Attachment 3 - SI001 - GENERAL NOTES -STRUCTURAL.pdf

GENERAL NOTES

DIVISION 01 - GENERAL REQUIREMENTS

1.1 ALL DESIGN SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. 2015 INTERNATIONAL BUILDING CODE

1.2 SPECIAL INSPECTIONS

A. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE

INSPECTIONS AND MATERIALS TESTING DURING CONSTRUCTION. ALL SPECIAL INSPECTIONS

AND TESTING SHALL CONFORM TO THE REQUIREMENTS OF SPEC 014100, AND IBC 2015.

B. SPECIAL INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE LOCAL

BUILDING OFFICIAL. SPECIAL INSPECTIONS SHALL NOT RELIEVE THE OWNER AND CONTRACTOR

FROM REQUESTING THE BUILDING OFFICIAL'S INSPECTIONS REQUIRED BY IBC SECTION 110.

C. SPECIAL INSPECTORS SHALL BE GIVEN PROPER NOTICE AND ACCESS TO THE SITE TO

PERFORM TESTING AND INSPECTION AS NECESSARY.

D. REQUIRED CATEGORIES OF SPECIAL INSPECTIONS:

1. STEEL CONSTRUCTION (IBC SECTION 1705.2)

2. CONCRETE CONSTRUCTION (IBC SECTION 1705.3)

3. MASONRY CONSTRUCTION (IBC SECTION 1705.4)

4 SOILS (IBC SECTION 1705.6)

E. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO VERIFY THAT IT

CONFORMS TO THE CONTRACT DOCUMENTS.

2. THE SPECIAL INSPECTOR SHALL NOT AUTHORIZE OR APPROVE DEVIATIONS FROM THE

CONTRACT DOCUMENTS. ALL DEVIATIONS FROM THE CONTRACT DOCUMENTS MUST BE

INITIATED BY THE CONTRACTOR VIA A WRITTEN REQUEST FOR INFORMATION (RFI) AND

APPROVED BY THE ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK.

3. THE SPECIAL INSPECTOR SHALL FURNISH WRITTEN INSPECTION REPORTS TO THE

ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF CORRECTIONS ARE NOT MADE,

THE BUILDING OFFICIAL AND ENGINEER AND/OR ARCHITECT SHALL BE NOTIFIED.

1.3 BUILDING CLASSIFICATION

A. REFER TO CODE ANALYSIS DRAWING GI101.

1.4 FIRE RESISTANCE

A. REFER TO CODE ANALYSIS DRAWING GI101.

1.5 SERVICE LOADING AND DESIGN PARAMETERS - ASCE7-10 OR AS SPECIFIED HEREIN

A. RISK CATEGORY II

B. LIVE LOADING:

1. SUPPORTED PARKING AND DRIVE AREAS:

i. UNIFORM LOAD 40 PSF

ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3,000 LBS

2. SLAB ON GRADE:

i. UNIFORM LOAD 100 PSF

ii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3,000 LBS

3. STAIRS AND EXITS:

i. UNIFORM LOAD 100 PSF

ii. CONCENTRATED LOAD ACTING ON 4 SQ. IN. AREA 300 LBS

4. HANDRAILS AND GUARDS:

i. UNIFORM LOAD 50 PLF

ii. CONCENTRATED LOAD 200 LBS

5. INTERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS:

i. CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA 50 LBS

6. VEHICLE BARRIER SYSTEMS

i. CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA

AT 18 OR 27 INCHES ABOVE FINISHED FLOOR 6,000 LBS

7. LIVE LOAD REDUCTION:

i. MAXIMUM LOAD REDUCTION FOR MEMBERS

SUPPORTING TWO OR MORE LEVELS 20 %

C. SNOW LOADING:

1. GROUND SNOW LOAD (Pg) 20.0 PSF

2. FLAT ROOF SNOW LOAD (Pf) 16.8 PSF

3. EXPOSURE FACTOR (Ce) 1.0

4. THERMAL FACTOR (Ct) 1.2

5. IMPORTANCE FACTOR (Is) 1.0

D. WIND LOADING:

1. BASIC WIND SPEED (V) 130 MPH

2. EXPOSURE CATEGORY B

4. INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.18

5. COMPONENTS AND CLADDING DESIGN PRESSURES

i. ROOF - ZONE 1 +13.3 -32.6 PSF

ii. ROOF - ZONE 2 +13.3 -54.8 PSF

iii. ROOF - ZONE 3 +13.3 -82.4 PSF

iv. WALL - ZONE 4 +29.9 -32.4 PSF

v. WALL - ZONE 5 +29.9 -39.8 PSF

E. SEISMIC LOADING:

1. IMPORTANCE FACTOR (Ie) 1.0

2. SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIODS (SS) 1.832 %g

ii. 1 SEC PERIOD (S1) 0.618 %g

3. SITE CLASS C

4. DESIGN SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIODS (SDS) 1.221 %g

ii. 1 SEC PERIOD (SD1) 0.536 %g

5. DESIGN CATEGORY D

6. SEISMIC BEHAVIOR:

i. NORTH/SOUTH DIRECTION:

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE

SEISMIC FORCE RESISTING SYSTEM:

SPECIAL REINFORCED CONCRETE SHEAR WALLS

BASE SHEAR (V) 2177 KIPS

RESPONSE COEFFICIENT (Cs) 0.204

RESPONSE MODIFICATION FACTOR (R) 6

ii. EAST/WEST DIRECTION:

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE

SEISMIC FORCE RESISTING SYSTEM:

SPECIAL REINFORCED CONCRETE SHEAR WALLS

BASE SHEAR (V) 2177 KIPS

RESPONSE COEFFICIENT (Cs) 0.204

RESPONSE MODIFICATION FACTOR (R) 6

F. VOLUMETRIC CHANGE LOADING - PCI MNL-120-10 (CHAPTER 4)

1. MAXIMUM SEASONAL CLIMATIC TEMPERATURE CHANGE 50 °F

2. ANNUAL AVERAGE AMBIENT RELATIVE HUMIDITY 50 %

1.6 FUTURE EXPANSION

A. THIS STRUCTURE IS DESIGNED FOR VERTICAL EXPANSION OF A STEEL FRAMED

PHOTOVOLTAIC ROOF STRUCTURE OF NOT MORE THAN 20 PSF TOTAL VERTICAL GRAVITY

LOAD.

