Attachment 06 - Drawings - Structural.pdf

STRUCTURAL NOTES

MEANS OR METHOD OR SEQUENCE OF CONSTRUCTION.

REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE

THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS

CONSTRUCTION INDUSTRY.

ADMINISTRATION (OSHA) SAFETY AND HEALTH STANDARDS FOR THE

THE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH

PROGRAMS IN CONNECTION WITH THE WORK THAT CONFORMS WITH

THE CONTRACTOR IS RESPONSIBLE FOR SAFETY PRECAUTIONS AND

SQUARE FOOT.

STRUCTURE SO AS NOT TO EXCEED THE DESIGN LIVE LOAD PER

CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON THE

ADDENDUM.

MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR

WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR

THROUGH THE ARCHITECT.

WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER

ELEMENTS (BEAMS, COLUMNS, WALLS, STEEL DECK, SLABS, ETC.)

APPROVED BY THE ENGINEER. DO NOT PENETRATE ANY STRUCTURAL

COMPONENTS. ALL OPENINGS SHALL BE PROPERLY REINFORCED AS

THE MANUFACTURER OF ANY PRE-ENGINEERED FRAMING OR

SUSPENDED FROM THE STRUCTURE SHALL BE COORDINATED WITH

EQUIPMENT SUPPLIERS. EQUIPMENT BEING SUPPORTED BY OR

RESPONSIBILITY TO COORDINATE WITH THE SUBCONTRACTORS AND

APPROPRIATE TRADE. IT IS THE GENERAL CONTRACTORS

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING WITH

ESTABLISH AND VERIFY ALL OPENINGS, INSERTS, OR EQUIPMENT FOR

NOT USE SCALED DIMENSIONS.

ARCHITECT PRIOR TO CONSTRUCTION AND PRIOR TO PROCEEDING. DO

DISCREPANCIES AND OMISSIONS SHALL BE RESOLVED WITH THE

CONDITIONS WITH THE DRAWINGS PRIOR TO CONSTRUCTION. ANY

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE SITE

REQUIREMENTS SHALL GOVERN.

STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER

WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS,

SHALL APPLY UNLESS NOTED OTHERWISE.

DETAILS MAY OR MAY NOT BE CUT AT ALL SPECIFIC LOCATIONS, BUT

TYPICAL DETAILS MAY OR MAY NOT BE CUT ON THE DRAWINGS, AND

WORK.

OF ALL DETAILS AS REQUIRED TO INCORPORATE THE OPTION INTO THE

FOR ALL CHANGES AND COSTS NECESSARY AND FOR COORDINATION

AN OPTION IS CHOSEN, THE CONTRACTOR SHALL BE RESPONSIBLE

CONVENIENCE AND ARE SUBJECT TO APPROVAL BY THE ARCHITECT. IF

APPROVED EQUAL OPTIONS ARE FOR THE CONTRACTOR'S

PROJECT IS LOCATED.

STRUCTURAL ENGINEER REGISTERED IN THE STATE WHICH THE

REVIEW SHALL BEAR THE SEAL OF A PROFESSIONAL CIVIL OR

ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR

GENERAL:

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

INTERNATIONAL BUILDING CODE.

ALL CONSTRUCTION SHALL CONFORM TO THE 2015 EDITION OF THE

ROOF:

WIND:

SEISMIC:

1.

2.

3.

4.

RISK CATEGORY - II

EXPOSURE - "C"

ULTIMATE WIND SPEED - 115 MPH (3 SEC GUST.)

R - 2.0

SD1 - 0.048

SDS - 0.090

SPECTRAL RESPONSE COEFFICIENTS:

IMPORTANCE FACTOR - "1.0"

RISK CATEGORY - II

DESIGN LOADS:

GEOTECHNICAL CONSULTANT: TERRACON1.

REPORT NUMBER: A41250532.

REPORT DATE: JULY 12, 20123.

FOUNDATION DETAILS AND/OR PLANS.

BOTTOM OR TOP OF FOOTING ELEVATIONS, COORDINATE WITH

GEOTECHNICAL REPORT AND TYPICAL EARTHWORK DETAIL. FOR

UNDISTURBED SOIL AND/OR ENGINEERED FILL PER THE

LOWEST ADJACENT FINISHED GRADE. FOOTINGS SHALL BEAR ON FIRM

DESIGN SOIL BEARING PRESSURE = 2500 PSF AT 2'-0" BELOW 4.

5.

6.

BY THE SOILS ENGINEER.

REMOVED AS COORDINATED WITH THE ARCHITECT AND AS DIRECTED

INTERFERE WITH NEW CONSTRUCTION SHALL BE REROUTED OR

ABANDONED FOOTINGS, NEW OR EXISTING UTILITIES, ETC., THAT

7.

1.

MATERIAL RATIO BE EXCEEDED.

ON SITE. IN NO CASE SHALL THE DESIGN WATER TO CEMENTITIOUS

THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE BATCH

SUCH CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE

SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN

SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS

ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT 2.

ASTM C94.

CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH 3.

BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.

PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301 AND APPROVED

PLACEMENT. MIX DESIGNS SHALL BE DESIGNED BY THE CONCRETE

SUPERPLASTICIZING ADMIXTURE SHALL HAVE 8" MAXIMUM SLUMP AT

SLUMP FOR ALL CONCRETE. CONCRETE CONTAINING

ASTM C33. LIGHTWEIGHT AGGREGATE PER ASTM C330. MAXIMUM 5"

CEMENT SHALL CONFORM TO ASTM C150, TYPE II. AGGREGATE PER 4.

TESTING SHALL BE DONE BY A QUALIFIED TESTING LABORATORY.

ENGINEER. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS.

EACH DAY'S CONCRETE PLACEMENT OR AS DIRECTED BY THE

PER ASTM C31, C39 AND C143. PROVIDE 3 CYLINDERS PER TEST FOR

CONCRETE COMPRESSIVE STRENGTH AND SLUMP SHALL BE TESTED

SPECIFIED BY THE MANUFACTURER.

THEREOF. IF CURING COMPOUND IS USED, APPLY AT A RATE

CURING, MOISTURE-RETAINING COVER CURING, OR COMBINATIONS

CRACKING. CURE WITH CURING AND SEALING COMPOUND, MOIST

ACCORDANCE WITH ACI 301 PROCEDURES IN ORDER TO PREVENT

CURE EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN

OCCURRED IS NOT PERMITTED.

BE USED. RETEMPERING OF CONCRETE AFTER INITIAL SET HAS

CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN 90

REPLACE MORE THAN 20% OF CEMENT BY WEIGHT.

SHALL CONFORM TO ASTM C618, CLASS F. FLY ASH SHALL NOT

CONCRETE SHALL BE FREE OF CHLORIDE. WHEN USED, FLY ASH

VERTICALLY WITHOUT USE OF TREMIES.

CONCRETE SHALL NOT BE DROPPED MORE THAN FIVE FEET

5.

MAINTAINED.

AND THE REQUIRED CONCRETE COVERAGE FOR REINFORCING IS

EXCAVATIONS PROVIDED THAT FOOTING DIMENSION ARE ADHERED TO,

CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT

6.

PLACING CONCRETE. DO NOT CUT ANY CONFLICTING REINFORCING.

PROVIDE SLEEVES FOR UTILITY OPENINGS IN CONCRETE BEFORE

7.

8.

COLUMNS, WALLS, ETC., U.N.O.

PROVIDE 3/4" CHAMFER ON ALL EXPOSED EDGES OF BEAMS,

AREA, AND ADJACENT TO PENETRATIONS.

ONLY AT AREA OF REINFORCEMENT, EMBEDDED ITEMS, THICKENED

ON GRADE, 4" INCHES OR LESS IN THICKNESS, NEED BE VIBRATED

MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT SLABS

10.

IS APPLIED.

CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD 12.

13.

CAST-IN-PLACE CONCRETE:

ACI 305; AND ACI 306 FOR COLD WEATHER CONCRETING.

ALL HOT WEATHER CONCRETING SHALL MEET THE REQUIREMENTS OF

14.

ALL OTHERS PER LATEST EDITION OF ACI 318

BEAMS (TO STIRRUPS) . . . . . 1 1/2"

COLUMNS (TO TIES) . . . . . . . 1 1/2"

#5 AND SMALLER . . . . . . 1 1/2"

#6 AND LARGER . . . . . . . . 2"

EXPOSED TO EARTH OR WEATHER:

ALL REINFORCING . . . . . . 3"

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:

PROVIDE THE FOLLOWING MINIMUM CLEAR CONCRETE COVERAGE:

GALVANIZED METAL OR PLASTIC CHAIRS, SPACERS OR HANGERS.

ON GRADE, SHALL BE ACCURATELY PLACED AND SUPPORTED BY

ALL REINFORCING STEEL, INCLUDING WELDED WIRE FABRIC IN SLAB

AND WALLS.

HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF FOOTINGS

OR PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH

REINFORCING CONTINUOUS AROUND CORNERS AND INTERSECTIONS

INDICATED ON THE DRAWINGS. EXTEND ALL HORIZONTAL

LOCATIONS SUBJECT TO APPROVAL AND SHALL BE MADE ONLY WHERE

THAN THE CROSS WIRE SPACING PLUS 2 INCHES. ALL SPLICE

BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS

ONE LAP LENGTH. LAP WELDED WIRE FABRIC SO THAT THE OVERLAP

EDITION OF ACI 318. STAGGER ALTERNATE SPLICES A MINIMUM OF

CLASS "B" TENSION LAP SPLICES (2'-0" MINIMUM) PER THE LATEST

UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE SHALL BE

EMBEDMENT LENGTH PER THE LATEST EDITION OF ACI 318.

EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL

POSITION BEFORE PLACING CONCRETE. CONCRETE COLUMN DOWEL

REQUIRED FOR CONCRETE COVER. SECURELY TIE ALL BARS IN

DOWEL ALL VERTICAL REINFORCING TO FOUNDATION. SKEW HOOKS AS

REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS.

BY THE ENGINEER.

CONTINUOUS AND SPLICED ONLY AS SHOWN, OR WHERE APPROVED

"CONTINUOUS" OR WITH LENGTH NOT SHOWN SHALL BE FULLY

UNLESS NOTED OTHERWISE. REINFORCING BARS NOTED

SPLICED BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH

NOTED OTHERWISE.

REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS 8.

7.

6.

5.

REINFORCING BAR BENDS SHALL BE MADE COLD.

CONSTRUCTION", AND AS MODIFIED BY THE DRAWINGS. ALL

"MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE

CONFORMANCE WITH THE LATEST EDITIONS OF ACI 318 AND THE CRSI

ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN

4.

2.

1.

REINFORCING STEEL:

REPORT #ESR-3013.

HILTI "HIT-HY I5O MAX-SD" ADHESIVE INSTALLED PER ICC B.

#ESR-2508.

SIMPSON "SET-XP" EPOXY INSTALLED PER ICC REPORT A.

EPOXY USED IN CONCRETE SHALL BE ONE OF THE FOLLOWING:

REPORT WHEN APPROVED IN WRITING BY THE ENGINEER.

EQUAL VALUE IN THE SPECIFIED MATERIAL WITH A CURRENT ICC

CONTRACTOR MAY SUBSTITUTE EXPANSION BOLTS OR EPOXY OF

MECHANICAL ANCHORS":

COMPONENTS "EPOXY AND

POST INSTALLED ANCHORING

1.

3.

6.

IN WRITING BY THE ENGINEER.

ONLY WHERE SPECIFICALLY DETAILED OR NOTED, OR WHEN DIRECTED

USE OF EXPANSION ANCHORS OR EPOXY TYPE ADHESIVE SHALL BE

5.

REPORT #ESR-1771.

STRONG-BOLT WEDGE ANCHOR BY SIMPSON INSTALLED PER ICC B.

KWIK BOLT TZ BY HILTI INSTALLED PER ICC REPORT #ESR-1917.A.

FOLLOWING:

EXPANSION ANCHORS USED IN CONCRETE SHALL BE ONE OF THE

#ESR-1967.

HILTI "HIT-HY I5O MAX" ADHESIVE INSTALLED PER ICC REPORT B.

SIMPSON "SET" EPOXY INSTALLED PER ICC REPORT #ESR-1772.A.

EPOXY USED IN MASONRY SHALL BE ONE OF THE FOLLOWING:2.

4.

#ESR-1396.

WEDGE-ALL ANCHOR BY SIMPSON INSTALLED PER ICC REPORT B.

KWIK BOLT 3 BY HILTI INSTALLED PER ICC REPORT #ESR-1385.A.

FOLLOWING:

EXPANSION ANCHORS USED IN MASONRY SHALL BE ONE OF THE

SS1

11.

ARCHITECT/ENGINEER.

TRIMMED FOR ANY REASON WITHOUT THE WRITTEN APPROVAL OF THE

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

12.

BUILDING SLABS.

VEHICLES ARE NOT TO BE DRIVEN ACROSS GRADE BEAMS OR

CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED

6'-6" FEET FROM EACH CORNER

CORNER ZONE ______________ 35 PSF

INTERIOR ZONE ______________ 30 PSF

WALL COMPONENTS AND CLADDING (EFFECTIVE WIND AREA 50 PSF)

6'-6" FEET FROM EACH CORNER

CORNER ZONE ______________ 60 PSF

EXTERIOR ZONE ______________ 40 PSF

INTERIOR ZONE ______________ 30 PSF

ROOF NET UPLIFT (EFFECTIVE WIND AREA 50 PSF) 3.

ASTM A706, GRADE 60 (Fy = 60 KSI) LOW ALLOY DEFORMED BARS.

AND SMALLER. REINFORCING TO BE WELDED SHALL CONFORM TO

A615, GRADE 40 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #3

= 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM

REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 (Fy

OR 8". PROVIDE FLAT SHEETS, NO ROLLS.

EMBEDMENT TO BE GREATER OF ONE CROSS WIRE SPACING PLUS 2"

WELDING OF REINFORCING BARS ALLOWED. MINIMUM LAP AND

OF REINFORCING SHALL BE ACCORDING TO AWS D1.4. NO TACK

WELDED WIRE FABRIC PER ASTM A185, WIRE PER ASTM A82. WELDING

9.

GRADE 40.

ASTM A-615, GRADE 60, EXCEPT #3 STIRRUP BARS WHICH MAY BE

RUST OR OIL, AND SHALL MEET OR EXCEED THE REQUIREMENTS OF

ALL REINFORCING STEEL SHALL BE CLEAN, NEW AND FREE OF DIRT,

10.

REQUIRED.

SECTION NOTES AND GENERAL NOTES FOR ACTUAL REINFORCING

SCHEMATIC INDICATION THAT REINFORCING EXISTS. SEE SCHEDULES,

REINFORCING STEEL SHOWN IN SECTIONS AND DETAILS ARE A

11.

BUSH-HAMMERED, PROVIDE ACCESSORIES OF STAINLESS STEEL.

RUSTPROOF LEGS. WHERE CONCRETE IS SAND-BLASTED OR

EXPOSED IN FINISHED BUILDING, PROVIDE ACCESSORIES WITH

WITH ACI MANUAL OF STANDARD PRACTICE. WHERE CONCRETE IS

REINFORCING BAR PLACING ACCESSORIES SHALL BE IN ACCORDANCE

7. INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

FOUNDATIONS:

LIGHT FRAMED WALLS WITH SHEET STEEL SHEAR PANELS.

BASIC SEISMIC FORCE RESISTANCE SYSTEM:

SEISMIC DESIGN CATEGORY - "A"

SITE CLASS - "D"

PROCEDURE - EQUIVALENT LATERAL FORCE PROCEDURE

DESIGN BASE SHEAR - 0.032W (WORKING STRESS) ANALYSIS

15.

SHALL BE PROVIDED ON ALL CONCRETE.

CONSTRUCTION TO PROCEED. A HARD STEEL TROWEL FINISH

SUFFICIENT TIME ALLOWED BEFORE PERMITTING TRAFFIC OR

ALL CONCRETE SURFACES SHALL BE PROPERLY CURED AND

16.

CONFORM TO ASTM D-3405.

SEALANT FOR PORTLAND CEMENT CONCRETE PAVEMENTS SHALL

MINIMUM UNLESS SHOWN OTHERWISE ON DRAWINGS. JOINT

D-1751 OR D-1752. JOINT FILLER SHALL BE 1/2 INCH THICK

JOINT FILLER STRIPS FOR JOINTS SHALL CONFORM TO ASTM

17.

18.

19.

20.

23.

THE RESPONSIBILITY OF THE CONTRACTOR.

THE DESIGN, CONSTRUCTION, AND SAFETY OF ALL FORMWORK IS

AT CORNERS.

2'-0" PAST OPENINGS. PROVIDE 2-#5 x 4'-0" DIAGONAL BARS

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

MINIMUM REINFORCING AROUND CONCRETE WALL OPENINGS 2'-0"

FLOOR FINISH REQUIREMENTS TO ENSURE COMPATIBILITY.

CONTRACTOR SHALL COORDINATE ALL CURING COMPOUNDS WITH

5. ROOF SNOW LOADS

6.

BUILDINGS.

BUILDING TO ENSURE NO PONDING OF WATER OCCURS AROUND

ALL EXTERIOR FINISHED GRADES SHALL SLOPE AWAY FROM THE

8.

9.

STEEL.

EXCAVATIONS TO A HARD SURFACE BEFORE PLACING REINFORCING

CONTRACTOR SHALL HAND TAMP BOTTOM OF GRADE BEAM

COLUMN ANCHOR RODS SHALL BE SET WITH A TEMPLATE.

POSITION PRIOR TO CONCRETE PLACEMENT. STRUCTURAL STEEL

PROJECTION AND THAT ANCHOR RODS ARE HELD SECURELY IN

FOUNDATION CONTRACTOR TO ENSURE PROPER ANCHOR ROD

10.

SHALL BE PROVIDED ON ALL CONCRETE.

CONSTRUCTION TO PROCEED. A HARD STEEL TROWEL FINISH

SUFFICIENT TIME ALLOWED BEFORE PERMITTING TRAFFIC OR

ALL CONCRETE SURFACES SHALL BE PROPERLY CURED AND

11.

12.

13.

14.

OF THE BUILDING FOUNDATION.

SHALL BE PROVIDED IN ALL UTILITY TRENCHES AT THE FACE

BACKFILL. DO NOT USE SAND BACKFILL. A BENTONITE PLUG

THE BUILDING SHALL BE BACKFILLED WITH SELECT FILL

BUILDING PAD AND EXTENDING OUT 5'-0" MINIMUM BEYOND

ALL BACKFILL FOR BURIED PIPES AND CONDUIT WITHIN THE

15.

REQUIREMENTS.

