570-19-701-TMM2115-100 Drawings-Full Set 3-31-23.pdf

CONSTRUCT PHOTOVOLTAIC SYSTEM

PROJECT NUMBER: 570-19-701

FRESNO, CALIFORNIA

2615 E. CLINTON AVENUE

INDEX OF DRAWINGS

100% CONSTRUCTION DOCUMENT

COVER SHEET

G001

Project Number

Building Number(s)

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

100% CONSTRUCTION

DOCUMENT

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ ENGINEER OF RECORD STAMPLEAD ARCHITECT/ PROJECT MANAGER

321 4 5 6 7 8 9 10

CONSTRUCT PHOTOVOLTAIC

SYSTEM

2615 E. Clinton Ave. Fresno, CA

570-19-701

Project Director

March 22, 2023 TCS AWRevisions: Date:

27 & 28

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PCF

P.H.

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SC

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

W/

WP

WT

WWR

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

HORIZ

HSA

HSB

JT

K, KIP

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

POUNDS PER CUBIC FOOT

PENTHOUSE

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

1. ALL WORK SHALL COMPLY WITH THE FEDERAL GOVERMENT AND REQUIREMENTS OF THE

US DEPARTMENT OF VETERAN AFFAIRS,LATEST EDITION, AND ALL OTHER LOCAL OR

STATE AGENCIES HAVING JURISDICTION ON THIS PROJECT.

2. NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THE

ENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,

SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,

DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,

METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,

SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIR

PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY

CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION

WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR IS

SOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’S

CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’S

GENERAL LIABILITY INSURANCE POLICY.

3. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION

OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF

CONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN

CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE

OWNER OR ARCHITECT.

4. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

5. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT

OF NEW WORK.

6. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

7. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

8. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

9. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

10. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DOES NOT IN ANY

WAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

11. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ELECTRICAL WITH

APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS SHOWN FOR

DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR GENERAL

INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

12. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

13. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

BID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTING

CONDITIONS.

14. SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

15. SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

16. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS DATED 08/11/2014 BY "BROOKS-RANSOM ASSOCIATES" FOR BUILDING 27

AND DATED 02/27/2019 BY "DEGENKOLB ENGINEERS" FOR BUILDING 28.

B. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM FIELD TAKE-OFF

BY IMEG AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

C. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS

GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO VERIFY EXISTING

INFORMATION, DIMENSIONS AND SIZES AS REQUIRED TO COMPLETE THEIR WORK.

WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE

REPORTED TO THE ARCHITECT OR STRUCTURAL ENGINEER SO PROPER

CLARIFICATION MAY BE MADE. MODIFICATION OF CONSTRUCTION DETAILS SHALL NOT

BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL

ENGINEER.

17. EXISTING BUILDING MATERIAL PROPERTIES (PER AS BUILT):

A. CONCRETE ON METAL DECK STRENGTH:

4000 PSI (LIGHT WEIGHT CONCRETE) AT BUILDING 28 LOW ROOF.

3000 PSI (NORMAL WEIGHT CONCRETE) AT BUILDING 27 ROOF.

GENERAL

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2018

ASCE/SEI 7-16

ACI 318-14

AISC 360-16

AISC 341-16, INCLUDING SUPPLEMENTS

AWS D1.1

AISI S100

2. RISK CATEGORY III

3. SEISMIC:

SEISMIC DESIGN CATEGORY N/A

IMPORTANCE FACTOR 1.25

SOIL CLASSIFICATION D (DEFAULT)

SS 0.584 g S1 0.227 g Sds 0.519 g Sd1 N/A

SEISMIC FORCE RESISTING SYSTEM SEISMIC COEFFICIENTS FOR

OTHER MECHANICAL OR ELECTRICAL

COMPONENTS

Rp 1.5 ap 1

ΩO 2

4. WIND:

BASIC WIND SPEED 101 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS B

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE

5. LIVE LOADS:

TYPICAL ROOF 20 PSF (REDUCIBLE)

DESIGN CRITERIA AND LOADS

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS.

ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY

AND CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY

AND CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH

MANUFACTURER’S WRITTEN INSTRUCTIONS. BELOW SUMMARIZES EACH ANCHOR

TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

EXPANSION ANCHORS

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR

ASTM A193 GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO

COMPONENT STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW

MASONRY, A SCREEN TUBE SHALL BE PROVIDED.

4. CRACKED CONCRETE REPRESENTS ALL CONCRETE FOR PROJECTS LOCATED IN

SEISMIC DESIGN CATEGORY C OR HIGHER, TENSILE ZONES SUCH AS BOTTOMS OF

BEAMS AND SLABS, OR WHERE NOTED ON THE DRAWINGS.

STRUCTURAL TESTS AND INSPECTION

1. UNLESS NOTED, MATERIALS SHALL CONFORM AND TESTS AND INSPECTIONS

SHALL BE PERFORMED BY THE INSPECTION AGENCY AND/OR THE JOB INSPECTOR

WHO IS APPROVED BY, THE ARCHITECT AND THE STRUCTURAL ENGINEER.

