work-brendon moar
DESCRIPTION
My PortfolioTRANSCRIPT
W O R KB R E N D O N M O A R
CV
The Cooper Union, New York, NYB.Arch 2008-2013
Victoria School of the Arts, Edmonton, AB, CanadaH.S.D. 2006-2008
Intern ArchitectHartwig Architecture Inc.Sherwood Park, AB, CanadaJune 2012 to September 2012
RhinocerosAdobe Creative SuiteAutoCADGrasshopperRevitSketchUpMaya3d Studio MaxVRayLumionHand Drafting/Modeling/Rendering
English
References upon request.
Brendon Moar2 Northside Piers, Apt 8E
Brooklyn, NY 11249p: 347-599-1799
Education
Experience
Skills
Languages
WORK/Brendon Moar1
Elevation of Hashima circa 1960
Hashima was a settlement (still the community with the highest recorded population density ever) established for coal mining by excavating long descending tunnels into the sea f loor. Workers Extracted high-grade coal for nearly a century until it ran out in 1974 and the Island was abandoned. This is where Maxwell’s Second Law of Thermodynamics applies to Architecture. It states that entropy in a system will increase unless new energy is put in. So Shinsei is a graphic narrative that embodies the transformation of Hashima Island (near Nagasaki, Japan) from a bustling urban environment to an abandoned coalmine town to a dynamic physics institute (a program which does not rely on a single non-renewable resource).
Hashima
NagasakiSection Through Hashima Coal Mines
WORK/Brendon Moar 2
Plan of Hashima - Past
Plan of Hashima - Present
Plan of Hashima - Future
Neutrino Detector
Large Ion particle Collision Detector
Inertial conf inement fusion Device
WORK/Brendon Moar3
STUDIES
Mullion Detail of Seattle Public Library Curtain Wall Detail
Section Detail at Window
BU
ILD
ING
DE
TA
IL
WORK/Brendon Moar 4
Plan Detail at Window
Roof Detail Handrail Detail in Villa Mairea by Alvar Aalto
Full Assembly Connection Detail
Connection Detail
WORK/Brendon Moar5
DAMSROSCH THEATER
LINCOLN
CENTERa t
Cross Section Through Damsrosch Theater at Lincoln Center
WORK/Brendon Moar 6
Roof Detail
Wall DetailWall Section
South Elevation of Damsrosch Theater at Lincoln Center
ground Floor Site Plan of Lincoln Center
The plan of Lincoln center is based on two overlapping grids; the proposed theater is a manifestation of this in two intersecting volumes. One volume holds the two theaters in a glass diagrid, whereas the adminstration, lobby, and Backstages are placed in the other inverse grid volume which is covered in stone panels. the difference between the two volumes is meant to attract an audience with its irregular form compared to the rest of the plaza, while extending a face towards the Central fountain with the small theater cantilevered in the Clear diagrid from solid stone panel volume.
WORK/Brendon Moar7
LAF YETTE MUSEUM
AS
TO
R
The Colonnade is a relic of a past time, an object with a rich past and history in relation to Astor Place, Lafayette Street, and the East Village in New York City. A Proposal that the Colonnade and its surroundings become a site dedicated to the inspiration, exhibition, preservation, and creation of art. There will be three separate galleries that imply a border preserving the Colonnade and the artist’s retreat. The resulting piazza will become a hallowed setting for the display of sculptures and performance art.
There are seven parts to my museum:
1 - The Museum2 - The Theatre 3 - The Library4 - The Artist’s retreat5 - The Church6 - The Piazza7 - the Garden
Bird’s Eye View of Lafayette-Astor Museum
West Elevation of Lafayette-Astor Museum
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2
4
3
5
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7
WORK/Brendon Moar 8
My Intention is that this site will become a hearth attracting some of the brightest cultural minds. the discourses they will share on the intersection of Astor and Lafayette will create a space of collection, preservation
and presentation.
Site Plan of Lafayette-Astor Museum
Construction Details
Detail of model
Detail of model
WORK/Brendon Moar
CABIN for THREE
9
A Cabin for Three is a 1400 square foot cabin located in Poland, Chatauqau County, New York. This cabin is supported by four glulam columns and four glulam lateral shear braces holding two glulam cantilevered triangulated trusses. rigid insulation panels are placed in between the glulam f loor and ceiling joists, which are then covered with birch plywood subf loor and walnut f looring. The cabin is enclosed with multiple operable f loor to ceiling sliding glass doors. Longitudinal Section
South West View of Cabin
2nd Floor Plan
WORK/Brendon Moar 10
2.1 Dead Load of Structure Truss Assembly Type Unit Weight (Density, pfc) Linear Feet Number of Items Total Weight (#) 2.4 Wind Loading For Building Structure + Wind Speed: 90 mph Loading (psf)Top Chord Glu‐Lam 35 6.75 X 13.5 48 1 1063 2.5 Wind Loading For Cladding Elements, see attached 20.7
Bottom Chord Glu‐Lam 35 6.75 X 13.5 48 1 1063Compression Members Light Glu‐Lam 35 6.75 X 7.5 8 7 689 2.6 Snow Loading Loading (psf) Area (ft2) Total Weight (#)Compression Member Heavy Glu‐Lam 35 6.75 X 10.5 8 1 138 40 1152 46080
Tension Members Glu‐Lam 35 6.75 X 7.5 11 6 812Subtotal 3765
X 2 Trusses 2.7 Temperature Loading N.A.Total 7530 2.8 Seismic Loading N.A.
