11. 95 pct Structural Dwgs.pdf

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1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA LATEST EDITION, AND ALL

OSHA REQUIREMENTS AS THEY APPLY TO THIS PROJECT.

2. THE STRUCTURAL ENGINEER DOES NOT ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S

FAILURE TO COMPLY WITH THESE REQUIREMENTS.

3. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE

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

VERTICAL AND/OR LATERAL LOADS, SHORING AND LOADS DUE TO CONSTRUCTION EQUIPMENT,

ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER WILL NOT INCLUDE

INSPECTION OF THE ABOVE ITEMS.

GENERAL BUILDING STRUCTURAL NOTES:

1. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL

BE RESPONSIBLE FOR THE REVIEW AND COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE USACE PRIOR TO THE START OF CONSTRUCTION SO THAT 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 USACE.

2. TYPICAL NOTES AND DETAILS SHALL APPLY UNLESS OTHERWISE SHOWN OR NOTED ON DRAWINGS.

3. DETAILS OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME NATURE AS SHOWN FOR SIMILAR

CONDITION.

4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2012 INTERNATIONAL BUILDING CODE WITH

LATEST REVISIONS REFERRED TO HEREIN AS "THE CODE", AND OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.

5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. IF CONFLICTS OCCUR BETWEEN DRAWINGS AND SPECIFICATIONS, THE MOST EXPENSIVE MATERIALS OR METHODS SHALL PREVAIL (FOR BIDDING). CONTRACTING OFFICER SHALL BE NOTIFIED OF CONFLICTS AND THAT PORTION OF

WORK SHOULD NOT PROCEED UNTIL CONFLICT IS RESOLVED.

6. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY

DO NOT INDICATE THE METHOD OF CONSTRUCTION.

7. NO STRUCTURAL MEMBERS SHALL BE CUT, NOTCHED OR OTHERWISE PENETRATED UNLESS SPECIFICALLY

APPROVED BY THE CONTRACTING OFFICER IN ADVANCE OR SHOWN ON THESE DRAWINGS.

8. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. DIMENSIONS AND ELEVATIONS MUST BE VERIFIED WITH ARCHITECTURAL DRAWINGS. IN THE EVENT OF A CONFLICT, THE CONTRACTING OFFICER IS TO BE NOTIFIED IMMEDIATELY. DRAWING SCALES GIVEN ARE APPROXIMATE- DO

NOT SCALE PLANS OR DETAILS.

9. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS.

SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.

SIZE AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR DRAINS, SLOPES AND

DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC.

BUILDING SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN.

BUILDING FLOOR AND ROOF FINISHES.

BUILDING DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

10. SEE BUILDING MECHANICAL, BUILDING PLUMBING AND BUILDING ELECTRICAL DRAWINGS AND

SPECIFICATIONS FOR THE FOLLOWING:

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, ETC. EXCEPT AS SHOWN OR

NOTED.

ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALL OR SLABS.

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES.

SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES AND ANCHOR BOLTS FOR MOTOR MOUNTS.

STRUCTURAL ABBREVIATIONS

@ AT

∠ ANGLE

ABV ABOVE

AB ANCHOR BOLT

AC ASPHALTIC CONCRETE

ACI AMERICAN CONCRETE INSTITUTE

ADDNL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

AGG AGGREGATE

AISC AMERICAN INSTITUTE FOR STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

APA THE ENGINEERED WOOD ASSOCIATION

APPROX APPROXIMATE

ARCH ARCHITECT/ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS

AWS AMERICAN WELDING SOCIETY

BEV BEVELED

BLW BELOW

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BN BOUNDARY NAILING/BOUNDARY FASTENING

BOC BOTTOM OF CONCRETE

BOF BOTTOM OF FOOTING

BOS BOTTOM OF STEEL

BOTT BOTTOM

BRBF BUCKLING-RESTRAINED BRACED FRAME

BRCG BRACING

BRG BEARING

BTW BETWEEN

BYD BEYOND

C CAMBER

CCR CALIFORNIA CODE OF REGULATIONS

CC CENTER TO CENTER

CE CIVIL ENGINEER

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CLG CEILING

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE/COORDINATION

CP COMPLETE PENETRATION

CRC COLD-ROLLED CHANNEL

CTR CENTER

CTRD CENTERED

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION

DEPR DEPRESSED

DF DOUGLAS FIR

DIA (Ø) DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DLT DEEP LEG TRACK

DN DOWN

DO DUPLICATE ORDER

DSA DIVISION OF THE STATE ARCHITECT

DTL DETAIL

DWG DRAWING

(E) EXISTING CONDITION

EA EACH

EE EACH END

EJ EXPANSION JOINT

ELEV ELEVATION

EN EDGE NAILING/EDGE FASTENING

EOS EDGE OF SLAB

EOR ENGINEER OF RECORD

EQ (=) EQUAL

ES EACH SIDE

EW EACH WAY

EB EXPANSION BOLT

EQUIP EQUIPMENT

EXTR EXTERIOR

FAB FABRICATE

f'c MINIMUM ULTIMATE COMPRESSIVE STRENGTH

OF CONCRETE

FBC FLAT BAR COLLECTOR

FD FLOOR DRAIN

FF FINISH FLOOR

FFE FINISH FLOOR ELEVATION

FG FINISH GRADE

FHWS FLAT HEAD WOOD SCREW

FJ FLOOR JOIST

FIN FINISH

FLG FLANGE

FLR FLOOR

f'm MINIMUM ULTIMATE COMPRESSIVE STRENGTH

OF MASONRY

FN FIELD NAILING/FIELD FASTENING

FND FOUNDATION

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

FRMG FRAMING

FRP FIBER REINFORCED POLYMER

FT (') FOOT/FEET

FTG FOOTING

Fy SPECIFIED YIELD STRENGTH OF REINFORCING, PSI OR SPECIFIED MINIMUM YIELD STRESS OF

STEEL, KSI

GA GAUGE

GALV GALVANIZED

GL GLUE LAMINATED LUMBER

GRD GRADE

GT GROUT

GWB GYPSUM WALLBOARD

HAS HEADED ANCHOR STUD

HC HANDICAP

HD HOLDOWN

HDG HOT-DIPPED GALVANIZED

HDR HEADER

HK HOOK

HORIZ HORIZONTAL

HT HEIGHT

HSB HIGH STRENGTH BOLT

HSS HOLLOW STRUCTURAL SECTION

ICBO INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

ID INSIDE DIAMETER

IN (") INCH

INTR INTERIOR

INFO INFORMATION

JST JOIST

JT JOINT

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LG LONG

LGTH LENGTH

LONG LONGITUDINAL

LS LAG SCREW

LSL LAMINATED STRAND LUMBER

LT WT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MRD METAL ROOF DECK

MTL METAL

(N) NEW

N/A NOT APPLICABLE

NIC NOT IN CONTRACT

NO. (#) NUMBER OR POUNDS

NOM NOMINAL

NS&FS NEARSIDE & FARSIDE

NSG NON SHRINK GROUT

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OSB ORIENTED STRAND BOARD

OSHA OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION

OSHPD OFFICE OF STATEWIDE HEALTH PLANNING &

DEVELOPMENT

OWSJ OPEN WEB STEEL JOIST

OPG OPENING

OPP OPPOSITE

OH OPPOSITE HAND

OVS OVERSIZED HOLE

PAF POWDER/POWER ACTUATED FASTENER

PCC PRECAST CONCRETE

PC PIPE COLUMN

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PEMB PRE-ENGINEERED METAL BUILDING

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF PER LINEAR FOOT

PLWD PLYWOOD

PN PERIMETER NAILING

PP PARTIAL PENETRATION

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

PSL PARALLEL STRAND LUMBER

PTDF PRESSURE TREATED DOUG FIR

PT POINT

PV PHOTOVOLTAIC

PVC POLYVINYL CHLORIDE

R RADIUS

REINF REINFORCING/REINFORCEMENT

REQ REQUIRED

RJ ROOF JOIST

RR ROOF RAFTER

RSB RECESSED STUD BOLT

SAD SEE ARCHITECTURAL DRAWINGS

SC SLIP CRITICAL

SCBF SPECIAL CONCENTRIC BRACED FRAME

SCHED SCHEDULE

SDST SELF-DRILLING SELF-TAPPING

SE STRUCTURAL ENGINEER

SEIS JT SEISMIC JOINT

SEOR STRUCTURAL ENGINEER OF RECORD

SHT SHEET

SHTHG SHEATHING

SHRWL SHEARWALL

SIM SIMILAR

SJ SHRINKAGE JOINT

SLH SHORT LEG HORIZONTAL

SLRS SEISMIC LOAD RESISTING SYSTEM

SLV SHORT LEG VERTICAL

SM SHEET METAL

SMRF SPECIAL MOMENT RESISTING FRAME

SMS SHEET METAL SCREWS

SOG SLAB ON GRADE

SP STRUCTURAL PANELING

SPCG SPACING

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STAG STAGGER

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T24 TITLE 24 CALIFORNIA CODE

tf FLANGE THICKNESS

THRD THREAD OR THREADED

THK THICK/THICKNESS

TN TOE NAIL

T.A. TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING/TOP OF FRAMING

TOS TOP OF STEEL

TOW TOP OF WALL

TRAN TRANSVERSE

TS (SEE HSS)

TYP TYPICAL

T&B TOP & BOTTOM

T&G TONGUE & GROOVE

UBC UNIFORM BUILDING CODE

UNO UNLESS NOTED OTHERWISE

URM UNREINFORCED MASONRY

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WDW WINDOW

WF WIDE FLANGE

WP WORK POINT

WRT WITH RESPECT TO

WS WOOD SCREW

WT WEIGHT/STRUCTURAL TEE

WWF WELDED WIRE FABRIC

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GENERAL:

IN ADDITION TO THE INSPECTIONS REQUIRED BY SECTION 110 OF THE 2012 IBC,

THE USACE SHALL EMPLOY A SPECIAL INSPECTOR TO PERFORM SPECIAL

INSPECTIONS & TESTS AS INDICATED ON THE STATEMENT OF SPECIAL

INSPECTIONS.

