36C26118B0618-012.pdf

DESIGN CRITERIA

100SN002-1

CODES AND STANDARDS

2015 INTERNATIONAL BUILDING CODE (IBC)

ASCE 7-10

ACI 318-14

AISC 360-10, 341-10, 358-10

TMS 402-11/ACI 530-13/ASCE 5-11

TMS 602-08/ACI 530.1-08/ASCE 6-08

2012 NDS, 2008 SDPWS

VA H-18-8 SEISMIC DESIGN REQUIREMENTS

VERTICAL LOADS

SOILS VALUES

ALLOWABLE SOILS PRESSURE

DL 2500 PSF

DL + LL 2500 PSF

DL + LL + SEISMIC 3333 PSF

SPREAD FOOTING

MINIMUM DEPTH = 24"

MINIMUM WIDTH = 24"

ROOF LIVE LOAD = 20 PSF

FLOOR LIVE LOAD = 60 PSF

FLOOR PARTITION LIVE LOAD = 15 PSF

CORRIDORS = 80 PSF

LIVE LOADS ARE REDUCED WHERE

PERMITTED BY CODE.

LATERAL LOADS

SEISMIC:

SITE CLASS D

Ss = 0.5448 ; S = 0.4998 S = 0.261 ; S = 0.327 R = 6 ; I = 1.5 Ωo = 2.0 ; Cd = 5.0

I = 1.0 TYPICAL

I = 1.5 PER ASCE 7-10 SECT 13.1.3

RISK CATEGORY: IV

SEISMIC DESIGN CATEGORY: D

SEISMIC BASE SHEAR

= 208 KIPS

SEISMIC FORCE RESISTING SYSTEM:

SPECIAL CONCENTRIC BRACED FRAMES

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE

PROCEDURE

WIND:

V = 110 MPH

RISK CATEGORY: II

EXPOSURE CATEGORY: C

GCPI = ±0.18

4.

A.

B.

C.

P

P

DS

1 D1

E

ULT

1.

2.

3.

CONTINUOUS FOOTING

MINIMUM DEPTH = 18"

MINIMUM WIDTH = 18"

FOUNDATIONS

200SN001-1

ALL FOUNDATION WORK SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS REPORT # 73222.000 BY PBS ENGINEERING AND ENVIRONMENTAL, INC DATED DECEMBER 12, 2016 .FOUNDATIONS SHALL BEAR ON COMPACTED NATIVE SOIL OR ENGINEERED FILL PER THE SOILS REPORT

SEE NOTES AND DETAILS ON SHEET SS003 .

ALL FILLING, BACKFILLING AND COMPACTION SHALL BE DONE UNDER THE OBSERVATION OF A

REPRESENTATIVE OF THE SOILS ENGINEER AND MUST BE COMPACTED TO THE MINIMUM DENSITY

SPECIFIED IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE SOILS REPORT.

BUILDING PAD CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE SOILS REPORT. THE EXTENT AND DEPTH OF OVEREXCAVATION AND PLACEMENT OF ENGINEERED FILL SHALL AT A MINIMUM

BE AS SHOWN ON THE PLANS. FINAL DEPTH AND EXTENT OF EXCAVATION AND FILL SHALL BE

DETERMINED AT TIME OF CONSTRUCTION BY A REPRESENTATIVE OF THE SOILS ENGINEER. FOUNDATION

DEPTHS INDICATED ON PLANS ARE FOR ESTIMATING PURPOSES ONLY.

BOTTOMS OF ALL FOUNDATIONS SHALL BE LEVEL. CHANGES IN BOTTOM OF FOUNDATION ELEVATION

SHALL BE MADE ACCORDING TO STEPPED FOOTING DETAIL ON THE TYPICAL DETAIL SHEET.

FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT

EXCAVATIONS PROVIDED THE EXCAVATIONS ARE STABLE (AS

DETERMINED BY A REPRESENTATIVE OF THE SOILS ENGINEER).

OTHERWISE, FOUNDATIONS SHALL BE FULLY FORMED. USE

MINIMUM PLANKING SHOWN TO PROTECT AGAINST SLOUGHING,

AS REQUIRED. PLANKING DOES NOT REPLACE FORMWORK

REQUIRED TO STABILIZE EXCAVATION.

THE SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS SHALL BE CLEANED & ROUGHENED BY

EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MATRIX.

NOTIFY THE STRUCTURAL ENGINEER 48 HOURS BEFORE CASTING FOUNDATIONS.

A REPRESENTATIVE OF THE SOILS ENGINEER SHALL ADVISE THE VA IN WRITING THAT:

THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT.

THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED AND;

THE FOUNDATION EXCAVATION DEPTH AND MATERIAL ARE ADEQUATE TO ACHIEVE DESIGN

BEARING CAPACITY; AND FORMING COMPLY WITH THE SOILS REPORT AND APPROVED PLAN.

2x12 2x121x8

PLAN

FOOTING

WIDTH

1.

2.

3.

4.

5.

6.

7.

8.

9.

A.

B.

C.

METAL DECK NOTES

530SN001-1

PROVIDE METAL DECKING OF TYPE AND GAUGE AS SHOWN ON PLANS.

METAL FLOOR DECK SHALL BE COMPOSITE TYPE, CONFORMING TO ASTM A653, STRUCTURAL QUALITY, WITH MINIMUM YIELD STRENGTH OF 38 KSI AND SHALL BE ZINC COATED PER ASTM A653, G60 COATING

DESIGNATION.

METAL ROOF DECK SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH MINIMUM YIELD STRENGTH OF 38 KSI AND SHALL BE ZINC COATED PER ASTM A653, G60 COATING DESIGNATION.

PRIOR TO FABRICATION, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE METAL

DECKING, SHOWING DECK GAUGE, SIZE AND LAYOUT AS WELL AS CLOSURE CONDITIONS, WELDS TO

SUPPORTS AND SIDE LAP DETAILS.

CONNECTION AND WELDING OF DECKING TO STRUCTURAL SUPPORTS AND DECK SIDE SEAMS SHALL BE AS SPECIFIED IN THE STRUCTURAL DRAWINGS. ALL ELECTRODES FOR WELDING SHALL COMPLY WITH

AWS CODE, E60 SERIES MINIMUM.

ALL REINFORCED OPENINGS IN METAL DECK SHALL BE INSTALLED BY METAL DECK SUBCONTRACTOR.

AT METAL DECKS TO RECEIVE CONCRETE, ABSOLUTELY NO CONDUIT OR PIPING OF ANY TYPE IS TO BE

PLACED HORIZONTALLY WITHIN THE DEPTH OF THE CONCRETE ABOVE THE METAL DECK.

AT METAL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE ATTACHED WITHOUT SPECIFIC APPROVAL OF THE STRUCTURAL ENGINEER: ACOUSTICAL TILE AND GYPSUM BOARD CEILINGS ONLY; NO PIPING, DUCTING OR CONDUIT. MAXIMUM CEILING WEIGHT - 3.5 PSF. MAXIMUM WIRE HANGER LOAD = 60#.

WHERE SUSPENSION OR HANGER WIRES ARE REQUIRED BY OTHERS, VERIFY AND COORDINATE

LOCATIONS, PATTERNS, SPACINGS, ETC. WITH THE APPROPRIATE TRADE. DRILL OR PUNCH HOLES AT BOTTOM OF DECK FLUTES OF SUFFICIENT SIZE TO PASS SUPPORT WIRES. WIRE SUPPORTS SHALL BE LOOPED AND SECURED WITH A MINIMUM OF THREE (3) TIGHT TURNS AROUND A MINIMUM 1-1/2" X 12" LONG FURRING CHANNEL OR NO. 3 X 12" LONG REINFORCING BAR CENTERED ABOVE THE HOLE AND

LAID IN THE DECK FLUTES.

1.

2.

3.

4.

5.

6.

7.

8.

9.

CONCRETE

300SN001-1

STRUCTURAL CONCRETE SHALL ATTAIN 28 DAY COMPRESSIVE STRENGTH AS REQUIRED IN NOTE #28.

MAXIMUM SLUMP SHALL NOT EXCEED 3 INCHES.

CONCRETE MIX DESIGNS SHALL BE PREPARED BY A REGISTERED CIVIL ENGINEER, REVIEWED BY VA'S

TESTING LABORATORY AND SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.

CEMENTITIOUS MATERIALS:

CEMENT SHALL CONFORM TO ASTM C-150 TYPE II OR V.

FLY ASH SHALL CONFORM TO ASTM C-618. MAX. QUANTITY OF FLY ASH SHALL BE AS GIVEN IN SPECS.

CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33 FOR NORMAL WEIGHT CONCRETE AND ASTM C-

330 FOR LIGHTWEIGHT CONCRETE.

NON-SHRINK GROUT OR DRYPACK SHALL CONSIST OF A PREMIXED NONMETALLIC FORMULA.

REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 FOR #3 AND LARGER, EXCEPT

REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706. CONTRACTOR SHALL SUBMIT

REBAR MILL CERTIFICATES.

ALL PREHEATING AND WELDING OF REINFORCING BARS SHALL BE DONE IN ACCORDANCE WITH AWS D1.4 LATEST EDITION AND SHALL BE CONTINUOUSLY INSPECTED BY A QUALIFIED LABORATORY. CONTRACTOR

SHALL FURNISH WPS FOR ALL REBAR WELDING TO THE LABORATORY.

REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD PRACTICE FOR

REINFORCED CONCRETE CONSTRUCTION".

WIRE FABRIC SHALL CONFORM TO ASTM A-185.