CONTINUOUS AND PERIODIC TESTING AND INSPECTION SHALL CONFORM TO CBC

CHAPTER 17 AND TO TITLE 24, AND AS FOLLOWS:

STEEL - STATE CHAPTER 22

MATERIALS:

a) STRUCTURAL STEEL, COLD FORMED

STEEL 2202A.1, 2203A, 2204A, 2206A

b) MATERIAL IDENTIFICATION 2202A.2

c) STEEL DECK 2204A.2

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

UNCRACKED

CONCRETE

HILTI KWIK BOLT 3 [ESR-2302]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

CRACKED

CONCRETE

HILTI KWIK BOLT TZ [ESR-1917]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 200 [ESR-3187]

1. WORK SHOWN IS NEW UNLESS NOTED AS EXISTING: (E).

2. EXISTING CONSTRUCTION SHOWN ON THESE DRAWINGS WAS OBTAINED FROM

EXISTING CONSTRUCTION DOCUMENTS AND SITE INVESTIGATION AND CAN BE USED

FOR BIDDING PURPOSES. THE CONTRACTOR SHALL VERIFY ALL EXISTING JOB

CONDITIONS, REVIEW ALL DRAWINGS AND VERIFY DIMENSIONS PRIOR TO

CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL

DISCREPANCIES AND EXCEPTIONS BEFORE PROCEEDING WITH THE WORK.

DRAWINGS FOR THE EXISTING CONSTRUCTION ARE AVAILABLE FOR REVIEW.

3. THE REMOVAL, CUTTING, DRILLING, ETC. OF EXISTING WORK SHALL BE PERFORMED

WITH GREAT CARE AND SMALL TOOLS IN ORDER NOT TO JEOPARDIZE THE

STRUCTURAL INTEGRITY OF THE BUILDING. IF STRUCTURAL MEMBERS OR

MECHANICAL, ELECTRICAL, OR ARCHITECTURAL FEATURES NOT INDICATED FOR

REMOVAL INTERFERE WITH THE NEW WORK, THE ARCHITECT SHALL BE IMMEDIATELY

NOTIFIED AND PRIOR APPROVAL SHALL BE OBTAINED BEFORE REMOVAL OF

MEMBERS.

4. PRIOR TO CORING OR SAWING EXISTING CONCRETE WALLS AND SLABS FOR NEW

PENETRATIONS, CONTRACTOR SHALL LOCATE EXISTING REINFORCING IN CONCRETE

USING A NONDESTRUCTIVE METHOD. THE CONTRACTOR SHALL NOTIFY THE

ARCHITECT AND SER OF NEW PENETRATION LOCATIONS IN CONFLICT WITH EXISTING

REINFORCING. DO NOT CUT EXISTING REINFORCING WITHOUT PRIOR APPROVAL BY

THE ARCHITECT AND STRUCTURAL ENGINEER ON RECORD.

5. THE CONTRACTOR SHALL SAFELY SHORE EXISTING CONSTRUCTION WHEREVER

EXISTING SUPPORTS ARE REMOVED TO ALLOW THE INSTALLATION OF THE NEW

WORK. ALL SHORING METHODS AND SEQUENCING OF DEMOLITION SHALL BE

SPECIFIED BY A LICENSED STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE

THIS PROJECT IS LOCATED, TO BE RETAINED BY THE CONTRACTOR. SEE

SPECIFICATIONS FOR DETAILED REQUIREMENTS.

6. THE CONTRACTOR SHALL PERFORM THE WORK WITH A MINIMUM OF INCONVENIENCE

TO THE OWNER AND SO AS NOT TO INTERRUPT THE DAY TO DAY WORK OPERATIONS.

THE CONTRACTOR SHALL ENSURE SAFE PASSAGE OF PERSONS AROUND AREAS OF

CONSTRUCTION AND SHALL CONDUCT OPERATIONS TO PREVENT DAMAGE OR HARM

TO THE FACILITIES AND PEOPLE. COORDINATE ALL OPERATIONS WITH THE OWNER OR

HIS AGENT.

7. THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING UTILITIES BEFORE

BEGINNING WORK. SPECIAL CARE SHALL BE TAKEN TO PROTECT UTILITIES THAT ARE

TO REMAIN IN SERVICE DURING CONSTRUCTION.

8. THE CONTRACTOR SHALL PROMPTLY REPAIR DAMAGE CAUSED DURING OPERATIONS

WITH SIMILAR MATERIALS AND WORKMANSHIP.

9. ALL REMOVED ITEMS, MATERIALS AND DEBRIS, UNLESS OTHERWISE NOTED, SHALL

BECOME THE PROPERTY OF THE DEMOLITION CONTRACTOR AND SHALL BE REMOVED

PROMPTLY FROM THE SITE AND DISPOSED OF IN A LEGAL MANNER.

EXISTING CONSTRUCTIONS

DEMOLITION

1. ALL DEMOLITION SHALL BE CARRIED OUT IN SUCH A WAY AS TO NOT DAMAGE

EXISTING ELEMENTS WHICH ARE TO REMAIN.

2. ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING

DEMOLITION WORK SHALL BE REPLACED AT NO ADDED COST. EXISTING

ELEMENTS ARE TO BE PROTECTED TO THE FULLEST EXTENT POSSIBLE TO

REDUCE SUCH DAMAGE TO A MINIMUM.