Floor Assembly Type Unit Weight (Density, pfc) Linear Feet Number of Items Total Weight (#) 2.9 Summary of Investigated Load Case Combinations Total Dead Load of Top Floor (#) 58297 38.7%Total Live Load of Top Floor (#) 92160 61.3%
Floor Joists Glue‐Lam 35 3.125 X 10.5 24 24 4594 Total Load of Top Floor (#) 1504572X4 Blocking Doug‐Fir Larch No. 2 35 1.5 X 3.5 48 4 245 Total Dead Load of Bottom Floor (#) 9008
Total Live Load of Bottom Floor (#) 7680Type Unit Weight (psf) Area Number of Items Total Weight (#) Total Load of Botoom Floor (#) 16688
Total Dead Load Combined (#) 67305Finish Floor ‐ Hardwood Floor 4 1152 4608 Total Live Load Combined (#) 99840
Plywood Top Layer 3/4" 2.25 4 X 8 1152 36 2592 Total Load of Floors Combined (#) 167145
Soft Insulation Straw or Wool 0.7 1152 806Total Linear Loading per Truss per 24'
Tributary Strip (klf)1.57
Plywood Bottom Layer 3/4" 2.25 4 X 8 1152 36 2592 Compressive Reaction Force on Each Truss 111.6 0.75
Tensile Reaction Force on Each Truss 37.2 0.25Total 15437
Roof Assembly Type Unit Weight (Density, pfc) Linear Feet Number of Items Total Weight (#)
Roof Joists Glue‐Lam 35 3.125 X 7.5 24 48 65632X4 Blocking Doug‐Fir Larch No. 2 35 1.5 X 3.5 48 4 245
Type Unit Weight (psf) Area Number of Items Total Weight (#)
3‐ply and gravel 5.5 1152 6336Plywood Top Layer 1/2" 2.25 4 X 8 1152 36 2592Soft Insulation Straw or Wool 0.7 1152 806MEP Equipment 5 1152 5760
Plywood Bottom Layer 1/2" 1.5 4 X 8 1152 36 1728Finish Ceiling Hardwood Ceiling 5 1152 5760
Total 29790
Wall Assembly 2nd Floor Type Unit Weight (psf) Area Number of Items Total Weight (#)
Sliding Doors
Glass Double Paned ‐ 1/8" 3.35 4 X 8 32 36 3859
Type Unit Weight (Density, pfc) Linear Feet Number of Items Total Weight (#)
Frames Hardwood 35 2 X 4 24 36 1680
Total 5539
First Floor Assembly Type Unit Weight (Density, pfc) Linear Feet Number of Items Total Weight (#)Columns Glu‐Lam 35 6.75 X 10.5 9.125 4 629
Shear Brace Frame Long Way Glu‐Lam 35 6.75 X 7.5 15.5 8 1526Shear Brace Frame Short Way Glu‐Lam 35 6.75 X 7.5 11 2 271
Floor Framing Glu‐Lam 35 6.75 X 13.5 64 1 1418Floor Joists Glue‐Lam 35 3.125 X 10.5 24 3 574Frames Hardwood 35 2 X 4 24 14 653
Type Unit Weight (psf) Area Number of Items Total Weight (#)
Glass Double Paned ‐ 1/8" 3.35 4 X 8 32 14 1501Studwall 4.5" 6 4 X 8 32 11 2112
Type Unit Weight Area Number of Items Total Weight (#)
