Attachment 11 - S Drawings.pdf

GENERAL NOTES

THE STRUCTURAL DRAWINGS DEPICT THE STRUCTURE IN ITS FINAL CONSTRUCTED CONFIGURATION.

NEITHER CONSTRUCTION MEANS AND METHODS NOR CONSTRUCTION SAFETY ARE PART OF THE

STRUCTURAL ENGINEER’S EXPERTISE OR SCOPE OF WORK. THE GENERAL CONTRACTOR AND HIS

SUBCONTRACTORS ARE FULLY RESPONSIBLE FOR THE MEANS AND METHODS USED TO CONSTRUCT

THE STRUCTURE AND FOR FULL COMPLIANCE WITH ALL JOB SAFETY RELATED REGULATIONS AND CONDITIONS AT THE SITE. LIMITED SITE VISITS, IF ANY, BY THE STRUCTURAL ENGINEER ARE SOLELY

TO OBSERVE COMPLETED PARTS OF THE STRUCTURE. THE STRUCTURAL ENGINEER IS NEITHER

QUALIFIED TO OBSERVE NOR COMMENT ON CONSTRUCTION MEANS AND METHODS AND JOB SITE

SAFETY.

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.

PRINCIPAL OPENINGS ARE SHOWN ON THE DRAWINGS. SEE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR OPENINGS, SLEEVES, CURBS, INSERTS, DEPRESSIONS, ETC. NOT SHOWN.

ALL DETAILS ARE TYPICAL UNLESS NOTED OTHERWISE. DETAILS SHALL APPLY TO SIMILAR AND LIKE

CONDITIONS.

SHOP DRAWINGS SHALL BE NEW DRAWINGS PRODUCED BY THE CONTRACTOR, ILLEGIBLE

REPRODUCTIONS OF THE DESIGN DRAWINGS WILL BE REJECTED. ELECTRONIC FILES MAY BE

PURCHASED FROM THE ENGINEER OF RECORD FOR THE PURPOSE OF PREPARING SHOP DRAWINGS.

THE CONTRACTOR WILL BE REQUIRED TO SIGN AN INDEMNITY STATEMENT AND FEES FOR THE

ELECTRONIC FILES SHALL BE PAID IN FULL PRIOR TO TRANSMISSION OF THE ELECTRONIC FILES TO

THE CONTRACTOR. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF

PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS OR OMISSIONS THAT MAY OCCUR HEREIN. ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS

LOCATED.

MINIMUM SHOP DRAWING SUBMITTAL REQUIREMENTS INCLUDE:

CONCRETE MIX DESIGNS FOR EACH CLASS OF CONCRETE WITH TEST DATA

CONCRETE ACCESSORIES (VAPOR BARRIER, REINFORCING SUPPORT CHAIRS, ETC.)

CONCRETE REINFORCING SHOP DRAWINGS

PRE-ENGINEERED METAL BUILDING DRAWINGS (*)

CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED VEHICLES ARE NOT TO BE DRIVEN

ACROSS GRADE BEAMS OR BUILDING SLABS.

ERECTION OF STRUCTURAL STEEL MAY NOT BEGIN UNTIL CONCRETE FOUNDATION HAS CURED FOR A

MINIMUM OF THREE (3) DAYS. STRUCTURAL STEEL OR OTHER HEAVY LOADS SHALL NOT BE

STOCKPILED ON ANY SLAB UNTIL IT HAS CURED FOR A MINIMUM OF THREE (3) DAYS.

NOTE THAT THE GROUND FLOOR SLAB IS A GROUND SUPPORTED SLAB AT GRADE AS PER THE DESIGN RECOMMENDED IN THE SOIL REPORT. IT IS NOT A STRUCTURAL SLAB AND AS SUCH 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 SOIL ENGINEER IS HIGHLY

DEPENDENT ON MANY ENVIRONMENTAL CONDITIONS OVER WHICH THE OWNER HAS CONTROL AFTER THE OCCUPANCY OF THE BUILDING. THE CONTRACTOR AND THE OWNER SHOULD CONSULT WITH THE SOIL ENGINEER IF THERE ARE ANY QUESTIONS CONCERNING CONSTRUCTION, PERFORMANCE AND

RISKS INVOLVED IN GROUND SUPPORTED SLAB AT GRADE CONSTRUCTION.

BUILDING CODE: INTERNATIONAL BUILDING CODE, 2012 EDITION

DEAD LOAD:

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.

LIVE LOAD:

ROOF: 20 PSF

EXITWAYS: 100 PSF

LIGHT STORAGE: 125 PSF

MECHANICAL: 150 PSF

PLATFORM: 250 PSF

HANDRAILS: 50 PLF / 200 POUNDS IN ANY DIRECTION

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE WITH THE

BUILDING CODE, UNLESS NOTED OTHERWISE.

ARCHITECTURAL BARRIER ACT:

GRAB BAR: 250 LBS ANY DIRECTION

TUB/SHOWER SEAT: 250 LBS ANY DIRECTION

FASTENERS: 250 LBS ANY DIRECTION

WIND LOAD:

INTERNATIONAL BUILDING CODE, 2012 EDITION

VELOCITY (ULT) : 115 MPH THREE SECOND GUST

EXPOSURE: B

RISK CATEGORY: II

INTERNAL PRESSURE COEFFICIENT, Gcpi: +/- 0.18

COMPONENTS AND CLADDING:

WALLS (EFFECTIVE WIND AREA 50 SQUARE FEET):

INTERIOR ZONE: 40 PSF

CORNERS: 45 PSF

(10’-10” FROM EACH CORNER)

SEISMIC LOAD:

RISK CATEGORY: II

SEISMIC IMPORTANCE FACTOR (I): 1.0

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: RE: PEMB MANUF

DESIGN BASE SHEAR: RE: PEMB MANUF

SEISMIC RESPONSE COEFF (Cs): RE: PEMB MANUF

RESPONSE MODIFICATION COEFFICIENT (R): RE: PEMB MANUF

ANALYSIS PROCEEDURE USED: RE: PEMB MANUF

SNOW LOAD:

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

SNOW LOAD IMPORTANCE FACTOR (I): 1.0

THERMAL FACTOR (Ct): 1.0

ALLOWABLE SOIL BEARING CAPACITY (AT 18” BELOW LOWEST ADJACENT FINISHED

GRADE, PER GEOTECHNICAL REPORT)

TOTAL LOAD: 2000 PSF

1 2 3 a a a a

L

L h

Θ

EFFECTIVE WIND AREA ft²

20 ft² 50 ft² 100 ft²

ZONE

-40

ROOF DESIGNGROSS PRESSURES,

WIND ONLY (PSF)

-60

-80

-40

-50

-65

-35

-45

-45 a = 10'-10"

EARTHWORK

1. WHERE CONSTRUCTION DOCUMENT REQUIREMENTS DIFFER FROM THE PROJECT SPECIFIC

GEOTECHNICAL REPORT, THE MORE STRINGENT OF THE TWO SHALL GOVERN.

2. SITE PREPARATION FOR THE BUILDING PAD SHALL CONSIST OF THE REMOVAL OF EXISTING

PAVEMENT, VEGETATION, ORGANIC MATTER AND ANY ADDITIONAL MATERIAL AS NECESSARY

TO PROVIDE THE REQUIRED AMOUNT OF FILL UNDER THE BUILDING AND EXTENDING OUT A

MINIMUM OF 5’-0” BEYOND THE PERIMETER OF THE BUILDING. 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.

