36C26318R0688-0002003.pdf

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISIONNo

S1430

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

DATE

S1430 St. Cloud VA Health Care System

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

ADDENDUM NO. 1 08/16/131

RECORD SET 09/30/162

http://www.cesminn.com/

GENERATOR

BUILDING

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

S1430

01-03-2013

St. Cloud VA Health Care System

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

CONSTRUCTION DOCUMENTS

S1430

St. Cloud VA Health Care System

REHABILITATION CENTERCES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

656-332

REVISION DATENo REVISION DATENo

ADDENDUM NO. 1 08/16/131

PR #14 06/12/142

3 PR #29 05/13/15

4 RFI #160 08/19/15

5 ASI #17 09/09/15

6 RFI #169 09/15/15

7 RECORD SET 09/30/16

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430 St. Cloud VA Health Care System

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430 St. Cloud VA Health Care System

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

ADDENDUM NO. 1 08/16/131

CONSTRUCTION AREA

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430 St. Cloud VA Health Care System

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430 St. Cloud VA Health Care System

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

ADDENDUM NO. 1 08/16/131

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

St. Cloud VA Health Care System

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

ADDENDUM NO. 1 08/16/131

RESPONSE TO RFI 012 02/05/142

ASI #2 02/19/143

4 PR #14 06/12/14

5 PR #29 05/13/15

6 PR #29 - AMENDMENT #1 05/21/15

7 RFI #160 08/19/15

8 RECORD SET 09/30/16

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

St. Cloud VA Health Care System

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

ADDENDUM NO. 1 08/16/131

PR #14 06/12/142

RECORD SET 09/30/163

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

DATE

PROJECT NO.

PLOT SCALE

PROJECT TITLE

DRAWN

DRAWING NO.DATE:

DATE: BUILDING No

VA MEDICAL CENTER

ST.CLOUD, MN 56303

CHECKED BY

DATE:

DATE:

DATE:

APPROVED: PATIENT SAFETY

APPROVED: INFECTION CONTROL NURSEDATE:

DATE:

DATE:

APPROVED: SERVICE LINE DIRECTOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: GEMS COORDINATOR

DATE:APPROVED: SAFETY MANAGERDATE:APPROVED: DIRECTOR FMS

APPROVED: CHIEF OF POLICE

APPROVED: MEDICAL CENTER DIRECTOR

APPROVED: CHIEF OF STAFF

DRAWING TITLE

REVISION DATENo

S1430

1. CHAMBERS SHALL BE STORMTECH MC-3500 OR APPROVED EQUAL.

2. CHAMBERS SHALL BE MADE FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.

3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO

INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.

4. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL AND THE

INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12 ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH

CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.

5. CHAMBERS SHALL CONFIRM TO THE REQUIREMENTS OF ASTM F 2418, "STANDARD

SPECIFICATIONS FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION

CHAMBERS.

6. CHAMBERS SHALL CONFIRM TO THE REQUIREMENTS OF ASTM F 2787, "STANDARD PRACTICE FOR

STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION

CHAMBERS.

7. ONLY CHAMBERS THAT ARE APPROVED BY THE ENGINEER WILL BE ALLOWED. THE CONTRACTOR

SHALL SUBMIT (3 SETS) OF THE FOLLOWING TO THE ENGINEER FOR APPROVAL BEFORE

DELIVERING CHAMBERS TO THE PROJECT SITE:

a. A STRUCTURAL EVALUATION BY A REGISTERED STRUCTURAL ENGINEER THAT

DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE

DESIGN SPECIFICATIONS, SECTION 12.12 ARE MET.

b. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL CROSS SECTION IS

BASED.

8. THE INSTALLATION OF CHAMBERS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S LATEST

INSTALLATION INSTRUCTIONS.

MC-3500 STORMWATER CHAMBER SPECIFICATIONS

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION.

IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ENSURE THAT

THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE

LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.

ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

DRAWN BY:

SCALE:

DATE:

CHECKED:

STORMWATER CHAMBER SPECIFICATIONS

KLJ

NTS

3/29/10

NOTE: ALL DIMENSIONS ARE NOMINAL

NOMINAL MC-3500 CHAMBER SPECIFICATIONS

SIZE (L x W x H) 90" x 77" x 45" [2286 mm x 1956 mm x 1143 mm] CHAMBER STORAGE 113.0 ft³ [3.20 m³] MINIMUM INSTALLED STORAGE 176.8 ft³ [5.01 m³] WEIGHT 124 lbs. [56.2 kg]

PART# STUB B C

MC3500TEPE12T 12" [300 mm] 26.36" (670 mm) N/A MC3500TEPE12B 12" [300 mm] N/A 1.35" [34 mm] MC3500TEPE15T 15" [375 mm] 23.39" [594 mm] N/A MC3500TEPE15B 15" [375 mm] N/A 1.50" [38 mm] MC3500TEPE18T 18" [450 mm] 20.03" [509 mm] N/A MC3500TEPE18B 18" [450 mm] N/A 1.77" [45 mm]

24" TOP STUB CORED ENDCAP NOT AVAILABLE

MC3500TEPE24B 24" [600 mm] N/A 2.06" [52 mm]

NOMINAL MC-3500 END CAP SPECIFICATIONS

SIZE (L x W x H) 26.5" x 71" x 45.1" [673 mm x 1803 mm x 1145 mm] ENDCAP STORAGE 15.6 ft³ [0.44 m³] MINIMUM INSTALLED STORAGE 45.6 ft³ [1.29 m³] WEIGHT 43 lbs. [19.5 kg]

26.5" [673 mm]

22.6" [574 mm]

INSTALLED

45.1" [1145 mm]

71.0" [1803 mm]

77.0" [1956 mm]

45.0" [1143 mm]

HANDLE

SHELL

BUILD ROW IN THIS DIRECTION

90.0" [2286 mm]

CREST STIFFENING RIB

VALLEY STIFFENING RIB

VALLEY

CREST

LOWER JOINT

CORRUGATION

UPPER JOINT

CORRUGATION

WEB

HANDLING PORT

(4 LOCATIONS)

FOOT

86.0" [2184 mm] INSTALLED

STORMTECH INVENTORIED MANIFOLDS AND PRECORED END CAPS INCLUDE

24" [600 MM] BOTTOM (MC3500TEPE24B), 18" [450 MM] BOTTOM (MC3500TEPE18B)

AND 15" [375 MM] TOP (MC3500TEPE15T). OTHER PIPE SIZES AND PRECORED

END CAPS ARE AVAILABLE UPON SPECIAL ORDER.

PART NUMBERS ENDING WITH "B" ARE FOR STUBS AT BOTTOM OF END CAP.

PART NUMBERS ENDING WITH "T" ARE FOR STUBS AT TOP OF END CAP.

A

B

A

C

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION.

IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ENSURE THAT

THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE

LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.

ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

DRAWN BY:

SCALE:

DATE:

CHECKED:

MC-3500 TECHNICAL SPECIFICATIONS

KLJ

NTS

3/29/10

STORMTECH GENERAL NOTES

1. STORMTECH LLC ("STORMTECH") REQUIRES INSTALLING

CONTRACTORS TO USE AND UNDERSTAND STORMTECH'S

LATEST MC-3500 INSTALLATION INSTRUCTIONS PRIOR TO

BEGINNING SYSTEM INSTALLATION.

2. STORMTECH OFFERS INSTALLATION CONSULTATIONS TO

INSTALLING CONTRACTORS. CONTACT OUR TECHNICAL

SERVICE DEPARTMENT OR LOCAL STORMTECH

REPRESENTATIVE AT LEAST 30 DAYS PRIOR TO SYSTEM

INSTALLATION TO ARRANGE A PRE-INSTALLATION

CONSULTATION. OUR REPRESENTATIVES CAN THEN ANSWER

QUESTIONS OR ADDRESS COMMENTS ON THE STORMTECH

CHAMBER SYSTEM AND INFORM THE INSTALLING CONTRACTOR

OF THE MINIMUM INSTALLATION REQUIREMENTS BEFORE

BEGINNING THE SYSTEM'S CONSTRUCTION. CALL 860-529-8188

TO SPEAK TO A TECHNICAL SERVICE REPRESENTATIVE OR VISIT

WWW.STORMTECH.COM TO RECEIVE A COPY OF OUR

INSTALLATION INSTRUCTIONS.

