2-Plans-LaRockConcession.pdf

Plans

CONTRACTOR SHALL VERIFY ALL CONDITIONS

AND DIMENSIONS FOR THE ENTIRE PROJECT

BEFORE PROCEEDING WITH THE WORK.

CONTROL JOINT NOTE:

SLAB-ON-GRADE CONTROL JOINT SPACING AND LOCATIONS SHALL BE

COORDINATED WITH ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS. A PLAN LAYOUT SHALL BE SUBMITTED TO THE

ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION.

N

NOTES:

1. SEE CHART BELOW FOR FINISH FLOOR ELEVATION AND SLAB CONSTRUCTION

T.F. ***.**'

T.P. ***.**'

Step Footing Marker

Top of Pier Marker

Top of Footing Marker

Pier Size Marker

Column Footing Size Marker

Foundation Wall Size Marker

P**

W**

Foundation Wall Footing Size Marker

F*.*

WF****

Foundation Symbol Legend

T.W. ***.**' Top of Wall Marker

Transition from Standard Footing to Trench Footing Marker

Rectangular Pier Size Marker RP**

Combined Column Footing Size Marker CF*.*

Retaining Wall Footing Marker RW-*

S3.0

S3.0

WF1224

MFW12

M F

W

W F

MFW12

WF1224

M F

W

W F

FROST WALL

SEE "TYPICAL

FROST WALL"

DETAIL

FROST WALL

SEE "TYPICAL

FROST WALL"

DETAIL

FROST WALL

SEE "TYPICAL

FROST WALL"

DETAIL

WF1224

MFW12

M F

W

W F

24 M

F W

W F

M F

W

W F

F3.0

MP1616

MP1616

F3.0

A

T.F. 96.00'

T.F. 96.00'

T.F. 96.00'T.F . 9

6.

T.F. 96.00' T.

F.

6.

T.F. 96.00'

T.F. 96.00'

T.F. 96.00'

T .F

.0

T.P. 100.00'

T.P. 100.00'

S3.0

S3.0

WRT @ 24" o.c.

L1

L2L2L2 L2

L2L2L2L2L2 L1

L2 L2 L2 L2

MLW8

M W

MLW8

M W

MW8

M

W

M W

M W

A

MP1616

MP1616

(3) 1.75x11.25 LVL

(3) 1.75x11.25 LVL

N

NOTES:

1.

2. MAXIMUM ROOF JOIST SPACING 2'-0" U.N.O.

3. ALL WOOD-TO-WOOD CONNECTIONS TO BE MADE WITH APPLICABLE SIMPSON PRODUCT OR EQUAL.

4. ROOF CONSTRUCTION 3/4" PLYWOOD.

5. ROOF JOISTS TO SATISFY 3/4" TOTAL DEFLECTION & 3/8" SNOW DEFLECTION.

TYPE

SLAB

REINFORCING FINISH FLOOR

4" Concrete 66-W2.9xW2.9 100'-0"

5" Concrete 44-W4.0xW4.0 100'-0"

DSGN:

JOB:

CHK:

DRAWN: APPRD:

DATE:

SCALE:

P MGR:

COPYRIGHT 2026

SHEET:

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

Foundation Plan

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

Roof Framing Plan

Schedule - Lintel

MARK TYPE

L1 W8x10 w/ CONT 3/8" x 0'-7" PL L2 (2) 3 1/2x3 1/2x5/16

TYPE

MAX. FRAMING

SPACING (U.N.O.)

3/4" Plywood 24" o.c.

ROOF TOW ELEVATION (U.N.O.): 110'-11"

NOTE:

PROVIDE MP16 AT EA END OF LINTEL (TYP).

GENERAL NOTES:

1. SLOPE ALL EXTERIOR SLABS 2% FROM

BUILDING WALLS.

2. ALL EXTERIOR SLABS TO HAVE A BROOMED

FINISH WITH TOOLED EDGES.

3. FOUNDATION WALL BELOW GRADE TO

HAVE CEMENT PARAGE COAT AND LIQUID

RUBBER FOUNDATION SEALANT FINISH.

4. PROVIDE A 15MIL VAPOR BARRIER BELOW

ALL INTERIOR CONCRETE SLABS.

rsotak Stamp

DESIGN LOADS:

ROOF LIVE LOAD 20 PSF

ROOF 25 PSF

SEISMIC IMPORTANCE FACTOR (Ie) 1.0

ADDITIONAL NOTES:

a. THE CONTRACTOR IS CAUTIONED AS TO NOT STORE ANY

CONSTRUCTION MATERIALS OR UNDERTAKE ANY CONSTRUCTION

OPERATION WILL EXCEED THE DESIGN LIVE LOAD CAPACITIES NOTED.

b. THE STRUCTURE HAS BEEN DESIGNED FOR THE DEAD AND LIVE

LOADS INDICATED ABOVE, ANY INCREASE OF LOADS DUE TO CHANGE

IN USAGE OR CONSTRUCTION MATERIALS, ETC. SHALL HAVE THE

WRITTEN APPROVAL OF THE ENGINEER.

c. THE STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE

DIAPHRAGM ACTION OF THE ROOFS. THE CONTRACTOR IS

COMPLETELY RESPONSIBLE FOR THE METHODS OF CONSTRUCTION

AND SHALL PROVIDE ALL GUYS, BRACING AND SHORING REQUIRED TO

ACCOMMODATE ALL INTERIM LOADING CONDITIONS THROUGHOUT

THE CONSTRUCTION PHASE.

d. WEIGHT OF EQUIPMENT SHOWN ON THE STRUCTURAL DRAWINGS

HAVE BEEN CONSIDERED IN THE DESIGN OF THE FRAMING. ANY

ADDITIONAL EQUIPMENT NOT SHOWN ON THE STRUCTURAL

DRAWINGS AND EXCEEDING 300 POUNDS SHALL BE BROUGHT TO THE

ATTENTION OF THE ENGINEER FOR APPROVAL PRIOR TO

INSTALLATION.

