Compendium

Masonry & Timber Structural Design — Engineering Reference

19 min read

Masonry & Timber Structural Design — Engineering Reference

Two ancient materials that bracket the modern structural-design problem. Masonry — brick, stone, concrete-block — is compression-strong, tension-weak, and detail-driven. Timber is orthotropic, anisotropic, dimensionally unstable with moisture, and yet, via cross-laminated timber (CLT), now competes with concrete for mid- and high-rise structures. Both reward the engineer who respects their failure modes and punish those who treat them as isotropic continua.

1. At a glance

Masonry

  • Compression-strong, tension-weak. Specified masonry compressive strength f’_m typically 10–21 MPa (1500–3000 psi) for concrete masonry; 14–35 MPa (2000–5000 psi) for clay brick.
  • Mortar is the weak link in tension and shear — never assume net section continuity for unreinforced masonry (URM) in tension.
  • Two families: URM (gravity-only, historic) vs reinforced masonry (RM) where vertical grouted cells act as small reinforced-concrete columns embedded in the wall.
  • Empirical-design tradition: tables and prescriptive provisions dominate for low-rise; rational analysis (TMS 402 Ch. 8–11) for taller or seismic.

Timber

  • Orthotropic: longitudinal modulus E_L >> radial E_R ≈ tangential E_T. For Douglas-fir-larch: E_L ≈ 12 GPa, E_R ≈ 0.6 GPa, E_T ≈ 0.4 GPa.
  • Strength varies by orientation, duration of load, moisture, temperature, size, and grade. NDS uses cumulative adjustment factors (C_D, C_M, C_t, C_F, …).
  • Connections govern. Wood-fiber failure modes (tension parallel-to-grain, perpendicular-to-grain splitting) are brittle; nails and bolts are ductile.
  • Mass timber revival: CLT and glulam now enable 18+ story buildings. Mjøstårnet (Brumunddal, Norway, 2019) reached 85.4 m. Ascent Milwaukee (Korb + Associates / Thornton Tomasetti, 2022) reached 25 stories — tallest mass-timber building in the world as of 2026.

Both materials live or die on connection detailing and moisture management.

2. First principles — masonry

Material model

URM is best modeled as a Mohr-Coulomb friction material along bed joints:

τ ≤ c + μ·σ_n

where c is the cohesion (mortar adhesion, ~0.1–0.4 MPa) and μ is the friction coefficient (~0.6–0.9). When σ_n (compression normal to bed joint) reverses to tension, the joint opens — there is no reliable tensile capacity across mortar joints.

RM treats vertically grouted cells as miniature reinforced-concrete columns embedded in a CMU or brick lattice. The grout (f’_g ≥ 14 MPa, ASTM C476) bonds to vertical bars (typically #4–#6 in residential, #6–#9 in commercial walls) and provides flexural tension capacity.

Specified compressive strength f’_m

Two methods (TMS 402-22 §3.3):

  1. Unit-strength method — TMS 402 Table 2 cross-tabulates unit compressive strength × mortar type → f’_m. Common: CMU at 13.8 MPa (2000 psi) net + Type S mortar → f’_m = 10.3 MPa (1500 psi).
  2. Prism test method — build three masonry prisms (ASTM C1314), test at 28 days, take the average × 0.85 reduction for h/t > 2.

Mortar (ASTM C270)

TypeMin. comp. strengthUse
M17.2 MPa (2500 psi)Foundations, retaining walls, severe exposure
S12.4 MPa (1800 psi)Below grade, structural reinforced masonry
N5.2 MPa (750 psi)Above grade, general veneer
O2.4 MPa (350 psi)Interior non-loadbearing, restoration

Proportions by volume — Type S: 1 portland cement : 1/2 hydrated lime : 4½ sand. Higher cement → stronger but more brittle, lower bond. Type N is the sweet spot for most exterior veneer.

Elastic modulus

E_m = 900·f'_m  (concrete masonry, TMS 402 §4.2.2)
E_m = 700·f'_m  (clay masonry)

So a wall with f’_m = 14 MPa (2000 psi) has E_m ≈ 12.6 GPa (1.8 × 10^6 psi) — about a third of concrete, an order higher than wood.

