23-154 Structural Site Assessment 20250225.pdf

Apogee Consulting Group

Structural Assessment Report for

North Little Rock VA Medical Center, Building 159

Address:

2200 Fort Roots Dr., Little Rock, AR 72114

February 2025 VA Project NO: 598-23-136

Apogee Project No: 23-154-Q33

Table of Contents

1. Introduction

2. Observations

2.1. Lower Basement Structure

2.2. Structural Deficiencies in Lower Basement

2.3. Structural Deficiencies in Upper Basement, and 1st and 2nd Floors

3. Recommendations

3.1. Lower Basement

3.1.1. Root Cause Analysis of Structural Deficiencies

3.1.2. Repair Strategy

4. Conclusions

Appendix A: Structural Repair Drawings

1. Introduction In alignment with the outlined Project Scope prepared in January 2024, Apogee Consulting Group (Apogee) has conducted a comprehensive structural assessment of the lower basement area of Building 159 Laundry of the VA Medical Center at North Little Rock, AR. The assessment was initiated to address concerning issues identified on the eastern side of the building’s lower basement area. This report encapsulates our observations, identifies the probable root causes of the detected issues, and provides recommendations for effective remediation, ensuring the restoration and reinforcement of the structural functionality in the designated project area. Additionally, we performed a structural investigation for the remaining areas of Building 159 to determine if other areas of the facility are in need of structural repair.

Prior to our assessment, VA provided us with the original structural and architectural drawings, both dated May 2, 1955, along with the drawings for two completed renovations, dated February 27, 1992, and March 10, 2017. All dimensions in this report are as per those drawings unless otherwise noted.

Moreover, we received a concrete assessment report performed by Calibre dated July 13, 2023.

2. Observations On March 27th, 2024, two Apogee representatives visited Building 159 Laundry of the North Little Rock VA Medical Center to perform a structural investigation of the concerning spalled concrete and corroded structural reinforcement.

Building 159 appears to have been built circa 1955. We were informed that two completed renovations have been done in the building, and the drawings for the renovations are dated 1992 and 2016. The original building is approximately 202’ long (west to east direction) and approximately 63’ wide (south to north direction), constructed as a reinforced concrete structure with structural steel roof.

2.1. Lower Basement Structure

The basement area on the eastern edge is situated several feet lower than the rest of the building's basement, and henceforth, we will refer to it as the lower basement and the rest as upper basement in this report. The lower basement area of the building measures approximately 34’ long (west to east direction) by approximately 63’ wide (south to north direction), including the staircase area. The lower and upper basements are separated by a concrete wall. In the northwest corner of the lower basement area, there is an approximately 80 square foot (10’ by 8’) greywater tank. The tank is constructed with 8” thick concrete walls standing 5’ tall and an 8” thick reinforced concrete floor. Figure 1 depicts the location of the concrete greywater tank on the partial foundation plan of the lower basement area, and Figure 2 shows the greywater tank at the time of our assessment.

Figure 1: Partial foundation plan of the lower basement area showing the location of greywater tank.

(Reference: Sheet 159-S1 of Structural Drawings dated May 2, 1955)

Figure 2: Concrete greywater tank in lower basement.

The structural framing of the first floor (above the basement) is constructed with concrete beams spanning in both directions between reinforced concrete columns, supporting a 6” reinforced concrete slab. In the original first floor layout, there were three gutters for washer draining purposes. Each gutter consists of two drop concrete beams connected with a concrete slab. Figure 3 depicts the original first floor structural framing with the locations of the gutters, while Figure 4 shows a section of the gutters.

Figure 3: Partial first floor structural framing of the original structure (Reference: Sheet 159-S4 of Structural Drawings dated May 2, 1955)

Figure 4: Section of the gutters in the original structure (Reference: Sheet 159-S6 of Structural Drawings dated May 2, 1955)

In accordance with the drawings of the renovation dated February 27, 1992, all three gutters were filled with closed cell foam and covered with a reinforced concrete slab. Figure 5 illustrates the details of the gutter fill, while Figure 6 depicts the edge of the concrete slab, observed during our assessment, covering the old gutter.

Figure 5: Detail of the fill in the old washer drain troughs (Reference: Sheet LE-5 of Structural Drawings dated February 27, 1992)

Figure 6: Edge of the concrete slab covering the old gutter

During the renovation in 2017, most of the equipment in the facility was replaced. Additionally, an addition was made to the northeast corner of the building, new columns were installed underneath new machinery, and new openings were created.