Spiral Stair 325 1 325
Total 9008
2.2 Superimposed Dead Load N.A.
2.3 Live Loading Single Family Residence R1 Loading (psf) Area (ft2) Total Weight (#)2nd Floor 40 1152 460801st Floor 40 192 7680
General Loading Conditions and Structure Weight
Loading, Moment, and Shear Diagrams for Each Truss
Unit Size (ft)
Section (ft)
Section (in)
Section (in)
Unit Size (ft)
Unit Size (ft)
Section (in)
Snow Loading for Chautauqua County
Section (in)
Unit Size (ft)
Unit Size (ft)
Elements D & E
Calculations for the Moment of Inertia of the Truss Cross‐section
Mmax = 446.4 k‐ft from the moment diagram From Table A10 (p. 612)
Solving for the Truss Section Moment of
Inertia as a Beam Using Negative Area
(bh3/12)‐(bh3/12)
6.75 in(123 in)3 6.75 in(96 in)3 Section 6 3/4" x 13 1/2"12 12 Area 91.13 in2
Sx 205 in3
fb (comp.) = fb (tens.)because section is
symetricalIx 1384 in4
Allowable Bending Stress 2400 psiAllowable Shear Stress 165 psi
Allowable Axial Compression Stress 1650 psiAllowable Tension Stress 1100 psi
599 psi < 2400 psi Modulus of Elasticity 1.8x10^6 psi
Calculations for the Shear of the Truss Cross‐section
Vmax = 74.4 k from the shear diagram
Solving for Longitudinal and Transverse Shear using, fv = VQ/Ib
100 psi < 165 psi
Calculations for the Deflection of the Truss Cross‐section
Elements F, G, H
From Table A10 (p. 612)
Section 6 3/4" x 7 1/2"Area 50.63 in2Sx 63.28 in3Ix 237.3 in4
Allowable Bending Stress 2400 psiAllowable Shear Stress 165 psi
Allowable Axial Compression Stress 1650 psiAllowable Tension Stress 1100 psiModulus of Elasticity 1.8x10^6 psi
From Table A10 (p. 612)
Section 6 3/4" x 10 1/2"Area 70.88 in2Sx 124 in3Ix 651.2 in4
so, use 6.75 in x 7.5 in Allowable Bending Stress 2400 psiAllowable Shear Stress 165 psi
use 6.75 in x 10.5 in Allowable Axial Compression Stress 1650 psiAllowable Tension Stress 1100 psi
use 6.75 in x 7.5 in Modulus of Elasticity 1.8x10^6 psi
section for Element G, which takes most loading;
section for all tension members, Element H, to match compression member section for design reasons
psi
, allowable shear stress Fv, so ok
psi
, allowable bending stress Fb, so ok
‐ = 549,074 in4
section for all compression members, Element F, except
Governed by Fc & Ft, Elements F & H will use:
Governed by Ft, Element G will use:
Elements D & E, the chords, will use:
Calculations for the Truss Chords
Calculations for the Compression and Tension Members of the Truss
fv = = 100
Truss Cross‐section is sufficiently deep to withstand deflection
599
74.4k x 1000 lb/k x (13.5 in x 6.75 in)(54.75 in)549,074 in4 (6.75 in)
446,400 lb‐ft x 12 in/ft x 61.5 in549,074 in4fb = =
Structural Axonometric
Transverse Section Sectional Detail - Roof
Sectional Detail- 2nd Floor
Shear and Moment Diagrams of Truss
Diagram of Tension and Compression Members of Truss
Sectional Detail- Main Floor
WORK/Brendon Moar
T H
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D M
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11
this project was worked on immediately after joining Hartwig Architecture Inc. as a summer intern. Due to the client’s new requirements, the design changed drastically from previous proposals in order to satisfy both the Edmonton Design Council’s recommendations and to contextually suit the new downtown arena development. The original proposal for the edmontonian was smaller in stature and much more decorative. the new design is much more contemporary and iconic - a more singular statement. The bisected tower draws references from Edmonton’s Rapid growth north and South of the River, the Central Pyramids of Edmonton’s City Hall and the recent rejuvenation of the downtown. the Edmontonian is 65 Stories Tall, consisting of 310 condominiums that are a Ground Floor Plan
20th Floor Plan
42nd Floor Plan
View from in front of the Newly Proposed Downtown Edmonton Arena
mix of one, two, and Three bedroom units. There are over 40 affordable living units and 8 - 10 penthouse units included in the edmontonian. It will incorporate a new luxury 5-star hotel with 160 units occupying the f loors below the sky garden on the 23rd f loor with access to edmonton’s f irst indoor automated parking system placed on the 5 levels underneath the edmontonian’s base.design consideration was given to green technologies and sustainable building practices such as geothermal heating for the lobby, greywater systems, ice-storage plants for cooling, green roofs and landings (ie. multiple skygardens), rainwater collection systems through permeable paving. Each of the sky gardens present as stark cuts into the bisected tower. at the base, the skygardens will feature a grand atrium over the hotel lobby. When constructed, the edmontonian will be the tallest building in western canada and no doubt be an incredible addition to edmonton’s inspiring skyline. It is exciting to envision how the design will be ref ined.
WORK/Brendon Moar 12
View looking up from 101 street