WITH THE MANUFACTURER'S RECOMMENDATIONS AND

VAPOR BARRIER SHALL BE SEALED IN STRICT ACCORDANCE

BENEATH THE VAPOR BARRIER. ALL PENETRATIONS IN THE

CONDUITS SHALL BE PLACED IN THE SELECT FILL MATERIAL

CONDUITS SHALL NOT BE PLACED IN THE CONCRETE SLAB.

16.

17.

GROUND SUPPORTED SLAB AT GRADE CONSTRUCTION.

CONSTRUCTION, PERFORMANCE AND RISKS INVOLVED IN

ENGINEER IF THERE ARE ANY QUESTIONS CONCERNING

OWNER SHOULD CONSULT WITH THE GEOTECHNICAL

OCCUPANCY OF THE BUILDING. THE CONTRACTOR AND THE

OVER WHICH THE OWNER HAS CONTROL OF AFTER

AND IS DEPENDENT ON MANY ENVIRONMENTAL CONDITIONS

THE PERFORMANCE OF THE SLAB INVOLVES SOME RISKS

REPORT. THE ARCHITECT SHALL ADVISE THE OWNER THAT

SITE PREPARATION INSTRUCTIONS IN THE GEOTECHNICAL

DEPENDENT ON HOW WELL THE CONTRACTOR FOLLOWS THE

INTENDED BY THE GEOTECHNICAL ENGINEER IS HIGHLY

THAT THE PERFORMANCE OF THE SLAB AS DESIGNED AND

GROUND UNDER THE SLAB. THE CONTRACTOR SHOULD NOTE

INTENDED TO BE ENTIRELY SUPPORTED BY THE PREPARED

ANY EXTERNAL UPWARD OR DOWNWARD LOADS. IT IS

STRUCTURAL SLAB AND AS SUCH IT IS NOT DESIGNED FOR

RECOMMENDED IN THE GEOTECHNICAL REPORT. IT IS NOT A

SUPPORTED SLAB AT GRADE AS PER THE DESIGN

NOTE THAT THE GROUND FLOOR SLAB IS A GROUND

AT CHANGES IN WALL THICKNESS.

IN WALLS SHALL ALSO BE LOCATED 15'-0" FROM CORNERS AND

SHALL BE SPACED AT 25'-0" MAX FOR WALLS. CONTROL JOINTS

NO GREATER THAN 60'-0". INTERMEDIATE CONTROL JOINTS

AND WALLS THAT DO NOT CHANGE DIRECTION SHALL BE SPACED

CONSTRUCTION JOINTS IN GRADE BEAMS, CONTINUOUS FOOTINGS,

FOR APPROVAL. REFER TO TYP DETAIL 401/SS12.

POSSIBLE. CONTRACTOR SHALL SUBMIT JOINT LAYOUT TO ARCHITECT

JOINTS SHALL BE LOCATED AT COLUMN CENTERLINES WHERE

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

EXCEED 225 SQUARE FEET. THE LONGER DIMENSION OF EACH PANEL

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

SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON

BUILDING.

THE FLOOR SLAB AND EXTENDING 5'-0" MINIMUM BEYOND THE

ON A MINIMUM OF 2 FEET OF SELECT FILL MATERIAL BENEATH

FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED

PHYSICAL SECURITY DESIGN LOADING

THERMAL FACTOR (Ct) ________________ 1.1

SNOW LOAD IMPORTANCE FACTOR (Is) ______ 1.0

SNOW EXPOSURE FACTOR (Ce) ___________ 1.0

FLAT ROOF SNOW LOAD (Pf) _____________ 5 PSF

GROUND SNOW LOAD (Pg) ______________ 5 PSF

BUILDINGS AND CHAPTER 7 OF PSDM.

REQUIRED PER ASCE 59-11 BLAST PROTECTION OF

AND USE. PER PSDM CHAPTER 7, BALANCE DESIGN

CONSTRUCTION PER IBC 2015 BASED ON OCCUPANCY

BUILDING COULD BE CLASSIFIED AS TYPE V

PER PHYSICAL SECURITY DESIGN MANUAL (PSDM) CH 7,

RECOMMENDATIONS AND REQUIREMENTS.

SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S

REQUIREMENTS OF ASTM E 1643. PENETRATIONS SHALL BE

INSTALLED AND LAPPED IN ACCORDANCE WITH THE

WITH ASTM E96. THE WATER VAPOR BARRIER SHALL BE

PERMEANCE OF 0.01 PERMS WHEN TESTED IN ACCORDANCE

1745, CLASS C OR BETTER AND SHALL A MAXIMUM WATER

VAPOR BARRIER MEETING THE REQUIREMENTS OF ASTM E

GRADE BEAMS SHALL BE COVERED WITH A 15 MIL WATER

PREPARED GRADE AREA UNDER ALL BUILDING SLABS AND

ROOF DEAD LOAD = 20 PSF

OR 300 lb CONCENTRATED LOAD

ROOF LIVE LOAD = 20 PSF (REDUCIBLE)

STRUCTURAL GENERAL NOTES

SCALE: NTS

SS1-STRUCTURAL NOTES.dgn

DRILLED SHAFTS 3,000PSI

FOUNDATIONS 3,000 PSI (DESIGNED FOR 2,500 PSI)

SLABS ON GRADE 3,000 PSI (DESIGNED FOR 2,500 PSI)

WALLS 3,000 PSI

ELEVATED SLABS 3,000 PSI

MIN. 28 DAY COMPRESSIVE STRENGTH CONCRETE USES:

10.

11.

21.

22.

FINAL FACE OF SHOTCRETE WALL.

REQUIRED REINFORCEMENT AND SET MAT 2" MIN TO 4" MAX FROM

FOR FINAL SHOTCRETE FACE AS NECESSARY TO MAINTAIN MINIMUM

CONTRACTOR SHALL ADJUST AND ADD TO EXISTING REINFORCING MAT

EXCAVATIONS SHALL BE REMOVED FROM THE BUILDING PAD.

BEARING SURFACE. ALL SPOILS FROM THE FOOTING

COMPLETION OF EXCAVATION AND CLEANING OF FOOTING

FOOTINGS SHALL BE POURED AS SOON AS POSSIBLE UPON

GREATER REQUIREMENTS SHALL GOVERN.

STRUCTURAL NOTES, SPECIFICATIONS AND GEOTECH REPORT, THE

WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS,

RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF THIS PROJECT.

THE GEOTECHNICAL REPORT. THE STRUCTURAL ENGINEER IS NOT

ALL CONSTRUCTION SHALL COMPLY WITH THE RECOMMENDATIONS OF

SERVICES.

SPECIFICATION SECTION 01 45 29 TESTING LABORATORY

ARCHITECT/ENGINEER/GEOTECHNICAL ENGINEER. SEE

REQUIREMENTS, COORDINATE ADJUSTMENTS WITH

ACTUAL SITE CONDITIONS DO NOT SATISFY THESE

ENSURE DESIGN ALLOWABLE BEARING VALUES ARE MET. IF

GEOTECHNICAL ENGINEER PRIOR TO INSTALLING FOOTINGS TO

SOIL BEARING TESTS SHALL BE PERFORMED BY A

CONCRETE".

AND ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED

301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS",

CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI

o n e q u a r t e r in c h o n e f o o t o n e e ig h t h in n e f o o t t h r e e q u a r t e r s in n e f o o t t h r e e e ig h t h s in n e f o o t o n e h a lf in n e f o o t o n e in n e f o o t o n e a n d o n e h a lf in n e f o o t t h r e e in c h e s n e f o o t 6

H2B, INC.

713.864.2900

HOUSTON, TX 77008

1225 N Loop W, Suite 800

Texas Firm Registration No. 8856

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SBBL PROJECT NO:

V.A. PROJECT NO:

ARCHITECT OF RECORD:

CAD FILE #

Approved: VA Area Proj. Mgr.

15032

519-369

Revision

DATE:

Date

DRAWN BY: ZAF

Revision

DATE:

Date Revision

DATE:

Date Revision

DATE:

Date

Approved: Med. Ctr. Director

Approved: Associate Director

Approved: Chief of Engineering

Approved: Projects Supervisor

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12-23-2020

Management and Facilities

Construction

Office of

SHEET OF

BID DOCUMENTS

FULLY SPRINKLERED

CONSULTANTS:

CHECKED BY: CCM

BID DOCUMENTS SUBMISSION

12/23/2020

ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.

LATEST AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND

STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM WITH THE 1.

STRUCTURAL PROPERTIES:2.

6.

WIDE FLANGE SHAPES -

AND ANGLES -

CHANNELS, PLATES,

SHAPES -

STRUCTURAL TUBE

STEEL PIPE -

BOLTS IN WOOD -

BOLTS STEEL/STEEL -

BOLTS) -

ANCHOR RODS (ANCHOR

ASTM A992 (Fy = 50 KSI)

ASTM A36 (Fy = 36 KSI)

ASTM A500, GRADE B (Fy = 46 KSI)

TYPES E OR S, GRADE B (Fy = 35 KSI).

ASTM A501 (Fy = 36 KSI) OR ASTM A53, ASTM A307

NOTED OTHERWISE

CONDITION AS DEFINED BY AISC UNLESS

SHALL BE TIGHTENED TO THE SNUG-TIGHT

ASTM A325N. ALL HIGH-STRENGTH BOLTS

TYPICAL DETAIL)

ASTM F1554 GR 36 (EMBEDMENT PER THE

STRUCTURAL STEEL:

DRAWINGS.

SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE

LINES, AND ELSEWHERE AS NOTED ON DRAWINGS. SOLID BLOCKING

ADDITION, BRIDGING SHALL BE PROVIDED AT ROOF LINES, FLOOR

PROVIDE BRIDGING EQUALLY SPACED AT 4'-0" O.C. MAXIMUM. IN

RECOMMENDATIONS WITH THE FOLLOWING MINIMUM REQUIREMENTS:

BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S

DEAD LOADS.

