B08_Att_8_Structural_Calculations___Basis_of_Design.pdf

China Beach Rehabilitation Seacliff, San Francisco

Structural Calculations & Basis of Design 95% Construction Documents Permit Set

22 February 2021

#2018-088S

Rutherford + Chekene

375 Beale Street, Suite 310

San Francisco, CA 94105

A N

N EL I ZA BETH ROCHE

RE

G I

ST

ER

ED PROFESS IONAL ENG I NEE R

S T A T E O F C A L I F O R N IA

S T R U C T U R A L 12-31-22 S4691

Exp. 12-31-24

Resubmit: 22 February 2023Resubmit: 21 February 2023 100% Construction Documents: 25 August 2023

Resubmit: 21 February 2023

2018-088S

TABLE OF CONTENTS*

1. INTRODUCTION

a. Permit Resubmittal Package 2-21=2023

b. Permit Submittal 2-20-2021

2. CODES AND STANDARDS

3. DESIGN CRITERIA

4. GRAVITY DESIGN – MAIN BUILDING

a. Gravity Evaluation Narrative

b. Load Tables

c. Key Plans

d. Roof Terrace Check

e. New Wall Opening Beam

f. Existing Slab Repair

g. Observation Tower Design

h. Existing Wall Repair

5. LATERAL DESIGN – MAIN BUILDING

a. ASCE 41 Seismic Evaluation Narrative

b. Key Plans

c. Mass Take-off

d. ASCE Pseudo Seismic Force

e. Story Force

f. ETABS Analysis

g. Shear Wall Checks

h. Wall Flexure Capacity

6. LATERAL DESIGN – OBSERVATION TOWER

a. ASCE 41 Seismic Evaluation Narrative

b. Key Plans

c. Shear Wall Checks

d. Slab Design

7. STAIR DESIGN

a. Introduction

b. Key Plans

c. Design

d. Foundation Checks

8. PRECAST PERGOLA BENT DESIGN

a. Narrative

b. Key Plans

c. Design Calculations

9. TERRACE SLAB EXTENSION & STAIR DESIGN**

a. Terrace Slab Design

b. Terrace Stair Design

10. RETAINING WALL**

a. Design Calculations

11. FLAGPOLE FOOTING**

a. Design

12. Geotechnical Recommendations (For Reference Only**

* Originally submitted 2-22-2021 U.O.N.

** Added 2-21-2023

0-2

Structural | Geotechnical Engineers 375 Beale Street Suite 310 | San Francisco CA 94105 | T 415 568 4400 | F 415 618 0684 | www.ruthchek.com

INTRODUCTION

Permit Submittal Package February 21, 2023

The China Beach Bathhouse Rehabilitation project was initially submitted for permit on February 22, 2021. The project then went on hold and is now being re-submitted for permit. The project structural scope is the same except for the slide/stair feature on the north end of the terrace is replaced with a simple stair. Since the initial permit submittal, the following changes have been made to the drawings:

▪ S2.1 & S2.2 First Floor plans updated to include slab depression infill and new slab on grade callouts. New details shown on S3.3.

▪ S2.6 Stair plans replace slide/stair feature plans. Revised details on S3.6 and S3.7.

▪ S3.1 Shearwall Elevations & Details: Revised elevation to show footing step.

▪ S3.4 Concrete Details: Added Flagpole footing.

The calculation package for the base building as developed in 2021 is being resubmitted in its entirely with one change. The section for the slide/stair feature is removed and replaced with calculations for the revised north stair. Also included are additional calculations sections for the flagpole footing and Geotechnical Report references. Please see the following page for the revised Table of Contents.

100% CD SUBMITTAL August 25, 2023 The February 21, 2023 calculations are re-submitted in their entirety as described above with one change:

On page 8, the Seismic Design Parameters per the IBC-18 for new buildings are clarified.

1. INTRODUCTION

Purpose

The purpose of this structural narrative is to provide a general description of the structural system and design criteria for the China Beach Rehabilitation project.

General Description

The Bathhouse, constructed in 1954, is a one-story reinforced concrete building with a small second level ‘observatory’ room. Per the original design documents and opening-day photographs, the main roof area is designed for pedestrian use as a plaza.

Gravity Load System

The main building gravity system is composed of reinforced concrete suspended flat plate/strip beam roof construction that is supported on reinforced concrete columns and bearing walls with the exception of the east non-accessible roof area that is supported on concrete-filled steel pipe columns. On the building perimeter, the columns are integrated into the reinforced concrete perimeter bearing walls. The perimeter walls are punched by high strip window openings below the soffit overhang where a reinforced concrete ‘up-turned’ beam spans across these openings.

The roof structure is deemed adequate for the imposed roof plaza gravity loads, with exception of the non-accessible east roof area, on the basis of the historic design live load, or ‘test of time’ usage.

At the second level observatory room, the reinforced concrete flat plate roof is supported on reinforced concrete bearing walls and concrete-filled steel pipe columns which in turn are supported by reinforced concrete girders spanning to the columns or by the first level bearing walls.

The exterior pergolas are composed of wood members spanning between reinforced pre-cast concrete T-shaped bents. The bents are supported on shallow isolated spread foundations that are interconnected by a rectangular grade beam. These elements will be replaced in kind and their design will be in compliance with the IBC provisions for new construction.

Foundations

The foundation system consists of a combination of reinforced concrete shallow isolated spread footings and strip footings.

Lateral Load-Resisting System

The lateral-load resisting system is the gravity load-bearing reinforced concrete shearwalls. The cast-in-place flat plate roof acts as a diaphragm to transfer the seismic demand to the shearwalls.

An evaluation of the lateral load-resisting system will be performed in accordance with the IEBC for existing buildings using the ASCE 41-13 evaluation methodology. New openings are proposed in the east elevation which will impact the lateral load resisting system. These impacts will be mitigated by strengthening the existing remaining east wall with shotcrete.

2. CODES AND STANDARDS

2. CODES AND STANDARDS

Analysis of Code Requirements

The proposed rehabilitation objective for the Bathhouse building is compliance with the 2018 International Existing Building Code, Chapter 12, Historic Buildings. To achieve compliance, a structural assessment, including a seismic evaluation, will be performed and identified deficiencies in the gravity and the lateral-load resisting system will be mitigated where determined necessary. In addition, the Secretary of the Interior’s Standards for Rehabilitation will be utilized for any necessary rehabilitation work.

New structural elements or re-constructed elements will be compliance with the 2018 International Building Code (IBC), new building provisions.

3. DESIGN CRITERIA

3. DESIGN CRITERIA

Structural Design Criteria

Live Loads:

• Rooftop Plaza: 100 psf assembly load. (Historic design load)

• Roof, non-occupied: 20 psf

• Interior Slab-on-Grade: 75 psf recreational use load.

