36C26118R0487-0002039.pdf

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR IN-SERVICE LOADS AND

STABILITY UNDER FINAL CONFIGURATION ONLY. IT IS THE CONTRACTOR’S

RESPONSIBILITY TO DETERMINE CONSTRUCTION LOADS AND TO PROVIDE

ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS

REQUIRED TO SAFELY COMPLETE THE WORK.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL,

PLUMBING AND SITE DRAWINGS. VERIFY DIMENSIONS AND CONDITIONS AND

NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES REQUIRING

CLARIFICATION OR REVISION PRIOR TO CONSTRUCTION.

THE GENERAL NOTES ON THE DRAWINGS SHALL BE USED IN CONJUNCTION

WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS FOR THE PROJECT.

THE MORE STRINGENT REQUIREMENT SHALL APPLY IN THE CASE OF A

DISCREPANCY. SEE SPECIFICATIONS FOR DETAILED REQUIREMENTS FOR

MATERIAL AND WORKMANSHIP.

DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND

APPLY TO SIMILAR SITUATIONS ELSEWHERE, EXCEPT AS OTHERWISE

INDICATED. ADAPT REQUIREMENTS OF DETAILS, SECTIONS, PLANS, AND

NOTES AT LOCATIONS WHERE CONDITIONS ARE SIMILAR.

DESIGN CRITERIA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

2015 INTERNATIONAL BUILDING CODE AND THE 2016 CALIFORNIA BUILDING

CODE STANDARDS.

SNOW LOAD DESIGN DATA

GROUND SNOW LOAD (PG) = 0 PSF

WIND LOAD DESIGN DATA

WIND SPEED = 110 MPH

RISK CATEGORY = II

EXPOSURE = C

INTERNAL PRESSURE COEFFICIENT= +/- 0 PSF OPEN STRUCTURE

SEE CHART FOR COMPONENT AND CLADDING WIND PRESSURE

EARTHQUAKE DESIGN DATA

RISK CATEGORY = II

SEISMIC IMPORTANCE FACTOR (IE) = 1.0

SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.635 g 1-SECOND SPECTRAL RESPONSE (S1) = 0.257 g

SITE CLASSIFICATION = D

SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.547 g 1-SECOND SPECTRAL RESPONSE (SD1) = 0.323 g

SEISMIC DESIGN GATEGORY = D

SEISMIC SYSTEM: STEEL SPECIAL CANTILEVER COLUMN SYSTEMS

DESIGN BASE SHEAR (V) = 3 k PER COLUMN

SEISMIC RESPONSE COEFFICIENT (CS) = 0.219

RESPONSE MODIFICATION COEFFICIENT (R) = 2.5

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

THE DESIGN PILE CAPACITIES:

COMPRESSION: SKIN FRICTION ONLY, 600 PSF

TENSION: SKIN FRICTION 400 PSF

LATERAL: 300 PCF

EXISTING CONDITIONS

EXISTING CONDITIONS, INCLUDING DIMENSIONS AND ELEVATIONS,

MEMBER SIZES, MATERIALS, AND DETAILS SHALL BE FIELD VERIFIED.

THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY SIGNIFICANT

DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS.

EXERCISE CARE WHEN EXCAVATING AND FILLING ADJACENT TO

EXISTING STRUCTURES TO NOT IMPACT THE INTEGRITY OF THE

EXISTING STRUCTURE. DO NOT EXCAVATE OR DISTURB SOIL

ADJACENT TO OR BENEATH EXISTING FOOTINGS.

SUBMITTALS

SEE SPECIFICATION SECTION 013323 FOR MORE INFORMATION.

SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO

FABRICATION AND CONSTRUCTION IN ACCORDANCE WITH THE DRAWINGS AND

SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL

COMPLIANCE WITH THE DESIGN INTENT. DIMENSIONS AND ACCURACY ARE

THE RESPONSIBILITY OF THE CONTRACTOR.

SHOP DRAWINGS SHALL BE REVIEWED AND BE STAMPED BY THE

CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT. DRAWINGS

SUBMITTED WITHOUT CONTRACTOR’S REVIEW WILL BE RETURNED

UNCHECKED.

SUBMIT SHOP DRAWINGS AS APPLICABLE, FOR EACH OF THE FOLLOWING:

CONCRETE/MASONRY REINFORCING STEEL

CONCRETE MIX DESIGNS

STRUCTURAL STEEL

EMBEDDED STEEL ITEMS

STEEL DECK

SEISMIC BRACING OF MECHANICAL SYSTEMS AND FIRE SPRINKLERS

IN ADDITION TO SHOP DRAWINGS, CALCULATIONS SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT

IS CONSTRUCTED SHALL BE SUBMITTED FOR:

STEEL JOISTS AND STEEL GIRDERS

STRUCTURAL STEEL CONNECTIONS

COLD FORMED METAL STUDS

CURTAIN WALL GLAZING SYSTEMS

TRANSLUCENT PANEL CANOPIES

FOUNDATIONS

FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL

RECOMMENDATIONS IN THE REPORT PREPARED BY: EARTH SYSTEMS

PACIFIC, PROJECT NO SH-12139-SA, DATED OCTOBER 16, 2013 FOR

VACCHCS AT 2615 EAST CLINTON AVENUE, FRESNO, CALIFORNIA.

FOUNDATION EXCAVATIONS, PLACEMENT, AND ALL SOIL RELATED

WORK, INCLUDING BUT NOT LIMITED TO SITE DRAINAGE, COMPACTION,

AND STRUCTURAL FILL SHALL BE PERFORMED IN ACCORDANCE WITH

GEOTECHNICAL REPORT. THE RECOMMENDATIONS IN THE

GEOTECHNICAL REPORT SHALL BE CONSIDERED PART OF THE

CONTRACT DOCUMENTS.

SOIL CONDITIONS NOTED DURING CONSTRUCTION THAT DIFFER FROM

THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BE

REPORTED TO THE STRUCTURAL ENGINEER AND VA COR BEFORE

FURTHER CONSTRUCTION IS RESUMED.

PILES

SEE SPECIFICATION SECTION 316326 – DRILLED CAISSONS FOR MORE

INFORMATION.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH AND

CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF ACI 318

“BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND

COMMENTARY”.

CEMENT SHALL CONFORM TO ASTMC150, TYPE II MODIFIED (LOW

SULFATE RESISTANCE), UNO. FLY ASH SHALL CONFORM TO ASTMC618,

CLASS F. NORMAL WEIGHT AGGREGATE SHALL CONFORM TO ASTM C33.