There are five adjustable steel posts (black in color, as shown in Figure 7) located on the northwest corner of the lower basement. However, there are no drawings addressing these posts. According to the VA representative we spoke with during our assessment, it is likely that these posts were installed during the 2017 renovation.

There are three supplemental frames, each comprising two adjustable steel posts and a steel beam, supporting the gutter and the concrete beam (see Figures 8, 9, and 10). According to the VA representative, these supplemental supports, along with an adjustable steel post, were recently added based on recommendations from the "North Little Rock VA Medical Center Building 159 Concrete Assessment" report prepared by Calibre, dated July 13, 2023.

Figure 7: adjustable steel posts, most likely added during the 2017 renovation.

Figure 8: Two supplemental frames supporting the gutter on top of greywater tank.

Figure 9: A supplemental frame supporting a concrete beam.

Figure 10: An adjustable steel post supporting a concrete beam

2.2. Structural Deficiencies in Lower Basement

In an area measuring approximately 17’ long (west to east direction) by 26’ wide (south to north direction), located in the northwest corner of the lower basement as shown in Figure 11, several structural deficiencies have been identified, including spalled concrete, corroded steel rebar, and concrete cracks.

The approximate locations and observed deficiencies are outlined below:

- At the bottom of gutter G1 in Figure 11, spalled concrete is visible above the greywater tank, with corroded steel rebars exposed. Additionally, cracks in the concrete extend to concrete beam B1.

Refer to Figures 12 and 13 for visuals of the spalled concrete, corroded rebars, and concrete cracks.

- At the intersection of gutter G1 and beam B1 in Figure 11, spalled concrete is present at the bottom of beam B1, with visible corroded steel rebars (see Figure 14). Furthermore, a wide crack is evident at the bottom of beam B1 (see Figure 15).

- On the ceiling located between gutters G1 and G2 in Figure 11, multiple spots of spalled concrete are observed, with visible corroded steel rebar at least in one location (see Figure 16).

Additionally, Figure 16 depicts concrete cracks in the ceiling.

- At the bottom of gutter G2 in Figure 8, longitudinal hairline cracks are visible (see Figure 17).

- At the intersection of gutter G1 and beam B2 in Figure 11, a wide crack is observed at the bottom of beam B1 (see Figure 18). The pattern of the crack is similar to that observed at the intersection of gutter G1 and beam B1.

Figure 11: Gutters G1, G2 and G3, and beam B1 in lower basement.

Figure 12: Spalled concrete, corroded steel rebars, and concrete cracks in gutter G1.

Figure 13: Spalled concrete and corroded steel rebars in gutter G1.

Figure 14: Spalled concrete and corroded steel rebars in beam B1.

Figure 15: Wide crack at the bottom of the beam B1

Figure 16: Spalled concrete, corroded steel rebar, and concrete cracks in the ceiling.

Figure 17: Longitudinal hairline crack at the bottom of gutter G2.

Figure 18: Wide crack at the bottom of the beam B1

2.3. Structural Deficiencies in Upper Basement, and 1st and 2nd Floors Upper Basement: On the east side of upper basement, two areas with consolidated soil were observed, along with a damaged circular column (likely caused by an impact load from a vehicle) and a cracked concrete curb. Figure 19 depicts the locations of the mentioned areas and the damaged column, while Figure 20 illustrates signs of consolidation, damage in the column, and the cracked curb.

Figure 19: Areas with consolidated soil (A1 and A2), and damaged column (C1) in the upper basement

Figure 20: Structural deficiencies in the upper basement

1st Floor: On the east side of the 1st floor, there is a damaged square column, likely caused by an impact load from a vehicle. Figure 21 depicts the location of the mentioned damaged column, while Figure 22 shows the damage in detail.

Figure 21: Location of the damaged column (C2) on the 1st floor

Figure 22: View of damages in column C2 as shown in Figure 21

On the roof framing, several locations were found where the horizontal and vertical diagonal bracing rods of the trusses are missing. Additionally, in two locations where the original drawing does not show the bracings, cross bracings have been added. Figure 23 displays the locations of the missing rods, while Figure 24 provides an example of a spot with a missing rod.

Figure 23: Locations of missing bracing rods:

red lines: missing horizontal bracings, green lines: missing vertical bracings, blue lines: added bracings not shown in the original drawing.

Figure 24: Example of a location with a missing bracing rod

2nd Floor: At the time of our assessment, we did not observe any major structural deficiencies requiring immediate repair.

3. Recommendations In this section, detailed recommendations will be provided to repair the structural deficiencies observed in the lower basement at the time of our assessment, in accordance with the scope of work outlined in the contract.