3. LOOSE SOILS WERE ENCOUNTERED TO DEPTHS RANGING FROM APPROXIMATELY 4.5 TO 6

FEET WITHIN THE BUILDING FOOTPRINT. DUE TO THE POTENTIAL FOR EXCESSIVE

SETTLEMENTS, THE LOOSE SOILS SHALL BE REMOVED TO FIRM SOIL, EXTENDING AT LEAST 5

FEET OUTSIDE OF THE BUILDING FOOTPRINT. REMOVAL SHALL INCLUDE CONTIGUOUS

EXTERIOR SLABS AND STRUCTURES INCLUDING: EXTERIOR SLAB ON GRADE STORAGE, FORK

LIFT RAMPS, AND LOADING DOCKS. THE EXPOSED GROUND SURFACE SHALL BE SCARIFIED,

MOISTURE CONDITIONED, AND THOROUGHLY COMPACTED. THE REMOVED SOILS MAY THEN

BE RE-USED AND REPLACED IN CONTROLLED, COMPACTED, AND TESTED LIFTS, IN

ACCORDANCE WITH THE COMPACTION CRITERIA.

4. A MINIMUM THICKNESS OF 6 INCHES PROCESSSED AGGREGATE BASE COURE IN

ACCORDANCE WITH MAG SPECIFICATIONS, SECTION 702, SHALL BE PLACED BETWEEN THE

MOISTURE CONDITIONED AND COMPACTED GRANULAR SOILS AND ALL CONCRETE SLABS-ON-

GRADE.

5. THE SUBGRADE SHALL BE PROOFROLLED WITH A HEAVY, RUBBER-TIRED VEHICLE (STATIC

WEIGHT OF AT LEAST 20 TONS AND WITH TIRE PRESSURES OF AT LEAST 90 PSI). THE

CONTRACTOR SHALL MAKE AT LEAST TWO COMPLETE PASSES OVER THE AREA WITH THE

SECOND PASS PERPENDICULAR TO THE FIRST PASS. AREAS OF THE SUBGRADE THAT ARE

OBSERVED TO BE SOFT OR WEAK SHALL BE OVEREXCAVATED AND REPLACED WITH

PROPERLY COMPACTED SELECT FILL.

6. SUBGRADE SHALL THEN BE SCARIFIED AND MOISTURE CONDITIONED TO AN EIGHT (8) INCH

DEPTH AND THEN RECOMPACTED TO BETWEEN 95 AND 100 PERCENT OF THE MAXIMUM DRY

DENSITY AS DETERMINED BY THE STANDARD PROCTOR DENSITY TEST (ASTM D698). THE

MOISTURE CONTENT SHALL BE BETWEEN OPTIMUM AND +3 PERCENT OF THE OPTIMUM

MOISTURE CONTENT. PROVIDE A MINIMUM OF FOUR (4) FIELD DENSITY TESTS ON THE

SUBGRADE OR ONE (1) FOR EVERY 2,500 SQUARE FEET WHICHEVER IS GREATER.

7. SELECT FILL MATERIAL FOR THE BUILDING PAD SHALL BE INORGANIC SANDY CLAY WITH A LIQUID LIMIT BETWEEN 26 AND 40 AND PLASTICITY INDEX BETWEEN 10 AND 20. STRUCTURAL

SELECT FILL PAD MATERIAL SHALL BE TESTED FOR ACCEPTABILITY AND A MOISTURE

DENSITY CURVE SHALL BE ESTABLISHED.

8. SELECT FILL SHALL BE PLACED IN SIX (6) INCH LOOSE LIFTS AND COMPACTED TO BETWEEN

95 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD

PROCTOR DENSITY TEST (ASTM D698). THE MOISTURE CONTENT SHALL BE BETWEEN -2

PERCENT OF THE OPTIMUM AND +2 PERCENT OF THE OPTIMUM MOISTURE CONTENT FOR

SELECT FILL. SELECT FILL MATERIAL SHALL EXTEND TO 5'-0" BEYOND THE BUILDING

PERIMETER. PROVIDE A MINIMUM OF (4) FIELD DENSITY TESTS ON EACH LIFT OF SELECT FILL

OR ONE (1) TEST PER DAY.

9. SELECT FILL MATERIAL SHALL BE TESTED DURING PLACEMENT OF EACH LIFT FOR THE

ATTERBERG LIMITS IN ACCORDANCE WITH ASTM D4318-98 METHOD B “STANDARD TEST

METHOD FOR LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS” TO VERIFY THAT

THE SELECT FILL MATERIAL IS IN ACCORDANCE WITH THE ORIGINALLY APPROVED SELECT

FILL MATERIAL. PROVIDE A MINIMUM OF ONE (1) TEST PER DAY.

10. CONTRACTOR SHALL MAINTAIN A CLEAN EXCAVATION THAT IS FREE OF WATER 100 PERCENT

OF THE TIME. CONTRACTOR SHALL PROVIDE PUMPS AS REQUIRED TO REMOVE ANY WATER

AT ALL TIMES.

11. THE SITE SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE BUILDING

PAD DURING BUILDING PAD INSTALLATION AND WHEN THE BUILDING PAD AND BUILDING ARE

COMPLETED.

12. PLUMBING AND UTILITY TRENCHES WITHIN THE BUILDING PAD SHALL HAVE PIPING BEDDED

ON 6” MINIMUM OF CEMENT STABILIZED SAND WITH 4” MINIMUM ALL AROUND. BACKFILL IN

UTILITY TRENCHES SHALL CONSIST OF COMPACTED SELECT FILL. PROVIDE A BENTONITE

PLUG FOR THE FULL DEPTH AND WIDTH OF THE UTILITY TRENCH TO A MINIMUM OF 1’-0”

ABOVE THE BOTTOM OF THE FOUNDATION AT THE EXTERIOR FACE OF BUILDING

FOUNDATIONS WHERE UTILITY TRENCHES ENTER THE BUILDING.

13. PROVIDE A MINIMUM SIX (6) INCH CLAY CAP FOR A MINIMUM OF 5’-0” AROUND THE PERIMETER

OF THE BUILDING. THE CAP SHALL EXTEND AS REQUIRED TO COVER THE LIMITS OF THE

EXCAVATION AND SELECT FILL BUILDING PAD MATERIALS.

SITE DRAINAGE

1. DURING CONSTRUCTION, GRADE THE SITE TO PROVIDE POSITIVE DRAINAGE AWAY FROM ALL

BUILDINGS AND SLABS. WATER SHALL NOT BE ALLOWED TO POND ADJACENT TO THE BUILDING

FOUNDATIONS OR SLABS.

2. DOWNSPOUTS FROM ROOF DRAINS AND GUTTERS SHALL BE COLLECTED AND PIPED AWAY FROM THE BUILDING. WHEN WATER IS NOT PIPED WAY FROM THE BUILDING, DOWNSPOUTS SHALL DUMP ONTO A CAST IN PLACE 4” THICK X 3’-0” WIDE CONCRETE SWALE REINFORCED WITH #4 AT 12” ON

CENTER EACH WAY AND EXTENDING 10’-0” OUT FROM THE BUILDING.

3. FINAL SITE GRADING SHALL BE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE

SECTION 1804.4. PERVIOUS SURFACES ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM

BUILDING AT 5% MINIMUM FOR AT LEAST 10 FEET. IMPERVIOUS SURFACES ADJACENT TO

BUILDINGS SHALL SLOPE AWAY FROM BUILDING AT 2% MINIMUM FOR AT LEAST 5 FEET.

4. TREES AND VEGETATION SHALL NOT BE ALLOWED WITHIN A DISTANCE EQUAL TO THREE

QUARTERS THEIR ULTIMATE HEIGHT AWAY FROM THE BUILDING.

5. IRRIGATE VEGETATION AND SOILS ADJACENT TO THE BUILDING (NO MORE THAN 15 MINUTES

THREE TIMES A WEEK) ON AN AS NEEDED BASIS TO MAINTAIN UNIFORM SOIL MOISTURE

CONDITIONS AROUND THE PERIMETER OF THE BUILDING FOLLOWING CONSTRUCTION.