FOR CONCRETE PLACED ON OR BELOW GRADE, CEMENT SHALL BE TYPE

II MODIFIED (LOW SULFATE RESISTANCE). FOUNDATION CONCRETE

SHOULD BE DESIGNED FOR LOW SULFATE EXPOSURE IN ACCORDANCE

WITH THE PROVISIONS OF THE ACI DESIGN MANUAL, SECTION 318,

CHAPTER 4.

IN COLD WEATHER CONDITIONS, CONCRETE CONSTRUCTION SHALL BE

PERFORMED IN ACCORDANCE WITH ACI 306R “COLD WEATHER

CONCRETING”. IN HOT WEATHER CONDITIONS, CONCRETE

CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI 305R

“HOT WEATHER CONCRETING”.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS

WITH CONCRETE STRENGTHS VERIFIED BY STANDARD 28-DAY CYLINDER

TESTS PER ASTM C39:

ALL USES, UNLESS NOTED OTHERWISE: 3000 PSI

SITEWORK: 3000 PSI

FOOTINGS: 3000 PSI

DRILLED PIERS: 4000 PSI

PILE CAPS: 4000 PSI

THE USE OF COLD JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED

ON THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL

ENGINEER FOR REVIEW.

ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC, SHALL BE

SECURELY TIED IN PLACE PRIOR TO PLACING CONCRETE. CONCRETE

BLOCKS ONLY SHALL BE USED TO SUPPORT REINFORCING OFF GRADE.

CONCRETE SHALL BE ADEQUATELY VIBRATED TO PREVENT THE

OCCURRENCE OF AIR POCKETS AND HONEYCOMB EFFECTS. ROCK

POCKETS AND VOIDS SHALL BE REPAIRED.

CORING OF SLABS, BEAMS, COLUMNS, OR SHEAR WALLS IS NOT

PERMITTED. PROVIDE SLEEVES FOR ALL PENETRATIONS PRIOR TO

PLACING CONCRETE.

REINFORCING STEEL

REINFORCING STEEL SHALL CONFORM TO ASTM A615 AND SHALL HAVE A

MINIMUM YIELD STRENGTH OF 60,000 PSI. WELDABLE REINFORCING STEEL

SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL BE SUPPLIED

IN FLAT SHEETS AND CONFORM TO ASTM A185.

UNLESS A GREATER AMOUNT OF CLEAR COVER IS INDICATED ON THE

DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER OVER

REINFORCING:

CONCRETE CAST AGAINST EARTH: 3”

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2”

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2”

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2”

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4"

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, LAP SPLICE

CONTINUOUS VERTICAL OR HORIZONTAL BARS IN ACCORDANCE WITH ACI 318,

LATEST EDITION, FOR CLASS "B" TENSION LAP SPLICES. SPLICE LOCATIONS

AND METHODS SUBJECT TO APPROVAL OF STRUCTURAL ENGINEER.

PROVIDE DOWELS OF SAME SIZE AND NUMBER FROM ADJACENT POUR, BOTH

VERTICALLY AND HORIZONTALLY, TO MATCH REINFORCING SHOWN.

FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS

INDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL

ENGINEER.

REINFORCING SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

POST-INSTALLED ANCHORS

POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON

THE CONSTRUCTION DOCUMENTS. THE CONTRACT SHALL OBTAIN

APPROVAL FROM THE STRUCTURAL ENGINEER PRIOR TO INSTALLING

POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-

IN-PLACE ANCHORS.

POST-INSTALLED ANCHORS SHALL HAVE THE ICC ES EVALUATION REPORT

INDICATING CONFORMANCE WITH CURRENT APPLICABLE ICC ES

ACCEPTANCE CRITERIA. MECHANICAL ANCHORS SHALL BE THE TYPE AS

NOTED ON THE DRAWINGS.

EXPANSION ANCHORS SHALL BE A SINGLE-END EXPANSION SHIELD

ANCHOR WHICH COMPLIES WITH THE DESCRIPTIVE PART OF FEDERAL

SPECIFICATION A-A 1923A, TYPE 4, FOR WEDGE ANCHORS.

SCREW STYLE ANCHORS SHALL BE ONE PIECE CARBON STEEL SCREW

ANCHOR WITH FINISHED HEX HEAD WITH INTEGRAL WASHER, DOUBLE

LEAD THREAD, CHAMFERED TIP, RATCHET TEETH ON UNDERSIDE OF

HEAD. PROVIDE ANCHORS WITH HEAD STAMPED WITH DIAMETER AND

LENGTH. TYPE AND SIZE AS INDICATED ON DRAWINGS.

INJECTABLE ADHESIVE (EPOXY ANCHORS) SHALL BE USED FOR

INSTALLATION OF REINFORCING STEEL DOWELS OR THREADED ANCHOR

RODS AND INSERTS INTO NEW OR EXISTING CONCRETE OR SOLID

GROUTED CONCRETE MASONRY UNITS.

POWDER ACTUATED FASTENERS SHALL NOT BE USED WITHOUT PRIOR

EXPRESS CONSENT OF VA COR. POWDER ACTUATED FASTENERS SHALL

HAVE A MINIMUM SHANK DIAMTER OF 0.143 INCHES AND A MINIMUM HEAD

DIAMETER OF 0.300 INCHES. SHANK LENGTH, POWDER LOAD AND HEAD

TYPE SHALL BE SELECTED IN ACCORDANCE WITH THE MANUFACTURERS

REQUIREMENTS FOR THE SPECIFIC ATTACHMENT CONFIGURATION.

INSTALLATION OF ADHESIVE ANCHORS SHALL BE IN CONFORMANCE WITH

MANUFACTURER'S PRINTED LITERATURE. INSTALLATION SHALL ALSO

INCLUDE BRUSHING AND CLEANING OF DRILLED HOLES WITH

COMPRESSED AIR AS INSTRUCTED. INSTALLERS SHALL BE TRAINED BY

THE MANUFACTURER'S REPRESENTATIVE. EMBEDMENT SHALL BE AS

INDICATED ON THE STRUCTURAL DRAWINGS.

IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED

ITEMS PRIOR TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN

CORING OR DRILLING TO AVOID DAMAGING EXISTING REINFORCING OR

EMBEDDED ITEMS. NOTIFY THE ENGINEER IF REINFORCING STEEL OR

OTHER EMBEDDED ITEMS ARE ENCOUNTERED DURING DRILLING.

STRUCTURAL STEEL

PROVIDE SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING

PROFILES, SIZES, SPACING AND LOCATIONS OF STRUCTURAL MEMBERS,

CONNECTION ATTACHMENTS, FASTENERS, LOADS AND TOLERENCES. PROVIDE

SHOP DRAWINGS FOR ENGINEERED CONNECTIONS THAT HAVE BEEN SIGNED AND

SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE WHERE THE

PROJECT IS BUILT.

STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN

ACCORDANCE WITH AISC 360 "SPECIFICATION FOR THE DESIGN, FABRICATION AND

ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".

STRUCTURAL STEEL SHAPES SHALL CONFORM TO THE FOLLOWING:

WIDE FLANGE: ASTM A992, GRADE 50

CHANNELS, PLATES AND ANGLES: ASTM A36

RECTANGULAR HSS: ASTM A500, GRADE B (46 KSI)

RECTANGULAR HSS 10" AND GREATER: ASTM A1080 (50 KSI)

ROUND HSS: ASTM A500, GRADE B (42 KSI)

PIPE: ASTM A53, GRADE B (35 KSI)

ANCHOR RODS, UNO: ASTM F1554, GRADE 36

HEADED STUDS: ASTM A108

STEEL SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, EXCEPT WHERE

GALVANIZING IS INDICATED ON THE DRAWINGS. STRUCTURAL STEEL TO BE

GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN

BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND

SHALL BE 3/16” MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS

CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED,

UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ENGINEER PRIOR TO

FABRICATION.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS.

IT IS THE INTENT OF THESE DOCUMENTS TO DELEGATE THE DESIGN OF ALL

STRUCTURAL STEEL CONNECTIONS TO A QUALIFIED SPECIALTY PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

DO NOT FIELD CUT OR FIELD MODIFY ANY STRUCTURAL STEEL WITHOUT PRIOR

WRITTEN APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER FOR EACH

SPECIFIC CASE.

STRUCTURAL COLD FORMED STEEL FRAMING

SEE ARCHITECTURAL DRAWINGS FOR SPECIFIC CONFIGURATION AND

DIMENSIONS OF COLD FORMED STEEL FRAMING NOT SHOWN IN

STRUCTURAL DRAWINGS.

COLD FORMED STEEL FRAMING SHALL CONFORM TO THE LATEST EDITION

OF AISI "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS."

STEEL GRADE SHALL BE AS REQUIRED BY STRUCTURAL PERFORMANCE,

HOWEVER ALL MEMBERS 54 MILS (16 GAGE) OR THICKER SHALL HAVE A

MINIMUM YIELD STRESS OF 50 KSI.

THE CONTRACTOR SHALL DESIGN THE COLD FORMED STEEL FRAMING

SYSTEMS INDICATED ON THE DRAWINGS AND IN THE SPECIFICATIONS

AND SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS.

THE FRAMING SYSTEMS SHALL CONFORM TO THE CONCEPTS INDICATED

ON THE DRAWINGS AND WITH THE MINIMUM SIZES AND THICKNESSES

INDICATED ON THE DRAWINGS OR IN THE SPECIFICATIONS.

CONNECTIONS SHALL BE BY WELDING, SCREWING, OR OTHER APPROVED

FASTENING DEVICES OR METHODS PROVIDING POSITIVE ATTACHMENT

AND RESISTANCE TO LOOSENING. FASTENERS SHALL BE OF COMPATIVLE

MATERIAL.

FOLLOW ERECTION PROCEDURES AND PROVIDE BRIDGING AND

MISCELLANEOUS ACCESSORIES PER MANUFACTURER'S SPECIFICATIONS

AND RECOMMENDATIONS.

ALLOWABLE STRESS DESIGN WIND

PRESSURES (PSF)

COMPONENT AND CLADDING

ZONE

R O

O F

W A

L L

TRIBUTARY AREA

10 SF

INTERIOR

EDGE

CORNER

INTERIOR

CORNER

50 SF 100 SF

+10/-21 +10/-20 +10/-19

+10/-35

+10/-35

+19/-21

+19/-26

+10/-21

+10/-21

+17/-19

+17/-21 +17/-20

+17/-18

+17/-23

+17/-23 a = 12.3 ft

STEEL ROOF DECK

PROVIDE AND ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST

EDITION OF THE STEEL DECK INSTITUTE’S SPECIFICATIONS AND CODE OF

STANDARD PRACTICE.

DECK SHALL BE THE TYPE AND GAUGES AS INDICATED ON THE DRAWINGS.

DECK MANUFACTURER SHALL PROVIDE ALL ROOF DECK ACCESSORIES,

INCLUDING CLOSURES, SUPPLEMENTARY FRAMING, AND SUMP PANS,

WHETHER OR NOT SUCH ITEMS ARE DETAILED ON THE CONTRACT

DOCUMENTS.

FASTEN ROOF DECK TO STEEL SUPPORTS AS INDICATED ON THE

DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3.

ROOF DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION,

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

NO ITEMS SHALL BE HUNG DIRECTLY FROM THE ROOF DECK UNLESS

INDICATED OTHERWISE IN THE DRAWINGS.

OPEN WEB STEEL JOISTS

SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS, SIGNED AND

SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE WHERE

THE PROJECT IS LOCATED SUBSTANTIATING ALL STRENGTH, BRIDGING,

AND SERVICEABILITY CRITERIA.

STEEL JOISTS AND STEEL JOIST GIRDERS SHALL BE THE SIZE AND

SPACING AS SHOWN ON THE STRUCTURAL DRAWINGS AND SHALL BE

DESIGNED, FABRICATED, INSTALLED AND BRIDGED IN ACCORDANCE WITH

THE STEEL JOIST INSTITUTE SPECIFICATIONS.

ALL HANGERS, CURBS AND ROOFTOP FRAMES TO SUPPORT MECHANICAL

EQUIPMENT TO BE SUPPORT BY THE JOISTS SHALL BE LOCATED AT THE

PANEL POINTS OF THE JOISTS IF POSSIBLE. WHERE CONCENTRATED

LOADS ARE LOCATED FURTHER THAN 4 INCHES FROM A PANEL POINT,

WEB STIFFENER ANGLES SHALL BE PROVIDED.

JOIST SIZES INDICATED ON PLANS ARE FOR STANDARD UNIFORM

LOADING CONDITIONS SHOWN ON LOAD MAPS INCLUDING DEAD, LIVE,

AND POSITIVE WIND PRESSURES. JOISTS SHALL BE DESIGNED FOR ALL

ADDITIONAL LOADS FROM ROOF TOP MECHANICAL UNITS, SUSPENDED

EQUIPMENT, SUSPENDED WALL LOADS, OR AS INDICATED ON PLANS.

JOIST GIRDERS SHALL BE DESIGNED AS SIMPLY SUPPORTED PRIMARY

MEMBERS PROPORTIONED SUCH THAT THEY MAY BE ERECTED WITHOUT

BRIDGING. JOIST GIRDER PANEL POINTS SHALL BE ALIGNED WITH

SECONDARY MEMBERS.