Seismic Parameters:

• Site Coordinates 37.79°, 122.49°W

• Site Class “D”

• Risk Category II

• Existing Building Evaluation per IEBC Table 303.3.1

Performance Level Ground Motion

Coefficients

(USGS Seismic Design Maps, ASCE 41-13 Standard)

Life Safety BSE-1N Ss = 0.941 g; S1 = 0.371 g; SDS = 1.058 g; SD1 = 0.615 g

Collapse Prevention BSE-2-N SS = 1.868 g; S1 = 0.817 g; SDS = 1.781 g; SD1 = 1.225 g

• New structural elements per USGS Seismic Design Maps, ASCE 7-10 Standard (IBC) o SS = 1.868 g; S1 = 0.817 g; SDS = 1.781 g; SD1 = 1.225 g

Wind:

Wind speed 91 mph, Exposure D, Iw = 1.0.

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Wind:

Wind speed 91 mph, Exposure D, Iw = 1.0.

7-16

GRAVITY DESIGN – MAIN BUILDING

4.A GRAVITY EVALUATION NARRATIVE

4.A: GRAVITY EVALUATION NARRATIVE

The China Beach Rehabilitation project is oriented to enhance the functionality of the existing structure, as the building shows signs of deterioration in localized areas. There is no change in the use of the building nor major structural changes, as such, no increase in the gravity demand is expected.

The gravity load-carrying system is composed of the concrete slab, beams, and columns. Since there is no change in gravity loads, by inspection, the columns are adequate to carry gravity loads, and the analysis focuses on the concrete slab and beams. The existing structural condition is assessed under gravity demands, per ASCE 7-16.

Load tables for various conditions are developed based upon the existing documentation and the site visit observation by R+C engineers. These tables are crucial in the modeling of gravity loads, and seismic mass for the lateral analysis in the subsequent Sections.

The roof terrace at the Second Floor is modeled and analyzed using SAFE to evaluate the compliance of the serviceability and slab strength requirements. In the software, the material properties correspond to the specified nominal strengths, per the General Notes in the original structural drawings.

The rehabilitation considers a large opening on the exterior West elevation of the building, in which a concrete wall and column are demolished. These changes are accompanied with new elements during the renovation: a shear wall in the North – South direction, two concrete columns at each end of the opening and a tapered concrete beam. The latter is analyzed in detail for serviceability and strength requirements.

Due to the extensive damage in the existing concrete slab at the Second Floor between Gridlines 5-6/B-C, the structural rehabilitation carries out a replacement of the slab, in which the existing sound reinforcement is preserved. The shear friction strength of the existing reinforcement is evaluated to determine the adequacy of the repair.

The observation tower roof and exterior steel pipe columns have extended areas of distress. Thus, these elements are replaced and designed to comply with the requirements for new structures. Analogous to the Second Floor design, A SAFE model is used to evaluate the serviceability and strength requirements.

Lastly, the west wall located between the Second Floor and the Observation roof shows visible signs of deterioration – the concrete cover is spalled, and the exposed reinforcement is corroded on the northeast corner. Hence, a repair of the element is needed. For this wall, an spColum P-M interaction diagram is created to obtain the axial capacity to carry gravity loads once the repair is completed.

GRAVITY DESIGN - MAIN BUILDING

4.B LOAD TABLES

Gravity Loads Seismic Mass psf psf

(E) 3" Topping Slab 37.5 37.5

Roofing Layer 1.5 1.5

(E) 7" NW Concrete Slab Computed by SAFE Computed by ETABS

(E) Beams and Girders Computed by SAFE Computed by ETABS

(E) Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous (partitions included) 10 10

Superimposed Dead Load Total 54

Seismic Dead Load Total 54

Live Load 100

Gravity Loads Seismic Mass psf psf

(E) 2" Thickened Slab (average) 25 25

(E) 3" Topping Slab 37.5 37.5

Roofing Layer 1.5 1.5

(E) 10" NW Concrete Slab Computed by SAFE Computed by ETABS

(E) Beams and Girders Computed by SAFE Computed by ETABS

(E) Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous (partitions included) 10 10

Superimposed Dead Load Total 79

Seismic Dead Load Total 79

Live Load 100

Description

China Beach Rehabilitation

Second Floor at Central Balcony

Description

China Beach Rehabilitation

Second Floor at Deck

201123_China Beach Flat Loads.xlsx: Flat Load Tables 1 of 4 11/25/2020 9:32 AM psf psf

(E) 2" Thickened Slab (average) 25 25

(E) 3" Topping Slab 37.5 37.5

Roofing Layer 1.5 1.5

(E) 12" NW Concrete Slab Computed by SAFE Computed by ETABS

(E) Beams and Girders Computed by SAFE Computed by ETABS

(E) Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous (partitions included) 10 10

Superimposed Dead Load Total 79

Seismic Dead Load Total 79

Live Load 100

Gravity Loads Seismic Mass psf psf

(E) 3" Topping Slab 37.5 37.5

Roofing Layer 1.5 1.5

(E) 5" NW Concrete Slab Computed by SAFE Computed by ETABS

(E) Beams and Girders Computed by SAFE Computed by ETABS

(E) Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous (partitions included) 10 10

Superimposed Dead Load Total 54

Seismic Dead Load Total 54

Live Load 100

China Beach Rehabilitation

Second Floor at Central Room

Description

China Beach Rehabilitation

Second Floor at Overhangs

Description

201123_China Beach Flat Loads.xlsx: Flat Load Tables 2 of 4 11/25/2020 9:32 AM psf psf

(E) 3" Topping Slab 37.5 37.5

Roofing Layer 1.5 1.5

(E) 4.5" NW Concrete Slab Computed by SAFE Computed by ETABS

(E) Beams and Girders Computed by SAFE Computed by ETABS

(E) Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous (partitions included) 10 10

Superimposed Dead Load Total 54

Seismic Dead Load Total 54

Live Load 20

China Beach Rehabilitation

Second Floor at West Wing

Description

201123_China Beach Flat Loads.xlsx: Flat Load Tables 3 of 4 11/25/2020 9:32 AM psf psf

Allowance for light equipment 20 20

Roofing Layer 5 5

6" NW Concrete Slab Computed by SAFE Computed by ETABS

Beams and Girders Computed by SAFE Computed by ETABS

Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous 10 10

Superimposed Dead Load Total 40

Seismic Dead Load Total 40

Live Load 20

Gravity Loads Seismic Mass psf psf

Roofing Layer 5 5

4" NW Concrete Slab Computed by SAFE Computed by ETABS

Beams and Girders 0 0

Columns 0 Computed by ETABS

MEP and Lighting 5 5

Miscellaneous 10 10

Superimposed Dead Load Total 20

Seismic Dead Load Total 20

Live Load 20

Description

Stanford University: Graduate School of Education - North Building

(N) Observatory Roof

Stanford University: Graduate School of Education - North Building

(N) Observatory Roof Overhangs

Description

201123_China Beach Flat Loads.xlsx: Flat Load Tables 4 of 4 12/21/2020 11:35 AM

JM/AER

OBSERVATORY ROOF PLAN

SECOND FLOOR PLAN

KEY:

Deck

Central Balcony

Central Room

2nd Floor Overhang

East Wing

Observatory Roof

Observatory Roof Overhang

B

LD

G

31°

B

LD

G

31°

4.C KEY PLANS

4.C: KEY PLANS

This Section contains annotated excerpts of the original structural drawings. This information served as one of the main references for the modeling, analysis, and design of the gravity load-carrying system in the structure. Additional drawings for the Structural rehabilitation, and photographs taken during the site visits are included as supporting material.

