21-040-LAC_Replace-Roofs-Phase1_Final-Drawings_5.pdf

GENERAL NOTES

100SN001

1. INTERPRETATION OF DRAWINGS & SPECIFICATIONS

A. 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 THEIR

SUBCONTRACTORS.

B. 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.

C. SHOULD AN ERROR APPEAR IN THE WORKING DETAILS OR SPECIFICATIONS OR IN WORK

DONE BY OTHERS AFFECTING THIS WORK, THE CONTRACTOR SHALL NOTIFY THE

ARCHITECT 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 OWNER,

THEN THE CONTRACTOR SHALL HAVE NO VALID CLAIM AGAINST THE OWNER, 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 OWNER, 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 THE CONTRACTOR ELECT TO PROCEED, THEY ARE DOING SO AT

THEIR OWN RISK.

2. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES AND REGULATIONS.

3. SHOP DRAWING NOTE:

A. WHEN NOT ADDRESSED BY DIVISION 1 OF THE SPECIFICATIONS, SUBMITTALS SHALL BE

ELECTRONIC PDF FORMAT.

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

TO THE STRUCTURAL ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN

CONCEPT BY INDICATING WHICH MATERIAL THE CONTRACTOR INTENDS TO FURNISH AND

INSTALL, AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS THE

CONTRACTOR INTENDS TO USE ON A STAND ALONE SET OF DOCUMENTS. DUPLICATION OF

DESIGN DOCUMENTS FOR THE PURPOSE OF SHOP DRAWINGS IS NOT ACCEPTABLE.

C. 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.

D. PRIOR TO SUBMISSION THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS FOR

CONFORMANCE WITH THE CONTRACT DOCUMENTS AND SHALL STAMP SUBMITTALS AS

BEING "REVIEWED FOR CONFORMANCE".

E. SHOP DRAWING SUBMITTALS PROCESSED BY THE STRUCTURAL ENGINEER ARE NOT

CHANGE ORDERS.

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

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

G. 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.

4. SAFETY NOTE:

A. 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.

B. 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 DWGS 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.

C. THE OWNER AND THE STRUCTURAL ENGINEER DO NOT ACCEPT ANY RESPONSIBILITY FOR

THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.

5. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER 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.

6. 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 OWNER (IF THEY ARE AVAILABLE).

7. CONTRACTOR SHALL PROVIDE AN ALLOWANCE EQUAL TO 2% OF THE BID FOR STRUCTURAL

STEEL, MISC. IRON AND REINFORCING STEEL TO BE USED AT THE DISCRETION OF THE

STRUCTURAL ENGINEER. UNUSED AMOUNT TO REVERT TO THE OWNER UPON COMPLETION

OF THE JOB.

8. ANY SUBSTITUTIONS FOR STRUCTURAL MEMBERS, HARDWARE OR DETAILS SHALL BE

REVIEWED BY THE 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.

9. DO NOT SCALE DRAWINGS. CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER FOR ANY

DIMENSIONS NOT SHOWN.

10. THESE DRAWINGS ARE NOT COMPLETE UNTIL REVIEWED AND ACCEPTED BY LOCAL BUILDING

OFFICIALS AND THE OWNER AND SIGNED BY THE STRUCTURAL ENGINEER.

CMU SPLICE & DEVELOPMENT LENGTHS (f'm = 2000 PSI)

BAR

SIZE

fy

(KSI)

6" CMU

CENTER

60#3

60#4

#5

#6

#7

EF

8" CMU 10" CMU 12" CMU

12" 12"

21"

33"

12"

22"

37"

54"

12"

15"

24"

48"

63"

14"

24"

45"

12"

12"

19"

36"

50"

13"

22"

35"

CONCRETE MASONRY UNITS (CMU)

410SN001

1. ALL MASONRY SHALL BE MANUFACTURED AND PLACED IN ACCORDANCE WITH TMS 402,

"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES", AND TMS 602 "SPECIFICATION

FOR MASONRY STRUCTURES".

2. 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.

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

FROM TMS 602, ARTICLE 1.8C ARE TO BE IMPLEMENTED. WHEN THE AMBIENT AIR

TEMPERATURE IS ABOVE 90°F, THE HOT WEATHER PROCEDURES FROM TMS 602, ARTICLE 1.8D

ARE TO BE IMPLEMENTED.

4. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90 . f'm = 2000 PSI. f'm SHALL BE VERIFIED IN ACCORDANCE WITH TMS 602, ARTICLE 1.4 B.2. CONCRETE BLOCK UNITS SHALL BE

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

5. MORTAR SHALL BE TYPE S PER ASTM C270.

6. GROUT SHALL CONFORM TO ASTM C476. THE CONTRACTOR IS TO DETERMINE THE PROPER

APPLICATION OF FINE GROUT OR COARSE GROUT BASED ON THE GROUT POUR HEIGHT USED

AND THE CLEAR GROUT SPACE WIDTH (FOR MULTI-WYTHE CONSTRUCTION) OR CLEAR GROUT

SPACE DIMENSIONS IN ACCORDANCE WITH TMS 402 TABLE 3.2.1. GROUT SHALL BE

PROPORTIONED TO ATTAIN A 28 DAY COMPRESSIVE STRENGTH EQUAL TO THE SPECIFIED f'm

VALUE NOTED ABOVE. 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 ASTM C1019. GROUT MIX SHALL HAVE APPROXIMATELY 1 LB

OF SIKAGROUT AID, OR APPROVED EQUAL, PER 100 LBS OF CEMENTITIOUSMATERIAL.

7. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 UNO. REINFORCING STEEL TO

BE WELDED SHALL CONFORM TO ASTM A706 GRADE 60. CONTRACTOR SHALL SUBMIT REBAR

MILL CERTIFICATES.

8. VERTICAL REINFORCING SHALL CONSIST OF #5 BARS AT 8" ON CENTER, LOCATED AT CENTER

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 TO WITHIN 3" CLR OF BOTTOM OF FOUNDATION

SHALL MATCH AND LAP VERTICAL REINFORCING PER TABLE BELOW, TYPICAL, UNLESS NOTED

OTHERWISE.

9. INTERMEDIATE HORIZONTAL REINFORCING SHALL CONSIST OF #5 BARS AT 24" ON CENTER, LOCATED AT THE CENTER OF THE MASONRY WALL, UNO. 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.

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

MINIMUM OF 5'-0".

11. 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.

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

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

13. 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.

14. GROUT PLACEMENT SHALL CONFORM TO TMS 602 SECTION 3.5.

15. CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOMS OF ALL CELLSTO BE FILLED AT

EACH LIFT OR POUR OF GROUT WHERE SUCH LIFT OR POUR OF GROUT IS IN EXCESS OF 4'-0" IN HEIGHT OR 5'-4" FOR 10" NOMINAL OR LARGER, IN ACCORDANCE WITH CBC SECTION 2104.2.4.

ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION GREATER THAN 1/4" SHALL BE

REMOVED FROM INSIDE OF SUCH CELLS. THE CLEAN OUTS SHALL BE SEALED AFTER

INSPECTION AND BEFORE GROUTING. MECHANICALLY VIBRATE ALL GROUT POURS.

16. REINFORCEMENT IS TO BE SUPPORTED IN PLACE TO PREVENT DISPLACEMENT CAUSED BY

PLACEMENT OF GROUT AND MORTAR OR BY CONSTRUCTION LOADS.

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

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

THE OBSERVATION OF A QUALIFIED INSPECTOR. REFER TO SPECIAL STRUCTURAL INSPECTION

SECTION OF THESE NOTES FOR FREQUENCY OF GROUTING INSPECTION.

19. 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.

20. 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.

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

REBAR. NO HORIZONTAL CONDUITS ALLOWED IN WALL CONSTRUCTION.

22. ANCHOR BOLTS CAST IN MASONRY SHALL BE HEADED BOLTS WITH CUT THREADS

CONFORMING TO ASTM F1554 GRADE 36, UNO. BENT BAR ANCHOR BOLTS ARE NOT

PERMITTED.

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

24. 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.