1.7 MINIMUM HEADROOM CLEARANCE

A. SIGNED CLEARANCE:

1. ALL LEVELS 8'-2"

1.8 DRAINAGE

A. PROVIDE AS INDICATED BY PLAN ELEVATIONS WITH 1 1/2% MINIMUM SLOPE ON

PARKING SURFACES WHERE ELEVATIONS NOT INDICATED

1.9 DATUM

A. ALL STRUCTURAL ELEVATIONS ARE REFERENCED FROM MEAN SEA LEVEL (MSL) UNLESS

NOTED OTHERWISE

1.10 CORROSION PROTECTION SYSTEM

A. CORROSION PROTECTION SYSTEM IS BASED ON CRITERIA PRESENTED IN ACI 362.1R "GUIDE

FOR THE DESIGN AND CONSTRUCTION OF DURABLE CONCRETE PARKING STRUCTURES" FOR

ZONE III EXPOSURE

1. POST-TENSIONED STRUCTURE WITH CONCRETE SEALER, CORROSION INHIBITOR,

EPOXY COATED REINFORCEMENT, LOW PERMEABILITY, AND SPECIAL COVER

REQUIREMENTS AS SPECIFIED HEREIN

2. CONCRETE ACCESSORIES TO BE HOT-DIP GALVANIZED AND/OR STAINLESS STEEL AS

SPECIFIED HEREIN

1.11 CONSTRUCTION NOTES

A. GENERAL

1. WHERE DIMENSIONS ARE INDICATED FOR EXISTING STRUCTURES, THEY ARE

APPROXIMATE AND FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY IN FIELD (VIF)

ALL DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. ANY VARIATIONS

BETWEEN EXISTING DIMENSIONS AND/OR ELEVATIONS ON DRAWINGS SHALL BE

REPORTED TO ENGINEER.

2. ALL OMISSIONS OR CONFLICTS AMONG VARIOUS ELEMENTS OF DRAWINGS AND/OR

SPECIFICATIONS SHALL BE REPORTED TO ENGINEER BEFORE PROCEEDING WITH ANY

WORK.

3. VERIFY AND COORDINATE LOCATION AND SIZE OF ALL OPENINGS AND SLEEVES

THROUGH FLOORS, WALLS, AND ROOFS WITH RESPECTIVE SUBCONTRACTOR

(MECHANICAL, ELECTRICAL, HVAC, ETC.) AND SUBMIT TO STRUCTURAL ENGINEER FOR

REVIEW AND APPROVAL PRIOR TO FABRICATION AND INSTALLATION.

4. VERIFY STRUCTURAL ELEVATIONS AND DIMENSIONS WITH RESPECTIVE OTHER TRADES

AND DRAWINGS.

5. VERIFY LOCATION OF SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS, AND OTHER

RELATED ITEMS.

6. NO STRUCTURAL MEMBERS SHALL BE CUT OR PENETRATED FOR PIPES, DUCTS,

CONDUITS, ETC., UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY

ENGINEER.

7. FIELD VERIFY THE LOCATIONS OF EXISTING STRUCTURES, UTILITIES, ETC., AND NOTIFY

ENGINEER OF INTERFERENCES NOT NOTED ON DRAWINGS.

8. FLOOR SLAB ELEVATIONS INDICATED ON DRAWINGS ARE ESTABLISHED TO PROVIDE

POSITIVE DRAINAGE AND PROVIDE REQUIRED HEADROOM CLEARANCE, REFER TO

SECTIONS 1.7 AND 1.8. NOTIFY ENGINEER OF GRADES INDICATED WHICH DO NOT ALLOW

FOR MINIMUM HEADROOM CLEARANCE.

DIVISION 02 - EXISTING CONDITIONS

DIVISION 03 - CONCRETE

3.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. ACI 318-14

B. ACI 362.1R-12

C. REFER TO SPECIFICATION SECTION 033000 FOR INFORMATION NOT LISTED HEREIN

3.2 CONCRETE

DESCRIPTION F'C (PSI)

MAXIMUM

CHLORIDE ION

MAX W/C

RATIO

AVERAGE

ENTRAINED AIR

FOOTINGS 4000 STD 0.30 0.50 N/A

WALLS 5500 CNA/SPA 0.15 0.40 6-1/2%

COLUMNS 5500 CNA/SPA 0.15 0.40 6-1/2%

BEAMS 5500 CNA/SPA 0.06 0.40 6-1/2%

SLABS & STAIRS 5500 CNA/SPA 0.06 0.40 6-1/2%

SLAB-ON-GRADE 4500 STD/SF 0.15 0.40 6-1/2%

ISLANDS & PADS 4000 STD/F 0.15 0.40 6-1/2%

ALL OTHERS 4000 STD 0.30 0.40 6-1/2%

NOTES:

(1) STD: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION

033000 WHICH DOES NOT REQUIRE SILICA FUME, GGBS/FLY ASH, OR CALCIUM NITRITE

ADMIXTURE

(2) CNA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION

033000 WHICH CONTAINS 1 GAL/CY OF CALCIUM NITRITE CORROSION-INHIBITOR ADMIXTURE

(3) SPA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION

033000 WHICH CONTAINS 10% MINIMUM FLY ASH BY WEIGHT OF CEMENT.

(4) SF: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION

033000 WHICH CONTAINS 4-1/2 LBS/CY OF STRUCTURAL MACRO FIBERS

(5) F: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION

033000 WHICH CONTAINS 1-1/2 LBS/CY OF FIBRILLATED FIBER REINFORCEMENT OR 1 LBS/CY

MICROFILAMENT REINFORCEMENT

(6) ALL NORMALWEIGHT CONCRETE SHALL HAVE A DENSITY OF APPROXIMATELY 145 PCF UNLESS

NOTED OTHERWISE

(7) AVERAGE AIR-ENTRAINED VALUES ARE FOR IN-PLACE CONCRETE. TOLERANCE ON TOTAL AIR

CONTENT IS 1-1/2% PER ACI 318.

(8) ALL AIR-ENTRAINED CONCRETE SHALL INCLUDE 564 LBS/CY MINIMUM OF CEMENT. THE

WEIGHT OF SILICA FUME, GGBS, AND FLY ASH MAY BE INCLUDED WITH THE WEIGHT OF

CEMENT.

3.3 CEMENT

A. ASTM C 150 TYPE I OR III

3.4 AGGREGATES

A. ASTM C 33

3.5 MILD REINFORCEMENT

A. MILD REINFORCEMENT, ASTM A 615 GRADE 60

B. MILD REINFORCEMENT (LOW ALLOY WELDABLE), ASTM A 706 GRADE 60

C. MECHANICAL TENSION AND COMPRESSION SPLICES AS INDICATED ON DRAWINGS

D. MECHANICAL TERMINATION SIZES AS INDICATED ON DRAWINGS

E. EPOXY COATING FOR PLAIN AND DEFORMED MILD REINFORCEMENT, ASTM A 775

F. WELDED PLAIN WIRE FABRIC SHEETS, ASTM A 185 GRADE 65

G. EPOXY COATING FOR PLAIN WELDED WIRE FABRIC, ASTM A 884

H. EPOXY COATING FOR DOWEL BARS SHALL BE THE SAME AS SPECIFIED FOR REINFORCEMENT

TO BE SPLICED

I. WELDING FOR REINFORCING STEEL, AWS D1.4

J. CONCRETE PROTECTION SHALL BE PER ACI 362.1R, EXCEPT AS NOTED ON DRAWINGS AND

SPECIFIED HEREIN. SPECIFIC DRAWINGS AND DETAILS MAY OR MAY NOT INDICATE EPOXY

COATING OR UNCOATED REINFORCING. IN AREAS OF DISPUTE, THIS SCHEDULE SHALL

GOVERN IN ALL CASES.

DESCRIPTION COVER PROTECTION

FOOTINGS 3" A615 - UNCOATED

WALLS IN CONTACT WITH EARTH 2" A615 - UNCOATED

WALLS NOT IN CONTACT WITH EARTH 1-1/2" A615 - UNCOATED

SHEAR WALLS 2" A706 - UNCOATED

COLUMNS MAIN REINFORCING 2-1/2" A706 - UNCOATED

COLUMN TIES 2" A706 - EPOXY COATED

BEAM TOP REINFORCING 3" A706 - EPOXY COATED

BEAM BOTTOM REINFORCING 2" A706 - UNCOATED

BEAM STIRRUPS AT TOP 2-1/2" A706 - EPOXY COATED

BEAM STIRRUPS AT SIDE AND BOTTOM 1-1/2" A706 - EPOXY COATED

SLAB TOP REINFORCING 2" A615 - EPOXY COATED

SLAB BOTTOM REINFORCING 1" A615 - EPOXY COATED

STAIR TOP REINFORCING 2" A615 - UNCOATED

STAIR BOTTOM REINFORCING 1" A615 - UNCOATED

SLAB-ON GRADE REINFORCING 2" FROM TOP A615 - UNCOATED

ISLANDS, HK PADS, CURBS, MISC. 1-1/2" A615 - EPOXY COATED

BACK-UP BARS, SUPPORT BARS, ETC. N/A A615 - EPOXY COATED

3.6 POST-INSTALLED MILD REINFORCEMENT

A. POST-INSTALLED REINFORCING BAR CONNECTIONS SHALL BE DESIGNED PER THE ACI 318

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. POST-INSTALLED

REINFORCING BAR CONNECTIONS SHALL CONSIST OF THE FOLLOWING ADHESIVE SYSTEMS AS

PROVIDED BY HILTI, INC. (OR APPROVED EQUAL) CONTACT HILTI AT (800) 879-8000 FOR

PRODUCT RELATED QUESTIONS.

B. POST-INSTALLED REINFORCING BAR CONNECTIONS IN CONCRETE

1. EPOXY SYSTEMS WITH SAFESET TECHNOLOGY:

i. HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR

TE-YD), AND HILTI VC 20/40 VACUUM (VC 20-U OR VC 40-U) WITH POST-INSTALLED

STEEL REINFORCING BARS INSTALLED PER ICC ESR-3814

ii. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR

TE-YD), AND HILTI VC 20/40 VACUUM (VC 20-U OR VC 40-U) WITH POST-INSTALLED

STEEL REINFORCING BARS INSTALLED PER ICC ESR-3817

C. THE DESIGN OF STRAIGHT POST-INSTALLED REINFORCING BARS SHALL BE PERFORMED PER

THE DEVELOPMENT AND SPLICE LENGTH REQUIREMENTS OF THE ACI 318 BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE. THE POST-INSTALLED REINFORCING BAR

SYSTEM IS AN ALTERNATIVE TO CAST-IN-PLACE REINFORCING BARS GOVERENED BY ACI 318

AND IBC CHAPTER 19.