DIMENSIONS SHOWN FOR LOCATION OF REINFORCING ARE TO THE FACE OF BARS LISTED AND DENOTE

CLEAR COVERAGE. NON-PRESTRESSED, CAST-IN-PLACE CONCRETE COVERAGE SHALL BE AS

FOLLOWS, UNO:

CONCRETE DEPOSITED DIRECTLY AGAINST GROUND (EXCEPT SLABS)--- 3"

CONCRETE EXPOSED TO GROUND OR WEATHER BUT PLACED IN FORMS:

#5 AND SMALLER---------------------------- 1-1/2"

#6 AND LARGER----------------------------- 2"

BEAMS & COLUMNS (TIES)------------------------ 1-1/2"

BEAMS & COLUMNS (MAIN REINFORCING)---------------- 2"

CAST-IN-PLACE WALLS (EXTERIOR FACE & SOIL SIDE)--------- SEE ABOVE

CAST-IN-PLACE WALLS (INTERIOR FACE-#11 & SMALLER)------- 3/4"

TILT-UP WALLS------------------------------- SEE DETAILS

SLABS (ON FORMS)---------------------------- 3/4"

SLABS (ON GROUND)------------------- 2" CLEAR FROM TOP UNO

SPLICES IN CONTINUOUS REINFORCEMENT SHALL BE LAPPED UNO, SEE SCHEDULE THIS SHEET. SPLICES IN ADJACENT BARS SHALL BE GREATER THAN 5'-0" APART. SPLICE CONTINUOUS BARS IN SOIL-BEARING GRADE BEAMS, STRUCTURAL SLABS ON GRADE AND MAT FOUNDATIONS AS FOLLOWS UNO: TOP BARS AT CENTERLINE OF SUPPORT; BOTTOM BARS AT MID-SPAN. SPLICE CONTINUOUS BARS IN ELEVATED SLABS AND BEAMS, ETC. AS FOLLOWS UNO: TOP BARS AT MID-SPAN; BOTTOM BARS AT CENTERLINE OF SUPPORT. ALL BARS SIZE #14 AND LARGER SHALL BE CONTINUOUS FOR FULL LENGTH SHOWN OR SPLICED WITH MECHANICAL COUPLERS AS NOTED IN DETAILS. SPLICES IN WWF SHALL BE 1-1/2 MESHES

WIDE.

THE MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A LAYER SHALL NOT BE LESS THAN THE LARGER OF BAR DIAMETER, 1", OR 33% GREATER THAN THE MAXIMUM AGGREGATE SIZE (NOMINAL), WHICHEVER IS GREATEST. THIS REQUIREMENT ALSO APPLIES TO THE CLEAR SPACING BETWEEN DIFFERENT LAYERS OF PARALLEL BARS AND TO THE CLEAR DISTANCE BETWEEN A CONTACT LAP SPLICE

AND ADJACENT SPLICES OR BARS.

ALL HOOKS SHALL BE STANDARD HOOKS UNLESS OTHERWISE SHOWN OR NOTED. AT WALLS, PROVIDE

HOOKS AT ENDS OF ALL REINFORCING AT ENDS, CORNERS AND INTERSECTIONS, UNO.

CONSTRUCTION JOINTS SHALL BE MADE ROUGH AND ALL LAITANCE REMOVED FROM THE SURFACE.

CONCRETE MAY BE ROUGHENED BY CHIPPING THE ENTIRE SURFACE, SAND BLASTING, OR RAKING THE

SURFACE TO PROVIDE 1/4" DEEP DEFORMATIONS.

REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.

REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. TO BE EMBEDDED IN CONCRETE SHALL BE

SECURELY POSITIONED BEFORE PLACING CONCRETE.

ANCHOR BOLTS (AB'S) CAST IN CONCRETE OR MASONRY FOR WALL SILL AND LEDGER\APPLICATIONS SHALL BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM A307, UNO. REFER TO "WOOD" NOTES FOR ADDITIONAL REQUIREMENTS FOR BOLTS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT MATERIAL. REFER TO 'STRUCTURAL STEEL' NOTE FOR REQUIREMENTS FOR ANCHOR RODS

(AR'S) CAST IN CONCRETE FOR COLUMN BASE PLATE AND STEEL EMBED APPLICATIONS.

WALLS SHALL BE CAST IN HORIZONTAL LAYERS OF 2'-0" MAXIMUM DEPTH.

CONCRETE IN WALLS, PIERS OR COLUMNS SHALL SET AT LEAST 2 HOURS BEFORE PLACING CONCRETE

IN BEAMS, SPANDRELS, OR SLABS SUPPORTED THEREON.

HORIZONTAL WALL BARS IN MULTI-CURTAIN CAST IN PLACE WALLS SHALL BE STAGGERED.

DOWEL ALL VERTICAL REINFORCING IN WALLS AND COLUMNS FROM FOUNDATION WITH SAME SIZE BAR.

CONSOLIDATE CONCRETE PLACED IN FORMS BY MECHANICAL VIBRATING EQUIPMENT SUPPLEMENTED BY HAND-SPADING, RODDING OR TAMPING. USE EQUIPMENT AND PROCEDURES FOR CONSOLIDATION OF CONCRETE IN ACCORDANCE WITH THE RECOMMENDED PRACTICES OF ACI 309 TO SUIT THE TYPE OF CONCRETE AND PROJECT CONDITIONS. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES HOPPERS AND CHUTES OR TRUNKS OF VARIABLE LENGTHS SHALL BE USED SO THAT THE FREE UNCONFINED FALL OF

CONCRETE SHALL NOT EXCEED 6 FEET.

NO WOOD SPREADERS ALLOWED. NO WOOD STAKES ALLOWED IN AREAS TO BE CONCRETED.

ADDITIONAL REINFORCING IN PRECAST OR TILT-UP PANELS REQUIRED FOR LIFTING STRESSES SHALL

BE SUPPLIED BY CONTRACTOR.

PROVIDE #5 X 4'-0" DIAGONAL REINFORCING AT TOP AND BOTTOM OF SLAB AT ALL RE-ENTRANT CORNERS TYPICAL. THIS APPLIES TO SLAB ON GRADE, CONCRETE OVER METAL DECK, AND ELEVATED

STRUCTURAL SLAB CONDITIONS.

ALL SAW CUTTING SHALL BE DONE AFTER INITIAL SET HAS OCCURRED TO AVOID TEARING OR DAMAGE

BY THE SAW BLADE, BUT BEFORE INITIAL SHRINKAGE HAS OCCURRED.

NOTIFY STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS BEFORE PLACING ANY CONCRETE.

CONCRETE STRENGTHS & MIX PROPERTIES:

FOUNDATIONS, ELEVATOR PITS,

TIE BEAMS

SLAB ON GRADE

COLUMNS, BEAMS, WALLS,

ELEVATED SLABS, PILE CAPS

NW CONC FILL OVER DECK

SITE AND MISCELLANEOUS

3000 PSI

3500 PSI

4000 PSI

3500 PSI

1-1/2"

1" 1"

3/4"

NW

NW

NW

NW

0.58

0.45 0.50

0.52

MAX W/CM*

RATIO

* W/CM = WATER : CEMENTITIOUS MATERIAL RATIO

WEIGHT

MAX AGGR.

SIZEF'C @ 28 DAYSITEM

- SEE CIVIL OR ARCH'L DRAWINGS

1.

2.

3.

4.

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26.

28.

A.

B.

C.

D.

27.

SPLICE

CLASS LOCATION

REINF #3

OTHER

TOP

B

NOTES:

#4 #5 #6 #7 #8 #9 #10 #11

OTHER

TOP

SPLICE

LOCATIONCLASS

REINF #3 #4

#7#6#5 #8 #9 #10 #11

ACI 318

IBC

(ALL LENGTHS SHOWN ARE IN INCHES.)

TOP REINFORCEMENT IS HORIZONTAL REINFORCEMENT LOCATED SUCH THAT MORE THAN 12 INCHES

OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.

WHEN LIGHTWEIGHT CONCRETE IS USED, MULTIPLY LAP LENGTHS BY 1.30.

WHERE CLEAR SPACING OF BARS BEING SPLICED IS LESS THAN 2 BAR DIA. OR WHERE CLEAR COVER OF

BARS BEING SPLICED IS LESS THAN 1 BAR DIA., MULTIPLY LAP LENGTHS BY 1.50, UNO.

SCHEDULE APPLIES TO NORMAL WEIGHT CONCRETE WITH UNCOATED, GRADE 60 REINFORCING STEEL

FOR #4 BARS AND LARGER (VALUES FOR #3 BARS BASED ON GRADE 40).

WHERE NOTES #3 AND #4 OCCUR, MULTIPLY LAP LENGTHS BY 2.00, UNO.

WHERE CLASS A LAP SPLICE IS NOTED IN DETAIL, DIVIDE LENGTHS ABOVE BY 1.30.

B

B

#11#10#9#8#5 #6 #7

#4#3REINF

CLASS LOCATION

SPLICE

TOP

OTHER

B

#11#10#9#8#5 #6 #7#4REINF

CLASS LOCATION

SPLICE

TOP

OTHER 22

#3

FC' = 3000 PSI CONC

FC' = 4000 PSI CONC

REINFORCEMENT LAP SPLICE SCHEDULE

FC' = 3500 PSI CONC

FC' = 5000 PSI CONC

300SN002-1

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6.

STRUCTURAL STEEL

500SN001-1

FABRICATION, ERECTION AND MATERIALS SHALL CONFORM WITH THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, AND THE INTERNATIONAL BUILDING CODE, LATEST EDITIONS UNO IN THE DESIGN CRITERIA NOTES.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM WITH ASTM A992. ALL OTHER STRUCTURAL STEEL ROLLED SHAPES (CHANNELS, ANGLES, ETC) AND PLATES SHALL CONFORM WITH ASTM A36, UNO.