FOUNDATIONS

1. 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 (LATEST EDITION), CLASS C OR BETTER WITH MAXIMUM WATER PERMEANCE OF 0.01 PERMS WHEN TESTED IN ACCORDANCE WITH ASTM E96. THE WATER VAPOR BARRIER SHALL BE INSTALLED AND LAPPED

AND TAPED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM E 1643 (LATEST EDITION).

PENETRATIONS SHALL BE SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS AND REQUIREMENTS.

2. FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED ON A FOUNDATION DESIGN

SPECIFIED IN THE SOIL REPORT COMPLETED BY ENGINEERING & TESTING CONSULTANTS INC., PROJECT NO. 9999, DATED OCTOBER 12, 2018. THE RECOMMENDATIONS CONTAINED IN THE SOIL

REPORT SHALL NOT SUPERCEDE THE REQUIREMENTS SHOWN ON THE DESIGN DRAWINGS OR IN

THE SPECIFICATIONS WHEN THE REQUIREMENTS SHOWN IN THE DRAWINGS ARE GREATER THAN

THOSE SHOWN IN THE GEOTECHNICAL REPORT. THE CONTRACTOR IS REQUIRED TO SECURE A

COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER AND HAVE A COPY ON THE JOB SITE AT

ALL TIMES FOR HIS USE AND REFERENCE.

3. FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED ON A MINIMUM OF 5 FEET OF

SELECT FILL MATERIAL BENEATH THE FLOOR SLAB AND EXTENDING 5’-0” BEYOND THE BUILDING

PERIMETER.

4. ALL BACKFILL FOR BURIED PIPES AND CONDUIT WITHIN THE BUILDING PAD AND EXTENDING OUT MINIMUM 5’-0” BEYOND THE BUILDING SHALL BE BACKFILLED WITH SELECT FILL BACKFILL. DO NOT USE SAND BACKFILL. A BENTONITE PLUG SHALL BE PROVIDED FOR THE FULL DEPTH AND WIDTH OF ALL UTILITY TRENCHES TO A MINIMUM OF 1'-0" ABOVE THE BOTTOM OF THE FOUNDATION AT THE

EXTERIOR FACE OF THE BUILDING FOUNDATION.

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

SELECT FILL MATERIAL BENEATH THE VAPOR BARRIER. ALL PENETRATIONS OF THE VAPOR

RETARDER SHALL BE SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS AND REQUIREMENTS.

6. FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE THAN TWO (2) 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.

7. CONTRACTOR SHALL HAND TAMP BOTTOM OF EXCAVATIONS TO A HARD SURFACE BEFORE

PLACING REINFORCING STEEL.

8. 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.

9. 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.

10. ALL FOOTINGS SHALL BE CONSOLIDATED WITH A CONCRETE VIBRATOR AS PER THE

REQUIREMENTS OF ACI 318 AND ACI 308R, LATEST EDITION.

11. FOOTINGS SHALL BE POURED IMMEDIATELY UPON COMPLETION OF EXCAVATION AND CLEANING

OF FOOTING BEARING SURFACE. ALL SPOILS FROM THE FOOTING EXCAVATIONS SHALL BE

REMOVED FROM THE BUILDING PAD.

12. 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.

CONCRETE

1. ALL CONCRETE REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT WHERE NOTED. NO. 3 BARS SHALL CONFORM TO ASTM A615, GRADE 40. DEFORMED BAR ANCHORS SHALL

CONFORM TO ASTM A496, GR 70.

2. ALL WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A185, AND

SHALL BE FURNISHED IN FLAT SHEETS ONLY. ROLLED WIRE FABRIC WILL BE REJECTED.

• CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND CRUSHED

CARBONATE AGGREGATE CONFORMING TO ASTM C33, TYPE 1 PORTLAND

CEMENT, FLYASH CONFORMING TO ASTM C618, CLASS ‘C’ UP TO 20 PERCENT

REPLACEMENT BY VOLUME AND THE FOLLOWING DESIGNATED COMPRESSIVE

STRENGTH (f’c) IN 28 DAYS:

• SPREAD FOOTINGS --------- 4500 PSI (w/c = 0.45 MAX)

• SLABS ON GRADE ------------ 4500 PSI (w/c = 0.45 MAX)

• ALL OTHER CONCRETE ---- 4500 PSI (w/c = 0.45 MAX)

• CONCRETE SUPPLIER SHALL BE AWARE OF CEMENTS THAT CAN CAUSE

ETTRINGITE FORMATION IN THE CEMENT PASTE AND BE PREPARED TO SHOW

THAT THE CEMENTS USED WILL NOT CAUSE THIS PROBLEM.

4. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS; SEE SEC. 7.7 ACI 318, LATEST EDITION FOR CONDITIONS NOT NOTED, PROVIDE CHAIR SUPPORTS (AZTEC CASTLE CHAIR, WHC SERIES ‘B’ OR EQUAL) TO ADEQUATELY SUPPORT BARS FOR PROPER CLEARANCE AS

RECOMMENDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CONCRETE REINFORCING

STEEL INSTITUTE. SLAB ON GRADE REINFORCEMENT SHALL BE SUPPORTED AT 45-INCH MAXIMUM

INTERVALS OR EVERY THIRD BAR.

• FOOTINGS ---- 3 IN.

• GRADE BEAMS ---- 3 IN. BOT., 2 IN. SIDE (3” EARTH FORMED), 2 IN. TOP

• SLAB ON GRADE ---- 1 IN. TOP

5. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH

ACI PUBLICATION 315, LATEST EDITION. ALL HOOKED BARS SHOWN IN DETAILS SHALL HAVE

STANDARD HOOKS UNLESS NOTED OTHERWISE.

6. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN

ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE, ACI 301,

LATEST EDITION.

7. NO HORIZONTAL JOINTS WILL BE PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY

OCCUR OR WHERE NOTED. VERTICAL JOINTS SHALL OCCUR AT CENTER SPANS OR AT LOCATIONS

APPROVED BY THE STRUCTURAL ENGINEER.

8. REINFORCING BARS SHALL NOT BE WELDED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

9. UNLESS NOTED OTHERWISE CONTINUOUS BOTTOM REINFORCING BARS SHALL BE SPLICED AT

SUPPORTS AND CONTINUOUS TOP REINFORCING BARS SHALL BE SPLICED AT MID-SPAN.

10. ALL CONTINUOUS REINFORCEMENT SHALL HAVE CLASS B LAP AT SPLICES. PROVIDE 1-#6 X 6’-0”

TOP AND BOTTOM (TWO 36” LEGS WITH 90 DEGREE BEND) AT EACH FACE OF GRADE BEAMS AT

CORNERS AND INTERSECTIONS, AND AT 18” ON CENTER VERTICALLY AT WALLS.

11. CONDUITS ARE NOT ALLOWED IN SLABS, BEAMS, WALLS OR COLUMNS. ALL CONDUITS SHALL BE

SUSPENDED FROM OR ATTACHED TO THE CONCRETE STRUCTURE.

12. ALL BASE PLATES AND ANCHOR RODS SHALL BE PROTECTED WITH 3” (MIN.) OF CONCRETE.

ANCHOR RODS SHALL BE FABRICATED FROM FULL BODIED STEEL RODS CONFORMING TO ASTM

F1554 GR.36, WASHERS CONFORMING TO ASTM F884 AND NUTS CONFORMING TO ASTM A194 OR

A563 AND HAVING THE SAME DIAMETER AS THE BOLT DIAMETER AND USING CUT THREADS.

ROLLED THREADS ARE NOT ACCEPTABLE. BOLTS SHALL BE SET USING RIGID TEMPLATES.