PERMANENT SHEATHING PRIOR TO APPLICATION OF FLOOR OR ROOF

BEARING STEEL STUD WALLS SHALL BE BRACED WITH TEMPORARY OR

INTERRUPT ONE OR MORE MEMBERS UNLESS NOTED OTHERWISE.

PARTITIONS AND AROUND ALL FLOOR AND ROOF OPENINGS WHICH

BEAM BEARINGS AND JOIST BEARINGS. DOUBLE UP JOISTS BELOW

PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS

UNLESS NOTED OTHERWISE, AT STEEL STUD BEARING SYSTEMS

DEFLECTING UNDER SUPERIMPOSED LOADS.

STRUCTURE IN ANY WAY THAT WOULD PREVENT THE FRAMING FROM

ATTACH THE STUDS TO THE NOTSHOWN ON THE SHOP DRAWINGS. DO

SYSTEMS SHALL HAVE VERTICAL SLIP CONNECTIONS AS DETAILED AND

STEEL STUD CONSTRUCTION FOR NON-BEARING CURTAIN WALL

OF STRUCTURAL ENGINEER.

STUDS OR JOISTS SHALL NOT BE SPLICED WITHOUT PRIOR APPROVAL

DRAWINGS.

AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED ON THE

OF TT-P-636C. STEEL SHALL BE GALVANIZED PER ASTM A525, G60

RUST-INHIBITIVE PAINT MEETING THE PERFORMANCE REQUIREMENTS

STUDS, JOISTS AND ACCESSORIES SHALL BE PRIMED WITH

PSI.

ASTM A446, GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000

GALVANIZED TRACK, BRIDGING AND ACCESSORIES SHALL CONFORM TO

GALVANIZED 18 AND 20 GAGE STUDS AND JOISTS AND ALL

OF 50,000 PSI.

CONFORM TO ASTM A446, GRADE D, WITH A MINIMUM YIELD STRENGTH

GALVANIZED 12, 14 AND 16 GAGE STUDS AND JOISTS SHALL

PSI.

ASTM A611, GRADE C, WITH A MINIMUM YIELD STRENGTH OF 33,000

PAINTED TRACK, BRIDGING AND ACCESSORIES SHALL CONFORM TO

PAINTED 18 AND 20 GAGE STUDS, TRACK AND JOISTS, AND ALL

MINIMUM YIELD STRENGTH OF 50,000 PSI.

TENSION STRAPS SHALL CONFORM TO ASTM A570, GRADE 50, WITH A

PAINTED 12, 14 AND 16 GAGE STUDS AND JOISTS, AND DIAGONAL

5.

11.

10.

9.

8.

7.

12.

4.

3.

2.

DRAWINGS. TYPICAL CALLOUTS ARE AS FOLLOWS:

STEEL STUD AND/OR JOIST SIZES ARE AS INDICATED ON THE 6.

68 IS 14 GAUGE MATERIAL

54 IS 16 GAUGE MATERIAL

43 IS 18 GAUGE MATERIAL

33 IS 20 GAUGE MATERIAL

33 INDICATES MINIMUM MATERIAL THICKNESS IN 1/1000 INCHES

162 INDICATES FLANGE WIDTH IN 1/100 INCHES

S INDICATES STYLE S = STUD, T = TRACK

600 INDICATES MEMBER DEPTH IN 1/100 INCHES

EXAMPLE: 600 S162 - 33 (AS REFERENCED IN SSMA)

OF 2 ANCHORS.

INTERSECTIONS AND WALL ENDS. ALL TRACKS SHALL HAVE A MINIMUM

ANCHORS SHALL BE PLACED WITHIN 8" OF ALL JAMBS, CORNERS,

THE DETAILS. TRACK ANCHORS SHALL BE PER PLANS AND DETAILS.

MINIMUM WITH 1 1/2" FLANGES MINIMUM AND SHALL BE SIZED PER

STEEL STUD WALL TRACKS AND BLOCKING SHALL BE 16 GAGE

13.

12.

PRIMER AND TOUCHED-UP WITH PAINT.

SHALL BE DE-SLAGGED, CLEANED AND PRIMED WITH A ZINC-RICH

(MINIMUM) SERIES LOW HYDROGEN RODS. ALL EXPOSED WELDS

LIGHT GAGE STEEL DECK WORK. ALL WELDING DONE BY E60

ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN

APPLICABLE) SHALL BE FULL PANEL WIDTH SHEETS.

COLLECTOR, OR DRAG MEMBERS (ON ONE OR BOTH SIDES AS

WALLS, PERIMETER MEMBERS, OR MEMBERS IDENTIFIED AS CHORD,

THE FIRST SHEET OF STEEL DECK ADJACENT AND PARALLEL TO

MINIMUM.

MEMBER WITH 3/16" FILLET WELD, 2" LONG AT 6" O.C., TYPICAL

ALL CONDITIONS WHERE DECK DOES NOT SIT FLAT ONTO SUPPORT

PROVIDE CONTINUOUS BENT PLATES (1/4" MINIMUM THICKNESS) AT

SHALL HAVE A CURRENT ICC APPROVAL.

DECK AND ASTM A653 GRADE A FOR GALVANIZED DECK. STEEL DECK

STEEL DECK SHALL CONFORM TO ASTM A1008 GRADE C FOR PAINTED

5.

4.

1.

ROOF DECK PROPERTIES:2.

FINISH --------- PAINTED/GALVANIZED

MIN. DIAPH. SHEAR CAPACITY - 577 PLF

SPAN MIN. ------ 3 SPAN

I MIN. --------- 0.289 INCHES^4 PER FOOT OF WIDTH

S+ min --------- 0.318 INCHES^3 PER FOOT OF WIDTH

Fy min --------- 38,000 PSI

GAGE --------- 18

WIDTH --------- 36"

DEPTH --------- 1 1/2"

3.

ATTACHMENT: PER TYPICAL DETAIL

STEEL ROOF DECK:

CONTRACTOR.

CORRECTNESS AND COMPLETENESS SHALL REST WITH THE

OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR

REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN

REPRODUCIBLES WILL BE REVIEWED FOR ANY INDIVIDUAL SUBMITTAL.

NO MORE THAN TWO SETS OF BLUELINE PRINTS AND ONE SET OF

ERRORS ARE FOUND DURING REVIEW.

SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR

IN THE STATE IN WHICH THE PROJECT IS LOCATED.

SHALL BE SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED

ALL ENGINEERING DESIGNS AND LAYOUTS PERFORMED BY OTHERS

DRAWINGS.

CONSTRUCTED IN ACCORDANCE WITH THE ORIGINAL CONTRACT

ENSURE THAT ITEMS OMITTED OR SHOWN INCORRECTLY ARE

CONTRACT DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO THE ORIGINAL

NOT NOTED AS ALLOWED BY THE STRUCTURAL ENGINEER OR

DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY AND WHICH ARE

THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT

TIME BEFORE OR AFTER SHOP DRAWING REVIEW.

ALLOW ANY CHANGES TO THE ORIGINAL CONTRACT DRAWINGS AT ANY

THE STRUCTURAL ENGINEER RESERVES THE RIGHT TO ALLOW OR NOT

NOTED ACCORDINGLY BY THE STRUCTURAL ENGINEER.

BE CONSIDERED ALLOWED AFTER THE ENGINEER'S REVIEW, UNLESS

ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT

FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH

CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR

ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM THE ORIGINAL

ARCHITECT.

WITH THE CONTRACT DOCUMENTS. VERIFY ALL DIMENSIONS WITH

CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN ACCORDANCE

GENERAL CONTRACTOR WILL BE RETURNED WITHOUT REVIEW. THE

DRAWINGS OR PRODUCT DATA NOT REVIEWED AND STAMPED BY THE

CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTAL. ANY SHOP

DRAWINGS AND PRODUCT DATA FOR CONFORMANCE WITH THE

THE GENERAL CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP

10.

9.

8.

7.

6.

5.

4.

3.

1.

DEFERRED SUBMITTALS:

SHOP DRAWINGS, SUBMITTALS AND

2.

SS2

6.

7.

ARE SHOWN ON DRAWINGS.

SAFE INSTALLATION OF THE TRUSS SYSTEM. TRUSS CONFIGURATIONS

ANCHORS, AND ALL OTHER ITEMS REQUIRED FOR A COMPLETE AND

PERMANENT BRACING AND BRIDGING, CONNECTIONS, HOLDOWN

FRAMING FOR OPENINGS NOT SHOWN ON DRAWINGS, TEMPORARY AND

PROCEDURES FOR ALL TRUSSES, BLOCKING, INCIDENTAL FRAMING,

FOR THE COMPLETE DESIGN, FABRICATION AND ERECTION

REQUIREMENTS. THE TRUSS MANUFACTURER SHALL BE RESPONSIBLE

SEE "DESIGN LOADS", PLANS AND DETAILS FOR TRUSS LOADING

BEARING OR CONNECTION DETAILS AND ERECTION DRAWINGS.

