36E77619B0012-012.pdf

GENERAL NOTES:

1. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS ARE A PORTION

OF THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR AND

SUBCONTRACTORS SHALL REFERENCE AND COORDINATE WITH ALL

OTHER DISCIPLINES' DRAWINGS. ANY DISCREPANCIES OR OMISSIONS

SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND

ARCHITECT.

2. DESIGN CRITERIA:

A. CODES AND SPECIFICATIONS:

1. GENERAL BUILDING CODE: INTERNATIONAL BUILDING CODE,

2012 EDITION.

2. CONCRETE: BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE, AMERICAN CONCRETE INSTITUTE,

ACI 318-11.

3. STRUCTURAL STEEL: SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS, AMERICAN INSTITUTE OF STEEL CONSTRUCTION,

AISC 360-14.

4. STEEL DECK: STEEL DECK INSTITUTE DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS, ROOF DECKS AND

CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION.

5. COLD FORMED STEEL: NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS S100-12.

6. UNIFIED FACILITIES CRITERIA: DESIGN OF BUILDINGS TO RESIST

PROGRESSIVE COLLAPSE, DEPARTMENT OF DEFENSE, 2003 WITH

UPDATED CHANGES OF 2016.

7. U.S. DEPARTMENT OF VETERANS AFFAIRS PHYSICAL SECURITY

DESIGN MANUAL FOR MISSION CRITICAL FACILITIES, 2015 EDITION.

B. DESIGN LOADS:

1. DEAD LOADS: ANY CHANGES IN CONSTRUCTION MATERIALS FROM

THOSE SHOWN ON THE ARCHITECTURAL OR STRUCTURAL

DRAWINGS SHALL BE REPORTED BY THE CONTRACTOR TO THE

STRUCTURAL ENGINEER FOR VERIFICATION OF LOAD-CARRYING

CAPACITY OF THE STRUCTURE.

2. LIVE LOADS:

ROOF ----------------------------------------------------------- 20 PSF

STAIRS, EXITWAYS ---------------------------------------100 PSF

CLINICAL SPACE---- --------------------------------------- 80 PSF

PARTITION ---------------------------------------------------- 20 PSF

CORRIDORS ------------------------------------------------ 100 PSF

LOBBIES ----------------------------------------------------- 100 PSF

LIGHT STORAGE ------------------------------------------150 PSF

MECHANICAL -----------------------------------------------150 PSF

FUTURE FLOORS -----------------------------------------100 PSF

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE

WITH THE BUILDING CODE, UNLESS NOTED.

ARCHITECTURAL BARRIER ACT

ITEM REQUIRED CAPACITY

GRAB BAR ------------------------------------250 POUNDS ANY DIRECTION

TUB OR SHOWER SEAT------------------250 POUNDS ANY DIRECTION

FASTENER & MOUNTING DEVICES--250 POUNDS ANY DIRECTION

3. WIND LOADS:

BASIC WIND SPEED (3 - SECOND GUST) -------- 120 MPH

WIND IMPORTANCE FACTOR (IW) -------------------- 1.0

BUILDING CATEGORY --------------------------------------- IV

WIND EXPOSURE CATEGORY -------------------------- C

INTERNAL PRESSURE COEFFICIENT ------------- ±0.18

WALL COMPONENTS AND CLADDING (EFFECTIVE WIND AREA 50 SF)

INTERIOR ZONE ------------------------------------------ 26 PSF

CORNER ZONE -------------------------------------------- 30 PSF

5’-8” FEET FROM EACH CORNER

ROOF NET UPLIFT (EFFECTIVE WIND AREA 50 SF)

INTERIOR ZONE ------------------------------------------- 25 PSF

EXTERIOR ZONE ------------------------------------------ 35 PSF

CORNER ZONE -------------------------------------------- 40 PSF

5’-8” FEET FROM EACH CORNER

4. SEISMIC LOADS:

SEISMIC IMPORTANCE FACTOR (I) ---------------- 1.5

BUILDING CATEGORY ----------------------------------- IV

MAPPED SPECTRAL RESP ACCEL (Ss/S1) ------ 0.304g/0.089g

SITE CLASS ------------------------------------------------- C

SPECTRAL RESPONSE COEFF (Sds/Sd1) -------- 0.243g/0.1g

SEISMIC DESIGN CATEGORY ------------------------ C

SEISMIC FORCE RESISTING SYSTEM ------------- R=3, STEEL, OMRS

DESIGN BASE SHEAR ---------------------------------- 117K (ELF AND LRFD)

SEISMIC RESPONSE COEFF (Cs) ------------------- 0.887

RESPONSE MODIFICATION FACTOR (R) --------- 3.0

ANALYSIS PROCEDURE -------------------------------- ELF

5. ROOF SNOW LOADS:

GROUND SNOW LOAD (Pg) ---------------------------- 30 PSF FLAT ROOF SNOW LOAD (Pf) ------------------------- 36 PSF SNOW EXPOSURE FACTOR (Ce) --------------------- 1.0

SNOW LOAD IMPORTANCE FACTOR (IS) ----------- 1.2

THERMAL FACTOR (Ct) ---------------------------------- 1.0

6. BLAST LOADS:

PERIMETER WALLS

DESIGN LEVEL VEHICLE THREAT --------------------- W1

STANDOFF DISTANCE ------------------------------------- 50 FT

EXTERIOR DOORS AND WINDOWS

IMPULSE -------------------------------------------- 50.716 PSI-MS

PRESSURE ----------------------------------------------- 13.406 PSI

3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS

PRIOR TO FABRICATION/CONSTRUCTION. NOTIFY STRUCTURAL

ENGINEER AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO

FABRICATION/CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR

ALL WORK FITTING AS INTENDED BY THE DRAWINGS AND

SPECIFICATIONS.

4. INSPECTIONS/OBSERVATIONS:

A. SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT IN

ACCORDANCE WITH INTERNATIONAL BUILDING CODE. REFER TO

PROJECT SPECIFICATIONS AND DRAWINGS.

B. STRUCTURAL OBSERVATION BY STRUCTURAL ENGINEER'S OFFICE.

1. STRUCTURAL OBSERVATION IS VISUAL OBSERVATION OF THE

INPLACE STRUCTURE FOR GENERAL CONFORMANCE TO THE

APPROVED CONSTRUCTION DOCUMENTS AT THE TIME OF THE

OBSERVATION.

2. CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER AND

ARCHITECT, PER THE SCHEDULE STATED BELOW, WHEN SUCH

ITEMS HAVE PROGRESSED TO THE POINT WHERE THEY WILL BE

IN PLACE AND READY FOR REVIEW. FAILURE TO NOTIFY MAY

REQUIRE REMOVAL OF COMPLETED CONSTRUCTION.

NOTIFY PRIOR TO THE REQUIRED DAYS

FOLLOWING SCHEDULED TASKS NOTIFICATION

FIRST FOUNDATION POUR ---------------------------------- 7 DAYS

FIRST SLAB ON GRADE POUR ----------------------------- 7 DAYS

LEVEL 2 ELEVATED SLAB POUR -------------------------- 7 DAYS

COVERING METAL ROOF DECK --------------------------- 7 DAYS

C. OBSERVATION BY THE STRUCTURAL ENGINEER'S OFFICE DOES

NOT REPLACE INSPECTIONS AND TESTING BY THE TESTING

AGENCY OR SPECIAL INSPECTOR.

5. SUBMITTALS:

A. REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS BY THE

STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE

RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE

SUBMITTING TO THE STRUCTURAL ENGINEER. THE CONTRACTOR

REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS

ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY

PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN

THE CONTRACT DOCUMENTS. ALL SHOP DRAWINGS MUST BE STAMPED

BY THE CONTRACTOR PRIOR TO SUBMITTAL.

B. FABRICATORS AND SUPPLIERS SHALL CLEARLY NOTE AND HIGHLIGHT

CHANGES MADE IN SHOP DRAWINGS, WHICH DO NOT COMPLY WITH

THE CONTRACT DOCUMENTS.

C. SUBMIT ALL SHOP DRAWINGS VIA APPROVED METHOD. A COPY WILL

BE RETURNED TO THE CONTRACTOR. ALL PRINTS REQUIRED BY THE

CONTRACTOR ARE THE RESPONSIBILITY OF THE CONTRACTOR AND

SHALL BE MADE AFTER APPROVED SHOP DRAWINGS ARE

RETURNED. IF ADDITIONAL PRINTS ARE SUBMITTED, THEY WILL BE

RETURNED UNMARKED.

D. SHOP DRAWINGS: THE CONTRACTOR SHALL SUBMIT FOR STRUCTURAL

ENGINEER REVIEW SHOP DRAWINGS FOR THE FOLLOWING ITEMS.

ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE

PROJECT IS LOCATED. ITEMS MARKED (#) SHALL BE SUBMITTED FOR

STRUCTURAL ENGINEER'S RECORD ONLY.

1. STRUCTURAL STEEL (*)

2. CONCRETE REINFORCING

3. STEEL STAIRS (*, #)

4. STEEL DECK

5. CONCRETE MIX DESIGNS

6. CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL FLOORS.

7. ELEVATORS (#)

8. COLD FORMED METAL FRAMING (*, #)

9. EXTERIOR DOORS AND WINDOWS

a. INCLUDE APPLICABLE SPECIFICATION REQUIREMENTS

FROM SPECIFICATION 085653 FOR EXTERIOR DOORS

E. DESIGN CALCULATIONS: THE CONTRACTOR SHALL SUBMIT FOR

STRUCTURAL ENGINEER'S RECORD, DESIGN CALCULATIONS SEALED BY

A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE

PROJECT IS LOCATED FOR THE FOLLOWING ITEMS.