1. INSPECTORS: ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN

INDEPENDENT INSPECTION AGENCY WHICH IS IN THE EMPLOYMENT OF THE

USACE.

2. ALL SPECIAL INSPECTION & TESTING AGENCIES SHALL BE QUALIFIED PER

ASTM E329 AND APPROVED BY THE CONTRACTING OFFICER.

3. PROVIDE INSPECTION REPORTS TO CONTRACTING OFFICER WITHIN TWO

WEEKS OF PERFORMANCE INSPECTION OR TEST.

4. REFER TO CHAPTER 17 OF THE CODE FOR OTHER REQUIRED SPECIAL

INSPECTIONS AND TESTS NOT LISTED.

5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THE TESTS AND

INSPECTIONS ARE PERFORMED. JOB SITE VISITS BY THE CONTRACTING

OFFICER DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR

INSPECTIONS.

6. WHERE THE CONTRACTOR CHOOSES TO USE AN APPROVED ALTERNATIVE

MEANS FOR FASTENING OR ANCHORING MATERIALS THAT REQUIRE

SPECIAL FIELD INSPECTION, SUCH AS FIELD WELDING, ADHESIVE OR

EXPANSION ANCHORS, ETC. ALL ADDITIONAL SPECIAL INSPECTION AND

TESTING COSTS SHALL BE PAID BY THE USACE AND DEDUCTED FROM THE

CONTRACT AMOUNT.

INSPECTION NOTES:DESIGN CRITERIA (2012 IBC):

OCCUPANCY

RISK CATEGORY .............................. II

LIVE LOADS

ROOF ..................................... 20.0 PSF (REDUCIBLE) TYP

FLOOR ................................... 50.0 PSF (REDUCIBLE) TYP UNO

PARTITION ................... 15.0 PSF TYP

CORRIDORS ........................... 100.0 PSF TYP

STORAGE ............................... 250 PSF TYP

SNOW LOADS

Pg = 0 PSF

LATERAL LOADS

WIND

EXPOSURE ............................................ C

WIND SPEED (ULTIMATE DESIGN) ......... 110 MPH (3 SEC GUST)

COMPONENTS & CLADDING (DEFERRED SUBMITTALS - CONTRACTOR

RESPONSIBLE FOR DESIGN)

WINDOW SYSTEMS ................................... 37.5 PSF

ROOF .......................................................... 71.0 PSF

CLADDING .................................................. 37.5 PSF

SEISMIC

DESIGN BASED ON THE 2012 IBC CHAPTER 16 & ASCE 7-10

SITE CLASS = D

SEISMIC DESIGN CATEGORY = D

MAPPED SEISMIC HAZARD PARAMETERS

Ss = 0.972 Fa = 1.1 SDS = 0.720 S1 = 0.328 Fv = 1.7 SD1 = 0.381

STEEL ORDINARY MOMENT FRAMES

I = 1.00 V = EQUIVALENT LATERAL FORCE PROCEDURE BASE

R = 3.50 SHEAR (STRENGTH DESIGN)

Ωo = 3.00 Cd = 3.00 V = CsW = 0.206W ρ = 1.30

STEEL ORDINARY CONCENTRIC BRACED FRAMES

I = 1.00 V = EQUIVALENT LATERAL FORCE PROCEDURE BASE

R = 3.25 SHEAR (STRENGTH DESIGN)

Ωo = 2.00 Cd = 3.25 V = CsW = 0.222W ρ = 1.00

WAREHOUSE BUILDING

SEISMIC DEMANDS ON NON-STRUCTURAL COMPONENTS

Fp = SEISMIC DESIGN FORCE (STRENGTH DESIGN) Fp = 0.4apSDSWp (1 + 2z

h) Wp (R / Ie) ap = 1.0 Rp = 2.5 Ip = 1.0

HORIZONTAL STRUCTURAL IRREGULARITIES: NONE

VERTICAL STRUCTURAL IRREGULARITIES: NONE

SEISMIC BASE LEVEL: GRADE LEVEL

STORY DRIFT

DEFORMATION COMPATIBILITY AS REQUIRED BY ASCE 7-10 SECTION 12.12.5

FOR USE IN CLADDING, STAIRS & OTHER NON-STRUCTURAL ELEMENTS

Δ = 3"

FLOOD DESIGN DATA

NONE APPLICABLE

SPECIAL LOADS

NONE APPLICABLE

WAREHOUSE BUILDING NOTES:

1. THE WAREHOUSE BUILDING NOTED ON THE DRAWINGS REQUIRES

ADDITIONAL DESIGN & DETAILING BY A FIRM SPECIALIZING IN THIS TYPE

OF WORK. SUBMITTALS, INCLUDING SHOP DRAWINGS AND

CALCULATIONS, SHALL BE PER THE SPECIFICATIONS.

2. THE WAREHOUSE BUILDING FOUNDATIONS & ANCHORAGE NOTED ON

THE DRAWINGS ARE FOR BIDDING PURPOSES ONLY. THE FOUNDATIONS

& ANCHORAGES SHALL BE REVIEWED & MODIFIED AS REQUIRED FOR

THE FINAL BUILDING REACTIONS BY A LICENSED CIVIL / STRUCTURAL

ENGINEER.

3. SPACE FRAMES SHALL BE DESIGNED AS "PIN" BASE.

4. SEE ARCH & MEP DWGS FOR THE LOCATION, MAGNITUDE & NATURE OF

ALL LOADS TO BE SUPPORTED & BRACED.

5. COORD DIMS OF PEMB COL BASES TO MATCH ARCH FINISH DTLS.

CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER AT FOLLOWING STAGES OF

CONSTRUCTION AND PROVIDE ALL NECESSARY ACCESS AND ASSISTANCE TO

ALLOW THE CONTRACTING OFFICER TO PERFORM SITE OBSERVATION VISITS.

THESE VISITS DO NOT CONSTITUTE INSPECTION OF THE WORK. PROVIDE A

MINIMUM OF 2 BUSINESS DAYS NOTICE PRIOR TO REQUIRED TIME OF VISIT.

[ ] PRIOR TO FOUNDATION CONCRETE POUR(S)

[ ] PRIOR TO CONCRETE SLAB ON GRADE CONCRETE POUR(S)

[ ] STRUCTURAL FRAME 50% COMPLETE

[ ] STRUCTURAL FRAME 100% COMPLETE

[ ] PRIOR TO COVERING PLYWOOD SHEATHING AT WALLS

[ ] PRIOR TO COVERING PLYWOOD SHEATHING AT ROOF/FLOORS

PERIODIC STRUCTURAL OBSERVATION:

DESIGN CRITERIA (2012 IBC):

OCCUPANCY

RISK CATEGORY .............................. II

LIVE LOADS

ROOF ..................................... 20.0 PSF (REDUCIBLE) TYP

FLOOR ................................... 50.0 PSF (REDUCIBLE) TYP UNO

PARTITION ................... 15.0 PSF TYP

CORRIDORS ........................... 100.0 PSF TYP

STORAGE ............................... 100 PSF TYP

SNOW LOADS

Pg = 0 PSF

LATERAL LOADS

WIND

EXPOSURE ............................................ C

WIND SPEED (ULTIMATE DESIGN) ......... 110 MPH (3 SEC GUST)

SEISMIC

V = EQUIVALENT LATERAL FORCE PROCEDURE BASE SHEAR

(STRENGTH DESIGN)

V = CsW = 0.111W

Cs = SDS = 0.111 (R/Ie)

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

LIGHT FRAME WOOD WALLS SHEATHED W/

WOOD STRUCT PANELS.

R = 6.5 SITE CLASS = D

Ie = 1.0 Ss = 0.972 Fa = 1.1 SDS = 0.720

Ωo = 3.0 S1 = 0.328 Fv = 1.7 SD1 = 0.381 ρ = 1.3

Cd = 4.0 SEISMIC DESIGN CATEGORY = D

ADMINISTRATION BUILDING

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FOUNDATIONS:

1. REFER TO RECOMMENDATIONS IN SOILS REPORT, PROJECT NO.

363-KAS-COE-TO3 BY GENTERRA CONSULTANTS, INC., DATED JUNE 15, 2015.

ALLOWABLE SOIL BEARING PRESSURE FOR FOUNDATION IS 2500 PSF (DL +

LL) AND 3333 PSF (DL + LL + SEISMIC OR WIND).

2. ALL SITEWORK AND GRADING SHALL BE DONE IN COMPLIANCE WITH THE

SOILS REPORT AND THE SPECIFICATIONS.

3. SOILS ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL

FOUNDATION EXCAVATIONS PRIOR TO PLACEMENT OF CONCRETE.

4. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SHORE AND

BRACE AS REQUIRED. SEE SAFETY NOTES FOR ADDITIONAL INFORMATION.

