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DESIGN OF A REINFORCEDCONCRETE BUILDING
ACCORDING TO THE
NATIONAL STRUCTURAL CODE OFTHE PHILIPPINES 2010
RONALDO S. ISON, PP, F.ASEP, F.PICE
CIVIL/STRUCTURAL ENGINEER
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Outline of Presentation
RECLASSIFICATION OF STRUCTURES
REVIEW OF LOADING REQUIREMENTS AND CHANGES
DESIGN CRITERIA
SAMPLE PROBLEM STRUCTURAL SYSTEMS P-DELTA EFFECTS AND MAXIMUM INELASTIC DRIFT
LOADING COMBINATIONS
DESIGN OF BEAMS
DESIGN OF COLUMNS
DESIGN OF SHEARWALLS
SCALING OF STATIC AND DYNAMIC BASE SHEAR
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RECLASSIFICATION OF STRUCTURES
OCCUPANCY CATEGORY OCCUPANCY OR FUNCTION OF STRUCTURE
I Essential Facilities
Occupancies having surgery and emergency treatment areas,
Fire and police stations,
Garages and shelters for emergency vehicles and emergency aircraft,
Structures and shelters in emergency preparedness centers,
Aviation control towers,
Structures and equipment in communication centers and other
facilities required for emergency response,
Facilities for standby power-generating equipment for Category I
structures,
Tanks or other structures containing housing or supporting water or
other fire-suppression material or equipment required for the
protection of Category I, II or III structures,
School buildings of more than one story,
Hospitals and
Designated evacuation centers.
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GRAVITY LOADS
DEAD LOADS
- weight of materials incorporated
in construction, including walls,floors, roofs, ceiling, stairways,finishes etc.
- permanent/semi-permanentloads
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Minimum Design Dead Loads
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GRAVITY LOADS
LIVE LOADS
- maximum load expected by the
intended use or occupancy
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Minimum Design Live Loads
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LATERAL LOADS - WIND
SCOPE
- buildings, towers and other
vertical structures, including
components and claddings
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Wind Velocity Pressures
qz = 47.3x10-6 Kz Kzt KdV
2Iw
qz : velocity pressure at height, z
Kz: : velocity pressure exposure coefficient
Kzt
: topographic factor
Kd : wind directionality factor
V : basic wind speed, kph
Iw
: importance factor
LATERAL LOADS - WIND
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WIND
VelocityPressure
ExposureCoefficients,
Kz
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Structural TypeDirectionality Factor
Kd*
Buildings
Main Wind Force Resisting System
Components and Cladding
0.85
0.85
Arched Roofs 0.85
Chimneys, Tanks, and Similar Structures
Square
Hexagonal
Round
0.90
0.95
0.95
Solid Signs 0.85
Open Signs and Lattice Framework 0.85
Trussed Towers
Triangular, square, rectangularAll other cross sections
0.85
0.95
WIND Directionality Factor, Kd
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Zone 1(V= 250 kph)Albay, Aurora, Batanes, Cagayan, Camarines Norte, Camarines Sur, Catanduanes, EasternSamar, Isabela, Northern Samar, Quezon, Quirino, Samar, Sorsogon
Zone 2(V= 200 kph)Abra, Agusan del Norte, Agusan del Sur, Aklan, Antique, Apayao, Bataan, Batangas, Benguet,Biliran, Bohol, Bulacan, Camiguin, Capiz, Cavite , Cebu , Compostela Valley , Davao Oriental,Guimaras, Ifugao, Ilocos Norte, Ilocos Sur, Iloilo, Kalinga, La Union, Laguna, Leyte, Marinduque,Masbate , Misamis Oriental, Mountain Province, National Capital Region, Negros Occidental,Negros Oriental, Nueva Ecija, Nueva Vizcaya, Occidental Mindoro, Oriental Mindoro,Pampanga, Pangasinan, Rizal, Romblon, Siquijor, Southern Leyte, Surigao del Norte, Surigao
del Sur, Tarlac, Zambales
Zone 3(V= 150 kph)Basilan, Bukidnon, Davao del Norte, Davao del Sur, Lanao del Norte, Lanao del Sur,Maguindanao, Misamis Occidental, North Cotabato , Palawan , Sarangani, South Cotabato ,Sultan Kudarat, Sulu, Tawi-tawi, Zamboanga del Norte, Zamboanga del Sur, ZamboangaSibugay
WIND Basic Wind Speed, V
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WIND Importance Factor, Iw
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WIND Determination of qz
GIVEN: Hospital Building
h = 30m Exposure C Legaspi City Flat terrain
qz = 47.3x10-6 Kz Kzt KdV2Iwq30 = 47.3x10
-6 (1.26)(1.0)(0.85)(250)2 (1.15)
= 3.64 kPa
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LATERAL LOADS - SEISMIC
SCOPE
- Structures or portions thereof shall be, as aminimum, be designed and constructed to resist
the effects of seismic ground motion
SEISMIC AND WIND DESIGN
- When the code prescribed produces greatereffects, the wind design shall govern, butdetailing requirements and limitations of Section208 Earthquake Loads shall be followed.