3. STORMTECH REQUIREMENTS FOR SYSTEMS WITH PAVEMENT

DESIGN (ASPHALT, CONCRETE PAVERS, ETC.): MINIMUM COVER

IS 24" [610 mm] NOT INCLUDING PAVEMENT; MAXIMUM COVER IS 6.5' [1.98 m] INCLUDING PAVEMENT. FOR INSTALLATIONS THAT

DO NOT INCLUDE PAVEMENT, WHERE RUTTING FROM VEHICLES

MAY OCCUR, MINIMUM REQUIRED COVER IS 30" [762 mm], MAXIMUM COVER IS 6.5' [1.98 m].

4. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH

THE BEARING CAPACITY OF THE CHAMBER FOUNDATION

MATERIALS TO THE DESIGN ENGINEER.

5. AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE (FILTER

FABRIC) MUST BE USED AS INDICATED IN THE PROJECT PLANS.

6. STONE PLACEMENT BETWEEN CHAMBERS ROWS AND AROUND

PERIMETER MUST FOLLOW INSTRUCTIONS AS INDICATED IN THE

MOST CURRENT VERSION OF STORMTECH MC-3500

INSTALLATION INSTRUCTIONS.

7. BACKFILLING OVER THE CHAMBERS MUST FOLLOW

REQUIREMENTS AS INDICATED IN THE MOST CURRENT VERSION

OF STORMTECH MC-3500 INSTALLATION INSTRUCTIONS.

8. THE CONTRACTOR MUST REFER TO STORMTECH MC-3500

INSTALLATION INSTRUCTIONS FOR A TABLE OF ACCEPTABLE

VEHICLE LOADS AT VARIOUS DEPTHS OF COVER. THIS

INFORMATION IS ALSO AVAILABLE ON THE STORMTECH

WEBSITE: WWW.STORMTECH.COM . THE CONTRACTOR IS

RESPONSIBLE FOR PREVENTING VEHICLES THAT EXCEED

STORMTECH REQUIREMENTS FROM TRAVELING ACROSS OR

PARKING OVER THE STORMWATER SYSTEM. TEMPORARY

FENCING, WARNING TAPE AND APPROPRIATELY LOCATED SIGNS

ARE COMMONLY USED TO PREVENT UNAUTHORIZED VEHICLES

FROM ENTERING SENSITIVE CONSTRUCTION AREAS.

9. THE CONTRACTOR MUST APPLY EROSION AND SEDIMENT

CONTROL MEASURES TO PROTECT THE STORMWATER SYSTEM

DURING ALL PHASES OF SITE CONSTRUCTION PER LOCAL

CODES AND DESIGN ENGINEER'S SPECIFICATIONS.

10. STORMTECH PRODUCT WARRANTY IS LIMITED. CONTACT

STORMTECH FOR WARRANTY INFORMATION.

DRAWN BY:

SCALE:

DATE:

CHECKED:

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO

CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN

ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL

ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND

PROJECT REQUIREMENTS.ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

STORMTECH GENERAL NOTES

NTS

3/29/10

KLJ

FILL MATERIAL FOR LAYER 'D' STARTS FROM THE

TOP OF THE 'C' LAYER TO THE BOTTOM OF

FLEXIBLE PAVEMENT OR UNPAVED FINISHED

GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE

MAY BE PART OF THE 'D' LAYER.

FILL MATERIAL FOR LAYER 'C' STARTS FROM THE

TOP OF THE EMBEDMENT STONE ('B' LAYER) TO

24" [610 mm] ABOVE THE TOP OF THE CHAMBER.

NOTE THAT PAVEMENT SUBBASE MAY BE A PART

OF THIS LAYER.

EMBEDMENT STONE SURROUNDING THE

CHAMBERS FROM THE FOUNDATION STONE

TO THE 'C' LAYER ABOVE.

FOUNDATION STONE BELOW CHAMBERS FROM

THE SUBGRADE UP TO THE FOOT (BOTTOM) OF

THE CHAMBER.

ANY SOIL/ROCK MATERIALS, NATIVE SOILS,

OR PER ENGINEER'S PLANS. CHECK PLANS

FOR PAVEMENT SUBGRADE REQUIREMENTS.

GRANULAR WELL-GRADED SOIL/AGGREGATE

MIXTURES, < 35% FINES. MOST PAVEMENT

SUBBASE MATERIALS CAN BE USED IN LIEU OF

THIS LAYER.

N/A

3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10

3, 357, 4, 467, 5, 56, 57

3, 35, 4, 467, 5, 56, 57

PREPARE PER ENGINEER'S PLANS. PAVED

INSTALLATIONS MAY HAVE STRINGENT MATERIAL

AND PREPARATION REQUIREMENTS.

BEGIN COMPACTION AFTER 24" [610 mm] OF MATERIAL

OVER THE CHAMBERS IS REACHED. COMPACT ADD-

ITIONAL LAYERS IN 6" [152 mm] MAX LIFTS TO A MIN.

95% STANDARD PROCTOR DENSITY.

NO COMPACTION REQUIRED.

PLATE COMPACT OR ROLL TO ACHIEVE A 95%

STANDARD PROCTOR DENSITY ²

MATERIAL LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENTAASHTO M43

DESIGNATION¹

PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE:

“CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE”.

2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9” [229 mm] (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR.

ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS

A

B

C

D

CLEAN, CRUSHED, ANGULAR STONE,

NOMINAL SIZE DISTRIBUTION BETWEEN

3/4 - 2 INCH [19 - 51 mm]

CLEAN, CRUSHED, ANGULAR STONE,

NOMINAL SIZE DISTRIBUTION BETWEEN

3/4 - 2 INCH [19 - 51 mm]

PAVEMENT AND SUBBASE DESIGN (BY

ENGINEER) MOST PAVEMENT SUBGRADE

MATERIALS CAN BE USED IN LIEU OF

REQUIREMENTS FOR LAYERS 'C' & 'D')

6" [152 mm] MIN. 77" [1956 mm] 12" [305 mm] MIN.

6.5' [1.98 m]

MAX.

12"

45" [1143 mm]

ONCE LAYER 'C' IS PLACED ANY

SOIL/MATERIAL CAN BE PLACED IN

LAYER 'D' UP TO THE FINISHED

GRADE. MOST PAVEMENT

SUBBASE SOILS CAN BE USED TO

REPLACE THE MATERIALS

REQUIREMENTS OF LAYERS 'C'

OR 'D' AT THE DESIGN

ENGINEER'S DISCRETION.

24" [610 mm]

MIN.*

ADS 601 NON-WOVEN

GEOTEXTILE (OR EQUAL) ALL

AROUND ANGULAR STONE

DRAWN BY:

SCALE:

DATE:

CHECKED:

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO

CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN

ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL

ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND

PROJECT REQUIREMENTS.ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

STORMTECH MC-3500 ACCEPTABLE FILL

NTS

09/22/10

KLJ

*TO BOTTOM OF FLEXIBLE PAVEMENT.

FOR UNPAVED INSTALLATIONS, WHERE

RUTTING FROM VEHICLES MAY OCCUR,

INCREASE COVER TO 30" [762 mm].

DRAWN BY:

SCALE:

DATE:

CHECKED:

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO

CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN

ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL

ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND

PROJECT REQUIREMENTS.ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

MC-3500 TYPICAL CROSS-SECTION

NTS

09/22/10

KLJ

DESIGN ENGINEER RESPONSIBLE FOR

ENSURING THE REQUIRED BEARING

CAPACITY OF SUBGRADE SOILS

GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES,

<35% FINES. COMPACT IN 6" [152 mm] LIFTS TO 95%

STANDARD PROCTOR DENSITY. SEE THE TABLE OF

ACCEPTABLE FILL MATERIALS

PAVEMENT DESIGN (PER

ENGINEER'S DRAWINGS)

ADS 601 NON-WOVEN

GEOTEXTILE (OR EQUAL) ALL

AROUND ANGULAR STONE

NOMINAL 3/4 - 2 INCH [19 mm - 51 mm]

CLEAN, CRUSHED, ANGULAR STONE

THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE

LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE

DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND

LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND

MULTIPLE VEHICLE PRESENCES.

6" [152 mm] MIN. 77" [1956 mm] 12" [305 mm] MIN.

45" [1143 mm]

MC-3500 ENDCAP

6.5' [1.98 m]

MAX.

MC-3500 CHAMBER

*TO BASE OF FLEXIBLE PAVEMENT.

FOR UNPAVED INSTALLATIONS, WHERE RUTTING FROM

VEHICLES MAY OCCUR, INCREASE COVER TO 30" [762 mm].

16"

6" MIN.

[152 mm]

CHAMBERS SHALL MEET ASTM F 2418 "STANDARD

SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED

WALL STORMWATER COLLECTION CHAMBERS"

DRAWN BY:

SCALE:

DATE:

CHECKED:

THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO

CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN

ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL

ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND

PROJECT REQUIREMENTS.ADVANCED DRAINAGE SYSTEMS, INC.

