, web openings, coped ends, composite and cold-formed members, connection and bracing design, more than two spans, moving loads, ponding, vibration, fatigue, fire, the special seismic combinations, live-load reduction and ASD. The Read Me lists the items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 2 (203.3.1 load combinations) and Chapter 5 (Tables 502.4.1 and 502.4.2 classification, 503.1, 506.1 to 506.3, 506.6 and 506.7 flexure and Cb, 506.13 holes, 507 shear, 508.1.1 biaxial bending, 510.10 concentrated forces and stiffeners), with the printed page of each reference shown in the workbook. Not in NSCP 2015 and labelled so in the workbook: the deflection limits and the wind fraction (IBC Table 1604.3), the HSS lateral-torsional buckling check and the JIS steel grades. The section data come from the AISC Shapes Database and the Nippon Steel Shapes list (JIS G 3192).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a girder of a two-storey commercial building). One licence per engineer or office.
Excel · A4 calc sheets + live section, span, moment, shear and deflection drawings; 9-page sample
Design one steel beam at a time to AISC 360-16 in LRFD. Pick a W shape, JIS H-section, C or MC channel or rectangular or square HSS from the libraries in the workbook, or type a Custom I-section (rolled or welded) or Custom HSS. The span is simple, a cantilever, a propped cantilever, fixed at both ends or two continuous spans, with the top-flange brace points you set. Type the service loads by case (area loads on a tributary width plus up to 12 uniform, partial-uniform or point loads on the major or minor axis); they are combined by the ASCE/SEI 7-22 LRFD combinations, with pattern live load on two spans. Or type the design forces from your own analysis.
Checks: section classification; major-axis flexure (yielding, lateral-torsional buckling by unbraced segment with Cb from the moment diagram, flange and web local buckling); minor-axis flexure and biaxial interaction; shear about both axes; optional holes in the tension flange; flange local bending, web local yielding, web crippling, web sidesway buckling and web compression buckling under the support reactions and flange-applied point loads, with the need for bearing stiffeners and an optional stiffener-pair design; the unframed bearing end of AISC 360-16 J10.7 (every bearing support reads CHECK until a stiffener pair is provided; you decide whether the end is restrained instead); and deflection under variable and total service loads.
Live drawings show the section, the span with its supports, braces and loads, and the moment, shear and deflection diagrams. The Design Check Summary reports PASS / FAIL / CHECK / N/A for every check and ends in one overall result: STEEL BEAM ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BEAM or INCOMPLETE DATA. Not covered: axial force and beam-columns, torsion, round HSS and pipe, tees and angles, noncompact or slender I-section webs, shear stiffeners, web openings, coped ends, composite and cold-formed members, concentrated forces on HSS walls, connection and bracing design, more than two spans, moving loads, ponding, vibration, fatigue, fire, the special seismic combinations, live-load reduction and ASD. The Read Me lists the items worth confirming.
References: ANSI/AISC 360-16 (July 7, 2016): A3.1, B2 to B4, E3, E4, F1 to F3, F6, F7, F13, G1, G2, G4, G6, H1, J2, J4, J7, J10, L2 and Appendix 6, with the printed page of each reference shown in the workbook, and the ASCE/SEI 7-22 load combinations (2.3.1 and 2.3.6); ASCE/SEI 7-16, which AISC 360-16 lists, has other snow factors, and the Read Me says where to check them. Not part of AISC 360-16 and marked so: the deflection limits and the wind fraction (IBC Table 1604.3 practice), the JIS steel grades and the section data (AISC Shapes Database, Nippon Steel Shapes list). The workbook reproduces the published AISC Design Examples listed in its Read Me.
Every result is a visible Excel formula, with printed AISC 360-16 clause and page references. Includes the Excel workbook and a worked A4 sample calculation (an equipment platform beam in an industrial plant: W410x46.1, two 7.0 m continuous spans on column cap plates, pattern live load). One licence per engineer or office.
Excel · A4 calc sheets + live section, span, moment, shear and deflection drawings; 9-page sample
Check one steel column or beam-column to NSCP 2015 Chapter 5 in LRFD, for one set of factored forces: axial compression or axial tension combined with bending about both axes. Pick a W shape, JIS H-shape, rectangular, square or round hollow section or pipe from the libraries, or type an I-shape, rectangular tube or round tube. The effective length factor K comes from a typed value, the ideal end conditions or the alignment chart (braced or sway, with G from the connected members). The required strengths are amplified in the workbook by the B1 and B2 method of NSCP 503.2.1.2, or typed from your own second-order analysis. Choose the effective length method, the first-order method or the direct analysis method.
Checks: slenderness; flexural buckling and torsional buckling; slender elements by the Q factors; axial tension; flexure with lateral-torsional and local buckling; shear in both directions; combined axial force and bending, with the optional single-axis method; the drift-ratio limit of the stability method you choose; and the amplifier stability (B1, B2).
The Diagrams sheet draws the section, the column with its effective lengths, K against GA, the interaction diagram with the design point and the moments along the height. The Design Check Summary reports PASS / FAIL / CHECK / N/A for every check and ends in one overall result: COLUMN ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE COLUMN or INCOMPLETE DATA. Not covered: channels, angles, tees and double angles; welded built-up, box, cruciform, laced or battened columns; composite, tapered or stepped columns; I-shapes with a noncompact or slender web in flexure; HSS with a slender web in flexure; round HSS with D/t not below 0.45E/Fy; torsion; web openings; the seismic provisions of NSCP Part 2A; the frame analysis itself; leaning-column K adjustments; ASD; fire; serviceability; connections, splices, base plates and bracing design. The Read Me lists the items worth confirming.
References: NSCP 2015 (Vol. I, 7th Ed.) Chapter 5 (502.4 classification, 503.2 stability and Appendix A-7, 504 tension, 505 compression and slender elements, 506 flexure, 507 shear, 508.1 combined forces) and the 203.3.1 and 203.5 load combinations, with the printed page of each reference shown in the workbook. Not in NSCP 2015 and marked so: the alignment chart and the girder far-end corrections (AISC Commentary on Appendix 7 and the AISC LRFD Manual, 2nd Edition). The section data come from the AISC Shapes Database and the Nippon Steel Shapes list (JIS G 3192).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a ground-storey column of a three-storey steel office building). One licence per engineer or office.
Excel · Column Design, Diagrams and Summary (A4); live K chart and interaction diagram; 7-page sample
Check one steel column or beam-column to AISC 360-16 in LRFD, for one set of factored forces: axial compression or axial tension combined with bending about both axes. Pick a W shape, JIS H-shape, rectangular, square or round hollow section or pipe from the libraries, or type an I-shape, rectangular tube or round tube. The effective length factor K comes from a typed value, the ideal end conditions or the alignment chart (braced or sway, with G from the connected members). The required strengths are amplified in the workbook by the B1 and B2 method of Appendix 8, or typed from your own second-order analysis. Choose the direct analysis method (the default), the effective length method or the first-order method.
Checks: slenderness; flexural buckling and torsional buckling, with constrained-axis torsional buckling by Commentary Eq. C-E4-1 when the bracing is offset from the shear centre; slender elements by effective widths; axial tension; flexure with lateral-torsional and local buckling; shear in both directions; combined axial force and bending (H1.1 and H1.2, with the optional single-axis method H1.3); the drift-ratio limit of the stability method you choose; and the amplifier stability (B1, B2).