13. PROVIDE (1) - #5 X 4’-0” AT RE-ENTRANT CORNERS AND AROUND RECTANGULAR HOLES IN SLABS

UNLESS NOTED OTHERWISE. PLACE BAR DIAGONAL TO CORNER WITH 1” CLEARANCE FROM TOP

AND THE SIDE OF THE SLAB AT THE CORNER.

14. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED CONCRETE (GREATER THAN 8

HOURS OLD), CLEAN EXISTING SURFACE OF LAITANCE AND FOREIGN MATERIAL AND DAMPEN THE

EXISTING SURFACE. IF REQUIRED, ROUGHEN EXISTING CONCRETE TO ¼” AMPLITUDE.

15. 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

PRE-ENGINEERED METAL BUILDINGS

1. ALL STRUCTURAL STEEL USED FOR PRE-ENGINEERED BUILDING COMPONENTS SHALL BE

DESIGNED, FABRICATED, AND ERECTED IN CONFORMANCE WITH THE LATEST STANDARDS OF THE AISC. THE DESIGN AND FABRICATION OF LIGHT GAGE STEEL MEMBERS SHALL COMPLY WITH THE

AISI, LATEST EDITION.

2. THE DESIGN FOR ALL PRE-ENGINEERED BUILDING MEMBERS AND COMPONENTS (INCLUDING

ANCHOR BOLT SIZES, LENGTHS AND EMBEDMENT) SHALL BE THE RESPONSIBILITY OF THE PRE-

ENGINEERED BUILDING MANUFACTURER. THE DESIGN SHALL BE CARRIED OUT UNDER THE

DIRECTION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS

LOCATED.

3. SHOP DRAWINGS SHALL BE PREPARED FOR ALL STRUCTURAL ITEMS AND SUBMITTED FOR REVIEW.

CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AND USED AS SHOP DRAWINGS. ANY ITEMS

DEVIATING FROM THE CONTRACT DRAWINGS OR FROM PREVIOUSLY SUBMITTED SHOP DRAWINGS

SHALL BE SO NOTED. SHOP DRAWINGS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL

ENGINEERED REGISTERED IN THE STATE WHERE PROJECT IS LOCATED.

4. THE SCOPE OF WORK INCLUDES THE FOLLOWING AT A MINIMUM:

A. PROVIDING SHOP DRAWINGS FOR METAL BUILDING WHICH MATCHES

ARCHITECTURAL AND STRUCTURAL DIMENSIONS.

B. PROVIDING ALL PRE-ENGINEERED METAL BUILDING FRAMES AND COMPONENTS,

FASTENERS, SHEETING, ETC.

C. TRANSPORTING AND ERECTING NEW FRAMES AND COMPONENTS ON SITE.

D. PROVIDING NEW GIRTS AS REQUIRED AND AS SHOWN ON THE CONTRACT

DOCUMENTS TO ENCLOSE THE BUILDING.

E. PROVIDE METAL PANEL CLADDING AS SHOWN ON ARCHITECTURAL DRAWINGS.

F. PUNCH-OUT/CLOSE-OUT AS REQUIRED BY THE OWNER/CONTRACTOR.

5. THE DESIGN OF ALL PRE-ENGINEERED COMPONENTS SHALL BE BASED ON THE LOADS INDICATED

IN THE "DESIGN LOADS" SECTION OF THE STRUCTURAL NOTES. DEFLECTIONS OF THE PRE-

ENGINEERED BUILDING STRUCTURE UNDER LOADING SHALL NOT EXCEED THE FOLLOWING:

A. RIGID FRAMES AND COLUMNS -

a. DRIFT H/300 LATERAL (BRITTLE FINISHES)

b. VERTICAL L/180 (LIVE LOAD)

c. VERTICAL L/360 (LIVE LOAD, BRITTLE CEILING FINISHES)

B. WALL GIRTS AND EAVE STRUTS

C. L/180 LATERAL

6. BASES OF COLUMNS SHALL BE DESIGNED AS PINNED SUPPORTS.

7. X-BRACING SHALL BE ROD BRACING WITH TURNBUCKLES ----NOT CABLE.

8. ALL BUILDING COMPONENTS SHALL BE COMPATIBLE WITH THE CONTRACT DOCUMENTS. ANY

REQUESTS FOR MODIFICATIONS SHALL BE SUBMITTED TO THE ARCHITECT DURING THE BIDDING

PROCESS.

9. FIELD WELDED CONNECTIONS FOR LIGHT GAUGE MEMBERS SHALL NOT BE PERMITTED WITHOUT

SPECIFIC WRITTEN APPROVAL OF THE ARCHITECT.

10. LATERAL STABILITY OF THE BUILDING FRAME SHALL BE PROVIDED IN THE STRUCTURAL FRAMING.

WALLS AND OTHER BUILDING COMPONENTS SHALL NOT BE USED TO RESIST LATERAL LOADS

UNLESS NOTED OTHERWISE.

11. THE METAL BUILDING ENGINEER IS TO PROVIDE TO THE OWNER, A STATE BOARD OF INSURANCE

FORM WPI-2, IF REQUIRED FOR THE PROJECT/LOCATION.

12. THE METAL BUILDING ENGINEER IS TO PROVIDE SPECIAL INSPECTION WORK AND THE FINAL

LETTER OF COMPLIANCE FOR THEIR PORTION OF THE WORK IN COMPLIANCE WITH THE

INTERNATIONAL BUILDING CODE SECTION 1704.3.

DRAWING NUMBER

VA PROJECT NUMBER

DATE

PROJECT TITLE

BUILDING NUMBER

PROJECT LOCATION

CHECKED BY DRAWN BY

APPROVED: PROJECT DIRECTOR

VA FORM 08-6231

Office of Construction and Facilities Management

Dwg.

CONSULTANT INFORMATION

F

SHEET TITLE

ARCHITECT

FULLY SPRINKLERED

PROJECT PHASE

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

U.S. Department of Veteran Affairs

F

E

D

C

B

A

E

D

C

B

A

STRUCTURAL / CIVIL ENGINEER

H2B, INC. (AZ FIRM #18690)

1225 N. LOOP WEST, SUITE 800

HOUSTON, TX 77008

(713) 864-2900

MECH. / ELEC. / PLUMB. / TECH. ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 W. 161ST STREET

OLATHE, KS 66062

(913) 829-8650

COMMISSIONING

GLHN ARCHITECTS & ENGINEERS, INC.

2939 E. BROADWAY BLVD

TUCSON, AZ 85716

(520) 881-4546

165-

R1 - CONSTRUCT REPLACEMENT WAREHOUSESTRUCTURAL GENERAL NOTES

01/06/2020 ED TBH

500 AZ-89, Prescott, AZ 86301

SA-001

649-414BID DOCUMENTS

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

26 OF 94Revision # Date 92

STRUCTURAL TESTING AND INSPECTIONS

SPECIAL INSPECTIONS

SPECIAL INSPECTION WORK AND THE FINAL LETTER OF COMPLIANCE HAVE NOT BEEN

INCLUDED IN THE STRUCTURAL ENGINEER OF RECORD’S SCOPE OF SERVICES. PER IBC

CHAPTER 17, THE OWNER IS RESPONSIBLE FOR OBTAINING THE SERVICES OF THE SPECIAL

INSPECTOR AND THE TESTING LABORATORY. SPECIAL INSPECTIONS CAN BE PROVIDED BY AN

INDEPENDENT SPECIAL INSPECTOR APPROVED BY THE BUILDING AUTHORITY OR BY THE

ENGINEER OF RECORD. THE SPECIAL INSPECTION WORK DOES NOT INCLUDE THE TESTING

LABORATORY SERVICES AS CALLED FOR ON THE DRAWINGS. ARRANGEMENTS FOR SPECIAL

INSPECTIONS SHOULD BE MADE PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. THE

CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE OWNER IF SPECIAL INSPECTIONS ARE

REQUIRED ON THE APPROVED PERMIT DRAWINGS AND FOR NOTIFYING THE TESTING

LABORATORY AND SPECIAL INSPECTOR IN A TIMELY MANNER PRIOR TO PROCEEDING WITH

CONSTRUCTION OPERATIONS. THE CONTRACTOR SHALL NOT PROCEED WITH ANY WORK

REQUIRING INSPECTIONS WITHOUT THE TESTING LABORATORY’S OR SPECIAL INSPECTOR’S

PRESENCE. THE STRUCTURAL ENGINEER WILL NOT PROVIDE A FINAL LETTER OF COMPLIANCE

AFTER THE WORK IS COMPLETE UNLESS HE HAS PERFORMED THE SPECIAL INSPECTIONS.