GOVERNING DESIGN CODE

2021 INTERNATIONAL BUILDING CODE

ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

BUILDING RISK CATEGORY

DESIGN ROOF LIVE LOADS

DESIGN DEAD LOADS - NOT INCL. STRUCTURE SELF WEIGHT

SEISMIC DESIGN DATA

DESIGN WIND LOAD PARAMETERS

GROUND SNOW LOAD (Pg) 40 PSF

DESIGN ROOF SNOW LOADS

FLAT ROOF SNOW LOAD (Pf) 35 PSF

SNOW EXPOSURE FACTOR (Ce) 1.0

SNOW LOAD IMPORTANCE FACTOR (Is) 1.00

THERMAL FACTOR (Ct) 1.2

SNOW DRIFT SEE DIAGRAM

UNBALANCED ROOF SNOW LOADS

ROOF SLOPE FACTOR (Cs) 1.0

SLOPED ROOF SNOW LOAD 35 PSF

WINDWARD SNOW LOAD 40 PSF

LEEWARD SNOW LOAD EXTENDING X'-X" FROM RIDGE N/A

II

LEEWARD SNOW LOAD X'-X" FROM RIDGE EXTENDING TO EAVE N/A

MINIMUM UNIFORM DESIGN SNOW LOAD (NOT REDUCIBLE) 30 PSF

ULTIMATE DESIGN WIND SPEED (Vult) 112 MPH

ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) 87 MPH

INTERNAL PRESSURE COEFFICIENT +/- 0.18

WIND EXPOSURE CATEGORY - PLAN WEST-EAST B

MAPPED SPECTRAL ACCELERATION (Ss)

MAPPED SPECTRAL ACCELERATION (S1)

SITE CLASS

DESIGN SPECTRAL RESPONSE COEFF. (Sds)

DESIGN SPECTRAL RESPONSE COEFF. (Sd1)

SEISMIC DESIGN CATEGORY

PLAN NORTH-SOUTH DIRECTION

SEISMIC FORCE RESISTING SYSTEM

DESIGN BASE SHEAR (V)

0.122

0.044

D

0.13

0.07

B

ORDINARY REINFORCED

MASONRY SHEAR WALLS

8.9 KIPS

ANALYSIS PROCEDURE EQUIV. LATERAL FORCE

RESPONSE MODIFICATION COEFF. (R) 3.0

SEISMIC RESPONSE COEFF. (Cs) 0.043

PLAN WEST-EAST DIRECTION

SEISMIC FORCE RESISTING SYSTEM

DESIGN BASE SHEAR (V) 8.9 KIPS

RESPONSE MODIFICATION COEFF. (R) 3.0

SEISMIC RESPONSE COEFF. (Cs) 0.043

WIND EXPOSURE CATEGORY - PLAN NORTH-SOUTH B

ROOF RAIN LOADS

INTENSITY (i) 3.0 IN/HR

ORDINARY REINFORCED

MASONRY SHEAR WALLS

GENERAL NOTES

1. THE CONTRACTOR IS ADVISED THAT ALL PLANS, DIMENSIONS, AND DETAILS DEPICT

FIELD CONDITION AS SHOWN. MINOR VARIATIONS ARE TO BE EXPECTED AND ANY

DEVIATIONS FROM THE CONTRACT DOCUMENTS SHALL BE APPROVED BY THE

ARCHITECT IN WRITING PRIOR TO PROCEEDING.

2. THE CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL DIMENSIONS AND

ELEVATIONS OF EXISTING WORK PRIOR TO FABRICATION OF ANY NEW MATERIALS.

IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE

WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL

NOTIFY THE ENGINEER IMMEDIATELY AND PROVIDE A SKETCH OF THE CONDITION

WITH THEIR PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT

DOCUMENTS. DO NOT COMMENCE WORK UNTIL CONDITION IS RESOLVED AND

MODIFICATION IS APPROVED BY THE ENGINEER.

3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF

UTILITIES IN THE IMMEDIATE VICINITY OF CONSTRUCTION SO AS TO PREVENT

DAMAGE TO THEM. SHOULD DAMAGE TO SUCH UTILITIES OCCUR, THE CONTRACTOR

SHALL BE REQUIRED TO REPAIR SUCH DAMAGE AT THEIR OWN EXPENSE AND TO

THE SATISFACTION OF THE OWNER.

4. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT

DOCUMENTS MUST BE SUBMITTED BY THE GENERAL CONTRACTOR AND REVIEWED

BY THE ENGINEER. IF THE CONTRACTOR OR OWNER FAILS TO OBTAIN ENGINEER'S

REVIEW OF THE SHOP DRAWINGS, THE ENGINEER WILL NOT BE RESPONSIBLE FOR

THE STRUCTURAL CERTIFICATION AND DESIGN OF THE PROJECT. SHOP DRAWINGS

ARE REVIEWED BY THE ENGINEER AS A CONVENIENCE TO THE GENERAL

CONTRACTOR AND ARE NOT A CONTRACT DOCUMENT.

5. LOADS GREATER THAN THE DESIGN LIVE LOADS SHALL NOT BE PLACED ON THE

STRUCTURE. A CONCRETE STRUCTURE MAY NOT SUPPORT IT'S DESIGN LIVE LOAD

FOR 28 DAYS. CONTRACTOR SHALL SUPPORT ADJACENT STRUCTURES, UTILITIES,

AND EXCAVATIONS AS REQUIRED. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS

FOR ALL TEMPORARY FORM WORK, SHEETING, SHORING AND UNDERPINNING

SEALED BY A PROFESSIONAL ENGINEER AS A PART OF THE CONTRACTOR'S WORK.