GIRDER DESIGNATIONS INDICATE PANEL POINT JOIST REACTIONS DUE TO

UNIFORM LOAD CONDITIONS ONLY. ALL ADDITIONAL LOADS DUE TO ROOF

TOP MECHANICAL UNITS, SUSPENDED EQUIPMENT, SUSPENDED WALL

LOADS, ETC., WHERE APPLICABLE SHALL BE CONSIDERED FOR JOIST

GIRDER DESIGN.

o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

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STRUCTURAL GENERAL NOTES

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

NO REVISIONS DATE

02/08/2018

REQUIRED SPECIAL INSPECTIONS AND TEST OF CONCRETE

CONSTRUCTION

INSPECTION ITEM REQUIRED CONTINUOUS PERIODIC REFERENCED

STANDARD

IBC REFERENCE

INSPECT REINFORCEMENT,

INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT 1908.4

VERIFY WELDABILITY OF

REINFORCING BARS

AWS D1.4

ACI 318: 26.6.4

ACI 318

CH 20, 25, 26

INSPECT SINGLE PASS FILLET

WELDS 5/16" MAXIMUM

INSPECT ALL OTHER WELDS

1904.1, 1904.2 1908.2, 1908.3

ACI 318: 17.8.2

INSPECT ANCHORS CAST IN

CONCRETE

INSPECT ADHESIVE ANCHORS

INSTALLED IN HORIZONTAL OR

UPWARDLY INCLINED

ORIENTATIONS TO RESIST

SUSTAINED TENSION LOAD

ACI 318

17.8.2.4

ACI 318: 17.8.2

INSPECT OTHER POST INSTALLED

ANCHORS

ACI 318

CH 19, 26

VERIFY USE OF REQUIRED DESIGN

MIX

1908.10

ASTM C172

ASTM C31

ACI 318: 26.4

ACI 318: 26.12

PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS,

AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

1908.6, 1908.7 1908.8

ACI 318: 26.4.5

INSPECT CONCRETE AND

SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

1908.9ACI 318

26.5.3-26.5.5

VERIFY MAINTENANCE OF

SPECIFIED CURING TEMPERATURE

AND TECHNIQUES

ACI 318

26.9.2.1-26.9.2.3

INSPECT PRESTRESSED

CONCRETE FOR APPLICATION OF

PRESTRESSING FORCES AND

GROUTING OF BONDED

PRESTRESSING TENDONS

INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS

ACI 318

CH 26.8

VERIFY 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

ACI 318

26.10.2

INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING

FORMED

ACI 318

26.10.1(b)

REQUIRED SPECIAL INSPECTIONS AND TEST OF STEEL

CONSTRUCTION

INSPECTION ITEM REQUIRED CONTINUOUS PERIODIC REFERENCED

STANDARD

MATERIAL VERIFICATION OF HIGH-STRENGTH

BOLTS, NUTS AND WASHERS:

• IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

• MANUFACTURER'S CERTIFICATE OF COMPLIANCE

REQUIRED

AISC 360

SECTION M2.5

APPLICABLE ASTM

MATERIAL SPECS

AISC360

SECTION A3.3

INSPECTION OF HIGH-STRENGTH BOLTING BEARING

TYPE CONNECTIONS

MATERIAL VERIFICATIONS OF STRUCTURAL STEEL:

• IDENTIFICATION MARKINGS TO CONFORM TO AWS

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

• MANUFACTURER'S CERTIFIED MILL TEST REPORTS

ASTM A6

ASTM A568

INSPECTION OF STRUCTURAL STEEL WELDING:

• COMPLETE AND PARTIAL PENETRATION GROOVE

WELDS

• FILLET WELDS GREATER THAN 5/16"

INSPECTION OF HIGH-STRENGTH BOLTING SLIP

CRITICAL CONNECTIONS

MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

• IDENTIFICATION MARKINGS TO CONFORM TO AWS

STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

• MANUFACTURER'S CERTIFICATION OF COMPLIANCE

REQUIRED

AISC 360

SECTION A3.5

• OTHERS

AWS D1.1

INSPECTION OF REINFORCING STEEL WELDING:

• VERIFICATION OF WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A706

• REINFORCING, UNLESS NOTE BELOW

• REINFORCING STEEL RESISTING FLEXURAL AND

AXIAL FORCES IN INTERMEDIATE AND SPECIAL

MOMENT FRAMES AND BOUNDARY ELEMENTS OF

SPECIAL REINFORCED CONCRETE SHEAR WALLS

AND SHEAR REINFORCEMENT

• SHEAR REINFORCING

INSPECT STEEL FRAME JOINT DETAILS FOR

COMPLIANCE WITH APPROVED CONTRACT

DOCUMENTS

VISUALLY INSPECT ALL FLOOR AND ROOF DECK

WELDS, SCREWS, OR OTHER APPROVED FASTENERS

FOR COMPLIANCE WITH CONTRACT DOCUMENTS

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS AND

DEEP FOUNDATION ELEMENTS

INSPECTION ITEM REQUIRED CONTINUOUS PERIODIC

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL

EARTHWORK

DRILLED PIERS

INSPECT DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT

VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT

DIAMETERS, BELL DIAMETERS, LENGTHS, EMBEDMENT INTO BEDROCK AND

ADEQUATE END-BEARING STRATA CAPACITY. RECORD CONCRETE OR

GROUT VOLUMES

SEE CONCRETE SPECIAL INSPECTION SCHEDULE

ABOVE FINISH FLOOR

ALLOWABLE STRESS DESIGN

ALTERNATE

AMERICAN CONCRETE INSTITUTE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AMERICAN SOCIETY FOR TESTING AND MATERIALS

AMERICAN SOCIETY OF CIVIL ENGINEERS

AMERICAN WELDING SOCIETY

ANCHOR BOLT

ARCHITECT

AT RATE OF

BASE PLATE

BEAM

BEAM BEARING

BEARING

BLOCKING

BOTTOM

BUILDING

CANTILEVER

CAST-IN-PLACE

CENTER OF GRAVITY

CENTERLINE

CLEAR

CONTRACTING OFFICER

COLUMN

CONTRACTING OFFICER'S REPRESENTATIVE

COMPLETE JOINT PENETRATION WELD

CONCRETE

CONCRETE MASONRY UNIT

CONCRETE REINFORCING STEEL INSTITUTE

CONNECTION

CONSTRUCTION

CONSTRUCTION/CONTROL JOINT

CONTINUOUS

DEPRESSION

DETAIL

DIAMETER

DIMENSION

DOWELS

DOWN

DRAWING

DRILLED PIER

EXISTING

EACH

EACH END

EACH FACE

EACH SIDE

EACH WAY

EAST

EXISTING

ELEVATION

EQUAL

EXPANSION BOLT

EXPANSION JOINT

EXTERIOR

FUTURE

FINISHED FLOOR ELEVATION

FEET

FINISH FLOOR

FLOOR

FOOTING

FOUNDATION

GALVANIZED

GAUGE

GRADE

GYPSUM WALL BOARD

HIGH POINT

HIGH STRENGTH

HOLLOW STRUCTURAL SECTION

HORIZONTAL

INCH

INFORMATION

INTERNATIONAL BUILDING CODE

JOINT

JOIST BEARING

KIP (1000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LAMINATED VENEER LUMBER