STRUCTURAL STATEMENT OF SPECIAL INSPECTIONS

INCLUDED HERE ARE SPECIAL INSPECTIONS REQUIRED FOR STRUCTURAL ELEMENTS.

REFERENCE STATEMENT OF SPECIAL INSPECTIONS BY ARCHITECT AND OTHER CONSULTANTS

FOR SPECIAL INSPECTION DETAILS OF NON-STRUCTURAL ITEMS REQUIRED BY IBC.

PER IBC 1704.2.4, THE STRUCTURAL SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL

STRUCTURAL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE OWNER AND

THE STRUCTURAL REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (SRDP).

DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR

FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE OWNER AND THE SRDP. THE SPECIAL INSPECTION

PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITIES.

A FINAL REPORT OF SPECIAL INSPECTION DOCUMENTING COMPLETION OF ALL SPECIAL

INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS

SHALL BE SUBMITTED TO THE OWNER AND THE SRDP PRIOR TO THE ISSUANCE OF A

CERTIFICATE OF OCCUPANCY AND USE.

CONTRACTOR RESPONSIBILITY

PER IBC 1704.4, EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-

OR SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR

SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL

SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE

OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE

CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF

AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL

INSPECTIONS.

STRUCTURAL SCHEDULE OF SPECIAL INSPECTIONS

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION AND TESTING

ACTIVITIES ARE SUBJECT TO THE APPROVAL OF THE OWNER. THE CREDENTIALS OF ALL

INSPECTORS AND TESTING TECHNICIANS SHALL BE PROVIDED TO THE SPECIAL INSPECTOR

FOR THEIR RECORDS.

KEY FOR MINIMUM QUALIFICATION OF INSPECTION AGENTS

WHEN THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR SPECIAL

INSPECTOR OF RECORD DEEMS APPROPRIATE THAT THE INDIVIDUAL PERFORMING THE

STIPULATED TEST OR INSPECTION HAVE A SPECIFIC CERTIFICATION, LICENSE OR EXPERIENCE

AS INDICATED BELOW. SUCH REQUIREMENT SHALL BE LISTED BELOW AND SHALL BE CLEARLY

IDENTIFIED WITHIN THE SCHEDULE UNDER THE AGENT QUALIFICATION DESIGNATION.

• PE/SE STRUCTURAL ENGINEER – A LICENSED SE OR PE SPECIALIZING IN THE DESIGN OF

BUILDING STRUCTURES

• PE/GE GEOTECHNICAL ENGINEER – A LICENSED PE SPECIALIZING IN SOIL MECHANICS

AND FOUNDATIONS

• EIT ENGINEER IN TRAINING – A GRADUATE ENGINEER WHO HAS PASSED THE

FUNDAMENTALS OF ENGINEERING EXAM

• ETT EXPERIENCED TESTING TECHNICIAN – AN EXPERIENCED TESTING TECHNICIAN WITH A

MINIMUM OF 5 YEARS EXPERIENCE WITH THE STIPULATED TEST OR INSPECTION

1. AMERICAN CONCRETE INSTITUTE (ACI) CERTIFICATION

• ACI-CFTT CONCRETE FIELD TESTING TECHNICIAN – GRADE 1

• ACI-CCI CONCRETE CONSTRUCTION INSPECTOR

• ACI-LTT LABORATORY TESTING TECHNICIAN – GRADE 1&2

ACI-STT STRENGTH TESTING TECHNICIAN

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

• AWS-CWI CERTIFIED WELDING INSPECTOR

• AWS/AISC-SSICERTIFIED STRUCTURAL STEEL INSPECTOR

PERIODIC, CONTINUOUS, OBSERVE, PERFORM, AND DOCUMENT ARE DEFINED AS IN THE SPECIFIC

REFERENCE STANDARD.

CONCRETE TESTING

1. PER IBC 1705.3, SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION SHALL BE

PERFORMED.

2. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW INDICATING CONFORMANCE WITH

ACI 318, LATEST EDITION.

3. SLUMP TESTS, CONFORMING TO ASTM C143, SHALL BE TAKEN AT THE POINT OF DISCHARGE AT

THE SAME RATE AS NOTED BELOW IN NOTE NUMBER 5.

4. AIR CONTENT TESTS CONFORMING TO ASTM C173, VOLUMETRIC METHOD FOR LIGHTWEIGHT

OR NORMAL WEIGHT CONCRETE; ASTM C231 PRESSURE METHOD FOR NORMAL WEIGHT

CONCRETE; SHALL BE TAKEN FOR EACH DAY’S POUR OF EACH TYPE OF AIR-ENTRAINED

CONCRETE.

5. CONCRETE TEMPERATURE SHALL BE TESTED HOURLY WHEN AIR TEMPERATURE IS 40 DEG F (4

DEG C) AND BELOW, WHEN 80 DEG F (27 DEG C) AND ABOVE, AND EACH TIME A SET OF

COMPRESSION TEST SPECIMENS IS MADE.

6. ONE SET OF FOUR COMPRESSION TEST SPECIMENS CONFORMING TO ASTM C31 SHALL BE

MOLDED AND STORED FOR LABORATORY-CURED SPECIMENS. COMPRESSIVE STRENGTH TESTS

SHALL CONFORM TO ASTM C39 AND SHALL CONSIST OF ONE SET FOR EACH DAY’S POUR

EXCEEDING 5 CU. YDS. PLUS ADDITIONAL SETS FOR EACH 50 CU. YDS. MORE THAN THE FIRST 25

CU. YDS OF EACH CONCRETE CLASS PLACED IN ANY ONE DAY. ONE SPECIMEN SHALL BE

TESTED AT 7 DAYS, TWO SPECIMENS SHALL BE TESTED AT 28 DAYS, AND ONE SPECIMEN SHALL

BE RETAINED FOR LATER TESTING AS REQUIRED.

7. IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF

CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN THE LATEST EDITION OF ACI 318,

THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE

APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN THE LATEST EDITION OF ACI

318.

8. VERIFY CONCRETE IS BEING CONSOLIDATED IN ACCORDANCE WITH THE RECOMMENDATIONS

OF ACI 318 AND ACI 309R, LATEST EDITION.

9. VERIFY THAT POST INSTALLED ANCHORS ARE AS SPECIFIED AND THAT ANCHORS ARE

INSTALLED PER THE MANUFACTURER’S RECOMMENDATIONS AND REQUIREMENTS.

10. PER IBC 1705.5.4, REPORTS OF PRECONSTRUCTION TESTS FOR SHOTCRETE IN ACCORDANCE WITH IBC SECTION 1908.5, SHALL BE SUBMITTED BY THE OWNER OR THE OWNER'S AUTHORIZED

AGENT TO THE BUILDING OFFICIAL.

11. SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR:

A. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE

GRADE PLANE AND THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

B. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREES STORIES

OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE:

a. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION

b. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH IBC TABLE 1809.7.

c. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON THE SPECIFIED COMPRESSING STRENGTH f'c, NOT MORE THAN 2,500 POUNDS PER SQUARE INCH (PSI), REGARDLESS OF

THE COMPRESSIVE STRENGTH SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION.

C. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING

PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS

LESS THAN 150 PSI.

D. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH IBC TABLE

1807.1.6.2.

E. CONCRETE PATIOS, DRIVEWAYS, AND SIDEWALKS, ON GRADE.

SOIL SPECIAL INSPECTIONS

1. PER IBC 1705.6, SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL

PLACEMENT, AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED.

2. DURING FILL PLACEMENT, VERIFY THAT PROPER MATERIALS AND PROCEDURES ARE USED IN

ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT.

3. WHERE IBC SECTION 1803 DOES NOT REQUIRE REPORTING OF MATERIALS AND PROCEDURES

FOR FILL PLACEMENT, VERIFY THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS

NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT

DETERMINED IN ACCORDANCE WITH ASTM D1557.

EARTHWORK TESTING

1. DURING EARTHWORK OPERATIONS KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO

THE PROJECT. SERVICES PROVIDED SHALL INCLUDE:

a. OBSERVE STRIPPING OPERATIONS AND EVALUATE THE REQUIRED STRIPPING DEPTH

DURING THESE OPERATIONS.

b. OBSERVE PROOFROLLING OPERATIONS AFTER SITE STRIPPING. DETERMINE IF ANY

SOFT SPOTS NEED TO BE UNDERCUT TO FIRM SOILS, REPLACED WITH SELECT FILL

AND RECOMPACTED.

c. VERIFY THAT THE SUBGRADE SHALL THEN BE SCARIFIED AND MOISTURE

CONDITIONED TO AN EIGHT (8) INCH DEPTH AND THEN RECOMPACTED TO BETWEEN

95 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE

STANDARD PROCTOR DENSITY TEST (ASTM D698). THE MOISTURE CONTENT SHALL

BE BETWEEN OPTIMUM AND +3 PERCENT OF THE OPTIMUM MOISTURE CONTENT.

PROVIDE A MINIMUM OF FOUR (4) FIELD DENSITY TESTS ON THE SUBGRADE OR ONE

(1) FOR EVERY 2,500 SQUARE FEET WHICHEVER IS GREATER.

d. STRUCTURAL SELECT FILL PAD MATERIAL SHALL BE TESTED FOR ACCEPTABILITY

AND A MOISTURE DENSITY CURVE SHALL BE ESTABLISHED. SELECT FILL MATERIAL

SHALL BE AN INORGANIC SANDY CLAY WITH LIQUID LIMIT OF 26 AND PLASTICITY

INDEX BETWEEN 10 AND 20.

e. SELECT FILL SHALL BE PLACED IN SIX (6) INCH LOOSE LIFTS AND COMPACTED TO

BETWEEN 95 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY

THE STANDARD PROCTOR DENSITY TEXT (ASTM D698). THE MOISTURE CONTENT

SHALL BE BETWEEN OPTIMUM AND +3 PERCENT OF THE OPTIMUM MOISTURE

CONTENT FOR SELECT FILL. VERIFY THAT SELECT FILL MATERIAL EXTENDS TO 5’-0”

BEYOND THE BUILDING PERIMETER.

f. SELECT FILL MATERIAL SHALL BE TESTED DURING PLACEMENT OF EACH LIFT FOR

THE ATTERBERG LIMITS IN ACCORDANCE WITH ASTM D4318-98 METHOD B “STANDARD

TEST METHOD FOR LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS” TO

VERIFY THAT THE SELECT FILL MATERIAL IS IN ACCORDANCE WITH THE ORIGINALLY

APPROVED SELECT FILL MATERIAL. PROVIDE A MINIMUM OF ONE (1) TEST PER LIFT

OR ONE (1) FOR EVERY 2,500 SQUARE FEET WHICHEVER IS GREATER WITH A

MAXIMUM OF TEN (10) PER LIFT.

g. OBSERVE THE EXCAVATION DAILY AND ENSURE THAT THE CONTRACTOR MAINTAINS

A CLEAN EXCAVATION THAT IS FREE OF WATER 100% OF THE TIME. CONTRACTOR

SHALL PROVIDE PUMPS AS REQUIRED TO REMOVE ANY WATER AT ALL TIMES.

h. OBSERVE GRADING OPERATIONS TO ENSURE THAT PROPER DRAINAGE AWAY FROM

THE BUILDING PAD IS PROVIDED.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION SOIL / FOUNDATION INSPECTION

IBC SECTION 1705.6, TABLE 1705.6

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY.

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

ETT

ETT

ETT

ETT

ETT

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING

OF COMPACTED FILL MATERIALS.

PRIOR TO PLACEMENT OF COMPACTED

FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED

PROPERLY.

VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF

COMPACTED FILL.

THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN

PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION CAST-IN-PLACE DEEP FOUNDATION INSPECTION

IBC SECTION 1705.7, TABLE 1705.7

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

INSPECT EXCAVATION OPERATIONS AND

MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT.

CONTINUOUS

CONTINUOUS

ETT

ETT

IBC 1705.8,

TABLE 1705.8

IBC 1705.8,

TABLE 1705.8

VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM ELEMENT

DIMENSIONS, LENGTHS, AND ADEQUATE

END-BEARING STRATA CAPACITY.

RECORD CONCRETE OR GROUT

VOLUMES.

FOR CONCRETE ELEMENTS PERFORM

TESTS AND ADDITIONAL SPECIAL

INSPECTIONS IN ACCORDANCE WITH

SECTION 1705.3.

- -IBC 1705.3

THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN

PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.

SPECIAL INSPECTION OF FABRICATED ITEMS

PER IBC 1704.2.5, WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-

RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR'S

SHOP:

EITHER:

A. SPECIAL INSPECTIONS OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING

FABRICATION AT THE FABRICATOR'S SHOP, OR;

B. THE FABRICATOR SHALL HAVE BEEN APPROVED TO PERFORM WORK WITHOUT SPECIAL

INSPECTIONS IN ACCORDANCE WITH IBC 1704.2.5.1. AT COMPLETION OF FABRICATION, THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR

THE OWNER'S AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AS SPECIFIED

IN IBC SECTION 1704.5 STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

REINFORCING STEEL INSTALLATION

1. DURING THE CAST-IN-PLACE CONCRETE STRUCTURAL MEMBER REINFORCING PLACEMENT

OPERATIONS KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO THE PROJECT. INSPECT

REINFORCING UTILIZING ACI 311.4R “GUIDE FOR CONCRETE INSPECTION” AS A GUIDE.

SERVICES PROVIDED SHALL INCLUDE:

a. VERIFY TYPE AND GRADE OF ALL REINFORCING STEEL.

b. VERIFY REBAR IS FREE OF OIL, DIRT, EXCESSIVE RUST AND FROM DAMAGE IN

SHIPMENT TO SITE.

c. VERIFY REINFORCING IS ADEQUATELY TIED, CHAIRED AND SUPPORTED TO PREVENT

DISPLACEMENT DURING CONCRETE PLACEMENT. VERIFY MINIMUM AND MAXIMUM

CLEAR DISTANCES BETWEEN BARS AND MINIMUM STRUCTURAL DISTANCE TO

OUTSIDE OF CONCRETE. VERIFY QUANTITY, SIZE AND LOCATION OF

REINFORCEMENT. VERIFY MINIMUM CONCRETE COVER IS MAINTAINED BETWEEN

REBAR AND SURFACE OF CONCRETE.

d. VERIFY SIZE AND PLACEMENT OF REBAR. VERIFY LAP LENGTHS, LOCATIONS AND

STAGGERS AND VERIFY BENDS FOR MINIMUM DIAMETER, SLOPE AND LENGTH.