6. THE CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL, AND

ELECTRICAL DRAWINGS FOR THE QUANTITY, LOCATION, AND DIMENSION OF HOLES

THROUGH FLOOR AND ROOF: CHASES, INSERTS, OPENINGS, SLEEVES, WASHERS,

DRIPS, REVEALS, DEPRESSIONS AND OTHER PROJECT REQUIREMENTS. REFER TO

ARCHITECTURAL DRAWINGS FOR THE FOLLOWING INFORMATION:

a. LOCATION AND THICKNESS OF MASONRY PARTITIONS

b. FULL EXTENT OF MASONRY INFILL AREAS

c. LOCATION AND THICKNESS OF STUD PARTITIONS

d. LOCATION AND SIZE OF WINDOWS, DOORS AND WALL OPENINGS

e. STAIRS, FLOOR AND WALL FINISHES

f. DETAIL DIMENSIONS AND SECTION DETAILS AS REQUIRED

7. THIS STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE

AFTER THE CONSTRUCTION OF THE BUILDING IS TO BE COMPLETED. THE STABILITY

OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE RESPONSIBILITY OF

THE CONTRACTOR. THIS RESPONSIBILITY EXTENDS TO ALL RELATED ASPECTS OF

THE CONSTRUCTION ACTIVITY INCLUDING, BUT NOT LIMITED TO, ERECTION

METHODS, ERECTION SEQUENCE, TEMPORARY BRACING, FORMS, SHORING, USE OF

EQUIPMENT AND SIMILAR CONSTRUCTION PROCEDURES.

8. THE CONTRACTOR SHALL BE RESPONSIBLE TO DETERMINE ALLOWABLE

CONSTRUCTION LOADS AND TO PROVIDE DESIGN AND CONSTRUCTION OF

FALSEWORK, FORMWORK, STAGING, BRACING, SHEETING, SHORING, AND

UNDERPINNING AS NECESSARY TO PREVENT ANY LATERAL OR VERTICAL

MOVEMENTS TO, AND TO INSURE THE STRUCTURAL INTEGRITY OF EXISTING

BUILDINGS, STREETS, AND ANY EXISTING UTILITY LINES.

9. BRACING, SHEETING, SHORING, ETC., REQUIRED TO INSURE THE STRUCTURAL

INTEGRITY OF THE EXISTING BUILDINGS OR NEW CONSTRUCTION, SIDEWALKS,

UTILITIES ETC., SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER ENGAGED BY

THE CONTRACTOR. DETAILED SIGNED AND SEALED SHOP DRAWINGS SHALL BE

PREPARED INDICATING ALL WORK TO BE PERFORMED. SUBMIT THE SHOP

DRAWINGS IN ACCORDANCE WITH THE CONTRACT REQUIREMENTS.

SHOP DRAWINGS

1. DUPLICATION/PHOTOCOPYING OF THESE STRUCTURAL DRAWINGS SHALL NOT BE

PERMITTED FOR SHOP DRAWINGS. THIS INCLUDES PARTIAL AND/OR COMPLETE

DUPLICATION OF PLAN SHEETS AS BACKGROUNDS FOR SHOP DRAWINGS. ALL

SECTIONS INCLUDED IN THESE CONTRACT DRAWINGS MAY NOT BE

DUPLICATED/PHOTOCOPIED ON ANY SHOP DRAWINGS.

2. ORIGINAL SHOP DRAWINGS SHALL BE SUBMITTED FOR THE ARCHITECT/ENGINEER

REVIEW FOR THE FOLLOWING ITEMS AND AS PER THE SPECIFICATIONS:

a. CONCRETE AND MASONRY REINFORCING

b. SLAB ON GRADE CONTROL JOINT LAYOUT

c. CONCRETE MIX DESIGNS

• FOUNDATIONS

• RETAINING WALLS

• SLAB ON GRADE LISTING FIBER MESH REINFORCEMENT & DOSAGE RATE

d. MASONRY CERTIFICATIONS AND GROUT DESIGN

3. CONTRACTOR SHALL SUBMIT, FOR REVIEW, DRAWINGS AND CALCULATIONS FOR

ALL PERFORMANCE ASSEMBLIES IDENTIFIED IN THE GENERAL NOTES AND SPECIFIC

MATERIAL NOTES AS WELL AS LISTED BELOW: THE DESIGN OF THESE ASSEMBLIES

IS THE RESPONSIBILITY OF THE CONTRACTOR'S ENGINEER REGISTERED IN THE

PROJECT'S JURISDICTION. ALL SUBMITTALS SHALL BEAR THIS ENGINEER'S SEAL

AND SIGNATURE. REVIEW SHALL BE FOR GENERAL CONFORMANCE WITH THE

PROJECT REQUIREMENTS AS INDICATED ON THE DRAWINGS AND IN THE GENERAL

NOTES.