STRESS DIAGRAMS, TRUSS TO TRUSS CONNECTIONS, SPECIAL

BUT NOT BE LIMITED TO DESIGN LOADS, ALLOWABLE STRESSES,

MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE

REGISTERED IN THE STATE OF TEXAS FOR REVIEW PRIOR TO

AND SHOP DRAWINGS SEALED BY A CIVIL OR STRUCTURAL ENGINEER

THE DRAWINGS. CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS

SUPERIMPOSED DEAD, LIVE, UPLIFT AND LATERAL LOADS SHOWN ON

INCLUDING ALL ADDENDUMS, TO SUPPORT THEIR OWN WEIGHT PLUS

FABRICATED IN ACCORDANCE WITH AISI SG-671 AND RG-9518

PREFABRICATED STEEL TRUSSES SHALL BE DESIGNED AND

CAMBERED FOR 1.0 TIMES THE DESIGN DEAD LOAD.

SPAN/240 AT CANTILEVER MEMBERS. ALL TRUSSES SHALL BE

SHALL BE LIMITED TO SPAN/240 AT SIMPLE SPAN MEMBERS AND 2X

SPAN/360 AT CANTILEVER MEMBERS. TOTAL LOAD DEFLECTIONS

SHALL BE LIMITED TO SPAN/360 AT SIMPLE SPAN MEMBERS AND 2X

MINIMUM G60 COATING, AND ASTM 500. LIVE LOAD DEFLECTIONS

THE MEMBERS OF THE TRUSS SHALL CONFORM TO ASTM 653,

TRUSSES AND WIND UPLIFT CONDITIONS.

SPECIAL BRACING MAY BE REQUIRED FOR MULTIPLE OR CANTILEVER

FOR CONSTRUCTION BRACING OF COLD-FORMED STEEL TRUSSES).

STEEL ENGINEERS ASSOCIATION) AND LGSEA 551d (DESIGN GUIDE

INSTALLATION GUIDE FOR COLD-FORM STEEL TRUSSES; LIGHT GAUGE

MANUFACTURER IN ACCORDANCE WITH AISI LGSEA (FIELD

BRACING AND BRIDGING SIZES AND SPACING BY TRUSS

TO SUPPORT MECHANICAL EQUIPMENT, PIPING, DUCTS, ETC.

ADDITIONAL TRUSSES SHALL BE DESIGNED AND SUPPLIED AS REQUIRED

BE PERMITTED.

TWICE THE CALCULATED LOAD. NO OFFSETS FOR CONNECTIONS WILL

CURRENT ICC APPROVAL AND SHALL BE DESIGNED AND SIZED FOR

ALL CONNECTORS SPECIFIED BY THE MANUFACTURER SHALL HAVE

IN THE STATE AND SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION.

SHALL BE SEALED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED

MANUFACTURER. CALCULATIONS AND DETAILS FOR CONNECTIONS

CONNECTIONS ARE THE DESIGN RESPONSIBILITY OF THE TRUSS

TO GIRDER TRUSS; HIP GIRDER AND GIRDER TO COLUMNS/BEAMS

ALL TRUSS TO TRUSS; TRUSS TO HIP TRUSS; TRUSS AND HIP TRUSS

STEEL TRUSSES:

PREFABRICATED COLD-FORMED

ACCORDANCE WITH HIS CALCULATIONS.

PERSONALLY INSPECTED THE TRUSSES AND THAT THEY WERE BUILT IN

SHALL CERTIFY IN WRITING, PRIOR TO ERECTION, THAT HE HAS

THE ENGINEER WHO DESIGNED THE PREFABRICATED STEEL TRUSSES 8.

7.

5.

2.

1.

6.

4.

3.

7.

15.

8.

9.

10.

12.

13.

14.

GALVANIZE COATING.

LIGHT GAGE STEEL FRAMING WORK. TOUCH UP ALL WELDS WITH

ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN

D1.1.

STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS

1015 OR 1020 WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI.

LOW CARBON STEEL, AND SHALL CONFORM TO ASTM A108, GRADES

ANCHOR STUDS OR APPROVED EQUAL MADE FROM COLD FINISHED

HEADED STUDS SHALL BE NELSON GRANULAR FLUX-FILLED HEADED

D1.1.

STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS

ROLLED STEEL WITH A MINIMUM TENSILE STRENGTH OF 70,000 PSI.

FLUX-FILLED REBAR STUDS OR APPROVED EQUAL LOW CARBON

DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L GRANULAR

28 DAY COMPRESSIVE STRENGTH OF 5,000 PSI.

EQUAL NONMETALLIC SHRINKAGE-RESISTANT GROUT WITH MINIMUM

DRYPACK FOR BEARING PLATES SHALL BE FIVE STAR GROUT OR AN

CONCRETE, OR TO RECIEVE SPRAY-APPLIED FIREPROOFING.

PAINT FOR ALL STEEL SURFACES EXCEPT SURFACES ENCASED IN

PROVIDE FABRICATOR'S STANDARD RUST-INHIBITING PRIMER SHOP

SECTION 4.4.1.B.

PRACTICES FOR STEEL BUILDINGS AND BRIDGES", EXCLUDING

BUILDINGS AND BRIDGES", AND THE "CODE OF STANDARD

EDITION A.I.S.C. "SPECIFICATIONS FOR STRUCTURAL STEEL

STRUCTURAL STEEL SHALL BE NEW AND MEET THE 14TH

SPECIAL INSPECTIONS AS DEFINED IN THE CODE.

THIS PROJECT OR PROVIDE A QUALITY ASSURANCE PLAN AND

QUALITY CERTIFIED COMPANY FOR THE CATEGORY OF WORK IN

THE STRUCTURAL STEEL FABRICATOR SHALL BE AN AISC

APPROPRIATE.

ERECTION DRAWINGS SHALL SHOW A FIELD WELDS, AS

TURN-OF-THE-NUT METHOD UNLESS NOTED OTHERWISE.

AND WASHERS AS REQUIRED. BOLTS TO BE INSTALLED WITH

STANDARD AISC FRAMING CONNECTIONS WITH A325-N BOLTS

ALL STRUCTURAL STEEL FIELD CONNECTIONS SHALL HAVE

STAINLESS STEEL

C. AWS D1.6 - STRUCTURAL WELDING CODE -

STEEL

B. AWS D1.3 - STRUCTURAL WELDING CODE - SHEET

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

WELDER:

AWS STANDARDS AND BE COMPLETED BY AN AWS CERTIFIED

WELDING SHALL CONFORM TO THE CURRENT AND APPLICABLE

SURFACE.

EFFECTIVE THROAT WIDTH IF GAPS EXIST AT THE FAYING

WELD SIZES SHALL BE INCREASED TO MEET THE REQUIRED

16.

15.

18.

17.

14.

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

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

OF 3/4".

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

SCREWS IN LIGHT GAUGE FRAMING SHALL BE INSTALLED WITH MINIMUM

FABRICATED HOLES.

FOR ELECTRICAL OR MECHANICAL EQUIPMENT: USE EXISTING

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

PERMITTED.

NOTCHES OR SPLICES IN ANY STRUCTURAL STUDS WILL NOT BE

HELD POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.

ATTACHMENTS TO PERPENDICULAR MEMBER. MEMBERS SHALL BE

ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR

MANUFACTURER REQUIREMENTS AND SPECIFICATIONS.

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

STEEL DECK MANUFACTURER SHALL BE A MEMBER OF THE STEEL

WITH THE STEEL DECK INSTITUTE.

DECK PROPERTIES AND ATTACHMENTS SHALL BE IN ACCORDANCE

CONTRACTOR TO SUBMIT ALTERNATIVES FOR APPROVAL.

OR FURNISH THICKER GAGE DECK TO SUPPORT ALL APPLICABLE LOADS.

TWO SPAN CONDITIONS CONTRACTOR SHALL PROVIDE SHORING AS REQUIRED

MINIMUM AND SHALL BEAR 2” MINIMUM ON STEEL SUPPORTS. FOR ONE OR

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

DO NOT SHORE DECK, UNLESS NOTED OTHERWISE ON DRAWINGS.

COLUMNS AS REQUIRED TO SUPPORT METAL DECK.

STRUCTURAL DRAWINGS. PROVIDE BEARING ANGLES WELDED TO

PROPERLY FINISHED JOB, EVEN IF NOT SPECIFICALLY SHOWN ON THE

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

PROVIDE REINFORCING CHANNELS, STANDARD CLOSURES, CANT

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

ONE HOLE PER DECK SHEET REQUIRES REINFORCING PER SDI. HOLES

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

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

AND FIELD WELD. TYPICAL UNLESS NOTED OTHERWISE.

EXTEND ANGLES TO STRUCTURAL SUPPORTS, BLOCK VERTICAL LEGS

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

BY THE METAL ROOF DECK.

FIXTURES AND DUCTS OR OTHER UTILITIES SHALL NOT BE SUPPORTED

COLD-FORMED METAL FRAMING, SUSPENDED CEILINGS, LIGHT

INSTALLED WITH STEEL WASHERS AND TIGHTENED NUTS.

BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE

REVIEW PRIOR TO FABRICATION.

LOCATIONS, AND WELDING PROCEDURES ON SHOP DRAWINGS FOR

BE FULL PENETRATION WELDED AND TESTED. INDICATE ALL SPLICE

SUBJECT TO REVIEW TO THE STRUCTURAL ENGINEER. SPLICES SHALL

IF IT IS NECESSARY TO SPLICE ANY MEMBER, SPLICE LOCATIONS ARE

10.

WELD 3/16".

WELDED CONNECTIONS: E70XX ELECTRODES, MINIMUM SIZE FILLET

11.

PLATES AND STIFFENER PLATES SHALL BE WELDED ALL AROUND.