The Diagrams sheet draws the section, the column with its effective lengths, K against GA, the interaction diagram with the design point and the moments along the height. The Design Check Summary reports PASS / FAIL / CHECK / N/A for every check and ends in one overall result: COLUMN ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE COLUMN or INCOMPLETE DATA. Not covered: channels, angles, tees and double angles; welded built-up, box, cruciform, laced or battened columns; composite, tapered or stepped columns; I-shapes with a noncompact or slender web in flexure; HSS with a slender web in flexure; round HSS with D/t not below 0.45E/Fy; torsion; web openings; the seismic provisions (AISC 341-16); the frame analysis itself; leaning-column K adjustments; ASD; fire; serviceability; connections, splices, base plates and bracing design. The Read Me lists the items worth confirming.
References: ANSI/AISC 360-16 (July 7, 2016): Chapter C, Appendices 7 and 8, D2, D3, E3, E4, E7, F1 to F8, G2, G4 to G6 and H1, with the printed page of each reference shown in the workbook. The forces are typed from your analysis; the sample and the notes use the ASCE/SEI 7-22 combinations (2.3.1 and 2.3.6), and the Read Me notes that AISC 360-16 lists ASCE/SEI 7-16, so use the combinations of the code edition your project follows. Not part of the Specification and marked so: the alignment chart and the constrained-axis torsional buckling stress (AISC Commentary), and the section data (AISC Shapes Database, Nippon Steel Shapes list).
Every result is a visible Excel formula, with printed AISC 360-16 clause and page references. Includes the Excel workbook and a worked A4 sample calculation (a W360x101 column of a pipe rack bent, 6.0 m, direct analysis method: B2 = 1.13, design compressive strength 2,040 kN, interaction ratio 0.96). One licence per engineer or office.
Excel · Column Design, Diagrams and Summary (A4); live K chart and interaction diagram; 7-page sample
Steel Base Plate & Anchor Bolt Designer (NSCP 2015)
by RHCES
Check one exposed steel column base at a time to NSCP 2015 in LRFD. The column is a W shape, JIS H-section, rectangular, square or round HSS or pipe from the libraries, or a typed I-section, rectangular tube or round tube, centred on a rectangular base plate with a grout bed on a concrete pedestal or footing (the plate may be offset on the support). The base has 4 to 12 cast-in anchor rods in a symmetric rectangular pattern, headed with a heavy hex nut, headed with a plate washer, or hooked. Enter up to eight factored load cases: axial compression or uplift, moments about both axes and shear in two directions.
Checks, for every load case: concrete bearing; plate thickness at the bearing and tension interfaces; anchor rods in steel and in concrete (NSCP Section 417: steel strength, breakout in tension and shear, pullout, side-face blowout, pryout, interaction, spacing and edge distances, seismic provisions); shear transfer by the rods, by friction or by a shear lug; the column-to-plate fillet welds; and the detailing of holes, washers, spacing and edge distances. The bearing and anchor forces come from the uniform-bearing method of AISC Design Guide 1.
Live drawings show the plan, the elevation, the bearing and anchor-tension diagrams and the moment-axial strength curves of the base. The Design Check Summary is the envelope over the load cases and ends in one overall result: BASE CONNECTION ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BASE CONNECTION or INCOMPLETE DATA. Not covered: embedded column bases, stiffened or built-up base plates, post-installed, adhesive or screw anchors, non-rectangular or staggered rod patterns, rods of different sizes, footing and pedestal design, several shear lugs in one direction, stiffened lugs, yield-line plate analysis, fatigue, ASD and fire. The Read Me lists the items worth confirming.
References: NSCP 2015 (Vol. I, 7th Edition) Chapter 5 (510.2 welds, 510.3 threaded parts, combined forces and bearing at holes, 510.4 connecting elements, 510.8 bearing on concrete, 510.9 anchor rods), Section 417 (anchoring to concrete), 422.8 and 422.9 (bearing and the friction limit) and the 203.3.1 and 203.5 load combinations, with the printed page of each reference shown in the workbook. Not in NSCP 2015 and marked so: the column-base method (AISC Design Guide 1, 3rd edition, 2024) and shear lugs (ACI 318M-19 17.11).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a moment-frame column base with six M36 anchor rods and four load cases). One licence per engineer or office.
Excel · Base Plate, Plate & Bearing, Anchors, Drawings and Summary sheets (A4); 14-page sample
Includes 2 files: Excel workbook: Steel Base Plate & Anchor Bolt Designer, NSCP 2015 · Sample calculation, A4
Steel
Steel Base Plate & Anchor Bolt Designer (AISC 360-16)
by RHCES
Check one exposed steel column base at a time to AISC 360-16 and ACI 318M-19 in LRFD. The column is a W shape, JIS H-section, rectangular, square or round HSS or pipe from the libraries, or a typed I-section, rectangular tube or round tube, centred on a rectangular base plate with a grout bed on a concrete pedestal or footing (the plate may be offset on the support). The base has 4 to 12 cast-in anchor rods in a symmetric rectangular pattern, headed with a heavy hex nut, headed with a plate washer, or hooked. Enter up to eight factored load cases: axial compression or uplift, moments about both axes and shear in two directions.
Checks, for every load case: concrete bearing; plate thickness at the bearing and tension interfaces; anchor rods in steel and in concrete (ACI 318M-19 Chapter 17: tension 17.6, shear 17.7, interaction 17.8, spacing and edge distances 17.9 and the seismic provisions 17.10); shear transfer by the rods, by friction or by a shear lug (ACI 318M-19 17.11); the column-to-plate fillet welds; and the detailing. The bearing and anchor forces come from the uniform-bearing method of AISC Design Guide 1.
Live drawings show the plan, the elevation, the bearing and anchor-tension diagrams and the moment-axial strength curves of the base. The Design Check Summary is the envelope over the load cases and ends in one overall result: BASE CONNECTION ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BASE CONNECTION or INCOMPLETE DATA. Not covered: embedded column bases, stiffened or built-up base plates, columns not centred on the plate, post-installed, adhesive or screw anchors, non-rectangular or staggered rod patterns, rods of different sizes, footing and pedestal design, several shear lugs in one direction, stiffened lugs, yield-line plate analysis, fatigue, ASD and fire. The Read Me lists the items worth confirming.
References: ANSI/AISC 360-16 (J8 bearing on concrete, J9 anchor rods, J3 bolts and threaded parts, J2 welds, J4 connecting elements), ACI 318M-19 Chapter 17 with 22.8 and 22.9 (bearing and friction) and the ASCE/SEI 7-22 load combinations (2.3.1 and 2.3.6), with the printed page of each AISC reference shown in the workbook; the Read Me notes that AISC 360-16 lists ASCE/SEI 7-16. Not in AISC 360-16 and marked so: the column-base method (AISC Design Guide 1, 3rd edition, 2024), the shear-lug flexural-rupture formula and AISC Manual Eq. 9-1.
Every result is a visible Excel formula, with AISC 360-16 and ACI 318M-19 clause references. Includes the Excel workbook and a worked A4 sample calculation (a pipe rack column base: W310x97 on a 560 x 480 x 45 mm plate and a 1200 x 1200 mm pedestal, four 1-1/4 in. F1554 Grade 55 rods, a cruciform shear lug, five load cases including uplift). One licence per engineer or office.
Excel · Base Plate, Plate & Bearing, Anchors, Drawings and Summary sheets (A4); 14-page sample
Includes 2 files: Excel workbook: Steel Base Plate & Anchor Bolt Designer, AISC 360-16 · Sample calculation, A4
Check an all-bolted double-angle beam end connection to NSCP 2015 Chapter 5 for a factored (LRFD) end reaction: two angles with one bolt line through the beam web (double shear) and one line in each support leg (single shear), on a column flange, a column web or a girder web, with an optional coped top flange. Pick the beam, the support member and the steel grades from the libraries (W shapes, JIS H-sections, angles) or type custom ones.