70 INWOOD ROAD, SUITE 3 | ROCKY HILL, CT 06067

PHONE: 888-892-2694 | FAX: 866-328-8401

WWW.STORMTECH.COM

MC-3500 ISOLATOR ROW PROFILE

NTS

6/15/11

KLJ

SUMP DEPTH

TBD BY

DESIGN ENGINEER

CATCH

BASIN

OR

MANHOLE

24" [600 mm] HDPE ACCESS PIPE REQUIRED.

USE FACTORY PRE-CORED END CAPS.

2 LAYERS OF ADS 315ST WOVEN GEOTEXTILE

BETWEEN FOUNDATION STONE AND CHAMBERS.

MC-3500 - 8.25' [2.51 m] WIDE STRIPS

MC-3500 END CAP

COVER ENTIRE ROW WITH ADS 601

NON-WOVEN GEOTEXTILE (OR EQUAL)

MC-3500 - 12.5' [3.81 m] WIDE STRIP

NOTE: FOR MANY APPLICATIONS, THE ADS 601 NON-WOVEN GEOTEXTILE OVER THE MC-3500 CHAMBERS CAN BE ELIMINATED OR SUBSTITUTED WITH ADS 315ST WOVEN GEOTEXTILE. CONTACT YOUR STORMTECH REPRESENTATIVE FOR ASSISTANCE.

ELEV. 1036.00

ELEV. 1036.75

ELEV. 1041.83

9"

NOTE

DETAILS SHOWN ARE FOR THE ADS STORMTECH © SYSTEM TO

PROVIDE A BASIS FOR COMPARISON TO OTHER SYSTEMS.

SUBMIT OTHER SYSTEMS FOR APPROVAL PRIOR TO

SUBMITTING A BID.

9"

CES CONSULTANTS, LLC

CIVIL ENGINEERING

201 West Travelers Trail, Suite 200 Burn sville, MN 55337

763-274-4405 www.cesminn.com

St. Cloud VA Health Care System

01-03-2013

CONSTRUCTION DOCUMENTS

REHABILITATION CENTER

656-332

24" [610 mm]

MIN.*

ADDENDUM NO. 1 08/16/131

RECORD SET 09/30/162

http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/ http://WWW.STORMTECH.COM/

ND

GENERAL STRUCTURAL NOTES

DESIGN CODES:

2007 MINNESOTA STATE BUILDING CODE (2006 IBC AS AMENDED)

ASCE 7--05 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES.

DESIGN LOADS:

50 PSF ------GROUND SNOW LOAD (P,I

C.= 1.0 Ct= 1.0 TYP. UNO

= 1.1 AT LINK LIGHT GAGE STEEL TRUSSES

= 1.2 AT CANOPY AND LIGHT GAGE STEEL

TRUSSES OVER PRECAST PLANK ROOF

I = 1.0

35 PSF -------ROOF SNOW LOAD TYP. UNO (PLUS SNOW

DRIFTING)

38.5 PSF ------ROOF SNOW LOAD AT LINK LIGHT GAGE STEEL

TRUSSES

42 PSF-------ROOF SNOW LOAD AT CANOPY AND LIGHT GAGE

STEEL TRUSSES OVER PRECAST PLANK ROOF.

80 PSF ------ROOF LIVE LOAD (FUTURE SECOND FLOOR)

80 PSF ------FLOOR LIVE LOAD TYP. UNO

100 PSF ------FLOOR LIVE LOAD AT LOBBIES, STAIRS AND

CORRIDORS

125 PSF ------FLOOR LIVE LOAD AT MECHANICAL AND

STORAGE ROOMS

90 MPH BASIC WIND SPEED (EXPOSURE C)

1.0 --------WIND IMPORTANCE FACTOR, I

0.18 INTERNAL PRESSURE COEFFICIENT

5000 PSF ALLOWABLE SOIL BEARING PRESSURE

48 PSF/FT. -----LATERAL (AT REST) SOIL EQUIVALENT FLUID

PRESSURE

NOTES:

1. IT IS THE CONTRACTOR"S SOLE RESPONSIBILITY TO DESIGN AND

PROVIDE ADEQUATE TEMPORARY SHORING AND LATERAL BRACING

FOR ALL STRUCTURAL ELEMENTS INCLUDING WALLS, COLUMNS,

BEAMS, LINTELS, ETC. FOR WIND, SOIL. AND CONSTRUCTION

LATERAL AND GRAVITY LOADS. THE BRACING MUST REMAIN IN

PLACE UNTIL PERMANENT STRUCTURAL SUPPORTS, INCLUDING

ROOF AND FLOOR DIAPHRAGMS. ARE INSTALLED AND HAVE

REACHED THEIR ALLOWABLE SERVICE STRESSES.

2. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THAT

CONSTRUCTION CONFORMS TO THE LATEST OSHA SAFETY

REQUIREMENTS. NOTIFY THE ARCHITECT AND ENGINEER

IMMEDIATELY IF ANY REVISIONS ARE REQUIRED TO THE DRAWINGS

DUE TO OSHA SAFETY REQUIREMENTS.

3. GEOTECHNICAL ENGINEER SHALL FIELD VERIFY SOIL BEARING

CAPACITY. NOTIFY ARCHITECT AND ENGINEER IF ANY

DISCREPANCIES ARE FOUND.

4. THIS PROJECT IS DESIGNED FOR A FUTURE SECOND FLOOR. SEE

DESIGN LOADS ABOVE.

SUBMITTALS:

ALL SUBMITTED STRUCTURAL SHOP DRAWINGS WILL BE REVIEWED FOR

GENERAL CONFORMANCE WITH THE INFORMATION GIVEN AND DESIGN

CONCEPTS EXPRESSED IN THE CONTRACT DOCUMENTS. REVIEW OF

SUCH SUBMITTALS IS NOT CONDUCTED FOR THE PURPOSE OF

DETERMINING THE ACCURACY AND COMPLETENESS OF DETAILS SUCH

AS DIMENSIONS AND QUANTITIES AS REQUIRED BY THE CONTRACT

DOCUMENTS.

NEW CONST. IN CONJUNCTION WI EXIST. STRUCTURE:

1. THE CONTRACTOR SHALL FIELD VERIFY ALL SIZES, DIMENSIONS,

ELEVATIONS, LOCATIONS. ETC. OF ELEMENTS OF THE EXISTING

CONSTRUCTION RELEVANT TO NEW CONSTRUCTION.

2. ALL DIMENSIONS INVOLVING NEW CONSTRUCTION ADJACENT TO OR

GOVERNED BY EXISTING CONSTRUCTION SHALL BE FIELD CHECKED

BY THE CONTRACTOR AND NOTED ON THE FIRST SHOP DRAWING

SUBMITTED.

3. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER

IMMEDIATELY OF ANY DISCREPANCIES BETWEEN CONSTRUCTION

DOCUMENTS AND ACTUAL FIELD CONDITIONS.

4. ALL HOLES THROUGH EXIST. CONSTRUCTION MUST BE CORE

DRILLED OR SAW CUT. DO NOT OVERCUT WHEN SAW CUTTING.

5. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION

OF THE EXISTING BUILDING DURING ALL PHASES OF

CONSTRUCTION.

SOILS AND FOUNDATIONS:

1. FOUNDATIONS, BASEMENT WALLS, SLABS ON GRADE AND OTHER

ITEMS RELATED TO THE SOILS ARE DESIGNED AND SHALL BE

CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF

NORTHERN TECHNOLOGIES, INC.- GEOTECHNICAL EVALUATION

REPORT NO. 11.50654.100 DATED AUGUST 24, 2011.

2. MINIMUM DEPTH FROM EXTERIOR GRADE TO BOTTOM OF BUILDING

PERIMETER FOOTINGS SHALL BE 42".

3. MINIMUM DEPTH FROM EXTERIOR GRADE TO BOTTOM OF FOOTINGS

AT UNHEATED STRUCTURES SHALL BE 80"'.

4. ALL FOOTINGS ARE CENTERED UNDER WALLS, PILASTERS AND

COLUMNS ABOVE UNO.

5. ALL FOUNDATION WALLS SHALL BE LATERALLY BRACED BEFORE

BACKFILLING AND COMPACTING.

6. DO NOT BACKFILL AROUND STEEL COLUMNS UNTIL CORROSION

RESISTANT ASPHAL TIC COATING HAS BEEN INSTALLED BY THE

STRUCTURAL STEEL ERECTOR

7. COORDINATE ALL UNDERGROUND PIPING OR DUCTWORK

LOCATIONS AND ELEVATIONS WITH THE MECHANICAL CONTRACTOR.