Figure 4.C.1: Existing Columns at First Floor and Column Schedule

Concrete Columns

Steel Columns

KEY:

Figure 4.C.2: Existing Concrete Beams and Steel Columns at Second Floor

Perimeter curb which functions as a structural upturned beam per detail L1/S1.

Beam below, width x depth noted.

Steel Columns

KEY:

Figure 4.C.3: Typical cross-section with Slab S1 typical reinforcement

Figure 4.C.4: Sound existing concrete columns in the changing room (looking North)

Figure 4.C.5: Perimeter curb functioning as upturned beam (looking South)

Figure 4.C.6: 20x16" Concrete beam in the East - West Direction

4.D ROOF TERRACE CHECK

4.D: ROOF TERRACE CHECK (SECOND FLOOR)

Modeling

The gravity-load carrying system analysis is performed using the computer program SAFE 2014 – The objective in this preliminary study is to assess the current condition of the reinforced concrete second floor slab and beams under gravity loading.

Overall, the slab has a clear cover of 3/4” and typical 7” thickness with three exceptions – the 5” thick slab at the 2’ 6” overhang edges, the localized thickened slab at the observation room (thickness variations from 12” to 14”), and the 4.5” thick slab at the easternmost portion of the building.

Regarding the structural beams, the perimeter curbs function as upturned beams, whereas the interior columns are connected to strip beams in the longitudinal direction. Two 12x24 in beams are located in the transverse direction to better distribute the additional loads due to the observation room.

The horizontal structural elements are supported by walls and columns, which were modeled including a rigid zone at the connections. The vertical structural elements above and below the second floor were included in the model. The punching shear effect did not represent a critical adverse effect.

The material properties of the concrete and steel were based on the structural plans and the existing regulations at that time. A compressive strength of 2.5 ksi was considered for the concrete, and a minimum yield stress of 40 ksi for the reinforcement bars. These values are within the range established by Table 10-2, and Table 10-3 for default lower-bound material properties, per ASCE 41-17.

The gravity load of the observatory roof RC slab is assigned as point loads, as shown in the following Figures for dead loads and live loads, respectively.

Figure 4.D.1: Point dead loads corresponding to Observatory Roof

Figure 4.D.2: Point live loads corresponding to Observatory Roof

The distributed gravity loads acting over the Second Floor are defined as uniform area loads in the following linear static load cases:

• DEAD, self-weight of the structural elements.

• SDEAD, superimposed dead load. This load typically includes the topping slab, roofing layer, MEP, lighting, and miscellaneous.

• SDEAD SLAB THICK, thickened slab self-weight.

• LIVE, live load per ASCE 7-16.

The gravity loads match the flat load tables presented in Section 4.b in these calculations.

65.0

60.0

55.0

50.0

45.0

40.0

35.0

30.0

25.0

20.0

15.0

10.0

5.0

0.0

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB

333444

BBB

CCC

X

Y

65.0

60.0

55.0

50.0

45.0

40.0

35.0

30.0

25.0

20.0

15.0

10.0

5.0

0.0

Roof Slab SAFE 201123 11/23/2020 4:43 PM

SAFE 2014 14.2.0 Slab Surface Loading in Gravity Direction (SDEAD) [lb/ft2] kip - ft

SUPERIMPOSED DEAD LOAD

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB

333444

BBB

CCC

X

Y

Roof Slab SAFE 201123 11/23/2020 4:42 PM

SAFE 2014 14.2.0 Slab Surface Loading in Gravity Direction (LIVE) [lb/ft2] kip - ft

LIVE LOAD

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB

333444

BBB

CCC

X

Y

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

25.0

Roof Slab SAFE 201123 11/23/2020 4:44 PM

SAFE 2014 14.2.0 Slab Surface Loading in Gravity Direction (SDEAD SLAB THICK) [lb/ft2] kip - ft

THICKENED SLAB DEAD LOAD

Joint reactions

The joint reactions at the base of the structure obtained in SAFE are shown in the following plans.