Checks: detailing and fit, including the angle gages; both bolt groups (shear, bearing and tear-out, and slip resistance of slip-critical joints); angle yielding, rupture and block shear; beam web yielding, rupture and block shear; and the flexure of the coped section. The connection is drawn to scale in elevation and plan from your inputs. The Design Check Summary collects every check under one overall result: DOUBLE-ANGLE CONNECTION ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE CONNECTION or INCOMPLETE DATA. LRFD only. Not covered: seismic connection requirements, the local checks of the supporting members (column web and flange, girder web), double and long copes, the beam's own shear and flexure away from the connection, and ASD. The Read Me lists the items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 5 (510.3 bolts: Tables 510.3.1 to 510.3.3 and slip-critical joints 510.3.8; 510.4 connecting elements) and the 203.3.1 load combinations, with the printed page of each reference shown in the workbook. Not in NSCP 2015 and marked so: the double-angle practice and coped beams (AISC LRFD Manual, 2nd Edition) and the section data (AISC Shapes Database, Nippon Steel Shapes list).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a W530x74 beam connected to a W310x97 column flange by two L89x89x7.9 angles, 300 kN). One licence per engineer or office.
Excel · Double Angle sheet with to-scale drawing and Design Check Summary (A4); 4-page sample
Check an eccentric bolt group loaded in its plane (brackets, lap splices) to NSCP 2015 Chapter 5 in LRFD: a rectangular pattern of up to 3 lines of 12 bolts, one or two shear planes, fillers, standard or oversized holes, snug-tight, pretensioned or slip-critical bolts, and a factored eccentric load inclined 0 to 90 degrees. Pick the thickness and grade of each ply from the Materials list, or type a custom grade.
Checks: the group by the instantaneous-centre method, with the elastic method for comparison or to govern; bolt shear, bearing and tear-out of both plies; slip resistance of slip-critical joints; and the detailing. The sheet draws the bolt pattern, the load and the instantaneous centre to scale. The Design Check Summary collects every check under one overall result: BOLT GROUP ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BOLT GROUP or INCOMPLETE DATA. LRFD only. Not covered: the bracket plate and the supporting member away from the group, and seismic connection requirements. The Read Me lists the items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 5 (510.3 bolts: Tables 510.3.1 to 510.3.3 and slip-critical joints 510.3.8) and the 203.3.1 load combinations, with the printed page of each reference shown in the workbook. Not in NSCP 2015 and marked so: the instantaneous-centre and elastic methods for eccentric bolt groups (AISC LRFD Manual, 2nd Edition, pp. 8-28 to 8-36).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a hoist-beam bracket: PL16 plate on a W310x97 column flange, 2 x 4 M22 bolts, 220 kN at 250 mm eccentricity). One licence per engineer or office.
Excel · Bolt Group sheet with to-scale drawing and Design Check Summary (A4); 3-page sample
Includes 2 files: Excel workbook: Steel Bolt Group Designer, NSCP 2015 · Sample calculation, A4
Steel
Steel Weld Group Designer (NSCP 2015)
by RHCES
Check an eccentric fillet-weld group loaded in its plane to NSCP 2015 Chapter 5 in LRFD: a single line, two vertical lines, two horizontal lines, a C-shape with the legs toward or away from the load, or a box. A vertical or concentric load uses the instantaneous-centre method, with the elastic method shown for comparison; an inclined eccentric load uses the elastic method. Pick the parts and the electrode (E60XX, E70XX or E80XX) from the Materials lists, or type a custom grade or electrode.
Checks: the weld group with the directional strength increase, the base metal, and the weld size and length limits. The sheet draws the weld group with the line of action and the instantaneous centre to scale. The Design Check Summary collects every check under one overall result: WELD GROUP ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE WELD GROUP or INCOMPLETE DATA. LRFD only. Not covered: the bracket plate and the supporting member away from the group, and seismic connection requirements. The Read Me lists the items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 5 (510.2 welds including 510.2.4 and Table 510.2.5, 510.4.2 connecting elements) and the 203.3.1 load combinations, with the printed page of each reference shown in the workbook. The printed weld equations 510.2-6 to 510.2-8 (p. 5-94) have typing errors; the workbook uses the corrected form and says so. Not in NSCP 2015 and marked so: the instantaneous-centre procedure and the elastic method of the eccentric weld group (AISC LRFD Manual, 2nd Edition, pp. 8-154 to 8-161).
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (a canopy bracket: PL12 plate with C-shaped 8 mm fillet welds, 220 kN at 200 mm eccentricity). One licence per engineer or office.
Excel · Weld Group sheet with to-scale drawing and Design Check Summary (A4); 3-page sample
Includes 2 files: Excel workbook: Steel Weld Group Designer, NSCP 2015 · Sample calculation, A4
Steel
Steel Gusset Plate Designer (NSCP 2015)
by RHCES
Check a brace end on a gusset plate, in tension and in compression, to NSCP 2015 Chapter 5 in LRFD: bolted double-angle or single-angle braces, and rectangular HSS, round HSS or pipe braces slotted and welded to the gusset, with an optional check of the gusset-to-support weld. Pick the brace, the grades, the bolts and the electrodes from the libraries, or type a custom grade.
Checks: the bolts or welds; the brace (gross yielding, net-section rupture with shear lag, block shear or the HSS wall); the gusset (block shear, Whitmore yielding and rupture, and buckling with the length and K you type); and the optional gusset interface weld. The sheet draws the brace, the gusset and the Whitmore section to scale. The Design Check Summary collects every check under one overall result: BRACE CONNECTION ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BRACE CONNECTION or INCOMPLETE DATA. LRFD only. Not covered: seismic connection requirements (the expected brace strength, for example), and the beam and the column at the gusset. The gusset buckling length and K, the free-edge stability and the interface forces are the engineer's responsibility. NSCP 510.4.1 prints φ = 0.75 for tensile yielding of connecting elements; the workbook uses φ = 0.90 (Section 504 and Ω = 1.67 agree with it) and the Read Me says so. The Read Me lists the other items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 5 (504.3 shear lag, 505.3 compression, 510.2 welds, 510.3 bolts, 510.4 connecting elements) and the 203.3.1 load combinations, with the printed page of each reference shown in the workbook. Not in NSCP 2015 and marked so: the Whitmore section, the buckling length and K of the gusset and the interface weld (AISC LRFD Manual, 2nd Edition, Part 11; the interface-weld average follows the AISC Seismic Design Manual 2024, Ex. 5.2.4) and the section data.
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation (an X-brace of two L76x76x7.9 angles on a PL10 gusset with 4 M20 bolts, 320 kN in tension and compression). One licence per engineer or office.
Excel · Gusset Plate sheet with to-scale drawing and Design Check Summary (A4); 4-page sample
Check five common steel connections to AISC 360-16 for factored forces in LRFD, in one workbook: the single-plate shear tab and the all-bolted double-angle beam end connection (both with an optional coped top flange); the eccentric bolt group and the eccentric fillet-weld group loaded in their plane, by the instantaneous-centre method with the elastic method for comparison; and the brace gusset plate in tension and compression, for bolted angle braces and slotted HSS braces welded to the gusset, with an optional check of the gusset-to-support weld. Each connection has its own sheet with its inputs, a drawing of its bolt and weld layout and its checks; the Design Check Summary collects the five under one overall result.
