ANNEX_S_-_STRUCTURAL_Part1.pdf
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- Multiple Award Construction Contract (MACC) Italy Federal contract opportunity
- Solicitation number
- FA568219RA001
About this file
This document provides details for an upcoming Multiple Award Construction Contract solicitation for design-build construction services in Italy. The scope of work includes projects such as grading, utilities infrastructure, building construction and renovation, HVAC, fire suppression and electrical systems. The North American Industry Classification Standard is 236220. The contract will have a one year base period and four option years. The minimum guaranteed amount is $2,500 Euro and the total maximum value is estimated at $96 million USD. The minimum task order value is $2,500 and maximum is $7 million. Interested parties should submit any comments on the draft attachments by April 19, 2019 to the 31st Contracting Squadron at Aviano Air Base in Italy. Task orders will primarily be located in Aviano but may occur anywhere in Italy.
ANNEX S-STRUCTURAL PART 1
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RENOVATE/EXPAND FAC. 939 ASHE 18-1025
FINAL (100% design) DESIGN ANALYSIS
ANNEX S
STRUCTURAL CALCULATION
# ANNEX
S1 Structural Works: Structural Calculation for New Addition
S2.1 Structural Works: Seismic Vulnerability Assessment – Valutazione e Adeguamento Sismico
S2.2 Structural Works: Seismic Vulnerability Assessment – Relazione Geologica
S2.3 Structural Works: Seismic Vulnerability Assessment – Indagini Sperimentali
RENOVATE/EXPAND FAC. 939 ASHE 18-1025
DESIGN ANALYSIS FINAL (100% design)
THIS PAGE LEFT INTENTIONNALLY BLANK
RENOVATE/EXPAND FAC. 939 ANNEX S1 ASHE 18-1025
FINAL (100%) DESIGN ANALYSIS Pag.1 di 128
ANNEX S1
STRUCTURAL CALCULATIONS
FOR NEW ADDITION
ASHE 18-1025 ANNEX S1 RENOVATE/EXPAND FAC. 939
Pag.2 di 128 DESIGN ANALYSIS FINAL (100% design)
STRUCTURAL CALCULATIONS
1.1.1 Response spectra
Picture Errore. Nel documento non esiste testo dello stile specificato.-1: Parameters, SLV condition.
FINAL (100% design) DESIGN ANALYSIS Pag.3 di 128
Picture Errore. Nel documento non esiste testo dello stile specificato.-2: Response Spectra, SLV condition.
Pag.4 di 128 DESIGN ANALYSIS FINAL (100% design)
Table Errore. Nel documento non esiste testo dello stile specificato.-1: Response Spectra and Parameters, SLV condition.
FINAL (100% design) DESIGN ANALYSIS Pag.5 di 128
Picture Errore. Nel documento non esiste testo dello stile specificato.-3: Response Spectra, SLO condition.
Pag.6 di 128 DESIGN ANALYSIS FINAL (100% design)
Table Errore. Nel documento non esiste testo dello stile specificato.-2: Response Spectra and Parameters, SLO condition.
FINAL (100% design) DESIGN ANALYSIS Pag.7 di 128
Picture Errore. Nel documento non esiste testo dello stile specificato.-4: Response Spectra, SLD condition.
Pag.8 di 128 DESIGN ANALYSIS FINAL (100% design)
Table Errore. Nel documento non esiste testo dello stile specificato.-3: Response Spectra and Parameters, SLO condition.
FINAL (100% design) DESIGN ANALYSIS Pag.9 di 128
1.1.2 US code comparison
Soil Amplification factors:
- Stratigraphy amplification factors: (Tab 3.2.IV) Ss = 1.243
Cc = 1.490
- Topography amplification factor: (Tab 3.2.V) ST = 1.0 (T1)
S = SsST = 1.243 [3.2.5.]
