24TH STREET

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-100

CIVIL TRAFFIC CONTROL

PLAN

0 10 20 40

N

E

S

W

TRAFFIC CONTROL

PLAN NOTES

GENERAL MAINTENANCE OF TRAFFIC

1. Installation of traffic control shall conform to the Manual on Uniform Traffic Control Devices (MUTCD) 2009 Edition unless otherwise modified in the plans.

2. Removing, relocating, salvaging, and resetting of existing traffic control devices, including delineation, shall be the responsibility of the Contractor. Any delineators or signs damaged or lost shall be replaced by the Contractor at no cost to the City.

Payment for removing, salvaging, installing, and/or resetting of signs shall be made using the applicable bid items.

3. Storage of vehicles and equipment shall be outside the clear zone and as near as possible to the right-of-way line. Contractor's employees should mobilize at a location off the right-of-way and arrive at the work sites in a minimum number of vehicles necessary to perform the work.

4. Indiscriminate driving and parking of vehicles outside of the project limit will not be permitted. Any damage to the vegetation, surfacing, embankment, delineators and existing signs resulting from such indiscriminate use shall be repaired and/or restored by the Contractor, at no expense to the City, and to the satisfaction of the Engineer.

5. All breakaway sign supports shall comply with FHWA NCHRP 350 crash-worthy requirements. The Contractor shall provide post installation details at the preconstruction meeting for all steel post breakaway sign support assemblies.

6. The Contractor or designated traffic control subcontractor shall ensure the adequacy, legibility, and reflectivity of each sign and device. Sign washing shall be considered incidental to Traffic Control and required as directed by the Engineer.

7. The Contractor is responsible for maintaining all traffic control devices throughout the project at all times in accordance with the plans and the latest edition of the MUTCD. The Contractor shall immediately take appropriate measures to remedy any traffic control devices that need to removed, replaced, etc. due to changes in phasing, sequencing, weather, or any other reason upon notification from the Engineer. Failure to correct any traffic control devices that are not in compliance with the plans or the latest edition of the MUTCD upon notification from the Engineer will result in a price adjustment to the contract. The minimum price adjustment to the contract will be $100 per day per occurrence. The Engineer may delay the issuance of the price adjustment(s) if the Engineer has determined all the following apply:

a. The Contractor has made a good faith effort to bring the items into compliance with the plans and latest edition of the MUTCD.

b. Compliance was not achieved due to weather conditions outside the Contractor's control and the conditions were severe enough to prevent the Contractor from bringing the item into compliance.

c. The Contractor brought the item into compliance as soon as possible after the weather and site conditions permit.

LONGITUDINAL PEDESTRIAN BARRICADE

Longitudinal pedestrian barricades should not be used to provide positive protection for pedestrians.

To prevent any tripping hazard to pedestrians, ballast will be located behind or internal to the device, and at no time shall impede into the pedestrian access route.

When longitudinal pedestrian barricades are combined in a series, the maximum gap between devices that do not interlock shall be one inch. Joints between devices that do interlock will be closed and flush to prevent canes or small wheels from being trapped and to facilitate safe hand trailing. When used as a sidewalk closure mechanism, longitudinal pedestrian barricades must run the entire width of the sidewalk. Longitudinal pedestrian barricade should provide a color contrasting pattern. Black should not be used to color any base on a device. The devices should comply with the general color and stripe pattern requirements of Section 6F.68 of the MUTCD.

Longitudinal pedestrian barricade will have continuous bottom and top surfaces. The top surface will be smooth to allow safe hand trailing. Both upper and lower surfaces will share a common vertical plane.

All costs will be incidental to the contract Lump Sum Bid Price

TEMPORARY CONSTRUCTION SIGNS

Installation of temporary traffic control shall conform to the Manual on Uniform Traffic Control Devices (MUTCD) 2009 Edition, Section 6F.03 Sign Placement, unless otherwise modified in the plans. Signs mounted on portable sign supports shall meet minimal requirements provided in Paragraphs 4 through 6 of Section 6F.03 Sign Placement if used for duration greater than 30 days.

The R9-8 through R9-11a series, R11 series, W1-6 through W1-8 series, M4-10, E5-1, or other similar type signs may be used on portable sign supports that do not meet the minimum mounting heights provided in Paragraphs 4 through 6 up to 30 days. All other signs must meet the minimum height requirements if used longer than 3 days.

TRAFFIC CONTROL PHASING

Contractor shall coordinate construction timing with adjacent project in such a way as to maintain access to existing loading dock at all time.

ITEMIZED LIST FOR TRAFFIC CONTROL

SIGN DETAIL

4/19/2022

6/28/22

NEW LOADING DOCK

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-200

CIVIL EROSION CONTROL

PLAN

0 5 10 20

N

E

S

W

EROSION CONTROL:

THE CONTRACTOR SHALL INSTALL ANY

APPROPRIATE EROSION CONTROL THAT IS

DEEMED NECESSARY BY THE VA DURING THE

CONSTRUCTION. THIS INCLUDES BUT IS NOT

LIMITED TO INLET PROTECTION, SILT FENCE,

TRACKING CONTROL STATIONS, SEEDING,

MULCHING, ETC.

THE CONTRACTOR SHALL INSURE THAT NO

SEDIMENT OR SEDIMENT LADEN WATER LEAVES

THE PROJECT AREA WITHOUT EXPOSURE TO AN

EROSION OR SEDIMENT CONTROL DEVICE.

THE CONTRACTOR IS RESPONSIBLE TO REMOVE

ALL TEMPORARY EROSION CONTROL AND

SEDIMENT CONTROL DEVICES WHEN THE SITE

REACHES FINAL STABILIZATION.

SWEEPING OF ADJACENT STREETS SHALL BE

PERFORMED AS NEEDED TO REMOVE TRACKED

MUD FROM THE ROADWAY.

EROSION CONTROL LEGEND

INLET PROTECTION

VEHICLE TRACKING CONTROL

SILT FENCE

EROSION CONTROL NOTES

EROSION CONTROL DETAILS

D

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-300

CIVIL DEMOLITION PLAN

0 5 10 20

N

E

S

W

REMOVAL LEGEND

REMOVE CURB & GUTTER

REMOVE CONCRETE PAVEMENT

NOTES:

1. ALL TREES REMOVED SHALL BE REPLACED IN

A MANNER AND IN LOCATIONS APPROVED BY

THE VA AND FOLLOWING VA

SPECIFICATIONS.

2. ALL AREAS DISTURBED DUE TO

CONSTRUCTION OF THE STEAM TUNNEL

SHALL BE SEEDED PER VA SPECIFICATIONS.

3. ULTEIG ENGINEERS, INC. DOES NOT CERTIFY

TO THE COMPLETENESS AND/OR ACCURACY

OF THESE LOCATIONS. PERSONS USING THIS

SURVEY SHOULD CONTACT EACH UTILITY

COMPANY TO VERIFY THAT ALL LINES ARE

SHOWN HEREON.

