ANNEX_S_-_STRUCTURAL_Part3.pdf

PDF 1 MB Posted Sep 11, 2019

Attached to: Multiple Award Construction Contract (MACC) Italy
Solicitation number: FA568219RA001
Issued by: Department of the Air Force United States Air Forces in Europe - Air Forces Africa

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Written by GovTribe AI · Dec 29, 2023

This notice announces a draft request for proposal for an indefinite delivery indefinite quantity multiple award construction contract for design-build construction services in Italy. The scope of work includes projects across multiple trades such as grading, utilities, painting, roofing, building construction, electrical work, structural work, HVAC, fire suppression systems, fuel systems, power systems, communications systems, and environmental remediation. The contract will have a one-year base period and four option years, with an estimated total value of $96 million divided among multiple awards. The minimum task order value is $2,500 and the maximum is $7 million. Comments on the draft RFP attachments are due by April 19, 2019. Work will primarily be performed at Aviano Air Base in Italy but may also take place elsewhere in the country.

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ANNEX S-STRUCTURAL PART 3

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ANNEX_E_-_ELECTRICAL_Part16.pdf	PDF	Sep 11, 2019

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RENOVATE/EXPAND FAC. 939 ANNEX S1 ASHE 18-1025

FINAL (100% design) DESIGN ANALYSIS Pag.39 di 128

Picture Errore. Nel documento non esiste testo dello stile specificato.-10: Modal analysis - mode 2 - mass 53% Y.

Picture Errore. Nel documento non esiste testo dello stile specificato.-11: Modal Analysis - mode 3 - mass 28% X.

ASHE 18-1025 ANNEX S1 RENOVATE/EXPAND FAC. 939

Pag.40 di 128 DESIGN ANALYSIS FINAL (100% design)

Picture Errore. Nel documento non esiste testo dello stile specificato.-12: Modal Analysis - mode 4 - mass 71% Z.

FINAL (100% design) DESIGN ANALYSIS Pag.41 di 128

1.1.8 Roof plan structures

Prefab concrete slab "Predalles", h = 5+20+5 = 30 cm /120-240 cm

Loads

Dead loads Gk = 420+150+30 = 600 daN/mq

Live loads, snow Qk = 150 daN/mq

PSLU = 1.3600+1.5150 = 1005 daN/mq

PSLE = 600+150 = 750 daN/mq

Ultimate limit state SLU

Picture Errore. Nel documento non esiste testo dello stile specificato.-13: Ultimate limit state SLU Calculation.

Pag.42 di 128 DESIGN ANALYSIS FINAL (100% design)

Picture Errore. Nel documento non esiste testo dello stile specificato.-14: Bending moment.

Picture Errore. Nel documento non esiste testo dello stile specificato.-15: Serviciability conditions - Bending moment.

FINAL (100% design) DESIGN ANALYSIS Pag.43 di 128

Section span 2

T section, web height 25cm, thickness 40cm, slab 120x5 cm

Picture Errore. Nel documento non esiste testo dello stile specificato.-16: MRd calculation.

Beam reinforcement 212+116

Mrd = 62.0 KNm > Msd = 39.531.2 ≈ 47.50 KNm

Pag.44 di 128 DESIGN ANALYSIS FINAL (100% design)

Medium support

Picture Errore. Nel documento non esiste testo dello stile specificato.-17: Medium support MRd calculation.

Mrd = -60.0 KNm > Msd = -42.681.2 = -51.30 KNm

FINAL (100% design) DESIGN ANALYSIS Pag.45 di 128

Span 1

Picture Errore. Nel documento non esiste testo dello stile specificato.-18: Span 1 MRd calculation.

Mrd = 54.0 KNm > Msd = 21.20 KNm

Pag.46 di 128 DESIGN ANALYSIS FINAL (100% design)

Shear strain

Picture Errore. Nel documento non esiste testo dello stile specificato.-19:

Shear

Vsd = 1.20= 46.50 KN

Support

FINAL (100% design) DESIGN ANALYSIS Pag.47 di 128

Pag.48 di 128 DESIGN ANALYSIS FINAL (100% design)

Beam

Picture Errore. Nel documento non esiste testo dello stile specificato.-20: Bending moment diagram.