STEEL PIPE SHALL CONFORM TO ASTM A53, TYPES E OR S, GRADE B.

ALL HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE B.

ALL STRUCTURAL STEEL SHALL RECEIVE A MINIMUM OF ONE SHOP COAT OF RED PRIMER PAINT. DO NOT PAINT AREAS TO BE FIELD WELDED, FIREPROOFED, GALVANIZED, TO RECEIVE SLIP-CRITICAL HIGH STRENGTH BOLTS, OR TO BE EMBEDDED IN CONCRETE. PROVIDE ADDITIONAL PAINTING AS

NOTED IN THE SPECIFICATIONS.

ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS ARE PROVIDED TO ADEQUATELY

BRACE THE STRUCTURE. CONTRACTOR RESPONSIBLE FOR REVIEWING ALL BASE PLATE AND

SUPPORT CONDITIONS DURING ERECTION AND BRACING AS REQUIRED. SEE AISC AND OSHA

REQUIREMENTS.

PLACE NON-SHRINK GROUT UNDER ALL BASE PLATES BEFORE ADDING VERTICAL LOAD.

STRUCTURAL STEEL BELOW GRADE SHALL HAVE 3 INCHES MINIMUM OF CONCRETE COVER.

BOLTED CONNECTIONS SHALL CONSIST OF UNFINISHED BOLTS CONFORMING TO ASTM A307 UNO. WHERE

HIGH STRENGTH BOLTS ARE INDICATED, BOLTS CONFORMING TO ASTM A325 OR ASTM A490 AS

SPECIFIED SHALL BE PROVIDED. ANCHOR RODS CAST IN CONCRETE OR MASONRY SHALL BE HEADED BOLTS WITH CUT THREAD, FULL DIAMETER BODY STYLE CONFORMING TO ASTM F1554 GR. 36, 55 (WELDABLE PER S1 SUPPLEMENTARY REQUIREMENTS), OR 105 AS INDICATED ON DRAWINGS. IN LIEU OF HEADED ANCHOR BOLTS, THREADED ROD CONFORMING TO THE ABOVE SPECIFICATION MAY BE USED WITH A SINGLE NUT WELDED TO THE ROD OR DOUBLE NUTS TIGHTENED TO PREVENT ROTATION.

ANCHOR ROD PROJECTION ABOVE TOP OF FOUNDATION SHALL BE AS NOTED ON THE DRAWINGS.

BOLTED CONNECTIONS SHALL HAVE WASHERS CONFORMING TO ASTM F436 UNO. WASHERS MAY BE OMITTED AT SNUG-TIGHTENED AND SLIP-CRITICAL CONNECTIONS, EXCEPT WHERE REQUIRED BY THE

RCSC SPECIFICATION FOR STRUCTURAL JOINTS, LATEST EDITION.

BASE PLATES SHALL HAVE NUTS AND WASHERS AT TOP AND BOTTOM OF PLATE. WASHERS FOR BASE PLATES SHALL BE A36 SQUARE OR CIRCULAR PLATE UNLESS ASTM F844 WASHERS ARE PERMITTED. SEE

BASE PLATE DETAILS FOR PLATE SIZE AND PERMISSIBLE WASHER TYPE.

ADDITIONAL REQUIREMENTS FOR "SLIP-CRITICAL" BOLTED CONNECTIONS:

PROVIDE 3/4" DIAMETER STITCH BOLTS AND RING FILLS, SPACED AT NOT MORE THAN 2'-0" ON CENTER

FOR ALL DOUBLE ANGLE MEMBERS UNO.

AT WOOD TO STEEL PARALLEL CONTACT, BOLT WITH 1/2" DIAMETER BOLTS AT MAXIMUM 24"CC.

HOLES FOR UNFINISHED BOLTS SHALL BE OF THE SAME NOMINAL DIAMETER OF THE BOLT PLUS 1/16".

USE STANDARD AISC GAGE AND PITCH FOR BOLTS EXCEPT AS NOTED OTHERWISE.

WELDING SHALL BE DONE BY THE ELECTRIC ARC PROCESS IN ACCORDANCE WITH AMERICAN

WELDING SOCIETY STANDARDS, USING ONLY CERTIFIED WELDERS. ALL GROOVE WELDS SHALL HAVE

COMPLETE PENETRATION UNLESS NOTED OTHERWISE. ALL EXPOSED WELDS SHALL BE GROUND

SMOOTH. ALL ELECTRODES FOR WELDING SHALL COMPLY WITH AWS CODE, E70 SERIES MINIMUM.

WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTHS REQUIRED.

MINIMUM FILLET WELDS:

WELDING PROCEDURE SPECIFICATIONS (WPS) FOR SHOP AND FIELD PREQUALIFIED WELD JOINTS AND WELD JOINTS QUALIFIED BY TEST SHALL BE PREPARED FOR REVIEW PRIOR TO FABRICATION. ALL WELDING PROCEDURE ITEMS SUCH AS BASE METALS, WELDING PROCESSES, FILLER METALS AND JOINT

DETAILS THAT MEET THE REQUIREMENTS OF AWS D1.1 SECTION 3 SHALL BE CONSIDERED AS

PREQUALIFIED. ANY CHANGE OR SUBSTITUTION THAT IS BEYOND THE RANGE OR TOLERANCE OR REQUIREMENTS FOR PREQUALIFICATION SHALL BE QUALIFIED BY TEST PER AWS D1.1 SECTION 4 PART B.

QUALIFICATION TESTING IS REQUIRED FOR PARTIAL PENETRATION AND COMPLETE PENETRATION WELDS.

FOR NONDESTRUCTIVE TESTING OF WELDED CONNECTIONS EXCLUDING PRIMARY MEMBERS OF

MOMENT RESISTING FRAMES:

BASE METAL THICKER THAN 1-1/2 INCH WHEN SUBJECT TO THROUGH THICKNESS WELD

SHRINKAGE STRAINS.

ALL COMPLETE JOINT PENETRATION GROOVE OR BUTT WELDS.

ALL PARTIAL JOINT PENETRATION GROOVE WELDS WHEN USED IN COLUMN SPLICES.

1.

THE SPECIAL INSPECTOR MUST BE PRESENT DURING INSTALLATION AND TIGHTENING

OPERATION OF "SLIP-CRITICAL" CONNECTIONS.

WELDED CONNECTIONS SHALL BE TESTED BY NONDESTRUCTIVE METHODS FOR

COMPLIANCE WITH AISC N5.5, AND JOB SPECIFICATIONS. ULTRASONIC TESTING SHALL

BE IN ACCORDANCE WITH AWS D1.1, ASTM E164 AND ASME SECTION V.

RADIOGRAPHY SHALL BE IN ACCORDANCE WITH AWS D1.1, ASTM E94 AND E99,

AND ASME SECTION V. THIS TESTING SHALL BE PART OF THE SPECIAL INSPECTION

REQUIREMENTS OF IBC SECTION 1705 PERFORMED BY AN APPROVED INDEPENDENT

TESTING LABORATORY AS FOLLOWS:

ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF DEFECT

RATING IN ACCORDANCE WITH THE (LARGER REFLECTOR) CRITERIA OF AISC N5.5.

A. "SLIP-CRITICAL" CONNECTIONS (A325SC DESIGN VALUES WITH SPECIAL INSPECTION) ARE REQUIRED AT ALL BRACED FRAME CONNECTIONS, AT ALL CONNECTIONS ALONG CHORD LINES AND DRAG LINES (AS NOTED ON PLANS), AND UNO, AT ALL BOLTS IN OVERSIZED OR SLOTTED HOLES.

3/16" @ T < 1/2" 1/4" @ T < 3/4" 5/16" @ T > 3/4"

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

BOLTED CONNECTIONS:

A.

B.

C.

B.

A.

1.

2.

3.

B.

INTERPRETATION OF DRAWINGS & SPECIFICATIONS

IN GENERAL, THE WORKING DETAILS WILL INDICATE DIMENSIONS, POSITION AND KIND OF

CONSTRUCTION, AND THE SPECIFICATIONS, QUALITIES AND METHODS. ANY WORK INDICATED ON THE WORKING DETAILS AND NOT MENTIONED IN THE SPECIFICATIONS, OR VICE VERSA, SHALL BE

FURNISHED AS THOUGH FULLY SET FORTH IN BOTH. WORK NOT PARTICULARLY DETAILED,

MARKED OR SPECIFIED, SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION

THAT ARE DETAILED, MARKED OR SPECIFIED. IF CONFLICTS OCCUR ON DRAWINGS AND/OR

SPECIFICATIONS, THE MOST EXPENSIVE MATERIALS OR METHODS WILL PREVAIL.

SHOULD AN ERROR APPEAR IN THE WORKING DETAILS OR SPECIFICATIONS OR IN WORK DONE BY

OTHERS AFFECTING THIS WORK, THE CONTRACTOR SHALL NOTIFY THE VA AT ONCE AND IN

WRITING. IF THE CONTRACTOR PROCEEDS WITH THE WORK SO AFFECTED WITHOUT HAVING GIVEN

SUCH WRITTEN NOTICE AND WITHOUT RECEIVING THE NECESSARY APPROVAL, DECISION OR

INSTRUCTIONS IN WRITING FROM THE VA, THEN HE SHALL HAVE NO VALID CLAIM AGAINST THE VA, FOR THE COST OF SO PROCEEDING AND SHALL MAKE GOOD ANY RESULTING DAMAGE OR DEFECT.