ADJUST FOOTING ELEVATIONS AND PROVIDE SLEEVES PER WALL

FOOTING AT UNDERGROUND LINES DETAIL. FOR PIPING OR

DUCTWORK PARALLEL TO FOOTING. BOTTOM OF FOOTING

ELEVATION SHOULD BE NO HIGHER THAN TI,E PIPE OR DUCTWORK

INVERT ELEVATION PLUS THE HORIZONTAL DISTANCE BETWEEN

EDGE OF FOOTING AND EDGE OF PIPING OR DUCTWORK.

CONTRACTOR SHALL NOTIFY ARCHITECT & ENGINEER FOR

APPROVAL OF ANY DEVIATIONS PRIOR TO COMMENCING WORK

RECORD SET 9/30/H

Horty

CAST-IN-PLACE CONCRETE:

1. DESIGN CODE: IBC CHAPTER 19 &ACI 318-05. BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE & ACI DETAILING

MANUALS LATEST EDITION.

2. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:

TYPE STRENGTH LOCATION

A-- f'c = 3000 PSI -- MASONRY CORE FILL AND BOND BEAMS W/ ~'ii" MAX. AGGREGATE

SIZE AND 8" TO 11• SLUMP.

B f 'c = 4000 PSI INTERIOR SLABS ON GRADE W/ ti"

MAX. AGGREGATE SIZE AND 3" TO

5"SLUMP.

C f 'c = 3000 PSI FOOTINGS

D f 'c = 4000 PSI PIERS, FOUNDATION WALLS AND

COLUMNS

E -- f'c = 4000 PSI -- EXPOSED EXTERIOR CONCRETE

AIR ENTRAINED 6% ± 1%

F -- f'c = 4000 PSI -- CONCRETE TOPPING OVER STEEL

DECK OR PRECAST STRUCTURAL

SYSTEMS.

G f 'c = 4000 PSI ALL OTHER CONCRETE W/ %." MAX.

AGGREGATE SIZE.

3. REINFORCING STEEL PROPERTIES:

A. DEFORMED BARS -ASTM A615 GRADE 60 UNO. USE ASTM

A706 GRADE 60 FOR WELDABLE REBAR.

B. WELDED WIRE FABRIC -ASTM A185.

4. ALL REINFORCING SHALL BE DETAILED. FABRICATED AND PLACED IN

ACCORDANCE WITH THE LATEST ACI MANUALS.

5. SHOP DRAWINGS FOR REINFORCING STEEL AND CONCRETE MIX

DESIGNS SHALL BE SUBMITTED FOR APPROVAL.

6. PLACE ALL ITEMS PER APPROVED SHOP DRAWINGS AND APPROVED

MIX DESIGNS.

7. PROVIDE ALL ACCESSORIES, CHAIRS, SPACER BARS AND SUPPORTS

NECESSARY TO SECURE REINFORCING PER "ACI DETAILING

MANUAL." NO OTHER METHODS OR MATERIALS WILL BE ACCEPTABLE.

8. PROVIDE PLASTIC CHAIRS AND SUPPORTS IN ALL AREAS OF

EXPOSED CONCRETE.

9. PROVIDE MINIMUM CONCRETE COVER FOR ALL REINFORCING AS

FOLLOWS UNO:

A. CONCRETE CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH. --- 3'"

B. CONCRETE EXPOSED TO EARTH OR

WEATHER: #6 THROUGH #18 BARS---- 2"'

#5 BARS AND SMALLER 111/

C. CONCRETE NOT EXPOSED TO WEATHER

OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

#14AND#18BARS 11'::!"

#11 BARS AND SMALLER --- 3//

BEAMS. COLUMNS:

PRIMARY REINFORCEMENT.

TIES, STIRRUPS, SPIRALS 1 1/" ,,

10. PROVIDE 6x6-W1.4xW1.4 WWF IN ALL INTERIOR AND EXTERIOR

SLABS ON GRADE UNO.

11. PROVIDE 100% VIRGIN POLYPROPYLENE FIBER REINFORCING IN ALL

TOPPING OVER PRECAST PLANK UNO (FIBERMESH 300. GENESIS

FIBER, MASTER FIBER F70 OR APPROVED EQUAL).

12. PROVIDE FOOTING DOWELS FOR CONCRETE OR MASONRY WALLS

AND COLUMNS. DOWELS SHALL BE SAME SIZE AND SPACING AS

WALL AND COLUMN VERTICAL REINFORCING AND SHALL PROJECT

FROM FOOTINGS TO PROVIDE LAP SPLICES AS INDICATED BELOW

OR IN THE MASONRY NOTES. PROVIDE 90 DEGREE STANDARD HOOK

IN COLUMN AND FREE STANDING WALL FOOTING DOWELS UNO.

13. LAP SPLICES FOR ALL CONCRETE REINFORCING SHALL BE 36 BAR

DIAMETERS OR 24•, WHICHEVER IS GREATER, UNO ON PL.ANS.

14. PROVIDE MINIMUM CONCRETE WALL REINFORCING AS FOLLOWS

UNO:

WALL THICKNESS

6" ANDB"

10" 12" 14"

16" AND 18"

VERT. REINF. HORIZ. REINF.

#4@ 16" O.C. CTRD #4@ 12"' O.C. CTRD

#4@ 16"' O.C. EF #4@ 16'" O.C. EF

#4@ 12"' O.C. EF #4@ 12'" O.C. EF

#S@ 16" O.C. EF #4@ 12" O.C. EF

#S@ 16" O.C. EF #5@ 16" O.C. EF

15. PROVIDE EXTRA REINFORCING ON ALL SIDES OF ALL CONCRETE

WALL AND SLAB OPENINGS EQUAL TO ONE HALF THE INTERRUPTED

REINFORCING IN EACH DIRECTION. UNO ON THE DRAWINGS. A

MINIMUM OF 1-#5 SHALL BE PROVIDED FOR EACH LAYER OF

REINFORCEMENT. EXTEND BARS PAST EDGE OF OPENING THE LAP

SPLICE NOTED ABOVE. PROVIDE AN ADDITIONAL #4x4'-0" DIAGONAL

BAR AT EACH CORNER FOR EACH LAYER OF REINFORCING.

16. HOT WEATHER AND COLD WEATHER CONCRETE PROVISIONS OF ACI

305 AND ACI 306 SHALL BE FOLLOWED.

17. PROVIDE CONCRETE WALL VERTICAL CONTROL JOINTS AS FOLLOWS

UNO:

WALL THICKNESS MAX. CONTROL JOINT SPACING

8"-10" 12"-16.

Elving"'

24'-0" o.c.

30'-0" O.C.

Planning Architecture Engineering Interior Design Construction Management

505 East Grant Street, Minneapolis, MN 55404-1490 Design Build

REVISION DATE T 612.332-4422 F 612.344.1282 hortyelving.com Horty Elving & Associates, Inc.

PRECAST, PRESTRESSED CONCRETE:

1. DESIGN CODE: PRECAST PRESTRESSED CONCRETE SHALL BE

DESIGNED, FABRICATED AND ERECTED PER ACI 318--05. BUILDING

CODE REQUIREMENT FOR STRUCTURAL CONCRETE AND PCI DESIGN

HANDBOOK - PRECAST AND PRESTRESSED CONCRETE. LATEST

EDITION.

2.

3.

4, 5.

6.

PRECAST. PRESTRESSED CONCRETE SHALL BE DESIGNED.

FABRICATED AND ERECTED PERACI 318 AND PCI •DESIGN HANDBOOK

- PRECAST AND PRESTRESSED CONCRETE" LATEST EDITIONS.

PRECAST MANUFACTURER SHALL PROVIDE AND DESIGN FOR ALL

OPENINGS LARGER THAN 8" SQUARE OR 8" IN DIAMETER THRU ALL

PRECAST UNITS. THE MANUFACTURER SHALL DESIGN FOR ALL

OTHER SMALLER OPENINGS TO BE FIELD CUT BY THE TRADE

REQUIRING THEM. THE FIELD CUT OPENING SIZE AND LOCATION

MUST BE APPROVED BY THE PRECAST MANUFACTURER PRIOR TO

INSTALLATION. THE PRECAST MANUFACTURER SHALL VERIFY ALL

OPENING QUANTITIES. SIZES AND LOCATIONS WITH MECH .• ELEC.

AND ARCH. DRAWINGS AND ALL CONCERNED CONTRACTORS.