5. ALL FOUNDATIONS ARE SHOWN AND DIMENSIONED AS BEING FORMED.

FOUNDATIONS MAY BE PLACED IN NEAT EXCAVATIONS PROVIDED

FOOTINGS ARE INCREASED 2" IN WIDTH, SEE TYPICAL UNFORM FOOTING

DETAIL.

6. EXCAVATIONS SHALL BE CLEANED OF ALL DEBRIS AND LOOSE SOIL.

STANDING WATER SHALL BE REMOVED PRIOR TO CONCRETE PLACEMENT.

7. FOUNDATION DEPTHS INDICATED ON PLANS ARE MINIMUMS BASED OFF OF

THE SOILS REPORT MENTIONED ABOVE, AND ARE FOR ESTIMATING

PURPOSES. FINAL DEPTHS OF FOOTINGS MAY CHANGE AT THE TIME OF

EXCAVATION BY THE SOILS ENGINEER.

8. BOTTOMS OF ALL FOUNDATIONS SHALL BE LEVEL. CHANGES IN BOTTOM OF

FOUNDATION ELEVATION SHALL BE MADE ACCORDING TO STEPPED

FOOTING DETAILS.

9. FOOTINGS SHALL BE CENTERED UNDER WALLS AND/OR COLUMNS UNLESS

OTHERWISE INDICATED ON DRAWINGS.

10. CONTRACTOR SHALL CHECK FOOTING FORMS TO VERIFY THAT THEY ARE

SQUARE & PLUMB. THE CONTRACTOR SHALL ALSO VERIFY THAT ALL

INSERTS & EMBEDS ARE IN THEIR CORRECT LOCATION & ORIENTATION

PRIOR TO PLACING CONCRETE.

11. NOTIFY THE STRUCTURAL ENGINEER 48 HOURS IN ADVANCE OF PLACING

CONCRETE.

1. CONCRETE CONSTRUCTION SHALL CONFORM TO THE CODE PER GENERAL NOTES.

2. CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ASTM C94 AND ACI STANDARD 304. IN

ADDITION, MAXIMUM FREE FALL OF CONCRETE SHALL BE 4'-0".

3. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING

PLACEMENT AND SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT AND

EMBEDDED FIXTURES AND INTO CORNERS OF FORMS.

4. THE MINIMUM 28 DAY STRENGTH SHALL BE PER MIX DESIGN SCHEDULE.

5. CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II.

6. CONCRETE AGGREGATES:

A. NATURAL SAND AND ROCK AGGREGATES SHALL CONFORM TO ASTM C33.

B. LIGHTWEIGHT AGGREGATES SHALL CONFORM TO ASTM C330.

7. MINERAL ADMIXTURES SHALL COMPLY WITH ASTM C618 CLASS F.

8. LIQUID ADMIXTURES SHALL COMPLY WITH THE FOLLOWING:

A. WATER REDUCERS . . . . . . . . . . . . . . . . . . . ASTM C494 TYPE A

B. MID-RANGE WATER REDUCERS . . . . . . . . ASTM C494 TYPE A & F

C. NON-CHLORIDE ACCELERATORS . . . . . . . ASTM C494 TYPE C OR C & E

D. RETARDING ADMIXTURES . . . . . . . . . . . . . ASTM C494 TYPE B OR B & D

9. GENERAL:

A. NO PIPES OR DUCT SHALL BE PLACED IN CONCRETE SLABS OR WALLS UNLESS

SPECIFICALLY DETAILED.

B. REFER TO ARCHITECTURAL, STRUCTURAL AND MECHANICAL DRAWINGS FOR ALL

MOULDS, GROOVES, ORNAMENTS, CLIPS, ETC. TO BE CAST IN CONCRETE.

10. ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 318

SECTION 6.4 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE

STRUCTURAL DRAWINGS. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO

REMOVE DUST, CHIPS, OR OTHER FOREIGN MATTER PRIOR TO PLACING THE ADJACENT

CONCRETE. THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF

CONSTRUCTION JOINTS TO THE ENGINEER FOR REVIEW BY THE STRUCTURAL ENGINEER

BEFORE STARTING CONSTRUCTION.

11. MAXIMUM SPACING OF CONSTRUCTION OR CONTROL JOINTS FOR A REINFORCED SLAB ON

GRADE OR ELEVATED SLAB OVER METAL DECK SHALL BE 20'-0" OC.

12. REMOVE ALL DEBRIS AND EXCESS WATER FROM THE FORMS BEFORE PLACING ANY

CONCRETE.

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

SHALL BE SECURELY POSITIONED AND FREE OF EXCESSIVE SCALE, RUST, DIRT, GREASE,

OIL OR ANY OTHER SUBSTANCES THAT WILL IMPAIR BOND WITH CONCRETE. OBTAIN

APPROVAL OF ALL AFFECTED TRADES PRIOR TO PLACING CONCRETE.

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

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

CONCRETE IN BEAMS, SPANDRELS OR SLABS SUPPORTED THEREON.

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

CONCRETED.

17. CONTRACTOR SHALL PREPARE AND SUBMIT CONCRETE MIX DESIGNS PER THE

SPECIFICATIONS FOR REVIEW PRIOR TO PLACEMENT OF ANY CONCRETE. CONCRETE MIX

DESIGNS SHALL BE PER ACI 318 CHAPTER 5. CALCIUM CHLORIDE OR ADMIXTURES WHICH

ADD CHLORIDES ARE NOT PERMITTED.

18. CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING MINIMUM CONCRETE

COVER SHALL BE PROVIDED FOR REINFORCEMENT:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 THROUGH NO. 11 BAR . . . . . . . . . . . . . . . . . . . . . . . . . . 2"

NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER

2"

FOOTNOTES:

1. ADD WATER REDUCING ADMIXTURES PER SPECIFICATIONS FOR PLACING.

2. FOR HOT WEATHER CONCRETING REFER TO ACI 305R.

3. FOR COLD WEATHER CONCRETING REFER TO ACI 306R.

4. OTHER ADMIXTURES SHALL BE REVIEWED BY THE ENGINEER OF RECORD AND TESTING

LABORATORY UPON CONCRETE MIX DESIGN SUBMITTAL.

5. SLUMPS SHALL NOT EXCEED 8"±11

2" WHEN USING MID-RANGE WATER REDUCERS.

6. ADDITIONAL WATER SHALL NOT BE ADDED TO THE CONCRETE ONCE THE TRUCK LEAVES THE

BATCH PLANT.

7. MIX DESIGN SHALL NOT BE PROPORTIONED WITHOUT FIELD EXPERIENCE OR TRIAL MIXTURES

PER ACI 318, SECTION 5.3 WHEN USING MORE THAN 15% FLY ASH REPLACEMENT BY WEIGHT.

CONCRETE:

MIX DESIGN SCHEDULE

TYPE USE CLASS

STRENGTH

"f'c" MIN AT

28 DAYS

(PSI)

CONCRETE

UNIT

WEIGHT

(PCF)

MAX

AGGREGATE

SIZE (IN)

MAX

SLUMP

(IN)

MAX (5)

WATER TO

CEMENT

RATIO (%)

FLY ASH (7)

REPLACEMENT

A SLAB ON

GRADE 4000 150 1" ±1

4" 4" ±1" 0.40 15% MIN

25% MAX

B FOUNDATIONS /

WALLS 3000 150 1" ±1

4" 4" ±1" 0.50 15% MIN

25% MAX

19. A. ALL BARS SHALL HAVE A CLASS B MINIMUM SPLICE LAP UNLESS OTHERWISE NOTED.

SEE REINFORCEMENT LAP SPLICES TABLE.

B. SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. UNO.

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

THE SAME SIZE REINFORCING. UNO.

D. SPLICE CONTINUOUS BARS IN SPANDRELS, GRADE BEAMS, WALL BEAMS, ETC. AS

FOLLOWS: TOP BARS AT MID-SPAN, BOTTOM BARS AT CENTERLINE SUPPORT UNO.

20. HORIZONTAL WALL REINFORCING IN DOUBLE LAYER WALLS SHALL BE STAGGERED. USE #2

SPREADERS APPROXIMATELY EVERY THIRD INTERSECTION EACH DIRECTION FOR ALL

DOUBLE LAYER WALLS.

21. MINIMUM WALL REINFORCING SHALL BE:

WALL THICKNESS SINGLE LAYER DOUBLE LAYER

7" OR LESS . . . . . . . . . . . . . #4 @ 12" OC EA WAY

8" . . . . . . . . . . . . . . . . . . . . . #4 @ 10" OC EA WAY

9" & 10" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . #4 @ 16" OC EA WAY 11" & 12" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . #4 @ 12" OC EA WAY

22. REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE

WITH ACI 315. SEE REINFORCING STEEL NOTES FOR ADDITIONAL REQUIREMENTS.

23. FINAL PRODUCT AS INDICATED ON DRAWINGS SHALL COMPLY WITH THE FOLLOWING:

A. ALL CONCRETE SHALL HAVE A "CLASS B" FINISH PER ACI 347 WITH GRADUAL

IRREGULARITIES LIMITED TO 14" IN 5'-0" AS MEASURED WITH A STRAIGHT EDGE.

B. SURFACE IRREGULARITIES ATTRIBUTABLE TO PLACEMENT AND CONSOLIDATION

DEFICIENCIES AS DEFINED IN ACI 309.2R (E.G., BUG HOLES, HONEYCOMB, ETC.)

WILL BE REVIEWED BY THE ARCHITECT AND ENGINEER. UNSATISFACTORY WORK SHALL BE

REPAIRED AT THE CONTRACTOR'S EXPENSE.