Checks: bolt shear, bearing and tear-out, and slip resistance of slip-critical joints; bolt groups by the instantaneous-centre or the elastic method; fillet welds with the directional strength increase and the base metal; plate yielding, rupture and block shear; beam-web yielding, rupture and block shear; angle yielding, rupture and block shear; flexure of the coped section; gusset yielding and rupture on the Whitmore width, block shear, buckling and brace shear lag; the optional gusset interface weld. The Bolt Group takes up to 3 lines of 12 bolts, standard or oversized holes, snug-tight, pretensioned or slip-critical bolts and a load inclined 0 to 90 degrees; the Weld Group takes a single line, two vertical lines, two horizontal lines, a C-shape or a box. The gusset buckling length and K are typed by you.
The overall result reads CONNECTIONS ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE CONNECTIONS or INCOMPLETE DATA. Not covered: seismic connection requirements (the expected brace strength, for example), the local checks of the supporting members (column web and flange, girder web), double and long copes, the beam's own shear and flexure away from the connection, and ASD. The Read Me lists the items worth confirming.
References: ANSI/AISC 360-16 (July 7, 2016) with the strength combinations of ASCE/SEI 7-22 (the Read Me notes that AISC 360-16 lists ASCE/SEI 7-16), with the printed page of each Specification reference shown in the workbook. Not clauses of AISC 360-16 and marked so: the instantaneous-centre and elastic methods of eccentric bolt and weld groups, coped beams, the Whitmore section, the single-plate (Table 10-9) and double-angle practice and the gusset interface weld are AISC Manual methods; check them against the Manual edition you use.
Every result is a visible Excel formula, with printed AISC 360-16 clause and page references for the Specification items. Includes the Excel workbook and a worked A4 sample calculation (five connections of a process building in Jubail Industrial City: a coped shear tab, a double-angle beam end, a crane-runway bracket with slip-critical bolts, a pipe-support bracket with C-shaped welds and an HSS brace gusset). One licence per engineer or office.
Design one composite steel deck slab panel (one deck run) in two stages by NSCP 2015: the deck as cold-formed steel by Sections 551 to 553 and the concrete and reinforcement by Chapter 4, with the construction loads and the composite slab rules of ANSI/SDI C-2017. Pick the deck from the library (42 rows: SDI generic profiles, ASC Steel Deck, Philmetal Products and Steeltech) or type a Custom profile from the maker's drawing, with the steel, the thickness and its basis (base metal or total coated). The deck library values are marked P (published), C (computed) or N (not published) with the document read in October 2026; they are not maker-verified, so confirm them against the maker's current catalogue before use.
Stage 1, the deck as a form while the concrete is placed: the SDI construction load cases on one to four or more spans, equal or unequal, with an optional end cantilever and optional or automatic shoring; deck flexure, shear, web crippling and their interactions, deflection, the maximum unshored span and the shore-line loads. LRFD, with ASD offered for this stage.
Stage 2, the hardened composite slab: flexure by the SDI Prequalified Section Method or the maker's declared strength (or, by choice, a reinforced concrete slab on the deck as a form only), one-way shear, deflection, a concentrated load (effective width, punching, weak-axis steel), temperature and shrinkage steel, top bars over the beams of a continuous slab, and the bars, shear and service deflection of an end cantilever. The deck items the beam designer needs (rib height and width, concrete above the deck, stud diameter and length, stud height above the deck, cover over the stud, deck anchorage) are listed against the AISC 360-16 stud and rib limits. Drawings redraw from your inputs: the deck profile, and the construction-stage spans with the moment envelope and deflection. The Design Check Summary collects every check under one overall result: STEEL DECK SLAB ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE DECK OR THE SLAB or INCOMPLETE DATA · SEE CHECKS.
Not covered: diaphragm design, fire rating, floor vibration, the composite beam itself (studs and beam strength; only the deck items are listed), SDI Appendix 3 (shear bond, needs the maker's test values) and Appendix 4 (ultimate strength with studs), C-2017 A2.2.2 (over-reinforced slabs, not implemented; the check is conservative), ASD for the composite stage, two-way slabs on deck, cellular, re-entrant and flat-pan decks, roof decks without concrete, openings and edge trims, and live-load reduction. The Read Me lists the items worth confirming.
References: NSCP 2015 (7th ed.) Chapter 4 (concrete and reinforcement), Chapter 5 Sections 551 to 553 (cold-formed steel) and Chapter 2 (loads), with the printed page of each reference shown in the workbook. NSCP 2015 gives no design rules for composite steel deck slabs (Section 401.4.9) and refers them to ASCE 3, whose current successor is ANSI/SDI C-2017, so the composite checks follow C-2017 and are marked "Not in NSCP - SDI" in the workbook. Also used and marked: ANSI/SDI C-2017, SDI Floor Deck Design Manual 2nd ed., AISI S100-16 w/ S3-22, AISC 360-16 (I3.2c, I8.1) and ASCE/SEI 37-14. The Read Me states each correction made to the printed NSCP text where it is used.
The method was checked against the worked examples of the SDI Floor Deck Design Manual (construction spans, unequal spans, composite section, shear and concentrated load) and against maker catalogue tables, and every number was compared with a second, independent calculation.
Every result is a visible Excel formula with the clause and page of each reference. Includes the Excel workbook and a worked A4 sample calculation (17 pages: a 2nd-floor office slab on SDI generic 2 in. x 12 in. deck, 0.91 mm, over two 2.50 m spans, 125 mm slab, f'c 21 MPa; result STEEL DECK SLAB ADEQUATE, governed by deck web crippling at the interior beam while the concrete is placed). One licence per engineer or office.
Excel · Deck, Construction Stage, Composite Slab, Reinforcement and Summary sheets (A4); 17-page sample
Design one composite steel deck slab panel (one deck run) in two stages: the composite slab and the construction loads by ANSI/SDI C-2017, the deck as cold-formed steel by AISI S100-16, and the concrete and reinforcement by ACI 318-19 (SI units, loads by ASCE 7-16). Pick the deck from the library (42 rows: SDI generic profiles, ASC Steel Deck, Philmetal Products and Steeltech) or type a Custom profile from the maker's drawing, with the steel, the thickness and its basis (base metal or total coated). The deck library values are marked P (published), C (computed) or N (not published) with the document read in October 2026; they are not maker-verified, so confirm them against the maker's current catalogue before use.
Stage 1, the deck as a form while the concrete is placed: the SDI construction load cases on one to four or more spans, equal or unequal, with an optional end cantilever and optional or automatic shoring; deck flexure, shear, web crippling and their interactions, deflection, the maximum unshored span and the shore-line loads. LRFD, with ASD offered for this stage.
Stage 2, the hardened composite slab: flexure by the SDI Prequalified Section Method or the maker's declared strength (or, by choice, a reinforced concrete slab on the deck as a form only), one-way shear, deflection, a concentrated load (effective width, punching, weak-axis steel), temperature and shrinkage steel, top bars over the beams of a continuous slab, and the bars, shear and service deflection of an end cantilever. The deck items the beam designer needs (rib height and width, concrete above the deck, stud diameter and length, stud height above the deck, cover over the stud, deck anchorage) are listed against the AISC 360-16 stud and rib limits. Drawings redraw from your inputs: the deck profile, and the construction-stage spans with the moment envelope and deflection. The Design Check Summary collects every check under one overall result: STEEL DECK SLAB ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE DECK OR THE SLAB or INCOMPLETE DATA · SEE CHECKS.
