36C26319B0010-0001001.pdf

STANDARD NON-COATED BARS

NOTES:

REINFORCING STEEL SPLICE LENGTHS

TYPE #3 SPLICE

CLASS B SPLICE

SPACING LESS THAN 6 Bd - ADJUSTMENT FACTOR = 1.5

E. EPOXY COATED REINFORCING W/ COVER LESS THAN Bd OR CLEAR

D. TYPICAL EPOXY COATED REINFORCING - ADJUSTMENT FACTOR = 1.2

C. FOR LIGHT WEIGHT CONCRETE - ADJUSTMENT FACTOR = 1.3

B. FOR Fy OTHER THAN 60 ksi - ADJUSTMENT FACTOR = Fy (USED)/ 60

ADJUSTMENT FACTORS = 1.0 IF NONE BELOW APPLY

1. MIN. LAP: 18" FOR TYPE #1 THRU TYPE #3 & 12" FOR TYPE #4 SPLICES.

A. FOR HORIZ. REINFORCING W/ MORE THAN 12" OF FRESH CONCRETE

2. REQ'D. SPLICE LENGTH = LISTED SPLICE LENGTH x ADJUSTMENT FACTORS

PLACED BELOW BAR - ADJUSTMENT FACTOR = 1.3

F'c

4000 psi

5000 psi

3500 psi

3000 psi

34 Bd 42 Bd

Bd = BAR DIAMETER

55 Bd44 Bd 66 Bd

41 Bd

38 Bd

51 Bd

47 Bd

#6 AND

44 Bd 55 Bd

66 Bd

62 Bd

53 Bd

49 Bd

79 Bd

74 Bd

71 Bd57 Bd 85 Bd

STRENGTH

CONCRETE TYPE #1 SPLICE

CLASS A SPLICE CLASS B SPLICE

TYPE #2 SPLICE

83 Bd 30 Bd

99 Bd

92 Bd

30 Bd

30 Bd

107 Bd 30 Bd

COMPRESSION SPLICE

TYPE #4 SPLICE

SMALLER LARGER

#7 AND #6 AND

SMALLER

#7 AND

LARGER

#7 AND

SMALLER

#6 AND

LARGER

#4 AND LARGER

3. ALL ADJUSTMENT FACTORS THAT APPLY SHALL BE USED TO CALCULATE

SPACING LESS THAN 6 Bd - ADJUSTMENT FACTOR = 1.5

REQUIRED SPLICE LENGTH.

6000 psi 31 Bd 38 Bd 50 Bd40 Bd 60 Bd 76 Bd 30 Bd

GENERAL CONSTRUCTION NOTES:

1. THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS

FOR THE VA REPLACE BOILER PLANT IN FARGO, ND.

2. THESE STRUCTURAL DRAWINGS INTENDED TO BE USED IN CONJUCTION WITH THE

ARCHITECTURAL DRAWINGS. SOME DIMENSIONS, SECTIONS, AND FRAMING DETAILS MAY

BE SHOWN ON THE ARCHITECTURAL DRAWINGS.

3. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS THAT

ARE UNKNOWN OR THAT DIFFER THAN AS DEPICTED IN THESE DRAWINGS. SUCH

EXISTING CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRED

PROTECTION DURING CONSTRUCTION.

4. CONTRACTOR SHALL NOTIFY ARCHITECT/ENGINEER OF ALL ENCOUNTERED EXISTING

CONDITIONS THAT INTERFERE WITH THE PROPER EXECUTION OF NEW WORK OR

COMPRIMISE THE STRUCTURAL INTEGRITY OF THE EXISTING STRUCTURE.

5. ALL WORK SHALL COMPLY WITH THE 2015 INTERNATIONAL BUILDING CODE,

AS APPROVED BY THE STATE OF NORTH DAKOTA / CITY OF FARGO.

6. REFERENCE STANDARDS: UNLESS OTHERWISE NOTED (U.O.N.), ALL STANDARDS

SHALL BE CURRENT EDITION, WITH LATEST ADDENDA, IF APPLICABLE.

7. THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENTS, SITE ELEVATIONS,

DIMENSIONS AND CONDITIONS PRIOR TO STARTING WORK AND SHALL NOTIFY THE

OWNER/ARCHITECT/ENGINEER OF ANY DISCREPANCIES OR INCONSISTENCIES.

8. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES.

9. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE

MEANS, METHODS, TIMING, OR PROCEDURES USED TO COMPLETE THE CONSTRUCTION.

TEMPORARY BRACING, SHORING, OR PROTECTION OF THE STRUCTURE AGAINST WIND,

ERECTION AND OTHER SITE CONDITIONS DURING CONSTRUCTION OF THE BUILDING

SHALL BE THE RESPONSIBILITY OF CONTRACTOR. THE CONTRACTOR IS SOLELY

RESPONSIBLE FOR THE PROTECTION OF THE STRUCTURE DURING ALL PHASES OF

DEMOLITION, CONSTRUCTION, AND INSTALLATION.

10 NO AREA OF THE STRUCTURE SHALL BE LOADED WITH CONSTRUCTION MATERIALS

OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

11. SEE MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS FOR ALL OPENINGS

AND INSERTS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

12. VERIFY LOCATION OF BOX OUTS AND OPENINGS WITH MECHANICAL AND ELECTRICAL

CONTRACTORS. OPENING SIZES AND LOCATIONS SHOWN FOR PIPES, DUCTS ETC. ARE

FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED WITH THE MECHANICAL

CONTRACTOR BEFORE COMMENCING THE WORK.

13. VERIFY SIZE, NUMBER, AND LOCATION OF ALL MECHANICAL AND ELECTRICAL

EQUIPMENT. IF EQUIPMENT SIZES, WEIGHTS, OR LOCATIONS DO NOT COINCIDE WITH

EQUIPMENT SHOWN ON PLANS, COORDINATE ADJUSTMENTS WITH THE STRUCTURAL

ENGINEER.

14. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE APPROVED BY

THE STRUCTURAL ENGINEER BEFORE PLACEMENT THROUGH STRUCTURAL MEMBERS.

15. CONTRACTOR SHALL PROVIDE A CAST-IN SLEEVE FOR ALL HORIZONTAL ELEMENTS

THAT EXTEND THROUGH FOOTING. IE: DRAIN TILE, ELECTRICAL CONDUIT, MECHANICAL

PIPING, ETC. ALL SLEEVES SHALL BE COORDINATED WITH ARCHITECT/ENGINEER.

16. SHOP DRAWINGS PREPARED BY SUPPLIERS, SUB CONTRACTORS, ETC., SHALL BE

DIMENSIONED, REVIEWED, COORDINATED, AND SIGNED/STAMPED BY THE GENERAL

CONTRACTOR PRIOR TO SUBMITTING TO THE OWNER/ARCHITECT/ENGINEER. MANUFACTURED

COMPONENTS SUCH AS TRUSSES OR PRECAST CONCRETE SHALL BE ENGINEERED

AND STAMPED PRIOR TO SUBMISSION

17. FABRICATOR SHALL CLEARLY NOTE CHANGES MADE IN THE SHOP DRAWINGS WHICH

DO NOT COMPLY WITH THE CONTRACT DOCUMENTS. REVIEWED APPROVAL SHOP

DRAWINGS SHOWING ENGINEERS COMMENTS ACCOMPANIED WITH RECORD SET

SHOP DRAWINGS, SHALL BE AVAILABLE FOR REFERENCE AT THE CONSTRUCTION SITE.