COLD-FORMED STEEL FRAMING (CFSF) SYSTEM

1. COLD-FORMED STRUCTURAL STUDS SHALL CONFORM TO THE FOLLOWING

STANDARDS:

ROLLED SECTIONS, CONNECTION MATERIAL, AND STIFFENER PLATES

18 GAUGE AND THINNER ASTM A653, GR 33 Fy = 33 KSI 16 GAUGE AND THICKER ASTM A653, GR 50 Fy = 50 KSI

CONNECTION MATERIAL >3/16" ASTM A36 Fy = 36 KSI ANCHOR RODS ASTM F1554, GR 36 Fy = 36 KSI BOLTS ASTM A307 Fv = 10 KSI

HOT-DIP COATING ASTM A924, G60

ELECTRO-PLATE COATING ASTM A591

ALUMINUM-ZINC COATING ASTM A792, GR 40

INSTALLATION ASTM C955 AND ASTM C1007

ELECTRODES FOR ARC WELDING AWS 5.1, E60XX

2. STRUCTURAL CFSF IS PERFORMANCE SPECIFIED. DESIGN INFORMATION

INCLUDED IN THESE DOCUMENTS IS TO BE CONSIDERED A GUIDELINE FOR

BIDDING PURPOSES ONLY. STUD DEPTH IS REQUIRED TO MEET THOSE INDICATED

ON THE PLANS. CONNECTION DETAILS ARE ONLY AN INDICATION OF SUGGESTED

SUPPORT AND SLIP JOINT ORIENTATION. GAUGE, SECTION, MATERIAL, BRACING,

CONNECTIONS, STIFFENERS, AND SIMILAR DETAILS ARE THE RESPONSIBILITY OF

THE MANUFACTURER BASED ON LOADS GIVEN ON THE PLANS AND

SPECIFICATIONS.

3. PROVIDE TRACKS, BLOCKING, HEADERS, CLIP ANGLES, BRIDGING, SHOES,

REINFORCEMENTS, FASTENERS AND ACCESSORIES TO PROVIDE A COMPLETE

METAL FRAME SYSTEM IN ACCORDANCE WITH MANUFACTURER’S

RECOMMENDATIONS.

4. UNLESS OTHERWISE NOTED, ATTACH MATERIALS BY BOLTING OR SCREW

FASTENERS.

A. SCREW CONNECTIONS:

1) SCREWS LARGER THAN SPECIFIED MAY BE USED, PROVIDED THE

MINIMUM SPACING AND EDGE DISTANCE REQUIREMENTS ARE MET.

2) SCREWS SHALL BE FULLY DRIVEN AND HAVE A MINIMUM PENETRATION

OF THREE THREADS THROUGH THE LAST MATERIAL JOINED.

3) SCREWS SHALL HAVE A PROTECTIVE COATING COMPLYING WITH

RECOGNIZED DESIGN STANDARDS FOR THE PROJECT ENVIRONMENTAL

CONDITIONS.

B. BOLT CONNECTIONS:

1) BOLTS SHALL MEET OR EXCEED THE REQUIREMENTS OF ASTM A307 AND

SHALL BE INSTALLED WITH NUTS AND WASHERS AT SPACING PER

RECOGNIZED DESIGN STANDARD.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE

PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI 308.1, ACI 318 AND SP-066, UNO.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

LIGHTWEIGHT AGGREGATE ASTM C330

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER-REDUCING ADMIXTURE ASTM C494

3. CONCRETE STRENGTHS SHALL CONFORM TO:

4. LIGHTWEIGHT CONCRETE SHALL HAVE A DRY DENSITY OF 107-116 PCF.

5. DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAY

STRENGTH OF 7000 PSI.

6. GROUT SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH A

MINIMUM 28-DAY STRENGTH OF 7000 PSI.

7. SANDBLAST ALL EXISTING CONCRETE SURFACES OLDER THAN 28 DAYS AGAINST

WHICH CONCRETE IS TO BE PLACED, UNLESS DIRECTED OTHERWISE IN WRITING

BY THE STRUCTURAL ENGINEER.

8. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH

CONCRETE BEFORE PLACING. SECURE SUCH SLEEVES TO PREVENT MOVEMENT

DURING PLACING OPERATIONS. REFER TO MECHANICAL AND ELECTRICAL

DRAWINGS FOR LOCATIONS OF PENETRATIONS.

9. CORE DRILLING CONCRETE IS NOT PERMITTED UNLESS NOTED OTHERWISE OR

APPROVED IN WRITING BY THE ARCHITECT. NOTIFY THE ARCHITECT IN ADVANCE

OF CONDITIONS NOT SHOWN ON THE DRAWINGS.

10. CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLE

FOR EMBEDMENT IN CONCRETE.

11. THE OUTSIDE DIAMETER OF EMBEDDED CONDUIT OR PIPE SHALL NOT EXCEED 1/3

OF THE STRUCTURAL SLAB THICKNESS, INCLUDING AT CROSS-OVERS, AND SHALL

BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING WITH A MINIMUM 3”

CLEAR COVER. CONDUIT OR PIPE RUNNING PARALLEL TO EACH OTHER SHALL BE

SPACED AT LEAST 8” APART AND NO MORE THAN 2 RUNS STACKED VERTICALLY IN

THE SLAB. CONDUIT OR PIPE SHALL NOT BE EMBEDDED IN SLAB THICKNESSES

LESS THAN 6 INCHES.

12. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETE

WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.

13. NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TO

PREVENT ALUMINUM-CONCRETE REACTION.

14. WATERSTOPS SHALL BE A FLEXIBLE BENTONITE PVC PRODUCT. ACCEPTABLE

PRODUCTS INCLUDE: CETCO WATERSTOP-RX AND GREENSTREAK SWELLSTOP

WESTEC BARRIER TECHNOLOGIES TPE-R WATERSTOP AND GREENSTREAK PVC

WATERSTOP.

15. SLOPE SLABS TO DRAINS OR FOR POSITIVE DRAINAGE IF NO DRAINS ARE

PRESENT, AND PROVIDE DEPRESSIONS WHERE SHOWN ON THE STRUCTURAL

AND/OR ARCHITECTURAL DRAWINGS, WITHOUT REDUCING THE THICKNESS OF

SLAB INDICATED. FOR SLAB-ON-GRADE DEPRESSIONS GREATER THAN 1 INCH,

REFER TO DETAILS FOR ADDITIONAL REINFORCING.

16. INTERNALLY VIBRATE ALL CAST-IN-PLACE CONCRETE EXCEPT SLABS-ON-GRADE

WHICH NEED ONLY BE VIBRATED AROUND UNDER FLOOR DUCTS AND OTHER

EMBEDDED ITEMS. VIBRATE TOPS OF COLUMNS.

17. CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.

18. CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7

DAYS. FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS OR

MAY BE STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURING

COMPOUND.

19. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TO

ALL POURS.

20. THE DESIGN AND ENGINEERING OF FORMWORK, AS WELL AS ITS CONSTRUCTION,

SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMS SHALL BE

DESIGNED TO HAVE SUFFICIENT STRENGTH TO SAFELY WITHSTAND THE LOADS

RESULTING FROM PLACEMENT AND VIBRATION OF THE CONCRETE, AND SHALL

ALSO BE DESIGNED FOR SUFFICIENT RIGIDITY TO MAINTAIN SPECIFIED

TOLERANCES. CONTRACTOR SHALL SUBMIT DETAILED FORMWORK SHOP

DRAWINGS TO THE ARCHITECT TO BE REVIEWED FOR GENERAL COMPLIANCE

WITH THE DESIGN CONCEPT ONLY.

21. THE STRUCTURAL STEEL FRAME WILL DEFLECT WHILE CONCRETE IS BEING

PLACED. THIS WILL RESULT IN THE NEED TO ADJUST SCREEDS AFTER CONCRETE

HAS BEEN PLACED TO PRODUCE A LEVEL SURFACE. ADDITIONAL CONCRETE WILL

BE REQUIRED, AND IS ANTICIPATED, AT NO EXTRA COST.

22. THE CONCRETE CONTRACTOR SHALL FURNISH MIX DESIGN SHOP DRAWINGS FOR

REVIEW.

23. GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION AND

HEIGHT OF MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECK

AND SLAB-ON-GRADE.

INTENDED USE

EQUIPMENT PAD

28-DAY STRENGTH

(PSI)

MAX W/C

RATIO

A/E SLUMP

UNLESS NOTED OTHERWISE

0.5

0.45

4-7%

5-8%

5"

1"-4"

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH

THE AMERICAN CONCRETE INSTITUTE “ACI DETAILING MANUAL” (SP-066) EXCEPT AS

OTHERWISE SHOWN, NOTED OR SPECIFIED.

2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR60 Fy = 60 KSI DEFORMED BARS IN SFRS ASTM A706, GR 60 Fy = 60 KSI WELDED WIRE REINFORCING ASTM A1064 Fy = 65 KSI EPOXY-COATED BARS ASTM A775 Fy = 60 KSI GALVANIZED-COATED BARS ASTM A767 Fy = 60 KSI STEEL WIRE ASTM A1064 Fy = 60 KSI

3. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE

OUTERMOST REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS, JOISTS AND WALLS WITH #14 AND #18 BARS 1 1/2"

SLABS, JOISTS AND WALLS WITH #11 BARS OR SMALLER 3/4"

BEAMS, COLUMNS, PEDESTALS AND TENSION TIES 1 1/2"

4. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL

SPLICES SHALL BE CLASS 'B' AS DEFINED IN ACI 318.

5. ALL REINFORCING IN CONCRETE USED FOR THE CONTAINMENT OF WATER SHALL

BE HOT-DIP GALVANIZED OR EPOXY-COATED.

6. USE LOW HYDROGEN ELECTRODES, GRADE E-90, FOR WELDING OF REINFORCING

BARS.

7. PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPS IN

CONCRETE SLABS AND BEAMS. ANCHOR BOLTS, DOWELS, REINFORCING STEEL,

INSERTS, ETC., SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE.

CONCRETE BLOCKS SHALL ONLY BE USED TO SUPPORT REINFORCING OFF GRADE.

8. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED

IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO.

9. SUPPORTS FOR COATED REINFORCEMENT SHALL HAVE CLASS 1 PROTECTION AS

DEFINED IN THE CRSI MANUAL OF STANDARD PRACTICE, UNO.

10. CONTINUOUS REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS AND

DIRECTLY OVER THE SUPPORT FOR BOTTOM BARS.