Not covered: diaphragm design, fire rating, floor vibration, the composite beam itself (studs and beam strength; only the deck items are listed), SDI Appendix 3 (shear bond, needs the maker's test values) and Appendix 4 (ultimate strength with studs), C-2017 A2.2.2 (over-reinforced slabs, not implemented; the check is conservative), ASD for the composite stage, two-way slabs on deck, cellular, re-entrant and flat-pan decks, roof decks without concrete, openings and edge trims, and live-load reduction. The Read Me lists the items worth confirming.
References: ANSI/SDI C-2017 for the composite slab and the construction loads; AISI S100-16 w/ S3-22 for the deck; ACI 318M-19 for the concrete and reinforcement (ACI 318-19 excludes composite deck slabs, 1.4.10, so SDI governs them); ASCE 7-16 for the loads; also the SDI Floor Deck Design Manual 2nd ed., AISC 360-16 (I3.2c, I8.1) and ASCE/SEI 37-14, with the printed page of each reference shown in the workbook. NSCP 2015 is not used in this edition.
The method was checked against the worked examples of the SDI Floor Deck Design Manual (construction spans, unequal spans, composite section, shear and concentrated load) and against maker catalogue tables, and every number was compared with a second, independent calculation.
Every result is a visible Excel formula with the clause and page of each reference. Includes the Excel workbook and a worked A4 sample calculation (17 pages: a 2nd-floor office slab on SDI generic 2 in. x 12 in. deck, 0.91 mm, over two 2.50 m spans, 125 mm slab, f'c 21 MPa; result STEEL DECK SLAB ADEQUATE, governed by deck web crippling at the interior beam while the concrete is placed). One licence per engineer or office.
Excel · Deck, Construction Stage, Composite Slab, Reinforcement and Summary sheets (A4); 17-page sample
Design one blast-loaded member as an equivalent single-degree-of-freedom (SDOF) system: a reinforced-concrete wall or slab panel (a 1 m strip), a rectangular reinforced-concrete beam, or a hot-rolled steel I-section used as a beam, girt or purlin, with simple, fixed, propped or cantilever supports, under a uniformly distributed pressure pulse and uniform mass. The default criteria are ASCE/SEI 59-11 (response limits by expected damage: Superficial, Moderate, Heavy or Hazardous). The option General applies the ASCE (2010) guide for petrochemical facilities with UFC 3-340-02, with response levels Low, Medium, High or User (type your project's own limits).
Blast Load: from the side-on blast data of the project (peak overpressure with duration or impulse, and the building dimensions) the sheet works out the pressure pulse on the front wall (reflection and clearing), side wall, roof or rear wall (equivalent load factor, drag, rise time), or you type the pressure pulse of the member yourself, with an optional negative phase. A live drawing shows the pulse.
Member: the dynamic material strengths (strength and dynamic increase factors), the flexural and shear resistance, the detailing checks, the stiffness, the mass, the transformation factors and the natural period. Reinforced-concrete sections of Type I or Type II; steel I-sections with the plastic moment and the compactness check. Direct shear and diagonal tension, the connection design forces and the rebound are checked.
SDOF Response: a step-by-step time history of 2,500 steps per run (two runs, one with the elastic load-mass factor and one with the factor of your option), checked against the Biggs elasto-plastic chart. It compares the support rotation and the ductility with the limits of the set and gives the dynamic reactions and the connection design forces. Live drawings show the member, its resistance function and the response. The Design Check Summary ends in one overall result: MEMBER ADEQUATE, OK · SEE CHECKS, REVISE MEMBER or INCOMPLETE DATA · SEE CHECKS.
Not covered: blast load generation from a charge, TNT equivalence and vapour-cloud models (the blast data are inputs); MDOF and finite-element models, frame sidesway, global stability and foundations; two-way panels; masonry; prestressed members, double tees and T-beams; cold-formed panels, girts and purlins; open-web joists; steel plates; blast doors and windows; point loads and non-uniform loads; tension-membrane action; composite action; near-field and high-pressure effects, breach, spall and fragments; connection design beyond the reactions (bolts, welds, embeds, anchors). The Read Me lists the assumptions, the limits and the items to verify, and says which rules are readings of this tool.
References: ASCE/SEI 59-11, Blast Protection of Buildings (2011); ASCE, Design of Blast-Resistant Buildings in Petrochemical Facilities, 2nd ed. (2010); UFC 3-340-02, Structures to Resist the Effects of Accidental Explosions (2008, Change 2, 2014); ACI 318M-19 for the member strength; also the Handbook for Blast-Resistant Design of Buildings (Dusenberry, 2010), the JRC report EUR 26456 and Biggs, Introduction to Structural Dynamics. Each is cited by section, table, figure, equation or printed page in the workbook.
The method was checked against the published answers of the ASCE guide (front wall, roof load and Appendix 3), the Handbook wind-girt example, the Biggs chart at its published points and the UFC 3-340-02 tables, and against an independent fine-step solution.
Every result is a visible Excel formula. Includes the Excel workbook and a worked A4 sample calculation (10 pages: a precast reinforced-concrete wall panel of a control building, front wall, designed with ASCE/SEI 59-11 at Moderate damage; 250 mm thick, f'c 28 MPa, T16 bars at 150 mm on both faces with T10 ties, simply supported over 6.0 m; side-on overpressure 13.8 kPa for 200 ms; the panel resists 174 kN per metre and responds with a ductility of 1.9 and a support rotation of 0.92 deg against the 4 deg limit; result MEMBER ADEQUATE). The sample is illustrative. One licence per engineer or office.
Includes 2 files: Excel workbook: Blast-Resistant Member Designer, SDOF · Sample calculation, A4
Surveying
Lot Bearing Plotter
by RHCES
Type the technical description of one lot as written on a Philippine title or survey plan: the tie line from the reference monument (BLLM, BBM, MBM ...) to corner 1, then up to 50 boundary lines, each a quadrant bearing and a distance.
The sheet computes the latitudes and departures, the error of closure and the relative precision (1 : x) against the DENR standard you choose (tertiary 1 : 5,000 by default; secondary, primary or custom), the compass-rule (Bowditch) adjustment and the adjusted corner coordinates. From the monument's PRS92 (PTM zones I to V) or local-grid northing and easting it gives the grid coordinates of every corner, with an optional rotation for true bearings. The area is computed by the coordinate method and checked by the DMD method, in sq.m, hectares and words, and compared with the area on the title.
When the description does not close, the typo finder points to the most likely typing error: a swapped N/S or E/W letter, a mistyped distance or bearing, or a skipped line. A live to-scale plot shows the lot with corner numbers, bearings and distances, the tie line, the monument and a north arrow. A one-page A4 Lot Data Computation sheet and a one-page A4 Technical Description sheet (narrative and tabular, written back from the adjusted values) are ready to print. The 12-line summary reports PASS / CHECK / N/A with one overall result.
References: DENR DAO 2007-29 (Revised Regulations on Land Surveys) and DMC 2010-13 (Manual on Land Survey Procedures). The checks test the technical description as typed; they are not a survey verification, and a licensed geodetic engineer remains responsible for surveys, plans and descriptions (RA 8560).
Every result is a visible Excel formula. Includes the Excel workbook and a worked A4 sample calculation (a fictional lot). One licence per engineer or office.