Approximate fundamental period:
Fundamental period T1 T1 = 0. 094 s ( from FEM-model evaluation)
Seismic response coefficient: (par. 7.3.1)
Seismic force resisting system: Reinforced concrete walls
Design Ductility Structure: No
Reduction Factor q = qo x Kr (par 7.3) q = 1.50
= 1/q = 1
Sd(T1) = 0.521 [eq. 3.2.4]
Total Seismic base shear:
Fh = Sd(T1) x W / g = 0.521 W for horizontal component
W = Effective seismic weight of the structure
According to the Italian norms, the seismic action “E” shall be considered simultaneously in the two main directions of the building (X e Y) and in Z direction according to the following combination factors:
E = Ex + 0,3Ey + 0,3Ez
E = 0,3Ex + Ey + 0,3Ez
Where:
Ex = seismic in X direction
Ey = seismic in Y direction
Ez = seismic in Z direction
The sign of Ex , Ey and Ez can be chosen to give the worst results.
US Code (ASCE/SEI 7-10 and UFC 3-301-01)
Risk Category is IV (table 1.5-1 ASCE/SEI 7 and table 2-2 of UFC 3-301-01).
Site class is D
The parameters Ss and S1 shall be determined from the 0,2 and 1,0 s spectral response accelerations:
Ss = 1,25 g (Table F-3 from UFC 3-301-01)
S1 = 0,5 g (Table F-3 from UFC 3-301-01)
SMS = FaSs
SM1 = FvS1 where:
Fa = 1.00 (table 11.4-1 from ASCE/SEI 7)
Fv = 1.50 (table 11.4-2 from ASCE/SEI 7)
Pag.10 di 128 DESIGN ANALYSIS FINAL (100% design)
Design Spectral Accelerations Parameters:
Short-period Response Coefficient, SDS = 2/3 SMS 0,833
One-second Response Coefficient, SD1 = 2/3 SM1 0,5
Seismic Design Category: D
Approximate fundamental period T T = 0.094sec
To = 0,2
DS
D
S
S 1 = 0.120 s
Ts =
DS
D
S
S 1 = 0.600 s
T < T0
So:
Sa = SDS (0.4+0.6T/T0) = 0.72g (eq 11.4-5 from ASCE/SEI 7)
R =Response coefficient = 5 (Table 12.2-1 C from ASCE/SEI 7) special reinforced walls
IE = Importance factor = 1.5 (table 2-2 of UFC 3-301-01)
Sd =
E a
I
R
S = 0.21
Total Seismic base shear:
Fh = Sd x W / g = 0.21 W for horizontal component
Since a Modal Response Spectrum Analysis has been performed and the Italian Code is more stringent for period T < 0.14 s, the Italian Code has been adopted for seismic design of the building structure.
1.1.3 PROPOSED WORKS
The new construction structural works mainly consists of:
• Shallow beam (and pads) foundations. Foundation beams will have with 80 - 100 cm. 40x40 transversal connection beams are provided as required by the HN regulations;
• 25 cm cast in place structural walls;
FINAL (100% design) DESIGN ANALYSIS Pag.11 di 128
• cast in place structural beams (40x30 and 50x30) and 30cm predalles structural slab (roof slab);
• For passage way : 30 cm thick slab foundation, 20 cm cast in place structural walls, 22cm bausta cast in place slab (roof).
Complete details are shown on sheet S101 / S102 / S103
Picture Errore. Nel documento non esiste testo dello stile specificato.-5: Calculation model F.E.M.'s View.
Picture Errore. Nel documento non esiste testo dello stile specificato.-6: Nodes and elements.
Pag.12 di 128 DESIGN ANALYSIS FINAL (100% design)
Picture Errore. Nel documento non esiste testo dello stile specificato.-7: Roof framing plan, one directional slab with master - slave constraints.
Picture Errore. Nel documento non esiste testo dello stile specificato.-8: Beams loads from slab.
Foundation strips have 100, 80 and 60 cm width, are laid down at 100 cm depth and have a 40-90 cm neck to reach the floor plan.
FINAL (100% design) DESIGN ANALYSIS Pag.13 di 128
Picture Errore. Nel documento non esiste testo dello stile specificato.-9: Foundation plan.