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB 111

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB 111

333444

BBB

CCC

X

Y

Roof Slab SAFE 180910 9/10/2018 5:41 PM

SAFE 2014 14.2.0 Plan View kip - ft

Fz = 8.912

~1709

Fz = 8.234

~1709

Fz = 8.234

~1714

Fz = 12.323

~1714

Fz = 12.323

Fz = 7.443

Fz = 14.444

~1719

Fz = 8.746

~1719

Fz = 8.746

~1724

Fz = 11.076

~1724

Fz = 11.076

Fz = 6.117

Fz = 25.14

Fz = 4.029

Fz = 29.732

Fz = 3.142

Fz = 10.123

Fz = 11.622

Fz = 29.732

Fz = 12.042

Fz = 12.057

Fz = 10.968

Fz = 3.065

~1747

Fz = 7.378

~1747

Fz = 7.378

~1752

Fz = 11.752

~1752

Fz = 11.752

Fz = 7.452

Fz = 4.149 40 Fz = 4.152

Fz = 7.052

~1761

Fz = 9.999

~1761

Fz = 9.999

Fz = 3.439

Fz = 4.608

Fz = 3.376

Fz = 8.863

Fz = 6.643

Fz = 4.093

~1776

Fz = 6.82

~1776

Fz = 6.82

Fz = 2.941

Fz = 5.629

Fz = 5.719

Fz = 10.192

Fz = 9.972

Fz = 0.401

Fz = 0.016

Fz = 6.638

~1795

Fz = 10.248

~1795

Fz = 10.248

~1800

Fz = 7.658

~1800

Fz = 7.658

~1803

Fz = 4.907

~1803

Fz = 4.907

Fz = 3.52

Fz = 3.52

Fz = 4.361

Fz = 25.53

~1813

Fz = 21.523

~1813

Fz = 21.523

Fz = 1.181

Fz = 7.787

~1820

Fz = 11.987

~1820

Fz = 11.987

~1825

Fz = 8.691

~1825

Fz = 8.691

~1828

Fz = 4.523

~1828

Fz = 4.523

Fz = 1.2

Fz = 11.981

Fz = 12.968

Fz = 12.968

Fz = 3.126

Fz = 3.126

Fz = 2.472

Fz = 2.472

Fz = 11.981

Fz = 1.599

~1858

Fz = 3.31

~1858

Fz = 3.31 ~1863

Fz = 4.529

~1863

Fz = 4.529

~1866

Fz = 5.71

~1866

Fz = 5.71

~1869

Fz = 6.069

~1869

Fz = 6.069

Fz = 3.486

Fz = 43.467

Fz = 22.969

Fz = 48.065

Fz = 47.48

Fz = 25.802

Fz = 43.253

Fz = 13.185

Fz = 12.096

Fz = 19.912

Fz = 21.493

Fz = 20.45

Fz = 19.171 27

Fz = 18.147

Fz = 15.174

Fz = 8.912 126

Fz = 14.444

Fz = 10.771

Fz = 25.14

Fz = 29.732

Fz = 1.45

Fz = 18.113

Fz = 10.669

Fz = 10.678 115

Fz = 1.576

Fz = 0.046

Fz = 21.785

Fz = 0.046

Fz = 15.784

Fz = 4.841

Fz = 1.441

Fz = 4.361

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB 111

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB 111

333444

BBB

CCC

X

Y

Roof Slab SAFE 180910 9/10/2018 5:36 PM

SAFE 2014 14.2.0 Joint Reaction Diagram - (1.0DL) [kip, kip-ft] kip - ft

TOTAL DEAD LOAD

Fz = 2.608

~1709

Fz = 2.792

~1709

Fz = 2.792

~1714

Fz = 5.174

~1714

Fz = 5.174

Fz = 3.231

Fz = 5.656

~1719

Fz = 2.985

~1719

Fz = 2.985

~1724

Fz = 4.471

~1724

Fz = 4.471

Fz = 2.542

Fz = 8.584

Fz = 1.685

Fz = 8.539

Fz = 0.882

Fz = 4.824

Fz = 5.681

Fz = 8.539

Fz = 3.554

Fz = 5.863

Fz = 5.154

Fz = 0.594

~1747

Fz = 2.141

~1747

Fz = 2.141

~1752

Fz = 4.766

~1752

Fz = 4.766

Fz = 3.348

Fz = 2.058 40 Fz = 2.03

Fz = 3.321

~1761

Fz = 4.52

~1761

Fz = 4.52

Fz = 1.476

Fz = 2.086

Fz = 1.351

Fz = 4.567

Fz = 3.245

Fz = 1.887

~1776

Fz = 2.599

~1776

Fz = 2.599

Fz = 0.738

Fz = 2.821

Fz = 2.862

Fz = 4.912

Fz = 4.737

Fz = 0.209

Fz = -0.071

Fz = 1.904

~1795

Fz = 2.43

~1795

Fz = 2.43

~1800

Fz = 1.303

~1800

Fz = 1.303

~1803

Fz = 0.44

~1803

Fz = 0.44

Fz = -0.235

Fz = -0.235

Fz = 0.269

Fz = 8.372

~1813

Fz = 7.037

~1813

Fz = 7.037

Fz = 0.418

Fz = 3.182

~1820

Fz = 4.534

~1820

Fz = 4.534

~1825

Fz = 2.563

~1825

Fz = 2.563

~1828

Fz = 0.826

~1828

Fz = 0.826

Fz = 0.177

Fz = 4.213

Fz = 4.583

Fz = 4.583

Fz = 0.405

Fz = 0.405

Fz = 0.151

Fz = 0.151

Fz = 4.213

Fz = -0.029

~1858

Fz = -0.038

~1858

Fz = -0.038 ~1863

Fz = 0.074

~1863

Fz = 0.074

~1866

Fz = 0.216

~1866

Fz = 0.216

~1869

Fz = 0.309

~1869

Fz = 0.309

Fz = 0.202

Fz = 24.982

Fz = 12.699

Fz = 21.466

Fz = 20.247

Fz = 14.627

Fz = 25.038

Fz = 5.838

Fz = 5.397

Fz = 10.896

Fz = 12.127

Fz = 11.82

Fz = 10.847 27

Fz = 10.315

Fz = 8.276

Fz = 2.608 126

Fz = 5.656

Fz = 3.751

Fz = 8.584

Fz = 8.539

Fz = -0.674

Fz = 9.301

Fz = 4.466

Fz = 4.17 115

Fz = -0.555

Fz = 6.23

Fz = 4.194

Fz = 0.862

Fz = 0.252

Fz = 0.775

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB 111

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB 111

333444

BBB

CCC

X

Y

Roof Slab SAFE 180910 9/10/2018 5:38 PM

SAFE 2014 14.2.0 Joint Reaction Diagram - (1.0LL) [kip, kip-ft] kip - ft

Serviceability Requirements

The Second Floor RC slab meets the serviceability requirements in accordance with the 2019 California Building Code. The deflection is computed by performing a nonlinear (cracked) analysis under gravity loading with structural walls unable to take out-of-plane moments. The following Figures depict the deformed shape of the slab for the following conditions:

• Initial Total Load – load case definition, nonlinear deformation including dead and live loads at the same instant of time. This case is for reference only.

• Total Load - Long Term– load case definition, nonlinear deformation including dead and live loads. Long term cracked analysis with creep coefficient of 2 and shrinkage strain of 0.0005. This load case is conservative as the long-term effect is accounted for dead and live load. The Code specifies that the creep component of long-term is applied only to the dead load deflection.

• Initial Live Load – load combination definition, nonlinear deformation after applying live load once the model accounted for the initial dead load.

Per the Table 1604.3 in the Volume 2 of the 2019 California Building Code:

Considering the maximum vertical deformations for the deflection limits:

D + L

Calculated Deflection:

𝛥𝐷+𝐿 = 0.58𝑖𝑛

Deflection Limit:

𝐿

15.5 × 12 𝑖𝑛

= 0.78 𝑖𝑛

OK

L

Calculated Deflection:

𝛥𝐿 = 0.10𝑖𝑛

Deflection Limit:

𝐿

15.5 × 12 𝑖𝑛

= 0.52 𝑖𝑛

OK

Figure 4.D.3: Slab deformation under Initial Total Load

INITIAL TOTAL LOAD: LOAD CASE DEFINITION

-0.19 in -0.21 in

Figure 4.D.4: Slab deformation under Total Load – Long Term

TOTAL LOAD – LONG TERM: LOAD CASE DEFINITION

-0.58 in -0.57 in

Figure 4.D.5: Slab deformation under Initial Live Load

INITIAL LIVE LOAD: LOAD COMBINATION DEFINITION

-0.098 in

Concrete Framing Layout

The beam centerlines do not match with the centerlines of vertical structural elements; the walls had a slight offset toward the exterior, whereas most of the columns were placed behind the walls. These eccentricities did not lead to a significant torsional effect.