18. EXPANION ANCHORS (EXP. ANC.) SHALL BE HILTI "KWIK BOLT TZ" OR EQUIVALENT

(U.O.N.). INSTALL ANCHORS IN STRUCTURAL CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

19. ADHESIVE ANCHORS (A.A.) SHALL BE HILTI "HIT HY-200 USING 'HAS' STANDARD RODS"

OR EQUIVALENT (U.O.N.). USE HILTI HIT-ICE FOR COLD WEATHER APPLICATIONS,

SEE SPECIFICATIONS FOR USAGE. INSTALL ANCHORS IN STRUCTURAL CONFORMANCE

WITH THE MANUFACTURER'S RECOMMENDATIONS.

20. CONCRETE SCREW ANCHORS (S.A.) SHALL BE SIMPSON STRONG-TIE TITEN HD OR

EQUIVALENT (U.O.N.). INSTALL ANCHORS IN STRUCTURAL CONFORMANCE

WITH THE MANUFACTURER'S RECOMMENDATIONS.

21 DESIGN LOADS:

FLOOR LIVE LOADS:

CATWALKS....................................................................... 40 psf MEZZANINE..................................................................... 125 psf CORRIDORS & STAIRS................................................... 100 psf STORAGE......................................................................... 125 psf

ROOF LIVE LOADS:

FLAT ROOF SNOW.......................................................... Pf = 51 psf

EXPOSURE FACTOR........................................ Ce = 1.0 IMPORTANCE FACTOR.................................... Is = 1.2 THERMAL FACTOR........................................... Ct = 1.0 GROUND SNOW LOAD..................................... Pg = 50 psf

DEAD LOADS:

TYPICAL FLOOR.............................................................. 10 psf (SUPERIMPOSED) TYPICAL ROOF................................................................ 15 psf (SUPERIMPOSED)

LATERAL LOADS (WIND-MWFRS)

ULTIMATE DESIGN WIND SPEED (3 SEC. GUST)............. Vult = 120 mph NOMINAL DESIGN WIND SPEEDBBBBBBB............... Vasd = 93 mph WIND EXPOSURE............................................................... " B "

INTERNAL PRESSURE COEFFICIENT................................ ±0.18

RISK CATEGORY................................................................ IV

COMPONENTS AND CLADDINGBBBBBBBBBB.... 13.2 psf (qh BASE PRESSURE)

LATERAL LOADS (SEISMIC-MSFRS):

RISK CATEGORY............................................................. IV

IMPORTANCE FACTOR................................................... Ie = 1.50 MAPPED SPECTURAL RESPONSE................................ Ss = 5.3 %g

S1 = 2.0 %g SITE CLASS...................................................................... " D " (ASSUMED)

DESIGN SPECTRAL RESPONSE.................................... SDS = 0.057

SD1 = 0.032

SEISMIC DESIGN CATEGORY........................................ " A "

BASIC SEISMIC FORCE-RESISTING SYSTEMBBBB ORD. PLAN MAS. SHEAR WALL

DESIGN BASE SHEAR..................................................... V = 0.057 W SEISMIC RESPONSE COEFFICIENT............................. Cs = 0.057

RESPONSE MODIFICATION FACTOR............................ R = 1.5

ANALYSIS PROCEDURE................................................. E.L.F.A.

EXCAVATION AND BACKFILL NOTES:

1. EXCAVATION AND BACKFILL SHALL BE EXECUTED IN ACCORDANCE WITH THE

PROJECT SPECIFICATIONS.

2. BACKFILL AND COMPACTION SHALL BE INSPECTED AND CERTIFIED BY A LICENSED

GEOTECHNICAL ENGINEER. REPORTS ARE TO BE SUBMITTED TO THE OWNER/ ARCHITECT/

ENGINEER.

3. FOOTING EXCAVATIONS SHALL BE EXCAVATED TO PROPER LINE AND LEVEL TO

ENSURE MINIMUM CONCRETE COVER OF FOOTING REINFORCEMENT FOR FOOTING

DEPTH.

4. BACKFILL SHALL BE COMPACTED BY MECHANICAL MEANS. FLOODING OR WATER

INUNDATION SHALL NOT BE PERMITTED.

5. BACKFILL SHALL BE PLACED IN ALTERNATING LIFTS ON EACH SIDE OF THE

FOUNDATION WALLS TO MAINTAIN STABILITY OF FOUNDATION WALLS.

6. BACKFILL SHALL NOT BE PLACED AGAINST BASEMENT FOUNDATION WALLS UNLESS

WALLS ARE ADEQUATELY BRACED TOP AND BOTTOM. FINAL WALL BRACING IS

BASEMENT SLAB AND 1ST FLOOR STRUCTURE. IF THESE ELEMENTS ARE NOT IN

PLACE AT TIME OF BACKFILL. CONTRACTOR SHALL PROVIDE AN ENGINEERED,

TEMPORARY BRACING SYSTEM. THE TEMPORARY BRACING SYSTEM PROPOSED

SHALL BE SUBMITTED TO THE OWNER/ARCHITECT/ENGINEER FOR REVIEW PRIOR TO

BACKFILLING.

7. THE CONTRACT STRUCTURAL DOCUMENTS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE. THE MEANS AND METHODS USED TO PERFORM THE EXCAVATION

IS AT THE SOLE DISCRETION OF THE CONTRACTOR, INCLUDING THE DESIGN AND

INSTALLATION OF TEMPORARY BRACING OR SHORING. CONTRACTOR IS RESPONSIBLE

FOR ALL CODE AND REGULATORY SAFETY REQUIREMENTS.

FOUNDATION NOTES:

1. FOOTING ELEVATIONS ARE TO TOP OF FOOTING (T.O. FTG.), UNLESS OTHERWISE NOTED.

2. FOOTINGS ARE DESIGNED FOR AN ASSUMED NET ALLOWABLE SOIL BEARING

PRESSURE OF 1500 psf. THIS VALUE SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER, SUBMIT REPORT OF OBSERVATION TO OWNER/ARCHITECT/ENGINEER PRIOR TO POURING

FOOTINGS.

3. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED SOIL OR ENGINEERED FILL.

SOILS SHALL BE OBSERVED AND APPROVED BY A GEOTECHNICAL ENGINEER PRIOR

TO PLACEMENT OF FOOTING CONCRETE. IF NATURAL UNDISTURBED SOILS ARE NOT

ENCOUNTERED AND/OR INADEQUATE SOILS ARE NOTED AT FOOTING BEARING LEVEL.

OWNER/ARCHITECT/ENGINEER SHALL BE NOTIFIED PRIOR TO PROCEEDING WITH FURTHER

WORK AT THOSE FOOTING LOCATIONS.

