Attachment 11 - Structural Drawings.pdf

CONCRETE

LIGHTWEIGHT AGGREGATES (CONFORMING TO ASTM C330) SHALL BE

APPROVED BY THE ENGINEER, AND THEIR MAXIMUM SIZE SHALL BE 1 INCH.

HARDROCK AGGREGATES SHALL CONFORM TO ASTM C33. THEIR MAXIMUM SIZE

SHALL BE 1-1/2 INCHES FOR FOOTINGS AND GRADE BEAMS AND 1 INCH FOR ALL

OTHER WORK.

CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR II.

CONCRETE SHALL BE AS FOLLOWS:

CONTINUOUS INSPECTION IS REQUIRED FOR ALL CONCRETE WITH A DESIGN

STRENGTH OVER 2000 PSI.

ONLY ONE GRADE OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.

A STATEMENT OF MIX DESIGN SHALL BE MADE FOR CONCRETE WITH DESIGN

STRENGTH OVER 2500 PSI. COPIES OF THE MIX DESIGN SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR APPROVAL BEFORE USE.

NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE

SHOWN ABOVE, BUT WILL BE SUBJECT TO THE CODE REQUIREMENTS OF THE

HIGHER GRADE.

ALL REINFORCING SHOWN CONTINUOUS SHALL BE LAPPED PER ACI 318 CLASS B

SPLICE OR 40 DIAMETERS (GRADE 60) AT SPLICES, AND SHALL BE MADE AWAY

FROM POINTS OF MAXIMUM STRESS. MINIMUM LAP SHALL BE 2'-0" LONG.

FORMS FOR CONCRETE STRUCTURAL MEMBERS (SLABS, BEAMS, ETC.) SHALL

NOT BE STRIPPED UNTIL THE CONCRETE HAS REACHED ITS DESIGNED

STRENGTH.

ALL CONCRETE IS DESIGNED BY ULTIMATE STRENGTH DESIGN METHOD.

A MIX THAT PRODUCES THE LOWEST SLUMP COMPATIBLE WITH PROPER

PLACEMENT SHALL BE USED (4-1/2" MAXIMUM SLUMP UNLESS OTHERWISE

APPROVED BY THE STRUCTURAL ENGINEER.)

CONCRETE GROUT SHALL BE NON SHRINKING WITH SUFFICIENT WATER TO

ALLOW POURING. ULTIMATE COMPRESSIVE STRENGTH (F'C) AT 28 DAYS SHALL

BE EQUAL TO 3000 PSI MINIMUM.

DRY PACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART

SAND WITH SUFFICIENT WATER TO ALLOW A SMALL AMOUNT OF PASTE TO

COME TO THE SURFACE.

ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED

BY THE TRADES INVOLVED AND SHALL BE APPROVED BY THE ENGINEER.

BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER

PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS,

ETC. RELATING TO WORK.

16.

15.

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

2. TIES AND STIRRUPS

1. MAIN BARS IN BEAMS AND COLUMNS

C. NOT EXPOSED TO EARTH OR WEATHER

1. CAST-IN-PLACE - NON STRESSED

1-1/2" 2"

2"

3" A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS:

B. EXPOSED TO EARTH OR WEATHER

HARDROCK 3000 PSIB. SLAB-ON-GRADE U.N.O

A. FOOTINGS / PIERS HARDROCK 3000 PSI 145 PCF

145 PCF

STRENGTH

AGGREGATES

DRY

@ 28 DAYS WEIGHTLOCATION

HARDROCK 3000 PSIC. GRADE BEAM 145 PCF

GENERAL NOTES

ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO SPECIFICATIONS,

PLANS AND ALL GOVERNING ORDINANCES.

ALL WORKS SHALL COMPLY WITH IBC 2018, VA H-18-8 SEISMIC DESIGN

REQUIREMENTS

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE

JOB PRIOR TO STARTING CONSTRUCTION AND THE CONTRACTING OFFICER,

ARCHITECT, OR ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY

DISCREPANCIES OR INCONSISTENCIES. DO NOT SCALE DIMENSIONS, WHERE NO

DIMENSIONS ARE PROVIDED, CONSULT WITH CONTRACTING OFFICER FOR

CLARIFICATION BEFORE PROCEEDING WITH THE WORK.

ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR

AND CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS

OWN EXPENSE AND AT NO EXPENSE TO THE CONTRACTING OFFICER.

ALL SYMBOLS AND ABBREVIATIONS USED IN THE DRAWINGS ARE CONSIDERED

TO BE CONSTRUCTION STANDARDS. IF CLARIFICATIONS ARE REQUIRED, THE

CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER PRIOR TO

PROCEEDING WITH THE WORK.

NO OPENINGS, POCKETS, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN

STRUCTURAL ELEMENTS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS.

NOTIFY THE ARCHITECT OR ENGINEER OF RECORD OF ANY OPENINGS,

POCKETS, ETC. SHOWN BY OTHER DRAWINGS BUT NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE BUT NOT

LIMITED TO BRACING, SHORING, ETC. OBSERVATION VISITS TO THE SITE BY THE

CONTRACTING OFFICER, ARCHITECT, OR ENGINEER SHALL NOT INCLUDE THE

INSPECTION OF BRACING, SHORING, ETC.

CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED

FLOORS, ROOF, ETC. THE LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD OF

20 PSF (POUNDS PER SQUARE FOOT) UNLESS APROVED OTHERWISE BY

ENGINEER OF RECORD.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY,

STRUCTURES, STREET, AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL,

STATE AND LOCAL SAFETY ORDINANCES.

SEE MECHANICAL, ELECTRICAL AND/OR ARCHITECTURAL DRAWINGS FOR

LOCATION AND SIZE OF PIPE, VENT, DUCT, OTHER SIMILAR OPENINGS, AND

EMBEDDED OR ATTACHED ITEMS.

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES AND TYPICAL DETAILS.

DO NOT SCALE DRAWINGS.12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC

FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF

SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF

RESPONSIBILITY TO THE CONTRACTING OFFICER PRIOR TO THE

COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER IBC 2018

SEC 1704.4

13.

REINFORCING

ALL REINFORCING SHALL CONFORM TO ASTM A-615 SPECIFICATIONS, 2-2628(B)

GRADE 60 EXCEPT #3 BARS MAY BE GRADE 40. WELDED BARS SHALL BE ASTM

A-706

REINFORCING BARS SHALL BE SPLICED AND BENT IN STRICT ACCORDANCE WITH

THE DRAWINGS AND DETAILS AND C.R.S.I. PUBLICATIONS. NO KINKS ALLOWED.

ALL BARS SHALL BE CLEAN PRIOR TO CONCRETE PLACEMENT.

PROVIDE DOWELS OF SAME SIZE AND NUMBER FROM ADJACENT POUR BOTH

VERTICALLY AND HORIZONTALLY TO MATCH TYPICAL REINFORCING SHOWN.

LAPS TO BE IN ACCORDANCE WITH THE DRAWINGS AND DETAILS. DOWELS

SHALL BE CLEANED AFTER POUR.

USE LOW HYDROGEN ELECTRODES, GRADE E-70 OR E-90, FOR WELDING OF

REINFORCING BARS.

SHOP DRAWINGS FOR REINFORCING STEEL SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION.

FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS

INDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL

ENGINEER.

6.

5.

4.

3.

2.

1.

ALL STRUCTURAL STEEL SHALL BE FABRICATED IN THE SHOP OF A CERTIFIED FABRICATOR

AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER

FOR APPROVAL PRIOR TO FABRICATION.

BOLTS SHALL CONFORM TO ASTM A-307 SPECIFICATIONS TYPICALLY UNLESS NOTED OTHERWISE

AS H.S.B. HIGH STRENGTH BOLTS (H.S.B.) TO CONFORM TO ASTM A325N (STD.).

ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.

STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST

EDITION OF AISC FOR FABRICATION AND ERECTION.

1.

2.

3.

4.

5.

STEEL SHAPES DELIVERED TO THE JOBSITE FOR USE IN THE CONSTRUCTION OF THE STRUCTURE MUST BE ACCOMPANIED WITH MILL CERTIFICATES PREPARED BY AN APPROVED TESTING AGENCY THAT DOCUMENTS THE MATERIAL STRENGTHS AND CHEMICAL COMPOSITIONS SPECIFIED FOR THE PROJECT.

ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. ALL WELDING SHALL BE

INSPECTED BY AN APPROVED AGENCY IN ACCORDANCE WITH IBC 2015 SECTION 1701.