1.1.4 PRINT PLAN DATA
HEADING AND CHARACTERISTIC DATA OF THE STRUCTURE
Name of the job archives 1786D_939
Job heading 1786-BLDG939
Structure type In the space
Analysis type Static and dynamic
Solution type Linear
Forces measure unit daN
Lengths measure unit cm
Technical standard
ITA NTC - 2008 /
NTC2018
TECHNICAL STANDARD
Nominal life construction 50 years
Use class costruction IV
Reference life 100 years
Response spectra Ultimate limit state
Overcoming probability reporting period 10
Earthquake return time 949 years
Location Aviano - Aviano-AB-939 ag/g 0.318
F0 2.41
Tc 0.35
Pag.14 di 128 DESIGN ANALYSIS FINAL (100% design)
Ground type B
Topographical factor 1
ULTIMATE LIMIT STATE
Viscous damping ratio 5%
Accidental eccentricity 5%
Number of frequencies 75
Behaviour factor q for the horizontal seismic action qor = 1.5 [q0X = 1.5 q0Y = 1.5 kw = 1 Kr = 1]
Ductility Low ductility
SEISMIC DATA
Seismic angle in the horizontal plane 0
Seismic vertical action Absent
Combination of modal responses CQC
Combination of components of seismic actions NTC 2008 - Eurocode 8
0.3
0.3
1.1.5 Structural model sections summary
RECTANGULAR SECTIONS
Code Base H
1 80.000 40.000
100.000 40.000
3 60.000 40.000
4 50.000 30.000
5 40.000 25.000
T SECTIONS
Code B H h b
100.000
132.000
25.000
80.000
132.000
25.000
LOADS FOR BEAM, FOUNDATION AND TRUSS ELEMENTS
Distributed load in the global V reference
FINAL (100% design) DESIGN ANALYSIS Pag.15 di 128
Description Code Load cond.
Type
Action/category
Start.
val.
Start.
dist.
Node I
Val.
final
Fin.
dist.
Node
I
In.
fact.
In.
fact.
DLS
P.P. pred.
5+20+5/120 = 420 daN/mq
Condizi one peso proprio
Permanent: Self weight
0.04200
0.000
0.042
0.000
1.000 isol+allegg = 150 daN/mq
Condizi one 1
Permanent:
Permanent mounted
0.01500
0.000
0.015
Copertura 30 daN/mq 3 Condizi one 1
Permanent:
Permanent mounted
0.00300
0.000
0.003
Gronda = 160 daN/ml
Condizi one 1
Permanent:
Permanent mounted
1.60000
0.000
1.600
Neve 5 Condizi one 2 Variable: Snow
0.01200
0.000
0.012
LIST USED MATERIALS
Code Description Elastic module
Poisson' s ratio
Unitary weight
Thermal expansion
Inertia l share
Cut stiffnes s
Flexion al stiffnes s
Calcestruzzo C28/35
(Rck 350)
+3.30e+0
0.120
0.00250
+1.00e-
1.000
+1.00e
+000
+1.00e
+000
Calcestruzzo C25/30
(Rck 300)
+3.21e+0
0.120
0.00250
+1.00e-
1.000
+1.00e
+000
+1.00e
+000
LOAD COMBINATIONS
TECHNICAL STANDARD: ITA TECHNICAL STANDARDS FOR CONSTRUCTIONS - D.M. 14/01/2008 (STATIC AND SEISMIC)
COMBINATIONS FOR THE ULS VERIFICATIONS
Num b.
Descripti on
Data Action/category Condition Multipli er
1 Dinamic a
Seismic action:
Present
Permanent: Self weight Condizione peso proprio 1.00
Permanent: Permanent mounted Condizione 1
1.00
Variable: Snow Condizione 2 0.00
2 Statica Seismic action:
Seismic action absent
Permanent: Self weight Condizione peso proprio 1.30
Pag.16 di 128 DESIGN ANALYSIS FINAL (100% design) b.
Descripti on
Data Action/category Condition Multipli er
Permanent: Permanent mounted Condizione 1
1.30
Variable: Snow Condizione 2 1.50
COMBINATIONS FOR THE SLS VERIFICATIONS
b.