PRECAST MANUFACTURER SHALL DESIGN AND PROVIDE ALL

HEADERS AT OPENINGS THRU PRECAST UNITS. ADJACENT PRECAST

UNITS SHALL BE DESIGNED FOR HEADER LOADS.

ALL PRECAST UNITS SHALL BE POURED A MINIMUM OF 28 DAYS

PRIOR TO ERECTION.

PRECAST UNITS SHALL BE ERECTED SIMULTANEOUSLY ON EACH

SIDE OF ALL SUPPORTING BEAMS OR WALLS. THE BEAMS SHALL BE

BRACED TO PREVENT ROTATION UNTIL ALL OF THE PRECAST UNITS

ARE INSTALLED AND CONNECTED.

7. LIMIT CAMBER TO ONE HALF THE NORMAL CAMBER AT ALL PRECAST

UNITS ADJACENT AND PARALLEL TO EXTERIOR AND INTERIOR WALLS.

8. PRECAST MANUFACTURER SHALL SHOW ALL FIELD CONNECTION

REQUIREMENTS, INCLUDING WELDING ON THE SHOP DRAWINGS.

9. SEE ARCH. DRAWINGS AND DETAILS FOR ALL RECESSES OR FLOOR

SLOPES OVER PRECAST UNITS.

10. THE DESIGN OF ALL MEMBERS AND ELEMENTS SHOWN ON THE

DRAWINGS ARE FOR THE IN-PLACE COMPLETED BUILDING. ALL

LOADING CRITERIA AND VERIFICATION OF DESIGN FOR LOADING

SUCH AS STRIPPING, HANDLING. TRANSPORTATION AND ERECTION

ARE TI,E SOLE RESPONSIBILITY OF THE PRECAST SUPPLIER.

11. DESIGN DEVIATIONS WILL NOT BE PERMITTED WITHOUT THE

ARCHITECrs APPROVAL. DESIGN DEVIATIONS SHALL BE SUBMITTED

WITH COMPLETE CALCULATIONS AND DRAWINGS CERTIFIED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS LOCATED. DESIGN DEVIATIONS SHALL PROVIDE AN

INSTALLATION EQUIVALENT TO THE ORIGINAL INTENT WITHOUT

INCURRING ADDITIONAL COST TO THE OWNER.

12. CONTRACT DRAWINGS INDICATE NOMINAL STRUCTURAL TOPPING

THICKNESS. THE PRECAST MANUFACTURER SHALL DESIGN THE

UNITS FOR THE ACTUAL TOPPING THICKNESS WHICH IS DETERMINED

BY THE UNITS CAMBER. FLOORS ARE POURED LEVEL UNO.

13. ROUGHEN SURFACES OF PRECAST UNITS TO RECEIVE A CONCRETE

TOPPING TO ENSURE A SUFFICIENT BOND FOR COMPOSITE ACTION

BETWEEN PRECAST AND TOPPING.

14. THE PRECAST MANUFACTURER SHALL DESIGN ALL PRECAST,

PRESTRESSED CONCRETE MEMBERS FOR ALL APPLICABLE GRAVITY.

SOIL AND WIND LOADS INDICATED ON THE DRAWINGS. IN ADDITION,

THE PRECAST MANUFACTURER SHALL DESIGN THE FOLLOWING:

A. ALL EMBEDDED ITEMS IN PRECAST UNITS SUCH AS PLATES.

ANCHORS. ETC.

B. LOOSE SHEAR PLATES STRUCTURALLY ATTACHED TO

EMBEDDED ITEMS IN PRECAST UNITS.

PRECAST MANUFACTURER SHALL SUPPLY ALL ABOVE LISTED ITEMS

AND COORDINATE LOCATIONS WITH ALL CONCERNED CONTRACTORS.

15. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS CERTIFIED BY

A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS LOCATED.

MASONRY:

1. DESIGN CODES: IBC CHAPTER 21 & ACI 530-05. MSJC-BUILDING CODE

REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES.

2. SEE ARCHITECTURAL DRAWINGS FOR MASONRY WALL FIRE RATINGS.

3. HOLLOW CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT

UNITS PER ASTM C90 REQUIREMENTS. F'm = 2000 PSI.

4. ALL MORTAR FOR LOAD BEARING WALLS BELOW GRADE SHALL BE

TYPE 'M' MORTAR. MORTAR FOR LOAD BEARING WALLS ABOVE

GRADE SHALL BE TYPE'S'. TYPE "N" MORTAR WILL BE ALLOWED FOR

INTERIOR ABOVE GRADE NON-LOAD BEARING PARTITIONS.

5. MORTAR PER ASTM C270. MINIMUM 28 DAY COMPRESSIVE

STRENGTH: TYPE 'M' = 2500 PSI., TYPE'S'= 1800 PSI., TYPE 'N' = 750

PSI.

6. COARSE GROUT PER ASTM C476. MINIMUM 28 DAY COMPRESSIVE

STRENGTH = 3000 PSI. NO GROUT IS TO BE HAND MIXED ON SITE.

7. WHEN REQUIRED BY THE ARCHITECT, ENGINEER, OR BUILDING

OFFICIAL, MASONRY COMPRESSIVE STRENGTH SHALL BE TESTED

PER IBC 2105.3.

8. MASONRY CEMENT SHALL NOT BE USED IN MORTAR OR GROUT.

9. REINFORCING STEEL:

A. DEFORMED BARS: ASTM GRADE 60.

B. JOINT REINFORCEMENT: ASTM A82.

10. SUBMIT MORTAR AND GROUT DESIGN MIXES FOR APPROVAL.

11. SUBMIT SHOP DRAWINGS FOR REINFORCING STEEL.

12. PROVIDE MINIMUM 8" FULL DEPTH AND WIDTH BEARING FOR ALL

MASONRY LINTELS.

13. WIRE JOINT REINFORCING FOR CONCRETE BLOCK WALLS SHALL BE

STANDARD CORROSION RESISTANT 9 GAGE LADDER TYPE (PROVIDE

TRI-ROD LADDER FOR MUL Tl WYTHE WALLS). INSTALL JOINT

REINFORCING PER MANUFACTURER'S RECOMMENDATIONS AT A

MAXIMUM SPACING OF 16" O.C. UNO ON DRAWINGS OR PROJECT

SPECIFICATIONS.

14. INSTALL MASONRY VERTICAL AND HORIZONTAL REINFORCING PER

IBC REQUIREMENTS AND AS FOLLOWS:

A. SEE PLANS. DETAILS. AND SCHEDULES FOR REQUIRED

REINFORCING.

B. PROVIDE FULL MORTAR BEDDED FACE SHELLS AND WEBS

AROUND ALL GROUTED CELLS FOR BEARING AND TO

PREVENT LEAKAGE INTO ADJACENT CELLS.

C. PLACE VERTICAL REINFORCING PRIOR TO PLACING GROUT.

D. PROVIDE REINFORCEMENT POSITIONERS TO HOLD VERTICAL

REINFORCEMENT IN PROPER POSITION AT TOP AND BOTTOM OF

ALL LIFTS. LENGTI, OF REINFORCING BARS TO BE COORDINATED

WITH CONCRETE AND MASONRY CONTRACTORS.

E. GROUT ALL CORES CONTAINING REINFORCING SOLID.

F. MASONRY WALL CELLS TO BE GROUTED WITH CONCRETE

SHALL BE FILLED IN MAXIMUM 4'-0" LIFTS. REMOVE ALL

OVERHANGING OBSTRUCTIONS AND DEBRIS FROM THE

CELLS PRIOR TO GROUTING.

G. CONSOLIDATE ALL GROUT BY RODDING OR VIBRATING.

H. REINFORCEMENT SPLICES AT ALL FOOTING DOWELS,

VERTICAL WALL REINFORCING, HORIZONTAL WALL

REINFORCING, AND BOND BEAM REINFORCING SHALL BE A

MINIMUM OF 48 BAR DIAMETERS FOR TENSION SPLICES AND

48 BAR DIAMETERS FOR COMPRESSION SPLICES.

J. PROVIDE CORNER BAR WITH 2'-0" + 2'--0" LEGS FOR EACH

HORIZONTAL BOND BEAM BAR AT CORNERS AND

INTERSECTING WALLS.

15. PROVIDE CONTINUOUS BOND BEAMS WITH 2-#5 CONTINUOUS AT THE

TOP OF ALL BEARING AND END WALLS.

16. PROVIDE CONTINUOUS 811 HIGH x WALL THICKNESS BOND BEAM WITH

2-#5 CONTINUOUS AT ALL MASONRY WALL BRICK LEDGE ELEVATIONS.