Slenderness and P-δ

Walls in compression suffer second-order moments. TMS 402 §8.3.4.2 ASD allowable axial:

F_a = (1/4)·f'_m·[1 - (h/(140·r))²]    for h/r ≤ 99
F_a = (1/4)·f'_m·(70·r/h)²              for h/r > 99

where r is the radius of gyration of the wall cross-section. The (1/4) factor is the classical Rankine-style safety factor; in strength design (TMS 402 §9), ϕ-factors take its place.

3. First principles — timber

Orthotropic elasticity

A clear-wood specimen has three principal directions: Longitudinal (L, along grain), Radial (R, toward bark), and Tangential (T, around the trunk). For Douglas-fir at 12% MC:

PropertyValue (GPa)Ratio to E_L
E_L13.41.00
E_R0.910.068
E_T0.650.048
G_LR1.160.087
G_LT0.910.068
G_RT0.0870.0065

In structural design, only E_L (and a single E_perp lumped together) is tabulated.

Design value adjustments (NDS 2024)

Reference design values F_b (bending), F_t (tension), F_c (compression parallel), F_c⊥ (compression perpendicular), F_v (shear) are multiplied by a stack of adjustment factors (NDS Table 4.3.1):

F_b' = F_b · C_D · C_M · C_t · C_L · C_F · C_fu · C_i · C_r
  • C_D — load duration factor: 0.9 (permanent) / 1.0 (10-yr “normal”) / 1.15 (2-month snow) / 1.6 (10-min wind/seismic) / 2.0 (impact).
  • C_M — wet service factor: 1.0 if MC < 19%; reductions of 15–30% if wet (e.g., F_b·0.85, F_c⊥·0.67).
  • C_t — temperature factor: 1.0 if T ≤ 38 °C; reductions if sustained 38–66 °C.
  • C_L — beam stability factor: lateral-torsional buckling, similar in form to AISC LTB.
  • C_F — size factor: small for #2 2×4 = 1.5, large for 2×12 = 1.0 (Sawn lumber NDS Table 4A).

Glulam (engineered glued-laminated timber, originated Otto Hetzer patent 1906 — modern industrial since ~1980s with ANSI/AITC A190.1) uses smaller adjustments because individual lamination defects are statistically averaged out.

CLT — cross-laminated timber

Invented in Austria in the early 1990s (KLH and Binderholz pioneered industrial production), standardized in North America by ANSI/APA PRG-320 (current revision 2024). A CLT panel has odd-numbered plies (3, 5, 7, 9) of dimensional lumber glued at 90° between layers, creating 2D plate action.

Effective bending stiffness via the gamma-method (Möhler 1956):

(EI)_eff = Σ E_i·I_i + Σ γ_i·E_i·A_i·z_i²

where γ_i accounts for shear flexibility between layers (γ_1 = γ_n = γ-coefficient, γ_middle = 1).

Cross-layers (perpendicular to span) carry rolling shear — shear in the R-T plane — limited to F_R ≈ 1.0 MPa (140 psi). This is the controlling stress for short-span heavily loaded CLT floors.

4. Worked examples

Example (a) — CMU shear wall, ASD

A reinforced fully-grouted CMU shear wall:

  • Thickness t = 200 mm (8 in nominal)
  • Length L_w = 4000 mm (13.1 ft)
  • Height h = 8000 mm (26.2 ft)
  • f’_m = 14 MPa (2000 psi)
  • Axial compression P = 50 kN/m of wall length
  • In-plane shear V = 200 kN at base

Axial check (TMS 402 §8.3.4.2 ASD):

r = t/√12 = 200/√12 = 57.7 mm
h/r = 8000/57.7 = 138.6 → use second equation (h/r > 99)
F_a = (1/4)·14·(70·57.7/8000)² = (1/4)·14·0.255 = 0.89 MPa

Applied f_a = P/(t·1m) = 50000/(200·1000) = 0.25 MPa. Ratio 0.25/0.89 = 0.28 — OK with large margin.