SANITARY SEWER PIPE (SIZE)

SANITARY SEWER MANHOLE

WATER MAIN PIPE (SIZE)

WATER VALVE

FIRE HYDRANT

WATER MANHOLE

STORM SEWER PIPE (SIZE)

STORM SEWER DRAIN

STORM SEWER JUNCTION BOX

UNDERGROUND COMMUNICATIONS

COMMUNICATIONS JUNCTION BOX

UNDERGROUND POWER

ELECTRICAL JUNCTION BOX

UNDERGROUND OXYGEN

UNDERGROUND GAS

UNDERGROUND FIBER OPTIC

CHAIN LINK FENCE

EXISTING LEGEND

REMOVE CHAIN LINK FENCE

BENCHMARK

EXISTING CONCRETE PAVEMENT

24TH STREET

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-400

CIVIL SITE PLAN

SANITARY SEWER PIPE (SIZE)

SANITARY SEWER MANHOLE

WATER MAIN PIPE (SIZE)

WATER VALVE

FIRE HYDRANT

WATER MANHOLE

STORM SEWER PIPE (SIZE)

STORM SEWER DRAIN

STORM SEWER JUNCTION BOX

UNDERGROUND COMMUNICATIONS

COMMUNICATIONS JUNCTION BOX

UNDERGROUND POWER

ELECTRICAL JUNCTION BOX

UNDERGROUND OXYGEN

UNDERGROUND GAS

EXISTING CONCRETE PAVEMENT

UNDERGROUND FIBER OPTIC

CHAIN LINK FENCE

EXISTING LEGEND

PAVING LEGEND

BENCHMARK

NOTE: CONTRACTOR SHALL BE

RESPONSIBLE TO PROVIDE SUITABLE

SUBGRADE STABILIZATION

EXISTING PAVEMENT IS

ASSUMED TO BE 8"

REINFORCED

PROPOSED 8" CONCRETE PAVEMENT

0 5 10 20

N

E

S

W

NOTE:

GENERAL NOTES

GENERAL NOTES

STANDARD CURB AND GUTTER

DROP TYPE CURB AND GUTTER

S TYPE CURB AND GUTTER

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-500

CIVIL PAVING JOINTING

PLAN

0 1.25 2.5 5

N

E

S

W

CONTRACTOR SHALL SUBMIT

JOINT LAYOUT PLAN PRIOR TO

CONSTRUCTION

-THE CONTRACTOR SHALL CONSTRUCT THE

CONCRETE PAVEMENT IN PHASES SO THAT

ACCESS TO THE EXISTING LOADING DOCK IS

MAINTAINED AT ALL TIMES.

-THE JOINT PLAN SHOWN SHALL BE AN EXAMPLE

TO THE CONTRACTOR. FINAL JOINTING SHALL

BE DETERMINED AT THE TIME OF CONSTRUCTION

AND BE REPRESENTATIVE OF THE

CONTRACTORS CONSTRUCTION PROCESS.

NOTE:

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h 6/

/2

:3

9:

P M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

Revision# Description Date:

on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d o ne h al f i nc he s = o ne fo ot 6" th re e in ch es o ne fo ot

6"

SIOUX FALLS, SOUTH DAKOTAFOR OFFICIAL USE ONLY

NORTH

KEYPLAN

NTS

CIVIL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

Ulteig Engineers, Inc.

5701South Corporate Place Sioux Falls, SD 57108 Phone: 605-323-2306

Ericksen Roed Associates 2550 University Ave W Suite 423-S St. Paul, MN 55402 Phone: 651-251-7570

STRUCTURAL:

3/29/2235% CP Review

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER 5

5-10-2022

PLANS FOR

CONSTRUCTION

SGA #201956

VA #438-21-112

CMAS

C-600

CIVIL GRADING PLAN

0 2.5 5 10

N

E

S

W

SANITARY SEWER PIPE (SIZE)

SANITARY SEWER MANHOLE

WATER MAIN PIPE (SIZE)

WATER VALVE

FIRE HYDRANT

WATER MANHOLE

STORM SEWER PIPE (SIZE)

STORM SEWER DRAIN

STORM SEWER JUNCTION BOX

UNDERGROUND COMMUNICATIONS

COMMUNICATIONS JUNCTION BOX

UNDERGROUND POWER

ELECTRICAL JUNCTION BOX

UNDERGROUND OXYGEN

UNDERGROUND GAS

UNDERGROUND FIBER OPTIC

CHAIN LINK FENCE

EXISTING LEGEND

BENCHMARK

EXISTING CONCRETE PAVEMENT

D STAMP

GENERAL STRUCTURAL NOTES

1 DESIGN CRITERIA:

1.1 BUILDING CODES USED FOR DESIGN:

1.1.1 IBC 2021 with state amendments.

1.2 STRUCTURAL TESTS AND SPECIAL INSPECTIONS:

1.2.1 Special inspections shall be performed by an independent testing agency according to IBC Chapter 17.

Section 1704.2.5 - Fabricators Section 1705.2 and Table 1705.2.3 - Steel Construction

Table 1705.6 - Soils

Table 1705.3 - Post-installed Anchors

1.2.2 Qualifications of special inspectors and frequency of tests and inspections shall be as defined in CASE 962C - Guideline for International Building Code-Mandated

Special Inspections and Tests and Quality Assurance.

1.3 FUTURE CONSTRUCTION:

1.3.1 VERTICAL: None.

1.3.2 HORIZONTAL: None.

1.4 DESIGN LOADS:

1.4.1 Risk Category:

From IBC Table 1604.5

Risk Category . . . . . . . . . . . . . . . . . . . . . . . . IV

1.4.2 DESIGN LIVE LOADS:

Loading Dock . . . . . . . . . . . . . . . . . . . . . . 125 PSF

1.4.3 WIND LOAD:

Basic Design Wind Speed: . . . . . . . . . . 112 MPH

Allowable Design Wind Speed: . . . . . . . . 90 MPH Exposure Classification: . . . . . . . . . . . . . . B

Internal Pressure Coeff: . . . . . . . . +0.18, -0.18

Wind pressures used for the design of exterior components and cladding shall be calculated by a professional engineer registered in the state where the project is located. Calculations shall be submitted for review.

1.4.4 SNOW LOAD:

Ground Snow Load: . . . . . . . . . . . . . . . . . 40 PSF

Flat Roof Snow Load: . . . . . . . . . . . . . . . 34 PSF

Snow Exposure Factor: . . . . . . . . . . . . . . 1.0 Snow Load Importance Factor: . . . . . . . . 1.0

Roof Thermal Factor: . . . . . . . . . . . . . . . .1.2

Roof Slope Factor: . . . . . . . . . . . . . . . . . .1.0

See plans for snowdrift surcharge loads and widths.