A.F.F. Above Finish Floor BCX Bottom Chord Extension B.O.F. Bottom of Footing B.S. Brick Shelf Elevation (plans) B.S. Both Sides (sections) CANT. Cantilever CJ Control Joints CL Center Line CMU Concrete Masonry Units CONT. Continuous DIA. Diameter DBA Deformed Bar Anchor E.E. Each End E.F. Each Face E.S. Each Side E.W. Each Way EXIST Existing F.F. Finish Floor F.S. Flat Strap GA Gage GT Girder Truss GALV Galvanized H# Header HORIZ Horizontal HSS Hollow Structural Section L Angle LG Long LLH Long Leg Horizontal

ABBREVIATION LIST

LLV Long Leg Vertical LSH Long Side Horizontal LSV Long Side Vertical N.T.S. Not To Scale o.c. On Center PL Plate PT Pressure Treated Wood REINF. Reinforcing REM. To Remain S.F. Step Footing STIFF PL Stiffener Plate T# Wood Truss T.B.R. To Be Removed T&B Top and Bottom T.F. Top of Footing T.O.S. Top of Steel T.O.W. Top of Wall T.P. Top of Pier TYP Typical U.N.O. Unless Noted Otherwise VERT. Vertical V.I.F. Verify In Field WFT Wood Floor Truss WGT Wood Girder Truss WHT Wood Hip Truss WRT Wood Roof Truss WWF Welded Wire Fabric XE Extended End - Type R

CONTRACTOR NOTE

CONCRETE WALL SHALL BE IN PLACE A MINIMUM OF 14 DAYS

BEFORE BACKFILLING. AT CONTRACTOR'S OPTION, BACKFILL MAY

BE PLACED AGAINST WALL THAT HAS BEEN TEMPORARILY SHORED;

HOWEVER, CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING

ANY MOVEMENT OF WALL DUE TO BACKFILLING.

FOUNDATIONS AND BACKFILL

1. SOIL BEARING CAPACITY OF 2,000 PSF WAS UTILIZED IN THE DESIGN OF THE

FOUNDATION SYSTEM.

2. SLAB ON GRADE DESIGN BASED ON MODULUS OF SUBGRADE REACTION OF 100 PCI.

3. PLACE EXTERIOR FOOTINGS AND FROST WALLS EXPOSED TO WEATHER AT LEAST

48" BELOW THE ADJACENT OUTSIDE FINISHED GRADE TO PROTECT FROM FROST

DAMAGE.

4. THE OWNER SHALL ENGAGE THE SERVICES OF A REGISTERED PROFESSIONAL

GEOTECHNICAL ENGINEER TO MONITOR AND INSPECT ALL EARTH WORK AND TO

PERFORM THE SPECIAL INSPECTIONS REQUIRED BY THE SCHEDULE OF SPECIAL

INSPECTIONS. THE GEOTECHNICAL ENGINEER SHALL SUPERVISE THE PLACING OF

THE COMPACTED FILL AND ALL THE MATERIALS AND EQUIPMENT USED FOR THIS

PURPOSE. THE GEOTECHNICAL ENGINEER SHALL CERTIFY, BY SEAL AND

SIGNATURE, THAT THE EARTH-WORK IS IN ACCORDANCE WITH THE GEOTECHNICAL

REPORT, PLANS AND SPECIFICATIONS.

5. THE SUB-FLOOR MATERIALS SHALL CONSIST OF AT LEAST FOUR TO SIX INCHES OF

GRAVEL OR CRUSHED STONE. THE SUB-FLOOR MATERIALS SHALL BE COMPACTED

BY AT LEAST FOUR COVERAGES OF A HEAVY-DUTY VIBRATORY ROLLER OR UNTIL

NO FURTHER COMPACTION IS OBSERVED. SEE THE DRAWINGS AND

SPECIFICATIONS FOR THE VAPOR BARRIER SIZE, TYPE AND LOCATION.

6. PRIOR TO CONCRETE PLACEMENT THE FOUNDATION BOTTOM SHALL BE

COMPACTED USING A WALK BEHIND VIBRATORY ROLLER OR GAS-POWERED

TAMPER.

7. IF SOIL OF THE BEARING CAPACITY NOTED ABOVE IS NOT ENCOUNTERED AT THE

ELEVATIONS SHOWN ON PLAN, UNSUITABLE SOILS SHALL BE REMOVED AND

REPLACED WITH STRUCTURAL FILL IN ACCORDANCE WITH THE GEOTECHNICAL

ENGINEER'S DIRECTION.

8. IF BEDROCK IS ENCOUNTERED AT OR ABOVE FOUNDATION SUBGRADE ELEVATION,

THE BEDROCK SURFACE SHALL BE OVER EXCAVATED A MINIMUM OF SIX INCHES

AND BACKFILLED WITH CRUSHED STONE TO THE SUBGRADE ELEVATION.

9. THE GEOTECHNICAL ENGINEER SHALL APPROVE SAMPLES OF ALL CONTRACTOR

PROPOSED COMPACTED FILL MATERIAL. IMPORTED STRUCTURAL FILL SHALL BE

FREE OF ORGANIC MATTER, ASH, CINDERS AND DEMOLITION DEBRIS.

10. CONTROL OF MOISTURE FOR PLACING FILL WILL BE BASED ON THE RESULTS OF

ASTM D-1557 MODIFIED PROCTOR TESTS.

11. ALL COMPACTED FILL SHALL HAVE A DENSITY OF AT LEAST 98% OF MAXIMUM DRY

DENSITY AS DETERMINED BY THE ASTM D-1557 MODIFIED PROCTOR TEST. PLACING

OF FILL WITH MOISTURE CONTENT OUTSIDE THE LIMITS FOR PROPER COMPACTION

SHALL NOT BE PERMITTED.

12. THE EXISTING SUBGRADE IN ALL FILL AND CUT AREAS SHALL BE COMPACTED TO A

FIRM, STABLE CONDITION AS DETERMINED BY THE GEOTECHNICAL ENGINEER,

PRIOR TO PLACEMENT OF FILLS AND EXCAVATION FOR FOOTINGS.

13. FILL MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8" IN THICKNESS

AND SHALL BE MIXED, SPREAD, AND PLACED IN SUCH A WAY AS TO PRODUCE A

UNIFORM THICKNESS OF MATERIAL AFTER PLACING.

14. EACH LAYER OF FILL MATERIAL SHALL BE COMPACTED ON ALL PORTIONS OF THE

SURFACE OF EACH LIFT OF FILL BY RUBBER TIRE ROLLERS, SHEEP'S FOOT

ROLLERS, VIBRATORY ROLLERS, ETC. AS NECESSARY TO ATTAIN THE MAXIMUM DRY

DENSITY NOTED ABOVE AND AS APPROVED BY THE GEOTECHNICAL ENGINEER.