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(208-4)
The total design base shear need not exceed the following:
(208-5)
The total design base shear shall not be less than the following:
(208-6)
In addition, for Seismic Zone 4, the total base shear shall also not be
less than the following:
(208-7)
WRT
ICV
v=
WR
IC
Va5.2
=
WICVa
11.0=
W
R
IZNV
v8.0
=
SEISMIC DESIGN BASE SHEAR
STATIC DESIGN PROCEDURE
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SEISMIC
Fault Map
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SEISMIC ZONE
Zone 2, Z= 0.2
Palawan, Tawi-
Tawi, Sulu
Zone 4, Z = 0.4
Rest of the
Philippines
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Occupancy
Category 1
SeismicIMPORTANCE
Factor, I
SeismicImportance 2
Factor, Ip
I. EssentialFacilities3
1.25 1.50
II. HazardousFacilities
1.25 1.50
III. SpecialOccupancyStructures4
1.00 1.00
IV. StandardOccupancyStructures4
1.00 1.00
V. Miscellaneousstructures
1.00 1.00
Occupancy
Category 1
SeismicImportance
Factor, I
SeismicImportance 2
Factor, Ip
I. Essential Facilities3 1.50 1.50
II. HazardousFacilities
1.25 1.50
III. Special OccupancyStructures 4
1.00 1.00
IV. StandardOccupancyStructures 4
1.00 1.00
V. Miscellaneousstructures
1.00 1.00
Seismic Importance Factor for Essential Structuresis increased.
NSCP 2001 NSCP 2010
SEISMIC Importance Factor, I
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SEISMIC Seismic Source Type
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SEISMIC Near Source Factor, Na , Nv
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SEISMIC Seismic Coefficients, Ca , Cv
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SEISMIC Structural Systems, R
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DESIGN CRITERIA
Material Properties
fc = 28 MPa
fy = 414 Mpa
Service Loads
Floor Live Load = 1.90 kPa (residential)
Floor Dead Load = 6.00 kPa
Roof Live Load = 4.80 kPa
Roof Dead Load = 3.00 kPa
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DESIGN CRITERIA
Seismic Design Data
Seismic Zone 4
Seismic Source Type B
Soil Profile Type SB
Seismic Importance Factor = 1.0
Response Modification Factor, R = 8.5
Ct = 0.030
Na =1.2, Nv = 1.6
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COMPARISON LEVEL EQ FORCES
MRF DUAL
Story Case FX FX
ROOF EQX 2,719.37 2,768.48
STORY14 EQX 1,912.73 1,955.25
STORY13 EQX 1,778.51 1,818.04
STORY12 EQX 1,644.28 1,680.83STORY11 EQX 1,510.05 1,543.62
STORY10 EQX 1,375.83 1,406.41
STORY9 EQX 1,241.60 1,269.20
STORY8 EQX 1,107.37 1,131.99
STORY7 EQX 973.15 994.78
STORY6 EQX 838.92 857.57
STORY5 EQX 704.69 720.36
STORY4 EQX 570.46 583.15
STORY3 EQX 436.24 445.94
STORY2 EQX 302.01 308.72
STORY1 EQX 168.98 173.16
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DRIFT RATIOS MRF SYSTEM
ACTUAL ALLOWABLE ACTUAL ALLOWABLEStory Load UX UY h SX SY SX SY MX MY MX MY
ROOF EQX 0.5108 0.0000 3.200 0.0075 0.0075 0.0446 0.0640
ROOF EQY 0.0000 0.5598 0.0089 0.0075 0.0530 0.0640
STORY14 EQX 0.5033 0.0000 3.200 0.0114 0.0075 0.0678 0.0640
STORY14 EQY 0.0000 0.5509 0.0131 0.0075 0.0779 0.0640
STORY13 EQX 0.4919 0.0000 3.200 0.0155 0.0075 0.0922 0.0640
STORY13 EQY 0.0000 0.5378 0.0173 0.0075 0.1029 0.0640
STORY12 EQX 0.4764 0.0000 3.200 0.0192 0.0075 0.1142 0.0640
STORY12 EQY 0.0000 0.5205 0.0214 0.0075 0.1273 0.0640
STORY11 EQX 0.4572 0.0000 3.200 0.0226 0.0075 0.1345 0.0640
STORY11 EQY 0.0000 0.4991 0.0253 0.0075 0.1505 0.0640