C. GRADUAL SURFACE IRREGULARITIES SHALL NOT BE CUMULATIVE.

REINFORCING STEEL

1. REINFORCING SHALL CONFORM TO ASTM A615 - GRADE 60 UNLESS NOTED

OTHERWISE.

2. NO REINFORCING BARS ARE TO BE WELDED UNLESS SPECIFICALLY

DETAILED IN CONTRACT DOCUMENTS. ALL BARS SO DETAILED TO BE

WELDED SHALL BE ASTM A706 BARS.

3. WIRE FABRIC SHALL CONFORM TO ASTM A185. WELDED WIRE FABRIC SHALL

BE LAP SPLICED TWO SQUARES MINIMUM EACH DIRECTION.

4. REINFORCING, DOWELS, BOLTS, ANCHORS, SLEEVES, ETC. TO BE

EMBEDDED SHALL BE SECURELY POSITIONED BEFORE PLACING CONCRETE

OR GROUTING MASONRY. OBTAIN APPROVAL OF ALL AFFECTED TRADES

PRIOR TO PLACING CONCRETE.

5. SEE DTL B2 / S-501 FOR TYPICAL REBAR BENDS.

FOOTNOTES:

1. TABLE ABOVE BASED ON UNCOATED REINFORCING.

2. TOP REINFORCING IS HORIZONTAL REINFORCEMENT THAT HAS MORE

THAN TWELVE INCHES OF FRESH CONCRETE CAST BELOW IT.

3. FOR BARS WITH COVER LESS THAN 1 BAR DIAMETER OR WITH CLEAR

SPACING LESS THAN 2 BAR DIAMETERS, INCREASE LAP SPLICE BY 50%.

4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, (WT = 110 PCF) INCREASE

LAP SPLICE BY 30%.

5. ALL LAP SPLICES SHALL BE CLASS B, UNO.

B

A

B

A

REINFORCEMENT SIZE (GR60, UNO)

TOP

TOP

OTHER

#3

#5

#4

#6

TOP

OTHER

TOP

OTHER 16

#3

37 56

#5

#4

#6

#10

#7

#8

#9

#11

#10

#7

#8

#9

#11

LAP SPLICE LENGTHS

REINFORCEMENT

REINFORCEMENT

LOCATION

SPLICE

CLASS

REINFORCEMENT

LOCATION

SPLICE

CLASS

REINFORCEMENT SIZE (GR60, UNO)

OTHER

f'c = 4000 PSI AT 28 DAYS f'c = 3000 PSI AT 28 DAYS

(IN INCHES)

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STRUCTURAL STEEL:

1. FABRICATION, ERECTION AND MATERIALS SHALL CONFORM WITH;

A. AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

B. AISC 341-10 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"

C. 2012 IBC

2. STRUCTURAL STEEL SHAPES AND CONNECTORS SHALL CONFORM TO THE FOLLOWING:

A. WIDE FLANGE . . . . . . . . . . . . . . . . . . ASTM A992, GRADE 50 (Fy = 50 KSI)

B. HOLLOW STRUCTURAL SECTION

ASTM A500, GRADE C

RECTANGULAR: (Fy = 50 KSI) ROUND: (Fy = 46 KSI)

C. PIPE COLUMNS . . . . . . . . . . . . . . . . . ASTM A53, TYPES E OR S, GRADE B (Fy = 35 KSI)

D. PLATES, ANGLES, CHANNELS, BARS & MISCELLANEOUS SHAPES

. . . . . . . . . . . . . . ASTM A36

E. MOMENT FRAME CONTINUITY PLATES, STIFFENER PLATES, SHEAR PLATES AT

BEAM/COLUMN CONNECTIONS AND BASE PLATES

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A572, GRADE 50

F. MACHINE BOLTS . . . . . . . . . . . . . . . . ASTM A307

G. HIGH STRENGTH BOLTS (HSB) . . . . ASTM A325-N (UNO)

H. WELDED HEADED STUDS . . . . . . . . . ASTM A108, GRADE 1010 THRU 1020

I. HARDENED STEEL WASHERS . . . . . ASTM F436

J. ANCHOR BOLTS . . . . . . . . . . . . . . . . ASTM F1554 GRADE 36 UNO (HEADED OR LOCKNUT)

3. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE DRAWING IS PROHIBITED

WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.

4. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE MACHINE BOLTS.

5. FOR ALL HIGH STRENGTH BOLTS, HARDENED WASHERS SHALL BE PROVIDED UNDER THE

TURNING ELEMENT OF BOLT FOR TORQUING AS REQUIRED.

6. HOLES FOR MACHINE BOLTS SHALL BE DRILLED AND OF THE SAME NOMINAL DIAMETER AS

THE BOLT PLUS 116".

7. COLUMN BASE PLATE ANCHOR BOLT HOLES MAY BE OVERSIZED IN ACCORDANCE WITH AISC

360-10 SECTION J9 AND TABLE 14-2 OF THE 14TH EDITION OF THE STEEL CONSTRUCTION

MANUAL, WITH HEAVY HEX NUTS OR PLATE WASHERS UNDER BASE PLATE.

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

9. "SLIP CRITICAL" BOLTED CONNECTIONS:

A. "SLIP CRITICAL" CONNECTIONS (A325SC DESIGN VALUES WITH SPECIAL INSPECTION)

ARE REQUIRED AT ALL LATERAL FRAME LINES, SEISMIC LOAD RESISTING SYSTEM

COMPONENTS, AND ALL BOLTS IN OVERSIZED OR SLOTTED HOLES.

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

TIGHTENING OPERATION OF "SLIP CRITICAL" CONNECTIONS.

10. ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX ELECTRODES (UNO). THE USE OF E70-T4 WELDING WIRE IS NOT ALLOWED FOR ANY APPLICATION. ALL WELDS SHALL BE

IN CONFORMITY WITH THE PROJECT SPECIFICATIONS AND STRUCTURAL WELDING CODE-

STEEL OF THE AMERICAN WELDING SOCIETY (AWS D1.1 LATEST REVISION).

11. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360-10, SECTION J2.2b.

12. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE, OR SPRAY-ON

FIREPROOFING, SHALL BE LEFT UNPAINTED. DO NOT PAINT THE TOP OF BEAMS & GIRDERS

TO RECEIVE STEEL DECK OR OTHER WELDED ATTACHMENTS.

13. ALL EXPOSED STRUCTURAL STEEL AND MISCELLANEOUS METAL SHALL BE HOT-DIP

GALVANIZED AFTER FABRICATION.

14. ALL ENDS OF EXTERIOR TUBE STEEL AND PIPE SHALL BE CAPPED WITH A 14" PLATE AND

WELDED CONTINUOUSLY TO SEAL.

15. PROVIDE 3" MINIMUM CONCRETE COVERAGE ON ALL STEEL BELOW GRADE.

16. 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.

17. NON-SHRINK GROUT: A PRE-MIXED NON-METALLIC FORMULA WITH NO CHLORIDES HAVING

THE FOLLOWING CHARACTERISTICS:

A. FLOWABLE MIX AT TIME OF PLACEMENT

B. NO SHRINKAGE AFTER PLACEMENT

C. COMPRESSIBLE STRENGTH OF 5000 PSI (MINIMUM) AT 7 DAYS

D. CONFORMS TO ASTM C1107 (GRADE C)

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1. ALL STRUCTURAL WOOD SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS:

DOUGLAS FIR-COAST REGION . . . . . WEST COAST LUMBER INSPECTION BUREAU

GRADING RULES #17.

REDWOOD . . . . . . . . . . . . . . . . STANDARD SPECIFICATIONS FOR GRADES OF

CALIFORNIA REDWOOD LUMBER.

GLUED LAMINATED BEAMS . . . . . . . . STANDARD SPECIFICATION FOR STRUCTURAL

GLUED LAMINATED TIMBER, AITC 117.

PLYWOOD . . . . . . . . . . . . . . . . APA VOLUNTARY PRODUCT STANDARD PS 1-07

& PS 2-04 FOR SOFTWOOD PLYWOOD.

ORIENTED STRAND BOARD (OSB) . . . . APA STANDARD PRP-108 & PS 2-04

ENGINEERED LUMBER . . . . . . . . . . WEYERHAEUSER SPECIFICATIONS

LAMINATED VENEER LUMBER (LVL) PER ICC EVALUATION SERVICE INC.,

PARALLEL STRAND LUMBER (PSL) EVALUATION REPORT ESR 1387 OR APPROVED

& LAMINATED STRAND LUMBER (LSL) EQUAL

2. MINIMUM GRADES SHALL BE:

STRUCTURAL FRAMING (SF) . . . . . . . DF #1 TYPICAL EXCEPT:

CEILING JOISTS DF #2

ALL MEMBERS TO BE FREE OF HEART

CENTER. TYPICAL UNO.

GLUED LAMINATED MEMBERS (GL) . . . COMBINATION 24F-V4 SPECIES DF/DF

FOR SIMPLE SPANS

AND COMBINATION 24F-V8 SPECIES DF/DF

FOR CANTILEVERS

AND CONTINUOUS CONDITIONS.

STRUCTURAL PLYWOOD (SP) . . . . . . WALL PLYWOOD: 12" APA RATED SHEATHING,

5 PLY, 32

16 SPAN RATING,

STRUCTURAL 1, UNO.

ROOF PLYWOOD: 5 8" APA RATED SHEATHING,

5 PLY, 32

16 SPAN RATING,

STRUCTURAL 1, UNO.