15. WHENEVER IN PLACE DENSITIES ARE FOUND TO BE BELOW LIMITS ACCEPTABLE TO

THE GEOTECHNICAL ENGINEER, ADDITIONAL ROLLING TO PRODUCE THE SPECIFIED

DENSITIES SHALL BE REQUIRED.

16. PLACING OF FILL WHEN FREE WATER IS STANDING ON THE EXISTING SURFACE

SHALL NOT BE PERMITTED.

17. PLACING OF FILL IN A FROZEN CONDITION OR ON TOP OF FROZEN MATERIAL SHALL

NOT BE PERMITTED.

18. SUBGRADE SUITABILITY SHALL BE VERIFIED BY GEOTECHNICAL ENGINEER WITHIN

24 HOURS PRIOR TO PLACING CONCRETE FOUNDATIONS AND CONCRETE SLABS ON

GRADE TO CONFIRM THAT NO DETERIORATION HAS OCCURRED SUBSEQUENT TO

TESTING PERFORMED AT TIME OF FILL PLACEMENT. UNSUITABLE CONDITIONS

SHALL BE CORRECTED PER GEOTECHNICAL ENGINEER'S RECOMMENDATION.

19. EXCAVATIONS SHOULD BE BACKFILLED OR HAVE CONCRETE PLACED AS SOON AS

POSSIBLE DURING CONSTRUCTION TO MINIMIZE ADVERSE AFFECTS TO SUBGRADE

CONDITIONS. GRADING DEPRESSIONS SHOULD BE AVOIDED.

20. WATER SHALL BE PREVENTED FROM ENTERING OPEN EXCAVATIONS. ANY

ACCUMULATED WATER SHALL BE REMOVED AS SOON AS POSSIBLE. IT IS

RECOMMENDED THAT CONCRETE BE PLACED THE SAME DAY THE EXCAVATION IS

MADE.

21. THE CONTRACTOR SHALL PROVIDE FOR DEWATERING AS REQUIRED DURING

EXCAVATION AND CONSTRUCTION.

CONCRETE

1. ALL WORK SHALL CONFORM TO THE "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (AMERICAN CONCRETE INSTITUTE, ACI 301) AND THE "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318), LATEST EDITIONS, UNLESS

NOTED OTHERWISE IN THE DRAWINGS OR PROJECT SPECIFICATIONS.

2. CONSTRUCTION TOLERANCES SHALL CONFORM TO THE "SPECIFICATION FOR

TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS" (ACI 117), LATEST

EDITION.

3. SHOP DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH THE "GUIDE TO

PRESENTING REINFORCING STEEL DESIGN DETAILS" (ACI 315) AND THE "ACI

DETAILING MANUAL" (SP-066), LATEST EDITIONS.

4. CONCRETE MATERIALS SHALL BE PROVIDED IN ACCORDANCE WITH THE

FOLLOWING SPECIFICATIONS:

• PORTLAND CEMENT ASTM C150

• HYDRAULIC CEMENT ASTM C1157

• FLY ASH AND NATURAL POZZOLAN ASTM C618

• SLAG CEMENT ASTM C989

• SILICA FUME ASTM C1240

• NORMAL WEIGHT AGGREGATE ASTM C33

• LIGHTWEIGHT AGGREGATE ASTM C330

• MIXING WATER ASTM C1602

• ADMIXTURES

• WATER REDUCTION AND SETTING TIME MODIFICATION ASTM C494

• PRODUCING FLOWING CONCRETE ASTM C107

• AIR ENTRAINMENT ASTM C260

• INHIBITING CHLORIDE-INDUCED CORROSION ASTM C1582

5. REINFORCING MATERIALS:

• REINFORCING BARS PLAIN-STEEL ASTM A615, GRADE 60, DEFORMED

• REINFORCING BARS LOW-ALLOY-STEEL ASTM A706, DEFORMED

(WELDABLE)

• REINFORCING BARS EPOXY-COATED ASTM A775

• WELDED WIRE FABRIC ASTM A1064

• EPOXY-COATED WELDED WIRE FABRIC ASTM A884, CLASS A COATING

6. REINFORCING SHALL COMPLY WITH ACI FOR FABRICATING, PLACING, AND

SUPPORTING REINFORCEMENT, AND THE FOLLOWING:

• BAR SPLICE LOCATIONS SHALL CONFORM TO ACI 318

• HORIZONTAL REINFORCING BARS IN WALLS AND FOOTINGS SHALL BE

CONTINUOUS AROUND CORNERS.

• UNLESS DETAILED CALCULATIONS ARE PROVIDED, REINFORCING BARS

DEVELOPMENT LENGTHS, EMBEDMENT DEPTHS AND LAP SPLICE DISTANCES

FOR f'c = 4000psi, NORMAL-WEIGHT CONCRETE, SHALL BE PER BELOW

7. EMBEDDED AND MISCELLANEOUS STEEL SHALL COMPLY WITH ASTM A36.

8. CONTINUOUS WALL OR FOOTING PLACEMENT SHALL NOT EXCEED 60 FEET

BETWEEN CONSTRUCTION JOINTS.

9. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4" AT 45 DEGREES

UNLESS NOTED OTHERWISE.

10. SHALLOW INTERIOR FOUNDATIONS AND SLABS ON GRADE ARE NOT DESIGNED FOR

OR INTENDED TO BE EXPOSED TO FREEZE/THAW CYCLING OR RESIST FROST

HEAVE FORCES. GENERAL CONTRACTOR TO COORDINATE CONSTRUCTION AND

PROVIDE INTERIOR FOOTINGS BELOW FROST PENETRATION AS REQUIRED FOR

WINTER CONSTRUCTION.