SUBMIT INSPECTOR QUALIFICATIONS IN ACCORDANCE WITH IBC 2015 SECTION 1704.2.1

COMPONENT ASTM /

GRADE

MIN. YIELD

STRESS

A) WIDE FLANGE - "W" & "WT"

SHAPES

A572 50 ksi

B) RECTANGULAR STRUCTURAL

TUBING STRUCTURAL ROUND

TUBING

A500 / GR. B 46 ksi

C) PIPES A53 / GR. B 35 ksi

D) S - SHAPES, C & MC -

CHANNELS, AND L - ANGLES

A36 36 ksi

E) PLATES AND BARS A36 36 ksi

HIGH STRENGTH BOLTS A325NF)

STUDS AND SHEAR ANCHORS A-108 OR

A-490

G)

A500 / GR. B 42 ksi

CONTRACTOR RESPONSIBILITY PER IBC 2018 SEC. 1704.4

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR

SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SY8STEM, OR A WIND OR

SEISMIC-FORCE RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL

INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE

CONTRACTING OFFICER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR

COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE

FOLLOWING:

1.

ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL

REQUIREMENT CONTAINED IN THE STATEMENT OF SPECIAL

INSPECTIONS

A.

ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO

OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS

APPROVED BY THE BUILDING OFFICIAL

B.

PROCEDURES FOR EXERCISING CONTROL WITHIN THE

CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF

REPORTING, AND THE DISTRIBUTION OF THE REPORTS

C.

IDENTIFICATION AND QUALIFICATION OF THE PERONS(S) EXERCISING

SUCH CONTROL AND THEIR POSISITON(S) IN THE ORGANIZATION

D.

ALL WELDING, EXCEPT MINOR OR TACK WELDING, SHALL BE CONTINUOUSLY INSPECTED BY6.

A CERTIFIFED WELDING INSPECTOR.

HIGH STRENGTH BOLTING SHALL BE CONTINUOUSLY INSPECTED.

PROVIDE TWO SHOP COATS OF PAINT ON ALL STRUCTURAL STEEL NOT7.

COVERED WITH CONCRETE AND FIREPROOFING

8.

9.

10.

1. SPECIAL INSPECTION PER IBC 2015 CHAPTER 17 BY A PERSON WHOSE QUALIFICATIONS ARE ACCEPTABLE TO THE STRUCTURAL ENGINEER OF RECORD AND SHALL BE REQUIRED FOR THE FOLLOWING WORK:

A. CONCRETE STRENGTH GREATER THAN 2500 psi

B. POST INSTALLED ANCHORS WEDGE AND EPOXY ANCHORS.

C. HIGH STRENGTH BOLTS

D. SHOP AND FIELD WELDING

3. INSPECTION REPORTS SHALL BE PROVIDED TO THE CONTRACTING OFFICER, ENGINEER, OR ARCHITECT

OF RECORD WITHIN ONE WEEK OF INSPECTION

4. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO DEMONSTRATES COMPETENCE TO THE SATISFACTION OF THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN OF THE

THE STRUCTURE FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION.

5. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH:

A. THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THE INSPECTOR SHALL NOT ALTER, MODIFY, ENLARGE, OR WAIVE ANY OF THE REQUIREMENTS OF THE DOCUMENTS.

B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE CONTRACTING OFFICER, THE

PROFESSIONAL-OF-RECORD, AND THE CONTRACTOR. ALL DISCREPANCIES SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED,

SUBMIT A COMPLETE LIST OF ALL OUTSTANDING DISCREPANCIES ON A WEEKLY BASIS TO THE

CONTRACTING OFFICER, AND THE PROFESSIONAL-OF-RECORD, UNTIL ALL CORRECTIONS HAVE BEEN

COMPLETED.

C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK

REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN

CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE

WORKMANSHIP PROVISIONS OF THE BUILDING CODE.

6. WHERE SPECIAL INSPECTION REQUIREMENTS DUPLICATE THE REQUIREMENTS OF OTHER SPECIFIED

TESTING, DUPLICATE INSPECTIONS SHALL NOT BE REQUIRED

SPECIAL INSPECTION PER 2018 IBC

VERTICAL LIVE LOADS:

a. ROOF 20 PSF REDUCIBLE

WIND LOADS:

BASIC WIND SPEED (3-SEC. GUST) = 115 MPH

WIND EXPOSURE

INTERNAL PRESSURE COEFF.