D. THE EPOXY SYSTEM SHALL BE TESTED IN ACCORDANCE WITH THE ICC-ES ACCEPTANCE

CRITERIA FOR POST-INSTALLED EPOXY ANCHORS IN CONCRETE ELEMENTS (AC308), TABLE 3.8.

TECHNICAL DATA SHALL BE PUBLISHED IN AN ICC-ES EVALUATION SERVICE REPORT SHOWING

COMPLIANCE WITH IBC.

1. ICC-ES ESR-3814 FOR HILTI HIT-RE 500 V3 EPOXY ANCHORS AND POST-INSTALLED

REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE.

2. ICC-ES ESR-3187 FOR HILTI HIT-HY 200 EPOXY ANCHORS AND POST-INSTALLED

REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE.

E. POST-INSTALLED REINFORCING BAR INSTALLATION SHALL BE PERFORMED BY PERSONNEL

TRAINED TO INSTALL THE SYSTEM PER THE MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII), AS INCLUDED IN THE ANCHOR PACKAGING. THE CONTRACTOR SHALL

ARRANGE FOR A MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION

TRAINING FOR POST-INSTALLED REINFORCING BARS. THE STRUCTURAL ENGINEER OF

RECORD MUST RECEIVE DOCUMENTED CONFIRMATION PRIOR TO THE COMMENCEMENT OF

INSTALLING THE BARS THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO WILL INSTALL

POST-INSTALLED REINFORCING BARS HAVE BEEN TRAINED TO INSTALL THE SYSTEM PER THE

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).

F. THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE

LOCATED PRIOR TO POST-INSTALLING BARS. EXISTING BARS SHALL BE LOCATED USING HILTI

FERROSCAN, GPR, X-RAY, CHIPPING, OR OTHER MEANS.

3.7 POST-TENSIONING TENDONS

A. ENCAPSULATED 7-WIRE LOW-RELAXATION TYPE (LRS) STRAND, 270 KSI. ASTM A 416 AND

SUPPLEMENT.

1. TENSIONING SEQUENCE:

i. SLAB TEMPERATURE TENDONS (PARALLEL TO BEAMS)

ii. SLAB UNIFORM TENDONS (PERPENDICULAR TO BEAMS)

iii. SLAB ADDITIONAL TENDONS (PERPENDICULAR TO BEAMS)

iv. BEAM TENDONS

iv. GIRDER TENDONS

3.8 CONCRETE ACCESSORIES

A. MISCELLANEOUS STEEL SHAPES, PLATES, AND BARS, ASTM A 36, HOT-DIP GALVANIZED AFTER ASSEMBLY. STAINLESS STEEL ASTM A 666 OR ASTM A 276, TYPE 304L AS NOTED ON DRAWINGS.

B. ANCHOR BOLTS, ASTM F 1554 GRADE 36, HOT-DIP GALVANIZED.

C. HEADED STUD ANCHORS, ASTM A 108, TO BE IN ACCORDANCE WITH AWS D1.1-TYPE B, SIZES AS

INDICATED ON DRAWINGS.

D. POST-INSTALLED ANCHORS:

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL

CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. (OR APPROVED

EQUAL) CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS.

2. ANCHORAGE TO CONCRETE:

i. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3187

b. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR

TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E

THREADED ROD PER ICC ESR-3187

c. HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD

OR TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E

THREADED ROD PER ICC ESR-3184

d. HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI ROUGHENING TOOL (TE-YRT)

WITH HAS-E THREADED ROD PER ICC ESR-3184 FOR DIAMOND CORED HOLES

ii. MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

a. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3027

b. HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917

c. HILTI KWIK BOLT 3 EXPANSION ANCHORS (UNCRACKED CONCRETE ONLY)

PER ICC ESR-2302

iii. HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE

USE:

a. HILTI HDA UNDERCUT ANCHORS PER ICC ESR-1546

b. HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR-1545

3. REBAR DOWELING INTO CONCRETE:

i. REFER TO SECTION 3.6 POST-INSTALLED MILD REINFORCEMENT

4. ANCHORAGE TO SOLID GROUTED MASONRY:

i. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-2682

b. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3963

c. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR

TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E

THREADED ROD PER ICC ESR-3963

d. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED

ROD OR CONTINUOUSLY DEFORMED STEEL REBAR

ii. MECHANICAL ANCHORS USE:

a. HILTI KWIK BOLT 3 EXPANSION ANCHORS PER ICC ESR-1385

b. HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-3785

5. ANCHORAGE TO HOLLOW/MULTI-WYTHE MASONRY:

i. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-3342

b. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED

ROD OR CONTINUOUSLY DEFORMED STEEL REBAR

c. THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE

MAUNFACTURER'S RECOMMENDATION

6. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA

PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL

ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST

BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE.

CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE

SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE

SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC

ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES,

LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE

INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER

CREEP, IN-SERVICE TEMPERATURE, AND INSTALLATION TEMPERATURE.

7. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE

ANCHOR PACKAGING.

8. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.

9. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO

PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS

SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED

CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS

ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

10. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND

PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE

WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

11. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH THE

SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN

BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND

SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE

LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING,

OR OTHER MEANS.