NO VERBAL APPROVAL, DECISION, OR INSTRUCTION SHALL BE VALID OR BE THE BASIS FOR ANY

CLAIM AGAINST THE VA, ITS OFFICERS, EMPLOYEES OR AGENTS. THE FOREGOING INCLUDES

TYPICAL ERRORS IN THE SPECIFICATIONS OR NOTATIONAL ERRORS IN THE WORKING DETAILS

WHERE THE INTERPRETATION IS DOUBTFUL OR WHERE THE ERROR IS SUFFICIENTLY APPARENT AS

TO PLACE A REASONABLY PRUDENT CONTRACTOR ON NOTICE THAT, SHOULD HE ELECT TO

PROCEED, HE IS DOING SO AT HIS OWN RISK.

CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS.

SHOP DRAWING NOTE:

WHEN NOT ADDRESSED BY DIVISION 1 OF THE SPECIFICATIONS, PAPER FORMAT STRUCTURAL

SHOP DRAWINGS SHALL BE SUBMITTED IN THE FORM OF THREE COPIES MINIMUM OF EACH

SHEET. WHERE SUBMITTALS ARE ELECTRONIC, FORMAT SHALL BE PDF.

THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO

THE STRUCTURAL ENGINEER THAT HE UNDERSTANDS THE DESIGN CONCEPT BY INDICATING

WHICH MATERIAL HE INTENDS TO FURNISH AND INSTALL, AND BY DETAILING THE FABRICATION

AND INSTALLATION METHODS HE INTENDS TO USE ON A STAND ALONE SET OF DOCUMENTS.

DUPLICATION OF DESIGN DOCUMENTS FOR THE PURPOSE OF SHOP DRAWINGS IS NOT

ACCEPTABLE.

PRIOR TO FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER. SHOP DRAWING SUBMITTALS SHALL INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO, STRUCTURAL STEEL, REINFORCING STEEL, & GLUE-LAMINATED BEAMS.

PRIOR TO SUBMISSION THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS FOR CONFORMANCE

WITH THE CONTRACT DOCUMENTS AND SHALL STAMP SUBMITTALS AS BEING "REVIEWED FOR

CONFORMANCE".

SHOP DRAWING SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT CHANGE

ORDERS.

ANY DETAIL ON THE SHOP DRAWINGS THAT DEVIATES FROM THE CONTRACT DOCUMENTS

SHALL CLEARLY BE MARKED WITH THE NOTE "THIS IS A CHANGE".

SHOP DRAWINGS OR CALCULATIONS SUBMITTED FOR REVIEW THAT REQUIRE RESUBMITTAL

FOR RE-REVIEW SHALL BE BILLED HOURLY FOR SUCH TIME TO THE GENERAL CONTRACTOR.

RE-REVIEW WILL NOT PROCEED WITHOUT WRITTEN APPROVAL FROM THE GENERAL

CONTRACTOR FOR ADDITIONAL ENGINEERING REVIEW SERVICES.

SAFETY NOTE:

THE CONTRACTOR SHALL NOTIFY THE VA WHERE A CONFLICT OR DISCREPANCY OCCURS BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER PORTION OF THE CONTRACT DOCUMENTS OR EXISTING FIELD

CONDITIONS. SUCH NOTIFICATION SHALL BE GIVEN IN DUE TIME SO AS NOT TO AFFECT THE

CONSTRUCTION SCHEDULE. IN CASE OF A CONFLICT BETWEEN STRUCTURAL DRAWINGS AND

SPECIFICATIONS THE MORE RESTRICTIVE CONDITION SHALL TAKE PRECEDENCE UNLESS WRITTEN APPROVAL HAS BEEN GIVEN FOR THE LEAST RESTRICTIVE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS

WITH ARCHITECTURAL PRIOR TO COMMENCING ANY WORK.

WHEN CONSTRUCTION ATTACHES TO OR IS WITHIN AN EXISTING BUILDING, A COMPLETE SET OF DRAWINGS OF THE EXISTING BUILDING SHALL BE KEPT ON THE JOB SITE. CONTRACTOR TO OBTAIN

THESE DRAWINGS FROM THE VA (IF THEY ARE AVAILABLE).

ANY SUBSTITUTIONS FOR STRUCTURAL MEMBERS, HARDWARE OR DETAILS SHALL BE REVIEWED BY THE VA, ARCHITECT AND STRUCTURAL ENGINEER. SUCH REVIEW WILL BE BILLED ON A TIME AND MATERIALS BASIS TO THE GENERAL CONTRACTOR WITH NO GUARANTEE THAT THE SUBSTITUTION WILL BE ALLOWED.

DO NOT SCALE DRAWINGS. CONTACT THE VA FOR ANY DIMENSIONS NOT SHOWN.

THESE DRAWINGS ARE NOT COMPLETE UNTIL REVIEWED AND ACCEPTED BY VA AND SIGNED BY THE

STRUCTURAL ENGINEER.

GENERAL NOTES

100SN001-1

IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS, AS THEY APPLY TO THIS PROJECT, OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF

CALIFORNIA LATEST EDITION, AND ALL OSHA REQUIREMENTS.

THE VA AND THE STRUCTURAL ENGINEER DO NOT ACCEPT ANY RESPONSIBILITY FOR THE

CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION OF ALL

FORMS AND SHORING REQUIRED. SHORING INDICATIONS (LOCATION, DIRECTION, DURATION,

ETC.) ARE ONLY SHOWN ON THE STRUCTURAL DRWGS WHEN REQUIRED TO IMPLEMENT THE

DESIGN INTENT OF THE FINAL WORK PRODUCT. DETERMINATION WHETHER SHORING IS

REQUIRED FOR TEMPORARY OR INTERMEDIATE CONDITIONS DURING CONSTRUCTION IS WHOLLY

THE RESPONSIBILITY OF THE CONTRACTOR.

WHERE SPECIFICATIONS HAVE BEEN PREPARED FOR THIS PROJECT, THEY ARE ARRANGED IN

SEVERAL SECTIONS, BUT SUCH SEPARATION SHALL NOT BE CONSIDERED AS THE LIMITS OF

THE WORK REQUIRED OF ANY SEPARATE TRADE. THE TERMS AND CONDITIONS OF SUCH

LIMITATIONS ARE WHOLLY BETWEEN THE CONTRACTOR AND HIS SUBCONTRACTORS.

1.

2.

3.

4.

5.

6.

7.

8.

9.

A.

B.

C.

A.

B.

C.

D.

E.

F.

G.

A.

B.

C.

AB

ABV

BLW

BOF

BRG

BTWN

CC

CJ

CLR

CMU

CONT

CONTR

CP

CSK

DF

DL

DO

DWG

(E)

EF

EJ

ELEV

EN

EOS

EQ

EW

EWEF

FB

FC

FF

FS

FT

GA

GLB

HDG

HDR

HSB

HSS

HT

JH

LL

LLH

LLV

LS

LW

LWIC

MB

MFR

ANCHOR BOLT

ABOVE

BELOW

BOTTOM OF FOOTING

BEARING

BETWEEN

CENTER TO CENTER

CONSTRUCTION JOINT

CLEAR

CONCRETE MASONRY UNIT

CONTINUOUS

CONTRACTOR

COMPLETE JOINT PENETRATION

COUNTERSINK

DOUGLAS FIR

DEAD LOAD

DITTO

DRAWING

EXISTING

EACH FACE OR EDGE FASTENER

EXPANSION JOINT

ELEVATION

EDGE NAILING

EDGE OF SLAB

EQUAL

EACH WAY

EACH WAY EACH FACE

FACE OF BLOCK(OR BRICK) OR

FLAT BAR

FACE OF CONCRETE OR

FRAMING CLIP(SIMPSON A35 UNO)

FINISH FLOOR

FACE OF STUD OR FAR SIDE

FIRE TREATED

GAUGE OR GAGE

GLUED LAMINATED BEAM

HOT DIPPED GALVANIZED

HEADER

HIGH STRENGTH BOLT

HOLLOW STRUCTURAL SECTION

HEIGHT

JOIST HANGER

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LAG SCREW

LIGHT WEIGHT

LIGHT WEIGHT INSULATING CONC

MACHINE BOLT

MANUFACTURER

MI

MTL

(N)

NIC

NS

NTS

NW

OH

OSB

PC

PJP

PT

REIN

RWD

SC

SHTG

SIM

SJ

SMS

SP

STFNR

STL

STGRD

T&B T&G

THRD

TN

TO

TOC

TOF

TOS

TOW

UNO

VIF

W/ W/O

WP

WS

WWF

VA

CL

PL

WF

SQ

Ø

(A) (B)

MALLEABLE IRON

METAL

NEW

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NORMAL WEIGHT

OPPOSITE HAND

ORIENTED STRAND BOARD

PIECE

PARTIAL JOINT PENETRATION

PRESSURE TREATED

REINFORCING

REDWOOD

SLIP CRITICAL

SHEATHING

SIMILAR

SLAB CONTROL JOINT

SHEET METAL SCREW

STRUCTURAL PANEL

STIFFENER

STEEL

STAGGERED

TOP & BOTTOM

TONGUE & GROOVE

THREADED

TOE NAIL

TOP OF

TOP OF CONCRETE (SLAB UNO)

TOP OF FOOTING OR

TOP OF FRAMING

TOP OF STEEL

TOP OF WALL

UNLESS NOTED OTHERWISE

VERIFY IN FIELD

WITH

WITHOUT

WORK POINT

WOOD SCREW

WELDED WIRE FABRIC

DEPARTMENT OF VETERANS AFFAIRS

CENTERLINE

PLATE

WIDE FLANGE

NUMBER OR POUNDS

SQUARE

ROUND OR DIAMETER

CONT WOOD IN SECTION

WOOD BLOCKING IN SECTION

"MEMBER" ABOVE

"MEMBER" BELOW

100SN003-1

ABBREVIATIONS

DRILLED-IN ANCHORS

305SN001-1

ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS GIVEN IN THE ICC REPORT.