Descript ion
Data Action/category Condition Multiplier
3 Rara Type: Rare
Permanent: Permanent mounted Condizione 1
1.00
Variable: Snow Condizione 2
4 Frequen te
Type: Frequent
Permanent: Permanent mounted Condizione 1
1.00
Variable: Snow Condizione 2 0.20
5 Quasi permane nte
Type: Quasi-permanent
Permanent: Permanent mounted Condizione 1
1.00
Variable: Snow Condizione 2
COMBINATIONS FOR THE DLS VERIFICATIONS
b.
Descript ion
Data Action/category Condition Multiplier
6 S.L.D. Seismic action:
Present
Permanent: Permanent mounted Condizione 1
1.00
Variable: Snow Condizione 2
FINAL (100% design) DESIGN ANALYSIS Pag.17 di 128
1.1.6 EXICTED MASSES TABLE
MASSES CENTRE DISPLACEMENT: +EX
OSCILLATION EIGENFREQUENCIES
Number Pulsatance Frequency Period Accuracy 1 5.599e+001 8.912e+000 1.122e-001 0.000e+000 2 6.434e+001 1.024e+001 9.765e-002 0.000e+000 3 8.078e+001 1.286e+001 7.778e-002 0.000e+000 4 9.302e+001 1.480e+001 6.755e-002 0.000e+000 5 9.904e+001 1.576e+001 6.344e-002 0.000e+000 6 1.079e+002 1.718e+001 5.821e-002 0.000e+000 7 1.133e+002 1.803e+001 5.547e-002 0.000e+000 8 1.146e+002 1.824e+001 5.482e-002 0.000e+000 9 1.201e+002 1.911e+001 5.232e-002 0.000e+000 10 1.228e+002 1.954e+001 5.117e-002 0.000e+000 11 1.253e+002 1.994e+001 5.015e-002 0.000e+000 12 1.276e+002 2.030e+001 4.925e-002 0.000e+000 13 1.307e+002 2.081e+001 4.806e-002 0.000e+000 14 1.324e+002 2.107e+001 4.747e-002 0.000e+000 15 1.339e+002 2.131e+001 4.692e-002 0.000e+000 16 1.361e+002 2.166e+001 4.618e-002 0.000e+000 17 1.386e+002 2.206e+001 4.533e-002 0.000e+000 18 1.392e+002 2.215e+001 4.514e-002 0.000e+000 19 1.395e+002 2.220e+001 4.504e-002 0.000e+000 20 1.454e+002 2.314e+001 4.321e-002 0.000e+000 21 1.506e+002 2.396e+001 4.173e-002 0.000e+000 22 1.515e+002 2.411e+001 4.147e-002 0.000e+000 23 1.537e+002 2.447e+001 4.087e-002 0.000e+000 24 1.612e+002 2.565e+001 3.898e-002 0.000e+000 25 1.637e+002 2.605e+001 3.839e-002 0.000e+000 26 1.660e+002 2.642e+001 3.785e-002 0.000e+000 27 1.723e+002 2.742e+001 3.647e-002 0.000e+000 28 1.745e+002 2.778e+001 3.600e-002 0.000e+000 29 1.773e+002 2.822e+001 3.543e-002 0.000e+000 30 1.833e+002 2.917e+001 3.428e-002 0.000e+000 31 2.011e+002 3.201e+001 3.124e-002 0.000e+000 32 2.103e+002 3.347e+001 2.988e-002 0.000e+000 33 2.177e+002 3.466e+001 2.886e-002 0.000e+000 34 2.226e+002 3.542e+001 2.823e-002 0.000e+000 35 2.266e+002 3.607e+001 2.772e-002 0.000e+000 36 2.289e+002 3.644e+001 2.745e-002 0.000e+000 37 2.367e+002 3.767e+001 2.655e-002 0.000e+000 38 2.442e+002 3.886e+001 2.573e-002 0.000e+000 39 2.567e+002 4.086e+001 2.447e-002 0.000e+000 40 2.601e+002 4.139e+001 2.416e-002 0.000e+000 41 2.624e+002 4.176e+001 