1.4.5 RAIN LOAD:

Rain Intensity: . . . . . . . . . . . . . . . . . . . . . 3.5 IN/HR Roof Live Load: . . . . . . . . . . . . . . . . . . . . . 40 PSF

1.4.6 SEISMIC LOADS:

Importance Factor: . . . . . . . . . . . . . . . . . 1.5

Seismic Design Category: . . . . . . . . . . . . . A

Site Class: . . . . . . . . . . . . . . . . . . . . . . . . . D

Mapped Spectral Response Coefficients

SS: . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.094 g S1: . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.035 g

Design Spectral Response Coefficients

SDS: . . . . . . . . . . . . . . . . . . . . . . . . . . 0.1 g

SD1: . . . . . . . . . . . . . . . . . . . . . . . . . . 0.057 g

1.4.7 All special loads applicable to the design of the building, including the loads of machinery or equipment exceeding the live loads given above, are shown on the drawings.

1.5 DEFLECTION AND DRIFT

1.5.1 Horizontal framing members are designed for deflections as tabulated. Deflections of horizontal to horizontal framing members are additive. Subcontractors shall make allowance for installation and operation of their systems to accommodate these deflections.

TYPICAL FRAMING MEMBERS

Roof Live Load . . . . . . . . . . . . . . . . . . . . . span/360

Roof Total Load . . . . . . . . . . . . . . . . . . . . . . span/240

1.5.2 Story drifting criteria:

Wind: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . H/400 Seismic: . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.020 hx

2 DESIGN STRENGTHS:

2.1 CONCRETE:

2.1.1 All concrete shall be stone aggregate unless noted. See Specifications for additional durability requirements.

2.1.2 Minimum concrete 28-day compressive strength shall be as follows:

Class f'c Type Add'l Location

(PSI) Remarks

A 3000 NWT Footings and Piers

D 4500 NTW, Air Note 1 Exterior Slabs and Walls

Note 1: Limit Water to Cement Ratio to 0.45

2.2 CONCRETE REINFORCEMENT:

Deformed Bars: . . . . . . . . . . . . . . . .Fy = 60 KSI ASTM A615 Welded Wire Fabric: . . . . . . . . . . . Fy = 70 KSI ASTM A185

Micro/Macro Synthetic Fibers: . . . . . . . . . . . . . . . . . . ASTM C1116

2.3 STRUCTURAL STEEL:

Rect. Hollow Structural Shapes: . . Fy = 50 KSI ASTM A500 C

Other Shapes or Plates: . . . . . . . . . Fy = 36 KSI ASTM A36

Bolts: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM F3125

(GR A325/A490)

Anchor Rods: . . . . . . . . . . . . . . . . . Fy = 36 KSI ASTM F1554

Welding Electrodes: . . . . . . . . . . . . Fy = 70 KSI E70XX (typical)

Non-Shrink Grout: . . . . . . . . . . . . . f'c = 8,000 PSI ASTM C1107

2.4 STEEL DECK:

Roof Deck: . . . . . . . . . . . . . . . . . . . Fy = 33 KSI ASTM A653

2.5 PARKING AREAS / STRUCTURE EXPOSED TO WEATHER:

2.5.1 All structural steel and embed plates exposed to weather or located in parking areas shall be hot-dip galvanized unless noted otherwise.

2.5.2 Field welds shall be touched up with 2 coats of zinc rich paint.

3 FOUNDATIONS AND EARTHWORK:

3.1.2 This report is for informational purposes only and shall not be considered part of the contract documents. Furthermore, no warranty is made by the owner with regard to the completeness and accuracy of the subsurface investigation data, soil test data, statements and interpretations given in the report.

3.2 GROUND WATER:

3.2.1 Water levels indicated on the boring logs are subject to seasonal annual variations. If necessary, a dewatering system of sufficient capacity shall be installed and operated to maintain the construction area free of water at all times.

3.3 EXCAVATIONS:

3.3.1 Should any questionable conditions be encountered during excavation, notify Owner's Representative immediately.

3.3.2 No engineered fill shall be placed until excavation bottoms have been inspected and approved by the Geotechnical Engineer.

3.3.3 Water shall not be permitted to accumulate in footing excavations.

3.3.4 The slab-on-grade design is based on a modulus of subgrade reaction of 150 PCI.

3.4 FOOTINGS:

3.4.1 The foundation design is based on a total load net soil pressure of:

Wall Footings: . . . . . . . . . . . . . . . . . . . 3000 PSF

3.4.2 Foundations are assumed to be supported on native material or properly compacted structural fill. All footing excavations shall be inspected, prior to concrete placement, by the Geotechnical Engineer to verify suitable bearing material of capacity as specified.

3.4.3 Notify the Owner's representative when additional excavation is required to reach suitable bearing material.

3.4.4 Footing steps shall be located generally where indicated on the plan, and shall be installed as detailed.

3.4.5 Bottom of exterior building footings surrounding heated areas are to be at least 42" below final outside grade unless dimensioned otherwise. Bottom of exterior building footings at stoops or other unheated areas are to be at least 60" below final outside grade unless dimensioned otherwise.

3.4.6 Contractor shall provide frost protection for all footings when footings may be exposed to freezing conditions. Frost protection may include insulating blankets or at least 60" of soil above the bottom of footing.

3.4.7 All continuous footings shall be centered under walls unless dimensioned otherwise.

3.5 NON-FROST SUSCEPTIBLE FILL

3.5.1 Where non-frost susceptible fill is required, fill should consist of clean, open graded crushed stone. See the geotechnical report for additional requirements.

3.5.2 Non-frost susceptible fill shall extend below the freeze zone.

3.6 RETAINING WALLS:

3.6.1 Unrestrained retaining wall design is based on an active equivalent fluid pressure of 45

PCF. See the Geotechnical Report and the backfilling section below for backfill materials and procedures.

3.6.2 Restrained retaining wall design is based on an at-rest equivalent fluid pressure of 65

PCF. See the Geotechnical Report and the backfilling section below for backfill materials and procedures.

3.6.3 The allowable passive pressure is based on an equivalent fluid pressure of 250 PCF.

3.6.4 The coefficient of friction due to sliding is 0.5.

3.7 BACKFILLING:

3.7.1 No backfilling and compacting of earth shall be permitted against retaining walls until walls and footings have reached 100% of their design strength, or unless adequate bracing is provided. Bracing must be reviewed by the Engineer.

3.7.2 No backfilling and compacting of earth shall be permitted against basement or other foundation walls until all slabs that support the wall against lateral earth pressure have been poured and have reached 75% of their design strength, or unless adequate bracing is provided. Bracing must be reviewed by the Engineer.

3.7.3 Material used for backfill shall be free draining engineered backfill unless noted otherwise. See the Geotechnical Report for additional information.