LEFT END

LIGHTWEIGHT

LOAD AND RESISTANCE FACTOR DESIGN

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LOW POINT

MANUFACTURER

MATERIAL

MAXIMUM

MECHANICAL

MECHANICAL, ELECTRICAL AND PLUMBING

MEAN SEA LEVEL

METAL

MINIMUM

NEW

NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION

NOT IN CONTRACT

NORMAL WEIGHT

NORTH

NOT TO SCALE

NUMBER

ON CENTER

OPENING

PARALLEL STRAND LUMBER

PRECAST CONCRETE INSTITUTE

PLATE

POST-TENSIONED OR PRESSURE TREATED

POUND

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PRECAST

REFERENCE

REINFORCE OR REINFORCEMENT

REMAINDER

RIGHT END

SECTION

SLIP CRITICAL BOLT

SHEET

SIMILAR

SLAB-ON-GRADE

SOUTH

SQUARE

STAINLESS STEEL

STANDARD

STEEL

STEEL DECK INSTITUTE

STIFFENER

STRUCTURAL

TONS PER SQUARE FOOT

TOP

TOP AND BOTTOM

TOP OF CONCRETE

TOP OF METAL DECK

TOP OF STEEL OR SLAB

TOP OF WALL

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VETERANS AFFAIRS

VERIFY IN FIELD

WELDED WIRE REINFORCEMENT

WEST

WITH

WORKING POINT

AFF

ASD

ALT

ACI

AISC

ASTM

ASCE

AWS

AB

ARCH

BP

BM

BB

BRG

BLK

B OR BOT

BLDG

CANT

CIP

CG

CL

CLR

CO

COL

COR

CJP

CONC

CMU

CRSI

CONN

CONST

CJ

CONT

DEPR

DTL

DIA

DIM

DWLS

DN

DWG

DP

(E)

EA

EE

EF

ES

EW

E (E)

EL

EQ

EXP BOLT

EJ

EXT

(F)

FFE

FT

FIN FLR

FLR

FTG

FDN

GALV

GA

GR

GWB

HP

HS

HSS

H OR HORIZ

IN

INFO

IBC

JT

JB

K

KSF

KSI

LVL

LE

LW

LRFD

LLH

LLV

LP

MFR

MATL

MAX

MECH

MEP

MSL

MTL

MIN

(N)

NDS

NIC

NW

N

NTS

NO OR #

OC

OPNG

PSL

PCI

PL

PT

LB

PSF

PSI

P/C

REF

REINF

R

RE

SECT

SC

SHT

SIM

SOG

S

SQ

SS

STD

STL

SDI

STIFF

STRUCT

TSF

T T&B

TOC

TOD

TOS

TOW

TYP

UNO

V OR VERT

VA

VIF

WWR

W W/

WP

ABBREVIATIONS STRUCTURAL SYMBOLS

COLUMN GRID LINE

(E)

DETAIL - SECTION

POSITION ON SHEET

SHEET NUMBER

DETAIL - PLAN

POSITION ON SHEET

SHEET NUMBER

BUILDING SECTION

POSITION ON SHEET

SHEET NUMBER

WALL SECTION

POSITION ON SHEET

SHEET NUMBER

KEYNOTE

LEVEL DATUM

LEVEL NAME

LEVEL ELEVATION

NORTH ARROW

GRAPHIC SCALE

0 4'-0" 8'-0" 16'-0"

IF THIS IS NOT A 42"x30" SHEET IT IS A

REDUCED SIZE PLOT, USE GRAPHIC

SCALE ACCORDINGLY.

6'-0"

R 3'-11"

100°

DIMENSION TO FACE OF

FINISH, FACE OF CONCRETE,

COLUMN CENTERLINE, OR AS

NOTED.

CENTERLINE

COLUMN GRID LINE

(N)

MATCHLINE

FOR CONTINUATION SEE: ?/?

MATCHLINE

FOR CONTINUATION SEE: ?/?

VIEW REFERENCE FOR

ADDITIONAL INFORMATION

MATCHLINE AND VIEW

REFERENCE

PC-1

STEEL COLUMN

CONCRETE OR FRAMED

COLUMN SEE SCHEDULE

PILE CAP IDENTIFICATION TAG

18K3@5'-0"

SPAN DIRECTION AND

SPECIFICATION OF FRAMING

METAL DECK IN SECTION

1/4" 3-12

0 0

TYP WELD SYMBOL

TAILNOTE INSTRUCTIONS

SIZE

LENGTH AND SPACING

FIELD WELD

ALL AROUND

FAR SIDE

PC-1

STEEL COLUMN

PILE CAP IDENTIFICATION TAG

o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:4

P

M

S-002

STRUCTURAL INSPECTIONS AND

ABBREVIATIONS

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

VIF

6'-10"

A

B

C

D

E

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

HSS10

X10

X5/8

HSS10

X10

X5/8

HSS10

X10

X5/8

HSS10

X10

X5/8

HSS8X

8X

5/8

HSS8X8X5/8

HSS8X

8X

5/8

HSS8X

8X

5/8

VIF

14'-10"

VIF

4'-2"

12'-0" 13'-0"

TYP.