17. GROUT SOLID BELOW ALL STEEL BEARINGS A MINIMUM OF FIVE

COURSES DOWN FOR 16" LENGTH OF WALL, UNO ON DRAWINGS. ALL

STEEL BEAMS SHALL BEAR A MINIMUM OF 8- ON SOLID GROUTED

MASONRY UNITS, UNO.

18. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHORE AND

BRACE. AS NECESSARY. ALL BEAMS SUPPORTING MASONRY ABOVE

TO PREVENT MOVEMENT OF BEAMS DURING WALL CONSTRUCTION.

SHORING AND BRACING MAY BE REMOVED ONLY AFTER WALLS ARE

ATTACHED TO ROOF OR FLOOR STRUCTURE ABOVE.

19. STEEL BEAMS SUPPORTED ON MASONRY SHALL BEAR EACH END ON

h:" STEEL PLATE x 12• LONG x NOMINAL WALL WIDTH MINUS 2"WITH 2-%" DIAMETER x 5" LONG HEADED STUDS. FASTEN ONE END OF

BEAM TO PLATE WITH KEEPER BARS WHICH WILL PROVIDE LATERAL

SUPPORT FOR BEAM AND ALLOW LONGITUDINAL MOVEMENT. SEE

DRAWINGS FOR KEEPER BAR CONNECTION DETAILS.

20. INSTALL LINTELS FOR ALL MASONRY WALL OPENINGS AS FOLLOWS,

UNO ON PLANS, DETAILS, AND SCHEDULES:

A. PROVIDE ONE 8" HIGH COURSE LINTEL W/ 2-#5 BOTTOM FOR

ALL 2'-0" WIDE OR LESS OPENINGS IN LOAD BEARING

MASONRY WALLS AND ALL 4'--0" WIDE OR LESS OPENINGS IN

NON-LOAD BEARING MASONRY WALLS. PROVIDE TWO a•

HIGH COURSE LINTEL W/ 2-#5 BOTTOM FOR SPANS UP TO

6'-4" IN NON-LOAD BEARING WALL.

B. VERIFY SIZE AND LOCATIONS OF ALL MECHANICAL LOUVERS,

DUCTS, AND ALL OTHER OPENINGS WITH MECHANICAL

CONTRACTOR AND OTHER CONCERNED DISCIPLINES.

C. SEE PLANS, SCHEDULES, AND DETAILS FOR LINTEL TYPES

AND LOCATIONS. CONTACT ARCHITECT FOR LINTEL TYPE

AND SIZE FOR ALL REQ'D OPENINGS GREATER THAN 2'--0"

WIDE IN LOAD BEARING WALLS NOT SHOWN ON STRUCTURAL

PLANS. DETAILS AND SCHEDULES.

21. MASONRY VERTICAL CONTROL JOINTS:

A. COORDINATE JOINTS AND CONSTRUCTION DETAILS Wini

ARCHITECT. MAXIMUM SPACING IS 24'-0".

B. LOCATE JOINTS 2'-0" FROM ALL CORNERS AND EDGE OF ALL

OPENINGS EXCEPT AS NOTED PER SECTIONS AND DETAILS.

C. FOR LOAD BEARING MASONRY, CONTINUE BOND BEAM

REINFORCING AND GROUT THROUGH CONTROL JOINTS.

D. FORM CONTROL JOINTS IN BLOCK WITH JAMB BLOCK WITH

NEOPRENE INSERTS, OR ROD AND CAULK. CONTRACTOR

OPTION: USE STANDARD BLOCK, LINE ONE SIDE WITH

BUILDING PAPER, AND GROUT SOLID TO FORM KEYWAY.

E. PROVIDE CONTROL JOINTS AT INTERSECTIONS OF BEARING

AND NON-BEARING WALLS.

STEEL - STRUCTURAL:

1. DESIGN CODES: IBC CHAPTER 22 & AISC 360--05, SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS.

2. STEEL PROPERTIES:

A. ASTM A992 (f,=50 KSI) FOR WIDE FLANGE SHAPES B. ASTM A500 GRADE B (f,=46 KSI) FOR TUBULAR MEMBERS

C. ASTM A36 STEEL (1,=36 KSI) FOR ALL OTHER MEMBERS UNO

D. CONNECTION BOLTS= ASTM A325

E. WELDS= AMERICAN WELDING SOCIETY (AWS.J A5.1 OR A5.5 &

E70XX ELECTRODES

F. HEADED STUDS= ASTM A307

G. EXPANSION ANCHORS= HIL Tl KWIK BOLT 3 OR APPROVED EQUAL

3. PROVIDE CORROSION RESISTANT ASPHAL TIC COATING OR EQUAL

AROUND ALL STRUCTURAL STEEL BELOW GRADE.

4. ALL WELDS SHALL BE MADE BY CERTIFIED WELDERS AND IN

ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS.) - D1.1

LATEST EDITION.

5. STRUCTURAL STEEL FABRICATOR SHALL FURNISH ALL PLATES AND

ANGLES CAST IN CONCRETE AND MASONRY FOR CONNECTING

STEEL JOISTS, BEAMS, COLUMNS, DECK, ETC. UNO. SEE APPLICABLE

NOTES ON THIS SHEET AND COORDINATE WITH MASONRY AND

CONCRETE CONTRACTORS.

6. ALL STEEL BEAMS AND LINTELS TO BEAR A MINIMUM OF 8" UNO.

7. ALL COLUMN BASE AND CAP PLATES TO BE WELDED AROUND ALL

SIDES.

8. PRIME PAINT PER AISC SECTION 6.5, UNO ON ANY CONSTRUCTION

DOCUMENTS.

9. STRUCTURAL STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS

FOR APPROVAL.

10. MISCELLANEOUS METALS SUPPLIER SHALL SUBMIT DRAWINGS AND

DESIGN CALCULATIONS FOR STAIR SYSTEMS, INCLUDING STAIRS.

STRINGERS, LANDINGS, RAILINGS AND CONNECTIONS. DESIGN

CALCULATIONS SHALL BE CERTIFIED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

11. PROVIDE BEAM CONNECTIONS AS SHOWN BELOW. ALTERNATE

CONNECTIONS WILL BE ALLOWED PROVIDED THAT CONNECTION

DESIGN CALCULATIONS, CERTIFIED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED, ARE

SUBMITTED BY THE FABRICATOR FOR REVIEW.

BOLTED/WELDED BEAM CONNECTION REQUIREMENTS

BEAM SIZE

NO. OF ~-:t0 H.S. CONN. ANGLES WELD

(A325N) BOLTS E.S. ITHICKNESS LENGTH SIZE

W36 10 ~-.:.• 2•-5J,;,• h" W33 9 ~.:.- 2•-2k• 1-'" 4 W30 8 3,-. 1'-111'2" 1/" ,, ,4

W27 7 3_,,. 1'-BJ-;:,• 1-'" Jo 4 W24 6 %· 1•-5%• ]/" ,4

W21 5 ~,,,. 1'-2%- )4" W18 4 %· o·-11h" 1/H ,4

W16 4 5/16" o·-11!--::." t,"

W14 3 5/16" 0'-81-:!" %" W12 3 5/16" 0'-8%" t," ,4

W10 2 5/16" 0'-5\i" 1'4'' W8 2 5/16" 0'-5%"

1,-11 ,4

W6 1 5/16" 0'-4" 3/16"

NOTES:1. USE E70XX ELECTRODES.

2. OUTSTANDING LEGS OF CONNECTION ANGLES MAY BE

REDUCED TO 3- WHEN BEAM FRAMES INTO W8 COLUMN

WEB.

3. SEE TABLE FOR CONNECTION ANGLES, NUMBER OF

BOLTS AND WELD SIZES.

4. BOLTS SHALL BE TIGHTENED IN PROPERLY ALIGNED

HOLES TO A SNUG-TIGHT CONDITION AS DEFINED BY THE

LA TEST EDITION OF AISC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS•

UNO.

I hemby certify that this plm, speclllcallon, or report was pmpsred by me er under my di-eel •upervlslon anti that I an a APPROVED: SERVICE LINE DIRECTOR duly lic:enlll!d Profeuicnal Engiieer under 1h11 laws of the Slab, cf MinnEcla.