3.7.4 Both sides of foundation walls shall be backfilled simultaneously so as to prevent overturning or lateral movement of walls. All grade beams shall be adequately braced to prevent lateral movement during backfilling and compaction.

3.7.5 No fill or backfill shall be settled by the use of water.

3.8 FOUNDATION COMPLETION:

3.8.1 The Geotechnical Engineer or Special Inspector shall certify in writing that all foundations were placed and completed as specified.

4 CONCRETE:

4.1 REFERENCES:

ACI 315 ACI Detailing Manual

ACI 318 Building Code Requirements for Reinforced Concrete CRSI MSP Manual of Standard Practice

AWS D1.4 Structural Welding Code - Reinforcing Steel

CRSI Recommended Practice for Placing Reinforcing Bars

4.2 REINFORCING STEEL:

4.2.1 The reinforcing steel Contractor shall fabricate all reinforcement and furnish all accessories, chairs, spacer bars and supports necessary to secure the reinforcement unless shown otherwise on the plans and/or details.

4.2.2 Concrete reinforcement shall be placed according to ACI and CRSI "Recommended

Practice for Placing Reinforcing Bars".

4.2.3 Minimum Clear Cover For Concrete Reinforcement:

Footings . . . . . . . . . . . . . . . . . . . . . . . . . . 2" Sides, 3" Bottom, 2"

Top

Foundation Walls Exterior Face . . . . . . . . . . . . . . . . . . . . . . 2"

Interior Face . . . . . . . . . . . . . . . . . . . . . . 2" Against Soil

Slabs on Grade . . . . . . . . . . . . . . . . . . . . . . . . Center of Slab

4.2.4 See typical detail for required bar development lengths and lap splice lengths.

4.2.5 No welding of reinforcement shall be permitted unless specifically called for or reviewed by the Structural Engineer. Where welding is permitted, all welding of reinforcing bars shall conform to: "Structural Welding Code - Reinforcing Steel". A chemical analysis of the reinforcing bars to be welded shall be submitted for review.

4.3 ANCHORING TO CONCRETE

4.3.1 Post-installed anchors shall be installed by qualified personnel in accordance with the

Manufacturer’s Printed Installation Instructions.

4.3.2 Expansion anchors shall not be loaded until concrete has achieved a minimum age of 7 days. Adhesive anchors shall not be loaded until concrete achieved a minimum age of 21 days.

4.3.3 Expansion anchors shall be Hilti Kwik Bolt TZ2 or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Diameter Embedment Diameter Embedment

3/8" 2" 5/8" 4"

1/2" 3 1/4" 3/4" 4 3/4"

4.3.4 Adhesive anchors shall be Hilti HIT-RE 500 V3 or HIT-HY 200 with HAS Standard rods or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Diameter Embedment Diameter Embedment

3/8" 3 3/8" 5/8" 5 5/8"

1/2" 4 1/2" 3/4" 6 3/4"

4.3.5 Epoxy for dowels drilled into concrete shall be Hilti HIT-RE 500 V3, HIT-HY 200, or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Bar Embedment Bar Embedment

#3 3 1/4" #5 5 3/4"

#4 4 3/8" #6 6"

4.3.6 Anchor capacity is dependent upon spacing between adjacent anchors and proximity of anchors to edge of concrete. Install anchors in accordance with spacing and edge clearances indicated on the drawings.

4.3.7 Contractor shall verify the location of reinforcing bars and/or prestressing tendons via

GPR, X-Ray, or other means before drilling anchor holes. Reinforcing steel shall not be damaged.

5 STEEL:

5.1 REFERENCES:

Steel Construction Manual, 14th Edition

5.2 STRUCTURAL STEEL:

5.2.1 All beams shall be marked and erected with natural camber upwards.

5.2.2 Do not prime structural steel members that will receive spray-applied fireproofing. Do not prime surfaces of structural steel members that will be in contact with poured concrete or will receive welded studs.

5.2.3 The top and bottom of all steel columns that are in bearing shall be finished to a common plane.

5.2.4 Fabricator shall submit complete fabrication and erection drawings for review, including profiles, sizes, spacing, locations of structural members, cambers, openings, attachments, fasteners, and connections not explicitly detailed in the construction documents. Direct reproductions of any portion of these construction documents, including plans and details, in the fabricator’s submittal will not be accepted.

5.3 CONNECTIONS:

5.3.1 Connections shall be as shown on the drawings. Where connections are not explicitly detailed, fabricator shall design the connections in accordance with AISC 360 using

LRFD methods.

5.3.2 The fabricator shall submit engineering calculations for all connections not explicitly detailed in the drawings to the Engineer for review. These submittals shall be signed and stamped by a professional engineer registered in the state where the project is located.

5.3.3 All bolts shall be either A325 or A490 high strength bolts. Use no more than two bolt diameters, one grade per diameter, skip one size between diameters.

5.3.4 All high strength bolts shall be installed in snug-tightened joints unless noted otherwise on the drawings. Fabricator may substitute ASTM F1852 N for A325 N bolts.

5.3.5 Weld metal used shall be 70 KSI.

5.3.6 All welding shall be performed by AWS qualified operators.

5.3.7 All welded joints shall be prequalified or qualified by testing.

5.3.8 When welded connections are shown in the drawings, it is not the intent to specify the specific process or preparation.

5.3.9 Do not prime surfaces of structural steel members in areas that will be welded.

5.4 STEEL DECK:

5.4.1 REFERENCE: Steel Deck Institute; "Design Manual for Composite Decks, Form Decks and

Roof Decks," latest edition

5.4.2 Roof and floor deck is designed to act as a diaphragm to brace other building components. No portion shall be removed unless separate bracing is designed and provided.

5.4.3 Any openings or holes larger than 12" not shown on the plans will not be permitted unless reviewed by the Architect/Engineer.

5.4.4 The deck supplier shall provide deck accessories such as pour stops, cell closure plates, deck supports at columns and other miscellaneous deck items as required, even if not specifically shown on the Contract Documents.

5.4.5 Roof deck end joints shall have 6" minimum end laps.

6 MISCELLANEOUS:

6.1 DEFERRED STRUCTURAL SUBMITTALS

6.1.1 The design and documentation of some components defined using performance-based specifications may be deferred until after a building permit is obtained.

6.1.2 Deferred submittals include, but are not limited to, the items listed below.

6.1.3 For the following deferred submittals, the Contractor shall submit shop drawings and calculations signed and stamped by a professional engineer registered in the state where components are installed. These shall be submitted for review prior to fabrication.

Stairs Guardrails and Handrails

6.1.4 In addition to the deferred submittals listed above, the Contractor shall engage a professional engineer registered in the state where the project is located for the design of any necessary shoring, bracing, underpinning, or any other portion of the

Contractor’s means & methods which could impact existing structure. Contractor shall submit certified calculations and shop drawings for review upon request.