VERIFY HOOKED BAR LENGTHS AND LOCATIONS.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION CONCRETE INSPECTION

IBC SECTION 1705.6, TABLE 1705.6

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

INSPECTION OF REINFORCING STEEL,

INCLUDING PRESTRESSING TENDONS,

AND VERIFY PLACEMENT.

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

ETT

AWS-CWI

ETT

ETT

ETT

ACI 318: 3.5, 7.1-7.7

IBC 1910.4

AWS D1.4

ACI 318: 3.5.2

ACI 318: 8.1.3, 21.1.8

IBC 1908.5,1909.1

ACI 318: 3.8.6, 8.1.3, 21.1.8

IBC 1909.1

ACI 318: Ch. 4, 5.2-5.4

IBC 1904.2, 1910.2, 1910.3

PERIODIC

CONTINUOUS

PERIODIC

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

ACI-CFTT

OR ACI-STT

ETT

ETT

ETT

ETT

ETT

ASTM C 172

ASTM C 31

ACI 318: 5.6, 5.8

IBC 1910.10

ACI 318: 5.9, 5.10

IBC 1910.6, 1910.7, 1910.8

ACI 318: 5.11-5.13

IBC 1910.9

ACI 318: 18.20

ACI 318: 18.18.4

ACI 318: 6.2

ACI 318: 6.1.1

INSPECTION OF REINFORCING STEEL

WELDING IN ACCORDANCE WITH TABLE

ON STEEL SPECIAL INSPECTIONS.

INSPECTION OF ANCHORS CAST IN

CONCRETE WHERE ALLOWABLE LOADS

HAVE BEEN INCREASED OR WHERE

STRENGTH DESIGN IS USED.

INSPECTION OF ANCHORS POST-

INSTALLED IN HARDENED CONCRETE

MEMBERS.

INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

VERIFYING USE OF REQUIRED MIX

DESIGN.

AT THE TIME FRESH CONCRETE IS

SAMPLED TO FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE

CONCRETE.

INSPECTION OF CONCRETE AND

SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

INSPECTION OF PRESTRESSED

CONCRETE:

A. APPLICATION OF

PRESTRESSING FORCES

B. GROUTING OF BONDED

PRESTRESSING TENDONS IN

THE SEISMIC FORCE-

RESISTING SYSTEM.

VERIFICATION OF IN-SITU CONCRETE

STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

DRAWING NUMBER

VA PROJECT NUMBER

DATE

PROJECT TITLE

BUILDING NUMBER

PROJECT LOCATION

CHECKED BY DRAWN BY

APPROVED: PROJECT DIRECTOR

VA FORM 08-6231

Office of Construction and Facilities Management

Dwg.

CONSULTANT INFORMATION

F

SHEET TITLE

ARCHITECT

FULLY SPRINKLERED

PROJECT PHASE

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

U.S. Department of Veteran Affairs

F

E

D

C

B

A

E

D

C

B

A

STRUCTURAL / CIVIL ENGINEER

H2B, INC. (AZ FIRM #18690)

1225 N. LOOP WEST, SUITE 800

HOUSTON, TX 77008

(713) 864-2900

MECH. / ELEC. / PLUMB. / TECH. ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 W. 161ST STREET

OLATHE, KS 66062

(913) 829-8650

COMMISSIONING

GLHN ARCHITECTS & ENGINEERS, INC.

2939 E. BROADWAY BLVD

TUCSON, AZ 85716

(520) 881-4546

165-

R1 - CONSTRUCT REPLACEMENT WAREHOUSESPECIAL INSPECTIONS

01/06/2020 ED TBH

500 AZ-89, Prescott, AZ 86301

SA-010

649-414BID DOCUMENTS

27 OF 94Revision # Date 92

DEVELOPMENT AND LAP SPLICE SCHEDULE

#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 REQ'D BY THE MULTIPLIERS 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

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"

TY

P

NOTE:

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

SLAB OPENING DETAIL FOR SUCH PENETRATIONS.

TOP BARS

CL PIPE SLEEVE

COORDINATE LOCATION

& SIZE W/ MECH

2' - 0" 2' - 0"

SL

AB

, S

EE

P

LA

N

BOTTOM BARS

2-#6 ADDL. T & B

(4 TOTAL)

DOUBLE STIRRUP

(EACH SIDE OF SLEEVE)

TY

P

2" C

LR

OF

PIPE SLEEVE

(S

LA

B

TH

IC

KN

ES

S

RE

F.

T O

PL

AN

1/8" WIDE SAWCUT, PROVIDE FILLER

VAPOR BARRIER

SAW CUT JOINT

T/2 T/4

T

SLAB REINF SHALL BE

DISCONTINUOUS @ SAWCUT

LOCATIONS (MIN EVERY OTHER BAR)

3/4" CLEAR

SAWCUT NOTES:

1. SAWCUT SLAB BETWEEN 6-8 HOURS AFTER FINISH (2-4 HOURS FOR EARLY-ENTER DRY-CUT SAWS).

2. SAWCUT DEPTH SHALL BE 1/4 THE SLAB THICKNESS "T" BUT NOT LESS THAN 1" (WHICHEVER IS GREATER). SAWCUT DEPTH SHALL BE ONE (1) INCH MININUM FOR EARLY-ENTER DRY-CUT SAWS.

3. JOINTS SHALL BE PROTECTED FROM HARD-WHEELED EQUIPMENT TRAFFIC OR WILL BE REPLACED

AT THE CONTRACTOR'S EXPENSE.

4. PROVIDE CONSTRACTION JOINTS IN SLAB SUCH THAT NO DISTANCE BETWEEN JOINTS EXCEEDS 40

FEET AND NO AREA BOUNDED BY JOINTS EXCEED 1600 SQUARE FEET.

90.00°

90.00°

CONTROL OR

CONSTRUCTION

JOINT

4" MIN (TYP)

1/4" 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

STIRRUP AND TIE HOOK

#3 #4 #5

BAR

SIZE

1 ½

2 ½

4 ½

5 ½

D= INSIDE DIAMETER OF BEND

6db FOR #3, #4, #5

12db FOR #6, #7, #8

DE

TA

ILI

NG

D

IM

EN

SI

ON D

A OR G

db

D

DE

TA

ILI

NG

D

IM

EN

SI

ON

A

OR

G

HO

OK

AND SMALLER

6db FOR #8 BARS 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)

4 ½

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

db

D

A

OR

G db

DETAILING DIMENSION

90° HOOK

2 1/2"

4db OR

MINIMUM

D

DIMENSION

DETAILING

A OR G

HOOK

J db

180° HOOK

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'- 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.

PD3 BASKET ASSEMBLY OR EQUAL;

3/8" PLATE @ 18" O.C. MIN. 8" LONG PLATE

(SLAB THICKNESS &

REINFORCEMENT

REF. TO PLAN)

TOOLED JOINT, 1/2" Ø

VAPOR BARRIER

CONSTRUCTION JOINT

TO

TA

L

AN

CH

OR

R

OD

LE

NG

TH

AN

CH

OR

R

OD

E

MB

ED

M

EN

T

1½

¾"

NOTES:

TOP OF

COLUMN

BASE PLATE

PLATE

WASHER

TOP OF

CONCRETE

MINIMUM

LENGTH AS

REQUIRED TO

ACCOMMODATE

GROUT, BASE

PLATE,

PLATE WASHER,

NUT,

AND THREAD

OVERRUN

1. ANCHOR BOLTS SHALL BE F1554 GRADE 36 WITH HEAVY HEX NUT.

DIAMETERS SPECIFIED BY THE METAL BUILDING SUPPLIER. EMBEDMENT

LENGTHS CORRESPONDING TO ANCHOR BOLT DIAMETERS

SHALL BE:

5/8" DIAMETER BOLT: MIN 8" EMBEDMENT

3/4" DIAMETER BOLT: MIN 12" EMBEDMENT

1" DIAMETER BOLT: MIN 16" EMBEDMENT

1-1/4" DIAMETER BOLT: MIN 20" EMBEDMENT

1-1/2" DIAMETER BOLT: MIN 24" EMBEDMENT

2. UNLESS NOTED OTHERWISE, ALL ANCHOR RODS NUTS SHALL BE

TIGHTENED TO A "SNUG TIGHT" CONDITION AS DEFINED BY AISC

AFTER THE CONCRETE IS AT LEAST 14 DAYS OLD.