1. STRUCTURAL STEEL CONNECTIONS AS NOTED IN CONSTRUCTION

DOCUMENTS (*, #)

2. STEEL STAIRS (*, #)

3. COLD FORMED METAL FRAMING (*, #)

4. EXTERIOR DOORS AND WINDOWS

a. DESIGN CALCULATIONS TO BE PREPARED BY A QUALIFIED

BLAST CONSULTANT AND REGISTERED PROFESSIONAL

ENGINEER OF THE STATE IN WHICH THE PROJECT IS LOCATED

6. ALL DETAILS SHOWN ARE TYPICAL. SIMILAR DETAILS APPLY TO SIMILAR

CONDITIONS, UNLESS NOTED.

7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON

FRAMED FLOORS/ROOFS. IT IS THE CONTRACTOR'S RESPONSIBILITY

TO ENSURE THAT LOADS DO NOT EXCEED THE DESIGN LIVE LOAD.

8. COLUMNS, BEAMS, JOISTS, OR TRUSSES SHALL NOT BE FIELD CUT OR

TRIMMED FOR ANY REASON WITHOUT THE WRITTEN APPROVAL OF THE

ARCHITECT/ENGINEER.

9. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE

REVIEWED BY THE ARCHITECT/ENGINEER BEFORE PLACEMENT

THROUGH STRUCTURAL MEMBERS.

10. IF MECHANICAL AND ELECTRICAL EQUIPMENT SIZES, WEIGHTS, OR

LOCATIONS DO NOT COINCIDE WITH EQUIPMENT SHOWN ON THE

PLANS, COORDINATE ADJUSTMENTS WITH THE ARCHITECT/ENGINEER.

11. BEAMS, COLUMNS, WALLS AND FOOTING CENTERS SHALL BE

CENTERED UNDER SUPPORTING MEMBERS (TYPICAL UNLESS NOTED

OTHERWISE).

12. CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED

VEHICLES ARE NOT TO BE DRIVEN ACROSS GRADE BEAMS OR BUILDING

SLABS.

13. IF DISCREPANCIES EXIST BETWEEN STRUCTURAL PLANS,

ARCHITECTURAL PLANS, OTHER PLANS OR SPECIFICATIONS, THE

CONTRACTOR OR SUBCONTRACTOR SHALL PROVIDE WRITTEN

REQUEST FOR CLARIFICATION FROM THE ARCHITECT AND/OR

ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

14. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS

REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERE

SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF

CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT

THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL

CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND

SEQUENCE.

15. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY

AS A COMPLETED STRUCTURE. APPLICATIONS OF CONSTRUCTION

LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL BE

CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN

OF SHORING, BRACING, FORMWORK, AND ANY OTHER SUPPORTING

ELEMENTS PROVIDED FOR CONSTRUCTION OF THE STRUCTURE.

DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE

MADE, THE CONTRACTOR MUST PROVIDE TEMPORARY BRACING TO

BRACE THE STRUCTURE IN ALL DIRECTIONS.

16. THE ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL

NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS,

TECHNIQUES, SEQUENCES, OR PROCEDURES FOR CONSTRUCTION OR

SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE

WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR,

SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE

WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE

WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

17. THE STRUCTURE AND FOUNDATIONS ARE NOT DESIGNED FOR FUTURE

EXPANSION.

18. TYPICAL DETAILS ARE SHOWN ON SHEETS DESIGNATED “SS-030 AND

SS-050”. THE INCLUDED TYPICAL DETAILS MAY OR MAY NOT BE CUT/

REFERENCED ON PLANS OR SECTIONS, BUT ARE TO BE USED AS

APPLICABLE.

19. NOTE THAT THE GROUND FLOOR SLAB IS A GROUND SUPPORTED SLAB

AT GRADE AS PER THE DESIGN RECOMMENDED IN THE GEOTECHNICAL

REPORT. IT IS NOT A STRUCTURAL SLAB AND AS SUCH IT IS NOT

DESIGNED FOR ANY EXTERNAL UPWARD OR DOWNWARD LOADS. IT IS

INTENDED TO BE ENTIRELY SUPPORTED BY THE PREPARED GROUND

UNDER THE SLAB. THE CONTRACTOR SHOULD NOTE THAT THE

PERFORMANCE OF THE SLAB AS DESIGNED AND INTENDED BY THE

GEOTECHNICAL ENGINEER IS HIGHLY DEPENDENT ON HOW WELL THE

CONTRACTOR FOLLOWS THE SITE PREPARATION INSTRUCTIONS IN THE

GEOTECHNICAL REPORT. THE ARCHITECT SHALL ADVISE THE OWNER

THAT THE PERFORMANCE OF THE SLAB INVOLVES SOME RISKS AND IS

DEPENDENT ON MANY ENVIRONMENTAL CONDITIONS OVER WHICH THE

OWNER HAS CONTROL OF AFTER OCCUPANCY OF THE BUILDING. THE

CONTRACTOR AND THE OWNER SHOULD CONSULT WITH THE

GEOTECHNICAL ENGINEER IF THERE ARE ANY QUESTIONS

CONCERNING CONSTRUCTION, PERFORMANCE AND RISKS INVOLVED IN

GROUND SUPPORTED SLAB AT GRADE CONSTRUCTION.

20. THIS PROJECT CONSISTS OF A MODIFICATION TO AN EXISTING

BUILDING. INFORMATION ON EXISTING CONDITIONS HAS BEEN

TAKEN FROM THE ORIGINAL DESIGN DRAWINGS AND SHOWN

ON THESE DRAWINGS. THESE DRAWINGS WERE ASSUMED TO

BE "AS-BUILT" DRAWINGS SINCE EXISTING CONDITIONS WERE

NOT ACCESSIBLE OR SINCE FIELD OBSERVATION OF EXISTING

CONDITIONS IS BEYOND THE ENGINEER'S SCOPE OF WORK

DURING THE DESIGN PHASE OF THIS PROJECT. THE ACCURACY

OF THIS INFORMATION HAS NOT BEEN VERIFIED. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL EXISTING

DIMENSIONS SHOWN ON THESE DRAWINGS AND TO VERIFY THE

LOCATION OF ALL FRAMING MEMBERS AND OTHER

OBSTRUCTIONS WHICH WILL AFFECT THE WORK. AS PART OF

THIS WORK THE CONTRACTOR SHALL PREPARE AN ACCURATE

FIELD SURVEY OF THE LOCATION OF ALL STRUCTURAL MEMBERS

IN THE WORK AREA PRIOR TO BEGINNING SHOP DRAWINGS AND

CONSTRUCTION. THIS SURVEY SHALL BE SUBMITTED TO THE

ARCHITECT WITH VARIANCES NOTED. CLAIMS FOR ADDITIONAL

TIME OR EXTRA COST DUE TO OBSTRUCTIONS AND VARIANCES

IN THE LOCATION OF THE STRUCTURAL MEMBERS WILL NOT BE

HONORED AFTER WORK HAS BEGUN ON THE PROJECT.

EARTHWORK AND FOUNDATION:

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS IN THE FIELD PRIOR TO COMMENCING ANY WORK.

2. CONTRACTOR SHALL NOTIFY OWNER’S REPRESENTATIVE SHOULD ANY

DIMENSIONS OR CONDITIONS VARY FROM THE INTENT OF THE

DRAWINGS.

3. IN AREAS WHERE THERE IS VEGETATION, CONTRACTOR SHALL SCALP

VEGETATION COMPLETELY TO A DEPTH OF 8 INCHES DEEP AT

LEAST FIVE FEET BEYOND THE BUILDING EDGES. STRIPPED MATERIAL

CLASSIFIED AS TOPSOIL SHALL BE STOCKPILED FOR REUSE. OTHER

STRIPPED MATERIAL SHALL BE HAULED OFF OR SPREAD ON SITE AS

DIRECTED BY OWNER.

4. GRADE THE SITE TO PROVIDE POSITIVE DRAINAGE AWAY FROM ALL

BUILDINGS AND SLABS. WATER SHALL NOT BE ALLOWED TO POND

ADJACENT TO OR DRAIN TOWARDS THE BUILDINGS OR SLABS.

5. CONTRACTOR SHALL PROOF ROLL THE SUBGRADE SURFACE TO

DETERMINE LOCATION OF SOFT OR LOOSE SOILS WHICH MUST BE

REMOVED AND REPLACED WITH SELECT FILL.

6. CONTRACTOR SHALL SCARIFY SUBGRADE TO A MINIMUM DEPTH OF 10

INCHES THEN RECOMPACT TO A MINIMUM OF 95 PERCENT OF THE

MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR

DENSITY TEST (ASTM D-698). THE MOISTURE CONTENT SHALL RANGE

BETWEEN 0 TO +3 PERCENT OF OPTIMUM MOISTURE CONTENT.

7. STRUCTURAL SELECT FILL SHALL MEET THE SOIL GRADATION LISTED IN

THE GEOTECHNICAL REPORT AND HAVE MAXIMUM PLASTICITY INDEX

(P.I.) OF 10. SELECT FILL SHALL BE PLACED IN MAXIMUM 10 INCH LOOSE

LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE

MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR

DENSITY TEST (ASTM D- 698). THE MOISTURE CONTENT SHALL RANGE

BETWEEN 0 TO +3 PERCENT OF OPTIMUM MOISTURE CONTENT.

8. SAND SHALL BE CLEAN, SHARP GRANULAR TYPE, LOCALLY AVAILABLE

AND EASILY COMPACTED FREE OF VEGETATION OR OTHER

DELETERIOUS MATERIAL.

9. FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE

THAN TWO FEET ON EITHER SIDE AT ANY TIME. BASEMENT WALL AND

RESTRAINED RETAINING WALL BACKFILL SHALL NOT BE PLACED,

UNLESS THE WALL IS ADEQUATELY BRACED. RETAINING WALL AND

BASEMENT WALL BACKFILL SHALL BE FREE DRAINING GRANULAR

BACKFILL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER.