Robert Hul!:hlnMn Rl!glll1mllon No. 26828

I APPROVED: GEMS COORDINATOR

I APPROVED: PROJECTS SECTION MANIU,ER

OCOl'YRIGHT This drawing Is lhe copflti,rte,d work prOliJct of Ardttect ind reue, modlflallan or reproduction ,;lthne d-1111 wltb1111t eipraa wrlfll=n c;anlelll of An:hlled la prohibited. The i11Chlle&tural or lellled Rnl= perftmned orfunnhed by the An:hbd forttk pnijel:I n I APPROVED: DIRECTOR FMS prvvldtd1ijijtd m th, i;a11!1and llilll or,1m1111y mrRIOd by 111111111111!1111"11111 tn:11111!:lural plllllnlon pm;tl;m11111dli'" almll1r i;i~._ at 1111 ..mt&n~ •rid ii lhl Afflf loc:dty. Archilltl m1ktt no vrel'l"llriiH, PprtN or ,.a;lld, ii comtetion with ill Hl'Yittl.

DATE:

STEEL - DECK:

1. DESIGN CODE: STEEL DECK INSTITUTE (SDI.): "DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS AND ROOF DECKS" LATEST EDITION.

2. STEEL DECK SHALL CONFORM TO ASTM A-611 ORA-448 AND HAVE A

MINIMUM YIELD STRENGTH OF 33,000 PSI. DECK SIZE. TYPE AND

GAUGE TO BE AS INDICATED ON PLANS.

3. FIELD WELD STEEL ROOF DECK AT CANOPY AND VESTIBULE TO ALL

INTERIOR STEEL SUPPORTS AS SHOWN ON PLANS. PROVIDE

WELDS@6" O.C. TO PLATE, ANGLE OR BEAM AT BUILDING

PERIMETER UNO. SI DELAP FASTENING SHALL BE AS INDICATED ON

PLANS.

4. SEE ROOF FRAMING PLAN NOTES FOR FASTENING REQUIREMENTS

FOR STEEL DECK OVER LIGHT GAGE STEEL ROOF TRUSSES.

5. SPAN DECK SECTION MINIMUM 3 SPANS CONTINUOUS. UNO.

6. THE STEEL DECK FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR

APPROVAL.

7. STEEL DECK TO BE SHOP PRIMED W/ STANDARD GREY PRIMER UNO.

ON ARCHITECTURAL DRAWINGS.

LIGHT GAGE STEEL TRUSSES:

1. DESIGN CODE: IBC CHAPTER 22, SECTION 2209-COLD FORMED

STEEL. SEE PLANS FOR SIZE AND GAUGE OF STUDS.

2. ALL STEEL STUDS SHALL BE DESIGNATED CSJ PER "DIETRICH

INDUSTRIES" OR EQUAL.

3. ALL STEEL STUD FASTENERS SHALL BE WELDED CONNECTIONS, OR

SHALL BE "TEKS" SCREWS, MANUFACTURED BY "ITW BUILDEX" OR

APPROVED EQUAL.

4. STUDS SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB

PRIOR TO STUD AND TRACK ATTACHMENT.

5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR

ATTACHMENT TO PERPENDICULAR MEMBERS. MEMBERS SHALL BE

HELD POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.

6. STUDS SHALL BE PLUMBED. ALIGNED AND SECURELY ATTACHED TO

THE FLANGE OR WEBS OF BOTH UPPER AND LOWER TRACKS.

7. SEE PLANS AND STEEL DECK NOTES FOR SHEATHING

REQUIREMENTS AND FASTENING.

8. TRUSS SYSTEM BRIDGING AND BRACING SHALL BE SPACED AND

CONNECTED ACCORDING TO THE CERTIFIED 054000 SHOP DRAWINGS.

9. CONTINUOUS BOTTOM RUNNER TRACK FOR ALL PITCHED ROOF

TRUSSES SHALL BE ANCHORED TO PRECAST ROOF PLANK WITH

POWER DRIVEN FASTENERS AS PER THE CERTIFIED 054000 SHOP

DRAWINGS. (MAXIMUM SPACING TO BE 16" O.C.)

10. THE INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS IS

ONLY CONCEPTUAL AND IS INTENDED TO EXPRESS MINIMUM LIGHT

GAGE STEEL SYSTEM MATERIAL, DESIGN, AND CONSTRUCTION

PERFORMANCE CRITERIA. THE LIGHT GAGE STEEL TRUSS SUPPLIER

SHALL PROVIDE AND SUBMIT FOR APPROVAL THE FINAL

STRUCTURAL ENGINEERING DESIGN WHICH INCLUDES DETAILED

SHOP DRAWINGS AND CALCULATIONS OF THE MEMBER SIZES, GAGE

THICKNESS. SPACING, AND ALL CONNECTIONS. ALL SUBMITTALS

MUST BE CERTIFIED BY A PROFESSIONAL ENGINEER REGISTERED IN

THE STATE OF MINNESOTA.

SPECIAL INSPECTION AND TESTING:

1. SPECIAL INSPECTION AND TESTING IS REQUIRED IN ACCORDANCE

WITH THE LATEST EDITION OF IBC. CHAPTER 17. FOR THE FOLLOWING

PORTIONS OF CONSTRUCTION:

A. CONCRETE

B. CAST-IN-PLACE ANCHORS IN CONCRETE

C. POST-INSTALLED ANCHORS IN CONCRETE (PER PRODUCT

ICC-ESR REQUIREMENTS)

D. REINFORCING STEEL IN CONCRETE

E. CAST-IN-PLACE ANCHORS IN MASONRY

F. POST-INSTALLED ANCHORS IN MASONRY (PER PRODUCT

ICC-ESR REQUIREMENTS)

G. REINFORCING STEEL IN MASONRY - LEVEL 1

H. STRUCTURAL WELDING -VISUAL TESTING (UNO)

J. HIGH STRENGTH BOLTING

2. THE GENERAL CONTRACTOR SHALL SUBMIT A COMPLETED •SPECIAL

STRUCTURAL TESTING AND INSPECTION - PROGRAM SUMMARY

SCHEDULE" TO TI,E BUILDING OFFICIAL, ARCHITECT AND ENGINEER

PRIOR TO THE START OF CONSTRUCTION.

3. THE TESTING/INSPECTION AGENCY SHALL SUBMIT A FINAL

CERTIFIED REPORT AT SUBSTANTIAL COMPLETION. INDICATING

THAT ALL WORK REQUIRING SPECIAL INSPECTIONS AND TESTING

HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT

DOCUMENTS. A LIST OF ANY UNRESOLVED DEFICIENCIES SHALL BE

INCLUDED IN THIS REPORT.

APPROVED: INFECTION CONTROL NLRSE DATE: DRAWING TITLE

GENERAL

DATE: 11 APPROVED: PATIENT SAFETY DATIC I STRUCTURAL NOTES

DATE: 11 APPROVED: CHIEF OF Pct.ICE DATIC I I APPROVED: CHIEF OF STAFF DATIC I

DATE: 11 APPROVED: SAFETY MANAGER DATIC I I APPROVED: MEDICAL CENTER DIRECTOR DATIC I

STRUCTURAL ABBREVIATIONS

CL

A A.B.

A.D.

ADDM.

ADD'L.

ADJ.

A.F.F.

ALT.

APPROX.

ARCH.

B BROG.

BFE

BIT.

BLDG.

BLK.

BLKG.

BM.

BT.

BOT.

BRG.

BSMT.

BTWN.

C CANT.

C.I.P C.J.

CLR.

c.o.

COL.

COMB.

COMP.

CONG.

CONN.

CONST.

CONT.

CONTR.

CMU

COORD.

CTR.

CU. FT.

C.Y.

D TT, DBL TEE

DP.

DEPT.

DIAJ0

DIAG.

DIM.

DEAD LD., D.L.

DTL./DET.

DN.

DO.

DWG.

OWLS.

DR

E EA.

E.F.

EL.

ELEC.

ELEV.

ED .• =

EMBED.

EQUIP.

ERECT.

E.W.

EXIST.

EXP.

E.J., EXP. JT.

EXT.

F FAB.

FD

FON.

FIN.

FLR

FLG.

FP

FRMG.

FTG.

FFE

FT., I

FV

G GA.

GALV.

G.C.

GEN'L.

GLU-LAM, G.L.

GR BM.

H H. H.

HT.

HD.

HDR.

HK

HORIZ.

H.V.A.C.

I.E.

I.F.

IN.,•

INFO.

INSUL.

INT.

INV.

J JBE

JST.

JT .• JNT.