4. PROTECT FOOTINGS FROM THE ACTION OF WATER OR FREEZING.

5. FOOTINGS ARE CENTERED UNDER WALLS ABOVE - UNLESS OTHERWISE NOTED.

6. PRIOR TO PLACEMENT OF FOOTING CONCRETE, CLEAN FOOTING EXCAVATIONS OF

SNOW, WATER, MUD, DIRT, AND DEBRIS.

7. FOOTINGS SHALL NOT BE EARTH FORMED.

CONCRETE NOTES:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE

(ACI) CODES AND SPECIFICATIONS, LATEST EDITION.

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI 315 "DETAILS & DETAILING OF CONCRETE REINFORCEMENT"

ACI 318-14 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"

2. CAST-IN-PLACE CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH IS

AS FOLLOWS:

3000 psi - FOOTINGS 3000 psi - EXTERIOR FOUNDATION WALLS 3000 psi - INTERIOR FOUNDATION WALLS 4000 psi - INTERIOR SLABS ON GRADE 4000 psi - EXTERIOR SLABS ON GRADE - AIR ENTRAINED 4000 psi - EXTERIOR SLABS ON DECK - AIR ENTRAINED

3. CONCRETE MIX DESIGNS SHALL BE BY AN INDEPENDENT TESTING LABORATORY.

4. CAST-IN-PLACE CONCRETE SHALL BE SUBJECT TO TESTING BY AN INDEPENDENT

TESTING LABORATORY. SEE PROJECT SPECIFICATIONS FOR REQUIREMENTS.

5. NON-WELDED REINFORCING STEEL SHALL BE GRADE 60 DEFORMED, BILLET-STEEL,

ASTM A615, U.O.N. ALL WELDED WIRE FABRIC (WWF) SHALL BE PLAIN ASTM A185.

6. WELDED REINFORCING STEEL SHALL BE GRADE 60, LOW CARBON, ASTM A706.

7. CLEAR CONCRETE COVER FOR ALL REINFORCING SHALL BE AS FOLLOWS, UNLESS

OTHERWISE NOTED ON THE DRAWING:

CONCRETE ON SOIL.................................................................... 3" SLAB ON GRADE.......................................................................... MIDHEIGHT

WALLS, STRUCTURAL SLABS

FORMED AND EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18................................................................. 2" #5 AND SMALLER................................................................. 1 1/2"

NOT EXPOSED TO EARTH AND WEATHER:

#11 AND SMALLER............................................................... 3/4"

BEAMS AND COLUMNS (COVER TO STIRRUPS OR TIES)....... 1 1/2"

8. PROVIDE EXTRA REINFORCEMENT AROUND ALL OPENINGS GREATER THAN 12" SQUARE

OR 12" IN DIAMETER, INCLUDING DOOR OPENINGS, IN CONCRETE WALLS & SLABS.

PROVIDE TWO (2) #5 BARS @ 3" O.C., ON EACH SIDE OF THE OPENING EXTENDING 24"

BEYOND THE CORNER OF THE OPENING & TWO (2) #5 BARS AT 3" O.C. BY 3'-0" LONG

DIAGONAL BARS AT EACH CORNER. PLACE DIAGONAL BARS CENTERED ON CORNER

@ 2" CLEAR OF CORNER. ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AT EACH

LAYER OF REINFORCING.

9. REINFORCING STEEL SHALL BE BENT, SPLICED, AND PLACED IN ACCORDANCE WITH

ACI 301 (LATEST EDITION).

10. PROVIDE LAP SPLICE FOR REINFORCING STEEL AS INDICATED IN THE FOLLOWING

SCHEDULE.

11. UNLESS OTHERWISE NOTED ON PLAN OR DETAILS, LAP THE FOLLOWING BARS AS

DEFINED IN LAP SPLICE TABLE ABOVE.

A. VERTICAL HOOKED OR STRAIGHT BARS EXTENDING FROM FOOTINGS:

TYPE #4 SPLICE.

B. HORIZONTAL BARS IN SLABS ON GRADE, GRADE BEAMS, FOOTINGS, & FOUNDATIONS:

TYPE #2 SPLICE.

C. VERTICAL BARS IN COLUMNS & PIERS: TYPE #4 SPLICE.

D. WHERE SPECIFICALLY NOTED ON PLANS OR DETAILS:

TYPE #3 SPLICE.

12. PROVIDE ADEQUATE SUPPORT BARS AND ACCESSORIES TO HOLD REINFORCING

BARS FIRMLY IN PLACE TO SPECIFIED COVERAGES.

13. UNLESS SHOWN SPECIFICALLY ON PLAN, CONTROL JOINTS SHALL BE PLACED IN A

SQUARE PATTERN WITH A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS.

WHERE A SQUARE PATTERN IS NOT POSSIBLE, THE MAXIMUM LONG SIDE TO SHORT

SIDE OF THE JOINT PATTERN SHALL NOT EXCEED A RATIO OF 1.25:1. CONSTRUCTION

JOINTS SHALL BE LOCATED BY THE CONTRACTORS AS REQUIRED FOR CONSTRUCTION

WITH A MAXIMUM OF 3,000 SQUARE FEET. CONTRACTOR SHALL SUBMIT A JOINT

PLACEMENT PLAN TO OWNER/ARCHITECT/ENGINEER FOR REVIEW PRIOR TO POURING

CONCRETE.

14. CAST DOWELS, WITH STD 90°HOOK, IN FOOTINGS FOR CONCRETE PIERS AND WALLS

ABOVE DOWELS SHALL BE THE SAME SIZE AND NUMBERS AS THE VERTICAL

REINFORCING. (U.O.N.)

SPECIAL INSPECTIONS:

1. THE CONTRACTOR SHALL COORDINATE THE TESTING AND INSPECTION SERVICES

IN ACCORDANCE WITH THE PROGRESS OF THE WORK. THE CONTRACTOR SHALL

PROVIDE SUFFICIENT NOTICE TO THE TESTING OR INSPECTION AGENCY OF THE

REQUIRED WORK TO ALLOW ALLOCATION OF PERSONNEL. THE COST OF ANY

RETESTING OR ADDITIONAL INSPECTIONS AS A RESULT OF UNINSPECTED WORK,

FAILED TESTS, OR REJECTED WORK, SHALL BE BORNE BY THE CONTRACTOR.

2. THE FOLLOWING TABLE INCLUDES ITEMS REQUIRING SPECIAL INSPECTION PROVIDED

BY THE CONTRACTOR. SPECIAL INSPECTIONS LISTED IN THIS TABLE MAY NOT INCLUDE ALL

INSPECTIONS AND/OR TESTING THAT IS REQUIRED FOR THE PROJECT PER IBC CHAPTER

17. ADDITIONAL TESTING MAY BE REQUIRED BY THE CONTRACTOR, AS PART OF THEIR

CONTRACT.