10. ALL FORMWORK SHALL BE PLACED AND SHORED, ALL REINFORCING

STEEL SET AND TIED, ALL CONCRETE PLACED, FINISHED AND CURED

PER THE AMERICAN CONCRETE INSTITUTE LATEST EDITION AND PER

ALL SAFETY PROCEDURES OF THE OCCUPATIONAL SAFETY AND

HEALTH ACT (OSHA).

11. REINFORCING STEEL SHALL BE SET AND CONCRETE PLACED IN PIERS

IMMEDIATELY AFTER DRILLING AND INSPECTION. UNCLEAN SHAFT

BOTTOMS OR SLOUGHED SIDES OF SHAFTS WILL BE CAUSE FOR -

REJECTION.

12. CONTRACTOR SHALL HAND TAMP BOTTOM OF GRADE BEAM

EXCAVATIONS TO A HARD SURFACE BEFORE PLACING REINFORCING

STEEL.

13 . FOUNDATION CONTRACTOR TO ENSURE PROPER ANCHOR ROD

PROJECTION AND THAT ANCHOR RODS ARE HELD SECURELY IN

POSITION PRIOR TO CONCRETE PLACEMENT. STRUCTURAL STEEL

COLUMN ANCHOR RODS SHALL BE SET WITH A TEMPLATE.

14. REINFORCING STEEL SHALL BE LAP SPLICED A MINIMUM OF 42 BAR

DIAMETERS. MINIMUM 10-FOOT LONG CORNER BARS BENT 90-DEGREES

SHALL BE PROVIDED AT ALL GRADE BEAM CORNERS, 5-FEET EACH LEG.

MINIMUM REINFORCING STEEL COVER SHALL BE PROVIDED AS

FOLLOWS:

3” WHERE CONCRETE CONTACTS EARTH

1 ½” WHERE CONCRETE CONTACTS FORM

15. ALL CONCRETE SURFACES SHALL BE PROPERLY CURED AND

SUFFICIENT TIME ALLOWED BEFORE PERMITTING TRAFFIC OR

CONSTRUCTION TO PROCEED. A HARD STEEL TROWEL FINISH SHALL BE

PROVIDED ON ALL CONCRETE.

16. FOOTINGS SHALL BE POURED IMMEDIATELY UPON COMPLETION OF

EXCAVATION AND CLEANING OF FOOTING BEARING SURFACE. ALL

SPOILS FROM THE DRILLED FOOTING EXCAVATIONS SHALL BE

REMOVED FROM THE BUILDING PAD.

17. THIS FOOTING DESIGN IS BASED ON THE GEOTECHNICAL

INVESTIGATION (SOILS REPORT) SUPPLIED BY THE OWNER AND

COMPLETED BY ENGINEERING & TESTING CONSULTANTS INC, PROJECT

NUMBER 9710, DATED NOVEMBER 10,2017. THIS REPORT ASSUMES A

MAXIMUM ALLOWABLE BEARING PRESSURE OF 3,500 PSF FOR TOTAL

LOAD CONDITIONS. THIS BEARING PRESSURE IS FOUND AT A DEPTH OF

4 FEET BELOW EXISTING FINISHED GRADE.

18. PREPARED GRADE AREA UNDER ALL BUILDING SLABS AND GRADE

BEAMS SHALL BE COVERED WITH A 15 MIL WATER VAPOR BARRIER

MEETING THE REQUIREMENTS OF ASTM E 1745, CLASS C OR BETTER

AND SHALL A MAXIMUM WATER PERMEANCE OF 0.01 PERMS WHEN

TESTED IN ACCORDANCE WITH ASTM E96. THE WATER VAPOR BARRIER

SHALL BE INSTALLED AND LAPPED IN ACCORDANCE WITH THE

REQUIREMENTS OF ASTM E 1643. PENETRATIONS SHALL BE SEALED IN

STRICT ACCORDANCE WIT THE MANUFACTURER’S RECOMMENDATIONS

AND REQUIREMENTS.

19. FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED ON A

MINIMUM OF 5 FEET OF SELECT FILL MATERIAL THE FLOOR SLAB AND

EXTENDING 5’-0” MINIMUM BEYOND THE BUILDING.

20. ALL BACKFILL FOR BURIED PIPES AND CONDUIT WITHIN THE BUILDING

PAD AND EXTENDING OUT 5’-0” MINIMUM BEYOND THE BUILDING SHALL

BE BACKFILLED WITH SELECT FILL BACK FILL. DO NOT USE SAND

BACKFILL. A BENTONITE PLUG SHALL BE PROVIDED IN ALL UTILITY

TRENCHES AT THE FACE OF THE BUILDING FOUNDATION.

21. CONDUITS SHALL NOT BE PLACED IN THE CONCRETE SLAB. CONDUITS

SHALL BE PLACED IN THE SELECT FILL MATERIAL BENEATH THE VAPOR

BARRIER. ALL PENETRATIONS IN THE VAPOR BARRIER SHALL BE

SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS AND REQUIREMENTS.

22. SOIL BEARING TESTS SHALL BE PERFORMED BY A GEOTECHNICAL

ENGINEER PRIOR TO INSTALLING FOOTINGS TO ENSURE DESIGN

ALLOWABLE BEARING VALUES ARE MET. IF ACTUAL SITE CONDITIONS

DO NOT SATISFY THESE REQUIREMENTS, COORDINATE ADJUSTMENTS

WITH ARCHITECT/ENGINEER/GEOTECHNICAL ENGINEER.

23. PROVIDE A TREMIE TO PLACE CONCRETE IN DRILLED FOOTINGS SO

THAT CONCRETE DOES NOT FREE FALL OVER 10’-0”.

24. PROVIDE PIER SLEDS TO MAINTAIN 3” MINIMUM CLEAR COVER ON

FOOTING SHAFT REINFORCING. PIER SLEDS SHALL BE STAGGERED

ALONG THE VERTICAL REINFORCING. DO NOT PLACE SLEDS AT THE

SAME LOCATION.

25. QUALITY CONTROL TESTING IS FOR THE OWNER'S BENEFIT AND FOR

HIS ACCOUNT. THE FREQUENCIES AND TYPES OF TESTING SHALL BE

DIRECTED BY THE OWNER OR HIS AGENT IN FULL COOPERATION WITH

AND WITH PRIOR ANNOUNCEMENT TO THE CONTRACTOR.

CONCRETE:

1. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.

2. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS (PSI), TYPE OF

CONCRETE, MAXIMUM W/C (WATER/CEMENTITIOUS MATERIALS RATIO),

AIR CONTENT, SLUMP AND CONCRETE USE:

STRENGTH TYPE W/C AIR SLUMP USE

3000 NORMAL WT. 0.52 ------- 3"-5" SPREAD FOOTINGS

3000 NORMAL WT. 0.52 4-6% 3"-5" CONCRETE ON

METAL DECK

NORMAL WT. 3"-5" SLAB ON GRADE,

GRADE BEAMS,

PIT WALLS,

SUMP PIT

NORMAL WT.

0.45 3%

3"-5" FOUNDATION WALL4500 0.45 4-5%

3. ALL CONCRETE MIX DESIGNS SHALL HAVE WATER TO CEMENT RATIOS

LESS THAN 0.52, WITH A MAXIMUM 60/40 FINE TO COARSE AGGREGATE

RATIO. CONCRETE MIX DESIGNS THAT DO NOT CONFORM TO THE

ABOVE STANDARD AND/OR CONTAIN WATER REDUCING ADMIXTURES

SHALL BE SUBMITTED WITH APPROPRIATE TEST DATA PER ACI

STANDARDS. ALL CONCRETE SHALL BE IN CONFORMANCE WITH THE

LATEST ACI 301 STANDARD PUBLICATION.

A. LIGHTWEIGHT CONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT

OF 115 PCF.

4. EXTERIOR CONCRETE (FLOOR SLABS, WALLS, ETC) SHALL HAVE 6%

(PLUS/MINUS 1%) ENTRAINED AIR.

5. CHAMFER ALL EXPOSED CONCRETE EDGES ¾” (VERIFY WITH

ARCHITECT).

6. NO ALUMINUM SHALL BE EMBEDDED IN ANY CONCRETE.

7. NO CALCIUM CHLORIDE SHALL BE USED IN CONCRETE.

8. CONTRACTOR SHALL COORDINATE ALL CURING COMPOUNDS WITH

FLOOR FINISH REQUIREMENTS TO ENSURE COMPATIBILITY.

9. THE DESIGN, CONSTRUCTION AND SAFETY OF ALL FORMWORK IS THE

RESPONSIBILITY OF THE CONTRACTOR.

10. ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY NOTED AS

UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN

WITH THE SAME REINFORCING AS SIMILAR SECTIONS OR AREAS.

11. CONSTRUCTION JOINTS IN GRADE BEAMS, CONTINUOUS FOOTINGS,

AND ALL WALLS THAT DO NOT CHANGE DIRECTION SHALL BE SPACED

NO GREATER THAN 60’-0”. INTERMEDIATE CONTROL JOINTS SHALL BE

SPACED AT 25’-0” MAX FOR WALLS. CONTROL JOINTS IN WALLS SHALL

ALSO BE LOCATED 15’-0” FROM CORNERS AND AT CHANGES IN WALL

THICKNESS.

12. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED

CONCRETE (GREATER THAN 8 HRS OLD), CLEAN EXISTING SURFACE OF

LAITANCE AND FOREIGN MATERIAL AND DAMPEN THE EXISTING

SURFACE. IF REQUIRED, ROUGHEN EXISTING CONCRETE TO ¼”

AMPLITUDE.

13. SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON

GRADE SHALL BE SPACED TO DIVIDE THE SLAB INTO PANELS NOT TO

EXCEED 225 SQUARE FEET. THE LONGER DIMENSION OF EACH PANEL

SHALL NOT EXCEED THE SHORTER DIMENSION BY MORE THAN 20%.