D5

S-501

B31

P H

A S

E

S E

E S

H E

E T

S -1

.2

TEMPORARY/ADD ALTERNATE CANOPY

SEE SHEET S-101.5

B22 & 22A

DP1

DP1

DP1

DP1DP1

DP1

DP3

DP3

DP3DP1

DP1

DP3DP3

DP3

DP3

DP3DP3

DP1

DP3

23'-0" 19'-0" 20'-0" 9'-5"

'-0

'-0

8' -0

'-0

20'-8"

DP1

HSS8X

8X

5/8

V

IF

7.9

7.9

8°

8° o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:4

P

M

S-101.1

STRUCTURAL FOUNDATION PLAN PHASE 1

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" B3

FOUNDATION PLAN - PHASE 1

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

B31

B3

B32 P1

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

1 SEE CIVIL SHEETS FOR SITE WORK, WIDENED SIDEWALKS NOT

INCLUDED IN BASE BID, SEE ADD ALTERNATE 2 SHEETS

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

UP

'-0

W

X

4344454647

Z

HSS8X

8X

5/8

HSS8X8X5/8

HSS8X8X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS10X10X5/8

W.0

40.9

21'-0" 12'-6" 23'-0" 23'-0" 6'-0"

B3

B24

X.0

9' - 0"

TO GRID 49

42.8

'-0

HSS8X8X5/8

HSS8X8X5/8

P H

A S

E

S E

E S

H E

E T

S -1

.1

P H

A S

E

S E

E S

H E

E T

S -1

.3

B36

TEMPORARY/ADD ALTERNATE CANOPY

SEE SHEET S-101.5

DP1

DP1 DP1

DP1

DP1

DP1

DP1

DP1 DP1

DP1 DP1

DP1

DP3

DP3

DP3 DP3

DP3

DP3

DP3

DP3

13'-7 3/4"

DP3

DP3

DP3

DP3

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

DP1

DP1

DP1

DP1

10'-7" 9'-0"

13'-0"

9'-0" 11'-0"

9'-0" 11'-0"

9'-0" 8'-0"

12'-0"

HSS8X8X5/8

4'-7" 26'-0"

Y

7.9

8°

42.1

42.1

6' -4

8°

9'-3" 3'-3"

'-0

2 2 2 2

TYP.

D5

S-501

TYP.

F5

S-501

Z.0

Y.0 o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:5

P

M

S-101.2

STRUCTURAL FOUNDATION PLAN PHASE 2

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" B3

FOUNDATION PLAN - PHASE 2

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

P2 B31

B3

B32

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

1 SEE CIVIL AND ARCHITECTURAL SITE SHEETS FOR SITE WORK,

WIDENED SIDEWALKS NOT INCLUDED IN BASE BID, SEE ADD

ALTERNATE 2 SHEETS

2 SOLDIER PROFILE COLUMN ENCLOSURE TO BE CONSTRUCTED IN

(F) PHASE AFTER REMOVAL OF (E) BLDG 3

3 (N) STONE VENEER SEAT WALL, ADD ALTERNATE NO. 2 WIDENED

SIDEWALK, WITH ROUNDED CAP STONE, WHEN BOTH SIDES OF

THE WALL ARE VISABLE THE WALL WILL HAVE A STONE VENEER

ON EACH SIDE, (N) WALL IS SET TO GRADE FOR THE LENGTH OF

THE WALL, SEE F1/A-502.

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

8'-9"

12'-0"

Z

AA

AA

BB

BB

57 50

FF

HH

B3

MATCHLINE

P H

A S

E

S E

E S

H E

E T

S -1

.2

T5

P H

A S

E

S

E E

S H

E E

T S

-1

.2

PHASE - 3

SEE SHEET S101.6

B

L O

A D

IN

G

D O

C K

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10

X10

X5/8

HSS10X10X5/8

HSS8X8X5/8

HSS10X10X5/8

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP3

DP1

DP1

DP1

DP1

HSS8X8X5/8

HSS8X8X5/8

CC

GG

DP2

DP2

HSS12X12X5/8

DP2

HSS12X12X5/8

DP2

HSS12X12X5/8

DP2

DP2

HSS12X12X5/8HSS12X12X5/8

17'-11"

11'-1"

22'-1"

11'-0" 10'-0"

18'-0"

16'-0"

19'-0"

20'-0"

19'-0"

12'-0" 7'-2"

19'-1"

B24

Y

58.9

58.1

57.5

57.2

49.9

'-0

8°

GG.1

FF.1

HH.1

HH.1

30°

HSS12X12X5/8

DD

8°

TYP.

D5

S-501TYP.

F5

S-501

12'-0"

58.5

Z.0

Y.0 o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:5

P

M

S-101.3

STRUCTURAL FOUNDATION PLAN PHASE 3

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" C6

FOUNDATION PLAN - PHASE 3

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

P3 B31

B3

B32

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

1 SEE CIVIL SHEETS FOR SITE WORK, WIDENED SIDEWALKS NOT

INCLUDED IN BASE BID, SEE ADD ALTERNATE 2 SHEETS

2 (E) RETAINING WALL TO REMAIN

3 (N) STONE VENEER SEAT WALL, ADD ALTERNATE NO. 2 WIDENED

SIDEWALK, WITH ROUNDED CAP STONE, WHEN BOTH SIDES OF

THE WALL ARE VISABLE THE WALL WILL HAVE A STONE VENEER

ON EACH SIDE, (N) WALL IS SET TO GRADE FOR THE LENGTH OF

THE WALL, SEE F1/A-502.

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

20'-0" 20'-0" 20'-0" 9'-4"

20'-0" 17'-0" 23'-0" 20'-0"

E

F

G

H

J

L

M

N

P

S

T

891011

2425262728

Q

R

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X

8X

5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

'-0

12'-0"

U

V

7'-3"

10'-1"12 '-0

DP1

HSS8X8X5/8

HSS8X8X5/8

DP1

HSS8X8X5/8

DP1

DP1

HSS8X8X5/8

DP1

DP1

HSS8X

8X

5/8

HSS8X

8X

5/8

DP1

DP1

DP1

DP1 DP1

DP1

DP1

DP1 DP1

DP1

DP1

DP1

DP1

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1 DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP1

DP3 DP3

DP3 DP3

DP3 DP3

DP3

HSS10X10X5/8

DP3

DP3 DP3

DP3 DP3

P H

A S

E

S E

E S

H E

E T

S -1

.6

PHASE 2

SEE SHEET S-101.2

PHASE 1

SEE SHEET S-101.1

'-0

B25B24

K

'-0

'-0

'-0

'-0

'-0

'-0

'-0

'-0

25'-0"

'-0

'-4

20'-0"

16'-4"

5' -7

6'-0"

8'-0"

6'-0"

14'-0"

6'-0"

14'-0"

8'-0"

12'-0"

'-6

'-6

T

O G

R

ID

E

DO NOT ENCROACH ON

STAINED CONCRETE

SLAB ON GRADE

HSS8X8X5/8

HSS8X8X5/8

DP1

DP1

3.9

7.9

5'-0"

8'-0"

7'-8"20'-0" 20'-0" 20'-0" 9'-4"

14'-10"

22.5°

6'-0"

11'-0"

5'-0" 20'-0"

8'-7" 12'-0"

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

HSS8X8X5/8

45°

22.5°

22.5° 22.5°

45.0°

45°

VV UU

WW

22.5°

12'-0"