REQUIRED SPECIAL INSPECTION

12. SPEC. GRADING

11. SHOTCRETE

9. INSULATING-CONC.

8. REINF. GYPSUM

7. STRUCTURAL MASONRY

3. DUCTILE MOMENT-RES.

6. HIGH STRENGTH

5. WELDING

4. REINF. STEEL AND

2. BOLTS INSTALLED

1. CONCRETE

EXC. AND FILLING

FILL

CONCRETE

BOLTING

PRESTRESSING STEEL

CONCRETE FRAME

IN CONCRETE

TESTING

YES

IBC CHAPTER 17

DESCRIPTION OF WORK INSPECTION

YES NO NO

REMARK

10. PILING, DRILLED PIERS

AND CAISSONS

13. WOOD FRAMING

TRUSSES

14. STRUCTURAL PRECAST

15. SPECIAL CASES

X

NA

X X

X X X

X X X X X X X X X

X X X

X

MASONRY NOTES:

1. CONCRETE BLOCK MASONRY UNITS SHALL CONFORM TO GRADE 'N', MOISTURE

CONTROLLED TYPE I REQUIREMENTS OF ASTM C90, WITH AN ASSUMED COMPRESSIVE

STRENGTH F'm - 1900 PSI. MORTAR SHALL CONFORM TO ASTM C270 AND SHALL BE

TYPE 'M' OR TYPE 'S', WITH TYPE 'M' BELOW GRADE.

2. ALL MASONRY LINTEL BEAMS AND BOND BEAMS WHERE NOTED SHALL BE A “U” BLOCK

TYPE UNIT.

3. CONCRETE GROUT FOR UNIT MASONRY CORES AND BOND BEAMS SHALL HAVE A 28

DAY COMPRESSIVE STRENGTH OF 3000psi.

4. MASONRY WALLS ARE TO BE SUPPORTED LATERALLY UNTIL THE ENTIRE ROOF

AND/OR FLOOR IS IN PLACE AS DETAILED.

5. WIRE REINFORCING FOR CMU WALLS SHALL BE CORROSION RESISTANT 9 GA

HORIZONTAL JOINT REINFORCING CONFORMING TO ASTM A951. REINFORCING SHALL

BE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS WITH MAXIMUM SPACING

OF 1’-4" OC (UON)

6. MASONRY REINFORCING SHALL BE LAPPED AS FOLLOWS:

#3 BAR = 1’-6" #6 BAR = 3’-0"

#4 BAR = 2’-0" #7 BAR = 3’-6"

#5 BAR = 2’-6" #8 BAR = 4’-0"

7. VERTICAL REINFORCING BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND

AT 192 (REINF) DIAMETER INTERVALS MAXIMUM. LENGTH OF REINFORCING BARS TO

BE COORDINATED WITH GENERAL CONTRACTOR AND MASONRY CONTRACTOR.

8. WHERE CELLS ARE TO BE FILLED W/ CONCRETE GROUT, PROVIDE ADDITION FULL

MORTAR BED AT CROSS WEBS ENCLOSING GROUTED CELL.

9. CONSOLIDATE ALL CONCRETE GROUT BY PUDDLING OR VIBRATING.

10. BLOCK COURSING SHOWN ON STRUCTURAL PLANS MAY NOT BE REPRESENTATIVE OF

ACTUAL COURSING. SEE ARCHITECTURAL PLANS AND SECTIONS FOR ACTUAL LAYOUT

OF BLOCK COURSING.

11. FIRST COURSE OF ALL HOLLOW MASONRY SHALL BE PLACED ON A FULL BED OF

MORTAR.

12. CAST DOWELS, WITH STANDARD HOOKS, IN FOOTINGS FOR PIERS AND WALLS ABOVE.

DOWELS SHALL BE THE SAME SIZE AND SPACING OF VERTICAL REINFORCING. (UON)

STRUCTURAL STEEL NOTES:

1. STRUCTURAL STEEL WORK SHALL BE PER AMERICAN INSTITUTE OF STEEL

CONSTRUCTION (AISC) SPECIFICATION, 14TH EDITION, MATERIAL:

ASTM A992 W, S, AND M SHAPES Fy = 50 ksi ASTM A53 GRADE B - STANDARD PIPES Fy = 35 ksi ASTM A500 GRADE B - HSS PIPES Fy = 42 ksi ASTM A500 GRADE B - HSS TUBES Fy = 46 ksi ASTM A36 PLATES, BARS, MISC. SHAPES Fy = 36 ksi

(ANGLES), CHANNELS, & RODS

ASTM F1554 GRADE 36 – ANCHOR RODS Fy = 36 ksi

GRADE 55 – ANCHOR RODS Fy = 55 ksi GRADE 105 – ANCHOR RODS Fy = 105 ksi

ASTM F3125 GRADE A325 - CONNECTION BOLTS

GRADE A490 - CONNECTION BOLTS

ASTM A563 CONNECTION NUTS

ASTM F436 WASHERS

ASTM A108 HEADED STUD ANCHORS Fy = 65 ksi E70XX ELECTRODES Fy = 70 ksi

2. WELDED CONNECTIONS SHALL BE MADE IN ACCORDANCE W/ THE LATEST

RECOMMENDATIONS OF:

AISC - AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AWS - AMERICAN WELDING SOCIETY

3. COLUMN BASE AND CAP PLATES TO BE WELDED AROUND ALL SIDES.

4. BOTTOM PLATE OF STEEL LINTELS SHALL BE WELDED TO THE BEAM WITH 3/16" FILLET

WELD (BOTH SIDES) 3" LONG @ 1'-0" OC (UON) L3 1/2 X 3 1/2 X 1/4

5. WELDS NOT SPECIFIED SHALL BE A FILLET WELD, CONTINUOUS AND/OR ALL AROUND

WITH MINIMUM THROAT DIMENSION AS REQUIRED FOR MATERIAL THICKNESS PER AWS.

6. STRUCTURAL FABRICATORS SHALL SHOW ALL FIELD WELDING REQUIREMENTS ON

SHOP DRAWINGS SUBMITTED TO THE ENGINEER.

7. BEAMS AND COLUMNS SHALL BE ERECTED TRUE AND PLUMB WITHIN AISC TOLERANCE.

PROVIDE TEMPORARY BRACING AS REQUIRED.

8. BEARING PLATES FOR STEEL COLUMNS SHALL BE DRY PACKED WITH A NON-SHRINK,

NON-METALLIC GROUT AS SPECIFIED.

9. PROVIDE DOUBLE ANGLE CONNECTIONS AS DESCRIBED IN PART 10 OF THE AISC.

MANUAL OF STEEL CONSTRUCTION (14TH ED-ASD)

• CONNECTIONS SHALL BE SELECTED TO SUPPORT BEAM END REACTIONS INDICATED

ON THE CONTRACT DRAWINGS.

• IF BEAM END REACTIONS ARE NOT INDICATED, CONNECTIONS SHALL BE SELECTED

TO SUPPORT 1/2 THE TOTAL UNIFORM LOAD CAPACITY GIVEN IN THE ALLOWABLE

UNIFORM LOAD TABLES, PART 3- 14TH ED-ASD, FOR THE SPECIFIED BEAM SIZE,

SPAN, AND STEEL GRADE (UON). OTHER RATIONAL ENGINEERING CONNECTION

DESIGN AND STARDARD CONNECTION PRACTICES MAY BE USED WITH APPROVAL

OF THE ENGINEER.