Excel · A4 Lot Data Computation, technical description and live to-scale lot plot
Includes 2 files: Excel workbook: Lot Bearing Plotter · Sample calculation, A4
Structural
RC Bleacher Designer (NSCP 2015)
by RHCES
Design one cast-in-place reinforced concrete bleacher (grandstand seating) whose stepped slab spans along the slope between a bottom and a top support, like a stair flight, to NSCP 2015. Designed per 1 m strip along the rows, 3 to 15 seat rows, as a waist slab (flat inclined soffit with solid or hollow steps on top) or a folded plate (sawtooth treads and risers). Optional walkways at the bottom and top; each support is a monolithic beam, a held bearing on a ledge or wall, or a sliding bearing.
Loads: self-weight, seats and finishes, the NSCP 2015 Table 205-1 grandstand live load (4.8 kPa), crowd sway forces from Table 205-2 (350 N/m along and 145 N/m across the seats) and an optional guard on the top edge. Simple-span statics on the horizontal projection, with a check that one support slides or the ends are symmetric (otherwise the slab arches and the sheet asks for a frame analysis). Moments and shear from your own frame analysis can be typed in; they only ever raise the demand.
Checks: flexure at mid-span, at the folds (riser moment plus axial force) and at monolithic supports; ductility, minimum and shrinkage steel, bar spacing, crack control, cover and concrete strength for the exposure class; one-way shear; minimum thickness and the calculated live-load and long-term deflections; crowd vibration (natural frequency against the crowd limit and the Allen rhythmic-crowd check, reported as CHECK); end-support reactions, bearing and sway at held bearings; development of the bars at the supports, at the waist kink and across the folds, top-bar extension and embedment, hanging risers and laps.
Live drawings show the bleacher in section along the slope with its bars, the fold detail and the moment and shear diagrams; the 46-line summary reports demand, capacity, ratio and PASS / FAIL / CHECK with one overall result. Not covered: precast, steel or timber seating, telescopic stands, seats spanning across the rows between raker beams, cantilevered tiers, intermediate supports, and the seismic and wind design of the stand, its beams, rakers, columns and footings. The Read Me lists the items worth confirming.
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live section along the slope, fold detail, moment & shear diagrams
Design one concrete slab on ground (slab-on-grade) of uniform thickness for a warehouse, industrial, commercial or residential floor, on a subgrade with an optional granular sub-base. NSCP 2015 401.4.7 exempts floor slabs on ground that carry no loads from the structure, so the thickness comes from the published methods with service loads and safety factors, while NSCP 2015 supplies the concrete, durability, cover, spacing, laps, punching and bearing rules. Subgrade k from a plate load test, CBR or soil type, with the composite k on top of the sub-base. Plain slabs with sawcut joints, or one or two layers of distributed steel; dowelled, aggregate-interlock or free-edge joints.
Loads: one forklift or vehicle axle (from the rated capacity, service weight and axle share, or typed; single or dual wheels; solid or pneumatic tyres; load repetitions for the fatigue safety factor), up to 4 rows of rack posts or point loads (back-to-back racks as a 2 × 2 post group, single racks or single posts, at a joint or not) and one uniform storage load with a fixed or variable aisle layout.
Wheels and posts by PCA (default), Westergaard and Meyerhof, all three side by side, the chosen one driving the statuses; flexural strength from the code modulus of rupture 0.62√f'c by default, or a tested value. Checks: flexure in the interior and at joints for each load and the thickness each case needs; the uniform-load aisle moment (Hetenyi) and soil pressure; punching shear around base plates and tyres by the code equations (Table 414.5.5.1, or 422.6.5.2 for two layers) with combined perimeters for close loads; bearing; joint spacing, sawcut depth and dowels; distributed steel by subgrade drag and the 0.1 % minimum, cover, spacing and laps. A switch for a slab that carries loads from the structure or acts as a tie adds the code plain-concrete checks under factored loads.
Live drawings show the slab section at a joint, the axle and post-group plans with punching perimeters, the design ratio against slab thickness and the joint layout; the 33-line summary reports demand, capacity, ratio and PASS / FAIL / CHECK, with the required thickness and one overall result. Not covered: fibre-reinforced, post-tensioned, jointless and pile-supported slabs, slabs carrying columns or walls, line and wall loads, multi-axle trucks, mixed-traffic fatigue, curling analysis, dowel capacity, expansive soils and settlement. The Read Me lists the items taken from a single published source that are worth confirming.
Every result is a visible Excel formula, with printed NSCP 2015 clause and page references for the code items. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live slab section, axle & post plans, ratio chart & joint layout
Design one concrete slab on ground (slab-on-grade) of uniform thickness for a warehouse, industrial, commercial or residential floor, on a subgrade with an optional granular sub-base (SI units). ACI 318-19 1.4.8 exempts floor slabs on ground that carry no loads from the structure (R1.4.8 points to ACI 360R), so the thickness comes from the published methods with service loads and safety factors, while ACI 318-19 supplies the concrete, durability, cover, spacing, laps, punching and bearing rules. Subgrade k from a plate load test, CBR or soil type, with the composite k on top of the sub-base. Plain slabs with sawcut joints, or one or two layers of distributed steel; dowelled, aggregate-interlock or free-edge joints.
Loads: one forklift or vehicle axle (from the rated capacity, service weight and axle share, or typed; single or dual wheels; solid or pneumatic tyres; load repetitions for the fatigue safety factor), up to 4 rows of rack posts or point loads (back-to-back racks as a 2 × 2 post group, single racks or single posts, at a joint or not) and one uniform storage load with a fixed or variable aisle layout.
Wheels and posts by PCA (default), Westergaard and Meyerhof, all three side by side, the chosen one driving the statuses; flexural strength from the code modulus of rupture 0.62√f'c by default, or a tested value. Checks: flexure in the interior and at joints for each load and the thickness each case needs; the uniform-load aisle moment (Hetenyi) and soil pressure; punching shear around base plates and tyres by the code equations (Table 14.5.5.1, or 22.6.5.2 with the size factor for two layers) with combined perimeters for close loads; bearing; joint spacing, sawcut depth and dowels; distributed steel by subgrade drag and the 0.1 % minimum, cover, spacing and laps. A switch for a slab that carries loads from the structure or acts as a tie adds the code plain-concrete checks under factored loads.
Live drawings show the slab section at a joint, the axle and post-group plans with punching perimeters, the design ratio against slab thickness and the joint layout; the 33-line summary reports demand, capacity, ratio and PASS / FAIL / CHECK, with the required thickness and one overall result. Not covered: fibre-reinforced, post-tensioned, jointless and pile-supported slabs, slabs carrying columns or walls, line and wall loads, multi-axle trucks, mixed-traffic fatigue, curling analysis, dowel capacity, expansive soils and settlement. The Read Me lists the items taken from a single published source that are worth confirming.
Every result is a visible Excel formula, with ACI 318-19 section references for the code items. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live slab section, axle & post plans, ratio chart & joint layout · SI units
Design one section of a cast-in-place reinforced-concrete structural (shear) wall at a time, usually the critical section at the base, to NSCP 2015 Section 411 and, for special structural walls, 418.10: rectangular, with web bars in one or two curtains and optional boundary zones at both ends. Type the factored Pu, Mu and Vu of up to 40 combinations or paste the ETABS Pier Forces table (ETABS 22 or older layouts). The top displacement for the boundary-element check is typed from your analysis.
P-M interaction by strain compatibility for every combination (φ by Table 421.2.2). Checks: in-plane shear and its limit (418.10.4, or 411.5.4 for ordinary walls) with the φ = 0.60 rule of 421.2.4.1; the need for special boundary elements, displacement- or stress-based (418.10.6.2, 418.10.6.3), and their extent, width, Ash, hoop spacing and hx (418.10.6.4) and height, or the boundary ties of 418.10.6.5; minimum web steel, curtains, spacing and the 50 mm clear spacing of 425.2.1; shear friction across the joint (422.9); development and Class B laps. Special-wall shear is the Vu of your analysis, not amplified (418.10.3).