PROJECT TITLE

AND K K. KIPS

AT (CL TO CL SPACING) K.O. KNOCKOUT

CENTERLINE KSI KIPS PER SQUARE INCH

ROUND OR DIAMETER

POUND OR NUMBER L LB. OR# POUND (WEIGHT)

L.F. LINEAL FOOT

ANCHOR BOLT LG., LGT LENGTH, LONG

AREA DRAIN LIN. LINEAR

ADDENDUM LIVE LD., L.L. LIVE LOAD

ADDITIONAL LLH LONG LEG HORIZONTAL

ADJUST/ADJUSTABLE LLV LONG LEG VERTICAL

ABOVE FINISH FLOOR LOC. LOCATION OR LOCATE

ALTERNATE LONG. LONGITUDINAL

APPROXIMATE LT.WT. LIGHT WEIGHT

ARCHITECT/ARCHITECTURAL LD. LOAD

BRIDGING M MAN. MANUAL

BOTTOM FOOTING ELEVATION MAS. MASONRY

BITUMINOUS MAX. MAXIMUM

BUILDING MAT'L. MATERIAL

BLOCK MECH. MECHANICAL

BLOCKING MEMB. MEMBRANE

BEAM MTL. METAL

BENT MEZZ. MEZZANINE

BOTTOM MFR. MANUFACTURER

BEARING MIN. MINIMUM

BASEMENT MISC. MISCELLANEOUS

BETWEEN M.O. MECHANICAL OPENING

CANTILEVER N N.A. NOT APPLICABLE

CAST IN PLACE N.I.C. NOT IN CONTRACT

CONTROL JOINT NO .• # NUMBER

CLEAR NOM. NOMINAL

CLEAN OUT N.T.S. NOTTO SCALE

COLUMN

COMBINATION/COMBINED 0 o.c. ON CENTER

COMPOSITE O.F. OUTSIDE FACE

CONCRETE OD OVERFLOW DRAIN

CONNECT/-ED/-ION OPNG. OPENING

CONSTRUCT/-ION OPP. OPPOSITE

CONTINUE/-OUS/-ION O.H.DR OVERHEAD DOOR

CONTRACT/-OR

CONCRETE MASONRY UNIT p P&J PAN AND JOIST

COORDINATE PART. PARTITION

CENTER P/C PRECAST CONCRETE

CUBIC FEET PLBG. PLUMBING

CUBIC YARD PL. PLATE

PLF POUNDS PER LINEAR FOOT

DOUBLE TEE PNL. PANEL

DEPTH OR DEEP PRELIM. PRELIMINARY

DEPARTMENT PREP. PREPARATION

DIAMETER PROJ. PROJECTION

DIAGONAL PSF POUNDS PER SQUARE FOOT

DIMENSION PSI POUNDS PER SQUARE INCH

DEAD LOAD P.T. POST TENSION

DETAIL

DOWN Q QUAN.,QTY. QUANTITY

DITTO

DRAWING R R. RISER OR RADIUS

DOWELS RD ROOF DRAIN

DOOR REC. RECESSED

REF. REFERENCE

EACH REINF. REINFORCE/-ED/-ING

EACH FACE RET. RETAINING

ELEVATION REQ"D. REQUIRED

ELECTRICAL REV. REVISION

ELEVATOR R.O. ROUGH OPENING

EQUAL

EMBEDMENT.EMBEDDED s SCHED. SCHEDULE

EQUIPMENT SEC.,SECT. SECTION

ERECTION S.F., SQ. FT. SQUARE FOOT

EACH WAY SHT. SHEET

EXISTING SIM. SIMILAR

EXPANSION SJI STEEL JOIST INSTITUTE

EXPANSION JOINT SL SNOW LOAD

EXTERIOR SPA. SPACES

SPEC. SPECIFICATIONS

FABRICATE SQ. SQUARE

FLOOR DRAIN SQ.YD. SQUARE YARD

FOUNDATION STD. STANDARD

FINISH STIFF. STIFFENERS

FLOOR STL STEEL

FLANGE STIR. STIRRUPS

FIREPROOFING STL JST. STEEL JOIST

FRAMING STOR STORAGE

FOOTING STR,STRT. STRAIGHT

FINISH FLOOR ELEVATION STRUC(T). STRUCTURAL

FOOT SYM. SYMMETRICAL

FIELD VERIFY

T TBE TOP BEAM ELEVATION

GAUGE TGE TOP GIRDER ELEVATION

GALVANIZED T&B TOP AND BOTTOM

GENERAL CONTRACTOR TPE TOP OF PLANK ELEVATION

GENERAL TEMP. TEMPERATURE

GLUE LAMINATED WOOD THRU THROUGH

GRADE BEAM T&G TONGUE AND GROOVE

TRANS(V). TRANSVERSE

HIGH TSE TOP OF SLAB ELEVATION

HEIGHT TDE TOP STEEL DECK ELEVATION

HEADED TYP. TYPICAL

HEADER TFE TOP FOOTING ELEVATION

HOOK TWE TOP WALL ELEVATION

HORIZONTAL

HEATING, VENTILATION, u UNFIN. UNFINISHED

& AIR CONDITIONING UNO UNLESS NOTED OTHERWISE

INVERT ELEVATION V VERT. VERTICAL

INSIDE FACE

INCH/-ES WWI WITH

INFORMATION W,W. WIDE/WIDE FLANGE

INSULATION WD. WOOD

INTERIOR WOW. WINDOW

INVERT W/0 WITHOUT

W.PT.,WP WORK POINT

JOIST BEARING ELEVATION WT. WEIGHT

JOIST W.W.F. WELDED WIRE FABRIC

JOINT

STRUCTURAL DRAWING SHEET INDEX

S001 GENERAL STRUCTURAL NOTES

S101 LOWER LEVEL AND TRASH ENCLOSURE

FOUNDATION PLANS

S201 MAIN LEVEL FRAMING PLAN AND GENERATOR

BUILDING PLANS

S301 ROOF FRAMING PLAN

S401 SECTIONS AND DETAILS

S402 SECTIONS AND DETAILS

S403 SECTIONS AND DETAILS

DA TIC

I 01/03/2013

REHABILITATION CENTER PLOT SCALE

I St. Cloud VA PROJECT #656-332

St. Cloud VA Health Care System PROJECT NO.

S1430 Health Care System Brainerd I Montevideo I Alexandri a

BUILDING No CHECKED BY

~ 116 RSH M

LLC~I JLIN DRAWING NO.

I

VA MEDICAL CENTER S001 ST.CLOUD, MN 56303

4" CONC. SLAB ON GRADE

W/ 6x6-W1.4xW1.4 WWF

FFE=88'-0" (SEE MECH. FOR

CONC. PAD REQUIREMENTS)

T/O GRADE EL.

= 93'-0"

T/O GRADE EL.

= 91'-7"

T/O GRADE EL.= 91'-7"+/-

(MATCH EXIST.)

DRAIN TILE

D R

A

IN

T

ILE

D R

A

IN

T

ILE

DRAIN TILE

DRAIN TILE

D R

A

IN

T

IL

E

DRAIN TILE

DRAIN TILE

DRAIN TILE

D R

A

IN

T

IL

E

DRAIN TILE

DRAIN TILE

DRAIN TILE

C.O.

C.O.

C.O.

C.O.

C.O.

C.O. C.O.

C.O.

C.O.

C.O.

C.O.

C.O.

SEE 3/S401 FOR TYP.

CONTROL/CONST.

JT. DETAIL

S401

TYP. 2

LOC.

S401

SIM.

S S

SS

S S

S

S

S S

S S

S S

S S

11' - 4 1/2"

S401

SIM.

S401

S401

S401 8

S401

SIM.

SIM.

SIM.

S401

S401

S401

S401

S401 8

S401 8

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

S401

SIM.

SIM.

SIM.

SIM.

SIM.

SIM.

S401

SIM.

S401

SIM.

SIM.

SIM.

SIM.

SIM.

SIM.

SIM.

SIM. SIM.

S401SIM.

TYP.

S401

S401

S401

S401 9

S401

S401

S401

S401

S401

S401

S401

S401

TYP.

2 LOC.

SIM.

SIM.

SIM.

TYP.

SIM.

SIM.

SIM.

SIM.

OPP.

HAND

SIM.

TYP.

SIM.

TYP.

SIM.

TYP.

SIM.

SIM.

OPP.

HAND

SIM.

TYP.

SIM.

A

A

S

S

S

S

T F

E

'-0

TFE

88'-0"

TFE

87'-0"

T F

E

'-0

T F

E

'-0

TFE

87'-0"

T F

E

'-0

T F

E

'-0

T F

E

'-0

S

S

T F

E

'-0

SS

TFE

88'-0"

TFE

90'-0"

TFE

92'-0"

/2

1'

2'

1'

8"

S401

SIM.

S401

S401

SIM.

S401

S401SIM.

S401

S401

SIM.

SIM.

/4

2'

/4

5'

/2

8"

2'

8'

1"

2'

EXIST. PIPE

SPACE

FFE=91'-7"+/-

EXIST…