11. PROVIDE CONSTRUCTION / CONTROL JOINT INSTALLATION PLAN AND PLACEMENT

SEQUENCE PLAN SUBMITTALS FOR REVIEW OF STRUCTURAL ENGINEER OF

RECORD PRIOR TO PLACING CONCRETE.

12. PROVIDE WALL AND SLAB THRU-SLEEVE PLAN SUBMITTALS FOR REVIEW OF

STRUCTURAL ENGINEER OF RECORD PRIOR TO PLACING CONCRETE.

13. CORE-DRILLING CONCRETE WALLS, SLABS, BEAMS OR COLUMNS WITHOUT

REINFORCING LOCATION SCANS AND PRIOR APPROVAL OF STRUCTURAL ENGINEER

OF RECORD SHALL NOT BE PERMITTED.

14. CONDUITS AND PIPES SHALL NOT BE EMBEDDED IN ELEVATED CONCRETE SLABS

SUPPORTED BY METAL DECK OR CONCRETE SLABS ON GRADE.

15. FIBER REINFORCED CONCRETE SHALL COMPLY WITH "GUIDE TO DESIGN WITH

FIBER-REINFORCED CONCRETE" (ACI 544.4), LATEST EDITION. DESIGN

CALCULATIONS SHALL BE SUBMITTED AS PER THE SHOP DRAWING NOTES AND

SPECIFICATIONS.

16. NON-SHRINK GROUT SHALL CONFORM TO ASTM C1107 AND ACHIEVE A MINIMUM 28

DAY COMPRESSIVE STRENGTH OF 8,000 psi.

17. STRUCTURAL ADHESIVES SHALL ONLY BE USED WITH PRIOR PERMISSION OF THE

STRUCTURAL ENGINEER OF RECORD OR AS SHOWN ON CONSTRUCTION

DOCUMENTS. THE BASIS OF DESIGN FOR ADHESIVES IS HY-200 BY "HILTI" OR SET BY

"SIMPSON" - THE USE OF ANY OTHER STRUCTURAL ADHESIVES SHALL BE SUBJECT

TO REVIEW BY THE EOR PRIOR TO INSTALLATION.

18. MINIMUM WIRE WELDED FABRIC REQUIREMENTS FOR SLABS:

• 4" FLOOR SLAB ON GRADE 66-W2.9xW2.9

• 5" FLOOR SLAB ON GRADE 44-W4.0xW4.0

19. COLD-WEATHER CONCRETE PLACEMENT SHALL COMPLY WITH THE PROVISIONS OF

ACI 306R. THE USE OF CALCIUM CHLORIDE, SALT, AND OTHER MATERIALS

CONTAINING ANTI- FREEZE AGENTS OR CHEMICAL ACCELERATORS SHALL NOT

BE PERMITTED UNLESS ACCEPTED IN THE MIX DESIGN.

20. HOT-WEATHER CONCRETE PLACEMENT SHALL COMPLY WITH THE PROVISIONS OF

ACI 305.

21. MINIMUM CONCRETE CLEAR COVER SHALL BE PROVIDED FOR REINFORCEMENT

PER ACI AND THE FOLLOWING:

• CONCRETE CAST AGAINST EARTH & PERMANENTLY 3"

EXPOSED

• CONCRETE EXPOSED TO EARTH OR WEATHER

#6 & LARGER 2"

#5 & SMALLER 1-1/2"

• CONCRETE NOT EXPOSED TO WEATHER OR GROUND

SLABS, WALLS, AND JOINTS 3/4"

BEAMS AND COLUMNS 1-1/2"

BAR LOCATION

VERT. & HORIZ. WALL BARS

FOOTING TOP BARS

FOOTING BOTTOM BARS

BAR SIZE

#3 ld ls ldh

20" 25" 8"

15" 19" 8"

#4 ld ls ldh

25" 33" 10"

19" 25" 10"

#5 ld ls ldh

32" 41" 12"

24" 31" 12"

REBAR LAP SPLICE LENGTHS

20" 25" 8" 25" 33" 10" 32" 41" 12"

VERT. & HORIZ. WALL BARS

FOOTING TOP BARS

FOOTING BOTTOM BARS

#6 ld ls ldh

38" 50" 15"

29" 38" 15"

#7 ld ls ldh

55" 71" 17"

42" 54" 17"

#8 ld ls ldh

62" 81" 19"

47" 62" 19"

38" 50" 15" 55" 71" 17" 62" 81" 19"

NOTE:

• VALUES ABOVE ARE FOR NORMAL WEIGHT CONCRETE ONLY.

• ld = MINIMUM TENSION DEVELOPMENT LENGTH

• ldh = MINIMUM 90 DEGREE HOOKED BAR DEVELOPMENT LENGTH

• ls = MINIMUM LENGTH OF LAP SPLICES IN TENSION

BAR SIZE

CONCRETE MIX DESIGN CRITERIA

FOOTINGS AND

FOUNDATION WALLS

INTERIOR SLABS ON

GRADE

EXPOSURE

CLASS

F1,S0,W0,C1

MAX. w/c

RATIO

0.55

MIN. f'c

3,500

AIR

CONTENT

5%

CEMENT

TYPE

I or II

INTERIOR ELEVATED

SLABS

EXTERIOR SLABS

F0,S0,W0,C1 0.50 4,000 N/A I or II

F0,S0,W0,C1 0.50 4,000 N/A I or II

F3,S0,W0,C2 0.40 5,000 6% I or II

CONCRETE MASONRY

1. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF

TMS 402/ACI 530/ASCE 5: BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES LATEST EDITION.