3.1. Lower Basement

3.1.1. Root Cause Analysis of Structural Deficiencies:

The observed spalled concrete, concrete cracks, and corroded steel rebar within the lower basement ceiling constitute significant structural deficiencies in the building. These manifestations of deterioration indicate a compromised structural integrity that warrants prompt attention and remediation.

Spalled concrete refers to the detachment of concrete surfaces from the underlying structure, often caused by a combination of factors such as freeze-thaw cycles, chemical exposure, and mechanical stresses. In the case of the lower basement ceiling, the presence of spalled concrete suggests sustained deterioration, likely exacerbated by environmental factors and underlying structural issues.

Concrete cracks, evident alongside spalled areas, further exacerbate the structural deficiencies. Cracks can propagate through the concrete matrix, weakening its load-bearing capacity and compromising the overall stability of the structure.

Of particular concern is the corrosion of steel reinforcement rebar embedded within the concrete.

Corrosion occurs when moisture and aggressive substances penetrate the concrete cover, reaching the steel reinforcement. Over time, this corrosion process leads to the expansion of the rebar, exerting pressure on the surrounding concrete and causing cracking and spalling.

The combination of spalled concrete, concrete cracks, and corroded rebar represents a synergistic deterioration mechanism that undermines the structural robustness of the lower basement ceiling. Left unattended, these deficiencies pose serious risks to the safety and stability of the entire building, necessitating prompt intervention and remedial measures.

It is my professional opinion, the outlined structural deficiencies can be attributed, in large part, to the presence of a greywater tank situated on the northwest corner of the lower basement. This tank, designed as an open concrete reservoir for storing greywater, inadvertently contributes to the degradation of the adjacent structural elements.

The greywater within the tank contains chemical constituents and moisture that, over time, migrate through the concrete structure via vaporization and seepage. The continuous exposure of the lower basement ceiling to these corrosive agents accelerates the deterioration process, facilitating the onset of corrosion in the embedded steel reinforcement.

As mentioned above, the corrosion of steel rebar initiates a cascade of structural deficiencies, including concrete cracking and spalling. Therefore, the presence of the greywater tank serves as a primary catalyst for the observed deterioration, exacerbating the structural deficiencies and necessitating targeted remediation efforts.

In conclusion, addressing the root cause of structural deficiencies requires mitigating the effects of the greywater tank through appropriate protective measures and remedial actions. By addressing the underlying source of deterioration, the structural integrity of the lower basement ceiling can be restored, ensuring the long-term safety and stability of the building.

3.1.2. Repair Strategy:

A. Lower basement area:

To effectively mitigate the structural deficiencies observed in the area measuring approximately 17’ long (west to east direction) by 26’ wide (south to north direction), located in the northwest corner of the lower basement as shown in sheet S101 of the structural drawings dated June 14, 2024, the following steps are recommended:

1. Removing Concrete Cover: The first step involves the removal of the concrete cover in the affected area, including beams and ceiling sections. This process is crucial to expose the underlying structural elements, particularly the steel rebars. It is imperative to remove the concrete cover to the locations where the steel rebars are not corroded, ensuring a clean surface for subsequent repair work. Note that, in order to remove concrete cover, adequate support shoring must be provided by the contractor.

2. Removing Corroded Steel Rebar: The removal of all corroded steel rebars is essential to halt the corrosion process and prevent further deterioration of the structural elements. By eliminating the corroded steel rebars, we mitigate the risk of structural failure and ensure the long-term integrity of the reinforced concrete structure.

3. Replacing Corroded Longitudinal Steel Rebar with New Steel Rebar: Following the removal of corroded steel rebars, it is necessary to replace them with new steel rebars of the same size. To ensure structural continuity and integrity, mechanical splices are recommended to connect the new steel rebars to the existing ones. This step reinforces the structural elements and restores their load-carrying capacity.

4. Utilizing Fiber-Reinforced Polymer (FRP) for Shear Capacity Enhancement: Fiber-Reinforced Polymer (FRP) emerges as a viable solution for enhancing the shear capacity of concrete structural elements.

FRP offers superior properties, including high strength-to-weight ratio and corrosion resistance, making it an ideal choice for structural repair and strengthening applications.

- Benefits of FRP: FRP provides an effective means of reinforcing concrete structures, offering enhanced capacities for bending, shear, or both demands in the affected structural elements. Its application ensures the structural integrity and durability of the repaired components.