CENTER EF CENTER EF CENTER EF

12"

19"

36"

49"

POST-INSTALLED ANCHORS

305SN001

1. FOR CONCRETE CONSTRUCTION, POST-INSTALLED ANCHORS SHALL BE ONE OF THE

FOLLOWING:

A. ADHESIVE ANCHORS FOR THRD ROD & REBAR:

a. HILTI HIT-HY 200 PER ESR-3187

b. HILTI HIT-RE500 V3 PER ESR-3814

c. SIMPSON SET-XP PER ESR-2508

d. SIMPSON SET-3G PER ESR-4057

e. DEWALT/PURE ESR-3298

B. EXPANSION ANCHORS:

a. HILTI KB-TZ2 PER ESR-4266

b. SIMPSON STRONG BOLT 2 PER ESR-3037

c. DEWALT/POWER-STUD+ SD2 ESR-2502

C. SCREW ANCHORS:

a. HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3027

b. SIMPSON TITEN HD PER ESR-2713

c. DEWALT/SCREWBOLT+ PER ESR-3889

2. FOR GROUT-FILLED MASONRY CONSTRUCTION, POST-INSTALLED ANCHORS SHALL BE ONE OF

THE FOLLOWING:

A. ADHESIVE ANCHORS FOR THRD ROD & REBAR:

a. HILTI HIT-HY 270 PER ESR-4143

b. SIMPSON SET-XP IAPMO UES ER-265

c. DEWALT/AC 100+ GOLD ESR-3200

B. EXPANSION ANCHORS:

a. HILTI KB-TZ2 PER ESR-4561

b. SIMPSON WEDGE-ALL PER ESR-1396

c. DEWALT/POWER-STUD+ SD1 ESR-2966

C. SCREW ANCHORS:

a. HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3056

b. SIMPSON TITEN HD PER ESR-1056

c. DEWALT/SCREWBOLT+ PER ESR-4042

3. FOR UNREINFORCED MASONRY CONSTRUCTION, ADHESIVE ANCHORS SHALL BE ONE OF THE

FOLLOWING:

a. HILTI HY-270 PER ESR-4144

b. DEWALT AC100+ GOLD PER ESR-4105

4. PLASTIC MESH SCREEN TUBES SHALL BE PROVIDED AND EXISTING WALL THICKNESS AND

MORTAR SHEAR STRENGTH SHALL MEET THE REQUIREMENTS OF THE EVALUATION REPORT.

5. ANCHOR TYPE, SIZE & EMBEDMENT SHALL BE AS INDICATED IN DRAWINGS. POST-INSTALLED

ANCHORS FOR REPAIR SHALL BE EVALUATED ON A CASE BY CASE BASIS. NOTIFY STRUCTURAL

ENGINEER FOR REPAIRS.

6. ALL EMBEDMENT DEPTHS CALLED OUT IN DRAWINGS REFER TO EFFECTIVE EMBEDMENT

UNLESS OTHERWISE NOTED. SEE DIAGRAM BELOW AND ICC REPORTS.

7. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS GIVEN IN THE

EVALUATION REPORT. PROVIDE MINIMUM EMBEDMENT PROVIDED IN ICC ESR REPORT UNLESS

NOTED OTHERWISE.

8. PROVIDE SPECIAL INSPECTION AS INDICATED IN THE STATEMENT OF STRUCTURAL SPECIAL

INSPECTIONS AND TESTING AND THE EVALUATION REPORT.

9. WHEN INSTALLING POST-INSTALLED ANCHORS IN EXISTING CONCRETE OR MASONRY, USE

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

INSTALL ANCHORS WITHIN 1 1/2" OF CMU HEAD JOINTS. DO NOT INSTALL ANCHORS IN

PRESTRESSED CONCRETE ELEMENTS.

10. 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 EVALUATION 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 EVALUATION REPORT. SEE EVALUATION REPORT FOR

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

11. THE CONCRETE SHALL HAVE ATTAINED ITS MINIMUM DESIGN STRENGTH PRIOR TO

INSTALLATION OF THE ANCHORS.

12. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS

AT THE TIME OF ANCHOR INSTALLATION PER ACI 318, CHAPTER 17.

13. INSTALLER CERTIFICATION AND INSPECTION IS REQUIRED FOR HORIZONTAL AND UPWARDLY

INCLINED ADHESIVE ANCHORS SUBJECTED TO SUSTAINED TENSION LOADING IN ACCORDANCE

WITH ACI 318, CHAPTER 17.

14. IF TEMPERATURE OF BASE MATERIAL AT TIME OF ADHESIVE ANCHOR INSTALLATION IS 45

DEGREES FARENHEIT OR LOWER, AN "ACRYLIC" OR COLD WEATHER ADHESIVE IS REQUIRED.