JOINTS SHALL BE LOCATED AT COLUMN CENTERLINES WHERE

POSSIBLE. CONTRACTOR SHALL SUBMIT JOINT LAYOUT TO ARCHITECT

FOR APPROVAL. REFER TO TYPICAL DETAIL 10/SS-030.

14. REINFORCING BARS: ASTM A615 GRADE 60.

15. WELDED WIRE REINFORCEMENT (WWR): ASTM A185. MINIMUM LAP AND

EMBEDMENT TO BE THE GREATER OF ONE CROSS WIRE SPACING PLUS

2" OR 8". PROVIDE FLAT SHEETS ONLY, NO ROLLS.

16. REINFORCING STEEL SHOWN IN SECTIONS AND DETAILS ARE A

SCHEMATIC INDICATION THAT REINFORCING EXISTS. SEE SCHEDULES,

SECTION NOTES AND GENERAL NOTES FOR ACTUAL REINFORCING

REQUIRED.

17. REINFORCING BAR PLACING ACCESSORIES SHALL BE IN ACCORDANCE

WITH ACI MANUAL OF STANDARD PRACTICE. WHERE CONCRETE IS

EXPOSED IN FINISHED BUILDING, PROVIDE ACCESSORIES WITH

RUSTPROOF LEGS. WHERE CONCRETE IS SAND-BLASTED OR BUSH-

HAMMERED, PROVIDE ACCESSORIES OF STAINLESS STEEL.

18. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.

REINFORCEMENT SHALL NOT BE WELDED UNLESS NOTED OR

APPROVED BY THE STRUCTURAL ENGINEER.

19. ALL SPLICES SHALL BE CLASS "B" TENSION LAP SPLICE, UNLESS NOTED.

20. ALL REINFORCING MARKED "CONTINUOUS" SHALL BE SPLICED WITH

CLASS "B" TENSION LAP SPLICE, UNLESS NOTED. PROVIDE CORNER

BARS OF SAME SIZE AND SPACING.

21. MINIMUM CONCRETE WALL REINFORCING (WALL 10” OR GREATER)

SHALL BE #5 AT 10” CENTERS EACH WAY, EACH FACE.

22. MINIMUM REINFORCING AROUND CONCRETE WALL OPENINGS 2’-0” OR

GREATER (TYPICAL UNLESS NOTED OTHERWISE): 2-#5, EXTEND REINF

2’-0” PAST OPENINGS. PROVIDE 2-#5 x 4’-0” DIAGONAL BARS AT

CORNERS.

23. SLABS ON GRADE SHALL BE 5” THICK MINIMUM ON 4” OF GRANULAR

FILL. REINFORCE SLAB WITH #3 AT 14 INCHES ON CENTER EACH WAY

IN UPPER 1/3 OF SLAB THICKNESS. AT INTERIOR SLABS, A 15 MIL

WATER VAPOR BARRIER SHALL BE PLACED BETWEEN THE

CONCRETE AND GRANULAR BASE AND CARE SHOULD BE TAKEN

DURING CURING TO PREVENT SLAB CURLING. THIS NOTE SHALL BE

TYPICAL UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL:

1. FABRICATE AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH

AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES".

2. THE STRUCTURAL STEEL FABRICATOR SHALL BE AN AISC QUALITY

CERTIFIED COMPANY FOR THE CATEGORY OF WORK IN THIS PROJECT

OR PROVIDE A QUALITY ASSURANCE PLAN AND SPECIAL INSPECTIONS

AS DEFINED IN THE CODE.

3. THE STEEL FRAME IS "NON-SELF-SUPPORTING". ADEQUATE

TEMPORARY SUPPORT MUST BE PROVIDED BY THE CONTRACTOR

UNTIL REQUIRED CONNECTIONS OR ELEMENTS ARE IN PLACE.

A. ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN

THE COMPLETED STRUCTURE IS PROVIDED AS FOLLOWS:

1. ROOF DIAPHRAGM: STEEL ROOF DECKING

2. COLLECTOR ELEMENTS/DRAG STRUTS: AS NOTED IN FRAMING

PLANS

3. LATERAL LOAD RESISTING SYSTEM: STEEL MOMENT FRAMES

4. STRUCTURAL STEEL: ASTM A992 FOR WIDE FLANGE BEAMS AND

COLUMNS; ASTM A992 FOR S, M AND HP SHAPES AND CHANNELS; ASTM

A36 FOR STIFFENER PLATES, BASE PLATES, COLUMN CAP PLATES,

BEAM CONNECTION PLATES AND STEEL ANGLES.

5. STEEL TUBING: ASTM A500, GRADE B.

6. WELDING SHALL CONFORM TO THE CURRENT AND APPLICABLE AWS

STANDARDS AND BE COMPLETED BY AN AWS CERTIFIED WELDER

A. AWS D1.1 – STRUCTURAL WELDING CODE – STEEL

B. AWS D1.3 – STRUCTURAL WELDING CODE – SHEET STEEL

C. AWS D1.6 – STRUCTURAL WELDING CODE – STAINLESS STEEL

7. WELD SIZES SHALL BE INCREASED TO MEET THE REQUIRED EFFECTIVE

THROAT WIDTH IF GAPS EXIST AT THE FAYING SURFACE.

8. WELDED CONNECTIONS: E70XX ELECTRODES, MINIMUM SIZE FILLET

WELD 3/16".

9. ALL MISCELLANEOUS WELDS (FIELD OR SHOP) SHALL BE MINIMUM SIZE

FILLET ALL AROUND IN ACCORDANCE WITH AISC. WELDING OF

CONTINUOUS MEMBER SHALL BE A MINIMUM OF 2 INCHES OF 3/16 INCH

FILLET STITCH WELDS AT 12 INCHES O.C. STAGGERED EACH SIDE,

UNLESS OTHERWISE NOTED. COLUMN BASE PLATES, CAP PLATES AND

STIFFENER PLATES SHALL BE WELDED ALL AROUND.

10. HEADED ANCHOR RODS: ASTM F1554 GRADE 36 OR GRADE 55 ANCHOR

AND HEAVY HEX NUT, AS INDICATED IN DETAILS.

11. SHEAR CONNECTORS: ASTM A108, GRADE 1015 THROUGH 1020,

HEADED-STUD TYPE, COLD FINISHED CARBON STEEL; AWS D1.1,

TYPE B.

12. HEADED STUDS SHALL BE 3/4" DIAMETER x 5 3/16".

13. PLACE THE NUMBER OF STUDS SHOWN ON PLAN AS FOLLOWS:

A. UNIFORM DISTRIBUTION: FOR BEAMS WHERE ONLY A TOTAL

NUMBER OF STUDS IS SPECIFIED, PLACE STUDS AT A UNIFORM

SPACING BETWEEN THE ENDS OF THE BEAM.

B. SEGMENTED DISTRIBUTION: FOR BEAMS SUPPORTING OTHER

BEAMS, WITH STUDS NOTED BETWEEN BEAM REACTIONS AND/OR

THE ENDS OF THE BEAM, PLACE STUDS AT A UNIFORM SPACING

BETWEEN BEAM REACTIONS AND.OR THE BEAM ENDS.

14. HEADER STUDS SHALL BE PLACED IN A SINGLE ROW WHERE POSSIBLE.

WHERE ADDITIONAL STUDS ARE REQUIRED BEYOND THOSE THAT CAN

BE PLACED IN A SINGLE ROW, PLACE STUDS IN PAIRS STARTING

TOWARDS THE NEAREST END OF THE BEAM, REFER TO STUD

PLACEMENT DIAGRAM 2/SS-050. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR DETERMINING THE PROPER HEADED STUD LAYOUT

FOR EACH BEAM PRIOR TO INSTALLATION OF THE STUDS IN THE FIELD.

15. FOR BEAMS WITH MINIMUM STUDS CALLED OUT ON PLAN, PROVIDE THE

MINIMUM NUMBER OF STUDS AS REQUIRED PER THE MAXIMUM STUD

SPACING REQUIREMENTS SHOWN ON THE SHEAR STUDS PLACEMENT

DIAGRAM.

16. BOLTED CONNECTIONS: BEARING TYPE A325-N IN ACCORDANCE WITH

AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR

A490 BOLTS". BOLTS THROUGH 4" WIDE BEAM FLANGES SHALL BE 5/8"

DIAMETER. OTHER BOLTS SHALL BE 3/4" DIAMETER. USE SNUG TIGHT

BEARING CONNECTIONS FOR ALL BOLTED CONNECTIONS.

17. BOLTS SHOWN IN SECTIONS AND DETAILS ARE A SCHEMATIC

INDICATION THAT BOLTS MAY BE USED. ACTUAL NUMBER, UNLESS

SPECIFIED, TO BE IN ACCORDANCE WITH AISC.

18. ALL STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED

ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE

CONTRACTOR TO RESIST FORCES INDICATED. THE CONTRACTOR'S

CONNECTION DESIGN SHALL BE UNDER THE DIRECT SUPERVISION OF A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS LOCATED.

19. DESIGN CALCULATIONS FOR THE CONNECTIONS DESIGNED BY THE

CONTRACTOR SHALL BE SUBMITTED FOR THE FILES OF THE ARCHITECT

AND STRUCTURAL ENGINEER. CALCULATIONS SHALL BEAR THE SEAL

OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE

THE PROJECT IS LOCATED. SHOP DRAWINGS CONTAINING

CONNECTIONS FOR WHICH CALCULATIONS HAVE NOT BEEN RECEIVED

WILL BE RETURNED UNCHECKED AS AN INCOMPLETE SUBMITTAL.