E. ASPHALTIC JOINT FILLER (BOND BREAKER) SHALL BE 1/2" THICK OR AS NOTED ON DRAWINGS.

F. COMPRESSIBLE JOINT FILLER SHALL BE 1" THICK OR AS NOTED ON DRAWINGS.

G. EARTH DAMS 1/8" CONTINUOUS PREMOLDED MEMBRANES.

H. SLIDE BEARING SYSTEMS SHALL BE AS INDICATED ON DRAWINGS.

3.9 GROUT

A. PREMIXED, PACKAGED, NON-SHRINK, CHLORIDE-FREE, NON-STAINING, F'C = 6000 PSI MINIMUM, ASTM C 1107.

3.10 GENERAL CAST-IN-PLACE CONCRETE

A. REINFORCEMENT

1. PROVIDE EXTRA REINFORCING AROUND ALL OPENINGS, TWO #5 BARS ON ALL FOUR

SIDES OF EACH OPENING. EXTEND TWO FEET BEYOND CORNERS OF OPENING.

2. PROVIDE STANDARD 90 DEGREE BAR HOOKS UNLESS NOTED OTHERWISE ON DRAWINGS.

3. MINIMUM LENGTH OF LAP SPLICES SHALL BE BASED ON ACI 318 CLASS B OR A MINIMUM

OF 36 BAR DIAMETERS FOR UNCOATED BARS AND 54 BAR DIAMETERS FOR COATED

BARS UNLESS NOTED OTHERWISE ON DRAWINGS.

4. APPROVED REBAR COUPLERS MAY BE USED AT CONTRACTOR'S OPTION TO AID

PLACEMENT OF DOWELS THROUGH FORMS.

5. REINFORCING STEEL SHALL NOT BE BENT OR STRAIGHTENED UNLESS APPROVED BY

ENGINEER OR AS INDICATED ON DRAWINGS.

6. FIELD CUTTING OF REINFORCEMENT IS PROHIBITED UNLESS APPROVED BY ENGINEER.

7. WELDING OF REINFORCEMENT IS PROHIBITED UNLESS SPECIFICALLY CALLED FOR ON

DRAWINGS OR APPROVED BY ENGINEER. DO NOT WELD EPOXY COATED REINFORCEMENT.

B. ACCESSORIES

1. ALL WELD ASSEMBLIES SHALL USE E70XX LOW HYDROGEN ELECTRODES. MINIMUM

WELD SIZE IS 1/4 INCH. STAINLESS STEEL ELECTRODES SHALL BE TYPE 308L OR 347.

2. FOR FIELD WELDING GALVANIZED CONNECTION HARDWARE, REMOVE SLAG, WIRE

BRUSH, AND APPLY THREE COATS OF Z.R.C. COLD GALVANIZING.

3. INSTALL INSERTS AND ANCHORS IN CONCRETE FOR SUSPENDING MECHANICAL AND

ARCHITECTURAL ITEMS WHERE FEASIBLE. IF ADDITIONAL FASTENERS ARE NEEDED IN

CONVENTIONALLY REINFORCED CONCRETE, USE DRILLED-IN TYPE ANCHORS LOCATED

TO AVOID CONFLICT WITH REINFORCEMENT. DO NOT USE DRILLED-IN ANCHORS OR

POWER DRIVEN FASTENERS IN POST-TENSIONED CONCRETE UNLESS APPROVED BY

ENGINEER.

4. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER

MATERIAL INJURIOUS TO THE CONCRETE SHALL BE EMBEDDED IN CONCRETE.

C. JOINTS

1. PROVIDE A 3/4 INCH CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS

OTHERWISE INDICATED ON DRAWINGS. TOP EDGES OF WALLS MAY BE TOOLED.

2. TOOL SLAB JOINTS AT THE TIME OF FINISHING. SAW CUTTING IS NOT ALLOWED UNLESS

SPECIFICALLY CALLED FOR ON DRAWINGS OR APPROVED BY ENGINEER.

3. CAST WALLS WITH CONSTRUCTION AND CONTROL JOINTS AT 20 FEET ON CENTER

MAXIMUM UNLESS NOTED ON DRAWINGS.

4. CAST SLAB ON GRADE WITH CONSTRUCTION AND CONTROL JOINTS IN STRIPS 20 FEET

BY 100 FEET MAXIMUM UNLESS NOTED OTHERWISE ON DRAWINGS.

5. CONSTRUCTION JOINTS FOR SUPPORTED SLABS SHALL BE AS NOTED ON DRAWINGS OR

AS APPROVED BY THE ENGINEER.

6. PROVIDE WATERSTOPS IN CONSTRUCTION JOINTS IN CAST-IN-PLACE CONCRETE

ELEMENTS THAT HAVE ONE SIDE EXPOSED TO THE WEATHER OR SOIL AND OTHE OTHER

SIDE ADJACENT TO ENCLOSED SPACE. REFER TO DRAWINGS FOR OTHER

WATERPROOFING AND DAMPPROOFING DETAILS.

D. GENERAL

1. THE USE OF CHLORIDES SUCH AS DEICING SALTS ARE PROHIBITED FOR USE OF MELTING

ICE PRIOR TO PLACEMENT OF CONCRETE.

DIVISION 04 - MASONRY

4.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. ACI 530-13

B. ACI 530.1-13

C. REFER TO SPECIFICATION SECTION 042000 FOR INFORMATION NOT LISTED HEREIN

4.2 CONCRETE UNIT MASONRY

A. HOLLOW AND SOLID LOAD-BEARING UNITS ASTM C 90, GRADE N, TYPE I.

B. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS 2800 PSI.