6.2 CONSTRUCTION JOINTS:

6.2.1 The Contractor shall submit drawings showing the proposed construction and control joints for all areas. This includes walls, structural floor systems, slabs on grade, etc. This drawing shall be reviewed by the Architect /Engineer and returned to the Contractor prior to pouring any concrete. The construction joint drawing shall be furnished to the fabricators before their shop drawings are submitted.

6.2.2 If the construction joints are changed after being reviewed, revised drawings shall be submitted for review.

6.2.3 Construction joints shall be made as detailed on the drawings.

6.2.4 Construction joints and control joints in concrete foundation walls shall be located at a maximum of 40' center spacing.

6.3 NON LOAD BEARING PARTITION WALLS:

6.3.1 Non load bearing partition walls are generally not shown on the structural drawings. Care shall be taken by the Contractor to maintain a deflection space between the top of partition walls and floor or roof structure above.

6.3.2 See Typical Details and deflection requirements of horizontal framing members in Section

1 of these Notes for minimum deflection space between top of non load bearing partition walls and overhead structure.

6.4 VERIFICATIONS:

6.4.1 The General Contractor shall verify all openings sizes, pad sizes, and locations with the respective Subcontractors.

6.4.2 Structural steel supplier and erector are responsible for providing deck reinforcement or framing as shown on typical structural details for mechanical roof openings.

See mechanical drawings for quantities, sizes and locations. The cost of structural redesign fees shall be borne by the Mechanical Contractor for equipment and/or opening changes made after structural documents have been issued.

6.5 NEW WORK IN CONJUNCTION WITH EXISTING CONSTRUCTION:

6.5.1 VERIFICATION: The Contractor shall verify, by field check, all sizes, dimensions, elevations, locations, etc. of elements of the existing construction which are relative to the new construction.

6.5.2 DIMENSIONS: All dimensions involving new Work tying into or governed by existing construction shall be field checked by the Contractor and furnished to the

Subcontractors prior to fabrication of any Work. The verified dimensions shall appear and be noted as such on the first shop drawing submitted.

6.5.3 ASSUMPTIONS: The Engineer has made assumptions concerning the soundness of the existing buildings and these assumptions are that this building was designed and constructed in conformity with good design and construction practices. The Contractor shall take extraordinary precautions concerning preservation of the building during demolition and new construction Work. Further, the Contractor shall agree to assume all responsibility for the preservation of this property.

6.5.4 NOTIFICATION: The Contractor shall notify the Architect/Engineer immediately of any discrepancies between construction documents and actual field conditions.

6.5.5 HOLES: All holes through existing construction shall be core drilled or saw cut.

6.6 GENERAL:

6.6.1 These drawings do not include necessary components for construction safety.

6.6.2 The structural design is based only on the building in its completed state. Contractors and their subs shall take whatever precautions are necessary to withstand all horizontal and vertical loadings that may be encountered during the construction prior to completion of the building.

6.6.3 During construction, the Contractor may encounter existing conditions which are not now known or are at variance with project documentation (Discovery). Such conditions may interfere with new construction or required protection and/or support of existing Work during construction, or may consist of damage or deterioration to structural materials or components which could jeopardize the structural integrity of the building(s).

6.6.4 The Contractor shall notify the Engineer of all Discoveries that the Contractor believes may interfere with proper execution of the Work or jeopardize the structural integrity of the building(s) prior to proceeding with Work related to such

Discoveries.

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT OF RECORD

A/E:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10 o n e e ig h th in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s in c h o n e f o o t o n e h a lf in c h o n e f o o t th re e q u a rt e rs in c h o n e f o o t o n e in c h o n e f o o t o n e a n d o n e h a lf in c h e s o n e f o o t th re e in c h e s o n e f o o t

CONSTRUCTION

DOCUMENTS

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER

SIOUX FALLS, SOUTH DAKOTA

VA# 438-21-403

SGA# 201956

STONE GROUP ARCHITECTS, INC.

1001 TWELVE OAKS CENTER DRIVE,

SUITE 1025

WAYZATA, MN 55391

952.476.5850 ERA Structural Engineering 2550 University Ave W Suite 423-S St. Paul, MN 55114 Phone: 651-251-7570

STRUCTURAL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

C

R e v it L o c a l\ S h o rt

T e rm

L o c a l\ S

V

A -S io u x F a lls

K it c h e n m d o rn

E R

A .r v t

/1

/2

:4

:2

P

M

S000

STRUCTURAL COVER SHEET

CSF JDR / KLW08-18-2026

R INDICATES DRAWINGS ARE BEING ISSUED FOR REFERENCE ONLY (NOT FOR CONSTRUCTION)

▲ INDICATES DRAWINGS ARE BEING ISSUED ON SMALL SHEETS OR WRITE UP

●S INDICATES DRAWINGS ARE BEING ISSUED AND SIGNED FOR THE FIRST TIME

● INDICATES DRAWINGS ARE BEING ISSUED

STRUCTURAL SHEET INDEX

SHEET #

ISSUE

SHEET TITLE 2

2/

/1

D

E S

IG

N

D E

V E

LO

P

M E

N T

2/

/2

C

D S

U B

M

IT

T A

L

2/

/2

C

D S

U B

M

IT

T A

L

6/

/1

0% C

D S

U B

M

IT

T A

L

S000 ● ● ● ●S STRUCTURAL COVER SHEET

S001 ● ● ● ●S SCHEDULES / FOUNDATION DETAILS

S-101 ● ● ● ●S 1ST FLOOR FOUNDATION PLAN

S-102 ● ● ● ●S 2ND FLOOR FRAMING PLAN

S-300 ● ● ● ●S FOUNDATION DETAILS

S-400 ● ●S FRAMING DETAILS

Revision # Description Date:

08/18/202608/18/2026

08/18/2026

4S

SEE GSN

NOTES:

1. AT TOP OF PIER PROVIDE 3 - ADDITIONAL TIES AT 4" OC AROUND ANCHOR BOLTS UNO.

2. STANDARD HOOK ON VERTICAL REINFORCEMENT INTO FOOTING, DOWELS NOT REQUIRED UNO. #00600A

ANCHOR ROD

TYPE 1

TACK WELD NUT

TO ROD

ANCHOR ROD

(SEE SCHED)

3/8 PL WASHER & NUT

BASE PL (SEE SCHED)

WASHER &

LEVELING NUT

TOP OF FTG, PILE

CAP OR PIER

3/16

S E

E S

C H

E D

E M

B E

D A

S R

E Q

D P

R O

J

T H

R E

A D

G R

O U

T N

O N

-S H

R

IN

K

TYP

1 1/2"

STL COL

(SEE SCHED)

ANCHOR RODS

(SEE SCHED) 5/16

4 - SIDES

BASE PL

(SEE SCHED)

#02000A

2 - SIDES IF REQD

(SEE COL SCHED COMMENTS)