20. CONNECTION INFORMATION SHALL BE SHOWN AT EACH DETAILED

CONNECTION ON THE SUBMITTAL DRAWINGS AS FOLLOWS:

A. DESIGN REACTION.

B. CALCULATION PAGE NUMBER.

C. CONNECTION CAPACITY.

21. ALL BEAM CONNECTIONS SHALL BE "SIMPLE SHEAR CONNECTIONS",

UNLESS NOTED OTHERWISE. WHERE BEAM REACTIONS AND/OR DESIGN

FORCES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS, THE

CONNECTIONS SHALL BE DESIGNED TO SUPPORT A REACTION EQUAL TO

ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY FROM THE MAXIMUM

TOTAL UNIFORM LOAD TABLE MULTIPLIED BY A FACTOR OF 1.2 FOR GIVEN

SHAPE, SPAN, AND GRADE OF STEEL. CONNECTIONS FOR COMPOSITE

BEAMS SHALL HAVE THE STANDARD AISC CAPACITY INCREASED BY

35%.

22. TO THE REACTION LISTED ABOVE, ADD ANY LOADS OR REACTIONS OF

MEMBERS SUPPORTED BY THE BEAM WITHIN THREE FEET OF BEAM

END AND THE VERTICAL COMPONENTS OF FORCES IN BRACE MEMBERS

FRAMING INTO THE BEAM.

23. WHERE BEAM REACTIONS ARE SHOWN ON THE DRAWINGS, THE

CONNECTIONS SHALL DEVELOP THE REACTIONS SHOWN. WHERE

CONNECTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY

SHALL BE TAKEN INTO ACCOUNT WHEN DESIGNING AND DETAILING THE

CONNECTION.

24. WHERE STEEL BEAMS ARE CONTINUOUS OVER COLUMNS, PROVIDE

WEB STIFFENER PLATES EACH SIDE OF BEAM WEB, OF THICKNESS

EQUAL TO BEAM FLANGE THICKNESS, LOCATED IN ALIGNMENT WITH

COLUMN WEB, FLANGES OR CENTER LINE OF TUBES AND PIPE

COLUMNS.

25. FABRICATE BRACING MEMBERS WITH SUFFICIENT DRAW TO PREVENT

SAGGING.

26. STEEL BEAMS SHALL BE FABRICATED WITH MILL CAMBER UP.

27. NO COLUMN OR BEAM SPLICES, UNLESS CLEARLY INDICATED ON THE

STRUCTURAL DRAWINGS, WILL BE ALLOWED WITHOUT WRITTEN

APPROVAL OF THE STRUCTURAL ENGINEER.

28. SEE ARCHITECTURAL PLANS FOR FIREPROOFING REQUIREMENTS AND

COORDINATE STEEL COATINGS ACCORDINGLY.

29. GROUT WHERE INDICATED ON PLANS AT BASE PLATES SHALL BE NON-

METALLIC NON-SHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF

6000 PSI AT 28 DAYS CONFORMING TO ASTM C 1107. 100 PERCENT OF

VOID UNDER ALL BASE PLATE IS TO BE GROUTED. ALL BASE PLATE

WITH A DIMENSION GREATER THAN 24” SHALL HAVE TWO 1” DIAMETER

GROUT HOLES. IF THE SPACE UNDER A COLUMN BASE PLATE IS LESS

THAN ¼”, A PRESSURE INJECTION SYSTEM SHALL BE USED. 10. HEADED

ANCHOR RODS: ASTM F1554 GRADE 36 OR GRADE 55 ANCHOR

AND HEAVY HEX NUT, AS INDICATED IN DETAILS.

30. ALL STEEL FLOOR CONSTRUCTION HAS BEEN DESIGNED IN

ACCORDANCE WITH AISC PROVISIONS NOT TO REQUIRE TEMPORARY

SHORING DURING CONSTRUCTION. HOWEVER, THE STEEL BEAMS WILL

DEFLECT FROM THE WEIGHT OF THE WET CONCRETE. THE

CONTRACTOR IS HEREBY ALERTED THAT THE BEAMS HAVE BEEN

CAMBERED TO ACCOUNT FOR WET CONCRETE DEFLECTIONS.

CONCRETE SHOULD BE PLACED IN EQUAL DEPTH OVER THE ENTIRE

BEAM SPAN.

31. ALL STRUCTURAL STEEL WHICH IS OUTSIDE THE BUILDING ENVELOPE

SHALL BE HOT-DIPPED GALVANIZED. ZINC COATING SHALL MEET THE

REQUIREMENTS OF ASTM 123-73 WITH A MINIMUM COATING CLASS OF

G60 AND SHALL BE APPLIED AFTER FABRICATION. ALL FIELD WELDS

SHALL BE GROUND SMOOTH AND TOUCHED UP WITH ZINC RICH PAINT.

32. ALL BRICK SUPPORT ANGLES ARE DESIGNED TO FULLY SUPPORT THE

BRICK VENEER WITH SOME NORMAL DEFLECTION AS THE BRICK IS

INSTALLED. BRICK SHALL BE INSTALLED WITHOUT SHORING THE

SUPPORT ANGLE DURING CONSTRUCTION. SHORING THE BRICK

DURING CONSTRUCTION CAN RESULT IN HORIZONTAL BED JOINT

CRACKING WHEN THE SHORES ARE REMOVED.

33. THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS SHALL

COMPLY TO OSHA 29 CFR 1926 SUBPART R, SAFETY STANDARDS FOR

STEEL ERECTION.

34. AS SCOPE AND PERFORMANCE DOCUMENTS, THE DRAWINGS AND

SPECIFICATIONS DO NOT INDICATE OR DESCRIBE ALL THE WORK

REQUIRED FOR THE PERFORMANCE AND COMPLETION OF THIS WORK.

THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE

FABRICATION AND INSTALLATION OF ALL MISCELLANEOUS METAL ITEMS

INDICATED, DESCRIBED OR IMPLIED ON THE STRUCTURAL AND/OR THE

ARCHITECTURAL DRAWINGS. MISCELLANEOUS STEEL ITEMS, WITHIN AN

ASSEMBLY AND NOT ATTACHED TO THE STRUCTURE, ARE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS

SUBCONTRACTORS WHETHER THEY ARE SHOWN OR NOT SHOWN ON

THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUCH ASSEMBLIES

INCLUDE BUT ARE NOT LIMITED TO, EXTERIOR AND INTERIOR WALL

ASSEMBLIES, CEILING ASSEMBLIES, PARTITION ASSEMBLIES, SHELF

AND CABINET ASSEMBLIES AND ALL OTHER SIMILAR ASSEMBLIES. ANY

MISCELLANEOUS METAL ITEMS INDICATED ON THE ARCHITECTURAL

DRAWINGS AND NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL

BE A MINIMUM OF L4x4x1/2”, C7x9.8, 3/8” PLATE OR HSS 4x4x3/8” UNLESS

OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER.

STEEL DECK:

1. STEEL DECK MANUFACTURER SHALL BE A MEMBER OF THE STEEL

DECK INSTITUTE (SDI). ALL METAL DECK TO BE ERECTED PER

MANUFACTURER REQUIREMENTS AND SPECIFICATIONS.

2. DECK PROPERTIES AND ATTACHMENTS SHALL BE IN ACCORDANCE

WITH THE STEEL DECK INSTITUTE.

3. ALL METAL DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER 3

SPANS MINIMUM AND SHALL BEAR 2” MINIMUM ON STEEL SUPPORTS.

FOR ONE OR TWO SPAN CONDITIONS CONTRACTOR SHALL PROVIDE

SHORING AS REQUIRED OR FURNISH THICKER GAGE DECK TO

SUPPORT ALL APPLICABLE LOADS. CONTRACTOR TO SUBMIT

ALTERNATIVES FOR APPROVAL.

4. DO NOT SHORE DECK, UNLESS NOTED OTHERWISE ON DRAWINGS.

5. DECK SHALL BE WELDED AT SUPPORTS WITH 5/8” PUDDLE WELDS MIN.

AND SIDELAP CONNECTIONS SHALL BE #10 TEK SCREWS MIN (UNO).

6. STEEL DECK SHALL ALWAYS BE INSTALLED WITH DIRECTION OF FLUTES

PERPENDICULAR TO STEEL FRAMING MEMBERS. DECK SHALL BE CUT

TO INSURE A MINIMUM OF THREE SPANS PER DECK WIDTH.

7. PROVIDE REINFORCING CHANNELS, STANDARD CLOSURES, CANT

STRIPS, SUMP PANS, AND OTHER ACCESSORIES AS REQUIRED FOR A

PROPERLY FINISHED JOB, EVEN IF NOT SPECIFICALLY SHOWN ON THE

STRUCTURAL DRAWINGS. PROVIDE BEARING ANGLES WELDED TO

COLUMNS AS REQUIRED TO SUPPORT METAL DECK.

8. ONE OPENING PER DECK SHEET, 6” OR LESS IN DIAMETER, IS

PERMISSIBLE. HOLES LARGER THAN 6” IN DIAMETER OR MORE THAN ONE

HOLE PER DECK SHEET REQUIRES REINFORCING PER SDI. HOLES

LARGER THAN 12” (ROUND OR SQUARE) REQUIRE A STEEL FRAME.

9. OPENINGS IN ROOF DECK TO BE FRAMED WITH L4x4x1/4” ANGLE.

EXTEND ANGLES TO STRUCTURAL SUPPORTS, BLOCK VERTICAL LEGS

AND FIELD WELD. TYPICAL UNLESS NOTED OTHERWISE.

10. COLD-FORMED METAL FRAMING, SUSPENDED CEILINGS, LIGHT

FIXTURES AND DUCTS OR OTHER UTILITIES SHALL NOT BE SUPPORTED

BY THE METAL ROOF DECK.

11. EMBEDDED CONDUIT IS NOT PERMITTED IN CONCRETE SLABS ON

METAL DECK.