- Structural Analysis: Our analysis of the existing structure confirms that the existing structural elements in the area with structural deficiencies in the Lower Basement possess adequate capacity to withstand the special load combination (1.1 Dead Load + 0.75 Live Loads, and 1.1 Dead Load + 0.5 Live Load + 0.2 Snow Load). The use of FRP reinforcement further enhances the structural performance, ensuring compliance with design requirements and safety standards.

In light of these considerations, it is recommended to employ FRP reinforcement for the concrete beams in the area exhibiting structural deficiencies. This approach effectively addresses the identified deficiencies and reinforces the structural elements to withstand future loading conditions. Note that Apogee will provide the forces for which the FRP needs to be designed. The FRP design will be out of the scope of this report and will be a delegated design. Once the FRP design is completed, Apogee must receive and approve it.

After completing all the aforementioned repairs, the two supplemental steel frames and one recently installed adjustable steel post (shown in Figures 8, 9, 10) can be removed. However, the other adjustable steel posts installed previously (shown in Figure 7) must be re-installed and retained.

B. Upper Basement, and 1st and 2nd Floors:

With the exception of the two damaged columns on the upper floor and first floor (shown in Figures 19 to 22), the other areas with structural deficiencies mentioned in section 2.3 of this report do not require immediate structural repair. For the damaged columns on the upper basement and 1st floor, we recommend patching the affected areas using suitable cementitious material.

4. Conclusions

The structural assessment conducted by Apogee Consulting Group (Apogee) on Building 159 Laundry in Central Arkansas Little Rock, AR, revealed significant structural deficiencies in the lower basement area of the building that require prompt attention. Additionally, structural issues were identified in other areas of the building, including the upper basement, 1st, and 2nd floors.

In the lower basement, extensive deterioration, including spalled concrete, concrete cracks, and corroded steel reinforcement, posed elevated risks to the building's stability. These structural deficiencies were attributed primarily to the presence of a greywater tank in the northwest corner, which facilitated the infiltration of corrosive agents into the concrete structure.

To address these challenges, a detailed root cause analysis was conducted, elucidating the synergistic deterioration mechanism initiated by the greywater tank. Our assessment underscored the imperative of mitigating the effects of the tank through targeted remedial measures and protective actions. By addressing the underlying source of deterioration, we can restore the structural integrity of the lower basement and ensure the long-term safety of the building.

Furthermore, a comprehensive repair strategy was outlined, encompassing the removal of corroded steel reinforcement, replacement with new steel rebars, and utilization of Fiber-Reinforced Polymer (FRP) for shear capacity enhancement. The use of FRP reinforcement offers a robust solution to strengthen the affected structural elements and mitigate future deterioration risks.

In conclusion, the recommendations presented in this report aim to address the identified structural deficiencies effectively, ensuring the restoration and reinforcement of the Lower Basement area of the Building 159 Laundry. By implementing these measures in accordance with the outlined scope of work, we can safeguard the structural integrity and safety of the facility for years to come.

Appendix A Structural Repair Drawings

CL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

B/O BOTTOM OF

BLKG BLOCKING

BOT BOTTOM

BRG BEARING

CENTERLINE

C/C CENTER TO CENTER

CJ CONTROL JOINT

CMU CONCRETE MASONRY UNIT

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CTR CENTER(ED)

DEG DEGREE

DEMO DEMOLITION

DET/DTL DETAIL

DIA DIAMETER

DIM DIMENSION

EJ EXPANSION JOINT

EW EACH WAY

EA EACH

EIFS EXTERIOR INSULATION

FINISH SYSTEM

EL ELEVATION

ELEV ELEVATOR

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXT EXTERIOR

FD FLOOR DRAIN

FFE FINISH FLOOR ELEVATION

FV FIELD VERIFY

FDN FOUNDATION

FIN FINISH

FLR FLOOR

FRMG FRAMING

FT FOOT/FEET

FTG FOOTING

GC GENERAL CONTRACTOR

GA GAUGE

GALV GALVANIZED

HOR HORIZONTAL

ID INSIDE DIAMETER

IN INCH

INCL INCLUDING

INT INTERIOR

JT JOINT

LB(S) POUND(S)

MO MASONRY OPENING

MAS MASONRY

MAT'L MATERIAL

MAX MAXIMUM

MIN MINIMUM

MISC MISCELLANEOUS

N NORTH

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NOM NOMINAL

OC ON CENTER

OD OUTSIDE DIAMETER

O TO O OUT TO OUT

OPNG OPENING

OPP OPPOSITE

OVHD OVERHEAD

PEB PRE-ENGINEERED BUILDING

PT PRESSURE TREATED

PL PLATE

PLYWD PLYWOOD

RD ROOF DRAIN

RO ROUGH OPENING

RAD RADIUS

REC RECESSED

REINF REINFORCED

REQ'D REQUIRED

REV REVISED (REVISION)