Figure 4.D.6: Second Floor Plan a) hiding concrete beams and b) extruding concrete beams

Concrete Slab Design

Based on the existing documentation, the concrete two-way slab is typically reinforced with intermediate grade (fy = 40 ksi) #5@10” o.c. at the top and #5 @5” o.c. at the bottom. The SAFE analysis indicates that the existing slab is adequate to meet the ACI 318-14 strength requirements.

The following plans show the design of the column strip and middle strip in the North – South, and East – West direction, respectively with their corresponding required rebar. The slab design is performed on a strip basis and imposing minimum reinforcement, as shown below.

A

A.4

A.5

B

B.5

B.6

C

C'

BBB 111

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB 111

333444

BBB

CCC

X

Y

Roof Slab SAFE 201123 11/23/2020 5:54 PM

SAFE 2014 14.2.0 Plan View kip - ft

STRIP BASED SLAB DESIGN IN EAST - WEST DIRECTION

Column Strip

Middle Strip

.1

.1

0.11

0.12

0.24

0.12 0.24

0.23 0.17 0.17 0.29 5.319E-003 0.17 0.23

0.18 0.29

0.21 0.25 0.25 0.260.28

0.19 0.17 0.17 0.16 0.17 0.17 0.17 0.11

0.3 0.17 0.17 0.17 0.17 0.17 0.230.26

0.19 0.18 0.11

0.17

0.14

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB

333444

BBB

CCC

X

Y

Roof Slab SAFE 201123 11/23/2020 5:59 PM

SAFE 2014 14.2.0 Slab Strip Design - Layer A - Top and Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] kip - ft

SLAB REINFORCEMENT REQUIRED IN EAST - WEST DIRECTION

Slab reinforcement:

Top: #5 at 10" o.c. (0.372 in2/ft) OK Bottom: #5 at 5" o.c. (0.744 in2/ft) OK

A

A.4

A.5

B

B.5

B.6

C

C'

BBB 111

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB 111

333444

BBB

CCC

X

Y

Roof Slab SAFE 201123 11/23/2020 5:54 PM

SAFE 2014 14.2.0 Plan View kip - ft

Column Strip Middle Strip

STRIP BASED SLAB DESIGN IN NORTH - SOUTH DIRECTION

.1

.1

.1

.1

.1

.1

.1

.1

.2

.1

.3

.1

.2

.3

.3

.4

.1

.1

.2

.0

E

-0

.1

.2

.2

.1

.2

.5

E

-0

.1

.3

.4

.1

.2

.1

.1

.1

.1

.1

.1

.1

.1

.3

.1

.1

.1

.0

E

-0

.1

.2

.2

.2

E

-0

.2

.2

.2

.3

.1

.1

.1

.3

E

-0

.6

E

-0

.1

.2

.1

E

-0

.1

.1

.1

.4

.2

.1

.1

.1

.1

.2

.2

.1

.1

.1

.1

.1

.3

.3

.4

.1

.2

.2

.5

E

-0

.2

.1

.3

.1

.2

.1

.1

1' 1 2 3 4 4.44.54.6 5 6 7 8 8' 8.5 9

A'

A

A.4

A.5

B

B.5

B.6

C

C'

BBB

333444

BBB

CCC

1'1'1' 111 222 333 444 4.44.44.44.54.54.54.64.64.6 555 666 777 888 8'8'8' 8.58.58.5 999

A'A'A'

AAA

A.4A.4A.4

A.5A.5A.5

BBB

B.5B.5B.5

B.6B.6B.6

CCC

C'C'C'

BBB

333444

BBB

CCC

X

Y

Roof Slab SAFE 201123 11/23/2020 5:58 PM

SAFE 2014 14.2.0 Slab Strip Design - Layer B - Top and Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] kip - ft

SLAB REINFORCEMENT REQUIRED IN NORTH - SOUTH DIRECTION

Slab reinforcement:

Top: #5 at 10" o.c. (0.372 in2/ft) OK Bottom: #5 at 5" o.c. (0.744 in2/ft) OK

Concrete Beam Internal Forces

The strength level of the slab and beams was revised using the gravity load combinations defined Section

2.3 in ASCE 7-16.

The beams’ moment and shear diagrams are shown in the following Figures:

MAJOR MOMENTS

MAJOR SHEARS

Figure 4.D.7: Internal Forces in Existing Structure

The existing longitudinal reinforcement suffices the moment demand corresponding to the critical load combination. Regarding the shear forces, the concrete and stirrups capacity exceeded the demand in all the beams, except for B-24, located on Gridline 1, between B and C. The capacity is bounded by the limited existing transverse reinforcement and the short distance between structural walls increases the demand.

To address this deficiency, a redistribution of the load in the members is assessed by eliminating the beam B-24 of the structure. The results show that the exterior wall and adjacent beams on Gridline 1 could resist the moment and shear demands.

MAJOR MOMENTS WITHOUT B-24

MAJOR SHEARS WITHOUT B-24

Figure 4.D.8: Internal Forces Redistribution in Existing Structure when removing B-24