12. FLOOR/ROOF DECK:

A. 6¼" THICK CONCRETE SLAB ON STEEL FLOOR DECK. DECK SHALL BE

2" DEEP, 20 GAGE AND G60 GALVANIZED FOR A TOTAL FLOOR DEPTH

8¼" (FY = 40 KSI MINIMUM AND MINIMUM SECTION MODULUS OF 0.73 CU

INCH PER FOOT OF WIDTH), MINIMUM FASTENING PATTERN: 36/4

WITH 5/8" PUDDLE WELDS AND 3 WELDED SIDELAP FASTENERS PER

SPAN (UNO).

B. REINFORCE SLAB WITH 2 LAYERS 6x6-W2.1xW2.1 WWF SUPPORTED

AT LOWER AND UPPER THIRD (SLAB SURFACE TO TOP OF

CORRUGATIONS).

Drawing Number

Project Number

Date

-OF-

Project Title

Building NumberLocation

Checked DrawnAPPROVED: CHIEF ENGINEER

Drawing Title

VA FORM 08-

Office of Construction and Facilities Management

Dwg

CIVIL / STRUCTURAL ENGINEER M.E.P. / T. ENGINEER

APPROVED: DIRECTOR

APPROVED: ASSOCIATE DIRECTOR

APPROVED: ASSISTANT DIRECTOR APPROVED: CHIEF ENGINEER

REVISIONS DATE

CONSULTANTS ARCHITECT

o n e -e ig h th i n 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 i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

1 2 3 4 5 6 7 8 9

A

1 2 3 4 5 6 7 8 9

B

C

D

E

F

A

B

C

D

E

F

H2B

1225 NORTH LOOP WEST, SUITE 900

HOUSTON, TX 77008

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

AZ ARCH REG. NO. 20013-0, EXP. 10/10/2019

AZ ENGR REG. NO. 20015-0, EXP. 10/10/2019

11/01/18

RADIOLOGY EXPANSIONSTRUCTURAL GENERAL NOTES

649-413

11/01/18 SB ED

SS-001

17 148

100% CONSTRUCTION DOCUMENTS

NORTHERN ARIZONA VA HEALTH CARE SYSTEM

500 NORTH HIGHWAY 89

PRESCOTT, AZ 86313

STRUC ABREVIATIONS

+/- PLUS OR MINUS

A.R. ANCHOR ROD

ADDNL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED

STRUC STL

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT OR ARCHITECTURAL

B/ BOTTOM OF

B/W BETWEEN

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

CF COLD FORMED

CHKD CHECKED

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

db DIA OF REINF BAR, DIA OF BOLT

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DIA DIAMETER

DIAG DIAGONAL

DIR DIRECTION

DWL DOWEL

EA EACH

EJ EXPANSION JOINT

EL ELEVATION

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

F.V. FIELD VERIFY

FLG FLANGE

FLR FLOOR

FND FOUNDATION

FS FAR SIDE

FTG FOOTING

G.C. GENERAL CONTRACTOR

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

k KIPS (1000 LBS)

LCE COMPRESSION EMBEDMENT

LENGTH

LCS COMPRESSION LAP SPLICE

LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LTE TENSION EMBEDMENT LENGTH

LTS TENSION LAP SPLICE LENGTH

LW LIGHTWEIGHT

MAS MASONRY

MATL MATERIAL

MNFR MANUFACTURER

MTL METAL

NIC NOT IN CONTRACT

NS NEAR SIDE

NS NON-SHRINK

NTS NOT TO SCALE

O.F. OUTSIDE FACE

OC ON CENTER

OPP OPPOSITE

OVS OVERSIZED

P/C PRECAST

PAF POWDER ACTUATED FASTENER

PEN PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PMB PRE-ENGINEERED METAL BUILDING

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R.F. RIGID FRAME

RC REINFORCED CONCRETE

RE: OR REF REFER TO

REINF REINFORCING

REQD REQUIRED

SC SLIP CRITICAL

SDS SELF DRILLING SCREW

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIR STIRRUPS

STL STEEL

SW SHEAR WALL

SYM SYMMETRIC

T&B TOP AND BOTTOM

T/ TOP OF

TOS TOP OF STEEL

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWF WELDED WIRE FABRIC

COLD FORMED STEEL (SSMA):

1. LIGHT GAUGE FRAMING MEMBERS SHALL HAVE THE FOLLOWING

MINIMUM MATERIAL PROPERTIES: FY = 33 KSI FOR 18 GA AND

LIGHTER MEMBERS, FY = 50 KSI FOR ALL DIAGONAL STRAP BRACING

AND FOR 16 GA AND HEAVIER MEMBERS. ALL MEMBERS SHALL MEET

ASTM A653, G90 SPECIFICATIONS.

2. MINIMUM GAUGE OF STRUCTURAL STUDS SHALL BE 43 MILS (18 GAUGE),

UNLESS NOTED OTHERWISE.

3. TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING

STRUCTURE TO PROPERLY TRANSFER IMPOSED LOADS. MINIMUM

GAUGE OF TRACKS SHALL BE 43 MILS (18 GAUGE). DEFLECTION TRACKS

AT EXTERIOR WALL SHALL BE 16 GA MINIMUM, UNLESS NOTED

OTHERWISE.

4. PROVIDE WALL STUD BRIDGING FOR EACH STUD AS RECOMMENDED

BY THE MANUFACTURER. MAXIMUM SPACING SHALL BE 4’-0”

CENTERS, UNLESS NOTED OTHERWISE.

5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR

ATTACHMENTS TO PERPENDICULAR MEMBER. MEMBERS SHALL BE

HELD POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.

6. NOTCHES OR SPLICES IN ANY STRUCTURAL STUDS WILL NOT BE

PERMITTED.

7. DO NOT NOTCH, DRILL OR CUT ANY HOLES IN LOAD BEARING STUDS

FOR ELECTRICAL OR MECHANICAL EQUIPMENT: USE EXISTING

FABRICATED HOLES.

8. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED

IN LIGHT GAUGE STEEL FRAMING WORK. TOUCH UP ALL WELDS WITH

GALVANIZE COATING.

9. SCREWS IN LIGHT GAUGE FRAMING SHALL BE INSTALLED WITH MINIMUM

EDGE DISTANCES OF 1/2" AND MINIMUM SPACING BETWEEN SCREWS

OF 3/4".

10. WHERE BACK-TO-BACK STUD COLUMNS ARE USED, ATTACH WITH #10

SCREWS @ 12" O.C. MAX, UNO.

11. PREFABRICATED PANELS SHALL BE SQUARE, WITH COMPONENTS

ATTACHED IN A MANNER AS TO PREVENT RACKING. HANDLING AND

LIFTING SHALL BE DONE IN A MANNER SO AS NOT TO CAUSE

DISTORTION IN ANY MANNER.

12. FASTENING OF COMPONENTS SHALL BE SELF-DRILLING SCREWS OR

WELDS. SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE

THE STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS

SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A

ZINC-RICH PAINT.

13. RUNNERS SHALL BE SECURELY ANCHORED TO THE SUPPORTING

STRUCTURE. PROPOSED CONNECTION TO BE SUBMITTED FOR APPROVAL.

14. ABUTTING LENGTHS OF TRACK SHALL EACH BE SECURELY ANCHORED TO

A COMMON STRUCTURAL ELEMENT, BUTT-WELDED, OR SPLICED.

15. STUDS SHALL BE PLUMB, ALIGNED AND SECURELY ATTACHED TO FLANGES

OF BOTH UPPER AND LOWER TRACKS.

16. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS,

ABOVE WINDOW AND DOOR HEADDERS, AND WHERE NEEDED TO FURNISH

SUPPORT, AND SHALL BE SECURELY ATTACHED TO CONNECTING MEMBERS.

17. RESISTANCE TO MINOR AXIS BENDING AND ROTATION SHALL BE PROVIDED

BY GYPSUM BOARD OR GYPSUM SHEATHING AND HORIZONTAL STRAP AND

BLOCKING OR COLD-ROLLED CHANNEL BRACING AT THIRD POINTS.

18. PROVIDE A MINIMUM OF (3) #12 SCREWS FOR ALL STUD TO STUD

CONNECTIONS.

19. SSMA STEEL FRAMING CARRIES A FOUR PART CODE THAT IDENTIFIES THE

WEB SIZE, STYLE, FLANGE WIDTH, AND STEEL THICKNESS:

362 S 162-43

WEB SIZE: STYLE FLANGE STEEL

WIDTH THICKNESS

(MIL)

250-2 1/2" 600-6" S-STUD 125-1 1/4" 33

350-3 1/2" 800-8" J-JOIST 137-1 3/8" 43

362-3 5/8" 1000-10" T-TRACK 162-1 5/8" 54

400-4" 1200-12" 200-2" 68 550-5 1/2" 1400-14" 250-2 1/2" 97

#3

#4

#5

#6

#7

#8

#9

BAR

F'c = 3000 psi

EMBEDMENT

8 21

COMPR TENSION (LTE)

OTHER

LAP SPLICE

(LCS) TOP

COMPR TENSION (LTS)

OTHER

HOOK

(LDH)

16 12 28 21 6

22 15 37 28 8

27 19 46 36 10

33 23 56 43 12

48 26 81 62 13

55 30 93 71 15

80 62 34 105 80 17

F'c = 4000 psi

EMBEDMENT

(LCE) TOP

COMPR TENSION (LTE)

OTHER

LAP SPLICE

(LCS) TOP

COMPR TENSION (LTS)

OTHER

HOOK

(LDH)

18 14 12 24 18 6

25 19 15 32 25 7

31 24 19 40 31 8

37 28 23 48 37 10

54 42 26 70 54 12

62 47 30 80 62 13

70 54 34 91 70 15

(LCE)

#10 90 70 38 118 90 19 24 78 60 38 102 78 17

#11 100 77 42 131 100 22 27 87 67 42 113 87 1931

TOP

NOTES (GENERAL):

1. STAGGER ALL SPLICES 12 db MIN, BUT NOT LESS THAN 12"

2. ALL DIMENSIONS INDICATED IN TABLE ARE IN INCHES

3. BARS GREATER THAN #11 SHALL BE MECHANICALLY SPLICED

4. ALL SPLICES SHALL BE WIRED IN CONTACT STACKED

VERTICAL.