Shear check:

v = V/(b·d) = V/(t·0.8·L_w) = 200000/(200·3200) = 0.31 MPa (45 psi)
v_m = 0.083·√(f'_m·1000) = 0.083·√14000 = 9.82·√14 = ... ≈ 0.31 MPa

Allowable v_m = 0.083·√(f’_m in psi) in US units = 0.083·√2000 = 3.71 psi — wait, that’s not right. TMS 402 ASD uses:

F_vm = (1/2)·[4.0 - 1.75·(M/(V·d_v))]·√f'_m + 0.25·(P/A_n)    (psi)

For M/(V·d_v) ≈ 1.0 (squat wall): F_vm = (1/2)·(4-1.75)·√2000 + 0.25·(50/200·1) ≈ 50 psi + 0.06 = 50.3 psi = 0.35 MPa. Demand 0.31 MPa < 0.35 MPa — OK, but margin small; add horizontal shear reinforcement (#4 @ 600 mm) per §8.3.5.

Example (b) — glulam beam

24F-V4 Douglas-fir glulam beam, simple span:

  • L = 8.0 m (26.2 ft)
  • w = 12 kN/m (823 plf) total dead + snow
  • C_D = 1.15 (snow)
  • F_b reference = 16.5 MPa (2400 psi)
  • E reference = 12.4 GPa (1.8 × 10^6 psi)

Required section modulus:

M_max = w·L²/8 = 12·8²/8 = 96 kN·m (70.8 kip-ft)
F_b' = 16.5·1.15·1.0·1.0·1.0 = 19.0 MPa (factors C_M=C_t=C_L≈1.0 assuming sheathed)
S_req = M/F_b' = 96·10⁶/19 = 5.05·10⁶ mm³ (308 in³)

Try 175 × 533 mm (6.75 × 21 in nominal) glulam:

S = b·d²/6 = 175·533²/6 = 8.28·10⁶ mm³ — OK (× 1.64 margin for stability/deflection)

Shear check:

V_max = w·L/2 = 48 kN
f_v = 1.5·V/(b·d) = 1.5·48000/(175·533) = 0.77 MPa (112 psi)
F_v' = 1.86·1.15 = 2.14 MPa (310 psi) — OK

Deflection (L/360 live, L/240 total):

I = b·d³/12 = 175·533³/12 = 2.21·10⁹ mm⁴
Δ_LL = 5·w_LL·L⁴/(384·E·I)

With w_LL ≈ 7 kN/m: Δ = 5·7·8000⁴/(384·12400·2.21·10⁹) = 1.43·10¹⁴/(1.05·10¹³) = 13.6 mm. L/360 = 8000/360 = 22.2 mm — OK.

Example (c) — CLT floor panel

5-ply CLT panel, E1 grade (PRG-320):

  • Total thickness h = 175 mm (6.9 in), all plies 35 mm
  • Span L = 6.0 m (19.7 ft), simple support
  • Loads: DL = 1.0 kPa (20.9 psf) + LL = 2.4 kPa (50 psf)
  • Width considered = 1.0 m

Effective stiffness (gamma-method, layers 1/3/5 longitudinal, 2/4 transverse):

For E1 grade: E_0 (longitudinal) = 11.7 GPa, E_90 (transverse) ≈ E_0/30 ≈ 0.39 GPa.

Sum just longitudinal layers’ own I + their parallel-axis term, modified by γ (≈ 0.85 for L = 6 m / shear span effects):

(EI)_eff ≈ 3.6·10¹² N·mm² per metre width (FPInnovations CLT Handbook Ch.3 Table 3)

PRG-320 spec sheet for V2 175-mm panel: (EI)_eff = 3.46 × 10¹² N·mm²/m.

Deflection (long-term, including creep K_cr = 2.0 per NDS §10.4):

Δ_inst = 5·w·L⁴/(384·EI_eff) = 5·3.4·6000⁴/(384·3.46·10¹²)
        = 2.2·10¹³/1.33·10¹⁵ = 16.6 mm
Δ_lt = Δ_inst·(1 + K_cr·DL/total) ≈ 16.6·(1 + 2·0.29) = 26.2 mm

L/240 = 25.0 mm — marginal; consider 7-ply or shorter span. (Note: long-term creep is the silent killer of CLT serviceability.)

Rolling shear:

V_max = w·L/2 = 3.4·6/2 = 10.2 kN/m
τ_R ≈ V·Q/(I·b) — for 175-mm panel ≈ 0.5 MPa — OK (<1.0 MPa).