EACH SIDE, UNLESS OTHERWISE NOTED. COLUMN BASE PLATES, CAP

3/16 INCH FILLET STITCH WELDS AT 12 INCHES O.C. STAGGERED

CONTINUOUS MEMBER SHALL BE A MINIMUM OF 2 INCHES OF

SIZE FILLET ALL AROUND IN ACCORDANCE WITH AISC. WELDING OF

ALL MISCELLANEOUS WELDS (FIELD OR SHOP) SHALL BE MINIMUM

29.

30.

33.

21.

BEARING CONNECTIONS FOR ALL BOLTED CONNECTIONS.

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

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

AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR

BOLTED CONNECTIONS: BEARING TYPE A325-N IN ACCORDANCE WITH17.

18.

UNLESS SPECIFIED, TO BE IN ACCORDANCE WITH AISC.

INDICATION THAT BOLTS MAY BE USED. ACTUAL NUMBER,

BOLTS SHOWN IN SECTIONS AND DETAILS ARE A SCHEMATIC

19.

REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER

CONTRACTOR'S CONNECTION DESIGN SHALL BE UNDER THE

BY THE CONTRACTOR TO RESIST FORCES INDICATED. THE

DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED

ALL STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY

20.

UNCHECKED AS AN INCOMPLETE SUBMITTAL.

CALCULATIONS HAVE NOT BEEN RECEIVED WILL BE RETURNED

SHOP DRAWINGS CONTAINING CONNECTIONS FOR WHICH

REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER

THE ARCHITECT AND STRUCTURAL ENGINEER. CALCULATIONS

THE CONTRACTOR SHALL BE SUBMITTED FOR THE FILES OF

DESIGN CALCULATIONS FOR THE CONNECTIONS DESIGNED BY

C. CONNECTION CAPACITY.

B. CALCULATION PAGE NUMBER.

A. DESIGN REACTION.

CONNECTION ON THE SUBMITTAL DRAWINGS AS FOLLOWS:

CONNECTION INFORMATION SHALL BE SHOWN AT EACH DETAILED

22.

AISC CAPACITY INCREASED BY 35%.

CONNECTIONS FOR COMPOSITE BEAMS SHALL HAVE THE STANDARD

FACTOR OF 1.2 FOR GIVEN SHAPE, SPAN, AND GRADE OF STEEL.

THE MAXIMUM TOTAL UNIFORM LOAD TABLE MULTIPLIED BY A

EQUAL TO ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY FROM

THE CONNECTIONS SHALL BE DESIGNED TO SUPPORT A REACTION

DESIGN FORCES ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS,

UNLESS NOTED OTHERWISE. WHERE BEAM REACTIONS AND/OR

ALL BEAM CONNECTIONS SHALL BE "SIMPLE SHEAR CONNECTIONS",

23.

24.

25.

26.

27.

28.

MEMBERS FRAMING INTO THE BEAM.

BEAM END AND THE VERTICAL COMPONENTS OF FORCES IN BRACE

OF MEMBERS SUPPORTED BY THE BEAM WITHIN THREE FEET OF

TO THE REACTION LISTED ABOVE, ADD ANY LOADS OR REACTIONS

THE CONNECTION.

SHALL BE TAKEN INTO ACCOUNT WHEN DESIGNING AND DETAILING

CONNECTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY

CONNECTIONS SHALL DEVELOP THE REACTIONS SHOWN. WHERE

WHERE BEAM REACTIONS ARE SHOWN ON THE DRAWINGS, THE

COLUMNS.

COLUMN WEB, FLANGES OR CENTER LINE OF TUBES AND PIPE

EQUAL TO BEAM FLANGE THICKNESS, LOCATED IN ALIGNMENT WITH

WEB STIFFENER PLATES EACH SIDE OF BEAM WEB, OF THICKNESS

WHERE STEEL BEAMS ARE CONTINUOUS OVER COLUMNS, PROVIDE

SAGGING.

FABRICATE BRACING MEMBERS WITH SUFFICIENT DRAW TO PREVENT

STEEL BEAMS SHALL BE FABRICATED WITH MILL CAMBER UP

COORDINATE STEEL COATINGS ACCORDINGLY.

SEE ARCHITECTURAL PLANS FOR FIREPROOFING REQUIREMENTS AND

INDICATED IN DETAILS.

GRADE 36 OR GRADE 55 ANCHOR AND HEAVY HEX NUT, AS

SYSTEM SHALL BE USED. 10. HEADED ANCHOR RODS: ASTM F1554

A COLUMN BASE PLATE IS LESS THAN ¼", A PRESSURE INJECTION

HAVE TWO 1" DIAMETER GROUT HOLES. IF THE SPACE UNDER

ALL BASE PLATE WITH A DIMENSION GREATER THAN 24"SHALL

100 PERCENT OF VOID UNDER ALL BASE PLATE IS TO BE GROUTED.

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

NON-METALLIC NON-SHRINK WITH A MINIMUM COMPRESSIVE

GROUT WHERE INDICATED ON PLANS AT BASE PLATES SHALL BE

BEAM SPAN.

CONCRETE SHOULD BE PLACED IN EQUAL DEPTH OVER THE ENTIRE

CAMBERED TO ACCOUNT FOR WET CONCRETE DEFLECTIONS.

CONTRACTOR IS HEREBY ALERTED THAT THE BEAMS HAVE BEEN

DEFLECT FROM THE WEIGHT OF THE WET CONCRETE. THE

SHORING DURING CONSTRUCTION. HOWEVER, THE STEEL BEAMS WILL

ACCORDANCE WITH AISC PROVISIONS NOT TO REQUIRE TEMPORARY

ALL STEEL FLOOR CONSTRUCTION HAS BEEN DESIGNED IN

FOR STEEL ERECTION.

COMPLY TO OSHA 29 CFR 1926 SUBPART R, SAFETY STANDARDS

THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS SHALL

AND THE "STEEL STUD MANUFACTURERS ASSOCIATION".

STRUCTURAL MEMBERS" BY THE AMERICAN IRON AND STEEL INSTITUTE

"SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE

ALL COLD-FORMED STEEL FRAMING SHALL BE FABRICATED AND

FRAMING:STUD

COLD-FORMED STEEL

1.

3.

4.

15.

31.

ZINC RICH PAINT.

FIELD WELDS SHALL BE GROUND SMOOTH AND TOUCHED UP WITH

CLASS OF G60 AND SHALL BE APPLIED AFTER FABRICATION. ALL

THE REQUIREMENTS OF ASTM 123-73 WITH A MINIMUM COATING

SHALL BE HOT-DIPPED GALVANIZED. ZINC COATING SHALL MEET

ALL STRUCTURAL STEEL WHICH IS OUTSIDE THE BUILDING ENVELOPE

32.

CRACKING WHEN THE SHORES ARE REMOVED.

DURING CONSTRUCTION CAN RESULT IN HORIZONTAL BED JOINT

SUPPORT ANGLE DURING CONSTRUCTION. SHORING THE BRICK

IS INSTALLED. BRICK SHALL BE INSTALLED WITHOUT SHORING THE

THE BRICK VENEER WITH SOME NORMAL DEFLECTION AS THE BRICK

ALL BRICK SUPPORT ANGLES ARE DESIGNED TO FULLY SUPPORT

11.

12.

13.

14.

5.

8.

9.

16.

BE CUT TO INSURE A MINIMUM OF THREE SPANS PER DECK WIDTH.

FLUTES PERPENDICULAR TO STEEL FRAMING MEMBERS. DECK SHALL

STEEL DECK SHALL ALWAYS BE INSTALLED WITH DIRECTION OF

STRUCTURAL GENERAL NOTES

SCALE: NTS

SS2-STRUCTURAL NOTES.dgn

(UNO).

MIN. AND SIDELAP CONNECTIONS SHALL BE #10 TEK SCREWS MIN

DECK SHALL BE CONNECTED AT SUPPORTS WITH #12 TEK SCREWS

SEGMENTED RETAINING WALL

PREFABRICATED COLD-FORMED STEEL TRUSSES

DEFERRED SUBMITTALS SHALL INCLUDE THE FOLLOWING:

DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL

CONFORMANCE WITH THE BUILDING DESIGN. DEFERRED SUBMITTAL

ENGINEER OF RECORD AND DETERMINED TO BE IN GENERAL

OF RECORD. DEFERRED SUBMITTALS SHALL BE REVIEWED BY THE

DRAWINGS BY A REGISTERED ENGINEER OTHER THAN THE ENGINEER

SPECIFICATIONS WHICH CONTAIN SEALED DESIGN CALCULATIONS AND

CONSTRUCTION AND REQUIRED BY THE STRUCTURAL NOTES OR

DEFERRED SUBMITTALS - SUBMITTALS THAT ARE SUBMITTED DURING

LABORATORY SERVICES.

LABRATORY. SEE SPECIFICATION SECTION 01 45 29 TESTING

SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING

SHALL BE SHOWN ON SHOP DRAWINGS. FULL PENTRATION WELDS

FIELD WELD AT THEIR DISCRETION. SHOP WELDS OR FIELD WELDS

ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR

AMERICAN WELDING SOCIETY STANDARDS. ALL WELDS ON DRAWINGS

WELDS SHOWN ON THE DRAWINGS OR NOTES. ALL WELDING PER

TESTING AGENCY AND HAVING CURRENT EXPERIENCE IN TYPE OF

BY WELDERS HOLDING VALID CERTIFICATES ISSUED BY AND ACCEPTED

FOR ASTM A706 REINFORCING BARS. ALL WELDING SHALL BE DONE

AWS D1.1, GRADE E70XX. E80 SERIES ELECTRODES SHALL BE USED

E80 SERIES ELECTRODES SHALL ELECTRODES SHALL CONFORM TO

WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, GRADE E70XX.