STORY10 EQX 0.4346 0.0000 3.200 0.0258 0.0075 0.1535 0.0640
STORY10 EQY 0.0000 0.4738 0.0286 0.0075 0.1702 0.0640
STORY9 EQX 0.4088 0.0000 3.200 0.0287 0.0075 0.1708 0.0640
STORY9 EQY 0.0000 0.4452 0.0317 0.0075 0.1886 0.0640
STORY8 EQX 0.3801 0.0000 3.200 0.0312 0.0075 0.1856 0.0640
STORY8 EQY 0.0000 0.4135 0.0344 0.0075 0.2047 0.0640
STORY7 EQX 0.3489 0.0000 3.200 0.0334 0.0075 0.1987 0.0640
STORY7 EQY 0.0000 0.3791 0.0369 0.0075 0.2196 0.0640
STORY6 EQX 0.3155 0.0000 3.200 0.0354 0.0075 0.2106 0.0640
STORY6 EQY 0.0000 0.3422 0.0389 0.0075 0.2315 0.0640
STORY5 EQX 0.2801 0.0000 3.200 0.0371 0.0075 0.2207 0.0640
STORY5 EQY 0.0000 0.3033 0.0408 0.0075 0.2428 0.0640
STORY4 EQX 0.2430 0.0000 3.200 0.0390 0.0075 0.2321 0.0640
STORY4 EQY 0.0000 0.2625 0.0428 0.0075 0.2547 0.0640
STORY3 EQX 0.2040 0.0000 3.200 0.0422 0.0075 0.2511 0.0640
STORY3 EQY 0.0000 0.2197 0.0464 0.0075 0.2761 0.0640
STORY2 EQX 0.1618 0.0000 3.200 0.0516 0.0075 0.3070 0.0640
STORY2 EQY 0.0000 0.1733 0.0565 0.0075 0.3362 0.0640
STORY1 EQX 0.1102 0.0000 4.000 0.1102 0.0094 0.6557 0.0800
STORY1 EQY 0.0000 0.1168 0.1168 0.0094 0.6950 0.0800
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P-DELTA AND STORY DRIFT LIMITS
P-DELTA EFFECTS may be neglected if
s 0.02h/R,
for the the MRF SYSTEM building, all s greater
than allowable, therefore, P-DELTA analysis isrequired.
MAXIMUM INELASTIC DRIFT,
M = .07*R* s < .02h for T > 0.7sfor the MRF Building, STORY 1 to 14 exceeded
maximum allowable drift.
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DRIFT RATIOS DUAL SYSTEMACTUAL ALLOWABLE ACTUAL ALLOWABLE
Story Load UX UY h SX SY SX SY MX MY MX MY
ROOF EQX 0.5049 0 3.200 0.0075 0.0075 0.0446 0.0640
ROOF EQY 0 0.1279 0.0095 0.0075 0.0565 0.0640
STORY14 EQX 0.4974 0 3.200 0.0113 0.0075 0.0672 0.0640
STORY14 EQY 0 0.1184 0.0099 0.0075 0.0589 0.0640
STORY13 EQX 0.4861 0 3.200 0.0153 0.0075 0.0910 0.0640
STORY13 EQY 0 0.1085 0.0100 0.0075 0.0595 0.0640
STORY12 EQX 0.4708 0 3.200 0.0190 0.0075 0.1131 0.0640
STORY12 EQY 0 0.0985 0.0102 0.0075 0.0607 0.0640
STORY11 EQX 0.4518 0 3.200 0.0224 0.0075 0.1333 0.0640
STORY11 EQY 0 0.0883 0.0103 0.0075 0.0613 0.0640
STORY10 EQX 0.4294 0 3.200 0.0256 0.0075 0.1523 0.0640
STORY10 EQY 0 0.078 0.0103 0.0075 0.0613 0.0640
STORY9 EQX 0.4038 0 3.200 0.0284 0.0075 0.1690 0.0640
STORY9 EQY 0 0.0677 0.0102 0.0075 0.0607 0.0640
STORY8 EQX 0.3754 0 3.200 0.0308 0.0075 0.1833 0.0640
STORY8 EQY 0 0.0575 0.0100 0.0075 0.0595 0.0640
STORY7 EQX 0.3446 0 3.200 0.0331 0.0075 0.1969 0.0640
STORY7 EQY 0 0.0475 0.0096 0.0075 0.0571 0.0640
STORY6 EQX 0.3115 0 3.200 0.0350 0.0075 0.2083 0.0640STORY6 EQY 0 0.0379 0.0090 0.0075 0.0536 0.0640
STORY5 EQX 0.2765 0 3.200 0.0368 0.0075 0.2190 0.0640
STORY5 EQY 0 0.0289 0.0082 0.0075 0.0488 0.0640
STORY4 EQX 0.2397 0 3.200 0.0385 0.0075 0.2291 0.0640
STORY4 EQY 0 0.0207 0.0072 0.0075 0.0428 0.0640
STORY3 EQX 0.2012 0 3.200 0.0419 0.0075 0.2493 0.0640
STORY3 EQY 0 0.0135 0.0059 0.0075 0.0351 0.0640
STORY2 EQX 0.1593 0 3.200 0.0510 0.0075 0.3035 0.0640
STORY2 EQY 0 0.0076 0.0045 0.0075 0.0268 0.0640
STORY1 EQX 0.1083 0 4.000 0.1083 0.0094 0.6444 0.0800STORY1 EQY 0 0.0031 0.0031 0.0094 0.0184 0.0800
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P-DELTA AND STORY DRIFT LIMITS
P-DELTA EFFECTS may be neglected if
s 0.02h/R,
for the DUAL SYSTEM building, all s greater than
allowable, therefore, P-DELTA analysis is required.