S SOUTH

SF SQUARE FEET

SS STAINLESS STEEL

SIM SIMILAR

SPEC SPECIFICATIONS

SQ SQUARE

STD STANDARD

STL STEEL

STOR STORAGE

STRUCT STRUCTURAL

T&G TONGUE AND GROOVE

T/O TOP OF

TS TUBE STEEL

TYP TYPICAL

UNFIN UNFINISHED

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

W WEST

W/ WITH

W/O WITHOUT

WWF WELDED WIRE FABRIC

WT WEIGHT

CL

WALL SECTION

SYMBOL

COLUMN GRID

ELEVATION SYMBOL

REVISION NOTE

ENLARGED DETAIL CALLOUT

ROOM DESIGNATION

SYMBOL

BREAK LINE

ROOF SLOPE

DIRECTION SYMBOL

TYPICAL GRAPHIC SCALE

DETAIL #

PAGE #

VIEW NORTH ARROW

EXTERIOR ELEVATION

SYMBOL

DETAIL #

PAGE #

S8.1

S8.1

A8.1

BUILDING SECTION

SYMBOL

DETAIL #

PAGE #

S8.1

S8.1

DETAIL SECTION

SYMBOL

DETAIL #

PAGE #

S8.1

WALL GRID

(REPRESENTS

FACE OF EXISTING

WALL)

XX.X

ELEVATION

0'-0"

ROOM

NAME

101A

NORTHNORTH

0 4 8 16

TYPICAL KEYNOTE#

GENERAL CONSTRUCTION SPECIFICATION

1. THE FOLLOWING DOCUMENTS ARE THE PROPERTY OF APOGEE CONSULTING GROUP. FOR USE SOLELY FOR THIS PROJECT AND SHALL NOT BE REPRODUCED, COPIED, OR USED FOR OTHER PURPOSES WITHOUT WRITTEN

PERMISSION FROM APOGEE CONSULTING GROUP.

2. NO OTHER PARTY MAY REVISE, ALTER, OR DELETE THESE CONSTRUCTION DOCUMENTS WITHOUT WRITTEN

PERMISSION FROM APOGEE CONSULTING GROUP.

3. THIS STRUCTURE IS ONLY STABLE IN ITS COMPLETED FORM. THE CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY BRACING DURING CONSTRUCTION TO STABILIZE THE STRUCTURE. TEMPORARY SHORING AND BRACING METHODS ARE NOT THE RESPONSIBILITY OF APOGEE CONSULTING GROUP AND ARE BEYOND THE SCOPE

OF THESE DRAWINGS.

4. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR CONSTRUCTION SEQUENCES, METHODS, OR TECHNIQUES IN CONNECTION WITH THE CONSTRUCTION OF THIS STRUCTURE. THE STRUCTURAL ENGINEER OF RECORD WILL NOT BE HELD RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CONFORM TO THE CONSTRUCTION

DOCUMENTS, SHOULD ANY NON-CONFORMITIES OCCUR.

5. ANY STRUCTURAL ELEMENTS OR DETAILS NOT FULLY DEVELOPED ON THE CONSTRUCTION DRAWINGS SHALL BE COMPLETED UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. THESE SHOP DRAWINGS SHALL BE

SUBMITTED TO APOGEE CONSULTING GROUP FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS.

6. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH AND COORDINATED WITH THE ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND CIVIL DRAWINGS. THIS COORDINATION IS NOT THE RESPONSIBILITY OF THE SER. SHOULD ANY DISCREPANCIES BECOME APPARENT THE CONTRACTOR SHALL NOTIFY APOGEE

CONSULTING GROUP BEFORE ANY CONSTRUCTION BEGINS.

7. VERIFICATION OF ASSUMED FIELD CONDITIONS IS NOT THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER OF RECORD. THE CONTRACTOR SHALL VERIFY THE FIELD CONDITIONS FOR ACCURACY AND REPORT ANY

DISCREPANCIES TO APOGEE CONSULTING GROUP BEFORE CONSTRUCTION BEGINS.

8. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY SECONDARY STRUCTURAL ELEMENTS OR NON-STRUCTURAL ELEMENTS, EXCEPT FOR THE ELEMENTS SPECIFICALLY NOTED ON THE STRUCTURAL

DRAWINGS.