UNLESS NOTED OTHERWISE ANCHORS HAVE BEEN DESIGNED FOR SPECIAL INSPECTION. PROVIDE

SPECIAL INSPECTION AS INDICATED IN THE ICC REPORT.

WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING CONCRETE OR MASONRY, USE CARE AND

CAUTION TO AVOID CUTTING OR DAMAGING EXISTING REINFORCING BARS. DO NOT INSTALL

ANCHORS IN PRESTRESSED CONCRETE ELEMENTS.

FOR CONCRETE CONSTRUCTION, EPOXY ANCHORS SHALL BE HILTI HIT-HY 200 PER ESR-3187, HILTI HIT- RE500-SD PER ESR-2322, SIMPSON SET-XP PER ESR-2508, OR POWERS PURE 110 PER ESR-3298 FOR THR'D ROD & REBAR. EXPANSION ANCHORS SHALL BE HILTI KB-TZ PER ESR-1917, SIMPSON STRONG-BOLT 2 PER ESR-3037, OR POWERS POWER-STUD+ SD2 PER ESR-2502. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3027, SIMPSON TITEN HD PER ESR-2713, OR POWERS WEDGEBOLT+ PER ESR-2526.

ANCHORS INSTALLED FROM THE BOTTOM INTO METAL DECK WITH CONCRETE SHALL BE INSTALLED IN THE CENTER OF THE LOW FLUTE OF THE DECKING UNLESS NOTED OTHERWISE IN ICC REPORT. THE DECKING SHALL HAVE A MINIMUM THICKNESS OF 20 GAUGE. THE MINIMUM THICKNESS OF THE CONCRETE ABOVE THE HIGH FLUTE OF THE METAL DECK SHALL BE AS INDICATED IN THE ICC REPORT. SEE ICC REPORT FOR

ADDITIONAL REQUIREMENTS, INCLUDING MINIMUM DIMENSIONS FOR FLUTE WIDTH AND DEPTH.

ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE

TIME OF ANCHOR INSTALLATION PER ACI 318, APPENDIX D.

1.

FOR MASONRY CONSTRUCTION, EPOXY ANCHORS SHALL BE HILTI HIT-HY 70 PER ESR-2682, SIMPSON SET PER ESR-1772, OR POWERS T308+ PER ESR-3149 FOR THRD'D ROD & REBAR. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT 3 (KB3) PER ESR-1385, SIMPSON WEDGE-ALL PER ESR-1396, OR POWERS POWER- STUD+ PER ESR-2966. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3056, SIMPSON

TITEN HD PER ESR-1056, OR POWERS WEDGEBOLT+ PER ESR-1678.

ANCHOR TYPE, SIZE & EMBEDMENT SHALL BE INDICATED IN DRAWINGS. POST-INSTALLED ANCHORS FOR REPAIR SHALL BE EVALUATED ON A CASE BY CASE BASIS. NOTIFY STRUCTURAL ENGINEER FOR REPAIRS.

THE INSPECTION OF THE ANCHORS SHALL BE DONE BY A QUALIFIED INSPECTION AGENCY AND A REPORT OF THE INSPECTION RESULTS SHALL BE SUBMITTED TO THE VA AND ARCHITECT/STRUCTURAL

ENGINEER.

INSTALLER CERTIFICATION AND INSPECTION IS REQUIRED FOR HORIZONTAL AND UPWARDLY INCLINED ADHESIVE ANCHORS SUBJECTED TO SUSTAINED TENSION LOADING IN ACCORDANCE WITH ACI 318, APPENDIX D.

2.

3.

4.

5.

6.

7.

8.

9.

10.

STRUCTURAL OBSERVATION

100IN017-1

IN ACCORDANCE WITH SECTION 1704.5 OF THE 2015 IBC, THIS PROJECT IS REQUIRED TO HAVE STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY 2015 IBC SECTIONS 110 OR 1704. THE FOLLOWING PROJECT MILESTONES SHALL BE OBSERVED:

FOUNDATIONS (PRIOR TO CONCRETE PLACEMENT)

STEEL ERECTION PRIOR TO COMPLETION OF FIRST ELEVATED LEVEL (FLOOR OR ROOF)

METAL DECK AND CONCRETE OVER DECK REINFORCING (PRIOR TO CONCRETE PLACEMENT)

THE VA SHALL EMPLOY THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD, OR ANOTHER

REGISTERED PROFESSIONAL ENGINEER OR ARCHITECT DESIGNATED TO PERFORM STRUCTURAL

OBSERVATION. OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE VA, SPECIAL INSPECTOR, AND CONTRACTOR. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE VA A STATEMENT THAT THE FIELD VISITS HAVE OCCURRED AND IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO THE BEST

OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.

THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL OBSERVER A MINIMUM OF 48 HOURS IN ADVANCE OF

PROJECT MILESTONES SO THAT OBSERVATIONS MAY BE SCHEDULED.

A.

B.

C.

1.

2.

3.

COLD FORMED METAL FRAMING

540SN001-1

GALVANIZED SHEET STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MILS (18 GA) AND THINNER AND ASTM A653, STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 54 MILS (16 GA) AND THICKER. HOT-ROLLED CARBON SHEET AND STRIP STEEL USED IN THE FABRICATION OF COLD-FORMED MEMBERS SHALL CONFORM TO

ASTM A1011 WITH A RUST INHIBITIVE COATING.

METAL STUDS AND JOISTS SHALL BE OF SIZE AND THICKNESS SHOWN ON DRAWINGS WITH THE MINIMUM

EFFECTIVE SECTION PROPERTIES SHOWN IN THE TABLE(S).

MINIMUM THICKNESS SHOWN IN TABLE FOR THE THICKNESS SPECIFIED REPRESENTS 95% OF DESIGN

THICKNESS PER 2007 AISI-NAS W/ S2-2010 SUPPLEMENT.

METAL FRAMING SHALL BE PER ICC-ES NO. 3064P. CONTRACTOR SHALL BE RESPONSIBLE FOR

OBTAINING AGENCY APPROVAL FOR ANY SUBSTITUTIONS.

WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE-SHEET STEEL".

WELDERS SHALL BE AWS CERTIFIED. WELDING RODS: E60XX SERIES. ALL FIELD WELDING SHALL

HAVE SPECIAL INSPECTION.

TYPICAL METAL TRACK SHALL BE SAME GAUGE AS STUDS WHICH IT SUPPORTS, UNPUNCHED, WITH A FLANGE WIDTH OF 1 1/4 INCHES AND A DEPTH EQUAL TO THE NOMINAL STUD PLUS 2 TIMES THE TRACK THICKNESS PLUS THE RADIUS. NESTED TRACKS SHALL BE FABRICATED TO FILL THE OUTSIDE OF A TYPICAL METAL TRACK. DEEP LEG TRACKS SHALL HAVE A MINIMUM FLANGE WIDTH OF 2 INCHES. USE SLOTTED SLIP TRACKS WHERE SPECIFIED. SEE SECTIONS AND TYPICAL METAL STUD DETAILS.

METAL STUDS SHALL NOT HAVE PUNCH-OUTS CLOSER THAN 10" FROM THE END OF THE STUD OR AT INTERMEDIATE LATERAL BEARING POINTS OF STUDS. METAL STUDS WHICH ARE PART OF BUILT-UP

HEADER SECTIONS SHALL BE UNPUNCHED FULL LENGTH.

1.

2.

3.

4.

5.

6.

7.

GAUGE/MIL

MIN

THICKNESS

DEPTH "D"

2 1/2"

3 5/8"

4"

6"

8"

0.235

SxIx

0.0329 0.0428 0.0538 0.0677

20/33 18/43 16/54 14/68

1 5/8"

S STUDS &

JOISTS

0.180 0.302 0.240 0.370 0.284 0.450 0.357

0.551 0.268 0.710 0.372 0.873 0.444 1.069 0.574

0.6481.3460.4981.0980.4170.8920.2990.692

1.1643.5250.9162.8600.7672.3160.5771.793

1.6637.0701.2295.6001.0194.5000.7103.384

Ix Sx Ix Sx Ix Sx

DESIGNATION S162-33 S162-43 S162-54 S162-68

FOR COMPLETE SECTION DESIGNATIONS IN ACCORDANCE WITH SSMA STANDARDS, ADD MEMBER

DEPTH TO FRONT OF INDICATED DESIGNATION. EXAMPLE: FOR 3 5/8" MEMBER WITH GAUGE/MIL OF 18/43, THE FULL DESIGNATION IS 362S162-43.

SECTION PROPERTIES SHOWN ARE EFFECTIVE PROPERTIES CONFORMING TO AISI A7.2 PER SSMA

STANDARDS FOR MATERIAL STRENGTH NOTED BELOW.

PROVIDE 33 KSI MIN MATERIAL FOR 18/43 & LIGHTER SECTIONS, PROVIDE 50 KSI MATERIAL FOR 16/54 &

HEAVIER SECTIONS.