MAXIMUM INELASTIC DRIFT,
M = .07*R* s < .02h for T > 0.7s
for the DUAL SYSTEM Building, X-direction (no walls)exceeded maximum allowable drift.
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LOAD COMBINATIONS
Buildings, towers and other vertical structures andall portions thereof shall be designed to resistthe load combinations in NSCP Section 203.3
and 203.4.
The critical effect can occur when one or more ofthe contributing loads are not acting.
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LOAD DEFINITIONS
D = dead load
E = earthquake load set forth in Section 208.5.1.1
Em = estimated maximum earthquake force that can be
developed in the structure as set forth
in Section 208.5.1.1
F = load due to fluids with well-defined pressures and
maximum heights
H = load due to lateral pressure of soil and water in soil L = live load, except roof live load, including any permitted
live load reduction
Lr = roof live load, including any permitted live load reduction
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R = rain load on the undeflected roof
T = self-straining force and effects arising from contraction
or expansion resulting from temperature change,
shrinkage, moisture change, creep in component
materials, movement due to differentialsettlement, or combinations thereof
W = load due to wind pressure
LOAD COMBINATIONS - Definitions
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Load Combinations for RC Design
U = 1.4 (D + F)
U = 1.2 (D+ F+T) + 1.6 (L+H) + 0.5(Lr or R)
U = 1.2 D + 1.6 (Lr or R) + (f1L or 0.80 W)
U = 1.2 D + 1.6 W+ f1 L +0.5 (Lr or R)
U = 1.2 D + 1.0 E+ f1 L
U = 0.9 D + 1.6 W + 1.6 H
U = 0.9 D + 1.0 E + 1.6 H
f1 = 1.0 for floors in places of public assembly,
for live loads in excess of 4.8 kPa, and for garage live load
= 0.5 for other live loads
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EARTHQUAKE LOAD, E
Determination of earthquake load E:
The earthquake load E consists of two components as shown belowin equation (208-1). Eh is due to horizontal forces, and Ev is due
to vertical forces.E= Eh + Ev (Section 208-1)
The moment due to vertical earthquake forces is calculated
Ev
= 0.5 Ca
ID
at Ca = 0.4 Na = 0.4(1.2) = 0.48 and= 1.0
E= Eh + Ev = Eh + 0.24D
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DESIGN OF BEAM B2
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DESIGN OF BEAM B2 - SHEAR
Mpr = As(1.25fy)*(d-a/2)
where a = As(1.25fy)/0.85f cb
for fc = 28MPa, fy = 414 MPa, d = 734mm
Mpr for 6-top bars = 233 kNm
Mpr for 3 bottom bars = 116 kNm
Mpr for 5 top bars = 194 kNm
Clear span
= 9-.7 = 8.3m
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DESIGN OF COLUMN C1 (700x700)
Story Column Load Loc P V2 V3 T M2 M3
STORY9 C1 SW T -1370.42 -51.24 51.07 0 81.54 -81.809
STORY9 C1 SW B -1342.71 -51.24 51.07 0 -41.029 41.173
STORY9 C1 LIVE T -335.99 -15.41 15.34 0 24.466 -24.576
STORY9 C1 LIVE B -335.99 -15.41 15.34 0 -12.346 12.405
STORY9 C1 DEAD T -819.85 -46.97 46.8 0 74.716 -74.977
STORY9 C1 DEAD B -819.85 -46.97 46.8 0 -37.611 37.752
STORY9 C1 EQX T 753.65 292.08 5.88 -6.281 9.397 384.637