ORIENTED STRAND BOARD (OSB) . . . . WALLS: 12" APA RATED SHEATHING,

16 SPAN RATING, STRUCTURAL 1, UNO

ROOF: 5 8" APA RATED SHEATHING,

16 SPAN RATING, STRUCTURAL 1, UNO.

PARALLEL STRAND LUMBER (PSL) . . . SHALL MEET THE FOLLOWING STRUCTURAL

PROPERTIES:

Fb = 2900 PSI Fv = 290 PSI

E = 2.0E6 PSI

LAMINATED VENEER LUMBER (LVL) . . . SHALL MEET THE FOLLOWING STRUCTURAL

PROPERTIES:

Fb = 2600 PSI Fv = 285 PSI

E = 1.9E6 PSI

LAMINATED STRAND LUMBER (LSL) . . . SHALL MEET THE FOLLOWING STRUCTURAL

PROPERTIES:

Fb = 2900 PSI Fv = 400 PSI

E = 1.7E6 PSI

3. WALLS SHALL HAVE DOUBLE TOP PLATES, LAPPED AT WALL AND PARTITION INTERSECTION WITH 3- 16d NAILS. SPLICE UPPER AND LOWER PLATES AS SHOWN IN TYPICAL WALL FRAMING DETAIL.

4. PROVIDE SOLID BLOCKING BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS (8'-0" OC MAX, SEE

BRIDGING DETAIL).

5. WHEN TOP PLATES ARE NOTCHED OR BORED, SEE TYPICAL DETAIL.

6. ALL BOLTS AND LAG SCREWS SHALL COMPLY WITH THE 2012 NATIONAL DESIGN SPECIFICATION FOR

WOOD CONSTRUCTION (ANSI/NFoPA NDS-2012).

7. HOLES FOR BOLTS IN WOOD SHALL BE BORED WITH A BIT OF THE SAME NOMINAL DIAMETER AS THE

BOLT + 116".

8. HOLES FOR LAG SCREWS SHALL BE FIRST BORED TO THE SAME NOMINAL DIAMETER AND DEPTH AS

THE SHANK. THE REMAINDER OF THE HOLE SHALL BE NO LARGER THAN THE ROOT OF THE THREAD.

9. LAG SCREWS AND WOOD SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE.

10. ALL BOLTS AND LAG SCREWS SHALL BE PROVIDED WITH METAL WASHERS UNDER HEADS AND NUTS

WHICH BEAR ON WOOD. APPLIES ALSO TO POST-INSTALLED ANCHORS.

11. ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED AT TIME OF INSTALLATION AND RE-TIGHTENED

BEFORE CLOSING IN OR AT COMPLETION OF JOB.

12. INSTALL ALL STRUCTURAL PLYWOOD ON ROOF AND FLOORS WITH FACE GRAIN PERPENDICULAR TO

SUPPORTS.

13. CROSS BRIDGING BETWEEN JOISTS OR RAFTERS, SEE FRAMING PLANS AND TYPICAL DETAIL.

14. JOISTS UNDER AND PARALLEL TO NON-BEARING PARTITIONS SHALL BE DOUBLED AND NAILED

TOGETHER.

4"Ø 5"Øx5

8" 5"x5"x1 2"

2"Ø 21

2"Øx1 4" 2"x2"x1

4" 1 2"Ø 3

4" (2" OD)

8"Ø 23 4"Øx5

16" 21 2"x21

2"x1 4" 5

8"Ø 7 8" (21

4" OD)

4"Ø 3"Øx7 16" 3"x3"x5

16" 3 4"Ø 1" (21

2" OD)

8"Ø 31 2"Øx7

16" 31 2"x31

2"x3 8" 7

8"Ø 13

8" (3" OD)

1"Ø 4"Øx1 2" 33

4"x33 4"x3

8" 1"Ø 11 2" (31

4" OD)

MALLEABLE

IRON WASHERBOLT-DIA STEEL WASHER

CARRIAGE

BOLT-DIA

WROUGHT

IRON WASHER

CONTINUOUS BLOCKING

15. WHERE FRAMING HANGERS ARE REQUIRED AND ARE NOT SHOWN ON SECTIONS, DETAILS OR

PLANS THE FOLLOWING SIMPSON HANGERS SHALL BE USED. SLOPE, SKEW, TURN IN FLANGES AND

PROVIDE TOP FLANGE HANGERS AS REQUIRED.

2x & 3x MEMBERS . . . . . . . . U HANGERS 4x MEMBERS . . . . . . . . . . . . HU HANGERS 6x MEMBERS . . . . . . . . . . . . HUTF HANGERS

I-JOIST MEMBERS . . . . . . . . MIT HANGERS

GLU LAM MEMBERS . . . . . . . LEG HANGERS

16. ALL METAL HARDWARE SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, OR

APPROVED EQUAL. ALL ITEMS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS TO

THE MAXIMUM CAPACITY.

17. WOOD SYMBOLS:

18. PROVIDE PLYWOOD/OSB EDGE NAILING AROUND ALL OPENINGS AND BLOCK ALL UNSUPPORTED

PLYWOOD/OSB EDGES.

19. UPSET THREADS ON SILL BOLTS ARE NOT ALLOWED.

20. ALL FRAMING LUMBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT THE TIME OF

INSTALLATION AND SHALL BE AT 19% MAXIMUM MOISTURE CONTENT (VERIFIED BY CONTRACTOR)

BEFORE BEING ENCLOSED BY INSULATION, GYPSUM BOARD, OR OTHER SURROUNDING

ARCHITECTURAL MATERIALS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO

PROVIDE LUMBER MEETING THESE CRITERIA.

21. BOLTS ARE NOT TO BE INSTALLED IN LUMBER OVER 19% MOISTURE CONTENT.

22. EDGE NAILING OF STRUCTURAL WALL SHEATHING TO THE SILL PLATE SHALL NOT OCCUR UNTIL

ROOF FRAMING AND SHEATHING IS COMPLETE.

23. ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED.

24. ALL WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE

PRESSURE-PRESERVATIVE TREATED.

25. GLUED LAMINATED MEMBERS:

A. ALL SIMPLE SPAN FLOOR BEAMS AND WALL HEADERS SHALL HAVE 3500 FT RADIUS CAMBER

UNO. ALL SIMPLE SPAN ROOF BEAMS SHALL HAVE 1600 FT RADIUS CAMBER UNO.

B. ALL GLUED LAMINATED MEMBERS SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 16%.

C. SPECIAL INSPECTION OF GLUED LAMINATED BEAMS SHALL BE IN ACCORDANCE WITH IBC

SECTION 2303.1.3. SPECIAL INSPECTION IS NOT REQUIRED FOR NON-CUSTOM MEMBERS OF

8 INCH MAXIMUM WIDTH AND 18 INCH MAXIMUM DEPTH, AND WITH A MAXIMUM CLEAR SPAN

OF 32 FEET, MANUFACTURED AND MARKED IN ACCORDANCE WITH ANSI/AITC A190.1 SECTION

6.1.1 FOR NON-CUSTOM MEMBERS.

D. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION OF GLUED LAMINATED MEMBERS. SHOP

DRAWINGS SHALL INDICATE BEAMS AS SIMPLE OR CONTINUOUS.

E. APPEARANCE OF MEMBERS SHALL BE FRAMING OR INDUSTRIAL APPEARANCE EXCEPT

MEMBERS IN EXPOSED ARCHITECTURAL APPLICATIONS SHALL BE ARCHITECTURAL

APPEARANCE UNO.

F. COMPLY WITH AITC 111 FOR PROTECTION DURING SHIPPING AND FIELD HANDLING.

G. SHADED AREAS BELOW SHALL HAVE A 6" MINIMUM JOINT SPACING IN ADJACENT

LAMINATIONS.

TENSION ZONE

TENSION ZONE =

TOP & BOTTOM, FULL LENGTH

8 DEPTH + 1 LAM1

8 DEPTH + 1 LAM

NAILING NOTES & SCHEDULE:

1. ALL NAILS FOR STRUCTURAL WORK SHALL BE COMMON STEEL WIRE NAILS

COMPLYING WITH SECTION 2303.6. HOLES SHALL BE PRE-DRILLED WHERE

NECESSARY TO PREVENT SPLITTING. NAILING NOT NOTED IN SCHEDULE, ON

DRAWINGS, OR IBC TABLE 2304.9.1 SHALL BE A MINIMUM OF TWO NAILS AT

EACH CONTACT:

8d FOR 1x MATERIAL AND 16d FOR 2x MATERIAL.

2. FASTENERS USED IN WET OR EXTERIOR LOCATIONS, INCLUDING EXTERIOR

WALL COVERING ATTACHMENTS, SHALL COMPLY WITH SECTION 2304.9.1.1.

3. FASTENERS FOR PRESSURE-PRESERVATIVE TREATED AND FIRE

RETARDANT TREATED LUMBER SHALL COMPLY WITH SECTION 2304.9.5

4. PNEUMATIC FASTENERS INSTALLED IN SIMPSON HARDWARE SHALL BE

APPROVED BY SIMPSON AND THE BUILDING DEPARTMENT PRIOR TO

INSTALLATION.

5. PNEUMATIC FASTENERS TO BE INSTALLED INTO PLYWOOD SHEATHING

SHALL BE APPROVED BY THE BUILDING DEPARTMENT AND SHALL FALL

WITHIN THE 10% TOLERANCE LIMIT FOR HAND DRIVEN NAILS PER ASTM

F1667 FOR HEAD DIAMETER. ALL NAIL HEADS TO BE FULL ROUND HEADS.