9. ANALYSIS BASED ON ORIGINAL STRUCTURAL DRAWINGS BY GINOCCHIO, CROMWELL AND ASSOCIATES

ARCHITECTS-ENGINEERS DATED MAY 2, 1955.

DESIGN CRITERIA

1. BUILDING CODES

a. INTERNATIONAL BUILDING CODE (IBC), 2024.

b. ASCE/SEI 7-22, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDING AND OTHER

STRUCTURES, AMERICAN SOCIETY OF CIVIL ENGINEERS.

c. ACI 318-19 (22), BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

d. ACI 562-21, ASSESSMENT, REPAIR, AND REHABILITATION OF EXISTING CONCRETE STRUCTURES.

e. VA HANDBOOK PG-18-10, STRUCTURAL DESIGN MANUAL, OCTOBER 1, 2022, REVISED JULY 1, 2023.

2. DEAD LOAD

FLOOR

CONCRETE SLAB 75 PSF

3. LIVE LOAD

FLOOR 200 PSF

ROOF 20 PSF

4. SNOW LOADS

a. GROUND SNOW LOAD,pg 29 PSF

b. SNOW EXPOSURE FACTOR,Ce 0.9

c. THERMAL FACTOR, Ct 1.2

5. WIND LOADS

a. BASIC WIND SPEED (3-SECOND GUST), V 118 MPH

b. WIND EXPOSURE C

c. RISK CATEGORY IV

6. SEISMIC LOAD (ASSUMED VALUES SHALL BE VERIFIED WITH GEOTECHNICAL REPORT)

a. SHORT PERIOD SPECTRAL RESPOSNE, SS 0.55

b. 1-SECOND SPECTRAL RESPONSE, S1 0.17

c. SEISMIC IMPORTANCE FACTOR, Ie 1.5

d. RISK CATEGORY IV

e. SEISMIC DESIGN CATEGORY D

f. SITE CLASSIFICATION D (ASSUMED)

g. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, Sds 0.39

h. 1-SECOND SPECTRAL RESPONSE COEFFICIENT, Sd1 0.24

MATERIAL SPECIFICATION

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF:

a. ACI 318-19(22) "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

b. ACI 301-20 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

c. ACI 117-10 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."

d. ACI 211.1-22 "SELECTING PROPERTIES FOR NORMAL-DENSITY AND HIGH-DENSITY CONCRETE GUIDE"

e. CRSI 2023 "MANUAL OF STANDARD PRACTICE, 30TH ED."

f. CONCRETE MIXTURES SHALL HAVE THE FOLLOWING PROPERTIES:

i. FOOTINGS, FOUNDATIONS, FOUNDATION WALLS, COLUMNS

a. NORMAL WEIGHT CONCRETE = 145pcf MAX

b. MIN. 28-DAY COMPRESSIVE STRENGTH = 4000psi

c. CLASSIFIED AS EXPOSURE CLASS F1

d. NOMINAL MAXIMUM AGGREGATE SIZE = 3/4"

e. MAX. WATER/CEMENT RATIO = 0.55

f. TARGET AIR CONTENT = 5.0%

ii. INTERIOR SUSPENDED SLABS, BEAMS

a. LIGHT WEIGHT CONCRETE = 110pcf MAX

b. MIN. 28-DAY COMPRESSIVE STRENGTH = 4000psi

c. CLASSIFIED AS EXPOSURE CLASS F0

d. NOMINAL MAXIMUM AGGREGATE SIZE = 3/4"

e. MAX. WATER/CEMENT RATIO = N/A

f. TARGET AIR CONTENT = N/A

g. STEEL REINFORCEMENT SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

i. ASTM A615/A615M-24 "DEFORMED AND PLAIN CARBON STEEL BARS FOR CONCRETE REINFORCEMENT"

ii. ASTM A185/A185M "STANDARD SPECIFICATION FOR STEEL WELDED WIRE REINFORCEMENT, PLAIN, FOR

CONCRETE"

2. ALL NON-SHRINK CEMENTITIOUS GROUT SHALL CONFORM TO THE REQUIREMENTS OF:

a. ASTM C1107/C1107M-20 "STANDARD SPECIFICATION FOR PACKAGED DRY, HYDRAULIC-CEMENT GROUT

(NONSHRINK.)

3. ALL TEMPORARY SHORING/RESHORING CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF:

a. ACI 347.2R-17 "GUIDE TO SHORING/RESHORING OF CONCRETE MULTISTORY BUILDINGS."

b. OSHA 29CFR 1926.703(b).