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer

Page: Date: Nov 2018

FLOOR BEAM SHEAR CHECKS

Note 1

BEAM GRID Type Vc (kips) Vs (kips) ΦVn Vu (kips) Location DCR NOTES

B-01 B Strip 27.25 29.98 42.92 32.42 E 0.76

B-02 B Strip 27.25 29.98 42.92 29.74 W 0.69

B-03 B Strip 27.25 29.98 42.92 18.68 E 0.44 Concrete can resist shear

B-04 B Strip 27.25 29.98 42.92 26.47 E 0.62

B-05 B Strip 27.25 29.98 42.92 23.33 W 0.54

B-06 B Strip 27.25 29.98 42.92 29.87 E 0.70

B-07 B Strip 27.25 29.98 42.92 32.22 W 0.75

B-08 4 Single 25.87 15.81 31.26 26.62 S 0.85

B-09 5 Single 25.87 15.81 31.26 23.33 S 0.75

B-10 A 20.72 11.05 23.83 22.88 E 0.96

B-11 A 20.72 11.05 23.83 10.36 E 0.43 Concrete can resist shear

B-12 A 20.72 11.05 23.83 7.58 W 0.32 Concrete can resist shear

B-13 A 20.72 11.05 23.83 10.52 W 0.44 Concrete can resist shear

B-14 A 20.72 11.05 23.83 5.41 C 0.23 Concrete can resist shear

B-15 A 20.72 11.05 23.83 4.91 E 0.21 Concrete can resist shear

B-16 A 20.72 11.05 23.83 22.48 W 0.94

B-17 C 20.72 11.05 23.83 13.15 E 0.55 Concrete can resist shear

B-18 C 20.72 11.05 23.83 6.47 W 0.27 Concrete can resist shear

B-19 C 20.72 11.05 23.83 10.95 C 0.46 Concrete can resist shear

B-20 C 20.72 11.05 23.83 10.13 E 0.43 Concrete can resist shear

B-21 C 20.72 11.05 23.83 13.67 W 0.57 Concrete can resist shear

B-22 C 20.72 11.05 23.83 12.74 W 0.53 Concrete can resist shear

B-23 1 20.72 11.05 23.83 12.96 C 0.54 Concrete can resist shear

B-24 1 20.72 11.05 23.83 33.52 C 1.41 Redesign for New Opening to Resist

B-25 8 20.72 11.05 23.83 4.10 S 0.17 Concrete can resist shear

B-26 8 20.72 11.05 23.83 20.98 C 0.88

Note 1: See next sheet for capacity assuming max stirrup spacing.

Perimeter upturned

When this (E) beam is deleted from the model, the surrounding elements are adequate to resist the new load distribution.

φ VnA1⋅ 35778.75 lbf= φ 0.75:=

VnA1 VcA1 VsA1+:=

VsA1 20680 lbf=VsA1

Av fyt⋅ d⋅ s s 5in:= d 11.75 in= fyt 40000 lbf in

(2 legs #3)Av 0.22 in 2=Av 2 0.11⋅ in

2:=

Nominal shear strength provided by reinforcement

VcA1 27025 lbf=VcA1 2 λ⋅ fc lbf in

⋅⋅ bw⋅ d⋅:= d 11.75 in=d 14in 1.5in− 0.375in− 0.75 in−:= bw 23in:= λ 1:=fc 2500 lbf in

⋅:=Nominal shear strength provided by concrete

B-A1

Stirrups #3 @

5"

5#6 T&BBEAMS ON LINE "A"

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer

Page: Date: Nov 2018

FLOOR BEAM SHEAR CHECKS

fyt 40000 lbf in d 13.81 in= s 5in:=

VsA2

Av fyt⋅ d⋅ s := VsA2 11050 lbf=

Exception in B11

Av 2 0.11⋅ in 2:= Av 0.22 in

2= s 4in:=

VnA2 VcA2 VsA2+:= VsA2B11

Av fyt⋅ d⋅ s := VsA2B11 30387.5 lbf= φ 0.75:= VnA2B11 VcA2 VsA2B11+:= φ VnA2⋅ 23826.56 lbf= φ 0.75:= φ VnA2B11⋅ 38329.69 lbf=

BEAMS ON LINE "A" 4#7 T&B

Stirrups #2 @

5" Except B11:

Stirrups #3 @ 4"

B-A2

Nominal shear strength provided by concrete fc 2500 lbf in

⋅:= λ 1:= bw 15in:= d 16in 1.5in− 0.25in− 0.875 in−:= d 13.81 in=

VcA2 2 λ⋅ fc lbf in

⋅⋅ bw⋅ d⋅:= VcA2 20718.75 lbf=

Nominal shear strength provided by reinforcement

Av 2 0.05⋅ in 2:= Av 0.1 in

2= (2 legs #2)

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer φ VnC⋅ 23826.56 lbf= φ 0.75:=

VnC VcC VsC+:=

VsC 11050 lbf=VsC VsA2:=

Nominal shear strength provided by reinforcement

VcC 20718.75 lbf=VcC VcA2:=

Nominal shear strength provided by concrete

B-C

Stirrups #2 @

5"

4#7 T&B

BEAMS ON LINES "1" AND "8"

φ VnC⋅ 23826.56 lbf= φ 0.75:=

VnC VcC VsC+:=

VsC 11050 lbf=VsC VsA2:=

Nominal shear strength provided by reinforcement

VcC 20718.75 lbf=VcC VcA2:=

Nominal shear strength provided by concrete

B-C

Stirrups #2 @

5"

4#7 T&B

BEAMS ON LINE "C"

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer φ VnBs3in⋅ 80387.5 lbf= s 4in:= VsBs4in

Av fyt⋅ d⋅ s := VsBs4in 59950 lbf= VnBs4in VcB VsBs4in+:= φ 0.75:= φ VnBs4in⋅ 65400 lbf= s 5in:= VsBs5in

Av fyt⋅ d⋅ s := VsBs5in 47960 lbf= VnBs5in VcB VsBs5in+:= φ 0.75:= φ VnBs5in⋅ 56407.5 lbf= s 6in:= VsBs6in

Av fyt⋅ d⋅ s := VsBs6in 39966.67 lbf= VnBs6in VcB VsBs6in+:= φ 0.75:= φ VnBs6in⋅ 50412.5 lbf= s 8in:= VsBs8in

Av fyt⋅ d⋅ s := VsBs8in 29975 lbf= VnBs8in VcB VsBs8in+:= φ 0.75:= φ VnBs8in⋅ 42918.75 lbf=

2#8 / 2#9 / 2#8 & 2#9 (T)

2#8 / 2#6 & 2#8 (B)

BEAMS ON LINE "B"

Stirrups #3 variable spacing

B-B

Nominal shear strength provided by concrete fc 2500 lbf in

⋅:= λ 1:= bw 20in:= d 16in 1.5in− 0.375in− in−:= d 13.63 in=

VcB 2 λ⋅ fc lbf in

⋅⋅ bw⋅ d⋅:= VcB 27250 lbf=

Nominal shear strength provided by reinforcement

Av 4 0.11⋅ in 2:= Av 0.44 in

2= (4 legs #3) fyt 40000 lbf in

⋅:= d 13.63 in=

Different spacings:

s 3in:= VsBs3in

Av fyt⋅ d⋅ s := VsBs3in 79933.33 lbf= VnBs3in VcB VsBs3in+:= φ 0.75:=

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer

Vs4n5s6in

Av fyt⋅ d⋅ s := Vs4n5s6in 31622.8 lbf= Vn4n5s6in Vc4n5 Vs4n5s6in+:= φ 0.75:= φ Vn4n5s6in⋅ 43122 lbf= s 8in:= Vs4n5s8in

Av fyt⋅ d⋅ s := Vs4n5s8in 23717.1 lbf= Vn4n5s8in Vc4n5 Vs4n5s8in+:= φ 0.75:= φ Vn4n5s8in⋅ 37192.72 lbf= s 10in:= Vs4n5s10in

Av fyt⋅ d⋅ s := Vs4n5s10in 18973.68 lbf= Vn4n5s10in Vc4n5 Vs4n5s10in+:= φ 0.75:= φ Vn4n5s10in⋅ 33635.16 lbf= s 12in:= Vs4n5s12in