AND PRODUCT DATA)

9) COLD-FORMED METAL TRUSSES (DRAWINGS, CALCULATIONS

DATA)

8) COLD-FORMED METAL FRAMING (DRAWINGS AND PRODUCT

ENGINEER.

APPROVED MIX DESIGNS WITHOUT APPROVAL FROM THE STRUCTURAL

AS SHOP DRAWINGS. THE CONTRACTOR SHALL NOT VARY FROM THE

CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE

7) STRUCTURAL STEEL (DRAWINGS AND PRODUCT DATA)

6) MASONRY REINFORCING (DRAWINGS AND PRODUCT DATA)

5) MASONRY PRODUCT DATA AND MATERIAL TEST REPORTS

4) GROUT AND MORTAR MIX DESIGN

3) FOUNDATION REINFORCING (DRAWINGS AND PRODUCT DATA)

2) CONCRETE PRODUCT DATA AND MATERIAL TEST REPORTS

1) CONCRETE MIX DESIGN

(LISTED BELOW).

REQUIRED BY THE SPECIFICATIONS AND DEFERRED SUBMITTALS

FOLLOWING STRUCTURAL ITEMS IN ADDITION TO ANY SUBMITTALS

SUBMITTALS AND SHOP DRAWINGS SHALL BE SUBMITTED FOR THE

o n e q u a r t e r in n e f o o t o n e e ig h t h in n e f o o t t h r e e q u a r t e r s in n e f o o t t h r e e e ig h t h s in n e f o o t o n e h a lf in n e f o o t o n e in n e f o o t o n e a n d o n e h a lf in n e f o o t t h r e e in c h n e f o o t 6

H2B, INC.

713.864.2900

HOUSTON, TX 77008

1225 N Loop W, Suite 800

Texas Firm Registration No. 8856

S

P r o j e c t s

S p s ig n r

II

D G

N

S S S

T R

U C

T U

R

T E

S .d g n

:5

:2

SBBL PROJECT NO:

V.A. PROJECT NO:

ARCHITECT OF RECORD:

CAD FILE #

Approved: VA Area Proj. Mgr.

15032

519-369

Revision

DATE:

Date

DRAWN BY: ZAF

Revision

DATE:

Date Revision

DATE:

Date Revision

DATE:

Date

Approved: Med. Ctr. Director

Approved: Associate Director

Approved: Chief of Engineering

Approved: Projects Supervisor

C O

N S

T R

U C

T N

E W C

L C P

H A

S E

C A

R E S

Y S

T E

M

B

IG

S

P R

IN

G T E

X A

S

W E

S T T

E X

A S V

A H

E A

L and Facilities

Construction

Office of

SHEET OF

BID DOCUMENTS

FULLY SPRINKLERED

CONSULTANTS:

CHECKED BY: CCM

SYMBOLS

MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS.

TYPICAL DETAIL - SEE S100 SERIES SHEETS DETAILS

FRAMING DETAIL CUT SHOWN ON PLAN

PLAN NOTE

OPENING IN FLOOR OR ROOF

SHEAR WALL HOLDOWN

TOF

TOB

BOB

TOP

TOW

WF 1-6

C 4-4

W1

J1

B1

L1

ML1

SW1

PLAN ABBREVIATIONS

REFERENCED FROM F.F.E. = 100'-0"TOP OF FOOTING

TOP OF BEAM

BOTTOM OF BEAM

TOP OF PARAPET

TOP OF WALL

WALL FOOTING DESIGNATION

COLUMN DESIGNATION

WALL REINFORCING DESIGNATION

SHEAR WALL DESIGNATION

JOIST DESIGNATION

BEAM DESIGNATION

LEDGER DESIGNATION

MASONRY LINTEL DESIGNATION

MATERIAL

SYMBOL DESCRIPTION

SYMBOL DESCRIPTION

8" MASONRY WALL U.N.O.

8" CAST-IN-PLACE CONCRETE WALL U.N.O.

6" STEEL STUD WALL U.N.O.

6" STEEL STUD SHEAR WALL U.N.O.

F 3-3 FOOTING DESIGNATION

FOUNDATION DETAIL CUT SHOWN ON PLAN

REFERENCED FROM F.F.E. = 100'-0"

REFERENCED FROM F.F.E. = 100'-0"

REFERENCED FROM F.F.E. = 100'-0"

REFERENCED FROM F.F.E. = 100'-0"

TOL TOP OF LEDGER REFERENCED FROM F.F.E. = 100'-0"

SS3

TO SUPPORT MECHANICAL EQUIPMENT, PIPING, DUCTS, ETC.

ADDITIONAL TRUSSES SHALL BE DESIGNED AND SUPPLIED AS REQUIRED

WORKMANSHIP PROVISIONS OF THE CODE.

WITH THE APPROVED PLANS AND SPECIFICATIONS, AND THE APPLICABLE

BEST OF THE INSPECTOR'S KNOWLEDGE, THE WORK IS IN CONFORMANCE

SHALL COMPLETE AND SIGN A FINAL REPORT CERTIFYING THAT TO THE

UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL INSPECTOR

OR ARCHITECT OF RECORD AND THE BUILDING OFFICIAL.

CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER

DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE

BUILDING OFFICIAL AND TO THE ENGINEER OR ARCHITECT OF RECORD. ALL

THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE

CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR

DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

B.

C.

4.

A.

PLACING OF UNITS SHALL BE PERFORMED ON A PERIODIC BASIS.

PLACEMENT OF ALL GROUT (CONTINUOUS). SPECIAL INSPECTION FOR

IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS (PERIODIC) AND DURING

ASSOCIATED FOOTINGS (PERIODIC), INSPECTION OF GROUT SPACE

STRUCTURAL MASONRY: PLACEMENT OF REINFORCING STEEL IN WALLS AND

OPERATIONS PER IBC CHAPTER 17:

SPECIAL INSPECTION IS REQUIRED DURING THE FOLLOWING

ANY WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED.

NOTICE TO THE SPECIAL INSPECTOR AND THE TESTING LABORATORY PRIOR TO BEGINNING

THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A MINIMUM OF 24 HOURS

1.

3.

2.

D.

IN THE SHOP OF A BUILDING OFFICIAL/APPROVED FABRICATOR - PERIODIC.

(INCLUDING WELDING OF REINFORCING STEEL), EXCEPT WELDING PERFORMED

WELDING: DURING ALL STRUCTURAL FIELD WELDING AND SHOP WELDING

GEOTECHNICAL REPORT SHALL PROVIDE THESE INSPECTIONS.

FILL. NOTE: THE GEOTECHNICAL ENGINEER WHO PERFORMED THE

REQUIREMENTS OF IBC CHAPTER 18, INCLUDING PLACEMENT OF ENGINEERED

EARTHWORK EXCAVATIONS, GRADING AND FILLING AS REQUIRED TO SATISFY

BY GEOTECHNICAL ENGINEER - GRADING, EXCAVATION AND FILLING: DURING A.

C.

SPECIAL INSPECTIONS:

EMBEDMENT REQUIREMENTS HAVE BEEN MET - CONTINUOUS.

BARS OR ALL THREAD RODS TO ENSURE THAT INSTALLATION AND

EPOXY INSTALLATIONS: DURING INSTALLATION OF ALL REINFORCING

INSTALLATION AND EMBEDMENT REQUIREMENTS HAVE BEEN MET - CONTINUOUS.

MECHANICAL ANCHORS: REVIEW INSTALLATION OF ANCHORS TO ENSURE THAT

E.

F.

DURING BOLT INSTALLATIONS AND TIGHTENING OPERATIONS - PERIODIC.

PLIES OF THE CONNECTED ELEMENTS HAVE BEEN BROUGHT INTO SNUG CONTACT AND

HIGH STRENGTH BOLTING: REVIEW OF ALL BOLT INSTALLATIONS TO ENSURE THAT THE B.

SHEAR WALLS; DRAG STRUTS; BRACES; AND HOLD DOWNS - PERIODIC.

WITHIN THE LATERAL FORCE RESISTING SYSTEM, INCLUDING DIAPHRAGMS;

ATTACHMENTS; BOLTING; ANCHORING AND OTHER FASTENING COMPONENTS

LATERAL FORCE RESISTING SYSTEM: REVIEW EDGE AND BOUNDARY G.

END HOOK DIMENSIONS

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

FINISHED

BEND

DIAMETER D,

(INCHES)

180 ° HOOKS

A OR G'

(INCHES)

A OR G'

(INCHES)J, (INCHES)

2 ¼

4 ½

5 ¼

9 ½

18 ¼

13 ¼

28 ½

90° HOOK

D= INSIDE DIAMETER OF BEND

MINIMUM

STIRRUP AND TIE HOOK

#3

#4

#5

BAR

SIZE

1½

2½

D= INSIDE DIAMETER OF BEND

D

(INCHES)

90° HOOK

A OR G

(INCHES)

135° HOOK

A OR G

(INCHES)

DEVELOPMENT AND LAP SPLICE SCHEDULE

F'c = 3000 psi F'c = 4000 psi

EMBEDMENT LAP SPLICE EMBEDMENT LAP SPLICE

HOOKCOMPRCOMPRHOOKCOMPRCOMPR

(LCE)BAR TOP OTHER (LCS) TOP OTHER (LDH) (LCE) TOP OTHER (LCS) TOP OTHER (LDH)

11342

31 24

78 60

100131

16218

11 28

16 43

22 71

28 90

10031#11

#10

#9

#8

#7

#6

#5

#4

#3

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

1.3 -- IF EPOXY COATED REBAR USED

1.3 -- IF CONC CONTAINS LIGHT WEIGHT AGGREGATES

MULTIPLE MULTIPLIERS IF APPLICABLE.