USE DEWALT AC200+, SIMPSON AT-XP, OR HILTI HIT-HY200 WHEN THIS OCCURS.

15. 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 GOVERNING AGENCY

AND ARCHITECT/STRUCTURAL ENGINEER.

INSTALLED ANCHOR DIAGRAMS

E M

B E D

E F F E C T

IV

E

E M

B E D

N O

M

IN

A L

P E R R

E P O

R T

H O

L E D

E P T H

E M

B E D

E F F E C T

IV

E

E M

B E D

N O

M

IN

A L

P E R R

E P O

R T

H O

L E D

E P T H

EXPANSION ANCHOR SCREW ANCHOR

(A) -

AB -

ABV -

ADDL -

AHU -

ALT -

APPROX -

ARCH -

(B) -

BLDG -

BLKG -

BLW -

BM -

B.O. -

BOF -

BOTT -

BRCG -

BRG -

BTWN -

BYND -

CC -

CG -

CJ -

CJP -

CL -

CLG -

CLR -

CMU -

COL -

CONC -

CONN -

CONT -

CONTR -

COORD -

CSK -

DBL -

DF -

DIAG -

DL -

DWG -

(E) -

EA -

EF -

EJ -

ELEV -

EN -

EOS -

EQ -

EW -

FB -

FC -

FDN -

FF -

FRMG -

FRT -

FS -

FTG -

GA -

GALV -

GLB -

GR -

GYP -

HD -

HDR -

HGR -

HK -

HORIZ -

HSB -

HSS -

HT -

OCCURS ABOVE

ANCHOR BOLT

ABOVE

ADDITIONAL

AIR HANDLING UNIT

ALTERNATE

APPROXIMATE

ARCHITECTURAL

OCCURS BELOW

BUILDING

BLOCKING

BELOW

BEAM

BOTTOM OF

BOTTOM OF FOOTING

BOTTOM

BRACING

BEARING

BETWEEN

BEYOND

CENTER TO CENTER

CENTER OF GRAVITY

CONSTRUCTION JOINT

COMPLETE JOINT PENETRATION

CENTERLINE

CEILING

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONTINUOUS

CONTRACTOR

COORDINATE

COUNTERSINK

DOUBLE

DOUGLAS FIR

DIAGONAL

DEAD LOAD

DRAWING

EXISTING

EACH

EACH FACE OR EDGE FASTENER

EXPANSION JOINT

ELEVATION

EDGE NAILING

EDGE OF SLAB

EQUAL

EACH WAY

FACE OF BLOCK/BRICK OR FLAT BAR

FACE OF CONCRETE

FOUNDATION

FINISH FLOOR

FRAMING

FIRE RETARDANT TREATED

FACE OF STUD OR FAR SIDE

FOOTING

GAUGE OR GAGE

GALVANIZED

GLUED LAMINATED BEAM

GRADE

GYPSUM

HOLDOWN

HEADER

HANGER

HOOK

HORIZONTAL

HIGH STRENGTH BOLT

HOLLOW STRUCTURAL SECTION

HEIGHT

JH -

LL -

LLH -

LLV -

LONGIT -

LS -

LW -

MECH -

MFR -

MI -

MTL -

(N) -

NIC -

NS -

NTS -

NW -

O/ -

OH -

OPNG -

OSB -

PC -

PERP -

PJP -

PL -

PT -

PW -

REINF -

REQD -

RWD -

SC -

SCH -

SEOR -

SHTG -

SIM -

SJ -

SMS -

SOG -

SP -

SPCG -

SQ -

STD -

STFNR -

STGRD -

STL -

STRUCT -

SW -

T&B - T&G -

THRD -

TN -

T.O. -

TOC -

TOF -

TOS -

TOW -

TRANS -

TYP -

UNO -

VERT -

VIF -

WF -

WHS -

WP -

WS -

WWF -

XS -

XXS -

Ø -

JOIST HANGER

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LAG SCREW

LIGHTWEIGHT

MECHANICAL

MANUFACTURER

MALLEABLE IRON

MARK

METAL

NEW

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NORMAL WEIGHT

OVER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

PIECE

PERPENDICULAR

PARTIAL JOINT PENETRATION

PLATE

PRESSURE TREATED

PUDDLE WELD

REINFORCING OR REINFORCEMENT

REQUIRED

REDWOOD

SLIP CRITICAL

SCHEDULE

STRUCTURAL ENGINEER OF RECORD

SHEATHING

SIMILAR

SLAB CONTROL JOINT

SHEET METAL SCREW

SLAB-ON-GRADE

STRUCTURAL PANEL

SPACING

SQUARE

STANDARD

STIFFENER

STAGGERED

STEEL

STRUCTURAL

SHEAR WALL

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

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VERIFY IN FIELD

WIDE FLANGE

WELDED HEADED STUD

WORK POINT

WOOD SCREW

WELDED WIRE FABRIC

EXTRA STRONG

DOUBLE EXTRA STRONG

ROUND OR DIAMETER

ABBREVIATIONS

100SN003

CONCRETE

300SN001

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

MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES.

2. CONCRETE MIX DESIGNS SHALL BE PREPARED ACCORDING TO ACI 318-14 CHAPTER 26.4 AND ACI 301-10 SECTION 4, REVIEWED BY OWNER'S TESTING LABORATORY AND SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW.

3. 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 25% OR AS

GIVEN IN SPECS.

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

AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE.

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

6. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 UNO. REINFORCING STEEL

TO BE WELDED SHALL CONFORM TO ASTM A-706 GRADE 60. CONTRACTOR SHALL SUBMIT

REBAR MILL CERTIFICATES. REINFORCING STEEL IN SPECIAL REINFORCED SHEAR WALLS OR

MOMENT FRAMES, EXCEPT TIES AND HOOPS, SHALL CONFORM TO ASTM A-706.

7. 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.

8. REINFORCING STEEL SHALL BE FABRICATED ACCORDING TO "MANUAL OF STANDARD

PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION".

9. WIRE FABRIC SHALL CONFORM TO ASTM A1064.

10. 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

11. 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.

12. 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.

13. 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.

14. 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.

15. REMOVE ALL DEBRIS FROM FORMS BEFORE CASTING ANY CONCRETE.

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

SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE.

17. ANCHOR BOLTS (AB'S) CAST IN CONCRETE FOR WALL SILL AND LEDGER APPLICATIONS SHALL

BE HEADED BOLTS WITH CUT THREADS CONFORMING TO ASTM F1554, 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.

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

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

CONCRETE IN BEAMS, SPANDRELS, OR SLABS SUPPORTED THEREON.

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

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

SIZE BAR.

22. 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.

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

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

SHALL BE SUPPLIED BY CONTRACTOR.

25. PROVIDE #4x4'-0" DIAGONAL REINFORCING AT EACH REINFORCING LAYER OF SLAB AT ALL RE-

ENTRANT CORNERS TYPICAL UNO. THIS APPLIES TO SLAB ON GRADE, CONCRETE OVER METAL

DECK, AND ELEVATED STRUCTURAL SLAB CONDITIONS.

26. 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.

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

28. CONCRETE STRENGTHS & MIX PROPERTIES:

F'C @ MAX AGGR MAX W/CM*

ITEM 28 DAYS SIZE WEIGHT RATIO

A. FOUNDATIONS, ELEVATOR PITS, 4000 PSI 1-1/2" NW 0.58

TIE BEAMS

B. SLAB ON GRADE 4000 PSI 1" NW 0.45

C. COLUMNS, BEAMS, WALLS, 4000 PSI 1" NW 0.50

ELEVATED SLABS, PILE CAPS

D. NW CONC FILL OVER DECK 3500 PSI 3/4" NW 0.52

E. LW CONC FILL OVER DECK 3000 PSI 3/4" LW 0.52

SITE & MISCELLANEOUS - SEE CIVIL OR ARCH DRAWINGS

* W/CM = WATER : CEMENTITIOUS MATERIAL RATIO

DESIGN CRITERIA

100SN002-19

1. CODES AND STANDARDS

2022 CALIFORNIA BUILDING CODE (CBC)

ASCE 7-16

ACI 318-19

AISC 360-16, 341-16, 358-16

AISI S100-16 w/ S2-20, S240-20, S400-20

TMS 402/602-16

2018 NDS, 2021 SDPWS

SEISMIC:

SITE CLASS D

SS = 1.5 ; SDS = 1.2

S1 = 0.608 ; SD1 = N/A

IP = 1.0 TYPICAL

IP = 1.5 PER ASCE 7-16 SECT 13.1.3

RISK CATEGORY: IV

SEISMIC DESIGN CATEGORY: D

WIND:

V = 106 MPH

RISK CATEGORY: IV

EXPOSURE CATEGORY: C

GCPI = +/- 0.18

2. LATERAL LOADS

#3

B

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

#3 #4

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

ACI 318

CBC/IBC

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

#4#3

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

#3 f'c= 3000 PSI CONC f'c = 4000 PSI CONC

LAP SPLICE LENGTHS FOR GRADE 60 REINFORCING BARS IN TENSION (Lst)

300SN002

(ALL LENGTHS SHOWN ARE IN INCHES)

f'c = 3500 PSI CONC f'c = 5000 PSI CONC

DEFINITIONS:

LD = DEVELOPMENT LENGTH OF DEFORMED BARS IN TENSION

LST = TENSION LAP SPLICE LENGTH

TOP = HORIZONTAL REINFORCEMENT LOCATED SUCH THAT MORE THAN 12 INCHES OF FRESH

CONCRETE IS CAST IN THE MEMBER BELOW THE SPLICE.

NOTES:

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

STEEL FOR #3 BARS AND LARGER.

2. ROUND UP TO THE NEAREST WHOLE NUMBER FOR ALL LENGTH CALCULATIONS.

3. Lst SHALL BE 12 INCHES MINIMUM.

4. WHERE EPOXY-COATED BARS ARE USED, MULTIPLY LAP LENGTHS BY 1.2, BUT WHERE EPOXY-

COATED BARS HAVE CLEAR COVER LESS THAN 3 BAR DIA. OR CLEAR SPACING LESS THAN 6 BAR

DIA., MULTIPLY LAP LENGTHS BY 1.31 FOR TOP REBAR AND 1.5 FOR OTHER REBAR.

5. WHEN LIGHTWEIGHT CONCRETE IS USED, MULTIPLY LAP LENGTHS BY 1.33.

6. 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.

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

8. DEVELOPMENT LENGTH OF DEFORMED BARS, Ld, SHALL BE CALCULATED BY DIVIDING THE

LENGTH ABOVE BY 1.30. Ld SHALL BE 12 INCHES MINIMUM.

9. WHEN SPLICING DIFFERENT SIZE BARS, Lst SHALL BE THE GREATER OF Ld OF THE LARGER BAR

AND Lst OF THE SMALLER BAR.

10. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. INCREASE LAP LENGTHS BY

20 PERCENT FOR A THREE-BAR BUNDLE AND 33 PERCENT FOR A FOUR-BAR BUNDLE

11. THE LENGTHS SHOWN IN THE SCHEDULE SHALL BE INCREASED BY ALL APPLICABLE

MULTIPLIERS LISTED IN THE NOTES ABOVE.

REINF

LOCATION

SPLICE

CLASS

TOP

OTHER

B

REINF

LOCATION

SPLICE

CLASS

TOP

OTHER

B

REINF

LOCATION

SPLICE

CLASS

TOP

OTHER

B

REINF

LOCATION

SPLICE

CLASS

TOP

OTHER

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 AISC CODE OF STANDARD PRACTICE, LATEST EDITIONS ADOPTED BY THE

BUILDING CODE SPECIFIED IN THE DESIGN CRITERIA NOTES, UNO.

2. ALL HOT ROLLED STEEL SHAPES, PLATES AND BARS SHALL BE NEW STEEL CONFORMING TO ASTM

A6, UNO IN THE STRUCTURAL DRAWINGS. STRUCTURAL STEEL SHALL BE AS FOLLOWS:

A. WIDE FLANGE AND WT SHAPES: ASTM A992

B. M- AND S- SHAPES: ASTM A36

C. C- AND MC- SHAPES: ASTM A992

D. L- SHAPES: ASTM A572 GRADE 50

E. ROUND HSS: ASTM A500 GRADE C (Fy = 46 KSI) F. RECTANGULAR HSS: ASTM A500 GRADE C (Fy = 50 KSI) G. PIPE: ASTM A53, GRADE B (Fy = 35 KSI)

H. BASE PLATES UP TO 4�THICK: ASTM A572 GRADE 50

I. ALL OTHER PLATE MATERIAL: ASTM A572 GRADE 50, UNO

J. BUILT UP COLUMNS: ASTM A572 GRADE 50

K. PLATE GIRDERS: ASTM A572 GRADE 50

L. CONNECTION MATERIAL

a. COLUMN CONTINUITY PLATES AND DOUBLER PLATES: ASTM A572 GRADE 50

b. BRACED FRAME GUSSET PLATES: ASTM A572 GRADE 50

3. 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.