XX

8' -0 o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

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-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:0

P

M

S-101.5

STRUCTURAL FOUNDATION PLAN ADD ALT

NO.1

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" F1

FOUNDATION PLAN - ADD ALT. PHASE 1

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

B31

B3

B32

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

1 SEE CIVIL SHEETS FOR SITE WORK, WIDENED SIDEWALKS NOT

INCLUDED IN BASE BID, SEE ADD ALTERNATE 2 SHEETS

2 EDGE OF ACID ETCHED CONCRETE. PROTECT IN PLACE

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

AA

BB

31U

V

B24

B1

PHASE 2

SEE SHEET S-101.2

PHASE 3

SEE SHEET S-101.3

A D

D A

L T

S

E E

S H

E E

T S

-1

.5

ADD ALTERNATE PHASE 1

SEE SHEET S-101.5

12'-0"

CC

HSS10X10X5/8

DP1

12'-0"1

B1 & B24 BREEZEWAY

58.9

DD

8°

8°

C1

S-505

12'-0"

V

IF6"

V

IF

'-0

V

IF

'-4

V

IF

'-4

'-1

8'

-0

'-0

'-0

8°

HSS10X10X5/8

HSS10

X10

X5/8

HSS10X10X5/8

HSS10X10X5/8

HSS10X10X5/8

DP1

DP1

DP1

DP1

DP1

VIF

3'-9"

TYP.

D5

S-501

F3

S-505

F3

S-505

D7

S-505

D7

S-505

VV UU

16'-4"

12'-0"

'-0

45°

WW

XX

o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

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-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

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4/

/2

2:

:0

P

M

S-101.6

STRUCTURAL FOUNDATION PLAN - B1 & B24

BREEZEWAY

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" C4

FOUNDATION PLAN - PHASE 3

KEYNOTES

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

B31

B3

B32

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

1 SEE CIVIL AND ARCHITECTURAL SITE SHEETS FOR SITE WORK.

2 (N) STONE VENEER SEAT WALL, ADD ALTERNATE NO. 2 WIDENED

SIDEWALK, WITH ROUNDED CAP STONE, WHEN BOTH SIDES OF

THE WALL ARE VISABLE THE WALL WILL HAVE A STONE VENEER

ON EACH SIDE, (N) WALL IS SET TO GRADE FOR THE LENGTH OF

THE WALL, SEE F1/A-502.

3 APPROXIMATE LOCATION OF EXISTING UTILITY TUNNEL,

COORDINATE EXACT LOCATION WITH CIVIL UTILITY PLANS.

4 APPROXIMATE LOCATION OF B1 ENTRANCE VESTIBULE AND

EYEBROW (ABOVE). VERIFY EXACT LOCATION IN FIELD

HSS8X6X3/8 HSS8X6X3/8

HSS8X6X3/8

HSS8X6X3/8

HSS8X6X3/8

HSS8X6X1/4

HSS8X6X1/4 HSS8X6X1/4

H S

S

X

X

/4 H

S S

X

X

/4

HSS8X6X1/4 HSS8X6X1/4

HSS8X6X1/4

HSS8X6X3/8

H S

S

X

X

/4

H S

S

X

X

/4

A

B

C

D

E

B31

ADD ALTERNATE

SEE SHEET S-102.5

P H

A S

E

S E

E S

H E

E T

S -1

.2

ADD ALTERNATE NO. 1

SEE SHEET S-102.5

B22

HSS8X6X1/4

6'-3"B22A

B2

H S

S

X

X

/4

H S

S

X

X

/4

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X6X3/8

HSS6X6X3/8

120'-0"

Sim

S-102.2

F3

119'-11" 119'-11"

116'-0"

120'-0"

120'-0"

120'-0"

120'-0"

TYP

UNO

7.9

8°

3"X3" STEEL FRAME

WELDED TOGETHER -

ANCHORED TO PARAPET

OPEN VERTICAL

PIPE CHASE

S-504

F2

HSS8X6X1/4

H S

S

X

X

/4

F1

S-502

116'-6"

116'-6"

F

G

HSS6X4X1/2

HSS6X4X1/2 HSS6X4X1/2

HSS6X4X1/2

H S

S

X

X

/2

H S

S

X

X

/2

HSS6X4X1/2 HSS6X4X1/2

HSS10

X10

X5/8

HSS10

X10

X5/8

HSS10

X10

X5/8

HSS10

X10

X5/8

H S

S

X

X

/2

H S

S

X

X

/2

HSS6X4X1/2 HSS6X4X1/2

HSS6X4X1/2HSS6X4X1/2

H S

S

X

X

/8

H S

S

X

X

/8

(3) HSS6x4x1/2 FLAT AT

COLUMNS, MIDSPAN OF

BAY, EQ. SPACED

BETWEEN, TYP

HSS6x4x1/2 AT EACH

LEVEL OF SOFFIT, 3

TOTAL EACH SIDE, TYP

MAIN CANOPY

SUPPORT BEAMS

PER PLAN

STRUCTURAL STEEL

COLUMNS PER

FOUNDATION PLAN

'-0

12'-0"

E Q

E Q

E Q

E Q

B6

S-502

B5

S-502 o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:1

P

M

S-102.1

STRUCTURAL CANOPY ROOF FRAMING PLAN

PHASE 1

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" C4

CANOPY ROOF FRAMING PLAN - PHASE 1

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

B31

B3

B32 P1

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

ROOF FRAMING PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS SEE SHEETS S-001.

2. CANOPY ROOFS ARE PRE-ENGINEERED TRANSLUCENT PANELS. CONNECTIONS BETWEEN PANELS AND TO STRUCTURE ARE BY MANUFACTURER.

3. TOS FOR MAIN CANOPY BEAMS IS 16'-6" UNO. SEE SOFFIT DETAIL FOR HSS BEAM ELEVATIONS.

4. SEE ARCHITECTURAL DRAWINGS FOR ROOF CURVES AND SLOPES, EAVE DISTANCES, ROOF DRAINAGE.

1 CURVED TRANSLUCENT PANEL

2 UNISTRUT SOFFIT FOR MECHANICAL PIPING

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS.COM

ALTERNATE SOLUTIONS REQUIRE ENGINEERING

SUBMISSIONS TO BE DEVELOPED BY A LICENSED

CA SE IN CONJUNCTION WITH THE SELECTED

SYSTEM AND SUBMITTED TO THE VA/DOR FOR

APPROVAL. PRODUCTS AND SYSTEMS WITH AN

INFERIOR WARRANTY AND/OR PERFORMANCE

WILL NOT BE CONSIDERED. ALTERNATE

SYSTEMS THAT CHANGE THE STRUCTURAL

DESIGN OF THE CANOPY MUST BE SUBMITTED

WITH FULLY ENGINEERED STRUCTURAL

DRAWINGS AT THE TIME OF PRODUCT

SUBMISSION. WHEN RESIZING OF STRUCTURAL

ELEMENTS IMPACTS THE CHARACTER,

USEFULNESS, OR LIFESPAN OF THE DESIGN

SOLUTION IT SHALL RESULT IN A REJECTION OF

THE SUBMITTED ALTERNATE SYSTEMS.