2. THE OWNER SHALL ENGAGE A TESTING AND INSPECTION AGENCY TO PERFORM

THE SPECIAL INSPECTIONS REQUIRED BY THE SCHEDULE OF SPECIAL

INSPECTIONS.

3. HOLLOW MASONRY UNITS SHALL BE GRADE N-1 CONFORMING TO ASTM C-90,

UNLESS NOTE OTHERWISE WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI

(MASONRY ASSEMBLY F'm = 2,000 PSI).

4. ALL FILL FOR MASONRY WALLS SHALL BE PEA GRAVEL CONCRETE OR GROUT

CONFORMING TO ASTM C476 WITH A MINIMUM GROUT STRENGTH OF 3,000 PSI AT 28

DAYS. FILL SHALL BE PLACED IN 5'-0" LIFTS IN ACCORDANCE TO INTERNATIONAL

MASONRY INSTITUTE GUIDELINES AND ACI 530.1 / ASCE 6 FOR LOW LIFT GROUTING.

5. ALL MORTAR SHALL BE TYPE "M" CONFORMING TO ASTM C270 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 2,500 PSI AT 28 DAYS.

6. ALL MORTAR FOR MASONRY OTHER THAN VENEER SHALL BE PORTLAND CEMENT

LIME MORTAR, NOT MASONRY CEMENT.

7. VERTICAL WALL REINFORCING SHALL BE INTERMEDIATE GRADE DEFORMED BARS

OF NEW BILLET STEEL CONFORMING TO ASTM A-615, GRADE 60.

8. JOINT REINFORCING SHALL BE 0.148" RODS MIN. CONFORMING TO ASTM A-951.

9. ALL MORTAR JOINTS IN MASONRY WALLS (HORIZONTAL AND VERTICAL) SHALL BE

FULL MORTAR BEDDING.

10. ALL SECTIONS OF BEARING WALLS HAVING A HORIZONTAL PLAN DIMENSION OF 2'-0"

OR LESS SHALL BE OF SOLID (CONCRETE FILLED) MASONRY CONSTRUCTION FOR

THE FULL HEIGHT OF THE WALL SECTION.

11. PROVIDE A MINIMUM OF ONE COURSE OF SOLID BLOCK UNDER ALL JOIST AND SLAB

BEARING ENDS FOR THE FULL WIDTH OF THE WALL, UNLESS NOTED OTHERWISE.

12. BRACE AND SHORE ALL NEW MASONRY WALLS AS REQUIRED UNTIL ROOF AND

FLOOR DECKS HAVE BEEN COMPLETELY INSTALLED.

13. THE TOP OF ALL MASONRY WALLS SHALL BE BRACED TO THE STEEL FRAMING. SEE

TYPICAL DETAILS ON FRAMING SECTIONS AND DETAIL DRAWINGS.

14. BACKFILL AGAINST MASONRY WALLS SHALL BE PLACED AT EQUAL HEIGHTS ON

EACH SIDE OF WALL UP TO FINAL GRADE.

15. QUALITY ASSURANCE PROGRAM TO BE PROVIDED PER SECTION 3.1 OF TMS 402/ACI

16. FILL ALL BLOCK CORES SOLID FROM FOUNDATION TO SLAB ON GRADE.

17. BOND BEAMS WITH HORIZONTAL REINFORCEMENT NOT LESS THAN (2) #5 REBAR

SHALL BE PROVIDED CONTINUOUSLY AT STRUCTURALLY CONNECTED ROOF AND

FLOOR LEVELS, AT THE TOP OF WALLS, AT THE BOTTOM OF WALLS OR IN THE TOP

OF THE FOUNDATION WHEN DOWELING INTO THE WALL.

18. ALL MASONRY WORK TO BE EXECUTED IN HOT OR COLD WEATHER SHALL BE IN

CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER

CONSTRUCTION FOUND IN TMS 402/ACI 530 WITH THE FOLLOWING ADDITIONS: FOR

ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE

TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY

SHALL BE MAINTAINED ABOVE 30 DEGREES F FOR A MINIMUM OF 24 HOURS USING

THE METHODS DESCRIBED IN TMS 402/ACI 530.

19. UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS, THE

FOLLOWING MINIMUM REINFORCING SHALL BE USED. ALL CORES WITH

REINFORCING SHALL BE GROUTED SOLID.

MINIMUM WALL REINFORCING

BENEATH STEEL BEAMS

BENEATH STEEL OR CONCRETE LINTELS

REINFORCING

(2) #5 BARS - (1) PER CORE

(1) #5 BAR

LOCATION

INTERIOR NON-LOAD BEARING WALLS

VERTICAL

HORIZONTAL

CORNERS, EA. SIDE OF EA. OPENING, ENDS OF

WALLS, EA. SIDE OF EXPANSION/CRACK

CONTROL JOINTS

TOP OF WALL, BOTTOM AND TOP OF EA.

OPENING

#4 BARS @ 48" o.c.

JOINT REINFORCING @ 16" o.c.

(1) #5 BAR

(1) #5 BAR - EXTEND 24" OR 40

BAR DIAMETERS PAST OPENING

BAR SIZE

LAP SPLICE LENGTH *

#3 #4 #5

REBAR LAP SPLICE LENGTHS

22" 29" 36" 44" 51" 58"

#6 #7 #8

* UNLESS NOTED OTHERWISE

WOOD TRUSSES

1. WOOD TRUSSES ARE TO BE MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1

"NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD TRUSS

CONSTRUCTION", LATEST EDITION.

2. SIGNED AND SEALED SHOP DRAWINGS AND DESIGN CALCULATIONS SHALL BE

SUBMITTED AS PER THE SHOP DRAWING NOTES AND SPECIFICATIONS.