- - - - 14.298 1.914 18.390 2.645

- - 7.523 1.302 9.391 1.572 11.978 2.154

12"

10"

COLD FORMED METAL FRAMING SECTION PROPERTIES - SSMA C STUDS & JOISTS - S162 SECTIONS 2,3

540SN002-1

1/ 2"

T Y

P

TYP

'D

1.

2.

3.

SHOT PINS USED TO ATTACH HANGER WIRES FOR SUSPENDED CEILINGS SHALL BE TESTED IN

ACCORDANCE WITH DSA IR 25-2.13

POWDER ACTUATED FASTENERS (SHOT PINS)

100TN016-1

THESE NOTES GOVERN ALL CONDITIONS CALLED OUT ON THE PLANS AS 'SHOT PINS' UNLESS

SPECIFICALLY NOTED OTHERWISE.

ALL SHOT PINS SHALL BE X-U UNIVERSAL KNURLED SHANK FASTENERS WITH SHANK DIAMETER OF 0.157" AS MANUFACTURED BY HILTI INCORPORATED IN ACCORDANCE WITH ICC ESR-2269 AND THE CURRENT

EDITION OF THE HILTI 'PRODUCT TECHNICAL GUIDE.'

SHOT PINS DRIVEN INTO STEEL BASE MATERIAL SHALL MAINTAIN A MINIMUM EDGE DISTANCE AT ALL STEEL ELEMENTS OF 1/2" AND MINIMUM FASTENER SPACING SHALL BE 1". LENGTH OF PIN SHALL BE AS REQUIRED TO PENETRATE THRU STEEL MEMBER UNO AT 3/4" THICK STEEL, PENETRATION NEED

NOT EXCEED 1/2".

SHOT PINS DRIVEN INTO CONCRETE BASE MATERIAL SHALL MAINTAIN A MINIMUM EDGE DISTANCE AT ALL CONCRETE ELEMENTS OF 3" AND MINIMUM FASTENER SPACING SHALL BE 4". PINS SHALL HAVE 1 1/4" PENETRATION UNO MINIMUM CONCRETE THICKNESS SHALL BE 3 TIMES THE PENETRATION DEPTH.

CONCRETE SHALL ATTAIN FULL DESIGN STRENGTH PRIOR TO INSTALLING SHOT PINS.

SHOT PINS DRIVEN INTO 3 1/4" MINIMUM LIGHT WEIGHT CONCRETE FILL OVER 3"X 20 GA MINIMUM METAL DECK MAY BE INSTALLED FROM THE TOP OR FROM THE BOTTOM IN EITHER THE HIGH OR LOW FLUTE.

PINS INSTALLED FROM THE TOP SHALL BE SPACED AS NOTED ABOVE FOR TYPICAL CONCRETE

ELEMENTS. PINS INSTALLED FROM THE BOTTOM IN THE HIGH FLUTES SHALL BE INSTALLED WITHIN 1" OF FLUTE CENTER. PINS INSTALLED FROM THE BOTTOM IN THE LOW FLUTES SHALL BE INSTALLED WITHIN 1" OF THE FLUTE CENTER AND SHALL BE NO CLOSER THAN 1 1/8" TO THE EDGE OF THE LOW FLUTE. PINS INSTALLED FROM THE BOTTOM SHALL BE SPACED NO CLOSER THAN 5 1/2" PARALLEL TO THE FLUTES.

PINS SHALL HAVE 1" PENETRATION INTO CONCRETE UNO CONCRETE SHALL ATTAIN FULL DESIGN

STRENGTH PRIOR TO INSTALLING SHOT PINS.

SHOT PINS MAY BE DRIVEN INTO 8" NOMINAL MINIMUM THICKNESS FULLY GROUTED NORMAL-WEIGHT CMU WITH TYPE S MORTAR AND MINIMUM F'M = 1500 PSI AT TIME OF INSTALLATION. SHOT PINS MAY BE INSTALLED INTO THE FACE SHELLS, HORIZONTAL MORTAR JOINTS OR VERTICALLY CENTERED IN THE TOP OF GROUTED CELLS. SHOT PINS SHALL NOT BE INSTALLED IN VERTICAL MORTAR JOINTS OR WITHIN 1" OF VERTICAL MORTAR JOINTS. NO MORE THAN ONE SHOT PIN MAY OCCUR IN AN INDIVIDUAL MASONRY UNIT CELL AND MUST BE INSTALLED A MINIMUM OF 4" FROM THE EDGE OF THE WALL. SHOT PINS IN MORTAR JOINTS MUST BE A MINIMUM OF 8" FROM THE END OF THE WALL AND SHALL HAVE A

MINIMUM SPACING OF 8".

ALL SHOT PINS SHALL INCLUDE STANDARD HILTI STEEL WASHERS.

THE OPERATOR, TOOL, AND FASTENER SHALL BE PRE-QUALIFIED BY THE PROJECT INSPECTOR OF RECORD. SHOT PIN INSTALLERS SHALL BE CERTIFIED BY HILTI AND HAVE A CURRENT HILTI ISSUED

OPERATORS LICENSE. SHOT PIN INSTALLATION SHALL MEET ALL OSHA REQUIREMENTS.

1.

2.

3.

4.

5.

6.

7.

8.

9.

WINDOW SYSTEM DESIGN CRITERIA

100SN010-1

2015 IBC ULTIMATE WIND SPEED- 110 MPH EXPOSURE CATEGORY C.

ALL MULLIONS AND THEIR CONNECTIONS SHALL BE DESIGNED TO SPAN BETWEEN STRUCTURAL

SUPPORTS AS SHOWN ON DRAWINGS. VERIFY CEILING HEIGHTS WITH ARCHITECTURAL DRAWINGS.

ALL MULLIONS AND THEIR CONNECTIONS SHALL ALLOW FOR A RELATIVE MOVEMENT BETWEEN

STORIES OF NOT LESS THAN 1.5'' DUE TO SEISMIC LOADS.

SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS SIGNED BY A REGISTERED CALIFORNIA CIVIL

ENGINEER PRIOR TO FABRICATION.

DETAILS PROVIDED IN THESE DRAWINGS ARE FOR REFERENCE ONLY. WINDOW SYSTEM

MANUFACTURER SHALL DESIGN AND SUPPLY ALL CONNECTION MATERIALS (INCLUDING EMBEDDED ITEMS, DIAGONAL BRACING ANGLES, BRACKETS, OUTRIGGERS, ETC.) AS REQUIRED FOR THE SUPPORT OF THE WINDOW SYSTEM. EMBEDDED ITEMS SHALL BE INSTALLED BY THE GENERAL CONTRACTOR.

1.

2.

3.

4.

HOLLOW CONCRETE UNIT MASONRY (BLOCK)

410SN001-1

ALL MASONRY SHALL BE MANUFACTURED AND PLACED IN ACCORDANCE WITH ACI 530, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES", AND ACI 530.1 "SPECIFICATION FOR MASONRY

STRUCTURES".

MORTAR SHALL BE TYPE S PER ASTM C270.

GROUT SHALL BE PROPORTIONED TO ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI. NOT MORE THAN 5% OF THE PEA GRAVEL SHALL PASS THE NO. 8 SIEVE AND 100% SHALL PASS THE 3/8" SIEVE. WHEN REQUIRED, GROUT STRENGTH SHALL BE VERIFIED IN ACCORDANCE WITH SECTION

2105.2.2.1.2 OF THE IBC.

REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 FOR #4 AND LARGER, GRADE 40 FOR #3

AND SMALLER. REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A706.

CONTRACTOR SHALL SUBMIT REBAR MILL CERTIFICATES.

MINIMUM REBAR CLEARANCE TO FACE SHELL IS ONE BAR DIAMETER OR 1/2", WHICHEVER IS GREATER.

WHERE WALLS ARE EXPOSED TO EARTH OR WEATHER, A MINIMUM COVER FOR THE REINFORCING

BARS OF 2" SHALL BE MAINTAINED.

BEFORE BLOCK IS PLACED ON CONCRETE, THOROUGHLY CLEAN CONCRETE OF ALL LAITANCE AND

ALL LOOSE MATERIAL. ROUGHEN AS IN A CONCRETE CONSTRUCTION JOINT.

CONCRETE BLOCK MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL

CONTINUITY OF THE CELLS. ALL HEAD AND END JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING SUCCESSIVE COURSES OR BY

EQUIVALENT MECHANICAL ANCHORAGE.

VERTICAL CELLS SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED

CONTINUOUS VERTICAL CELL.

GROUT PLACEMENT SHALL CONFORM TO ACI 530.1 SECTION 3.5.

CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOMS OF ALL CELLS TO BE FILLED AT EACH LIFT OR POUR OF GROUT WHERE SUCH LIFT OR POUR OF GROUT IS IN EXCESS OF 5'-4" IN HEIGHT, IN ACCORDANCE WITH ACI 530.1 SECTION 3.2F. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM INSIDE OF SUCH CELLS. THE CLEAN OUTS SHALL BE SEALED

AFTER INSPECTION AND BEFORE GROUTING. MECHANICALLY VIBRATE ALL GROUT POURS.

VERTICAL REINFORCING SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT TO

EXCEED 192 BAR DIAMETERS.

THOROUGHLY CLEAN ALL CELLS AND BOND BEAMS OF MORTAR BEFORE GROUTING.

ALL CELLS SHALL BE FILLED SOLIDLY WITH GROUT. ALL GROUTING SHALL BE DONE UNDER THE

OBSERVATION OF A QUALIFIED INSPECTOR WHERE INDICATED ON PLANS. REFER TO SPECIAL

STRUCTURAL INSPECTION SECTION OF THESE NOTES FOR FREQUENCY OF GROUTING INSPECTION.

WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS, OR

KEYS, SHALL BE FORMED BY STOPPING THE POUR OF GROUT 1-1/2" BELOW THE TOP OF THE

UPPERMOST UNIT.

EVERY VERTICAL BAR IN WALLS SHALL BE LAPPED PER THE TABLE BELOW WITH A DOWEL OF THE SAME SIZE EXTENDING FROM THE FOUNDATION. LOCATE VERTICAL REINFORCING AT CENTERLINE

OF WALL UNLESS SHOWN OR NOTED OTHERWISE. CARRY EACH DOWEL TO WITHIN 3" OF THE

BOTTOM OF THE FOUNDATION AND TERMINATE WITH 90 DEGREE HOOK. DOWELS SHALL BE

STRAIGHT AND PLUMB.

ALL EMBEDDED ITEMS (BOLTS, STRAPS, ETC.) SHALL BE SECURED IN PLACE PRIOR TO GROUTING.

CUT A HOLE IN THE FACE SHELL TO ATTAIN A MINIMUM OF 1/2" GROUT ALL AROUND EMBEDDED ITEMS AT THE FACE SHELL. WITHIN THE CELL OF THE UNIT, PROVIDE A MINIMUM OF 8" OF GROUT AROUND EMBEDDED ITEMS. AT HORIZONTAL ANCHOR INSTALLATIONS, MAINTAIN A MINIMUM CLEAR DISTANCE

OF 1/2" BETWEEN END OF ANCHOR AND FACE SHELL OF UNIT.

SINGLE CONDUITS (3/4" MAX) MAY BE PLACED IN VERTICAL CELLS NOT CONTAINING VERTICAL. REBAR.

NO HORIZONTAL CONDUITS ALLOWED IN WALL CONSTRUCTION.

ANCHOR BOLTS CAST IN MASONRY SHALL BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM F1554 GRADE 36, OR ASTM A307 GRADE A, UNO. BENT BAR ANCHOR BOLTS ARE NOT PERMITTED.

USE OPEN END BLOCK FOR ALL CONSTRUCTION NOT LAID IN RUNNING BOND.

ALL REBAR SHALL BE LAP SPLICED AND DEVELOPED AS FOLLOWS (UNO). WHERE EPOXY COATED REBAR IS USED, MULTIPLY LAP LENGTHS BY 1.5. BARS LARGER THAN #8 ARE TO BE LAPPED WITH MECHANICAL

SPLICES THAT DEVELOP AT LEAST 125 PERCENT OF THE YIELD STRENGTH OF THE BAR.

1.

5.

6.

7.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

CMU SLICE & DEVELOPMENT LENGTHS (F'M = 2000 PSI)

BAR

SIZE

FY

(KSI)

6" CMU

CENTER

40#3

60#4

#5

#6

#7

#8

1.0

1.0

1.0

1.3

1.3

1.5 γ E.F.

8" CMU

CENTER E.F.

10" CMU

CENTER E.F.

12" CMU

CENTER

14"

18"

22"

38"

52"

E.F.

14"

22"

35"

54"

63"

VERTICAL REINFORCING SHALL CONSIST OF #5 BARS AT 16" ON CENTER, LOCATED AT EACH FACE OF MASONRY WALL, UNO. LOCATE BARS AT ALL CORNERS, WALL ENDS, INTERSECTIONS, JAMBS AND AT EACH SIDE OF A WALL JOINT. LOCATE BARS OR ADD ADDITIONAL BARS DIRECTLY UNDER FRAMING MEMBERS SUCH AS BEAMS, JOISTS, GIRDERS, AND TRUSSES WHERE CENTER TO CENTER SPACING

OF FRAMING MEMBERS EXCEED 48" CC. DOWELS WITH STANDARD 90° HOOKS INTO THE

FOUNDATION SHALL MATCH AND LAP VERTICAL REINFORCING, TYPICAL, UNLESS NOTED OTHERWISE.

8.

INTERMEDIATE HORIZONTAL REINFORCING SHALL CONSIST OF #4 BARS AT 24" ON CENTER, LOCATED

AT THE CENTER OF THE MASONRY WALL, UNO. LOCATE TWO (2) #5 HORIZONTAL BARS AT ALL

ELEVATED FRAMING ASSEMBLIES, SUCH AS ROOFS, FLOORS, AND STAIRS. ALSO, LOCATE ONE #5 HORIZONTAL BAR AT TOPS OF PARAPETS, TOPS OF FREE-STANDING WALLS, AT THE BOTTOM OF ALL WALLS, AND ALIGNED WITH THE SLAB-ON-GRADE. PLACE A #5 BAR AT EACH FACE OF THE MASONRY WALL ABOVE AND BELOW ALL WALL OPENINGS, UNO. EXTEND THESE BARS A MINIMUM OF A LAP LENGTH PAST THE EDGE OF THE OPENING. WHERE EXTENSION CAN NOT BE ACHIEVED, BEND BARS UP

OR DOWN FOR A DISTANCE EQUAL TO THE SPECIFIED LAP LENGTH.

9.

PLACE ALL HORIZONTAL BARS IN BOND BEAM UNITS. WHEN 2 BARS ARE USED, STAGGER LAPS MINIMUM

OF 5'-0".

10.

72" 72"

CMU SLICE & DEVELOPMENT LENGTHS (F'M = 1500 PSI)

BAR

SIZE

FY

(KSI)

6" CMU

CENTER

40#3

60#4

#5

#6

#7

#8

1.0

1.0

1.0

1.3

1.3

1.5 γ E.F.

8" CMU

CENTER E.F.

10" CMU

CENTER E.F.

12" CMU

CENTER

16"

21"

26"

43"

60"

E.F.

16"

26"

40"

54"

63"

72" 72"

16"

21"

26"

43"

60"

16"

26"

40"

54"

63"

72"

16"

21"

26"

43"

60"

16"

26"

40"

54"

16"

21"

32"

54"

14"

18"

28"

53"

14"

18"

22"

38"

52"

14"

22"

35"

54"

14"

18"

22"

38"

52"

14"

22"

35"

54"

63"

72"

CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90 . F'M = 1500 PSI. F'M SHALL BE VERIFIED IN ACCORDANCE WITH SECTION 2105.2.2.1.2 OF THE IBC. CONCRETE BLOCK UNITS SHALL BE

MEDIUM WEIGHT. ALL MASONRY CONSTRUCTION IS TO BE GROUTED SOLID.

4.

MASONRY UNITS AND COMPONENTS THAT ARE DAMAGED ARE NOT TO BE INSTALLED IN THIS

PROJECT. REINFORCEMENTS AND ACCESSORIES ARE NOT TO BE STORED ON THE GROUND AND

ARE TO BE PROTECTED FROM PERMANENT DISTORTIONS.

2.

WHEN THE AMBIENT AIR TEMPERATURE IS BELOW 40°F, THE COLD WEATHER PROCEDURES FROM

ACI 530.1, ARTICLE 1.8C ARE TO BE IMPLEMENTED. WHEN THE AMBIENT AIR TEMPERATURE IS

ABOVE 90°F, THE HOT WEATHER PROCEDURES FROM ACI 530.1, ARTICLE 1.8D ARE TO BE

IMPLEMENTED.

3.

DEFERRED APPROVALS

100SN007-1

THE FOLLOWING ITEMS REQUIRE DEFERRED APPROVAL FROM THE ENFORCEMENT AGENCY:

ELEVATOR

ARCHITECTURAL PRECAST OR GFRC PANELS AND CONNECTIONS

SKYLIGHTS

WINDOW WALL/STORE FRONT SYSTEMS

PREFABRICATED METAL STAIRS AND CONNECTIONS TO THE STRUCTURE

FIRE SPRINKLER SUPPORT

EQUIPMENT STRUCTURAL ANCHORAGE

VIBRATION ISOLATION FOR MEDICAL EQUIPMENT

PREFABRICATED BLEACHERS AND BASKETBALL BACKBOARD ASSEMBLY

EXTERIOR BUILDING MAINTENANCE OR FALL RESTRAINT/ FALL ARREST EQUIPMENT

PREFABRICATED LIGHT GAGE STEEL OR WOOD TRUSSES

PROPRIETARY DEEP FOUNDATION SYSTEMS

THE DESIGN OF THE ABOVE ITEMS IS BY THE CONTRACTOR/MANUFACTURER.

CONTRACTOR/MANUFACTURER MUST PREPARE ALL NECESSARY CALCULATIONS AND DRAWINGS PER

THE INTERNATIONAL BUILDING CODE UNDER THE SUPERVISION OF A CIVIL ENGINEER, REGISTERED IN CALIFORNIA, AND SHALL OBTAIN ALL NECESSARY PLAN CHECK APPROVALS FROM THE ENFORCEMENT

AGENCY.

INSTALLATION OF THE ABOVE ITEMS SHALL NOT BE STARTED UNTIL DETAILED PLANS, SPECIFICATIONS AND ENGINEERING CALCULATIONS HAVE BEEN REVIEWED BY THE ARCHITECT OR STRUCTURAL ENGINEER OF

RECORD, AND APPROVED BY THE VA.

1.

2.

3.

A.

B.

C.

D.

E.

F.

G.

H.

I.

J.

K.

L.

S

S TA TE O F CA L I FO R N I A

STRUCTURAL

R

EFORP

DERETSIGE

S I N

ENGINEE R

O AL

Structural Engineers, Inc.