Live drawings show the plan section, the boundary element, the elevation and the P-M diagram with every combination; the 42-line summary reports demand, capacity, ratio and PASS / FAIL, with one overall result. Rectangular, symmetrically reinforced walls only, with the same boundary zone (or none) at both ends: flanged, C, L and barbell walls, openings, coupling beams, wall piers (screened only) and out-of-plane design are not covered.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live plan section, boundary element, elevation & P-M diagram
Design one section of a cast-in-place reinforced-concrete structural (shear) wall at a time, usually the critical section at the base, to ACI 318-19 Chapter 11 and, for special structural walls, 18.10, with the seismic basis of ASCE 7-22 (SI units): rectangular, with web bars in one or two curtains and optional boundary zones at both ends. Type the factored Pu, Mu and Vu of up to 40 combinations or paste the ETABS Pier Forces table (ETABS 22 or older layouts). The top displacement for the boundary-element check is typed from your analysis.
P-M interaction by strain compatibility for every combination, with the probable moment Mpr. Checks: in-plane shear (special walls: Ve = Ωv ωv Vu not above 3 Vu, 18.10.3.1, with one Ωv for the wall per note [1] of Table 18.10.3.1.2) and its limit; the need for special boundary elements, displacement-based with the drift capacity check (18.10.6.2) or stress-based (18.10.6.3), and their extent, width, Ash, spacing, hx, hoop legs, web crossties and floor concrete (18.10.6.4) and height, or the boundary ties of 18.10.6.5; minimum web steel, end reinforcement (18.10.2.4), curtains and spacing; shear friction and joint roughening; development and Class B laps, the no-lap zone above the critical section (18.10.2.3(c)) and a flag for the Ktr rule of 25.4.2.2 and 25.5.1.5 on Grade 550 and 690 bars spaced closer than 150 mm.
Live drawings show the plan section, the boundary element, the elevation and the P-M diagram with every combination; the 48-line summary reports demand, capacity, ratio and PASS / FAIL, with one overall result. Rectangular, symmetrically reinforced walls only, with the same boundary zone (or none) at both ends: flanged, C, L and barbell walls, openings, coupling beams, wall piers (screened only) and out-of-plane design are not covered. The ASCE 7-22 items follow published secondary sources; the Read Me lists them and what is still to be confirmed.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live plan section, boundary element, elevation & P-M diagram · SI units
Design a cantilever reinforced-concrete retaining wall per metre run to NSCP 2015: battered stem, level or sloping backfill, surcharge, soil over the toe and an optional reinforced shear key. Earth pressure by Rankine or Coulomb, not below the minimum soil lateral load of Table 209-1 for the backfill class, or per your soil report.
Stability on allowable stress design loads (206.6): overturning and sliding (friction, adhesion, passive and key) with a factor of safety of at least 1.5, the resultant in the middle third, bearing pressure and Meyerhof bearing capacity, plus an optional Mononobe-Okabe seismic check on D + H + E/1.4 for both signs of kv. The stem, heel, toe and key are designed for the NSCP combinations with 1.6H and Ev = 0.5 Ca I D: flexure, one-way shear (Eq. 422.5.5.1, no size effect), minimum steel, the horizontal stem steel of Table 411.6.1, crack control, the 50 mm clear spacing of 425.2.1, cover, development and hooks, shear friction at the stem-footing joint and the cut-off of alternate stem bars. Grade 275 and 415 bars can be entered.
A to-scale wall section redraws itself as you type, and the 52-line summary reports demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Basement (at-rest) walls, water pressure, settlement and global stability are not covered.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live to-scale wall section
Design a cantilever reinforced-concrete retaining wall per metre run to ACI 318-19 (SI units): battered stem, level or sloping backfill, surcharge, soil over the toe and an optional reinforced shear key. Earth pressure by Rankine or Coulomb, with a minimum fluid pressure for a level backfill that you set.
Stability under service loads with your factors of safety: overturning, sliding (friction, adhesion, passive and key), the resultant in the middle third, bearing pressure and Meyerhof bearing capacity, plus an optional Mononobe-Okabe seismic check for both signs of kv. The stem, heel, toe and key are designed for Table 5.3.1 with 1.6H: flexure (tension-controlled), one-way shear by Table 22.5.5.1 with the size effect (which 13.2.6.2 lets you neglect in the footing), minimum steel 0.0018 Ag, crack control, clear spacing, cover, development and hooks, the 25.4.2.2 rule for fy 550 MPa bars, shear friction at the stem-footing joint and the cut-off of alternate stem bars.
A to-scale wall section redraws itself as you type, and the 53-line summary reports demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Basement (at-rest) walls, water pressure, settlement and global stability are not covered.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live to-scale wall section · SI units
Design a cast-in-place reinforced-concrete floor or roof diaphragm (solid slab of uniform thickness) in both plan directions by the beam analogy of NSCP 2015 Section 412 and the seismic rules of 418.12: a rectangular plan with up to 8 lines of walls or frames each way and one opening, with storey forces for up to 50 levels worked out from the base shear and period, or typed.
Fpx by Eq. 208-22 within 0.5 to 1.0 Ca I wpx (or the simplified procedure, or typed), plus wind and transfer forces; line reactions by a flexible, rigid (with torsion) or envelope model, with live shear and moment diagrams. Checks: in-plane shear and its limit, chords, collectors for the Eq. 208-22 force and Em = Ωo Eh (tension, compression, the stress limit and hoops of 418.12.7.5, splice zones), shear friction to the walls and collectors, collector extension, development and Class B laps, minimum thickness, minimum slab steel and bar spacing (50 mm clear, 425.2.1), and the net section, chords, trimmers and drag bars at the opening.
A live plan shows the lines, collectors, chords and opening; the 65-line summary reports demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Precast, prestressed and non-rectangular diaphragms, the gravity (out-of-plane) design of the slab and the combined axial force and gravity moment of beam collectors are not covered.
Every result is a visible Excel formula with printed NSCP 2015 clause and page references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Excel · A4 calc sheets + live plan, shear & moment diagrams · both directions
Design a cast-in-place reinforced-concrete floor or roof diaphragm (solid slab of uniform thickness) in both plan directions by the beam analogy of ACI 318-19 Chapter 12 and the seismic rules of 18.12, with the diaphragm forces of ASCE 7-22 12.10 (SI units): a rectangular plan with up to 8 lines of walls or frames each way and one opening, with storey forces for up to 50 levels worked out from the base shear and period, or typed.
Fpx by Eq. 12.10-1 within the limits of 12.10-2 and 12.10-3 (or typed), plus wind and transfer forces; line reactions by a flexible, rigid (with torsion) or envelope model, with live shear and moment diagrams. Checks: in-plane shear and its limit, chords, collectors by the force sets of 12.10.2.1 with Ωo and the Exception 1 cap (tension, compression, the average tensile stress of 18.12.7.5, the stress limit and hoops of 18.12.7.6, splice zones), shear friction with roughened joints in SDC D to F, collector extension, development and Class B laps (with 25.4.2.2), minimum thickness, minimum slab steel and bar spacing, and the net section, chords, trimmers and drag bars at the opening.