• CONNECTIONS SHALL HAVE MINIMUM ROWS OF BOLTS FOR BEAM DEPTHS AS

INDICATED IN PART 10.

10. FRAMED STEEL BEAM CONNECTIONS SHALL BE "BEARING TYPE", (UON).

11. STEEL BEAM KEY:

NUMBER OF HEADED STUDS (EQUALLY SPACED)

CAMBER

ELEVATION FROM T.O. STEEL

W16x40 (15) (3/4") (-0'-0") (BEAM SIZE)

20 20 (BEAM END REACTION/MOMENT)

12. LINTELS SHALL HAVE A BEARING OF 1" PER FOOT OF SPAN AT EACH END, 8" MIN.

LINTELS ANGLES WHICH HAVE NOT BEEN SHOWN OTHERWISE, TO BE AS FOLLOWS

FOR EACH 4" OF WALL THICKNESS:

SPANS TO 4'-0" - L3 1/2" x 3 1/2" x 1/4" 4'-0" TO 6'-0" - L4 x 3 1/2" 1/4" 6'-0" TO 8'-0" - L5 x 3 1/2" x 1/4"

• FOR SPANS GREATER THAN 8'-0" CONTACT STRUCTURAL ENGINEER.

13. DO NOT PAINT STEEL SURFACES TO BE FIELD WELDED.

14. DO NOT PAINT STEEL SURFACES THAT HEADED STUD ANCHORS WILL BE WELDED TO.

15. ALL HEADED STUD ANCHORS TO BE ATTACHED TO STEEL SECTION USING ELECTRIC ARC WELDING GUN.

16. FOR STEEL TO RECEIVE SPRAY APPLIED FIREPROOFING, VERIFY STEEL SURFACE PREPARATION

REQUIREMENTS MANUFACTURER.

17. METAL DECK TO BE MANUFACTURED AND ERECTED IN ACCORDANCE WITH STEEL

DECK INSTITUTE SPECIFICATIONS.

ROOF DECK - 1 1/2" DEEP, TYPE B, 20 GA.,

AS MADE BY VULCRAFT OR EQUAL

18. VERIFY LOCATION OF ROOF OPENINGS WITH MECHANICAL CONTRACTOR. ROOF

OPENINGS SHALL BE FRAMED WITH L3x3x3/8" ON FOUR SIDES (UON). SEE STANDARD DETAILS.

19. ROOF PERIMETER STEEL ELEMENTS SUCH AS ANGLES OR BENT PLATES, NOTED TO

BE CONTINUOUS, SHALL BE FIELD SPLICED WITH A FULL LENGTH SQUARE GROOVE

FULL PENETRATION WELD UTILIZING A MINIMUM 3/16" ROOT OPENING.

ABBREVIATIONS AND SYMBOLS:

AA ADHESIVE ANCHOR

AR ANCHOR ROD

APA AMERICAN PLYWOOD ASSOCIATION

ASTM AMERICAN SOCIETY OF TESTING MATERIALS

ARCH ARCHITECT/ARCHITECTURAL

BB BOND BEAM

BLDG BUILDING

BLK BLOCK

BM BEAM

B.O. BOTTOM OF

BOT BOTTOM

BTWN BETWEEN

BRG BEARING

CIP CAST IN PLACE

CL CENTER LINE

CJ CONTROL JOINT

CCJ CONSTRUCTION CONTROL JOINT

CLR CLEAR/CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CRC COLD-ROLLED CHANNEL

DBL DOUBLE

DET DETAIL

DEG DEGREES

DIA DIAMETER

DIM DIMENSION

DL DEAD LOAD

DT DRAIN TILE

DWL DOWEL

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

EQ EQUAL

EW EACH WAY

(E) EXISTING

EXC EXCAVATION

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FTG FOOTING

FT FOOT/FEET

GALV GALVANIZE

GA GAUGE

GC GENERAL CONTRACTOR

GT GIRDER TRUSS

HC HOLLOWCORE

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

K KIPS

KLF KIPS PER LINEAR FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

LL LIVE LOAD

LB LEDGER BEAM

LBS POUNDS

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MFG MANUFACTURER

MIN MINIMUM

MIR MIRROR

MISC MISCELLANEOUS

MTL METAL

MO MASONRY OPENING

N NORTH

NTS NOT TO SCALE

NS NON-SHRINK

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OVERHEAD

OPNG OPENING

ORIG ORIGINAL

OSB ORIENTED STRAND BOARD

PAF POWDER ACTUATED FASTENER

PART PARTITION

PC PRECAST CONCRETE

PLF POUND PER LINEAR FOO

PL PLATE

PWD PLYWOOD

PNL PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RAD RADIUS

RD ROOF DRAIN

REINF REINFORCING

REM REMOVE

RQD REQUIRED

RFG ROOFING

RO ROOF OPENING

SA SCREW ANCHOR

SB SOIL BORING

SCHED SCHEDULE

SD SEE DETAIL

SDL SUPERIMPOSED DEAD LOAD

SLL SUPERIMPOSED LIVE LOAD

SER STRUCTURAL ENGINEER OF RECORD

SHT SHEET

SIM SIMILAR

SQ SQUARE

SJ STEEL JOIST

SL SNOW LOAD

SPA SPACE/SPACING

SPECS SPECIFICATIONS

SS STAINLESS STEEL

STD STANDARD

STL STEEL

TEMP TEMPORARY

T & B TOP & BOTTOM

T & G TONGUE AND GROOVE

THK THICK OR THICKENED

T.O. TOP OF

TRANS TRANSVERSE

TRTD TREATED

TS TUBE STEEL

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VER VERIFY

VERT VERTICAL

WF WIDE FLANGE

WD WOOD

WL WIND LOAD

W/ WITH

W/O WITH OUT

WT WEIGHT

WWF WELDED WIRE FABRIC

@ AT

+/- PLUS OR MINUS

KEY PLAN

Fargo, ND 58102

2101 Elm Street

Medical Center

Dept. of Veterans Affairs

Building No.

VA Project No.

Drawing Title

Contract No.

V e te ra n s A ff a ir s

Location

Drawn ByChecked ByDesigned By

Project Title

Drawing No.