11. ALL WELDED WIRE REINFORCING (WWR) SHALL BE LAPPED 2 PANELS AT EDGES

AND ENDS.

12. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME

GRADE, SIZE AND SPACING OR NUMBER AS THE VERTICAL REINFORCING,

RESPECTIVELY, UNO.

13. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS IS NOT

ACCEPTABLE.

14. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION

SHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OF BARS

FOR BENDING IS NOT PERMITTED.

15. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS

INDICATED ON THE DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER.

16. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCING

STEEL. INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW

ARRANGEMENT OF REINFORCEMENT. STRUCTURAL ENGINEER’S REVIEW WILL BE

FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES.

R E G

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No. 4588 Exp. 06-30-23

S

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H M.

Phase Project Title

Date

Location

Checked

Building Number(s)

Project Number

Drawing Number

Drawn

LEAD ARCHITECT/ PROJECT MANAGER: ARCHITECT/ENGINEERS:

Office of

Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Drawing Title

Approved:

555 S. FLOWER STREET

STE.750

LOS ANGELES, CA 90071

590 MEANS STREET NW

STE. 200

ATLANTA, GA 30318

STAMP

U.S. Department of Veterans Affairs

/2

/2

:0 :0

P

M

2615 E. Clinton Ave. Fresno, CA

CONSTRUCT PHOTO VOLTAIC

SYSTEM

S-001 SBD RPKMarch 22, 2023

570-19-701

27 & 28

C O

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-7

100% CONSTRUCTION

DOCUMENT

CC

GENERAL NOTES

STRUCTURAL SHEET INDEX

SHEET NUMBER SHEET NAME

S-001 GENERAL NOTES

S-101 STRUCTURAL ROOF PLAN-BUILDING 28 (CLC)

S-201 STRUCTURAL ROOF PLAN-BUILDING 27 (PRRC)

S-401 STRUCTURAL DETAILS

GRAND TOTAL: 4

Revision: Date

RWL RWL

RWL

EXISTING CLC

BUILDING 31

5.7 F.8

F.8

4.1

GG

F7 F7

F6 F6

FF

E7 E7

E E

D

4.9

C C

B B

A A

(E) H S S6x6x3/8

BE

LO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E) H S S6x6x3/8

BE

LO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E ) H

SS6x 6x

5/

BELO

W

(E) H S S6x6x3/8

BE

LO

W

(E ) H

SS6x 6x

5/

BELO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E ) H

SS7x 7x

1/

BELO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E ) H

SS7x 7x

1/

BELO

W

(E ) H

SS6x 6x

3/

BELO

W

(E ) H

SS8x 8x

5/

BELO

W

(E ) H

SS8x 8x

5/

BELO

W

(E ) H

SS8x 8x

5/

BELO

W

(E ) H

SS6x 6x

5/

BELO

W(E

) H SS6x

6x 5/

BELO

W

(E ) H

SS6x 6x

3/

BELO

W

(E) H SS7x7x1/2

BELO

W

(E ) H

SS6x 6x

5/

BELO

W

(E) H S S8x8x5/8

BE

LO

W

(E ) H

SS8x 8x

5/

BELO

W

(E ) H

SS6x 6x

3/

BELO

W

(E ) H

SS6x 6x

5/

BELO

W

(E) H S S8x8x5/8

BE

LO

W

(E ) H

SS6x 6x

3/

BELO

W

(E ) H

SS6x 6x

5/

BELO

W

(E ) H

SS8x 8x

5/

BELO

W

(E ) H

SS6x 6x

3/

BELO

W

(E ) H

SS6x 6x

5/

BELO

W

(E) 2 1/2" LWT CONC

OVER 3" METAL

DECK, VIF

(E) 2 1/2" LWT CONC

OVER 3" METAL

DECK, VIF

(E

) 2 1/2" LW

T C O N C

O

VER

3" M

ETAL

D E C

K, VIF

(E) 2 1/2" LWT CONC

OVER 3" METAL

DECK, VIF

(E

/2

L W

T C

O N

C O

V E

R

M

E T

A L D

E C

K V

IF

(E) W21x44

(E

W x

(E

W x

(E

W x

(E

W x

(E) W24x68

(E

W x

(E

W x

(E

W x

(E

W x

(E

W x

(E) W18x35

(E

W x

(E

W x

(E) W24x55

(E

W x

(E) W14x22

(E

W x

(E

W x

(E

W x

(E) W10x12 (E) W12x22

(E) W16x26

(E

W x

(E

W x

(E) W16x26

(E) W24x55

(E

W x

(E

W x

(E) W21x44

(E) W24x55

(E

W x

(E

W x

(E

W x

(E

W x

(E) W21x44

(E

W x

(E ) W x4

[1

6]

(E

W x

(E) W14x22

(E

W x

(E) W16x26

(E) W16x26

(E

W x

(E

W x

(E) W16x26

(E) W14x22

(E) W14x22

(E ) W x2

(E ) W x2

(E) W 16x26

(E

W x

(E

W x

(E

W x

(E) W21x44

(E) W16x26

(E) W18x35

(E) W18x35

(E

W x

(E

W x

(E) W14x22

(E) W14x22

(E) W21x44

(E) W14x22

(E) W21x44

(E) W24x68

(E) W18x35

(E) W16x26

(E) W21x44

(E) W16x26

(E) W16x26

(E) W14x22

(E) W16x26

(E

W x

(E

W x

(E

W x

(E) W16x26

(E) W16x26

(E) W16x26

(E) W16x26

(E) W21x44

(E) W14x22

(E) W14x22

(E) W16x26

(E) W18x35

(E) W14x22

(E

W x

(E) W14x22

(E) W16x26

(E

W x

(E) W14x22

(E) W14x22

(E) W21x44

(E

W x

(E) W16x26

(E) W16x40 [16]