C. NET AREA COMPRESSIVE STRENGTH OF MASONRY F'M = 2000 PSI.

D. REFER TO ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.

4.3 MORTAR

A. MORTAR, ASTM C 270, TYPE S, MINIMUM COMPRESSIVE STRENGTH 1800 PSI.

4.4 GROUT

A. GROUT, ASTM C 476, F'C = 2000 PSI.

4.5 REINFORCING STEEL

A. REFER TO SPECIFICATION SECTION 041500 FOR REINFORCING STEEL

4.6 MASONRY ACCESSORIES

A. JOINT REINFORCEMENT, ASTM A 82 9-GAGE GALVANIZED LADDER TYPE AT 16 INCHES O.C.

B. ANCHORS AND TIES:

1. SLOTS, 20 GAGE GALVANIZED

2. ANCHORS, 3/16 INCH DIAMETER WIRE TIE WITH 12 GAGE DOVETAIL

C. CONTROL JOINTS SOLID RUBBER OR PVC STRIPS

D. BOND BREAKER 15 LB ROOFING FELT.

E. MEMBRANE FLASHING 20 MIL PVC.

4.7 GENERAL - MASONRY

A. MASONRY CONTROL JOINTS SHALL BE SPACED AS FOLLOWS OR AS INDICATED ON DRAWINGS:

1. MAXIMUM OF 4 FEET FROM CORNERS

2. MAXIMUM OF 24 FEET O.C.

3. AT ALL CHANGES IN WALL HEIGHT OR THICKNESS

4. AT ABUTMENT OF WALLS TO COLUMNS

5. ALIGN JOINTS IN MASONRY W/ JOINTS IN SUPPORTING CONCRETE WALL WHERE

APPLICABLE

B. BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED WITH A MINIMUM OF TWO #4

CONTINUOUS OR AS INDICATED ON DRAWINGS. WHERE BOND BEAMS INTERSECT AT CORNERS

AT DIFFERENT ELEVATIONS, RUN EACH BOND BEAM AROUND CORNER FOR TWO BLOCK

LENGTHS MINIMUM BEFORE TERMINATING.

C. LINTELS SHALL HAVE A MINIMUM BEARING OF 6 INCHES.

D. MAINTAIN A 1 INCH GAP BETWEEN THE TOP OF ALL NON-BEARING INTERIOR MASONRY WALLS

AND THE UNDERSIDE OF STRUCTURE ABOVE.

DIVISION 05 - METALS

5.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. AISC 360-10

B. AISC 341-10

C. REFER TO SPECIFICATION SECTION 051200 FOR INFORMATION NOT LISTED HEREIN

5.2 W-SHAPES, ASTM A 992, GRADE 50

5.3 CHANNELS ANGLES, M-SHAPES, S-SHAPES, ASTM A 36

5.4 PLATES AND BARS, ASTM A 36

5.5 CORROSION-RESISTING STRUCTURAL STEEL, ASTM A 588, GRADE 50

5.6 COLD-FORMED STEEL TUBING, ASTM A 500, GRADE B OR C

5.7 CORROSION-RESISTING COLD-FORMED STEEL TUBING, ASTM A 847

5.8 STEEL PIPE, ASTM A 53, TYPE E OR S, GRADE B STANDARD WEIGHT.

5.9 ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES AND SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE

PERFORMED BY AN AWS CERTIFIED WELDER.

5.10 BOLTED CONNECTIONS SHALL BE MADE USING ASTM A 325-N 3/4 INCH DIAMETER HIGH STRENGTH

BOLTS, NUTS, AND WASHERS BEARING TYPE CONNECTION WITH THREADS INCLUDED IN SHEAR

PLANE, OR ASTM A 325-SC FOR SLIP CRITICAL CONNECTIONS OR AS INDICATED OTHERWISE ON

DRAWINGS.

5.11 ANCHOR BOLTS, ASTM F 1554 GRADE 36

A. NUTS, ASTM A 563 HEAVY HEX CARBON STEEL

B. PLATE WASHERS, ASTM A 36

C. WASHERS, ASTM F 436

D. FINISH, HOT-DIP ZINC COATING, ASTM A 153 CLASS C

5.12 CONNECTIONS NOT DETAILED ON DRAWINGS SHALL BE DESIGNED BY FABRICATOR IN ACCORDANCE

WITH AISC SPECIFICATIONS

5.13 USE STANDARD AISC DOUBLE ANGLE CONNECTIONS WHERE POSSIBLE. SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON DRAWINGS SHALL BE BOLTED OR WELDED. FIELD CONNECTIONS SHALL

BE BOLTED UNLESS SPECIFICALLY DETAILED OTHERWISE.

5.14 WHEN NO REACTIONS ARE INDICATED, DESIGN CONNECTIONS TO SUPPORT A REACTION VALUE EQUAL TO ONE HALF THE AISC TABULATED ALLOWABLE UNIFORM LOAD VALUE (6 KIPS MINIMUM)

5.15 NO SPLICES IN COLUMNS WILL BE PERMITTED UNLESS SPECIFICALLY NOTED ON DRAWINGS

DIVISION 05A - MISCELLANEOUS METALS

5A.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:

A. AISC 360-10

B. AISC 341-10

C. REFER TO SPECIFICATION SECTION 055700 FOR INFORMATION NOT LISTED HEREIN

5A.2 W-SHAPES, ASTM A 992, GRADE 50

5A.3 CHANNELS ANGLES, M-SHAPES, S-SHAPES, ASTM A 36

5A.4 PLATES AND BARS, ASTM A 36

5A.5 STAINLESS STEEL SHEET STRIP, PLATE, AND FLAT BARS, ASTM A 666, TYPE 304

5A.6 STAINLESS STEEL BARS AND SHAPES, ASTM A 276, TYPE 304

5A.7 STEEL PIPE, ASTM A 53, TYPE E OR S, GRADE B STANDARD WEIGHT.

5A.8 COLD-FORMED STEEL TUBING, ASTM A 500, GRADE B OR C

5A.9 ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES AND SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE

PERFORMED BY AN AWS CERTIFIED WELDER.