MULTIPLIERS:

ALL EMBEDMENT AND LAP SPLICE LENGTHS SHALL BE

INCREASED AS REQD BY THE MULIPLIERS BELOW.

APPLY MULTIPLE MULTIPLIERS IF APPLICABLE.

1.3 -- IF CONC CONTAINS LIGHT WEIGHT AGGREGATES

1.3 -- IF EPOXY COATED REBAR USED

NOTES (PERTAINING TO TABLE):

1. TOP BARS ARE HORIZONTAL BARS THAT HAVE MORE THAN 12"

OF

FRESH CONCRETE CAST BELOW THEM.

2. ALL BARS THAT ARE NOT "TOP BARS" ARE "OTHER" BARS

3. ABBREVIATIONS:

- LCE - COMPRESSION EMBEDMENT LENGTH

- LTE - TENSION EMBEDMENT LENGTH

- LCS - COMPRESSION LAP SPLICE LENGTH

- LTS - TENSION LAP SPLICE LENGTH

- LDH - HOOKED BAR TENSION EMBEDMENT LENGTH

DEVELOPMENT AND LAP SPLICE SCHEDULE

ARRANGE PRIMARY SLAB BARS TO

PASS BY PENETRATIONS. DO NOT

TERMINATE SLAB BARS AT

PENETRATIONS

1#5X5'-0" T&B AT

ENDS AND IN

BETWEEN ALL

PENETRATIONS

1#5X5'-0" T&B EACH

SIDE

LARGER OF ADJACENT

PENETRATION DIAMETERS

D1 & D2 OR 6",

WHICHEVER IS GREATER

ALIGN PENETRATIONS WHERE POSSIBLE

2" TYP2

T Y

P

NOTE:

DETAIL DOES NOT APPLY FOR PENETRATIONS LARGER THAN 12" IN DIAMETER. SEE TYP

SLAB OPENING DETAIL FOR SUCH PENETRATIONS.

TOP BARS

PIPE SLEEVE COORDINATE

LOCATION & SIZE W/ MECH

2' - 0" 2' - 0"

S L A

B S

E E

P L A

N

BOTTOM BARS

2-#6 ADDL. T & B

(4 TOTAL)

DOUBLE STIRRUP

(EACH SIDE OF SLEEVE)

T Y

P

C L R

PIPE SLEEVE

8"

D < 3"

FINISH SLAB

NATURAL SLOPE

1' - 0"

3" < D < 6"

FINISH SLAB

NATURAL SLOPE

LAP MESH 2 SQUARES

LAP BARS 1'-0"

1-#3 CONT. @ EDGE

6" <= D < 10"

FINISH SLAB

NATURAL SLOPE

1-#3 CONT. @ EDGE

LAP MESH 2 SQUARES

LAP BARS 1'-0"

LAP MESH 2 SQUARES

LAP BARS 1'-0"

BEND SLAB REINF. AS

SHOWN. HOOK 12" AT

BOTTOM OF SLAB

1' - 0"

NOTES:

1. COORDINATE DEPTH AND LOCATION OF ALL FLOOR DEPRESSIONS WITH ARCHITECTURAL

DRAWINGS.

2. PROVIDE 1-#4X4'-0" TOP AT INTERIOR CORNERS OF ALL DEPRESSIONS.

2"

D D

D

T.O.C.

T.O.C.

T.O.C.

T.O.C.

T.O.C.

T.O.C.

(S L A

B T

H

IC

K N

E S

S R

E F

T

O P

L A

N

SAW JOINT (SJ) CUT JT. AS

SOON AS EQUIPMENT CAN BE

PLACED ON SLAB WITHOUT DAMAGE

MESH CONT.

SAW CUT JOINT

KEYED CONSTRUCTION JOINT

(CJ) USE BOND BREAKER

NOTE:

THIS DETAIL MAY BE USED IN

LIEU OF SAW CUT JOINT

FORMED KEY (NO

METAL KEY)

(S L A

B T

H

IC

K N

E S

S R

E F

T

O P

L A

N

CUT MESH

AT JOINT

T /2

T /4

T

T T

2 x T 2 x T

3/4" MIN

90.00°

90.00°

CONTROL OR

CONSTRUCTIO

N JOINT

4" M

IN

(TYP)

¼" PREFORMED JOINT

FILLER AROUND COLUMN

AND AT EDGE OF

BLOCKOUT. FILL JOINT

WITH SEALANT (TYP)

EDGE OF SLAB

OR FACE OF

WALL

NOTE:

PROVIDE SONOTUBE BLOCKOUT

WHEN CONTROL /

CONSTRUCTION JOINTS DO NOT

EXTEND FROM ALL CORNERS OF

BLOCKOUT

EDGE OF SLAB

OR FACE OF

WALL

EDGE OF

BLOCK OUT

EDGE OF

BLOCKOUT

INTERIOR COL

EXTERIOR COL

CORNER COL WIDTH + 3'-0"

2'-0" x STAIR #4x1'-5"@16" O.C.

(3) #4 CONT

STAIR WIDTH + 2'-0"

L3x3x5/16"x0'-6" w/(2) 5/8" Ø x 4" EMBED

HILTI KWIK BOLT 3

STAIR STRINGER

SLAB ON GRADE

REINF NOT SHOWN

FOR CLARITY

C L R

END HOOK DIMENSIONS

#3

#4

#5

#6

#7

#8

#9

#10 #11

BAR

SIZE

#14

#18

FINISHED

BEND

DIAMETER D,

(INCHES)

180 ° HOOKS

A OR G'

(INCHES)

A OR G'

(INCHES)J, (INCHES)

2 ¼

3 ¾

4 ½

5 ¼

9 ½

10 ¾

18 ¼

11 ¾

13 ¼

14 ¾

21 ¾

28 ½

90° HOOK

D= INSIDE DIAMETER OF BEND

d b

D

A O

R G d b

DETAILING DIMENSION

90° HOOK

2 1/2"

4db OR

MINIMUM

D

DIMENSION

DETAILING

A OR G

HOOK

J d b

180° HOOK

STIRRUP AND TIE HOOK

#3

#4

#5

BAR

SIZE

1½

2½

4½

5½

D= INSIDE DIAMETER OF BEND

6db FOR #3, #4, #5

12db FOR #6, #7, #8

D E

T A

IL

IN

G D

IM

E

N S

IO

N

D

A OR G

db

D

D E

T A

IL

IN

G D

IM

E

N S

IO

N

A O

R G

H O

O K

A N D

SM

ALLER

6db FO R #8 B

AR

S

D

D db

90° HOOK

135° HOOK

CORNER CONDITIONS-STIRRUP OR TIE

90° HOOK

90° HOOK

BEYOND

135° HOOK

90° HOOK

BEYOND

135° HOOK

135° HOOK

90° HOOK

135° HOOK

GROSS TIE

D

(INCHES)

90° HOOK

A OR G

(INCHES)

135° HOOK

A OR G

(INCHES)

4½

¾" CHAMFER, TYPICAL

BOTTOM REINFORCEMENT,

WHERE SCHEDULED

TOP REINFORCEMENT,

REFER TO SCHEDULE

1-#4 CONTINUOUS AT

PERIMETER WITH 1-#4X4'-0"

AT EXTERIOR CORNERS

AND 1-#4X4'-0" DIAGONAL AT

RE-ENTRANT CORNERS

REFER TO NOTE 1

2'-0"

2" 4' -0

RE-ENTRANT

CORNERS

EXTERIOR

CORNERS

HOUSEKEEPING PAD REINFORCEMENT SCHEDULE

PAD THICKNESS

TOP

REINFORCEMENT

BOTTOM

REINFORCEMENT

T-4" WWR 4x4-W2.9xW2.9 OR #3@12" EACH WAY NONE

4" < T < = 6"

6" < T < = 8"

8" < T < = 12"

12" < T < = 16"

WWR 4x4-W4xW4 OR #4@18" EACH WAY

WWR 4x4-W6xW6 OR #4@12" EACH WAY

#4@18" EACH WAY

#4@12" EACH WAY

NONE

NONE

#4@18" EACH WAY

#4@12" EACH WAY

NOTE:

1. REFER TO ARCHITECTURAL, STRUCTURAL, OR MEP DRAWING FOR HOUSEKEEPING PAD

PLAN DIMENSIONS AND THICKNESS (4" MINIMUM THICKNESS).

2. CONTRACTOR SHALL COORDINATE DIMENSIONS AND OTHER SPECIAL REQUIREMENT WITH

EQUIPMENT MANUFACTURERS AND PROVIDE WHERE REQUIRED WHETHER SHOWN ON

STRUCTURAL DRAWING OR NOT.

3. PROVIDE ADDITIONAL LAYER OF REINFORCING FOR PAD THICKNESS GREATER THAN 18".

DO OPP.