Picture Errore. Nel documento non esiste testo dello stile specificato.-21: Shear diagram

Beam line B

Msd- = -92 KNm Msd+ = 60 KNm Vsd = 130 KN 72 KN

Reinforcement 4+4 with n. 2 12 up every support.

FINAL (100% design) DESIGN ANALYSIS Pag.49 di 128

Middle span

Picture Errore. Nel documento non esiste testo dello stile specificato.-22: Middle Span MRd colculation.

Mrd+ = 89 KNm > Msd+ = 55 KNm

Pag.50 di 128 DESIGN ANALYSIS FINAL (100% design)

Support

Picture Errore. Nel documento non esiste testo dello stile specificato.-23: Middle Span MRd calculation (tension in superior fiber)

Mrd- = -97 KNm > Msd- = - 92 KNm

FINAL (100% design) DESIGN ANALYSIS Pag.51 di 128

Shear

Stirrups 10/200 mm with 4 braces are adopted

Pag.52 di 128 DESIGN ANALYSIS FINAL (100% design)

Line A, B, 1,8, beam 30x78 cm

Reinforcement 3+316 plus cantilever 2+212 are adopted

Picture Errore. Nel documento non esiste testo dello stile specificato.-24: Middle Span MRd calculation.

Beam reinforcement stirrup 8/20 cm a 4 braces

FINAL (100% design) DESIGN ANALYSIS Pag.53 di 128

Pag.54 di 128 DESIGN ANALYSIS FINAL (100% design)

1.1.9 Reinforced concrete walls

1.1.9.1 Longitudinal walls

Picture Errore. Nel documento non esiste testo dello stile specificato.-25: Longitudinal walls

Picture Errore. Nel documento non esiste testo dello stile specificato.-26: Longitudinal walls number system

FINAL (100% design) DESIGN ANALYSIS Pag.55 di 128

Vertical stress

Bending Moment

Pag.56 di 128 DESIGN ANALYSIS FINAL (100% design)

Shear forces

Parete num. 1 Descrizione: Parete semplice n. 1

Larghezza: 109.5 cm, spessore: 25.0 cm, altezza: 465.0 cm

P c. Fx V My Mz o c. -------------- -------------s daN daN * m l 1A -2518 4048 241 472 l 1B -2801 4048 241 762 l 1C -2518 4048 130 472 l 1D -2801 4048 130 762 l 1I -721 6185 274 38 l 1J -4598 6185 274 267 l 1K -721 6185 190 38 l 1L -4598 6185 190 267 l 2 -4057 1690 51 -213

0 1A -3544 5134 348 781

0 1B -4017 5134 348 1151

0 1C -3544 5134 130 781

0 1D -4017 5134 130 1151

0 1I 202 8942 290 38

0 1J -7763 8942 290 393

0 1K 202 8942 190 38

0 1L -7763 8942 190 393

0 2 -5348 679 220 -258

FINAL (100% design) DESIGN ANALYSIS Pag.57 di 128

Parete num. 2 Descrizione: Parete semplice n. 2

Larghezza: 178.0 cm, spessore: 25.0 cm, altezza: 465.0 cm

P c. Fx V My Mz o c. -------------- -------------s daN daN * m l 1A -5755 4401 545 1642 l 1B -4739 4401 545 1721 l 1C -5755 4401 48 1642 l 1D -4739 4401 48 1721 l 1I -449 7411 614 812 l 1J -10045 7411 614 796 l 1K -449 7411 138 812 l 1L -10045 7411 138 796 l 2 -7997 967 233 -28

0 1A -7610 9128 768 1945

0 1B -7472 9128 768 2125

0 1C -7610 9128 48 1945

0 1D -7472 9128 48 2125

0 1I -1067 12443 804 812

0 1J -14016 12443 804 796

0 1K -1067 12443 138 812

0 1L -14016 12443 138 796

0 2 -10699 1182 530 -121

SECTION S1 - S2 REINFORCEMENT LESSER THAN REAL

Pag.58 di 128 DESIGN ANALYSIS FINAL (100% design)

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