6. MINIMUM NAIL DIMENSIONS:

(1) NAILS SPACED AT 6" OC AT EDGES, 12" AT INTERMEDIATE SUPPORTS EXCEPT 6" AT ALL SUPPORTS

WHERE SPANS ARE 48" OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL DIAPHRAGMS AND

SHEARWALLS, REFER TO SECTION 2305 AND THE TYPICAL STRUCTURAL PLYWOOD NAILING DETAIL.

NAILS FOR WALL SHEATHING SHALL BE COMMON.

COMMON OR DEFORMED SHANK.

DEFORMED SHANK

COMMON

WHEN POSSIBLE, NAILS DRIVEN PERPENDICULAR TO THE GRAIN SHALL BE USED INSTEAD OF

TOENAILS.

SEE DTL A4 / S-504 FOR NAILING EXAMPLES.

FOR WOOD MEMBER CONNECTIONS NOT IDENTIFIED IN THE DRAWINGS OR NAILING SCHEDULE,

CONNECT PER IBC TABLE 2304.9.1.

(3)

(4)

(2)

(5)

(6)

8d

NAIL SHANK DIAMETER LENGTH

.131" .281" 21 2"

HEAD DIAMETER

10d .148" .312" 3"

16d .162" .344" 31 2"

20d .192" .406" 4"

6d .113" .266" 2"

(7)

NAILING SCHEDULE (7)

CONNECTION NAILING

1. JOIST OR RAFTERS TO SIDES OF STUDS

8-INCH JOIST OR LESS

FOR EACH ADDITIONAL 4 INCHES IN DEPTH OF JOIST

2. BRIDGING TO JOIST, TOENAIL EACH END

A. BLOCKING BETWEEN JOISTS OR RAFTERS-TO JOIST

OR RAFTERS- TOENAILS EACH SIDE, EACH END

B. BLOCKING BETWEEN STUDS, EACH END

2- 8d

2- 10d 2- 10d TOENAILS OR 2- 16d

(5)

3- 16d 1- 16d

3. SOLE PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL

SOLE PLATE TO JOIST OR BLOCKING, AT BRACED WALL PANELS

16d AT 16" OC 3- 16d PER 16"

4. TOP PLATE TO STUD, END NAIL 2x4: 2- 16d 2x6, 2x8: 3- 16d

5. STUD TO SOLE PLATE 4- 8d, TOENAIL OR 2- 16d, END NAIL

6. MULTIPLE STUDS, FACE NAIL STAGGERED 16d AT 24" OC

7. DOUBLED TOP PLATES, TYPICAL FACE NAIL

DOUBLED TOP PLATES, LAP SPLICE

16d AT 16" OC 8- 16d

8. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL 3- 8d

9. RIM JOIST TO TOP PLATE, TOENAIL 8d AT 6" OC

10. TOP PLATES, LAPS & INTERSECTIONS, FACE NAIL 3- 16d

11. CONTINUOUS HEADER, TWO PIECES 16d AT 16" OC ALONG EACH EDGE

12. CEILING JOISTS TO PLATE, TOENAIL 3- 8d

13. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL 3- 16d

14. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3- 16d

15. JOISTS OR RAFTERS AT ALL BEARINGS, TOENAIL 3- 8d

16. BUILT-UP CORNER STUDS 16d AT 24" OC

17. BUILT-UP GIRDER & BEAMS, FACE NAIL

(10" DEEP MAX)

20d AT 32" OC AT TOP & BOTTOM

STAGGERED ON OPPOSITE SIDES &

2- 20d AT ENDS & AT EACH SPLICE

18. WOOD STRUCTURAL PANELS & PARTICLEBOARD (1)

SUBFLOOR, ROOF & WALL SHEATHING (TO FRAMING):

2" OR LESS . . . . . . . . . . . . . . . . . 6d (2)

32" - 3 4" . . . . . . . . . . . . . . . . . . . . 8d (4) OR 6d (3)

8" - 1" . . . . . . . . . . . . . . . . . . . . . . 8d (2)

8" - 11

4" . . . . . . . . . . . . . . . . . . . . . 10d (4) OR 8d (3)

COMBINATION SUBFLOOR-UNDERLAYMENT (TO FRAMING):

4" & LESS . . . . . . . . . . . . . . . . . . . 6d (3)

8" - 1" . . . . . . . . . . . . . . . . . . . . . . . 8d (3)

8" - 11

4" . . . . . . . . . . . . . . . . . . . . . 10d (4) OR 8d (3)

S-005

S

A2 ADMINISTRATION FOUNDATION PLAN - BASE BID

SCALE: 1/8" = 1'-0"

number:

reference

Sheet

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1 2 3 4

S C

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123568

A

E

F

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B

H

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D

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14'-5" 6'-6"

14'-1" 14'-7"

8'-4" 21'-5"

15'-6" 27'-6"

44'-7"

28'-3" 5'-0"

117'-4"

84'-1"

11'-9" 11'-9" 11'-9" 11'-9" 21'-0" 13'-0" 13'-0" 13'-0" 31 2"10'-01

2"

15'-11"

6" CONC CURB,

SHOWN SHADED, TYP

DEPR SLAB

-11

2" IN

SHOWERS

A3 S-302

B3 S-303

A3 S-303

B3 S-304

43'-0"

A (L= 28'-3")

F2

A (L= 15'-7")

A (L= 15'-11")

A (L= 6'-4")

A (L= 8'-3")

5" THK CONC SLAB W/ #4 @ 12" OC

EW AT MID-DEPTH, OVER 15 MIL

VAPOR BARRIER, 2" DRY SAND &

5" GRAVEL, TYP UNO

F3

F3

F3 F2 F2

F2

F3

F2

F2

F2

F2 F2F2

F2 F2

F2 1

F2F2F2

F2F2F2F2F2F2

A (L= 9'-2")

A2 S-501

B2 S-505

A2 S-501

A2 S-501

A D

M

IN

IS

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A

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A

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B A

S E

B

ID

0 4' 8' 16'

SHEARWALL SCHEDULE

SHEARWALL

MARK

STRUCT 1

SP

SP EDGE

NAILING (EN)

STUDS AT

PANEL EDGE (&

BLKG AT

UNSUPPORTED

PANEL EDGES)

SILL PL

SIZE

SILL AB

AT CONC

FLR

A 15 32" 10d @ 6" OC 2x 2x

8"Ø AB

@ 32" OC

SHEARWALL NOTES:

1. NAILS SHALL BE 10d COMMON WIRE NAILS W/ 0.148" SHANK DIA x 3" LONG. INSTALL

W/ 11

2" MIN PENETRATION & STAGGERED ES OF JT W/O CRUSHING OF FACE PLIES.

2. EN OCCURS AT EVERY PANEL EDGE. FN SHALL BE 10d @ 12" OC.

3. BLK ALL PANEL EDGES W/ FULL STUD DEPTH BLKG OF THK SPECIFIED.

4. PRE-DRILL HOLES FOR NAILS AS REQ TO PREVENT SPLITS AT SILL PL'S OR FRMG

TO WHICH SILL PL'S ARE NAILED.

5. ALL RIM BOARDS & RIM BLKG SHALL BE LSL "TIMBERSTRAND" MATERIAL, UNO.

6. WHERE SP OCCURS AT BOTH SIDES OF WALL, STAG JTS SO THAT NO TWO FALL

ON THE SAME STUD OR BLKG.

7. AB'S SHALL HAVE 9" MIN EMBEDMENT IN CONC, PLUS CURB HT WHERE OCCURS.

8. EXTR STRUC WALLS NOT IDENTIFIED AS SHEARWALLS SHALL BE SHEATHED W/

32" SP W/ 6" OC EN & 12" OC FN.

9. LENGTHS INDICATED ON SHEARWALL PLANS OR SHEARWALL ELEVS ARE MINS.

VERIFY SHEARWALL LENGTHS W/ ARCH DWGS & NOTIFY CONTRACTING OFFICER

PRIOR TO CONSTR IF MIN REQ SHEARWALL LENGTH CANNOT BE ACHIEVED.

10. PROVIDE STRAPPING ABV & BLW SHEARWALL OPGS WHERE NOTED ON PLANS OR

SHEARWALL ELEVS. ALSO SEE DTL A1 / S-503.

11. ALL SHEARWALLS SHALL HAVE SILL AB'S W/ STL PL WASHERS & STD CUT

WASHERS. THE STL PL WASHERS SHALL COMPLY & BE INSTALLED IN

ACCORDANCE W/ DTL A4 / S-503.

12. SEE DTL B4 / S-503 FOR SP NAILING.

PAD FOOTING SCHEDULE

MARK SIZE THK REINF

2'-0" SQ 2'-0" 3- #6 EW AT BOTT

3'-0" SQ 2'-0" 4- #6 EW AT BOTT

4'-0" SQ 2'-0" 5- #6 EW AT BOTT

F2

F3

F4

CONTINUOUS FOOTING SCHEDULE

MARK WIDTH DEPTH LONG REINF TRANS REINF

2'-0" 2'-0" 3- #6 CONT

BOTT

#6 @ 12" OC

3'-0" 2'-0" 4- #6 CONT

BOTT

#6 @ 12" OC

5'-0" 2'-0" 7- #6 CONT

BOTT

#6 @ 12" OC

CF2.0

CF3.0

CF5.0

NOTES:

1. PAD FTGS SHALL BE CTRD UNDER COLS / POSTS, TYP UNO.

2. FOR TYP DTL OF PAD FTG AT WOOD POST, SEE DTL A2 / S-501.

3. FOR TYP DTL OF PAD FTG AT STL COL, SEE DTL B2 / S-502.

NOTES:

1. CONT FTGS ARE TYP, UNO

2. CONT FTGS SHALL BE CTRD UNDER WALLS UNO.

3. LONG REINF TO BE CONT THRU PAD FTGS, TYP WHERE OCCURS,

UNO.