Date

Scale:

D e p a rt m e n t o f

Dwg. of 6910 - BOILER PLANT

FARGO VA HEALTH CARE SYSTEM

FARGO, NORTH DAKOTA

VA263-P-1218

EAG EAG SWVA263

Project Phase www.jlgarchitects.com copyright © 2015

Fargo 214 Broadway

Fargo, ND 58102 phone 7 0 1.3 6 4.0 2 3 7 facsimile 7 0 1.3 6 4.0 2 2 8

Elec. dwg name:

Submittal Date

S.D. 1 SUBMITTAL 12/30/2015

D.D. 1 SUBMITTAL (PRELIM.) 02/16/2016

D.D. 1 (35%) SUBMITTAL 09/30/2016

D.D. 2 (50%) SUBMITTAL 03/03/2017

HE 039.0072.2015 EAG/SW

D.D. 3 (99%) SUBMITTAL 10/20/2017

C.D. 4 (100%) SUBMITTAL 06/01/2018

C.D. 5 (100% SIGNED) SUBMITTAL 10/26/2018

/3

/2

:1 :5

P

M 1/8" = 1'-0"

S001 437-14-112

REPLACE BOILER PLANT 10.26.18

GENERAL STRUCTURAL NOTES

100% CONSTRUCTION DOCUMENTS

S001.DWG 4

S101

4 4 4

S101

S101

EXIST. FTG. (V.) EXIST. FDN. WALL (V.)

EXIST. FTG. (V.)

EXIST. FDN. WALL (V.)

EXIST. FTG. (V.)

EXIST. FDN. WALL (V.)

EXIST. FTG. (V.)

EXIST. FDN. WALL (V.)

6' - 0" 8"

3' - 4" 8"

(V

(E) TRENCH DRAIN

T.O. EXIST SLAB EL=100'-0" (V)

CONCRETE SLAB OVER 6" FREE DRAINING

GRANULAR FILL OVER VAPOR BARRIER

(SEE SPEC). REINF. W/ #4 @ 1'-4" OC.

T.O. SLAB EL= 93'-0" (VERIFY/MATCH EXIST)

EXISTING BOILER FDN

EXISTING BOILER FDN

KEY NOTES

DEMO EXISTING PIT WALL AS NECESSARY TO INSTALL NEW PIT EXTENSION.1

#5 x 2'-6" DWLS @ 1'-0" O.C. INTO EXIST. PIT WALLS. DRILL & EPOXY INTO

EXIST. FDN. WALLS, 6" EMBED DEPTH.

DEMO EXIST STRUCTURE SEE ARCH FOR DEMO PLANS. DO NOT DAMAGE

EXIST. STRUCTURE. CONTRACTOR TO PATCH EXIST. STRUCTURE THAT

REMAINS AS NECESSARY.

DEMO EXIST. MECH. PAD SEE MECH. FOR DEMO PLANS. INFILL AFTER DEMO

IS COMPLETE W/ NEW CONC. SLAB ON GRADE. DRILL & EPOXY NEW #4 DWLS

@ 1'-0" O.C. INTO EXIST. SLAB, S.D. 3/S101.

INFILL EXIST. PIT W/ GRANULAR FILL & PLACE NEW CONC. SLAB ON GRADE,

DRILL & EPOXY NEW #4 DWLS @ 1'-0" INTO EXIST. SLAB/PIT WALL.

DEMO EXIST. SLAB AS NECESSARY TO INSTALL NEW PIT EXTENSION.

REPLACE W/ NEW 6" CONCRETE SLAB ON GRADE W/ #4 @ 1'-0" O.C.

NEW MECH. PAD. SEE MECHANICAL DRAWINGS FOR NEW PAD SIZE &

CONSTRUCTION (VERIFY SIZE AND LOCATION OF PADS).

DEMO AND REMOVE EXIST GENERATOR PAD. DEMO EXIST. SLAB

AS NECESSARY TO INSTALL NEW GENERATOR PAD, S.D. 4/S101.

#5 X 2'-6" DOWELS @ 1'-0" OC INTO EXIST PIT SLAB (VERIFY), DRILL & EPOXY

INTO EXIST SLAB. 6" EMBED DEPTH.

DEMO & REPLACE EXIST BASEMENT SLAB.10

2 - #5 X 2'-6" DOWEL, DRILL & EPOXY INTO EXIST FOOTING. 6" EMBED DEPTH.11

1' - 4"

EL.= 93'-0" (V)

T.O. SLAB

EL.= 90'-0" (V.)

T.O. SLAB

#4 DWL @ 1'-0" O.C.

DEMO EXIST. PIT WALL

& SLAB AS NECESSARY

SIKA SWELL WATER

STOP OR EQUAL

EXIST. PIT SLAB (V.)

#5 x 2'-6" DWL @ 1'-0" O.C. DRILL

& EPOXY INTO EXIST. SLAB(V.),

6" EMBED DEPTH

(2) #4

#5 @ 1'-0" O.C. E.W.

#4 DWL. @ 1'-0" O.C.

#4 @ 1'-0" O.C. E.W.8" MIN.

PVC WATERSTOP

TO BE INSTALLED

2" CLR.

#4 BENT BARS @ 1'-0" O.C.

CONCRETE SLAB

SEE PLAN

21"

9"

12"

24"

3" VOID

9"

SLAB BY OTHERS (V.)

CONC. SLAB OVER 1 1/2", TYPE "C", 20 GA.

(GALV.) FORM DECK W/ #4 @ 1'-0" EA. WAY

O.C. W/ 3" BRG. @ EA. END

EXTERIOR SLAB EXTENDS BEYOND STOOP

HOLD STOOP SLAB EDGE BACK 2" WHERE

PREMOLDED FILLER

EXIST. CONC. SLABVER.

(M

IN

/2

C

L R

EL.= SEE PLAN

T.O. SLAB

EXIST. FDN. WALL(V.)

EXIST. FTG. (V.)

8"

SEE PLAN

2 - #5 CONT.

1' - 8"

DWL. TO MATCH

@ EA. VERT.

#4 @ 1'-0" O.C.

EA. WAY

#4 DWL. @

1'-4" O.C. - TYP.

/4

F

T

S L

O P

E

/2

EL.= MATCH EXIST.

T.O. FTG.

6"

#4 DWL @ 1'-4" OC. DRILL &

EPOXY INOT EXIST WALL.

5" EMBED DEPTH.

1" 1"

E X

IS

T

S

L A

B

V

#4 x 2'-0" DWLS @ 1'-0" O.C.

DRILL & EPOXY INTO EXIST.

SLAB 5" EMBED DEPTH

EL.=SEE MECH.

T.O. PAD

SEE MECH.

DEMO EXIST. SLAB & PAD AS

NECESSARY TO INSTALL NEW

GENERATOR PAD

SEE ELECTRICAL FOR GENERATOR CONN.

TO FDN INCLUDING VIBRATION

ISOLATION PAD

#4 @ 1'-0" O.C. E.W.

TOP & BOT.

C L

R

EXIST. SLAB (V.)

/2

C L

R

SHEET NOTES

1. VERIFY ALL DIMENSION W/ ARCHITECTURE DRAWINGS

2. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS.

KEY PLAN

Fargo, ND 58102

2101 Elm Street

Medical Center

Dept. of Veterans Affairs

Building No.

VA Project No.

Drawing Title

Contract No.

V e te ra n s A ff a ir s

Location

Drawn ByChecked ByDesigned By

Project Title

Drawing No.