STRUCTURAL STEEL IS DESIGNED FOR

ASSUMED HORIZONTAL THRUST FORCES FROM

TRANSLUCENT PANELS.

GENERAL SHEET NOTES

3/8" = 1'-0" C3

SOFFIT FRAMING WHERE COLUMNS EXCEED 20' SPACING

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4 HSS8X6X1/4 HSS8X6X1/4 HSS8X6X1/4 HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X3/8

HSS8X6X3/8

HSS8X6X1/4

HSS8X6X1/4 HSS8X6X1/4

M A

T C

H L

IN

E F

O R

C O

N T

I N U

A T

IO

N

S E

E

C

/S

-1

.1

D

E

W

X

4344454647

Z

W.0

40.9

X.0

42.8

W

X

W12X30

W12X30

W

X

2 1

D1

S-502

B3

B24

P H

A S

E

S E

E S

H E

E T

S -1

.1

P H

A S

E

S E

E S

H E

E T

S -1

.3

B36

D4

S-502

H S

S

X

X

/4

H S

S

X

X

/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

D1

S-502

S-102.2

F3

HSS8X6X1/4

HSS8X6X1/4

HSS8X6X1/4

K

120'-0"

120'-0"

120'-0"

120'-0"

Y

7.9

42.1

3' -0

3'

-0

8°

8°

8°F1

S-502

Z.0

Y.0

Z

(3) HSS6x4x1/2 FLAT AT

COLUMNS AND AT

MIDSPAN OF BAY, TYP

HSS6x4x1/2 AT EACH

LEVEL OF SOFFIT, 3

TOTAL EACH SIDE, TYP

MAIN CANOPY

SUPPORT BEAMS

PER PLAN

STRUCTURAL STEEL

COLUMNS PER

FOUNDATION PLAN

Y

B5

S-502 B6

S-502 o n e -e ig h th i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t th re e -e ig h th i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e -h a lf i n c h o n e f o o t th re e i n c h e s o n e f o o t

Drawing number

Drawn

Building Number

Location

Project Title

Date

Project Number

Checked by

Drawing Title

Approved : Project Director

1 2 3 4 5 6

F

E

D

C

B

A

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

PROJECT TEAM ARCHITECTS/ENGINEERS Office of Construction and Facilities Management

Department of Veterans Affairs

7 8 9

TRIPLE C - THE A-E GROUP

4401 ATLANTIC AVE. SUITE 200

LONG BEACH, CA 90807

CONTACT: DAVID POTTER

PHONE: 307 460-2054

ISSUED FOR CONSTRUCTION

BRIDGERS & PAXTON CONSULTING ENGINEERS, INC.

1839 S. ALMA SCHOOL ROAD, SUITE 300

MESA, AZ 85210

CONTACT: JOHN MONTANO

PHONE: 602 336-5415

UNITED STRUCTURAL DESIGN, LLC

720 W. COMMERCE AVE OR P.O. BOX 33245

GILBERT, AZ 85233 PHOENIX, AZ 85067

CONTACT: DAVID GRAPSAS

PHONE: 480 382-9768

B

IM

0-

-3

V A

F re sn o

C hi lle r

P la nt P

/5

-1

6-

V

A F re sn o C hi lle r P la nt

-O P

T 4A

.rv t

4/

/2

2:

:2

P

M

S-102.2

STRUCTURAL CANOPY ROOF FRAMING PLAN

PHASE 2

M. PERKINS R. POWELL02/07/2018

570-16-302DESIGN EXPANDED CHILLED

WATER CAPACITY, PHASE 2

100% CONSTRUCTION DOCUMENTS

SUBMISSION

2615 E Clinton Ave, Fresno, CA 93703

1" = 10'-0" D3

CANOPY ROOF FRAMING PLAN - PHASE 2

N O R T H

F R E S N O

S T R E E T

EAST HARVARD AVENUE

N O R T H

A N G U S

S T R E E T

EAST CLINTON AVENUE

TANK

O2

TANK

O2

KEY PLAN

P2 B31

B3

B32

B24

B25

B2

B22A

B1

OPC

B27

B34

B

B19& B19A

KEYNOTES

NORTH

ROOF FRAMING PLAN NOTES:

1. FOR STRUCTURAL GENERAL NOTES AND ABBREVIATIONS SEE SHEETS S-001.

2. CANOPY ROOFS ARE PRE-ENGINEERED TRANSLUCENT PANELS. CONNECTIONS BETWEEN PANELS AND TO STRUCTURE ARE BY MANUFACTURER.

3. TOS FOR MAIN CANOPY BEAMS IS 16'-6". SEE SOFFIT DETAIL FOR HSS BEAM ELEVATIONS.

4. SEE ARCHITECTURAL DRAWINGS FOR ROOF CURVES AND SLOPES, EAVE DISTANCES, ROOF DRAINAGE.

1 CURVED TRANSLUCENT PANEL

2 UNISTRUT SOFFIT FOR MECHANICAL PIPING

3 1-1/2" x 20 GA TYPE "B" GALVANIZED ROOF DECK. ATTACH ROOF

DECK TO FRAMING WITH 5/8" DIAMETER PUDDLE WELDS IN 36/7

PATTERN. ATTACH SIDELAPS W/ #10 SELF TAPPING SCREWS, 5

PER SPAN. MINIMUM 3 SPAN CONDITION.

4 SPLICE FPR PHASE 3

SEE S-001 FOR GENERAL STRUCTURAL NOTES

THE CANOPY ROOF GLAZING BASIS OF DESIGN

IS CPI, 12 MM CUSTOM STRUCTURAL LOW RISE

VAULT. HTTP://WWW.CPIDAYLIGHTING.COM

CONTACT: KATIA GRIGGS, SUSTAINABLE

ARCHITECTURAL ENVELOPE SOLUTIONS,

GRIGGS SYSTEMS, INC 617 VETERANS BLVD

SUITE 215, REDWOOD CITY, CA 94062 PH.

650.257.3985 CELL 650.430.4840

KATIA@GRIGGSSYTEMS.COM

WWW.GRIGGSSYSTEMS…