(E) W 16x26

(E) W14x22 (E

W x

(E) W18x35

(E) W16x26

(E

W x

(E

W x

(E) W10x12

(E) W10x12

(E

W x

(E ) W x2

(E) W14x22

(E) W 14x22

(E ) W x4

(E) 1/2"

PLYWOOD SHTG

OVER 8"x16 GA

MTL STUDS @

16" OC TYP.

ABOVE

(E) 1/2"

PLYWOOD SHTG

OVER 8"x16 GA

MTL STUDS @

16" OC TYP.

ABOVE

(N) SOLAR PANEL. SEE

ELECTRICAL DWG. TYP.

SEE PLAN NOTE 6.

S-401

S-401

(E) PV PANELS, TYP

(N) INVERTER-3

SEE PLAN NOTE 5.

(N) INVERTER-2

SEE PLAN NOTE 5.

(N) INVERTER-1

SEE PLAN NOTE 5.

SIM

ROOF PLAN NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

SEE S-401 FOR SECTION AND DETAILS.

2. EXISTING FRAMING TO REMAIN IS SHOWN LIGHT

AND FADED.

3. S.A.D. FOR DIMENSIONS, ELEVATIONS, SLOPES,

CURBS, STEPS & PADS NOT NOTED ON PLAN.

4. CONTRACTOR SHALL VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS AND NOTIFY

STRUCTURAL ENGINEER OF ANY DISCREPANCIES

PRIOR TO CONSTRUCTION.

5. MAX AREA OF EACH INVERTER PAD TO BE 16SF.

SEE ELECTRICAL DRAWINGS FOR SPECIFIC SIZE

AND LOCATION. SEE DETAIL FOR

ANCHORAGE.

6. ALL NEW PV PANELS OCCUR AT (E) METAL STUD

ROOFING ABOVE.

3/S-401

R E G

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PRO

FESSIONAL

ENG

IN

E E R

S

TATE

CAL I

FO

R N

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OF

C R A

IG

C AMBERL

A I N

No. 4588 Exp. 06-30-23

S

TRUCTUR

AL

H M.

KEY PLAN

Phase Project Title

Date

Location

Checked

Building Number(s)

Project Number

Drawing Number

Drawn

LEAD ARCHITECT/ PROJECT MANAGER: ARCHITECT/ENGINEERS:

Office of

Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Drawing Title

Approved:

555 S. FLOWER STREET

STE.750

LOS ANGELES, CA 90071

590 MEANS STREET NW

STE. 200

ATLANTA, GA 30318

STAMP

U.S. Department of Veterans Affairs

/2

/2

:0 :0

P

M

2615 E. Clinton Ave. Fresno, CA

CONSTRUCT PHOTO VOLTAIC

SYSTEM

S-101 SBD RPKMarch 22, 2023

570-19-701

27 & 28

C O

N S

T R

U C

T P

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100% CONSTRUCTION

DOCUMENT

CC

STRUCTURAL ROOF PLAN-BUILDING 28

(CLC)

N O R

HT

1/8" = 1'-0"

STRUCTURAL LOW ROOF PLAN - BLDG 28 (COMMUNITY

LIVING CENTER)

MECH. UNIT MAX

(E) WIEGHT = 3000#

MECH. UNIT MAX

(E) WIEGHT = 330#

TYPICAL

T Y

P

IC

A L

6.4

6.4

7A

7A

A A

B B

C.2C.2

C.3C.3

C.6C.6

A.1A.1

D

(E) H

SS

5x5x5/16

BE

LO

W

(E ) H

SS5x 5x

5/

BELO

W

(E) W 14x68

BE

LO

W

(E ) W x6

BELO

W

(E ) W

X68

BELO

W

(E) W 10x39

BE

LO

W

(E) W 10x45

BE

LO

W

(E) W

10x49

BE

LO

W

(E) W 14x68

BE

LO

W

(E) W 14x68

BE

LO

W

(E) W 14x68

BE

LO

W

(E) W 14x68

BE

LO

W (E ) W x8

BELO

W

(E) W 14x74

BE

LO

W (E ) W x8

BELO

W

(E) H

SS

6x6x5/16

BE

LO

W

(E ) H

SS5x 5x

5/

BELO

W

(E ) H

SS5x 5x

5/

BELO

W

(E) W 10x45

BE

LO

W

(E) W 14x74

BE

LO

W

(E) W 10x49

BE

LO

W

(E) W 10x39

BE

LO

W

(E) W 14x68

BE

LO

W

(E) W 14x68

BE

LO

W

(E) 3 1/4" LWT CONC

OVER 2" METAL

DECK, VIF

(E) W12x14 (10)

(E) W16x31 (10)

(E) W12x14 (10)

(E) W12x14 (10)

(E) W12x14 (10)

(E) W12x14 (10)