5A.10 BOLTED CONNECTIONS SHALL BE MADE USING ASTM A 325 HIGH STRENGTH BOLTS OR ASTM A 307, GRADE A, CARBON STEEL BOLTS

5A.11 ANCHOR BOLTS, ASTM F 1554 GRADE 36

A. NUTS, ASTM A 563 HEAVY HEX CARBON STEEL

B. PLATE WASHERS, ASTM A 36

C. WASHERS, ASTM F 436

5A.12 BARRIER STRAND, 1/2 INCH DIAMETER SEVEN-WIRE LOW-RELAXATION TYPE GALVANIZED BARRIER

STRAND, 270 KSI

5A.13 SURFACE FINISH FOR STEEL MISCELLANEOUS METAL WORK SHALL BE:

DESCRIPTION SURFACE FINISH

SHELF ANGLES AND EMBEDS HOT-DIP GALVANIZED

LINTELS HOT-DIP GALVANIZED

PIPE BOLLARDS HOT-DIP GALVANIZED

MASONRY WALL SUPPORTS AND EMBEDS HOT-DIP GALVANIZED

BARRIER STRAND HARDWARE AND EMBEDS HOT-DIP GALVANIZED

MISC FRAMING EXPOSED TO WEATHER HOT-DIP GALVANIZED

MISC FRAMING NOT EXPOSED TO WEATHER HOT-DIP GALVANIZED

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

7.1 CONCRETE SEALER

A. CONCRETE SEALER SHALL BE APPLIED TO ALL SLAB ON GRADE AND SUPPORTED SLAB

SURFACES AND EXTENDED UP VERTICAL SURFACES 24 INCHES.

7.2 TRAFFIC-BEARING MEMBRANE (DECK COATING)

A. TRAFFIC-BEARING MEMBRANE SHALL BE HEAVY DUTY AND APPLIED TO SUPPORTED SLAB

SURFACES AND EXTENDED UP VERTICAL SURFACES 4 INCHES, INCLUDING WALLS, PANELS,

COLUMNS, CURBS, PIPES, ETC., AS INDICATED ON DRAWINGS.

7.3 JOINT SEALANTS

A. ALL JOINTS BETWEEN STRUCTURAL (AND ARCHITECTURAL) MEMBERS SHALL BE PROPERLY

PREPARED AND FILLED WITH JOINT SEALANT UNLESS NOTED OTHERWISE. ALL JOINT EDGES,

INCLUDING TOP AND BOTTOM SURFACES AND VERTICAL AND HORIZONTAL SURFACES, SHALL

BE FORMED OR TOOLED AS REQUIRED. JOINT SEALANT SHALL BE APPLIED ONLY TO TOP,

VERTICAL, AND HORIZONTAL SURFACES UNLESS NOTED OTHERWISE ON DRAWINGS.

B. JOINTS TO BE PREPARED AND FILLED WITH JOINT SEALANT SHALL INCLUDE BUT ARE NOT

LIMITED TO, CONSTRUCTION JOINTS, CONTROL JOINTS, ISOLATION JOINTS, AND ALL

INTERFACE JOINTS BETWEEN SIMILAR AND DISSIMILAR MEMBERS. SPECIFIC LOCATIONS MAY

BE INDICATED ON DRAWINGS OR MAY BE REQUIRED BY SHOP DRAWINGS OR MAY OCCUR DUE

TO CONSTRUCTION SEQUENCE SELECTED BY CONTRACTOR.

DIVISION 31 - EARTHWORK

31.1 FOUNDATION DESIGN CAPACITIES

DESCRIPTION CAPACITY

A. SPREAD FOOTINGS 5000 PSF (NET)

31.2 SOIL LATERAL LOADS

A. ACTIVE PRESSURE 50 PSF/FT

B. AT-REST PRESSURE 70 PSF/FT

C. PASSIVE PRESSURE 325 PSF/FT

31.3 GENERAL - SITE WORK

A. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF

GEOTECHNICAL INVESTIGATION PROPOSED VA HOSPITAL PARKING GARAGE EAST OF 975 KIRMAN

AVENUE RENO, NEVADA, DATED MAY 23, 2017, PREPARED BY PEZONELLA ASSOCIATES, INC.

B. ALL FOUNDATION BEARING TO BE ON UNDISTURBED NATURAL SOIL CONSISTING OF

NON-EXPANSIVE GRANULAR NATIVE MATERIAL. WHERE UNSUITABLE MATERIAL IS

ENCOUNTERED AT PROPOSED FOUNDATION BEARING, THE UNSUITABLE MATERIAL SHALL BE

REMOVED AND REPLACED WITH FLOWABLE FILL WITH A MIN COMPRESSIVE STRENGTH OF 100

PSI. ON SITE GEOTECHNICAL ENGINEER SHALL REVIEW ALL FOUNDATION BEARING

CONDITIONS PRIOR TO CASTING FOUNDATION CONCRETE.

C. PROOF ROLL AND PLACE ENGINEERED FILL IN ACCORDANCE WITH SOILS INVESTIGATION

REPORT. SLAB ON GRADE TO BE ON 24 INCHES MINIMUM OF COMPACTED GRANULAR SUBBASE.