4. ALL CONCRETE FORMWORK SHALL CONFORM TO THE REQUIREMENTS OF:

a. ACI 347R-14(21) "GUIDE TO FORMWORK FOR CONCRETE"

b. OSHA 29CFR 1926.703(a).

SUBMITTALS

1. SHOP DRAWINGS AND SUBMITTALS SHALL BE SUBMITTED TO THE COR FOR REVIEW BEFORE ANY CONSTRUCTION BEGINS. THESE SUBMITTALS WILL BE REVIEWED FOR OVERALL COMPLIANCE AS IT RELATES TO THE STRUCTURAL DESIGN OF THIS PROJECT. VERIFICATION OF THE SHOP DRAWINGS FOR DIMENSIONS, OR FOR ACTUAL FIELD

CONDITIONS IS NOT THE RESPONSIBILITY OF THE COR.

2. HIGHLIGHT, ENCIRCLE, OR OTHERWISE SPECIFICALLY IDENTIFY DEVIATIONS FROM THE CONTRACT DOCUMENTS

ON SUBMITTALS.

3. REVIEW EACH SUBMITTAL AND CHECK FOR COORDINATION WITH OTHER TRADES AND FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS. NOTE CORRECTIONS AND FIELD DIMENSIONS. MARK WITH APPROVAL STAMP BEFORE SUBMITTING TO THE COR. STAMP SHALL INCLUDE NAME OF REVIEWER, DATE OF CONTRACTOR'S APPROVAL, AND STATEMENT CERTIFYING THAT SUBMITTAL HAS BEEN REVIEWED, CHECKED, AND APPROVED FOR

COMPLIANCE WITH THE CONTRACT DOCUMENTS.

4. WHERE PROFESSIONAL DESIGN SERVICE OR CERTIFICATIONS BY A DESIGN PROFESSIONAL ARE SPECIFICALLY REQUIRED OF THE CONTRACTOR BY THE CONTRACT DOCUMENTS, PROVIDE PRODUCTS AND SYSTEMS COMPLYING WITH SPECIFIC PERFORMANCE AND DESIGN CRITERIA INDICATED. IN ADDITION, SUBMIT COPIES OF A STATEMENT, SIGNED AND SEALED BY THE RESPONSIBLE DESIGN PROFESSIONAL, FOR EACH PRODUCT AND SYSTEM SPECIFICALLY ASSIGNED TO THE CONTRACTOR TO BE DESIGNED OR CERTIFIED BY A DESIGN

PROFESSIONAL.

5. PROVIDE THE FOLLOWING SUBMITTALS FOR THIS PROJECT:

a. STRUCTURAL STEEL REPAIR

1. FIBER-REINFORCED POLYMER (FRP) REPAIR PLAN AS PER LOADS PROVIDED ON FRAMING PLAN.

a. LOADS ARE PROVIDED ON FRAMING PLANS. (USE 10k MINIMUM WHERE NO LOAD IS SHOWN.)

b. ALL LOADS ARE DESIGN-LOAD LEVEL (FACTORED).

c. DESIGN CALCULATIONS AND SHOP DRAWINGS MUST BE STAMPED AND SIGNED BY CIVIL OR

STRUCTURAL ENGINEER REGISTERED IN THE STATE OF ARKANSAS.

SAWCUT EDGE 1/2" DEEP AT TOP AND

BOTTOM AND ALL AROUND AREA TO

RECEIVE THE REPAIR MORTAR.

DRYPACK VOID AT PLACEMENT,

AS REQUIRED.

HOPPER FOR REPLACEMENT OF

MORTAR.

WATERTIGHT FORM SET AGAINST

AND SECURED TO THE FACE OF THE

CONCRETE AND ADEQUATELY

BRACED TO PREVENT BOWING.

CONCRETE SHALL BE

SATURATED SURFACE DRY

WHEN PLACING MORTAR.

REMOVE AND REPLACE

REINFORCING STEEL, SEE PLAN.

SEAL FORM AGAINST THE EXISTING

CONCRETE SURFACE WITH A STRIP OF

EPDM ROOFING AND CAULKING OR

OTHER APPROVED MEANS.

REMOVE BEYOND DELAMINATION TO

SOLID CONCRETE. SHAPE EXCAVATION

TO PREVENT HIGH VOIDS WHICH MAY

ENTRAP AIR, AND APPLY BONDING

AGENT.

PROVIDED HOLES FOR AIR TO ESCAPE

AND VERIFY GROUT PLACEMENT.

PLACE REPAIR MORTAR IN SUCH

MANNER THAT THERE ARE NO VOIDS

AT THE INTERFACE BETWEEN NEW

AND OLD CONCRETE.