5. Design heuristics

Masonry

  • Never trust URM tensile capacity. Cracks open along bed joints under any net tension. For seismic regions (SDC C+), use fully grouted reinforced masonry or shear walls of another material.
  • Bond beams every 1.2 m (4 ft) vertical in CMU walls — provides horizontal continuity, ties wall to diaphragm, anchors vertical bars.
  • Control joints every 7.6 m (25 ft) horizontal for shrinkage of CMU (concrete-block walls shrink as they cure; clay-brick walls expand — the joint detailing is opposite).
  • Brick veneer = drainage cavity. TMS 402 §12 requires: 1-inch (25 mm) minimum air gap, through-wall flashing at base, weep holes every 24 inches (600 mm), corrosion-resistant ties (galvanized minimum, stainless in coastal). Brick is not a structural skin; it’s a rainscreen.
  • Lintel rule of thumb: span/16 for nominal depth, but always verify shear at supports and ensure 200 mm (8 in) minimum bearing.
  • Mortar harder than brick is wrong. Hardness mismatch shifts crack-paths into the units rather than the joints (which are repointable). Type N is the historic-restoration default.

Timber

  • Stiffness governs, not strength. Long-span floors fail occupants (vibration, sag) before they fail engineers (rupture). Aim for L/480 if you can afford it.
  • Always check F_c⊥ at bearings. A 2×10 joist on a 3.5-inch (89 mm) bottom plate bears on 89 × 38 = 3382 mm² with F_c⊥ ≈ 4.5 MPa → only 15 kN. Crushing is silent and progressive.
  • Never trust nail withdrawal capacity in seismic/wind uplift. Use screws, lag bolts, or proprietary connectors. Post-Andrew (1992) IRC Section R802.11 now mandates hurricane ties at every rafter-to-plate connection in wind regions.
  • CLT char rate = 0.65 mm/min (NDS Ch. 16, ANSI/APA PRG-320). For 1-hour rating, sacrifice 0.65·60 = 39 mm of section and verify residual capacity. Effective char depth adds a 7-mm zero-strength layer.
  • CLT punching at column supports is a new failure mode, not in NDS prior to 2018. CLT Handbook §3.7 gives design procedures; expect to add steel plates or wood blocking at point loads >50 kN.
  • Detail for moisture. Wet rot at sill plates is the #1 light-frame failure mode in inspections. Use pressure-treated southern pine sills, cap with rubber gasket or capillary break.
  • Glulam camber: order beams cambered to 1.5× DL deflection. The fabricator (Boise Cascade, Anthony Forest, Western Archrib) sets camber at the glue table — cannot be added later.

6. Components & sourcing

Masonry units

  • CMU (concrete block): Oldcastle (largest US supplier, brands Anchor, Trenwyth), Boral Masonry, RCP Block & Brick, Echelon Masonry, ACME Brick (also brick).
  • Clay brick: General Shale (subsidiary of Wienerberger AT), Glen-Gery, Acme Brick, Belden Brick, Endicott Clay. Brick is regional — shipping costs limit radius.
  • Cast stone / architectural masonry: Arriscraft (Brampton, ON), Endicott, Cast Stone Institute members.

Mortar and grout

  • Bagged mortar: Quikrete, Sakrete, Spec Mix (most common large-job pre-blended). Type N is the default veneer mix; Type S for structural.
  • Color: Solomon Colors, Davis Colors, H.C. Muddox — integral mortar pigments. Job-site mixing is unreliable; spec pre-blended for color consistency.

Glulam

  • Boise Cascade (BCC) — Pacific Northwest, Douglas-fir 24F-V4 and 24F-V8 most common.
  • Anthony Forest Products — Arkansas, southern pine glulam, now part of Canfor.
  • Western Archrib — Edmonton AB, custom architectural curved glulam.
  • Rosboro — Oregon, X-Beam glulam stocked at lumber yards.
  • Roseburg Forest Products — RFPI joists and glulam.