Av fyt⋅ d⋅ s := Vs4n5s12in 15811.4 lbf= Vn4n5s12in Vc4n5 Vs4n5s12in+:= φ 0.75:= φ Vn4n5s12in⋅ 31263.45 lbf=

2#5 (T)

BEAMS ON LINE "4" AND "5"

2#9 (B)

Stirrups #3 variable spacing

B-4n5

Nominal shear strength provided by concrete fc 2500 lbf in

⋅:= λ 1:= bw 12in:= d 24in 1.5in− 0.375in− 1.128 in−:= d 21.56 in=

Vc4n5 2 λ⋅ fc lbf in

⋅⋅ bw⋅ d⋅:= Vc4n5 25873.2 lbf=

Nominal shear strength provided by reinforcement

Av 2 0.11⋅ in 2:= Av 0.22 in

2= (2 legs #3) fyt 40000 lbf in

⋅:= d 21.56 in=

Different spacings:

s 6in:=

Project: China Beach Rehab

Job No: 2018-088S

By: jm/aer

4.E NEW WALL OPENING BEAM

4.E: NEW WALL OPENING BEAM

For the China Beach Rehabilitation project, there is an open boat storage on the West wing of the Building, as shown in the Architectural drawings.

Figure 4.E.1: First Floor Partial Plan after Renovation

The access for the boats in this new configuration is located on the West elevation; thus, part of the exterior concrete wall on Gridline 1 between B and C requires to be demolished.

Figure 4.E.2: First Floor Demolition Partial Plan

A new reinforced concrete beam is placed where the demolished walls were located. The objective of the new beam is to have sufficient capacity as part of the gravity load-carrying system, and to limit the vertical deflection of the existing slab.

Figure 4.E.3: West Elevation after renovation

SHEAR STRENGTH CALCULATIONS

The shear strength of the reinforced concrete beam is calculated in accordance with Section 22.5 in

ACI 318-14.

The beam is tapered as it is casted on the underside of the concrete slab.

Three Sections are selected for the analysis:

Section 'A': Near Gridline 'B', beam section with the minimum depth.

Section 'B': Between Gridline 'A' and 'B', critical end beam section with maximum shear demand.

Section 'C': Between Gridline 'B' and 'C', beam with average depth.

BENDING MOMENT STRENGTH CALCULATIONS

The bending moment capacity of the beam is calculated following the ACI 318-14, and using spColumn.

The beam is tapered as it is casted on the underside of the concrete slab.

Two Sections are selected for the analysis:

Section 'A': Near Gridline 'B', beam section with the minimum depth, critical for positive moment.

Section 'B': Between Gridline 'A' and 'B', critical end beam section for negative moment.

Project:

Job No:

By:

Date:

China Beach Rehabilitation

2018-088S

JM / AER

November/24/2020

CHINA BEACH REHABILITATION

(N) REINFORCED CONCRETE BEAM ON GRIDLINE '1' (WEST ELEVATION)

Material Properties and ACI 318-14 Parameters fyt 60ksi:= Es 29000ksi:= f'c 4ksi:= φv 0.75:= φb 0.9:= β1 0.85:= λ 1:= φv Vn⋅ 45.13kip=

Section 'B'

- Concrete Contribution:

bw 12in:= h 19in:= d h 1.5in− 0.375in− 0.44 in−:= d 16.91 in=

Vc 2 λ⋅ f'c psi⋅⋅ bw⋅ d⋅:= Vc 25.66kip= φv Vc⋅ 19.24kip=

- Reinforcing Steel Contribution:

Stirrups: #4 at 6in o.c.

Av 2 0.2 in 2⋅( )⋅:= s 6in:=

Vs

Av fyt⋅ d⋅ s := Vs 67.62kip= φv Vs⋅ 50.72kip=

- Total Shear Srength:

Vn Vc Vs+:= Vn 93.28kip= φv Vn⋅ 69.96kip=

SHEAR STRENGTH

Shear strength is calculated in accordance with ACI 318-14, Section 22.5, at different sections:

Section 'A'

- Concrete Contribution:

bw 12in:= h 13in:= d h 1.5in− 0.375in− 0.44 in−:= d 10.9 in=

Vc 2 λ⋅ f'c psi⋅⋅ bw⋅ d⋅:= Vc 16.55kip= φv Vc⋅ 12.41kip=

- Reinforcing Steel Contribution:

Stirrups: #4 at 6in o.c.

Av 2 0.2 in 2⋅( )⋅:= s 6in:=

Vs

Av fyt⋅ d⋅ s := Vs 43.62kip= φv Vs⋅ 32.72kip=

- Total Shear Srength:

Vn Vc Vs+:= Vn 60.17kip= φv Vn⋅ 74.1 kip=

Vn 98.8 kip=Vn Vc Vs+:=

- Total Shear Srength:

φv Vs⋅ 53.72kip=

Vs 71.62kip=Vs

Av fyt⋅ d⋅ s s 6in:=Av 2 0.2 in 2⋅( )⋅:=

Stirrups: #4 at 6in o.c.

- Reinforcing Steel Contribution:

φv Vc⋅ 20.38kip=

Vc 27.18kip=Vc 2 λ⋅ f'c psi⋅⋅ bw⋅ d⋅:= d 17.91 in=d h 1.5in− 0.375in− 0.44 in−:= h 20in:=bw 12in:=

- Concrete Contribution:

Section 'C' x y

12 x 13 in

Code: ACI 318-14

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 11/24/20

Time: 15:09:09

STRUCTUREPOINT - spColumn v7.00 (TM). Licensed to: Rutherford + Chekene. License ID: 73075-1073803-4-2B439-2625D

File: P:\2018\2018-088S China Beach Rehabilitation-Structural\2 CALCS\2 ...\201124 ChinaBeach Bm G01 Sect A JM.col

Project: China Beach Rehabilitation

Column: Engineer: JM f'c = 4 ksi fy = 60 ksi Ag = 156 in^2 5 bars

Ec = 3605 ksi Es = 29000 ksi As = 1.94 in^2 rho = 1.24% fc = 3.4 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 2197 in^4 e_u = 0.003 in/in Yo = -0.00 in Iy = 1872 in^4

Beta1 = 0.85 Min clear spacing = 3.38 in Clear cover = N/A

Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

-200

120-120 fs=0.5fy fs=0 fs=0.5fy fs=0 (Pmax)(Pmax)

(Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0

ΦMn = 60.3 k-ft

3 #6, and 2#5

12 x 19 in

Code: ACI 318-14

Units: English

Run axis: About X-axis

Run option: Investigation

Slenderness: Not considered

Column type: Structural

Bars: ASTM A615

Date: 11/24/20

Time: 15:04:24

STRUCTUREPOINT - spColumn v7.00 (TM). Licensed to: Rutherford + Chekene. License ID: 73075-1073803-4-2B439-2625D