W

FIELD CUT ALTERNATE

HORIZ. BARS EA. FACE

/2

1-1/2"

3/8"

1" 5 1/2"

1/2" DIA X 1'-0" DWLS @ 12" oc

VERTICALLY WITH GREASED SLEEVE

1" EXPANSION

JOINT IN WALL

2"1" 2"

SEALANT BOTH SIDES

W /2

W /2

CORNERSINTERSECTIONS ENDS

DWLS TO

MATCH

HORIZ

REINF SIZE

AND

SPACING

(TYP)

HORIZONTAL BARS

U-BARS TO MATCH SIZE

AND SPACING OF HORIZ

BARS (TYP)

STD HOOK

WALLS WITH 2 LAYERS OF

REINF (10" OR GREATER)

WALLS WITH 1 LAYER OF

REINF (< 10")

L T

S

LTS

STD HOOK

LTS

L T

S

CORNER

BARS. MATCH

HORIZ REINF

SIZE AND

SPACING

DWLS TO MATCH

HORIZ REINF SIZE

AND SPACING. ALT

HOOK DIRECTIONS

(TYP)

BASEMENT FLR

-11' - 0"

EXIST CRAWL

SPACE

-6' - 0"

E.1 F.1

SS-300

2' - 6"

METAL GRATING,

SEE PLAN

SEE PLAN FOR

SLAB DEPTH AND

REINF

# 6 @ 12"O.C.E.W, EA FACE

#6 DOWELS @

12" O.C. EA FACE

#6 DOWELS @

8" O.C. EA FACE

#6 @ 8"O.C.E.W, TOP & BOT

#6 @ 8" O.C.E.W, EA FACE

R E

:A R

C H

CONT. L4x4x¼ w/ ¾"Ø HILTI KWIK

BOLT 3 @ 2'-0" O.C.

w/ 6" OF EMBED.

SLOPE: RE ARCH .SLOPE: RE ARCH

SEE PLAN

SEE PLAN

3" CLR

#4 DWLS

@ 15" O.C.

EA SIDE

FTG. BRG. EL.

SEE PLAN

SEE 7/SS-201

FOR REINF.

15' - 0"

IN

T

E R

IO

R

E X

T E

R

IO

R

Drawing Number

Project Number

Date

-OF-

Project Title

Building NumberLocation

Checked DrawnAPPROVED: CHIEF ENGINEER

Drawing Title

VA FORM 08-

Office of Construction and Facilities Management

Dwg

CIVIL / STRUCTURAL ENGINEER M.E.P. / T. ENGINEER

APPROVED: DIRECTOR

APPROVED: ASSOCIATE DIRECTOR

APPROVED: ASSISTANT DIRECTOR APPROVED: CHIEF ENGINEER

REVISIONS DATE

CONSULTANTS ARCHITECT

o n e -e ig h th i n 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 i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

1 2 3 4 5 6 7 8 9

A

1 2 3 4 5 6 7 8 9

B

C

D

E

F

A

B

C

D

E

F

H2B

1225 NORTH LOOP WEST, SUITE 900

HOUSTON, TX 77008

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

AZ ARCH REG. NO. 20013-0, EXP. 10/10/2019

AZ ENGR REG. NO. 20015-0, EXP. 10/10/2019

11/01/18

RADIOLOGY EXPANSIONTYPICAL DETAILS - CONCRETE

649-413

11/01/18 SB ED

SS-030

18 148

100% CONSTRUCTION DOCUMENTS

NORTHERN ARIZONA VA HEALTH CARE SYSTEM

500 NORTH HIGHWAY 89

PRESCOTT, AZ 86313

NTS

2 SPLICE & DEVELOPMENT SCHEDULE

NTS

8 TYPICAL ALIGNED CIP SLAB PENETRATIONS

NTS

9 CONCRETE BEAM PENETRATION DETAIL

NTS

11 TYPICAL DETAIL SLAB ON GRADE AT FLOOR DEPRESSION

NTS

4 TYPICAL SOG CONTROL JOINTS

NTS

5 SOG JOINTS AT COLUMNS

NTS

6 TYPICAL THICKENED SLAB AT STAIR STRINGER DETAIL

NTS

3 TYPICAL END HOOK TYPES

NTS

1 TYPICAL STIRRUP AND TIE HOOK TYPES

NTS

10 TYPICAL HOUSEKEEPING PAD OVER SLAB-ON-GRADE

1/2" = 1'-0"

7 CONC WALL JOINTS

1/2" = 1'-0"

13 CONC WALL CORNERS

1/2" = 1'-0"

14 MECHANICAL WALL SECTION

1'-4" MAX

4" MIN

36" MAX

4½" MIN

COLUMN OR BEAM

COLUMN OR

BEAM FLANGE

M

IN

M

A X

M A

X

½

M

IN

1" MIN

1" MIN

3" MIN

3" M

IN

1" MIN

SINGLE LINE SPACING

MULTIPLE LINE SPACING PLAN

WHERE MULTIPLE LINE

SPCG. IS REQ'D. AT A BM.

w/ A FLANGE WIDTH LESS

THAN 5" SPACE THUS.

STUDS SHALL BE

ATTACHED DIRECTLY OVER

WEB UNLESS THE BM.

FLANGE THICKNESS IS 0.3

OR THICKER FOR ¾" DIA.

STUDS.

STUDS SHALL BE TYPE S3L, ¾" DIA.

AS MFG. BY NELSON STUD DIVISION,

OR APPROVED EQUAL. STUDS SHALL

HAVE PROPER FERRULES FOR WELD-

THRU DECK APPLICATIONS.

STUD (AFTER WELDING) SHALL PROJECT

A MIN. OF 1½" ABOVE TOP METAL DECK

AND THERE SHALL BE A MIN. OF 1"

CONCRETE ABOVE STUDS. STUDS SHALL

BE WELDED PER MANUFACTURERS

RECOMMENDATIONS.

TOWARDS

SUPPORTS

TOWARDS

SUPPORTS

MID-SPAN OF BEAM

PLACE STUD AWAY FROM

MID-SPAN OF BEAM. CLOSER

TOWARDS THE SUPPORTS.

STRONG SIDE OF FLUTES

MIN

1"

3" 3" MIN

1"

3x3/8x0'-5"

CHORD SPLICE

PLATE

CHORD ANGLE

PER PLAN AND

DETAILS

3/16 2

3/16 2

TYP

¼

¼

L e v L e v

"S

S P

A C

IN

G

(N

"D

D

IA

A

-N B

O L

T S

BEAM N

W8, W10 2

W12, W14 3

W16 4

W18 5

W21, W24 6

NOTES:

3" DIM. TYP. EXCEPT AS

RECOMMENDED BY AISC FOR

W8 & SMALLER BEAMS OR

FOR LARGERBEAMS.

FACE OF : BEAM WEB, COL.

FLG., OR COL. WEB

.1

L 3½ x 3½ x 5/16"

DBL ANGLE CONN

(GA = 4½" MIN)2

VARIABLES:

Lev = 1½" D = ¾"

N = PER TABLE

S = 3"

NOTE:

INFORMATION PROVIDED IN THIS DETAIL

IS TO COMMUNICATE THE GENERAL INTENT

OF THE CONNECTIONS. THE CONTRACTOR

SHALL BE RESPONSIBLE FOR DESIGNING

THE STEEL CONNECTIONS PER THE

GENERAL NOTES.

L e v

S

S P

A C

IN

G

(N

"D

D

IA

A

-N B

O L

T S

L e v

1/2"

Leh

Leh

¼

¼ F. WELD AT

EMBED

PLATES

5/16" TAB PL.

WIDTH = 2 x Leh+½"

DEPTH AS REQ'D.

WF BEAM PER PLAN

HOLES MAY BE HORIZ. SHORT

SLOTS AS REQ'D.

NOTES:

3" DIM. TYP. EXCEPT AS

RECOMMENDED BY AISC FOR

W8 & SMALLER BEAMS OR

FOR LARGERBEAMS.

FACE OF : BEAM WEB, COL.

FLG., COL. WEB, OR EMBED

PLATE.

VARIABLES:

Lev = 1½" Leh = 1½" D = ¾"

N = PER TABLE

S = 3"

BEAM N

W8, W10 2

W12, W14 3

W16 4

W18 5

W21, W24 6

NOTE:

INFORMATION PROVIDED IN THIS DETAIL

IS TO COMMUNICATE THE GENERAL INTENT

OF THE CONNECTIONS. THE CONTRACTOR

SHALL BE RESPONSIBLE FOR DESIGNING

THE STEEL CONNECTIONS PER THE

GENERAL NOTES.

MAX

9"

½" FROM MASONRY JAMB

STOP LINTEL ANGLE

BRACE ANGLE - SEE SCHEDULE

(WELD ALL CONNECTIONS)

48" O.C. (MAX)

TO GRADE

MASONARY STACKED

3/8" MASONRY

CONTROL JOINT

CONT LINTEL ANGLE

(HOT DIPPED GAVANIZED)

MASONRY SUPPORTED

BY ROOF OR FLOOR

PLAN VIEW

SEE SECTION FOR OTHER

NOTES AND DETAILS

NOTE:

WHERE MASONRY IS SUPPORTED BY

SREEL TUBES WITHOUT HANGERS AND

BRACES, THE NOTES PRETAINING TO

LINTEL. ANGLES SHALL STILL APPLY.

BRACE ANGLE SCHEDULE

BRACE ANGLE HEADER ANGLE SIZE MAX LENGTH

L 3x3x¼" L 4x4x5/16" 9'-6"

L 4x4x¼" L 5x5x5/16" 13'-3"

L 5x5x5/16" L 6x6x3/8" 16'-6"

L 6x6x5/16" L 6x6x3/8" 20'-0"

CONSULT ENGINEER CONSULT ENGINEER OVER 20'-0"

SIZE OF ALL BRACE ANGLE IN COMPRESSION SHALL BE

DETERMINED BY STEEL FABRICATOR BASED ON THEIR

UNBRACED LENGTH AS SCHEDULED.

IF BRACE ANGLE DOES NOT HIT

JOIST (OR BEAM). PROVIDE

L4x4x5/16" HEADER WELDED TO

JOIST OR BEAM

Drawing Number

Project Number

Date

-OF-

Project Title

Building NumberLocation

Checked DrawnAPPROVED: CHIEF ENGINEER

Drawing Title

VA FORM 08-

Office of Construction and Facilities Management

Dwg

CIVIL / STRUCTURAL ENGINEER M.E.P. / T. ENGINEER

APPROVED: DIRECTOR

APPROVED: ASSOCIATE DIRECTOR

APPROVED: ASSISTANT DIRECTOR APPROVED:…