INCREASED AS REQD BY THE MULTIPLIERS BELOW. APPLY

MULTIPLIERS:

ALL EMBEDMENT AND LAP SPLICE LENGTHS SHALL BE

VERTICAL.

4. ALL SPLICES SHALL BE WIRED IN CONTACT STACKED

SPLICED

3. BARS GREATER THAN #11 SHALL BE MECHANICALLY

2. ALL DIMENSIONS INDICATED IN TABLE ARE IN INCHES

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

NOTES (GENERAL):

TYPICAL SPLICE & DEVELOPMENT SCHEDULE

TYPICAL DETAIL

SIZE

BAR

90° HOOK 180° HOOK

GROSS TIE

CORNER CONDITIONS-STIRRUP OR TIE

4½

5½

4½

TYPICAL SPLICE & DEVELOPMENT SCHEDULE2

TYPICAL END HOOK DETAILS

90° HOOK

90° HOOK

BEYOND 90° HOOK

BEYOND

135° HOOK 135° HOOK

135° HOOK

90° HOOK

135° HOOK

90° HOOK

135° HOOK

DETAILING DIMENSION

d b

HOOKDETAILING

4 db OR1 d b

R

G

J d b

" 2

A OR GDIMENSION

6db FOR #3, #4, #5 12db FOR #6, #7, #8

D

D db

A OR G

D E

T A

IL

IN

IM

E N

S

IO

N

A N

D

S

M A L L E R d b

F O R

B

A R S

H O

K db

D

D E

T A

IL

E N

S

IO

HOUSEKEEPING PAD DETAIL

NOTES

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

ON STRUCTURAL DRAWING OR NOT.

WITH EQUIPMENT MANUFACTURERS AND PROVIDE WHERE REQUIRED WHETHER SHOWN

CONTRACTOR SHALL COORDINATE DIMENSIONS AND OTHER SPECIAL REQUIREMENTS 2.

PLAN DIMENSIONS AND THICKNESS (4" MINIMUM THICKNESS).

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

1.

12" < T < = 16"

8" < T < = 12"

6" < T < = 8"

4"< T< = 6"

T-4" WWR 4x4-W2.9xW2.9 OR #3@12" EACH WAY

REINFORCEMENT

TOP

PAD THICKNESS

BOTTOM

REINFORCEMENT

NONE

NONE

NONE

#4@18" EACH WAY

#4@12" EACH WAY #4@12" EACH WAY

#4@18" EACH WAY

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

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

HOUSEKEEPING PAD REINFORCEMENT SCHEDULE

CORNERS

RE-ENTRANT

CORNERS

EXTERIOR

" 2'-0" 4

" CHAMFER, TYPICAL4

BOTTOM REINFORCEMENT,

WHERE SCHEDULED

REFER TO SCHEDULE

TOP REINFORCEMENT,

RE-ENTRANT CORNERS

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

AT EXTERIOR CORNERS

PERIMETER WITH (1) - #4X4'-0"

(1) - #4 CONTINUOUS AT

REFERENCE NOTE 1

TENSION(LTE) TENSION(LTS) TENSION(LTE) TENSION(LTS)

STRUCTURAL GENERAL NOTES

SCALE: NTS

SS3-STRUCTURAL NOTES.dgn

45 29 TESTING LABORATORY SERVICES.

AS APPROVED BY THE COTR AND STRUCTURAL ENGINEER. SEE SPECIFICATION SECTION 01

SPECIAL INSPECTIONS SHALL BE PERFORMED BY H2B, INC. OR A QUALIFIED INSPECTOR

o n e q u a r t e r in n e f o o t o n e e ig h t h in n e f o o t t h r e e q u a r t e r s in n e f o o t t h r e e e ig h t h s in n e f o o t o n e h a lf in n e f o o t o n e in n e f o o t o n e a n d o n e h a lf in n e f o o t t h r e e in c h n e f o o t 6

H2B, INC.

713.864.2900

HOUSTON, TX 77008

1225 N Loop W, Suite 800

Texas Firm Registration No. 8856

S

P r o j e c t s

S p s ig n r

II

D G

N

S S S

T R

U C

T U

R

T E

S .d g n

:5

:3

SBBL PROJECT NO:

V.A. PROJECT NO:

ARCHITECT OF RECORD:

CAD FILE #

Approved: VA Area Proj. Mgr.

15032

519-369

Revision

DATE:

Date

DRAWN BY: ZAF

Revision

DATE:

Date Revision

DATE:

Date Revision

DATE:

Date

Approved: Med. Ctr. Director

Approved: Associate Director

Approved: Chief of Engineering

Approved: Projects Supervisor

C O

N S

T R

U C

T N

E W C

L C P

H A

S E

C A

R E S

Y S

T E

M

B

IG

S

P R

IN

G T E

X A

S

W E

S T T

E X

A S V

A H

E A

L and Facilities

Construction

Office of

SHEET OF

BID DOCUMENTS

FULLY SPRINKLERED

CONSULTANTS:

CHECKED BY: CCM

REQUIRED. SEE TYPICAL STEPPED FOOTING DETAIL.

SHALL BE 30 DEGREES. STEP FOOTINGS AS

MAXIMUM SLOPE BETWEEN BOTTOMS OF FOOTINGS

NOTE:

FOOTING

CONCRETE

FOOTING

CONCRETE

TYPICAL DETAIL

MAXIMUM SLOPE

BETWEEN ADJACENT FOOTINGS

APPLICABLE CODES

EXCAVATIONS IN ACCORDANCE WITH ALL

PROVIDE FOR THE SAFETY OF ALL

SHORING AND BRACING NECESSARY TO

CONTRACTOR IS RESPONSIBLE FOR ALL

NOTE:

OR FOUNDATION.

BOTTOM OF FOOTING

TRENCH CLOSER THAN

DO NOT EXCAVATE A

NOTE:

FOOTING

CONCRETE

TRENCH

BOTTOM OF

TYPICAL DETAIL

TRENCH PARALLEL TO FOUNDATION

SECTION

X

X

FOOTING

CONCRETE WALL

ALL AROUND

SLEEVE BY 1/2"

PIPE TO CLEAR

SLEEVE

500 PSI)

(MINIMUM f'c =

CONCRETE FILL

COLUMN FOOTINGS.

PASS BELOW

NO PIPES SHALL

NOTE:

8"

M

IN

M

IN

8"

MIN

TYPICAL DETAIL

PIPE PASSING BELOW WALL FOOTING

ALL AROUND

SLEEVE BY 1/2"

PIPE TO CLEAR

#3 AT 12" O.C.

SLEEVE

SLEEVE NOT REQUIRED AT SLAB CONDITION.3.

DIMENSION "B" TO BE 6" MINIMUM.2.

DIMENSION "A" TO BE 2 1/2" MINIMUM.1.

NOTES:

MIN

6"

COMPACTED BASE

SOIL OR

FIRM UNDISTURBED

MIN

6"

A

B

TYPICAL DETAIL

MIN

1 1/2"

SLEEVE FOR PIPE

AT SLAB OR WALL FOOTING

WHERE NECESSARY

BEND AROUND CORNERS

CENTERED AT TRENCH -

FOOTING REINFORCING

(2) #5 X 8'-0" ADDITIONAL

DETAIL

TYPICAL TRENCH

SHORING - SEE

STEM WALL

FOOTING

CONCRETE WALL

STRUCTURAL NOTES

- SEE GENERAL

RECOMPACT TRENCH

BACKFILL AND

FOOTING

PLACEMENT OF

WRITING PRIOR TO

ENGINEER IN

NOTIFY STRUCTURAL

EXCEEDS 1'-6"

WHERE TRENCH

1'-6" MAXIMUM -

BOTTOM OF TRENCH

UTILITY

DUCT, OR OTHER

PIPE, CONDUIT,

C L

R3

STRENGTH TO RESIST EARTH PRESSURE.

CONTRACTOR SHALL VERIFY THAT BURIED UTILITIES HAVE ADEQUATE 2.

CONTINUOUS FOOTINGS OR THROUGH OR UNDER COLUMN FOOTINGS.

THROUGH/UNDER FOUNDATION DETAIL. NO UTILITY SHALL PASS THROUGH

FOR TRENCH DEPTH OF 3'-0" OR LESS, SEE TYPICAL UTILITY 1.

NOTES:

R E

TYPICAL DETAIL

UTILITY PASSING BELOW

WALL FOOTING IN TRENCH

TOP OF WALL FOOTING

"D" = 24" MAXIMUM

LAP PER STRUCTURAL NOTES

2"D" 2"D"

D

D

D

TYPICAL DETAIL

TYPICAL CONCRETE STEPPED FOOTING

INTERSECTIONCORNER

24"

SPACING AS HORIZONTAL REINFORCING X

CORNER BARS EACH SIDE SAME SIZE AND

TYPICAL DETAIL

CORNER REINFORCING IN

CONCRETE FOOTING AND STEM WALL

SLAB

CORNER IN CONCRETE

OR DEPRESSED SLAB

RE-ENTRANT CORNER

FROM TOP OF SLAB

LOCATED 1 1/2" CLEAR

#4 X 4'-0" LONG

EQUAL

E Q

U A

L

TYPICAL DETAIL

SLAB REINFORCING AT RE-ENTRANT

CORNERS AND DEPRESSED SLAB…