(E) W16x31 (12)

(E) W16x31 (14)

(E

W x

(E

W x

(E

W x (3

(E) W14x22 (14)

(E) W12x14 (8)

(E

W x

(E

W x

(E) W12x14 (8) (E

W x (E

W x

(E) W16x31 (16) C=3/4"

(E

W x

(E) W12x14 (10)

(E

W x

(E) W12x14 (4)

(E

W x

(E) W14x22

(E) W12x14 (8)

(E) W14x22 (10)

(E) W16x31 (34)

(E

W x

(E) W12x14 (8)

(E) W12x14 (4)

(E) W12x14 (6)

(E) W16x31 (14)

(E) W14x22 (12) C=1"

(E) W14x22 (12) C=1"

(E) W14x22 (12) C=1"

(E) W16x31 (16)

(E) W16x31 (12)

(E

W x

(E

W x

(E

W x

(E) W12x14 (6)

(E) W12x14 (6)

(E) W16x31 (14)

(E) W14x22 (12) C=1"

(E) W12x30 (12) C=1"

(E) W14x22 (10) C=3/4"

(E) W16x31 (14)

(E) W12x14

(E

W x

(E

W x

(E) W12x14 (4)

(E) W18x35 (20)

(E

W x

(E) W14x22 (12) C=1"

(E

W x

(E) W16x31 (20)

(E) W12x14 (9)

(E) W12x14 (9)(E) W16x31 (16)

(E) W16x31 (12)

(E) W16x31 (16)

(E

W x

(E) W14x22 (12) C=1"

(E) W14x22 (12) C=1"

(E) W16x31 (20)

(E

W x

(E

W x

(E) W14x22 (10) C=3/4"

(E

W x

(E) W12x14

(E) W14x22 (12) C=1"

(E) W14x22 (12) C=3/4"

(E

W x 4 (E) W12x14 (9)

(E) W16x31 (16)

(E) W24x76 (20)

(E

W x

(E

W x

(E

W x 4(E) W16x31 (16)

(E) W14x22 (12) C=1"

(E) W14x22 (12) C=1"

(E) W16x31 (14)

(E) W24x76 (12)

(E

W x

(E

W x

(E

W x 4(E) W16x31 (14)

(E) W14x22 (10)

(E) W16x31 (18)

(E) W16x31 (16)

(E

W x

(E

W x

(E

W x 4 (E) W24x76 (16)

(E) W12x14 (4)

(E

W x

S-401

TYP

(N) SOLAR PANEL.

SEE ELECTRICAL

DWG. TYP.

(N) INVERTER-2

SEE PLAN NOTE 5.

(N) INVERTER-1

SEE PLAN NOTE 5.

(E) MECHANICAL SCREEN

(E) ROOF DRAIN, TYP

ROOF PLAN NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

SEE S-401 FOR SECTION AND DETAILS.

2. EXISTING FRAMING TO REMAIN IS SHOWN LIGHT

AND FADED.

3. S.A.D. FOR DIMENSIONS, ELEVATIONS, SLOPES,

CURBS, STEPS & PADS NOT NOTED ON PLAN.

4. CONTRACTOR SHALL VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS AND NOTIFY

STRUCTURAL ENGINEER OF ANY DISCREPANCIES

PRIOR TO CONSTRUCTION.

5. MAX AREA OF EACH INVERTER PAD TO BE 16SF.

SEE ELECTRICAL DRAWINGS FOR SPECIFIC SIZE

AND LOCATION. SEE DETAIL FOR

ANCHORAGE.

3/S-401

R E G

IS

TE

RE

D

PRO

FESSIONAL

ENG

IN

E E R

S

TATE

CAL I

FO

R N

IA

OF

C R A

IG

C AMBERL

A I N

No. 4588 Exp. 06-30-23

S

TRUCTUR

AL

H M.

KEY PLAN

Phase Project Title

Date

Location

Checked

Building Number(s)

Project Number

Drawing Number

Drawn

LEAD ARCHITECT/ PROJECT MANAGER: ARCHITECT/ENGINEERS:

Office of

Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Drawing Title

Approved:

555 S. FLOWER STREET

STE.750

LOS ANGELES, CA 90071

590 MEANS STREET NW

STE. 200

ATLANTA, GA 30318

STAMP

U.S. Department of Veterans Affairs

/2

/2

:0 :0

P

M

2615 E. Clinton Ave. Fresno, CA

CONSTRUCT PHOTO VOLTAIC

SYSTEM

S-201 SBD RPKMarch 22, 2023

570-19-701

27 & 28

C O

N S

T R

U C

T P

H O

T O

V O

L T

A

IC

S Y

S T

E M

-1

-7

100% CONSTRUCTION

DOCUMENT

CC

STRUCTURAL ROOF PLAN-BUILDING 27

(PRRC)

N O R

HT

1/8" = 1'-0"

STRUCTURAL ROOF PLAN - BLDG 27 (PSYCHOSOCIAL

REHAB RECOVERY AND HEALTH CARE FOR HOMELESS

VETERAN CENTER)

(E) STEEL BEAM

PER PLAN, TYP

(N) SIMPSON 3/8'' Ø CS STRONG-BOLT 2, TYP

4 ANCHORS EA LONG SIDE.

W/1 7/8" MIN EMBED INTO CONCRETE OR PER

MANUF DRAWINGS.