4. FOR TYP DTLS OF CONT FTGS AT EXTR WALLS, SEE DTLS B3 / S-511

5. FOR TYP DTLS OF CONT FTGS AT INTR WALLS, SEE DTLS B4 / S-511

6. SEE DTL B4 / S-501 FOR REINF DTLS AT FTG INTERSECTIONS.

7. SEE DTLS A1 / S-502 & A2 / S-502 FOR CONC FTG FORMING DTLS.

CF2.0

FOUNDATION LEGEND:

6x6 WOOD POST UNO ON PLAN

INDICATES STRUC WOOD STUD WALL, 2x6

@ 16" OC, TYP UNO. SEE DTL C4 / S-504

FOR BEV TOP PL WHERE OCCURS

INDICATES NON-STRUC WOOD STUD

WALL, SEE DTLS C2 / S-501, B4 / S-504

& A2 / S-507

SHADING INDICATES 6" HIGH CONC

CURB, TYP UNO, SEE DTL A4 / S-502

HATCH INDICATES DEPR SLAB,

TYP UNO. SEE DTL A3 / S-502

CF#

F#

CONT FTG MARK PER "CONTINUOUS

FOOTING SCHEDULE" THIS SHEET

SHRWL MARK PER "SHEARWALL SCHEDULE"

THIS SHEET. SEE WALL ELEVS FOR

EXTENTS OF DESIGNATED SHRWLS

HOLDOWN TYPE, SEE DTL A2 / S-503

PAD FTG MARK PER "PAD FOOTING

SCHEDULE" THIS SHEET

S S INDICATES STEPPED FTG PER DTL A4 / S-501.

FOUNDATION NOTES:

1. SEE SHEETS S-001 THRU S-005 FOR GENERAL NOTES

2. SEE SHEETS S-201 & S-202 FOR WALL ELEVATIONS

3. SEE SHEETS S-501 THRU S-510 FOR DETAILS

4. SEE CIVIL DWGS, GEOTECHNICAL REPORT & SPECS FOR SUB-GRADE

RECOMMENDATIONS.

5. DIMS ARE TO FACE OF STUD OR CENTERLINE OF COLS / POSTS, UNO.

6. SAD FOR DIMS, EXTEND & NATURE OF ALL WALLS.

7. SAD FOR DIMENSIONS & LOCATIONS OF ALL SLAB STEPS, SLOPES, FLR DRAINS,

CURBS & SLAB EDGES.

8. TOC SLAB ELEV = 0'-0" (EQUALS CIVIL DATUM 85.10')

9. TOP OF FTG ELEV (TOF) = -1'-0" UNO.

SAD & OTHER CONSULTANT DWGS FOR UTILITIES THAT WILL AFFECT FTGS &

COMPLY W/ DTL A1 / S-501.

10. SOG CJ LOCATIONS SHALL BE APPROVED BY THE ARCHITECT / ENGINEER PRIOR

TO PLACEMENT OF CONC PER DTL B4 / S-502.

11. EXTR CONC FLATWORK IS NOT SHOWN. SEE CIVIL & ARCH DWGS.

12. PROVIDE 3" MIN CONC COVER AT ALL COLS, AB'S & BASE PLATES BLW GRD, TYP.

13. SILL PLATES SHALL BE 2x PTDF W/ WIDTH TO MATCH STUDS, TYP UNO.

S-101

S -1

A2 COMBINED FOUNDATION PLAN - BASE BID + ALTERNATE

number:

reference

Sheet

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1 2 3 4

S C

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1235671012

A

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F

G

H

B

H

D

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11 489

6'-61 4" 14'-41

2" 6'-61 4"

14'-1" 14'-7" 15'-11" 21'-5"44'-7" 27'-5"

5'-0"

117'-4"

84'-1"

206'-4"

89'-0"

117'-3"

8'-4"60'-0"

8'-81 4"

8" 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 37'-11

8" 11'-9" 11'-9" 11'-9" 11'-9" 21'-0" 13'-0" 13'-0" 13'-0" 31 2"

B3 S-301

A3 S-301

B3 S-302

A3 S-302

B3 S-303

A3 S-303

6" CONC CURB,

SHOWN SHADED, TYP

DEPR SLAB -11

2"

IN SHOWERS

B3 S-304

32'-7" 27'-5" 14'-9" 14'-3" 15'-7"

A3 S-304

A1 S-304

A (L= 31'-4")

A (L= 20'-10")

A (L= 15'-11")

A (L= 6'-4")

A (L= 8'-3")

A (L= 13'-2")

A (L= 8'-0")

A (L= 11'-0")

A (L= 8'-10")

A (L= 10'-0")

33'-7" 26'-73 4"

5'-0" 5'-0"

CF5.0

8" CONC RETAINING

WALL BLW

S S

S S

S S

S S

10'-0"2'-0"

A (L= 6'-0")

8" CONC RETAINING

WALL BLW

5" THK CONC SLAB W/ #4 @ 12" OC

EW AT MID-DEPTH, OVER 15 MIL

VAPOR BARRIER, 2" DRY SAND &

5" GRAVEL, TYP UNO

F4 F3

F2

F2 F3

F2

F3

F3

F3

F3 F2 F2

F2

F3

F2

F2

F2 F2

F2F2F2

F2F2F2F2F2

F2F2

F2

F2

F2 F2

B2 S-505

B1 S-503

A2 S-501

F2

A2 S-501

F2

A2 S-501

A3 S-511

A1 S-511

A2 S-511

1 1

11 1 1

1 1

A (L= 9'-8")

A D

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A S

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A

LT

0 4' 8' 16'

FOUNDATION NOTES:

1. SEE S-101 FOR FOUNDATION NOTES

FOUNDATION LEGEND:

1. SEE S-101 FOR FOUNDATION LEGEND

S-102

S

G

8 7

HDR BLW,

TYP

INDICATES 23

32" T&G SP,

UNBLOCKED, W/ 10d @ 6" OC EN & BN, 10d @

12" OC FN

OPG FOR ACCESS

DBL 2x10

A2 S-508 number:

reference

Sheet

A

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1 2 3 4

S C

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P S

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A D

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O

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F R

A M

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N

PLATFORM FRAMING LEGEND:

INDICATES STRUC WOOD

STUD WALL BLW

INDICATES NON-STRUC

WOOD STUD WALL BLW

WOOD POST OR HSS COL BLW,

SEE FND PLAN FOR SIZE

PLATFORM FRAMING NOTES:

1. SEE SHEETS S-001 THRU S-005 FOR GENERAL

NOTES.

2. SEE SHEETS S-201 & S-202 FOR WALL

ELEVATIONS.

3. SEE SHEETS S-501 THRU S-510 FOR DETAILS.

4. DIMS ARE TO FOS OR CL OF COLS / POSTS, UNO.

5. BM CL'S SHALL ALIGN W/ WALL / COL CL'S, UNO.

6. SAD & OTHER CONSULTANT DWGS FOR

PLATFORM PENETRATIONS NOT SHOWN.

PROVIDE FRMG AROUND OPGS PER DTLS ON

SHEETS S-503 THRU S-510. SAWCUT OR CORE

DRILL CLEAN HOLES W/ NO OVERCUTTING,

COMPLY W/ DTLS.

7. HDRS NOT LABELED W/ SIZE SHALL USE HDR

SIZE PER DTL A1 / S-504.

8. SPLICE TOP PL'S PER DTL C2 / S-503.

9. SEE DTL B1 / S-504 FOR TYP PERMITTED

NOTCHES & HOLES IN WOOD FRMG.

10. SEE DTL A1 / S-504 TYP WALL FRMG.

11. SEE DTL A4 / S-505 FOR TYP WALL BACKING.

12. DEE DTL B4 / S-505 FOR TYP HARD CLG FRMG

SCHED.

0 4' 8' 16'

B3 SCALE: 1/8" = 1'-0"

ADMINISTRATION MECH PLATFORM

FRAMING PLAN - BASE BID + ALTERNATE

0 4' 8' 16'

C3 SCALE: 1/8" = 1'-0"

ADMINISTRATION MECH

PLATFORM FRAMING PLAN - BASE BID

G

HDR BLW,

TYP

INDICATES 23

32" T&G SP,

UNBLOCKED, W/ 10d @ 6" OC EN & BN, 10d @

12" OC FN

A2 S-508

PSL ABV

I-JST ABV

S-103

S

A2 ADMINISTRATION ROOF FRAMING PLAN - BASE BID

number:

reference

Sheet

A

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1 2 3 4

S C

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P S

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A D

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123568

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A3 S-302

B3 S-303

A3 S-303

B3 S-304

2x8 OUTRIGGER

@ 24" OC, TYP

2x8 OUTRIGGER

@ 24" OC

2x WALL

BLW

6x6 POST-UP

FROM BM BLW

JST HGR, TYP

SLOPE DN

SLOPE DN

PV PANELS, SAD

6x6 POST-UP

FROM BM BLW

2x8 OUTRIGGER @

24" OC, TYP AT RAKE

2x8 OUTRIGGER @ 24" OC, SISTER W/ JST, TYP AT EAVE

STRAP

STRAP W/ BLKG BLW

32" SP, UNBLOCKED UNO,

W/ 10d @ 6" OC EN & BN, 10d @ 12" OC FN

STRAP W/ BLKG BLW

6x6 POST-UP

FROM BM BLW

4x117

8 2.0E PSL

C1 S-508

C1 S-510

A3 S-510

B4 S-508

B3 S-510

0 4' 8' 16'

FRAMING LEGEND:

WOOD POST OR HSS

COL PER PLAN

INDICATES STRUC WOOD

STUD WALL BLW

INDICATES NON-STRUC

WOOD STUD WALL BLW

WOOD POST OR HSS COL BLW,

SEE FND PLAN FOR SIZE

INDICATES STEP IN ROOF

INDICATES BLOCKED

DIAPHRAGM

FRAMING NOTES:

1. SEE SHEETS S-001 THRU S-005 FOR GENERAL

NOTES.