D. ALL MATERIALS TO BE COMPACTED MODIFIED PROCTOR ASTM D 1557. TESTING LABORATORY TO VERIFY ADEQUACY OF SUBGRADE PREPARATION, FILL MATERIAL AND COMPACTION AS FOLLOWS:

1. BUILDING SLABS SUPPORTED ON GRADE: 95%

2. PAVING AND WALKS: 95%

3. AREAS OF GENERAL GRADING AND EXTERIOR MECHANICAL AND ELECTRICAL

BACKFILLING: 95%

E. SUBGRADE IF FROZEN SHALL BE REMOVED AND REPLACED.

F. ALL FOUNDATIONS, EARTHWORK, EXCAVATION, BACKFILL, AND SUBGRADE DRAINAGE SHALL

BE SUBJECT TO OBSERVATION BY GEOTECHNICAL ENGINEER, WHOSE APPROVAL IS REQUIRED

PRIOR TO PLACEMENT OF CONCRETE. COORDINATE SCHEDULE TO FACILITATE OBSERVATION.

G. DETERMINE IN FIELD HORIZONTAL AND VERTICAL LOCATION OF ANY EXISTING UTILITY LINES

AND/OR APPURTENANCES AND ADVISE ENGINEER OF ANY CONFLICTS WITH NEW STRUCTURE

PRIOR TO CONSTRUCTION. DO NOT DESTROY ANY EXISTING UNDERGROUND STRUCTURES

UNLESS AUTHORIZATION IS OBTAINED PRIOR TO CONSTRUCTION.

H. MAINTAIN SAFETY IN CONNECTION WITH EARTH SLOPES CAUSED BY TRENCHING, EXCAVATION, AND/OR FILL DURING CONSTRUCTION. WHERE HEIGHT OF SUCH SLOPES WILL EXCEED 8 FEET, SUBMIT FOR RECORD A DETAILED PLAN INDICATING DESIGN OF SOIL RETENTION SYSTEM

WHICH WILL BE IMPLEMENTED (SUCH AS SHEETING AND SHORING OR OTHER METHODS),

PREPARED, SIGNED, AND SEALED BY A GEOTECHNICAL AND/OR STRUCTURAL ENGINEER

REGISTERED IN STATE WHICH PROJECT IS LOCATED.

I. ANY UNUSUAL SOIL CONDITIONS (WATER, SOFT LAYERS, ODORS, ETC.) ENCOUNTERED DURING

EXCAVATION FOR FOUNDATIONS SHOULD BE IMMEDIATELY BROUGHT TO ATTENTION OF

GEOTECHNICAL ENGINEER.

ABBREVIATIONS

ADDL = ADDITIONAL

ALT = ALTERNATE

ARCH = ARCHITECTURAL

BO ___ = BOTTOM OF ___

BOT = BOTTOM

BRG = BEARING

CIP = CAST-IN-PLACE CONCRETE

CJ = CONSTRUCTION JOINT

CLR = CLEAR

CMU = CONCRETE MASONRY UNIT

COL = COLUMN

CONC = CONCRETE

CONN = CONNECTION

CONT = CONTINUOUS

DBA = DEFORMED BAR ANCHOR

DET = DETAIL

DIA = DIAMETER

DIAPH = DIAPHRAGM

DWL = DOWEL

EA = EACH

EC = EPOXY COATED

EE = EACH END

EF = EACH FACE

EL = ELEVATION

ELEC = ELECTRICAL

ELEV = ELEVATOR

EQ = EQUAL

EW = EACH WAY

EXIST = EXISTING

EXP = EXPANSION

FD = FLOOR DRAIN

FDN = FOUNDATION

FT = FOOT

FTG = FOOTING

GA = GAUGE

GALV = GALVANIZED

GC = GENERAL CONTRACTOR

GGBS = GROUND GRANULATED BLAST-FURNACE SLAG

HK = HOOK

HORIZ = HORIZONTAL

HSA = HEADED STUD ANCHOR

IP = INFLECTION POINT

JT = JOINT

LT WALL = LIGHT WALL

MECH = MECHANICAL

MFR = MANUFACTURER

MIN = MINIMUM

NOM = NOMINAL

NSNS = NON-SHRINK, NON-STAIN

NTS = NOT TO SCALE

OC = ON CENTER

OH = OPPOSITE HAND

PCC = PRECAST CONCRETE

PT = POST-TENSIONED

REINF = REINFORCING

REQD = REQUIRED

SECT = SECTION

SIM = SIMILAR

SOG = SLAB ON GRADE

SPEC = SPECIFICATION

SS = STAINLESS STEEL

STD = STANDARD

STL = STEEL

TO ___ = TOP OF ___

TOB = TOP OF BEAM

TOC = TOP OF CONCRETE

TOF = TOP OF FOUNDATION

TOS = TOP OF SLAB

TOW = TOP OF WALL

TEMP = TEMPERATURE

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

VERT = VERTICAL

VIF = VERIFY IN FIELD

W/ = WITH

WWF = WELDED WIRE FABRIC

ZRC = ZINC RICH COATING

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

Architect / Civil Engineer:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

Structural Engineers: E/T Engineers:

CARL WALKER INC.

8910 Purdue Rd.

Suite 400 Indianapolis, IN 46268

Tele: 317.735.3349 POC: Doug Gannon

P.K. ELECTRICAL INC.

681 Sierra Rose Drive Suite B Reno, NV 89511

Tele: 775.826.9010 POC: Jason Aviles

M/P Engineers:

AINSWORTH ASSOCIATES

1420 Holcomb Avenue Suite 201 Reno, NV 89502

Tele: 775.329.9100 POC: Roger Gravelle

GUIDON DESIGN INC.

905 North Capitol Avenue Suite 100 Indianapolis, IN 46204

Tele: 317.800.6388 POC: Stacey Paul

NOT SPRINKLERED

D R e v it U s e r

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RENO, NV

SI001

GENERAL NOTES -STRUCTURAL PARKING GARAGE DESIGN 654-250

2018/03/05 DPG DEB

BID DOCUMENTS

C. Patrick Cassady, CORRevisions: Date:

VHARENCASSAC

Oval