Date

Scale:

D e p a rt m e n t o f

Dwg. of 6910 - BOILER PLANT

FARGO VA HEALTH CARE SYSTEM

FARGO, NORTH DAKOTA

VA263-P-1218

EAG EAG SWVA263

Project Phase www.jlgarchitects.com copyright © 2015

Fargo 214 Broadway

Fargo, ND 58102 phone 7 0 1.3 6 4.0 2 3 7 facsimile 7 0 1.3 6 4.0 2 2 8

Elec. dwg name:

Submittal Date

S.D. 1 SUBMITTAL 12/30/2015

D.D. 1 SUBMITTAL (PRELIM.) 02/16/2016

D.D. 1 (35%) SUBMITTAL 09/30/2016

D.D. 2 (50%) SUBMITTAL 03/03/2017

HE 039.0072.2015 EAG/SW

D.D. 3 (99%) SUBMITTAL 10/20/2017

C.D. 4 (100%) SUBMITTAL 06/01/2018

C.D. 5 (100% SIGNED) SUBMITTAL 10/26/2018

/3

/2

:1 :5

P

M As indicated

S101 437-14-112

REPLACE BOILER PLANT 10.26.18

SLAB/FOUNDATION PLAN

100% CONSTRUCTION DOCUMENTS

S101.DWG

N

1/4" = 1'-0"

FOUNDATION/SLAB PLAN

1/2" = 1'-0"S101

1 PIT EXTENSION DETAIL

1/2" = 1'-0"S101

2 STOOP DETAIL

1/2" = 1'-0"S101

3 SLAB INFILL DETAIL

1/2" = 1'-0"S101

4 GENERATOR FDN. DETAIL

T.O. (E) FTG. = (V.)

M C

X

.6

C

X

.7

C12X20.7

C

X

.7

C

X

.7

C

X

.7

C

X

.7

C12X20.7

C12X20.7C

X

.7

C12X20.7

L3X3X1/4L3 X3X

1/

L3X3X1/4

L3 X3X

1/

L3X3X1/4

EXIST. CATWALK

EXIST. CATWALK

S201

C

X

.2

C

X

.2

C6X8.2

C

X

.2

S201

C

X

.2

L3 X3X

1/

S201

S201

(TYP.)

(TYP.)

(TYP.)

L3 X3X

1/

L3 X3X

1/

S201(TYP.)

C

X

.2

2 EQ. SPACES

EXISTING DOOR OPENING

(V

T.O. CATWALK EL=115'-0" (V.)]

(V

4' - 6" (V)

(V

(V

(V

(V

12' - 10" (V)

/1

(V

5' - 10" (V)3' - 0" (V)

5' - 0" (V)4' - 5" (V)

KEY NOTES

1 DEMO EXIST. CATWALK FRAMING & GRATING AS NECESSARY TO INSTALL

NEW OR EXPANDED PLATFORM FRAMING.

2 CUT AND SHORE EXIST. CATWALK C6 BEAM AS NECESSARY TO INSTALL

NEW C12 CATWALK BEAM. S.D. 2 & 3/S202 FOR CONN. DETAIL.

3 PROVIDE & INSTALL NEW 1" BAR GRATING. MATCH EXIST. DEPTH

AND ELEVATION (VERIFY).

4 DEMO EXIST PORTION OF CATWALK FOR NEW BOILERS, SEE MECH.

REPAIR EXIST HANDRAIL & GRATING AS NECESSARY.

SHEET NOTES

1. MATCH TOP OF STEEL WITH EXIST. CATWALK FRAMING.

3/16 3-12

STEEL BEAM

SEE PLAN

1" BAR GRATING

CONT. L2x2x1/4

1" BAR GRATING

L3x3x1/4 CLIP ANGLE

STEEL BEAM

SEE PLAN

3/16

3/16

EXIST. 1" BAR GRATING (VER.)

EXIST. C6 CHANNEL (VER.)

STEEL BEAM

SEE PLAN

EXIST. 1/4x4" KICK PL VERIFY

DEMO AS NECESSARY FOR

NEW GRATING

3/16

3/16

L3x3x1/4 CLIP ANGLE

STEEL BEAM

SEE PLAN

U.O.N.

8"

EMBED PL 3/8"x6"x10" W/ (2) 1/2" DIA. x 4" H.S.A. DEMO AS

NECESSARY & GROUT SOLID

INTO POCKET IN EXIST.

MASONRY WALL

EXIST. MASONRY

WALL (VER.)

1/4 64

1" BAR GRATING

CONT. L2x2x1/4

STEEL BEAM

SEE PLAN

1/4" STIFF PL

STEEL COL.

SEE PLAN

3/16 3

KEY PLAN

Fargo, ND 58102

2101 Elm Street

Medical Center

Dept. of Veterans Affairs

Building No.

VA Project No.

Drawing Title

Contract No.

V e te ra n s A ff a ir s

Location

Drawn ByChecked ByDesigned By

Project Title

Drawing No.

Date

Scale:

D e p a rt m e n t o f

Dwg. of 6910 - BOILER PLANT

FARGO VA HEALTH CARE SYSTEM

FARGO, NORTH DAKOTA

VA263-P-1218

EAG EAG SWVA263

Project Phase www.jlgarchitects.com copyright © 2015

Fargo 214 Broadway

Fargo, ND 58102 phone 7 0 1.3 6 4.0 2 3 7 facsimile 7 0 1.3 6 4.0 2 2 8

Elec. dwg name:

Submittal Date

S.D. 1 SUBMITTAL 12/30/2015

D.D. 1 SUBMITTAL (PRELIM.) 02/16/2016

D.D. 1 (35%) SUBMITTAL 09/30/2016

D.D. 2 (50%) SUBMITTAL 03/03/2017

HE 039.0072.2015 EAG/SW

D.D. 3 (99%) SUBMITTAL 10/20/2017

C.D. 4 (100%) SUBMITTAL 06/01/2018

C.D. 5 (100% SIGNED) SUBMITTAL 10/26/2018

/3

/2

:1 :5

P

M As indicated

S201 437-14-112

REPLACE BOILER PLANT 10.26.18

CATWALK FRAMING PLAN

100% CONSTRUCTION DOCUMENTS

S201.DWG

N

1/4" = 1'-0"

CATWALK FRAMING PLAN

1" = 1'-0"S201

1 GRATING BRG. DETAIL

1" = 1'-0"S201

2 CONNECTION DETAIL

1" = 1'-0"S201

3 CONNECTION DETAIL

1" = 1'-0"S201

4 CONNECTION DETAIL @ EXIST.

1" = 1'-0"S201

5 CONNECTION DETAIL

W16x31

S202

W x2

W x2

L3 X3X

1/

L3 X3X

1/

L3 X3X

1/

L3 X3X

1/

L3 X3X

1/

W6X15

W6X15

W6X15

W6X15

W6X15

W6X15

W6X15

W6X15

E X

IS

T

T

R U

S S

V

E R

IF

Y

E X

IS

T

T

R U

S S

V

E R

IF

Y

E X

IS

T

T

R U

S S

V

E R

IF

Y

E X

IS

T

T

R U

S S

V

E R

IF

Y

E

IX

S T

S

T E

E L

J O

IS

T

S

'-0

O

.C

3 3 3

(V

S202

(TYP.)