SEISMIC DESIGN DATA:

SEISMIC IMPORTANCE FACTOR

MAPPED SPECTRAL RESPONSE: S 1

SITE CLASSIFICATION: PER SOIL REPORT

SPECTRAL RESPONSE: DS D1

SEISMIC DESIGN CATEGORY: C

SEISMIC SYSTEM -

BASE SHEAR

SEISMIC RESPONSE COEFFICIENT: C = 0.103S

RESPONSE MODIFICATION FACTOR:

ANALYSIS PROCEDURE - EQUIVALENT LATERAL PROCEDURE

= C

= +.18, -.18 ENCLOSED

V = 0.103 W

R = 3.5 STEEL ORDINARY MOMENT FRAME

I = 1.25 S = 0.270 S = 0.077

S = 0.288 S = 0.108

3.

2.

1.

RISK CATEGORY: III ESSENTIAL FACILITY

SITE CLASS: D

DESIGN CRITERIA

2. SEISMIC AND WIND RESISTING SYSTEMS ARE "ORDINARY MOMENT FRAMES" WHICH ARE INDICATED

"MF-#" ON PLANS

1. PRIOR TO THE PLACEMENT OF PREPARED FILLS, VERIFY

THAT THE SITE HAS BEEN PREPARED IN ACCORDANCE WITH

THE GEOTECHNICAL REPORT.

CONCRETE: (NOT APPLICABLE TO ISOLATED SPREAD FOOTINGS

OR NON-STRUCTURAL SLAB-ON-GROUND)

3. VERIFY, AT THE FREQUENCY SPECIFIED IN THE GEOTECHNICAL

REPORT, THAT THE IN-PLACE DRY DENSITY OF COMPACTED FILL

COMPLIES WITH THE REPORT

2. FILL PLACEMENT 12" THICK OR GREATER - VERIFY THAT THE

MATERIAL BEING USED AND MAXIMUM LIFT THICKNESS COMPLY

WITH THE GEOTECHNICAL REPORT

1. INSPECTION OF REINFORCING STEEL, SIZE AND PLACEMENT

2. INSPECTION OF REINFORCING STEEL WELDING:

5. INSPECTION OF CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

4. SAMPLING FRESH CONCRETE AND PERFORMING SLUMP,

AIR CONTENT, AND DETERMINING THE TEMPERATURE OF

FRESH CONCRETE AT THE TIME OF MAKING SPECIMENS

FOR STRENGTH TESTS.

3. VERIFYING USE OF REQUIRED DESIGN MIX

6. INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES

SOILS:

ACI 318: 5.9, 5.10

ACI 318: 5.11-5.13PERIODIC

ACI 318: Ch. 4, 5.2-5.4

ASTM C 172;

ASTM C 31; ACI 318: 5.6, 5.8

ACI 318: 3.5, 7.1-7.7

AWS D1.4; ACI 318: 3.5.2

REFERENCED STANDARD(S)

GEOTECHNICAL

ENGINEERING

REPORT

PERIODIC

PERIODIC

PERIODIC

CONT.

SPECIAL INSPECTION FREQ.

A. VERIFICATION OF WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A706

PERIODIC

B. SHEAR REINFORCEMENT

C. OTHER REINFORCING STEEL

CONT.

CONT.

CONT.

(N) NEW

(E) EXISTING

UNO UNLESS NOTED OTHERWISE

TYP TYPICAL CONDITION

@ AT

W/ WITH

EQUIV EQUIVALENT

RM ROOM

Ø DIAMETER

CONN CONNECTION

PLATE

CLR CLEARCONT CONTINUOUS

FDN FOUNDATION

FTG FOOTING

MOD MODULE

OPP HD OPPOSITE HANDMOMENT FRAME

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS,

AND WASHERS, HIGH-STRENGTH BOLTING:

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

STEEL CONSTRUCTION:

APPLICABLE

ASTM MATERIAL

SPECIFICATIONS;

AISC ASD Sec. A3.4;

AISC LRFD Sec. A3.3

AISC ASD Sec. A3.6;

AISC LRFD Sec. A3.5

ASTM A-6 OR ASTM A-568

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED

A. IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATION IN THE APPROVED CONSTRUCTION

DOCUMENTS

2. INSPECTION OF BEARING-TYPE CONNECTIONS

B. MANUFACTURER'S CERTIFICATE OF

COMPLIANCE REQUIRED

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFIED MILL TEST

REPORTS REQUIRED

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS.