(E) LWC ON METAL DECK, VIF

TYP. MOUNTING RAIL BY MANUF.

ANY DISCREPANCIES FROM THE

DETAIL SHOULD BE BROUGHT TO

THE ATTENTION OF THE

ENGINEER FOR REVIEW AND

APPROVAL.

TYP. MODULE FRAME

BY MANUF. SEE NOTE 1.

V

IF

/4

V

IF2

NOTES:

1. MANUFACTURER TO PROVIDE MODULE FRAME TO MOUNTING RAIL

CONNECTION.

2. GC TO VERIFY AND LOCATE EXISTING REBAR IN THE METAL DECK PRIOR

TO INSTALLING EPOXY DOWELS TO AVOID DAMAGE TO EXISTING REBAR.

SOLAR PANEL

SEE MEP DWGS

ROOF LEVEL

T.O. STEEL

ANCHOR PER SOLAR PANEL

MANUFACTURER.

PROVIDE MINIMUM #10SMS

AT 16" OC. BTWN SOLAR

PANEL MOUNTING RAIL AND

NEW METAL STUD

BLOCKING. ALSO, PROVIDE

MINIMUM 100MM STANDOFF

OF SOLAR PANELS TO

ROOF (200MM MAX)

(N) SOLAR PANEL

SEE MEP DWGS

ADD NEW FULL DEPTH 8"

BLOCKING AT SOLAR

SUPPORT LOCATIONS

SEE NOTE 2.

(E) 4"x16 GA MIN

@ 16" OC MAX

(E) MTL. STUD BRACES

PARALLEL TO RIDGE

PER SPEC.

(E) 6"x16 GA. MIN

@ 16" OC MAX

(E) CONC ON

MTL DECK

(E) 2"x16 GA STRAP AT

PLYWOOD JOINTS

(E) 8"x2"x16 GA MIN

@ 16" OC MAX

(E) 1/2" THK PLYWOOD

(E) WF BEAM PER PLAN, TYP

(E) CMU WALL, TYP

LOW ROOF LEVEL

T.O. STEEL

T.O. SOG

NOTES:

1. CONTRACTOR SHALL VERIFY ALL EXISTING ITEMS SHOWN IN THIS DETAIL IN FIELD AND NOTIFY

STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.

2. PROVIDE #10 SCREWS AT TOP AND BOTTOM FLANGES TO CONNECT W/ THE EXISTING FRAME.

INVERTER. SEE SHEET E402

(E) CONCRETE ON

METAL DECK, VIF

PROVIDE TYPICAL UNISTRUT POST BASE AS

REQUIRED. ANCHOR WITH SIMPSON (4) 3/8'' Ø

CS STRONG-BOLT 2 W/ 1 7/8'' MIN EMBED INTO

CONCRETE PER LEG.

(N) 6'' THK LIGHT WEIGHT CONCRETE PAD

W/ #4 @ 12"OC EW

P1000 UNISTRUT, TYP

6"

#4 @ 18" OC

EPOXY REBARS INTO

EXISTING SLAB (1" EMBED)

SEE NOTE 1.

NOTES:

1. GC TO VERIFY AND LOCATE EXISTING REBAR IN THE METAL DECK PRIOR TO

INSTALLING EPOXY DOWELS TO AVOID DAMAGE TO EXISTING REBAR.

2. AT BUILDING 27 INVERTER OCCURS AT ROOFTOP. AT BUILDING 28 INVERTER

OCCURS AT CONC FIILED METAL DECK BELOW METAL STUD ROOFING.

6"

(M A

X H

T

-F

T

H

P E

R E

L E

C T

R

IC

A L

3A

S-401

INVERTER. SEE ELEC. DWGS

6"

A

SECTION

6"

R E G

IS

TE

RE

D

PRO

FESSIONAL

ENG

IN

E E R

S

TATE

CAL I

FO

R N

IA

OF

C R A

IG

C AMBERL

A I N

No. 4588 Exp. 06-30-23

S

TRUCTUR

AL

H M.

Phase Project Title

Date

Location

Checked

Building Number(s)

Project Number

Drawing Number

Drawn

LEAD ARCHITECT/ PROJECT MANAGER: ARCHITECT/ENGINEERS:

Office of

Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Drawing Title

Approved:

555 S. FLOWER STREET

STE.750

LOS ANGELES, CA 90071

590 MEANS STREET NW

STE. 200

ATLANTA, GA 30318

STAMP

U.S. Department of Veterans Affairs

/2

/2

:0 :0

P

M

2615 E. Clinton Ave. Fresno, CA

CONSTRUCT PHOTO VOLTAIC

SYSTEM

S-401 SBD RPKMarch 22, 2023

570-19-701

27 & 28

C O

N S

T R

U C

T P

H O

T O

V O

L T

A

IC

S Y

S T

E M

-1

-7

100% CONSTRUCTION

DOCUMENT

CC

STRUCTURAL DETAILS

NO SCALE

TYPICAL SOLAR PANEL

ANCHORAGE DETAIL (BLDG-27)

2NO SCALE

TYPICAL SECTION AT BLDG-28

NO SCALE

TYPICAL INVERTER AT ROOFTOP

DETAIL AT BUILDING 27 AND 28