2.394e-002 0.000e+000 42 2.642e+002 4.205e+001 2.378e-002 0.000e+000 43 2.659e+002 4.232e+001 2.363e-002 0.000e+000 44 2.694e+002 4.288e+001 2.332e-002 0.000e+000 45 2.704e+002 4.303e+001 2.324e-002 1.310e-038 46 2.708e+002 4.310e+001 2.320e-002 0.000e+000 47 2.722e+002 4.333e+001 2.308e-002 0.000e+000 48 2.750e+002 4.377e+001 2.285e-002 0.000e+000 49 2.786e+002 4.434e+001 2.255e-002 0.000e+000 50 2.806e+002 4.465e+001 2.239e-002 0.000e+000 51 2.826e+002 4.497e+001 2.224e-002 0.000e+000 52 2.855e+002 4.543e+001 2.201e-002 0.000e+000 53 2.940e+002 4.679e+001 2.137e-002 0.000e+000 54 2.969e+002 4.725e+001 2.116e-002 0.000e+000
Pag.18 di 128 DESIGN ANALYSIS FINAL (100% design)
Number Pulsatance Frequency Period Accuracy 55 3.024e+002 4.812e+001 2.078e-002 0.000e+000 56 3.036e+002 4.832e+001 2.070e-002 0.000e+000 57 3.154e+002 5.020e+001 1.992e-002 0.000e+000 58 3.191e+002 5.079e+001 1.969e-002 0.000e+000 59 3.197e+002 5.088e+001 1.966e-002 0.000e+000 60 3.266e+002 5.199e+001 1.924e-002 0.000e+000 61 3.324e+002 5.290e+001 1.890e-002 0.000e+000 62 3.345e+002 5.325e+001 1.878e-002 0.000e+000 63 3.384e+002 5.385e+001 1.857e-002 0.000e+000 64 3.448e+002 5.488e+001 1.822e-002 0.000e+000 65 3.472e+002 5.525e+001 1.810e-002 1.504e-031 66 3.535e+002 5.626e+001 1.777e-002 4.955e-029 67 3.586e+002 5.707e+001 1.752e-002 1.834e-024 68 3.618e+002 5.759e+001 1.737e-002 1.269e-023 69 3.642e+002 5.796e+001 1.725e-002 4.280e-023 70 3.681e+002 5.858e+001 1.707e-002 2.732e-021 71 3.701e+002 5.891e+001 1.698e-002 3.828e-021 72 3.714e+002 5.911e+001 1.692e-002 2.293e-019 73 3.724e+002 5.926e+001 1.687e-002 3.903e-020 74 3.778e+002 6.013e+001 1.663e-002 3.170e-020 75 3.850e+002 6.128e+001 1.632e-002 6.763e-014
MODAL PARTECIPATION FACTORS
Mode X Direct. Y Direct.
1 -9.652e-002 2.144e+000 2 6.359e-001 -1.644e+001 3 1.197e+001 4.469e-001 4 5.277e-001 -1.049e+000 5 1.423e+000 -2.568e-001 6 -1.967e+000 1.224e+000 7 3.802e+000 3.262e+000 8 -4.719e+000 1.556e+000 9 -2.518e+000 4.363e+000 10 -1.846e+000 3.494e+000 11 5.105e+000 4.796e-001 12 9.977e-001 -2.000e-001 13 4.003e+000 4.465e+000 14 -1.018e+000 1.863e+000 15 -2.811e+000 -2.128e-001 16 7.825e-001 -2.180e+000 17 1.460e+000 1.535e-001 18 -5.264e-001 -1.537e-001 19 5.710e-001 1.661e-001 20 4.194e+000 -3.106e+000 21 1.890e+000 2.027e+000 22 1.573e+000 -6.268e-001 23 3.223e-001 -1.280e-002 24 3.332e+000 3.206e+000 25 7.838e-001 -1.198e+000 26 5.226e-001 3.605e-001 27 -4.502e-001 1.403e-001 28 -5.474e-001 1.911e-001 29 -2.840e+000 -1.078e+000 30 3.392e-001 -6.410e-002 31 -5.132e-001 4.697e-001 32 3.391e+000 -6.811e-001 33 -5.095e+000 1.809e+000
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