PERIODIC

PERIODIC

PERIODIC

AISC LRFD Sec. M2.5

5. INSPECTION OF WELDING:

6. INSPECTION OF STEEL FRAME TO VERIFY COMPLIANCE WITH THE

DETAILS ON THE APPROVED CONSTRUCTION DOCUMENTS:

AWS D1.3

AWS D1.1

C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION

A. DETAILS SUCH AS BRACING AND STIFFENING

(1) COMPLETE AND PARTIAL

PENETRATION GROOVE WELDS

B. MEMBER LOCATIONS

A. STRUCTURAL STEEL:

PERIODIC IBC 1704.3.2

CONT.

(2) MULTI-PASS FILLET WELDS CONT.

(3) SINGLE-PASS FILLET WELDS > 5

16" CONT.

(4) SINGLE-PASS FILLET WELDS < 5

16" PERIODIC

(5) FLOOR AND ROOF DECK WELDS PERIODIC

SPECIAL INSPECTION PER 2018 IBC - CONTINUED

SPECIAL INSPECTION

MOMENT CONNECTION

MF-#

REFERENCED STANDARD(S)FREQ.

PL.

LEGEND

STRUCTURAL STEEL

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

SOIL DATA

SOIL REPORT PROVIDED BY VA TUCSON.

GEOTECHNICAL ENGINEERING REPORT BY TERRACON CONSULTANTS, INC.

PROJECT NO. 63105021 DATED APRIL 8, 2010.

1.

SOIL BEARING PRESSURE = 2000 PSF

FOOTINGS EMBEDMENT DEPTH SHALL BE MINIMUM OF 18 INCHES BELOW FINISHED

GRADE.

FINISHED GRADE IS PREPARED SUBGRADE WITH NEW ENGINEERED FILL OR

UNDISTURBED NATIVE SOILS.

2.

FOOTINGS SHALL BEAR ON FIRM UNDISTURBED NATIVE SOIL OR ENGINEERED FILL IF

REQUIRED TO RAISE GRADES PER THE GEOTECHNICAL REPORT AND TYPICAL

EARTHWORK DETAIL. FOR BOTTOM OR TOP OF FOOTING ELEVATIONS, COORDINATE

WITH FOUNDATION DETAILS AND/ OR PLANS.

3.

4. ENGINEERED FILL SHALL EXTEND 2'--0" BELOW FOOTINGS AND SLABS AND SHALL

EXTEND HORIZONTALLY 5'--0" BEYOND THE OUTSIDE EDGE OF FOOTINGS AND SLABS.

5. ALL CONSTRUCTION SHALL COMPLY WITH THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT. ALL EARTHWORK SHALL BE INSPECTED AND APPROVED BY

THE GEOTECHNICAL ENGINEER. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR

ANY GEOTECHNICAL ASPECTS OF THE PROJECT.

6. ABANDONED FOOTINGS, NEW OR EXISTING UTILITIES, ETC., THAT INTERFERE WITH NEW

CONSTRUCTION SHALL BE REROUTED OR REMOVED AS COORDINATED WITH THE

ARCHITECT AND AS DIRECTED BY THE SOILS ENGINEER.

7. ALL EXTERIOR FINISHED GRADES SHALL SLOPE AWAY FROM THE BUILDING TO ENSURE

NO PONDING OF WATER OCCURS AROUND BUILDINGS.

TOF TOP OF FOOTING

FFE FINISHED FLOOR ELEVATION

BOB BOTTOM OF BEAM

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SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

AP CR 90-S-202

S-301

8-

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STAMP

SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

AP CR 90-S-301

E.5E.5

O.4

8-

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P A

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STAMP

SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

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S-302

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STAMP

SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

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SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

ED

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SAVAHCS, TUCSON, AZ 85723

678-329

12-06-2019

315 ARDEN AVE, SUITE 26, GLENDALE, CA 91203

www.schwabeng.com Project No.: S60204180.00 AP CR 90-S-

U.S. Department of Veterans Affairs

Bid Set

AP CR 90-S-401