3. THE HOLE IN THE PLATE WASHER SHALL BE 1/16" LARGER THAN

THE DIAMETER.

TACK WELD NUT TO ROD

HEAVY

HEX

NUT

HEAVY

HEX

NUT

AN

CH

OR

R

OD

E

MB

ED

M

EN

T

TOP OF

COLUMN

BASE PLATE

PLATE

WASHER

TOP OF

CONCRETE

HEAVY HEX NUT

NOTES:

1. ANCHOR BOLTS SHALL BE F1554 GRADE 36 WITH HEAVY HEX NUT.

EMBEDMENT LENGTHS CORRESPONDING TO ANCHOR BOLT DIAMETERS

SHALL BE:

3/4" DIAMETER BOLT: MIN 8" EMBEDMENT

1" DIAMETER BOLT: MIN 12" EMBEDMENT

2. ALL ANCHOR BOLTS SHALL BE INSTALLED WITH HILTI HY200

OR APPROVED EQUAL. INSTALL PER MANUFACTUERE'S

RECOMMENDATIONS.

3. THE HOLE IN THE PLATE WASHER SHALL BE 1/16" LARGER THAN

THE DIAMETER.

MINIMUM LENGTH AS

REQUIRED TO

ACCOMMODATE

GROUT, BASE PLATE,

PLATE WASHER, NUT,

AND THREAD

OVERRUN

1/

2"

TO

TA

L

AN

C H

O R

R O

D L

EN

G

TH

EXISTING

CONCRETE

ALL THREADED

ROD

ONLY USE POST INSTALLED

ANCHOR DETAIL AS REQUIRED

DE

PT

H

6 ¾

DR

AI

N

3'' C

L

WIDTH (+ 8")

DRAIN

6"

3/4

SEE ARCH SEE ARCH

SLOPE FLOOR TO DRAINFLOOR DRAIN

RE: PLUMBING DWGS

(2) #5 EACH WAY

WATER VAPOR

BARRIER

VERIFY LOCATION WITH

PLUMBING DRAWINGS

DRAWING NUMBER

VA PROJECT NUMBER

DATE

PROJECT TITLE

BUILDING NUMBER

PROJECT LOCATION

CHECKED BY DRAWN BY

APPROVED: PROJECT DIRECTOR

VA FORM 08-6231

Office of Construction and Facilities Management

Dwg.

CONSULTANT INFORMATION

F

SHEET TITLE

ARCHITECT

FULLY SPRINKLERED

PROJECT PHASE

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

U.S. Department of Veteran Affairs

F

E

D

C

B

A

E

D

C

B

A

STRUCTURAL / CIVIL ENGINEER

H2B, INC. (AZ FIRM #18690)

1225 N. LOOP WEST, SUITE 800

HOUSTON, TX 77008

(713) 864-2900

MECH. / ELEC. / PLUMB. / TECH. ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 W. 161ST STREET

OLATHE, KS 66062

(913) 829-8650

COMMISSIONING

GLHN ARCHITECTS & ENGINEERS, INC.

2939 E. BROADWAY BLVD

TUCSON, AZ 85716

(520) 881-4546

165-

R1 - CONSTRUCT REPLACEMENT WAREHOUSETYPICAL DETAILS - CONCRETE

01/06/2020 ED DT

500 AZ-89, Prescott, AZ 86301

SA-030

649-414BID DOCUMENTS

NTS2 SPLICE & DEVELOPMENT SCHEDULE

NTS6 TYPICAL ALIGNED CIP SLAB PENETRATIONS

NTS8 CONCRETE BEAM PENETRATION DETAIL

NTS4 TYPICAL SLAB ON GRADE CONTROL JOINTS

NTS5 SLAB ON GRADE JOINTS AT COLUMNS

NTS1 TYPICAL STIRRUP AND TIE HOOK TYPES

NTS3 TYPICAL END HOOK TYPES

NTS7 TYPICAL HOUSEKEEPING PAD OVER SLAB ON GRADE

NTS9 INTERIOR CONTROL JOINT @ CHANGE IN SLAB THICKNESS AND REINFORCEMENT

3/4" = 1'-0"10 TYPICAL ANCHOR ROD DETAIL

NO SCALE11 POST-INSTALLED ANCHOR BOLT DETAIL

3/4" = 1'-0"12 FLOOR DRAIN DETAIL

Revision # Date 92

4'-0" MAX

CLASS B TYP

INTERRUPTED BAR

ADD ½ OF PARALLEL

INTERRUPTED BARS AT EACH

SIDE OF OPENING BUT NOT LESS

THAN (1) #5 EF FOR WALLS OR (1)

#5 T&B FOR SLABS

OPENING > 12"

(1) #5 X 3'-0" EA. FA. FOR WALLS OR

(1) #5 X 3'-0" T&B FOR SLABS

DIAGONAL BARS AT EACH

CORNER

A

A

A

A

A A A A

WHERE NOT POSSIBLE

TO MAINTAIN CLASS B

PAST OPENING

HOOK REINFORCING"U" BARS TO MATCH

SIZE OF WALL OR

SLAB REINFORCEMENT

6" TYP

ADD BARS PARALLEL

TO WALL OPENING

A REQ'D.

NOTES:

1. SEE WALL ELEVATIONS OR PLANS FOR REINFORCEMENT AT LARGER OPENINGS.

2. CLUSTERS OF SMALL HOLES WHOSE OVERALL MEASUREMENT EXCEEDS 1'-0" SHOULD

BE REINFORCED AS ONE OPENING.

3. WALLS CAN SPAN IN EITHER DIRECTION.

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")

LT

S

LTS

STD HOOK

LTS

LT

S

CORNER BARS.

MATCH HORIZ

REINF SIZE AND

SPACING

DWLS TO MATCH

HORIZ REINF SIZE AND

SPACING. ALT HOOK

DIRECTIONS (TYP)

3' - 0"

2'

- 6

'-0 " M

IN

E

MB

ED

ME

NT

3" CLR

0' - 2 " C

HAMFER

3"

1'

- 0

1'

- 0

1'

- 0

3"

3"

8 - #6 BARS (TYP)

#4 TIES @ 12" O.C.

8 - #6 BARS (TYP)

#4 TIES @ 12" O.C.

NOTE:

ANCHOR BOLTS DESIGNED

AND PROVIDED BY POLE

MANUFACTURER

NOTE:

1. LIGHT POLE FOUNDATION DESIGNED FOR 30 FOOT TALL POLE CAPABLE OF RESISTING PRESSURES.

INDUCED BY 3 SECOND GUST AT 120 MPH DESIGN WIND SPEED.

2. CONCRETE TO HAVE 3,500 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS.

3. REINFORCING STEEL TO HAVE 60 KSI YIELD STRENGTH.

4. MINIMUM HORIZONTAL CLEARANCE FROM ADJACENT FOUNDATIONS SHALL BE NO LESS THAN 18 INCHES.

DRAWING NUMBER

VA PROJECT NUMBER

DATE

PROJECT TITLE

BUILDING NUMBER

PROJECT LOCATION

CHECKED BY DRAWN BY

APPROVED: PROJECT DIRECTOR

VA FORM 08-6231

Office of Construction and Facilities Management

Dwg.

CONSULTANT INFORMATION

F

SHEET TITLE

ARCHITECT

FULLY SPRINKLERED