T Y

P

1/ 2"

EQ EQ

1/

2"

1/ 2"

TYPE 2

TYP

1 1/2"

STL COL

(SEE SCHED)

ANCHOR RODS

(SEE SCHED) 5/16

4 - SIDES

BASE PL

(SEE SCHED)

T Y

P

1/ 2"

3 1/2" 6 1/2"

1/

2"

1/ 2"

NOTE:

SAW CUTTING SHALL BE DONE AS SOON AS THE

CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT

CUTTING WITHOUT CHIPPING, SPALLING OR TEARING BUT

NOT MORE THAN 12 HOURS AFTER POURING

SOG (SEE PLAN) SAW CUT

1/2" 1/8"

/4

T /4

1/ 4"

M

IN

T

1/4" PLATE DOWEL AT 30"

OC MAX START FIRST DOWEL

6" FROM EDGE

CONTRACTOR MAY SUBSTITUTE

#4 X 2'-0" SMOOTH DWLS @ 24"

OC (GREASE ONE END & SUPPORT

DOWEL TO ENSURE ALIGNMENT)

CONST JOINT

(SEE PLAN)

SOG (SEE PLAN)

E Q

E Q

#5 HAIR PINS TO

MATCH HORIZ WALL REINF

VERT CORNER BAR TO MATCH

VERT BARS IN SAME FACE

Ld

Ld

Ld

Ld

NOTE:

CONC WALL

(SEE PLAN / SCHED)

OR RELATED DETAILS

DWLS TO MATCH

HORIZ WALL REINF

VERT CORNER BAR TO MATCH

VERT BARS IN SAME FACE

NOTE:

CONC WALL

(SEE PLAN / SCHED)

OR RELATED DETAILS

OPNG

(E) CL JOIST

OR BEAM

(E) CL JOIST

OR BEAM

(E) STL JOIST OR

STL BEAM

(SEE PLAN)

L4 X 4 X 1/4 FIELD WELD

TO HEADER ANGLES

(SPA 6'-0" MAX)

HEADER L4 X 4 X 1/4

(SPA 6'-0" MAX)

NOTES:

1. SEE STRUCTURAL PLANS FOR ROOF OPENING LOCATIONS KNOWN AT

TIME OF ISSUE.

2. SEE ARCH, MECH, AND ELECT DRAWINGS FOR QUANTITIES, SIZES,

AND LOCATIONS OF DECK OPENINGS.

3. METAL DECK OMITTED FOR CLARITY. SEE PLAN / SCHED FOR

WELDING PATTERNS. SEE O.S.H.A. FOR SAFETY REQUIREMENTS

L4 X 4 X 1/4 (TYP)

4"4"

3/16 2

TYP

NOTE:

NOT ALL OPENINGS ARE SHOWN

ON PLAN. VERIFY SIZE, NUMBER

& LOCATION OF ALL OPENINGS

W/ MECH, ELECT & GENERAL

CONTRACTOR. OPENINGS GREATER

THAN 6'-0" IN ANY DIRECTION

REQUIRE SPECIALLY DESIGNED

FRAMING. NOTIFY ENGINEER.

(SEE PLAN)

6'-0" MAX OPNG

6' -0

M

A X

DECK SPAN

' X '

WHERE DIM 'X' IS 10"

OR LESS ANGLE CAN

BE OMITTED

TOP CHORD

CONCENTRATED

LOAD

NEAREST BOTTOM

CHORD PANEL POINT

NEAREST TOP

CHORD PANEL POINT

3/16 2

TYP

BOTTOM CHORD

CONCENTRATED

LOAD

IF "L" IS GREATER THAN 3"

FIELD WELD EXTRA WEB

MEMBERS AT CONCENTRATED

LOAD LOCATIONS, USE

2 - L2 X 2 X 1/8

NOTES:

1. JOIST CHORDS ARE NOT DESIGNED FOR CONCENTRATED LOADS IN EXCESS OF

100 POUNDS. EITHER PLACE LOADS AT PANEL POINTS OR ADD EXTRA WEB MEMBERS

FROM POINT OF LOAD TO NEAREST PANEL POINT ON OPPOSITE CHORD.

2. CONTRACTOR TO VERIFY LOADS & LOCATION FOR EQUIPMENT SELECTED

WITH INFORMATION SHOWN ON PLAN. NOTIFY STRUCTURAL ENGINEER & JOIST

SUPPLIER OF ALL CHANGED CONDITIONS.

3. WELD REINFORCEMENT TO JOIST AFTER FULL DEAD LOAD IS IN PLACE.

"L"

"L"

(E) STL JOIST

(SEE PLAN)

(E) STL JOIST

(SEE PLAN)

(E) MTL DECK

(SEE PLAN)

(E) MTL DECK

(SEE PLAN)

3/16 2

TYP

CHANNEL CURB SUPPORT

CHANNEL CURB SUPPORT

STL BEAM OR JOIST

(SEE PLAN)

NOTE:

ALWAYS EXTEND

CHANNELS TO NEXT

SUPPORT BEYOND THE

LIMITS OF THE MECH UNIT

EXTENSION

3" MIN CHANNEL

S001

MECH UNIT (SEE PLAN)

(VERIFY SIZE & LOC W/ MECH)

UNIT PERPENDICULAR TO SUPPORTS

CHANNEL CURB SUPPORT

CHANNEL CURB SUPPORT

STL BEAM OR JOIST

(SEE PLAN)

NOTE:

ALWAYS EXTEND

CHANNELS TO NEXT

SUPPORT BEYOND THE

LIMITS OF THE MECH UNIT

EXTENSION

3" MIN CHANNEL

S001

MECH UNIT (SEE PLAN)

(VERIFY SIZE & LOC W/ MECH)

UNIT PARALELL TO SUPPORTS

CHANNEL CURB SUPPORT

'-0

M

A X

'-0

M

A X

'-0

M

A X

TYP @

DECK OPNG

BELOW

TYP @

DECK OPNG

BELOW

MECH UNIT (SEE PLAN)

(VERIFY SIZE & LOC W/ MECH)

(E) MTL DECK

(SEE PLAN / SCHED)

STL JOIST OR BEAM

(SEE PLAN)

(@ STL JOIST PROVIDE ADDL

REINF AT CONCENTRATED LOAD

SEE )

MECH CURB

(BY SUPPLIER)

3/16 2

EA SIDE OF

STL BEAM

MC12 X 14.3 CURB SUPPORT

(SEE RELATED DETAIL)

NOTE:

LOCATE CHANNEL

UNDER CURB AS REQD

FOR DUCT CLEARANCE

CURB SUPPORT FOR 1 1/2" DECK

/1

6" M

IN

L

A P

1' - 11 237 /256"

36" WIDE DECK

CL DECK TO DECK JOINT

WELD DECK TO SUPPORT

@ END LAPS

INTERIOR SUPPORT

LINE

FASTEN SIDE LAPS W/

#10 TEK SCREW

(SEE SCHED FOR QUANTITY)

