Reference D - Question 113 - 026 165-SA-001 STRUCTURAL GENERAL NOTES.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

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