A live plan shows the lines, collectors, chords and opening; the 66-line summary reports demand, capacity, ratio and PASS / FAIL for every check, with one overall result. Precast, prestressed and non-rectangular diaphragms, the gravity (out-of-plane) design of the slab and the combined axial force and gravity moment of beam collectors are not covered. The ASCE 7-22 items follow published secondary sources; the Read Me lists them and what is still to be confirmed.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheets + live plan, shear & moment diagrams · both directions · SI units
Design the dapped end of a precast or reinforced-concrete beam by the PCI Design Handbook method (Mattock & Chan 1979; PCI Design Handbook 7th / 8th ed.; Klein, Botros, Andrews & Holloway, PCI Journal 2017) in SI units, with every code part (phi factors, shear friction, bearing, development length, cover, bar spacing, minimum steel, shear) taken from the printed NSCP 2015.
The five PCI failure modes are designed and checked: flexure with axial tension in the extended end (nib); direct shear at the dap face by shear friction; diagonal tension at the re-entrant corner (hanger steel Ash); diagonal tension in the extended end (Av and Ah); diagonal tension in the undapped end with the anchorage of As and of the main bottom bars. Plus bearing, the minimum Nu, geometry limits, spacing and cover. A live elevation of the dapped end shows the nib, the re-entrant corner, the bearing and every bar group. Strut-and-tie is out of scope.
Every result is a visible Excel formula with NSCP 2015 clause references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office.
Design the dapped end of a precast or reinforced-concrete beam by the PCI Design Handbook method (Mattock & Chan 1979; PCI Design Handbook 7th / 8th ed.; Klein, Botros, Andrews & Holloway, PCI Journal 2017) in SI units, with every code part (phi factors, shear friction, bearing, development length, cover, bar spacing, minimum steel, shear) taken from ACI 318-19 (SI units).
The five PCI failure modes are designed and checked: flexure with axial tension in the extended end (nib); direct shear at the dap face by shear friction; diagonal tension at the re-entrant corner (hanger steel Ash); diagonal tension in the extended end (Av and Ah); diagonal tension in the undapped end with the anchorage of As and of the main bottom bars. Plus bearing, the minimum Nu, geometry limits, spacing and cover. A live elevation of the dapped end shows the nib, the re-entrant corner, the bearing and every bar group. Strut-and-tie is out of scope.
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation. One licence per engineer or office. Looking for the Philippine code? See the NSCP 2015 edition.
Excel · A4 calc sheet + live dapped-end elevation · SI units
Design one precast, pretensioned hollow-core slab unit, simply supported, with straight bonded strands, untopped or with an unshored composite topping, by ACI 318-19 (SI units) and the PCI methods. Pick a PCI generic section (4HC6, 4HC8, 4HC10 or 4HC12) from the library, type a circular-core section, or enter your producer's section data. One layer of bottom strands and optional top strands, normalweight concrete, uniform loads, a transverse line load (a wall across the span), a concentrated load and a longitudinal line load (a wall along the span) with the PCI load distribution.
Checks: prestress losses by the PCI method; stresses at transfer, at service and in handling; flexural strength by strain compatibility or the ACI approximate equation, with the compression block through the topping, the top flange and the cores; strand development and the design strength along the span; shear strength Vci and Vcw at 45 stations with the prestress reduced in the transfer zone (dry-cast units carry no stirrups) and the hollow-core shear rule; horizontal shear of the topping; camber, long-term position and deflections; bearing and cover.
Two live figures redraw from your inputs: the cross-section with its dimensions, strands and cores, and the elevation with the loads, bearings, transfer and development zones, lifting points and shear sections. The Design Check Summary lists every check with its ratio and status and ends in one overall result: HOLLOW-CORE SLAB ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE SLAB or INCOMPLETE DATA. Not covered: continuous or cantilevered slabs, debonded strands, mild bars in the cores, filled cores, openings and notches, diaphragm action, fire rating, lightweight concrete, vibration, ASD, Class C (cracked) design and load tables. The PCI generic sections are for preliminary design: use your producer's section and strand positions for the final design. The Read Me lists the items worth confirming.
References: ACI 318-19 in SI (ACI 318M-19) for strength, serviceability and detailing; PCI MNL-126-98 (2nd ed.) for losses, camber, composite design and load distribution; PCI Design Handbook 7th edition for the generic sections and the handling multipliers, with the printed page of each reference shown in the workbook. NSCP 2015 is not included in this edition. The method was checked against the worked examples of PCI MNL-126-98 (losses, stresses, flexural and shear strength, camber and deflection).
Every result is a visible Excel formula with ACI 318-19 section references. Includes the Excel workbook and a worked A4 sample calculation (an office floor slab, 4HC8 with a 50 mm topping, six 9.53 mm strands, slab length 8.0 m). One licence per engineer or office.
Design one precast, pretensioned, simply supported concrete beam by ACI 318-19 (SI) and the PCI methods, with or without an unshored composite topping. Pick the section from the library (116 sections: rectangular beams, L-beams, inverted tees and double tees of the PCI Design Handbook 7th ed., CPCI inverted tees and I-girders, AASHTO Types I to VI and PCI bulb tees) or type a custom outline (rectangular, I, T or inverted-T, L-beam, double tee or box). Every library section is computed from its dimensions and agrees with the published area and moment of inertia within 0.5 %. Generic sections are for preliminary design: use your producer's section for the final design.
Strands: Grade 1860 low-relaxation strand in up to 6 rows, each straight or harped, with debonded strands of up to two lengths; optional bottom and top mild bars; stirrups in three zones.
Checks: prestress losses by the PCI method (or your typed total loss); stresses at transfer, in handling and at service (Class U, or Class T if you accept it); flexural strength by strain compatibility along the span, with the transfer and development of every strand group; minimum strength 1.2 Mcr; shear Vci and Vcw along the span with the stirrup zones, minimum shear reinforcement, maximum spacing and the section limit; horizontal shear of the topping; end-zone (bursting) steel; bearing; cover; camber and deflections with the PCI multipliers. New in v1.1: when handling tension is above fr/1.5, the workbook shows the top steel required to carry it and checks the bars you provide. Four drawings redraw from your inputs: the section with its strands, the elevation with the strand profile, loads and stirrup zones, the stress diagrams, and the moment and shear diagrams against the design strength. The Design Check Summary collects every check under one overall result: PRESTRESSED BEAM ADEQUATE, ADEQUATE · SEE CHECKS, REVISE THE BEAM or INCOMPLETE DATA — SEE CHECKS.
Not covered: post-tensioning, continuous or cantilevered beams, shored construction, lightweight concrete, torsion (spandrel beams), the design of ledges, hangers and dapped ends (use the RHCES Corbel and Dapped-End designers), bridge girders by AASHTO LRFD, fire rating, seismic frame design, vibration and Class C (cracked) design.
References: ACI 318M-19; PCI Design Handbook 7th ed.; PCI MNL-126-98; CPCI Design Manual; Dolan and Hamilton, Prestressed Concrete (2019), with the printed page of each reference shown in the workbook.
The method was checked against 133 published values from the worked examples of the PCI Design Handbook, MNL-126 and Dolan and Hamilton (losses, stresses, flexure, debonded strands, end zone, shear, horizontal shear, camber and deflection), and every number was compared with a second, independent calculation.
Every result is a visible Excel formula. Includes the Excel workbook and a worked A4 sample calculation (13 pages: office floor beam, CPCI IT900x600 inverted tee, 9.6 m long, 75 mm composite topping, 18 strands of 12.7 mm (straight, harped and debonded); result PRESTRESSED BEAM ADEQUATE, governed by the service tension at the bottom, ratio 0.91). The sample is illustrative. One licence per engineer or office.