4. 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. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING ALL

BASE PLATE AND SUPPORT CONDITIONS DURING ERECTION AND BRACING AS REQUIRED. SEE

AISC AND OSHA REQUIREMENTS.

5. GROUT BELOW BASE PLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT WITH A MINIMUM

COMPRESSIVE STRENGTH OF 8,000 PSI UNO. COLUMN BASE PLATES SHALL BE PROMPTLY

GROUTED AFTER STEEL FRAME HAS BEEN PLUMBED AND PRIOR TO INSTALLATION OF METAL

DECKING.

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

7. STRUCTURAL BOLTS AND THREADED FASTENERS

A. BOLTED CONNECTIONS SHALL CONSIST OF UNFINISHED BOLTS CONFORMING TO ASTM F3125

GRADE A325 UNO.

B. WHERE HIGH-STRENGTH BOLTS ARE SPECIFIED, BOLTS CONFORMING TO ASTM F3125 GRADE

A325 OR GRADE A490 SHALL BE PROVIDED AS INDICATED. HIGH STRENGTH BOLTS IN SLIP-

CRITICAL AND PRETENSION JOINTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1852

FOR TWIST-OFF TYPE TENSION CONTROL BOLT PRETENSIONING OR BE PROVIDED WITH

DIRECT TENSION INDICATOR WASHERS CONFORMING TO THE REQUIREMENTS OF ASTM F959.

C. ANCHOR RODS CAST IN CONCRETE OR MASONRY SHALL BE HEADED BOLTS WITH CUT THREAD, FULL DIAMETER BODY STYLE CONFORMING TO ASTM F1554 GRADE 36, 55 (WELDABLE PER S1

SUPPLEMENTARY REQUIREMENTS), OR GRADE 105 AS INDICATED ON DRAWINGS. IN LIEU OF

HEADED ANCHOR RODS, THREADED ROD CONFORMING TO THE ABOVE SPECIFICATIONS 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.

D. 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.

E. 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 WASHER SIZE AND PERMISSIBLE

WASHER TYPE.

F. THREADED RODS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

G. PINS: ALL PINS IN PIN CONNECTED MEMBERS SHALL CONFORM TO ASTM A36 OR ASTM A108 AS

INDICATED ON THE DRAWINGS.

8. ADDITIONAL REQUIREMENTS FOR "SLIP-CRITICAL" BOLTED CONNECTIONS:

A. "SLIP-CRITICAL" CONNECTIONS (A325-SC DESIGN VALUES WITH SPECIAL INSPECTION) ARE

REQUIRED AT ALL MOMENT FRAME CONNECTIONS, 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.

B. THE SPECIAL INSPECTOR MUST BE PRESENT DURING THE INSTALLATION AND TIGHTENING

OPERATION OF "SLIP-CRITICAL" CONNECTIONS.

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

CENTER FOR ALL DOUBLE ANGLE MEMBERS UNO.

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

UNLESS NOTED OTHERWISE IN THE DRAWINGS.

11. BOLT HOLES SHALL BE AISC STANDARD HOLES UNLESS SPECIFIED OTHERWISE. USE STANDARD

AISC GAGE AND PITCH FOR BOLTS EXCEPT AS NOTED OTHERWISE.

12. 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 ELECTRODES FOR WELDING

SHALL COMPLY WITH AWS D1.1 AND D1.8 AS APPLICABLE, E70 SERIES MINIMUM.