SECTION OF DELAMINATED AND

DISTRESSED CONCRETE.

M A

X

H E

IG

H

T V

A R

IE

S

REMOVE CORRODED STIRRUPS,

SEE PLAN.

EXISTING

CONCRETE SLAB

PROVIDED HOLES FOR AIR TO

ESCAPE AND VERIFY GROUT

PLACEMENT.

SAWCUT EDGE 1/2" DEEP AT TOP AND

BOTTOM AND ALL AROUND AREA TO

RECEIVE THE REPAIR MORTAR.

WATERTIGHT FORM SET

AGAINST AND SECURED TO

THE FACE OF THE CONCRETE

AND ADEQUATELY BRACED TO

PREVENT BOWING.

REMOVE BEYOND DELAMINATION TO

SOLID CONCRETE. SHAPE EXCAVATION

TO PREVENT HIGH VOIDS WHICH MAY

ENTRAP AIR, AND APPLY BONDING

AGENT.

PLACE REPAIR MORTAR IN SUCH

MANNER THAT THERE ARE NO VOIDS

AT THE INTERFACE BETWEEN NEW

AND OLD CONCRETE.

REMOVE AND REPLACE

CORRODED REINFORCING

STEEL, SEE PLAN. .

Engineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

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A N

L it tl e

R o c k -L a u n d R p r-

A R

R b n e e d h a m

H L

.r v t

S-001

STRUCTURAL SYMBOLS,

ABBREVIATIONS AND NOTES

1 2BN

VA N LITTLE ROCK LAUNDRY

REPAIR

2200 FORT ROOTS DR.

LITTLE ROCK, AR 72114

FEBRUARY 27, 2025

100% CONSTRUCTION DOCUMENTS

598-23-13623-154-Q33

HD

ABBREVIATIONS

GENERAL SYMBOL LEGEND

GENERAL NOTES

DESIGN CRITERIA

MATERIAL SPECIFICATIONS

SUBMITTALS

Scale: No Scale

TYPICAL REPAIR BELOW BEAM

Scale: No Scale

TYPICAL REPAIR BELOW SLAB

Docusign Envelope ID: E32F558F-1999-4EC6-95A3-6D9523FDC631

2/25/2025

J

2 3

H

F

D

B

16'-11" 16'-11"

33'-10"

GREYWATER TANK

EXISTING TO REMAIN

J

2 3

H

F

D

B

16'-11" 16'-11"

33'-10"

W 8X

W 8X

W 8X

W 8X

W 6X

W 6X

W12X26

W12X26

GUTTER G3

GUTTER G2

GUTTER G1

B2

B4

B3

B1

B5

17'-2"

V=19k

V=24k

V=15k

V=21k

V k

V k

V=25k

V=16k

V=21k

V=15k

V k

Engineers Architects

# KEY NOTES:

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

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S-101

BASEMENT & FIRST FLOOR FRAMING

PLANS

2 2BN

VA N LITTLE ROCK LAUNDRY

REPAIR

2200 FORT ROOTS DR.

LITTLE ROCK, AR 72114

FEBRUARY 27, 2025

100% CONSTRUCTION DOCUMENTS

598-23-13623-154-Q33

HD

Scale: 1/4" = 1'-0"

BASEMENT FLOOR PLAN

Scale: 1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN 0 200100 400

NORTH0 200100 400

NORTH

1. AREA WITH STRUCTURAL DEFICIENCIES:

THE RECOMMENDED REPAIR STRATEGY

STEPS ARE (SEE DETAILS 1/S-001 & 2/S-001):

a. REMOVE CONCRETE COVER

b. REMOVE CORRODED STEEL REBAR

c. REPLACE CORRODED LONGITUDINAL

STEEL REBAR WITH NEW STEEL REBAR,

UTILIZING FRP FOR SHEAR

CAPACITY.(REFER TO "STRUCTURAL

ASSESSMENT REPORT" FOR DETAILS)

2. TEMPORARILY SUPPORT THE AFFECTED

EXISTING PIPING FROM BELOW DURING THE

EXECUTION OF THE DESIGNED STRUCTURAL

REMEDIATION WORK. ONCE THE STRUCTURAL

REMEDIATION IS COMPLETE, REINSTALL THE

CEILING SUPPORTS AND HANGERS.

A. "V" DENOTES SHEER FORCE IN BEAM.

Docusign Envelope ID: E32F558F-1999-4EC6-95A3-6D9523FDC631

2/25/2025