Buehler & Buehler

5 Third Street, Suite 1125, San Francisco, CA 94103 tel 415.495.1635 fax 415.495.1639

Sacramento . Phoenix . San Francisco . Los Angeles

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 on e ei gh t i nc h o ne fo ot on e qu ar te r in ch o ne fo ot th re e ei gh ts in ch o ne fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot on e in ch o ne fo ot on e an d on e ha lf in ch o ne fo ot on e in ch o ne fo ot

VA FORM 08-6231

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

Drawing Title: Project Title: Project Number:

Building Number:

Drawing Number:Location

Date Checked Drawn

Office of Construction and Facilities Management

Dwg. of01/19/2018

VA MEDICAL CENTER, MATHER, CA 95655

644K F DAVIS ENGINEERING, INC

530 LA GONDA WAY, SUITE E,

DANVILLE, CA 94526

WWW.KFDE.COM

(925) 743-8884

DAC JYL

DREW A.

CHALSTROM

No. 4670

612-501NEW DERMATOLOGY

OUTPATIENT SERVICES

BUILDING

SS001

STRUCTURAL GENERAL NOTES

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

GENERAL NOTES

15117 01/10/2018

02/12/2018

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

110IN001-1

SPECIAL INSPECTIONS AND TESTING SHALL BE PROVIDED BY A TESTING AND INSPECTION AGENCY, EMPLOYED BY THE CONTRACTOR, AND APPROVED BY THE VA TO PROVIDE SPECIAL INSPECTIONS

AND TESTING FOR THE PARTICULAR TYPE OF CONSTRUCTION.

FREQUENCY OF SPECIAL INSPECTIONS AND TESTING SHALL BE, AT A MINIMUM, AS NOTED FOR THE INDIVIDUAL ELEMENTS WITHIN THE TABLES BELOW. THE CONTRACTOR SHALL COORDINATE TIMING OF

SPECIAL INSPECTIONS AND TESTING WITH THE SPECIAL INSPECTION AND TESTING AGENCY,

SPECIAL INSPECTION IS REQUIRED FOR ALL SHOP FABRICATED MEMBERS OR ASSEMBLIES UNLESS

WAIVED PER THE EXCEPTIONS IN IBC SECTION 1704.2.5.

THE TESTING AND INSPECTION AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE VA, STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTOR, PER IBC SECTION 1704.2.4. THE REPORTS SHALL INDICATE WHETHER WORK INSPECTED OR TESTED CONFORMED TO THE APPROVED CONSTRUCTION DOCUMENTS. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE

BROUGHT TO THE ATTENTION OF THE VA AND THE STRUCTURAL ENGINEER OF RECORD.

SPECIAL INSPECTIONS AND TESTING ARE REQUIRED FOR THE LATERAL FORCE-RESISTING SYSTEM (LFRS) AND SHALL BE PROVIDED FOR ALL COMPONENTS AND CONNECTIONS ASSOCIATED WITH THE DESCRIPTION BELOW. SPECIAL INSPECTIONS AND TESTING FOR THE LFRS SHALL BE PER THE LFRS TABLES ABOVE, AND ARE IN ADDITION TO ALL OTHER REQUIRED INSPECTIONS AND TESTING. IF NO LFRS TABLES ARE INCLUDED, INSPECTIONS AND TESTING FOR THE LFRS ITEMS NOTED SHALL BE PER

THE TYPICAL MATERIAL TABLES.

SPECIAL INSPECTION AND TESTING RECORDS SHALL BE RETAINED BY THE CONTRACTOR ON SITE UNTIL

COMPLETION OF CONSTRUCTION.

THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT TO THE VA ACKNOWLEDGING RESPONSIBILITY FOR CONSTRUCTION OF THE MAIN LATERAL-FORCE RESISTING SYSTEM PRIOR TO COMMENCEMENT OF

THAT WORK AS REQUIRED BY IBC SECTION 1704.4.

ALL SOILS AND FOUNDATION EXCAVATION INSPECTIONS SHALL BE BY THE GEOTECHNICAL ENGINEER OF

RECORD, OR A GEOTECHNICAL FIRM HIRED BY THE VA PER IBC SECTION 1705.6.

1.

3.

5.

10.

6.

7.

9.

13.

PRIOR TO THE START OF CONSTRUCTION, THE TESTING AND INSPECTION AGENCY SHALL PROVIDE DOCUMENTATION TO THE VA DEMONSTRATING COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING OF

THE SPECIAL INSPECTORS WHO WILL PERFORM THE SPECIAL INSPECTIONS AND TESTS DURING

CONSTRUCTION, IN ACCORDANCE WITH IBC SECTION 1704.2.1.

4.

THE TESTING AGENCY SHALL SUBMIT TO THE VA, A FINAL REPORT DOCUMENTING SPECIAL INSPECTIONS AND TESTS PER IBC SECTION 1704.2.4, AND REPORTS AND CERTIFICATES PER IBC SECTION 1704.5.

8.

DEFINITIONS:11.

CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS CONTINUOUSLY PRESENT

WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED.

A.

PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT

WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

B.

OBSERVE (O) - OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS.

E.

PERFORM (P) - PERFORM THOSE TASKS PRIOR TO FINAL ACCEPTANCE FOR EACH ITEM OR ELEMENT.F.

DOCUMENT (D) - THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN

PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE REPORT NEED NOT PROVIDE

DETAILED MEASUREMENTS FOR JOINT FIT-UP, WPS SETTINGS, COMPLETED WELDS, OR OTHER

INDIVIDUAL ITEMS LISTED IN THE TABLES. FOR SHOP FABRICATION, THE REPORT SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED. FOR FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID LINES AND FLOOR OR ELEVATION INSPECTED. WORK NOT IN COMPLIANCE WITH

THE CONTRACT DOCUMENTS AND WHETHER THE NONCOMPLIANCE HAS BEEN SATISFACTORILY

REPAIRED SHALL BE NOTED IN THE INSPECTION REPORT.

G.

TABLES OF SPECIAL INSPECTIONS AND TESTING ARE DERIVED FROM THE STRUCTURAL PROVISIONS OF THE

IBC AND REFERENCED STANDARDS AND ARE FOR REFERENCE ONLY. THE INCLUDED TABLES ARE

PROVIDED FOR THE CONVENIENCE OF THE VA, TESTING AGENCY AND CONTRACTOR IN DEVELOPING THE SCOPE OF WORK FOR REQUIRED TESTING AND INSPECTION OF STRUCTURAL MATERIALS AND COMPONENTS.

FINAL DEFINITION OF THIS SCOPE OF WORK IS TO BE DETERMINED BY THE TESTING AGENCY AND THE VA (OR

VA'S AUTHORIZED AGENT).

2.

QUALITY ASSURANCE (QA) - MONITORING AND INSPECTION TASKS PERFORMED BY AN AGENCY OR FIRM OTHER THAN THE FABRICATOR OR ERECTOR TO ENSURE THAT THE MATERIAL PROVIDED AND

WORK PERFORMED BY THE FABRICATOR AND ERECTOR MEET THE REQUIREMENTS OF THE

APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. QUALITY ASSURANCE

INCLUDES THOSE TASKS DESIGNATED 'SPECIAL INSPECTION' BY THE APPLICABLE CODE.

C.

QUALITY CONTROL (QC) - CONTROLS AND INSPECTIONS IMPLEMENTED BY THE FABRICATOR OR

ERECTOR, AS APPLICABLE, TO ENSURE THAT THE MATERIAL PROVIDED AND WORK PERFORMED MEET THE REQUIREMENTS OF THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.

D.

LFRS DESCRIPTION: CONCRETE OVER METAL DECK FLOOR AND ROOF, WF BEAMS AND GIRDERS, STEEL

BRACED FRAMES, BRACED FRAME ANCHOR BOLTS AND FOUNDATIONS.

SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED DURING CONSTRUCTION ON THE WORK SHOWN IN THE CONSTRUCTION DOCUMENTS AS REQUIRED BY IBC CHAPTER 17, THE TABLES LISTED BELOW, AND THE JURISDICTION'S SPECIAL INSPECTION AND TESTING FORM. IF DISCREPANCIES ARE NOTED, CONTACT THE SEOR. ALL EXCEPTIONS INCLUDED IN IBC CHAPTER 17 ARE PERMITTED TO BE

USED.

12.

LFRS (SEE NOTE #13)

SOILS

CONCRETE CONSTRUCTION

CONCRETE CONSTRUCTION (POST-INSTALLED ANCHORS)

MASONRY CONSTRUCTION - LEVEL B

STEEL CONSTRUCTION - WELDING INSPECTION

STEEL CONSTRUCTION - WELDING TESTING

STEEL CONSTRUCTION - BOLTING

STEEL COMPOSITE CONSTRUCTION

COLD-FORMED STEEL DECK

STRUCTURAL STEEL LFRS - WELDING INSPECTIONS

STRUCTURAL STEEL LFRS - WELDING TESTING

STRUCTURAL STEEL LFRS BOLTING

STRUCTURAL STEEL LFRS COMPOSITE CONSTRUCTION

LFRS DETAILS: SS401 (ALL DETAILS), SS402 (ALL DETAILS), 5/SS502

TYPE

SOILS - REQUIRED SPECIAL INSPECTIONS AND TESTS

110IN201-1

CONTINUOUS PERIODIC

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

- X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

X -

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

- X

IBC TABLE 1705.6

TYPE

CONCRETE CONSTRUCTION - REQUIRED SPECIAL INSPECTIONS AND TESTS

110IN301-1

CONTINUOUS REFERENCED STANDARDPERIODIC

1. INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY

PLACEMENT.

ACI 318 CH. 20, 25.2, 25.3,

26.5.1-26.5.3

- X

2. REINFORCING BAR WELDING: AWS D.14

ACI 318: 26.5.