WELD DECK @ INTERIOR

SUPPORTS (SEE SCHED

FOR WELD PATTERN)

INTERIOR SUPPORT

LINE

WELD DECK @ 6" OC

@ CONT PERIMETER

SUPPORTS

INTERIOR SUPPORT

LINE

PERIMETER

SUPPORT LINE

NOTES:

1. ALL WELDS SHALL BE 5/8" DIA PUDDLE WELDS (UNO).

2. ATTACH DECK @ 6" OC TO STEEL SUPPORTS AROUND PERIMETER OF ALL OPENINGS.

3. ENGINEER IS TO BE NOTIFIED IF 36" WIDE DECK IS NOT USED.

D E

C K

C O

N T

IN

U

O U

S O

V E

R A

M

IN

O F

S

P A

N S

1.5 (B, F, A, VL)

36" COVERAGE

36/7 PATTERN

TYPICAL FASTENER LAYOUT

36/5 PATTERN

36/4 PATTERN

36/3 PATTERN

CL DECK TO DECK JOINT

WELD DECK TO SUPPORT

@ END LAPS

INTERIOR SUPPORT

LINE

FASTEN SIDE LAPS W/

#10 TEK SCREWS

(SEE SCHED FOR QUANTITY)

WELD DECK @ INTERIOR

SUPPORTS (SEE SCHED

FOR WELD PATTERN)

INTERIOR SUPPORT

LINE

WELD DECK @ 8" OC

@ CONT PERIMETER

SUPPORTS

INTERIOR SUPPORT

LINE

PERIMETER

SUPPORT LINE

NOTES:

1. ALL WELDS SHALL BE 5/8" DIA PUDDLE WELDS (UNO).

2. ATTACH DECK @ 8"OC TO STEEL SUPPORTS AROUND PERIMETER OF ALL OPENINGS.

3. ENGINEER IS TO BE NOTIFIED IF 24" WIDE DECK IS NOT USED.

1' - 9 243/ 256"

24" WIDE DECK

/2

D E

C K

C O

N T

IN

U

O U

S O

V E

R A

M

IN

O F

S

P A

N S

6" M

IN

L

A P

24" COVERAGE

24/4 PATTERN

TYPICAL FASTENER LAYOUT

3N

3" ROOF DECK DIAGRAM 1 1/2" ROOF DECK DIAGRAM

DECK TYPE

Ip - in^4/ft Sp - in^3/ft In - in^4/ft Sn - in^3/ft

3N - 22 GA

3N - 20 GA

3N - 19 GA

3N - 18 GA

0.659 0.382 0.884 0.433

0.848 0.501 1.079 0.552

1.045 0.597 1.260 0.659

1.238 0.688 1.430 0.749

1.683 0.893 1.807 0.944

SECTION PROPERTIES

#02000D

3N - 16 GA

DECK TYPE

Ip - in^4/ft Sp - in^3/ft In - in^4/ft Sn - in^3/ft

1.5B - 24 GA

1.5B - 22 GA

1.5B - 20 GA

1.5B - 19 GA

0.107 0.120 0.135 0.131

0.155 0.186 0.183 0.192

0.201 0.234 0.222 0.247

0.246 0.277 0.260 0.289

0.289 0.318 0.295 0.327

SECTION PROPERTIES

1.5B - 18 GA

0.373 0.408 0.373 0.4111.5B - 16 GA

CONC FTG

(SEE PLAN / SCHED)

OR RELATED DETAILS

MATCH TOP OF EXIST

FTG EL (SEE PLAN)

SEE GSN Ld

THICKEN NEW FTG TO

MATCH BOT OF EXIST FTG

DRILL AND EPOXY #5 BARS

(MATCH SIZE & QTY OF NEW

FTG REINF)

EXIST WALL & FOOTING

MAX

CLEAN & ROUGHEN SURFACE

TO A 1/4" AMPLITUDE

CONCRETE REINFORCEMENT DEVELOPMENT LENGTHS & LAP SPLICE LENGTH TABLE

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

Ld

17"

22"

28"

33"

48"

55"

62" f'c ≥ 3,000 PSI

Ls

70"

78"

22"

29"

36"

43"

62"

72"

81"

91"

101"

NOTES DETAILS

LAP SPLICE

CONTACT

LAP SPLICE

(PREFERRED)

NON-CONTACT

LAP SPLICE

LAP SPLICE

LE

S

S T

H A

N

C

LR

S P

A M

A X

/5

LA

P

S P

LI

C

E B

U T

12"

15"

19"

23"

27"

30"

34"

39"

43"

15"

19"

24"

29"

42"

48"

54"

61"

61"

20"

25"

31"

38"

55"

62"

70"

79"

87"

13"

17"

22"

26"

38"

43"

48"

54"

60"

17"

22"

29"

34"

49"

56"

62"

70"

78"

12"

16"

20"

24"

34"

39"

44"

50"

55"

16"

21"

26"

31"

44"

51"

57"

65"

72"

12"

15"

18"

22"

32"

36"

41"

46"

51"

16"

20"

23"

29"

42"

47"

53"

60"

66"

12"

14"

17"

21"

30"

34"

38"

43"

48"

16"

18"

22"

27"

39"

44"

49"

56"

62"

12"

13"

16"

19"

28"

32"

36"

41"

54"

16"

17"

21"

25"

36"

42"

47"

53"

59"

12"

12"

15"

18"

27"

30"

34"

39"

43"

16"

16"

20"

23"

35"

39"

44"

51"

56"

Ld f'c ≥ 4,000 PSI

Ls Ld f'c ≥ 5,000 PSI

Ls Ld f'c ≥ 6,000 PSI

Ls Ld f'c ≥ 7,000 PSI

Ls Ld f'c ≥ 8,000 PSI

Ls Ld f'c ≥ 9,000 PSI

Ls Ld f'c ≥ 10,000 PSI

Ls f'c = ALL

#00600F

Lc

Ld = CLASS 'A' LAP SPLICE / DEVELOPMENT LENGTH Ls = CLASS 'B' LAP SPLICE Lc = COMPRESSION LAP SPLICE db = BAR DIAMETER

1. WHERE SPLICES ARE NOT CALLED OUT ON THE DRAWINGS, PROVIDE CLASS A LAP SPLICE (Ld)

2. FOR LIGHT WEIGHT CONCRETE, MULTIPLY LENGTHS BY 1.3.

3. FOR EPOXY BARS, MULTIPLY LENGTHS BY 1.5.

4. FOR HORIZONTAL BARS WITH 12" OF FRESHLY PLACED CONCRETE BELOW, MULTIPLY LENGTHS BY 1.3.

5. WHERE NOTE 3 AND NOTE 4 BOTH APPLY, MULTIPLY LENGTHS BY 1.7.

6. MECHANICAL SPLICES WITH 125% OF BAR YIELD STRENGTH MAY BE USED IN LIEU OF LAPS.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT OF RECORD

A/E:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10 o n e e ig h th in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s in c h o n e f o o t o n e h a lf in c h o n e f o o t th re e q u a rt e rs in c h o n e f o o t o n e in c h o n e f o o t o n e a n d o n e h a lf in c h e s o n e f o o t th re e in c h e s o n e f o o t

CONSTRUCTION

DOCUMENTS

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER

SIOUX FALLS, SOUTH DAKOTA

VA# 438-21-403

SGA# 201956

STONE GROUP ARCHITECTS, INC.