W

X

W

X

W6X25

W6X25

HSS3X

0.

HSS3X

0.

HSS3X

0.

HSS3X

0.

HSS3X

0.

HSS3X

0.

HSS3X

0.

HSS3X

0.

S202

(TYP.)

W6X15 W6X15

4 4

CO

L.

U P

L3X3X1/4

EXIST. STEEL JOISTS @ 4'-6" O.C.

CO

L.

U P

L3 x3 x1 /4

CO

L.

U P

L3 x3 x1 /4

CO

L. UP

L3x3x1/4

S202

EXIST DOOR

OPENING

T.O. STEEL EL= 112'-0" (V.)T.O. STEEL EL= 128'-6" (V.)

" 4

3/16

3/16

3/16

EL.= SEE ARCH.

ROUGH OPENING

3 SIDES

1/2 RETURN

L6x6x1/2x8" W/ (2) 1/2" DIA. x 6" HSA

DEMO POCKET INTO EXIST. PILASTER

ONLY AS NECESSARY TO INSTALL

EMBED PL, GROUT SOLID

L3x3x5/16 CLIP ANGLE

LINTEL BEAM

SEE PLAN

3/8" LINTEL PL VERIFY

WIDTH REQ'D

PL 1/2"x8"x1'-2" W/ (2) 3/4" DIA.

ANCHOR RODS (4" GAGE)

DRILL & EPOXY INTO EXIST.

PILASTER 8" EMBED

EXIST. PILASTER(V.)

1/4" LINTEL PL VERIFY WIDTH

W/ EXIST. WALL THICKNESS

NEW LINTEL BEAM

SEE PLAN

EXIST. MASONRY WALL(VER.)

1' - 0" C.M.U.

1/2" 1/2"

EL=SEE ARCH

CONTRACTOR TO DEMO AND

PATCH EXIST. MASONRY AS

NECESSARY TO INSTALL NEW

LINTEL3/16

TYP.

3-12

STEEL LINTEL

SEE PLAN

1/4" LINTEL PL x R.O.

U.O.N.

8"

EMBED PL 3/8"x8"x7" W/ (2) 1/2" DIA. x

4" H.S.A. DEMO AS NECESSARY &

GROUT SOLID INTO POCKET IN EXIST.

MASONRY WALL

EXIST. MASONRY

WALL (VER.)

3/16 3-12 1/4 6

KEY NOTES

CONTRACTOR TO SHORE EXIST. MASONRY WALL AS NECESSARY TO

INSTALL NEW LINTEL FOR NEW BOILER INSTALLATION. S.D. 1/S202 FOR

LINTEL CONNECTION DETAIL.

CONTRACTOR TO INSTALL NEW LINTEL FOR MECH. OPENING IN

EXIST. MASONRY WALL. VERIFY REQUIRED ROUGH OPENING

SIZE W/ MECHANICAL, S.D. 2 & 3/S202.

VERIFY SIZE & LOCATION OF NEW ECONOMIZER MECH. UNITS. PLACE

NEW W6 SUPPORT TO SUPPORT UNITS.

NEW W6 SUPPORT BEAM AS NECESSARY TO SUPPORT NEW L3x3x1/4

DROP COLUMN VERIFY LOCATION IN FIELD W/ MECH. EPQUIPMENT &

CATWALK LAYOUTS.

NEW MECH. UNIT TO BE SUPPORTED BY NEW STEEL FRAME,

S.D. 5/S202. VERIFY SIZE & LOCATION W/ MECH.

CONTRACTOR TO PATCH AND INFILL EXIST. LOW ROOF OPENING.

CONTRACTOR TO VERIFY SIZE & LOCATION OF OPENING TO BE

FILLED. S.D. 6/S202 FOR OPENING PATCH DETAIL.

7 CONTRACTOR TO INFILL & ROOF OVER EXIST ROOF OPENING

VERIFY NUMBER & SIZE WITH ARCH & MECH DRAWINGS.

SHEET NOTES

1. CONTRACTOR TO PATCH AND INFILL EXIST. ROOF OPENINGS THAT WILL

BE ABANDONED AS PART OF THIS PROJECT. CONTRACTOR TO VERIFY

QUANTITY & SIZE OF OPENING TO BE IN FILLED.

STEEL BEAM

SEE PLAN

EXIST. STEEL

JOIST

1/4

TYP.

EL.= 122'-0" (V.)

T.O. STEEL

ADD 3/8" STIFF PL

CENTER ON

STEEL BEAM 3/16

TYP.

STEEL BEAM

SEE PLAN

HSS3.0x.25

PL 1/4"x6"x6"

EXIST. STEEL JOIST

@ 4'-0" O.C. (VER.)

EL.= MECH VERIFY

T.O. STEEL

1/8 3

EXIST. STEEL JOISTS

@ 4'-0" OC

(V.) (V.)

EQ EQ EQ EQ

EXIST. CONC. INFILL TO MATCH EXIST.

CONC. DEPTH

EXIST. CONC.

L2X2X1/4

3/163/16

KEY PLAN

Fargo, ND 58102

2101 Elm Street

Medical Center

Dept. of Veterans Affairs

Building No.

VA Project No.

Drawing Title

Contract No.

V e te ra n s A ff a ir s

Location

Drawn ByChecked ByDesigned By

Project Title

Drawing No.

Date

Scale:

D e p a rt m e n t o f

Dwg. of 6910 - BOILER PLANT

FARGO VA HEALTH CARE SYSTEM

FARGO, NORTH DAKOTA

VA263-P-1218

EAG EAG SWVA263

Project Phase www.jlgarchitects.com copyright © 2015

Fargo 214 Broadway

Fargo, ND 58102 phone 7 0 1.3 6 4.0 2 3 7 facsimile 7 0 1.3 6 4.0 2 2 8

Elec. dwg name:

Submittal Date

S.D. 1 SUBMITTAL 12/30/2015

D.D. 1 SUBMITTAL (PRELIM.) 02/16/2016

D.D. 1 (35%) SUBMITTAL 09/30/2016

D.D. 2 (50%) SUBMITTAL 03/03/2017

HE 039.0072.2015 EAG/SW

D.D. 3 (99%) SUBMITTAL 10/20/2017

C.D. 4 (100%) SUBMITTAL 06/01/2018

C.D. 5 (100% SIGNED) SUBMITTAL 10/26/2018

/3

/2

:1 :5

P

M As indicated

S202 437-14-112

REPLACE BOILER PLANT 10.26.18

ROOF FRAMING PLAN

100% CONSTRUCTION DOCUMENTS

S202.DWG

N

1/4" = 1'-0"

ROOF FRAMING PLAN

1" = 1'-0"S202

1 CONNECTION DETAIL

1" = 1'-0"S202

2 LINTEL DETAIL

1" = 1'-0"S202

3 LINTEL BRG. DETAIL

1" = 1'-0"S202

4 CONNECTION DETAIL @ EXIST.

1" = 1'-0"S202

5 JOIST BRG. DETAIL

1" = 1'-0"S202

6 LOW ROOF OPENING PATCH DETAIL