STORY9 C1 EQX B 753.65 292.08 5.88 -6.281 -4.724 -316.347
STORY9 C1 EQY T -474.83 -22.32 84.76 10.469 140.692 -35.705
STORY9 C1 EQY B -474.83 -22.32 84.76 10.469 -62.735 17.862
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DESIGN OF COLUMN C1
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DESIGN OF SHEARWALL SW1
Story Pier Load Loc P V2 V3 T M2 M3
STORY12 P1 SW Top
-
3624.44 0 9.82 0 -15.848 0
STORY12 P1 SW Bottom
-
3794.08 0 9.82 0 15.587 0
STORY12 P1 LIVE Top
-
1384.52 0 4.78 0 -7.76 0
STORY12 P1 LIVE Bottom
-
1384.52 0 4.78 0 7.53 0
STORY12 P1 DEAD Top
-
2809.99 0 11.44 0 -18.391 0
STORY12 P1 DEAD Bottom
-
2809.99 0 11.44 0 18.224 0
STORY12 P1 EQY Top 0 2201.69 0 15.871 0
-
4127.769
STORY12 P1 EQY Bottom 0 2201.69 0 15.871 0 2917.637
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DESIGN OF SHEARWALL SW1
Vu = 1.4 (0)
Vu = 1.2 (0) + 1.6 (0)
Vu = 1.44 (0) + 1.0 (2201) + 0.5 (0)
Vu= 1.14 (0) + 1.0 (2201)
Vu = 2201 kN
At least two curtains of reinforcements are neededif Vu > 0.167Acvfc
> 0.167 (.4)(6.3)28 = 2226.87 kN
therefore, one curtain is allowed
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DESIGN OF SHEARWALL SW1
Check if Vn exceeds max Vn = 0.667Acvfc ,max Vn = 13,361 kN, not exceeded
Since, ratio hw/lw = 48.8/9 = 5.42 > 2, c= 0.17
Vu = Acv(c(1/12)fc+nfy)
= 0.75(.4)(8.3)*(0.17*.083*1*5.29+
.0025*414)
= 2763 kN > 2201 kN
Ash = .0025*400*1000 = 1000 sq mm
use 16d @ 400mm oc each face horizontal bars
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DESIGN OF SHEARWALL SW1
Since hw/lw >2, v may be less thanvuse min v = .0025
Ash = .0025*400*1000 = 1000 sq mm
use 16d @ 400mm oc each face vertical bars
Check if boundary element is required,
P/A + Mc/I < 0.2f c, no boundary element
= (3794+1384+2810)/(9*.4) +
4127(4.5)/(.4*9 3/12)
= 2.992 MPa < 0.2(28), no BE required
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DESIGN OF SHEARWALL SW1
16D @ 400 MM OC
VERT. BARS & HOR. BARS
9.00 M
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BASE REACTIONS
Story Point Load FX FY FZ MX MY MZ
Summation 0, 0, Base SW 0 0 133062.1 1796338 -2993897 0
Summation 0, 0, Base LIVE 0 0 38151 515038.5 -858398 0
Summation 0, 0, Base DEAD 0 0 105705 1427018 -2378363 0
Summation 0, 0, Base EQX -17660.5 0 0 0 -573590 258059.5
Summation 0, 0, Base EQY 0 -14516.03 0 506717.4 0 -359348
Spec Mode Dir F1 F2 F3 M1 M2 M3
SPEC1 All All 3156.29 0 0 0.003 93118.06 42609.98
SPEC2 All All 0 3156.29 0 93118.06 0.003 42609.98
STATIC BASE SHEAR, 1st run
DYNAMIC BASE SHEAR, 1st run
FOR REGULAR STRUCTURES
Vdyn 0.9 VstatSFx = 17660 (0.9)/ 3156 = 5.036
SFy = 14516 (0.9)/ 3156 = 4.139
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Spec Mode Dir F1 F2 F3 M1 M2 M3
SPEC1 All All 15895.1 0.01 0 0.015 468942.5 214583.9
SPEC2 All All 0.01 13063.9 0 385415.6 0.012 176362.7
BASE REACTIONS
FOR REGULAR STRUCTURES
Vdyn 0.9 Vstat
15895 > 0.9(17660) = 15894 kN therefore, ok13063 > 0.9(14516) = 13063 kN therefore, ok
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SCALE FACTORS
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THANK YOU FOR LISTENING
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