File: P:\2018\2018-088S China Beach Rehabilitation-Structural\2 CALCS\2 ...\201124 ChinaBeach Bm G01 Sect B JM.col

Project: China Beach Rehabilitation

Column: Engineer: JM f'c = 4 ksi fy = 60 ksi Ag = 228 in^2 8 bars

Ec = 3605 ksi Es = 29000 ksi As = 3.26 in^2 rho = 1.43% fc = 3.4 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 6859 in^4 e_u = 0.003 in/in Yo = -0.00 in Iy = 2736 in^4

Beta1 = 0.85 Min clear spacing = 3.38 in Clear cover = N/A

Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

P (kip)

Mx (k-ft)

-200

250-250 fs=0.5fy fs=0 fs=0.5fy fs=0

(Pmax)(Pmax)

(Pmin)(Pmin) fs=0.5fy fs=0 fs=0.5fy fs=0

ΦMn = 125.0 k-ft

6 #6, and 2#5

GRAVITY LOADS

Distributed Loads:

Total Dead Load:

D 62.5psf 54psf+( ) 2.5ft( )⋅ 87.5psf 54psf+( ) 19.875ft

⋅+:= D 1.7klf=

Live Load:

L 100psf( ) 2.5ft( )⋅ 100psf( ) 19.875ft

⋅+:= L 1.24 klf=

Load Combinations per ASCE 7-16:

1.4D 2.38 klf=

1.2D 1.6L+ 4.03 klf= (Controls)

MODELING

A linear elastic two-dimensional RISA Model is performed using the tributary areas corresponding to the (N) reinfroced concrete beam. Fixed end restraints are modeled in the beam.

Controlling Load Combination

Shear Force Diagram

Bending Moment Diagram

Section 'B' Vu = 39.7 k

DCR = 0.57

OK

Section 'A' Vu = 22.1 k

DCR = 0.49

OK

Section 'C' Vu = 28.5 k

DCR = 0.38

OK

Section 'A' (Assuming M+max) Mu = 58.9 k-ft

DCR = 0.98

OK

Section 'B' (Assuming M-max) Mu = 122.4 k-ft

DCR = 0.98

Project:

Job No:

By:

Date:

China Beach Rehabilitation

2018-088S

JM / AER

December/22/2020

CHINA BEACH REHABILITATION

BOUNDARY ELEMENTS AT OPENING ON GRIDLINE '1'

Figure for reference only

Concrete columns are designed as part of the gravity load-carrying system.

Longitudinal reinforcement: 4-#6

Transverse reinforcement: #4 at 4in o.c.

- Longitudinal reinforcement satisfies 0.01 <= Ast/Ag <= 0.06

- Transverse reinforcement spacing satisfies the following:

6db = 4.5 in

6 in as required for shear www.hilti.com

Hilti PROFIS Engineering 3.0.66

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

Specifier's comments:

1 Input data

Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #4

Item number: not available (element) / 2022793 HIT-HY 200-R (adhesive)

Effective embedment depth: hef,act = 4.000 in. (hef,limit = - in.)

Material: ASTM A 615 GR.60

Evaluation Service Report: ESR-3187

Issued I Valid: 4/1/2020 | 3/1/2022

Proof: Design Method ACI 318-14 / Chem

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plateR : lx x ly x t = 60.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 9.500 in., Temp. short/long: 32/32 °F

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (c))

Shear load: yes (17.2.3.5.3 (b))

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

Tensile strength based on PROFIS:

ΦTn =13.2 kip

Tensile strength per unit length:

ΦTn = 2.64 kip/ft

(N) Avg. Concrete Beam Self-weight:

Self-Weight = 150pcf(12 x 20 /144 ft) Self-Weight = 0.25 kip/ft

DCR = 0.095 OK

Check epoxy dowel in

(N) beam on Gridline '1', embedded in (E) concrete slab

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 13,200; Vx = 0; Vy = 0;

Mx = 0; My = 0; Mz = 0;

Nsus = 0; Mx,sus = 0; My,sus = 0;

yes 100

Tension

1 2 345 x y

2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 2,640 0 0 0 2 2,640 0 0 0 3 2,640 0 0 0 4 2,640 0 0 0 5 2,640 0 0 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 13,200 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 2,640 11,700 23 OK

Bond Strength** 13,200 13,232 100 OK

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Failure** 13,200 16,575 80 OK

* highest loaded anchor **anchor group (anchors in tension)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-3187 f Nsa ³ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi]

0.20 90,000

Calculations

Nsa [lb] 18,000

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 18,000 0.650 11,700 2,640

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

3.2 Bond Strength

Nag = (ANa ANa0

) y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-14 Eq. (17.4.5.1b) f Nag ³ Nua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b)

ANa0 = (2 cNa) 2 ACI 318-14 Eq. (17.4.5.1c) cNa = 10 da √t uncr 1100 ACI 318-14 Eq. (17.4.5.1d) y ec,Na = ( 1

1 + e'

N cNa

) £ 1.0 ACI 318-14 Eq. (17.4.5.3) y ed,Na = 0.7 + 0.3 (ca,min cNa

) £ 1.0 ACI 318-14 Eq. (17.4.5.4b) y cp,Na = MAX(ca,min cac cNa cac

) £ 1.0 ACI 318-14 Eq. (17.4.5.5b)

Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-14 Eq. (17.4.5.2)

Variables t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] aoverhead t k,c [psi] 1,561 0.500 4.000 6.000 1.000 1,080 ec1,N [in.] ec2,N [in.] cac [in.] l a aN,seis

0.000 0.000 6.420 1.000 0.800

Calculations cNa [in.] ANa [in.2] ANa0 [in.2] y ed,Na

5.928 702.93 140.59 1.000 y ec1,Na y ec2,Na y cp,Na Nba [lb]

1.000 1.000 1.000 5,429

Results

Nag [lb] f bond f seismic f nonductile f Nag [lb] Nua [lb] 27,143 0.650 0.750 1.000 13,232 13,200

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

3.3 Concrete Breakout Failure

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

4.000 0.000 0.000 6.000 1.000 cac [in.] kc l a f'c [psi]

6.420 17 1.000 2,500

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]

720.00 144.00 1.000 1.000 1.000 1.000 6,800

Results

Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 34,000 0.650 0.750 1.000 16,575 13,200

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

(1) #4 at 12in o.c. - 5ft - 4in embed Walls

Page:

Specifier:

E-Mail:

Date:

12/22/2020

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* N/A N/A N/A N/A

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3

(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!

DEFLECTION CALCULATIONS

The deflection is…