1001 TWELVE OAKS CENTER DRIVE,

SUITE 1025

WAYZATA, MN 55391

952.476.5850 ERA Structural Engineering 2550 University Ave W Suite 423-S St. Paul, MN 55114 Phone: 651-251-7570

STRUCTURAL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

C

R e v it L o c a l\ S h o rt

T e rm

L o c a l\ S

V

A -S io u x F a lls

K it c h e n m d o rn

E R

A .r v t

/1

/2

:4

:2

P

M

S001

SCHEDULES / FOUNDATION DETAILS

CSF JDR / KLW08-18-2026

STEEL COLUMN SCHEDULE

MARK SIZE

BASE PLATE

GROUT

ANCHORS

COMMENTSTHICKNESS WIDTH LENGTH TYPE QTY DIA EMBED

SC1 HSS4 X 4 X 1/4 3/4" 10" 10" 1 1 1/2" 4 3/4" 9" WELD WASHER

SC2 HSS4 X 4 X 1/4 3/4" 10" 10" 2 1 1/2" 4 3/4" 9" WELD WASHER

CONCRETE PIER SCHEDULE

MARK

SIZE REINFORCEMENT

TYPE COMMENTSWIDTH LENGTH VERTICAL TIES

CP14 1' - 2" 1' - 2" 4 - #5 #4 @ 12" OC 4S

NO SCALES001

1 SOG - CONTROL JOINT

NO SCALES001

2 SOG - CONSTRUCTION JOINT

NO SCALES001

4 CONCRETE - REINFORCING AT WALL INTERSECTIONS

NO SCALES001

5 ROOF FRAME FOR OPNG IN (E) MTL ROOF DECK

NO SCALES001

6 STEEL JST - REINF AT CONCENTRATED LOAD

1/4" = 1'-0"S001

7 STEEL - MECH UNIT CURB SUPPORT (PLAN VIEW)

3/4" = 1'-0"S001

8 STEEL - MECH UNIT CURB SUPPORT

METAL DECK SCHEDULE

MARK

DECK FASTENING

THICKNESS TYPE WELD PATTERN

D1 1 1/2" B 36/4

NO SCALES001

3 CONCRETE - NEW TO EXISTING FOUNDATION

Revision # Description Date:

AA

BB

CC

DD

EE

13121110987654321

DEMO (E) WALL

FROM 1ST FLOOR

TO 2ND FLOOR

(E) TUNNEL BELOW

(N) CONCRETE

STAIRS

S-300

S-300

CP14CP14

SC1SC2

S-300

(N) C10 X 15.3

(N

C

X

.2

(N) C12 X 20.7

(N

C

X

0.

7GRATING TO

MATCH (E)

GRATING TO

MATCH (E)

(E) C10 X 15.3

(N) HSS3 X 3 X 1/4

S-300

5" CONC SLAB-ON-GRADE REINF W/

#4 @ 18" OC (CENTERED)

TOP OF SLAB EL = 100'-0"

(SEE ARCH FOR FLOOR SLOPES

FINISHES & DEPRESSIONS REQD)

TFE = 93' - 6"

(N) HSS3 X 3 X 1/4

(N) MTL STAIR

(BY SUPPLIER) (SEE ARCH)

S-300

S-300

FIELD VERIFY

F

IE

LD

V

E R

IF

Y

F

IE

LD

V

E R

IF

Y

8'

1'

DASH PATTERN LINE

INDICATES FIRE RATED

WALL (SEE G002)

DASH PATTERN LINE

INDICATES FIRE RATED

WALL (SEE G002)

(N

C

X

5.

CP14

SC1

(E

C

X

.2

DRAIN

(SEE ARCH)

DRAIN

(SEE ARCH)

S-300

S-300

LT GAUGE SUPPLIER TO

PROVIDE MOMENT CONN

TO PAN JOIST SLAB SYSTEM

SUBMIT CALCULATIONS

FOR REVIEW

4" 26' - 11" 12' - 0" 5' - 4" 8"

TPE = 99' - 4" (TYP)

24' - 0"

62°

90°

/8

TFE = 93' - 6"

L3 X 3 X 1/4

(SEE 6 / S-400)

L3 X 3 X 1/4

(SEE 6 / S-400)

(E) PAN AND JOIST

SYSTEM ABOVE

L4 X 3 1/2 X 5/16 (LLV)

LINTEL TYP (GALV)

6" MIN BRG EA END

L4 X 3 1/2 X 5/16 (LLV)

LINTEL TYP (GALV)

6" MIN BRG EA END

C4 X C4.5 GIRT

(SEE 8/S400)

C4 X C4.5 GIRT

(SEE 8/S400)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT OF RECORD

A/E:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10 o n e e ig h th in c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s in c h o n e f o o t o n e h a lf in c h o n e f o o t th re e q u a rt e rs in c h o n e f o o t o n e in c h o n e f o o t o n e a n d o n e h a lf in c h e s o n e f o o t th re e in c h e s o n e f o o t

CONSTRUCTION

DOCUMENTS

RENOVATE FIRST FLOOR FOR

NEW KITCHEN FOR THE SIOUX

FALLS VA MEDICAL CENTER

SIOUX FALLS, SOUTH DAKOTA

VA# 438-21-403

SGA# 201956

STONE GROUP ARCHITECTS, INC.

1001 TWELVE OAKS CENTER DRIVE,

SUITE 1025

WAYZATA, MN 55391

952.476.5850 ERA Structural Engineering 2550 University Ave W Suite 423-S St. Paul, MN 55114 Phone: 651-251-7570

STRUCTURAL:

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:

Rippe Associates 10400 Yellow Circle Dr Suite 100 Minneapolis, MN 55343 Phone: 952-933-0313

FOOD SERVICE:

C

R e v it L o c a l\ S h o rt

T e rm

L o c a l\ S

V

A -S io u x F a lls

K it c h e n m d o rn

E R

A .r v t

/1

/2

:4

:0

P

M

S-101

1ST FLOOR FOUNDATION PLAN

CSF JDR / KLW08-18-2026

NORTH

KEYPLAN

NTS

1/8" = 1'-0"S-101

1 FOUNDATION PLAN

INFORMATION ON…