CLT manufacturers

  • Structurlam (Penticton, BC; acquired Brock Commons 2017 panels; first US plant at Conway AR 2014 — now Mercer Mass Timber). Largest North American supplier of architectural CLT until 2024.
  • KLH Massivholz (Katsch an der Mur, Austria) — invented industrial CLT; ~150,000 m³/yr.
  • Stora Enso (Sweden) — world’s largest CLT producer, plants in Austria (Ybbs, Bad St. Leonhard) and Sweden (Gruvön).
  • Binderholz (Austria) — sister of original KLH founders.
  • DR Johnson Wood Innovations (Riddle, Oregon) — first APA-certified US CLT mill (2015), supplied Brock Commons (UBC, 18-story, 2017).
  • SmartLam North America (Columbia Falls MT; Dothan AL) — major US-only CLT supplier.
  • Mercer Mass Timber (Spokane WA + Conway AR, post-Structurlam acquisition) — largest current North American producer.

Fasteners and connectors

  • Simpson Strong-Tie — ubiquitous: hurricane ties, joist hangers, holdowns, structural screws (SDS, SDWS, SDWH).
  • MiTek / USP Structural Connectors — competing line, common in production housing.
  • Rothoblaas (Italy) — premium CLT fasteners (HBS screws, VGZ tension screws), most engineered mass-timber buildings spec these.
  • SFS Group (Switzerland) — Intec wood screws and CLT connectors.
  • Heco-Schrauben (Germany) — Topix-T full-thread screws.

Engineered wood (non-CLT)

  • TJI (Weyerhaeuser) — I-joists, standard 9.5–24 in depths.
  • Parallam PSL (Weyerhaeuser) — parallel strand lumber, 1.9E-2900Fb, beams and columns.
  • LVL: Boise BCI, Weyerhaeuser Microllam, RedBuilt RedLam, Roseburg RFPI.
  • LSL (laminated strand lumber): Weyerhaeuser TimberStrand, Louisiana-Pacific SolidStart.

7. Reference tables

Table 7.1 — Mortar types (ASTM C270)

TypeMin comp (MPa / psi)UseProportions (cement : lime : sand)
M17.2 / 2500Foundations, retaining walls, paving, severe load/exposure1 : 0.25 : 3.5
S12.4 / 1800Below grade, reinforced structural masonry, high lateral load1 : 0.5 : 4.5
N5.2 / 750Above grade, general veneer, interior bearing1 : 1 : 6
O2.4 / 350Interior non-loadbearing, historic restoration (soft brick)1 : 2 : 9
K0.5 / 75Pre-1900 historic only (replaced by Type O in most specs)1 : 3 : 11

Table 7.2 — Framing-lumber design values (NDS 2024 Supplement)

Visually graded dimension lumber, 2×4 to 2×12, dry service.

Species/GradeF_b (MPa)F_b (psi)F_t (MPa)F_t (psi)F_c (MPa)F_c (psi)F_v (MPa)F_v (psi)E (GPa)E (10^6 psi)
SPF #25.868502.764007.9311500.931359.651.4
Douglas-fir-Larch #26.219004.146009.6514001.2118011.01.6
Southern Pine #27.9311504.8370011.416501.2117511.01.6
Hem-Fir #25.528003.104509.3113501.041509.651.4

Values are reference (multiply by adjustment factors per Table 4.3.1). Southern Pine values updated 2013 after SPIB recalibration; new SP values are ~30% lower than pre-2013.

Table 7.3 — CLT layups (ANSI/APA PRG-320, V2 grade)

PliesThickness (mm / in)(EI)_eff (10^9 N·mm²/m)(GA)_eff (10^6 N/m)Residential floor span @ 1.9 kPa LL (m)
3 (3×35)105 / 4.111906.93.9
5 (5×35)175 / 6.934608.46.0
7 (7×35)245 / 9.6806011.57.5
5 (5×35, V1 grade)175 / 6.941809.56.4
7 (7×35, V1 grade)245 / 9.6955012.87.9

Spans limited by L/360 live-load deflection assuming 0.5 kPa SDL + topping. V1 grade uses higher-MSR lamstock (E_0 = 13.1 GPa); V2 is E_0 = 11.7 GPa.