13. WELD LENGTHS SPECIFIED ON PLANS ARE THE NET EFFECTIVE LENGTHS REQUIRED.

14. MINIMUM FILLET WELDS: (T = THICKNESS OF THINNER PART JOINED)

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

15. WELDING PROCEDURE SPECIFICATIONS (WPS) FOR SHOP AND FIELD PREQUALIFIED WELD JOINTS AND WELD JOINTS QUALIFIED BY TEST SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL

ENGINEER AND THE OWNER�S TESTING LABORATORY 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. SUBMIT TEST REPORTS SHOWING SUCCESSFUL PASSAGE OF QUALIFICATION TESTS FOR

ALL NON-PREQUALIFIED WELDING PROCEDURE SPECIFICATIONS.

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. ALL CFS

MEMBERS ARE TO BE COATED IN ACCORDANCE WITH THE OPTIONS SHOWN IN PARAGRAPH 4.3

AND TABLE 1 OF ASTM C955 AND SHALL HAVE A MINIMUM COATING PROTECTION LEVEL OF CP 60.

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

MINIMUM EFFECTIVE SECTION PROPERTIES SHOWN IN THE TABLE(S).

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

DESIGN THICKNESS PER AISI S240-15

4. METAL FRAMING SHALL BE PER ICC-ES NO. 3064P OR ICC-ES 4205. CONTRACTOR SHALL BE

RESPONSIBLE FOR OBTAINING AGENCY APPROVAL FOR ANY SUBSTITUTIONS.

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

STEEL". WELDERS SHALL BE AWS CERTIFIED. WELDING RODS: E60XX MIN (43 MIL AND THINNER), E70XX MIN (54 MIL AND THICKER).

6. SMS SHALL BE PER ONE OF THE FOLLOWING:

A. GRABBER CONSTRUCTION PRODUCTS INC PER ESR-1271

B. PRIMESOUCE BUILDING PRODUCTS PER ESR-1408

C. ITW BUILDEX PER ESR-1976

D. ITW BUILDEX PER ESR-3223

E. HILTI PER ESR-2196

F. PORTEOUS FASTENER PER ESR-3231

G. ELCO CONSTRUCTION PRODUCTS PER ESR-3294

H. SIMPSON STRONG-TIE COMPANY PER ESR-3006

7. SMS MUST BE INSTALLED WITH THE FOLLOWING MINIMUM DIMENSIONAL LIMITATIONS: WHERE

MULTIPLE FASTENERS ARE USED, SCREWS ARE TO HAVE A CENTER-TO-CENTER SPACING OF AT

LEAST 3 TIMES THE NOMINAL DIAMETER (D). SCREWS ARE TO HAVE A CENTER-OF-SCREW TO

EDGE-OF-STEEL DIMENSION OF AT LEAST 1.5 TIMES THE NOMINAL DIAMETER (D) OF THE SCREW.

8. ALL SCREWS ARE TO PROTRUDE A MINIMUM OF THREE FULL THREADS BEYOND THE

CONNECTED PARTS, UNLESS OTHERWISE NOTED. WHERE THE CONNECTED PARTS ARE

DIFFERENT THICKNESS, THE SCREW IS TO FIRST PENETRATE THE THINNER MEMBER, THEN

PENETRATE THICKER PART, MEANING, THE SCREW HEAD IS IN CONTACT WITH THE THINNER

MEMBER, UNLESS OTHERWISE NOTED.

9. 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.

10. METAL STUDS AND JOISTS SHALL NOT HAVE PUNCH-OUTS CLOSER THAN 10" CLEAR FROM THE

END OF THE MEMBER OR AT INTERMEDIATE LATERAL BEARING POINTS OF THE MEMBER. METAL

STUDS WHICH ARE PART OF BUILT-UP HEADER SECTIONS SHALL BE UNPUNCHED FULL LENGTH.

S

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SACRAMENTO, CA 95811

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CALIFORNIA DEPARTMENT OF

CORRECTIONS AND REHABILITATION

ACCESS COMPLIANCE REVIEW

APPROVAL OF THIS PLAN DOES NOT

AUTHORIZE OR APPROVE ANY OMISSION OR

DEVIATION FROM THE APPLICABLE REGULATIONS.

TRACKING NUMBER:___________________

DATE:____________________________

REVIEWER:_________________________

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SSSS111100001 111

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

GENERAL NOTES

08/24/2023

OFFICE OF THE STATE FIRE MARSHAL

shall be available on the project site at all times.

10/10/23

APPROVED FIRE AND PANIC ONLY

Approval of this plan does not authorize or approve any omission or deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans

23-0002

11/20/2023 CASp 491 #1317