2. SEE SHEETS S-201 & S-202 FOR WALL

ELEVATIONS.

3. SEE SHEETS S-501 THRU S-510 FOR DETAILS.

4. DIMS ARE TO FOS OR CL OF COLS / POSTS, UNO.

5. BM CL'S SHALL ALIGN W/ WALL / COL CL'S, UNO.

6. SAD & OTHER CONSULTANT DWGS FOR ROOF

PENETRATIONS NOT SHOWN. PROVIDE FRMG

AROUND OPGS PER DTLS ON S-5 SHEETS.

SAWCUT OR CORE DRILL CLEAN HOLES W/ NO

OVERCUTTING, COMPLY W/ DTLS.

7. HDRS NOT LABELED W/ SIZE SHALL USE HDR

SIZE PER DTL A1 / S-504.

8. SPLICE TOP PL'S PER DTL C2 / S-504.

9. PROVIDE BRIDGING, BLKG, ERECTION BRCG,

WEB STIFFENERS, FILLERS & NAILING FOR ROOF

I-JSTS PER I-JST MFR & AS SHOWN ON PLANS.

SEE SHEET S-506 FOR I-JST DESIGN CRITERIA.

10. ROOF JSTS SHALL HAVE BRIDGING OR BLKG @

6' - 0" OC MAX PER DTL A4 / S-508. TYP ALL ROOF

JSTS GREATER THAN 12' - 0" LG. NOT ALL

BRIDGING / BLKG SHOWN FOR CLARITY.

11. ALL RIDGE BOARDS SHALL BE 13

4x14 2.0E LVL, TYP UNO.

12. SEE DTL B1 / S-504 FOR TYP PERMITTED

NOTCHES & HOLES IN WOOD FRMG.

13. SEE DTL A1 / S-504 TYP WALL FRMG.

14. SEE DTL A4 / S-505 FOR TYP WALL BACKING.

15. DEE DTL B4 / S-505 FOR TYP HARD CLG FRMG

SCHED.

S-104

S

A2 COMBINED ROOF FRAMING PLAN - BASE BID + ALTERNATE

number:

reference

Sheet

A

B

C

1 2 3 4

S C

R

IP

P S

D R

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S A

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1235671012

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11 489

2x8 OUTRIGGER

@ 24" OC

2x8 OUTRIGGER

@ 24" OC

2x8 OUTRIGGER @ 24" OC, TYP AT RAKE

2x WALL

BLW

B3 S-301

A3 S-301

B3 S-302

A3 S-302

B3 S-303

A3 S-303

6x6 POST-UP

FROM HDR

BLW

2x LEDGER2x8 OUTRIGGER @ 24" OC, SISTER W/ JST, TYP AT EAVE

2x8 OUTRIGGER @ 24" OC, SISTER W/ JST

6x6 POST-UP

FROM BM BLW JST HGR, TYP

8x88x88x88x8

2x @ 24" OC

OVERFRAMING, TYP

SLOPE DN

SLOPE DN

SLOPE DN

SLOPE DN

PV PANELS,

SAD

A3 S-304

A1 S-304

B1 S-304

BRIDGING / BLKG

@ 6'-0" OC MAX,

SEE PLAN NOTES

12'-0"

2x117

8 2.0E PSL

OPG BLW

OVERFRMG

2x117

2.0E PSL

4x117

8 2.0E PSL

6x6 POST-UP

FROM BM BLW

2x117

2.0E PSL

RIDGE BOARD

STRAP

STRAP W/ BLKG BLW

STRAP STRAP

STRAP

STRAP W/ BLKGSTRAP W/

BLKG

6x6 POST-UP

FROM BM BLW

6x6 POST-UP

FROM BM BLW

8x8 8x8 8x8 8x8

8x8 8x8 8x8

6x6 POST-UP

FROM BM BLW

4x117

2.0E PSL

C1 S-508

C1 S-510

B3 S-510

A3 S-509

B3 S-509

A3 S-509

A3 S-510

C2 S-509

4x117

8 2.0E PSL

C2 S-509

C3 S-509

B4 S-508

A D

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A

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B A

S E

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A

LT

0 4' 8' 16'

FRAMING NOTES:

1. SEE S-104 FOR FRAMING NOTES

FRAMING LEGEND:

1. SEE S-104 FOR FRAMING LEGEND

S-105

S

A2 WAREHOUSE FOUNDATION PLAN

SCALE: 1/4" = 1'-0" 0 2' 4' 8'

number:

reference

Sheet

A

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1 2 3 4

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C

B

A

B

B3 S-321

COLS BY PEMB MFR, TYP

ROD CROSS BRCG

ROD CROSS BRCG

60'-0"

23'-6" 36'-6"

2x6 STUDS

@ 16" OC

2x6 STUDS

@ 16" OC

8" THK CONC SLAB W/

#4 @ 12" OC EW T&B, TYP

COORD W/

PEMB MFR

6"

2x4 STUDS @ 16" OC, TYP

A2 S-321

DEPR SLAB -11

2"

IN SHOWER

B4

S-521

F1F1

F2

F3 F3

F3

F2 F2

F2

F3 F3

F3

COORD W/

PEMB MFR

A (L= 8'-11")

A (L= 6'-11")

2- #4 HAIRPINS

5'-0" LG, TYP

B2 S-521

B1 S-521

A4

S-521TYP

FOUNDATION NOTES:

1. FOR GENERAL FOUNDATION NOTES SEE SHEET S-001

& S-002.

2. VERIFY PEMB COL & FRMG SIZES & LOCATIONS W/

PEMB MFR DWGS. PEMB FRAME COLS SHOWN ARE

NOT TO SCALE.

3. SOG CONSTR & CONTROL JTS LOCATIONS SHALL BE

APPROVED BY THE SEOR PRIOR TO THE PLACEMENT

OF CONC. SEE DTL B4/S-502.

4. REFER TO THE SPECS & SOILS REPORT FOR

SUB-GRADE RECOMMENDATIONS.

5. TOP OF SOG ELEV = +0'-0" (WRT 93.00'), TYP UNO.

6. TOP OF FTG ELEV = -1'-2" TYP UNO.

7. SAD FOR DIMS, LOCATIONS & LIMITS OF ALL RAISED

SLABS, CURBS, TRENCHES, FD'S & FLR SLOPES.

MAINTAIN CONC SOG THK AT ALL FLR SLOPES.

8. SAD FOR DIMS, EXTENT, & NATURE OF ALL WALLS.

9. DO NOT ROUTE UTILITIES UNDERNEATH OR THRU

SPREAD FTGS.

10. PROVIDE CERTIFICATION LETTER FROM SOILS

ENGINEER AT TIME OF FND INSPECTION TO THE

CONTRACTING OFFICER, LETTER SHALL BE DATED

AFTER ISSUANCE OF PERMIT & CERTIFY THAT THE

PAD & FTG EXCAVATIONS ARE READY TO RECEIVE

IMPROVEMENTS.

11. FOR TYP DTLS OF CONT FTGS AT INTR WOOD WALLS,

SEE DTLS B4 / S-511 FOR BRG WALLS & C2 / S-501

FOR NON-BRG WALLS.

COL DESIGNED & INSTALLED BY

PEMB MFR (SYMBOL NTS)

INDICATES DIAG BRACE DESIGNED

& INSTALLED PER PEMB MFR

INDICATES CONC CURB, SAD

& DTLS B1 / S-521 & B2 / S-521

F#

PAD FTG MARK PER

"PAD FOOTING SCHEDULE" THIS SHEET

FOUNDATION LEGEND:

HATCH INDICATES DEPR SLAB

(ELEV = 84.975'), TYP UNO

W A

R E

H O

U S

E B

U

IL

D

IN

G

FO

U N

D A

TI

O

N P

LA

N

PAD FOOTING SCHEDULE

MARK SIZE THK REINF

2'-0" SQ 2'-0" 2-#5 EW T&B

2'-6" SQ 2'-0" 3-#5 EW T&B

4'-0" SQ 2'-0" 4-#5 EW T&B

F1

F2

F3

NOTES:

1. PAD FTGS SHALL BE CTRD UNDER

COLS / POSTS, TYP UNO.

2. LONG REINF TO BE CONT THRU PAD

FTGS, TYP WHERE OCCURS, UNO.

SHEARWALL SCHEDULE

SHEARWALL

MARK

STRUCT 1

SP

SP EDGE

NAILING (EN)

STUDS AT

PANEL EDGE (&

BLKG AT

UNSUPPORTED

PANEL EDGES)

SILL…