8. Failure modes & debugging

Masonry

  • URM out-of-plane parapet collapse — Christchurch NZ earthquake (Feb 2011, M_w 6.3) killed 39 of 185 from URM facade/parapet failures; Napa CA quake (Aug 2014, M_w 6.0) showed identical pattern in pre-1933 California URM. Mandate: brace parapets to roof, tie face wythe to backup with #4 dowels every 0.6 m² (Ingham & Griffith 2011 URM survey).
  • Brick veneer tie corrosion — Galvanized ties from 1960s–80s reach end of life. Coastal high-rises now showing efflorescence streaks, cracking at every floor line — symptom of tie failure. Replace with stainless type 304 or 316.
  • Mortar joint deterioration — soft Type O joints in historic masonry can be re-pointed every 50–80 years. Modern Type S in soft brick spalls the unit — irreversible.
  • Differential settlement diagonal cracking — stair-step cracks at 45° from corners are foundation-driven, not masonry-driven.
  • Frost spalling — face brick saturated then frozen flakes off. ASTM C216 SW (severe weathering) grade required in NE US and Canada.

Timber

  • Wet rot at sill plates — chronic in pre-1960 housing without pressure treating. Cap test: poke a screwdriver into the sill; if it goes in 6 mm, the sill is gone.
  • Nail withdrawal in hurricane uplift — Hurricane Andrew (Aug 1992, Cat 5 SE Florida) revealed gable-end failures from inadequate uplift connections; IRC 2000 and SDPWS-21 now require continuous load path with proprietary connectors (Simpson H1, H2.5, H10, etc.).
  • CLT moisture absorption during construction — unprotected CLT exposed to rain takes weeks to dry; moisture content above 20% triggers mold growth in less than 2 weeks. Best practice: shrink-wrap panels, sequence weather-tightness.
  • CLT fire and ICC Type IV updates — IBC 2021 introduced Type IV-A (up to 18 stories, fully encapsulated), Type IV-B (up to 12 stories, partial encapsulation), Type IV-C (up to 9 stories, exposed mass timber). The previous “Heavy Timber” Type IV-HT cap at 6 stories was opened by these subdivisions, validated by ATF/USDA fire tests 2017–2020.
  • Rolling shear failure in short-span CLT — at L/h < 12, rolling shear in cross-layers governs before flexure. Mitigation: thicker panel or shorter span.
  • Glulam delamination — early phenolic-resorcinol-formaldehyde adhesives (1960s–80s) showed delamination at end-grain; modern PUR and MUF adhesives qualified to ASTM D2559 + EN 301 are robust but require strict process control. Inspect for end-grain darkening.

9. Case studies

9.1 Ascent Milwaukee (2022) — tallest mass-timber in the world

Architect: Korb + Associates Architects. Structural: Thornton Tomasetti. CLT supplier: Wiehag (Austria) + Mercer Mass Timber. Glulam supplier: Wiehag.

25 stories, 86.9 m (284 ft), 259 residential units, completed July 2022. Concrete podium for first 5 stories + parking; 19 levels of mass-timber tower above. Glulam columns (typically 600 × 1000 mm Norway spruce GL30c), glulam beams, 5-ply CLT floor panels (175 mm) with 70 mm gypcrete topping for fire/acoustic separation. Concrete core for lateral resistance — hybrid timber/concrete is the practical pattern for tall mass timber as of 2026, since all-timber lateral systems are unproven above ~14 stories.

Design challenge: USGBC LEED + IBC 2021 Type IV-A approval (Wisconsin adopted 2021 cycle). Fire protection via 2-hour exposed-char + gypsum encapsulation on selected elements. Differential creep between concrete core and CLT floors required vertical movement joints at the corridor wall.

9.2 Mjøstårnet, Brumunddal, Norway (2019)

Architect: Voll Arkitekter. Structural: Sweco Norge. Contractor: HENT. Glulam: Moelven Limtre.

18 stories, 85.4 m, completed March 2019 — held the “world’s tallest timber building” title until 2022. Pure mass-timber (no concrete tower core): perimeter glulam diagonal-braced megastructure (column-truss frame), CLT floor panels for stories 1–10, concrete topping floors on 11–18 to add ballast mass for dynamic comfort (occupant-acceleration limit at the top floor required mass). Deflection-driven design — strength was easy; the 1-year creep deflection target and wind-induced acceleration set member sizing. Wind ULS overturning resisted by gravity + glulam tension diagonals with steel hold-down rods at the foundation.

Lesson: in tall timber, the controlling limit is rarely strength — it’s serviceability (acceleration, creep, dynamic response). Concrete topping is a low-cost ballast.

9.3 Onagawa Station, Japan (2015)

Architect: Shigeru Ban Architects. Structural: Yoichi Tanaka. Glulam: local Miyagi-prefecture suppliers.

Replacement station for the Sanriku Railway, destroyed in the March 2011 Tōhoku earthquake/tsunami. Roof is a series of curved glulam arches springing from low concrete plinths — the timber geometry recalls the bow of a fishing boat, intentional reference to the lost fishing fleet. Roof shell uses laminated cedar (sugi) from regional forests, supporting reconstruction economy as much as architecture. Demonstrates that exposed-timber-in-a-tsunami-zone is viable when (a) the plinth above flood elevation lifts the timber out of water exposure, and (b) the roof shape sheds wind/snow without ponding.

10. Cross-references

  • [[Engineering/structural-analysis]] — beam/frame/plate analysis methods underpinning section 4.
  • [[Engineering/structural-dynamics]] — modal analysis for mass-timber tower acceleration limits (Mjøstårnet).
  • [[Engineering/reinforced-concrete]] — partner material for hybrid CLT+concrete construction (Ascent core).
  • [[Engineering/steel-design]] — companion ASD/LRFD framework; many tall-timber buildings hybrid with steel braces.
  • [[Engineering/steel-connection-design]] — bolted/welded principles transferable to glulam/CLT connection design.
  • [[Engineering/prestressed-concrete]] — post-tensioned timber (Pres-Lam, NZ research) is a recent crossover technique.
  • [[Engineering/materials-polymers]] — adhesives (PRF, PUR, MUF) and modern wood preservatives.

11. Citations

  • TMS 402-22 / TMS 602-22, Building Code Requirements and Specification for Masonry Structures. The Masonry Society, 2022.
  • NDS 2024, National Design Specification for Wood Construction. American Wood Council, 2024.
  • AWC SDPWS-21, Special Design Provisions for Wind and Seismic. American Wood Council, 2021.
  • ASCE/SEI 7-22, Minimum Design Loads and Associated Criteria for Buildings and Other Structures. ASCE, 2022.
  • EN 1995-1-1:2004+A2:2014 (Eurocode 5), Design of timber structures — Part 1-1: General. CEN.
  • EN 1996-1-1:2005+A1:2012 (Eurocode 6), Design of masonry structures — Part 1-1: General. CEN.
  • ANSI/APA PRG-320-2024, Standard for Performance-Rated Cross-Laminated Timber. APA — The Engineered Wood Association.
  • FPInnovations (Karacabeyli, E. and Douglas, B., eds.), CLT Handbook — US Edition. FPInnovations, 2019.
  • Drysdale, R., Hamid, A. and Baker, L., Masonry Structures: Behavior and Design, 3rd ed., The Masonry Society, 2008.
  • Madsen, B., Structural Behaviour of Timber. Timber Engineering Ltd., 1992.
  • Ingham, J. M. and Griffith, M. C. (2011). The Performance of Unreinforced Masonry Buildings in the 2010/2011 Canterbury Earthquake Swarm. Bulletin of the New Zealand Society for Earthquake Engineering 44(4).
  • Möhler, K. (1956). Über das Tragverhalten von Biegeträgern und Druckstäben mit zusammengesetztem Querschnitt und nachgiebigen Verbindungsmitteln. Habilitation Thesis, TH Karlsruhe. (Original derivation of the γ-method for partially composite timber sections.)
  • ASTM C270-19, Standard Specification for Mortar for Unit Masonry. ASTM International, 2019.
  • ASTM C1314-21, Standard Test Method for Compressive Strength of Masonry Prisms. ASTM International, 2021.
  • ASTM C476-20, Standard Specification for Grout for Masonry. ASTM International, 2020.
  • IBC 2021, International Building Code, Sections 602.4 (Type IV-A/B/C mass timber) and Chapter 21 (masonry). International Code Council, 2021.

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