CALCULATIONS SHALL INCLUDE, BUT ARE NOT LIMITED TO:

a. DESCRIPTION OF THE DESIGN CRITERIA

b. ENGINEERING ANALYSIS DEPICTING STRESS AND DEFLECTION

REQUIREMENTS FOR EACH TRUSS APPLICATION

c. SELECTION OF TRUSS COMPONENTS AND ACCESSORIES

d. VERIFICATION OF ATTACHMENT TO STRUCTURE AND/OR ADJACENT

FRAMING COMPONENTS

e. NOTE: TRUSS CONFIGURATIONS SHOWN ON PLANS ARE APPROXIMATE

3. CUTTING, DRILLING, OR NOTCHING ANY OF THE TRUSS MEMBERS IS NOT

PERMITTED WITHOUT APPROVAL FROM THE TRUSS DESIGNER.

4. PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING AND THE METHOD

OF ANCHORING OR RESTRAINING TO PREVENT LATERAL MOVEMENT OF ALL TRUSS

MEMBERS SHALL BE ACCOMPLISHED AT MINIMUM BY DETAILS IN ACCORDANCE

WITH BCSI-B3 "PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS"

AND/OR BCSI-B7 "TEMPORARY & PERMANENT RESTRAINT/BRACING FOR PARALLEL

CHORD TRUSSES"

5. ANY BRACING REQUIRED IN EXCESS OF BCSI-B3 OR BCSI-B7 SHALL BE PROVIDED BY

THE TRUSS DESIGNER.

6. WOOD TRUSSES SHALL BE CONFIGURED TO ACCOMMODATE MECHANICAL UNIT

LOCATIONS, DUCTWORK RUNS, CATWALKS & STORAGE LOCATIONS. COORDINATE

WITH MECHANICAL & ARCHITECTURAL DRAWINGS.

7. WOOD TRUSSES TO BE DESIGNED FOR CRITERIA IN TABLE BELOW.

WOOD TRUSS DESIGN CRITERIA

TCLL (PSF)

TCDL (PSF)

PRIVATE

ROOMS

PUBLIC

ROOMS

CORRIDOR

SAME AS

AREA SERVED

STORAGE

ROOF

BREAKDOWN

BCLL (PSF) -- -- -- -- --

BCDL (PSF) 5 5 5 5 5

TOTAL (PSF) 65 125 65/125 25 50

LL DEFLECTION (TYP.) L/480 L/480 L/480 L/480 L/480

LL DEFLECTION (@ TILE) L/720 L/720 L/720 L/720 --

TL DEFLECTION (TYP.) L/240 L/240 L/240 L/240 L/240

WALL

THICKNESS

STEEL LINTEL SCHEDULE FOR NON-LOADBEARING

MASONRY WALLS

CLEAR SPAN

4'-0" or Less

L3 1/2x3 1/2x5/16"

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

(2) L3 1/2x3 1/2x5/16" -or- WT7x15

W8x10 w/ 1/4"x0'-9" PL.

(3) L4x3 1/2x3/8" (LLV) -or- W8x10 w/

1/4"x0'-9" PL.

4'-1" to 6'-0"

L4x3 1/2x5/16" (LLV)

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

(2) L3 1/2x3 1/2x5/16" -or- WT7x15

W8x10 w/ 1/4"x0'-9" PL.

(3) L4x3 1/2x3/8" (LLV) -or- W8x10 w/

1/4"x0'-9" PL.

6'-1" to 8'-0"

L5x3 1/2x5/16" (LLV)

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

(2) L5x3 1/2x5/16" (LLV) -or- WT7x15

W8x10 w/ 1/4"x0'-9" PL.

(3) L5x3 1/2"x5/16" (LLV) -or- W8x10 w/

1/4"x0'-11" PL.

8'-1" to 10'-0"

L5x3 1/2x5/16" (LLV)

WT7x11

W8x10 w/ 1/4"x0'-7"

PL.

W8x10 w/ 1/4"x0'-9" PL.

W8x10 w/ 1/4"x0'-11"

PL.

4" CMU

or Brick

6" CMU

8" CMU

10" CMU

12" CMU

NOTES:

1. THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL STEEL LINTELS IN ALL MASONRY WALLS, INCLUDING

THE FOLLOWING (REF. CONTRACT DOCUMENTS):

2. ABOVE ALL METAL FRAMES IN MASONRY WALLS.

3. ABOVE ALL NEW OPENINGS, PASSAGES, ROLL-UP OR OVERHEAD DOORS IN MASONRY WALLS.

4. ABOVE ALL NEW DUCTWORK PASSING THROUGH MASONRY WALLS.

5. ABOVE ALL BUILT-IN ITEMS (SUCH AS CABINET HEATERS, CONVECTORS, LOUVERS, ACCESS PANELS, BRICK

GRILLES, WINDOWS, ETC.)

6. AT ALL LOCATIONS WHERE NOTED ON THE PLANS AND/OR WALL SECTIONS. SIZES TO BE AS INDICATED IN THE

SCHEDULE ABOVE. LENGTH TO BE FULL OPENING AND A MINIMUM 8" BEARING ON EACH END.

7. ALL LOOSE LINTELS AT OPENINGS 8" OR LESS FROM STEEL COLUMN SHALL BE ATTACHED W/ CLIP ANGLES TO

COLUMNS. CONTRACTOR SHALL VERIFY ALL CONDITIONS

AND DIMENSIONS FOR THE ENTIRE PROJECT

BEFORE PROCEEDING WITH THE WORK.

DSGN:

JOB:

CHK:

DRAWN: APPRD:

DATE:

SCALE:

P MGR:

COPYRIGHT 2026

SHEET:

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BENT

BARS (B)

CONT.

BARS

D E

P T

H

WIDTHNOTES:

1. CONTINUOUS BARS SHALL HAVE 3" MINIMUM COVER

ON ALL SIDES.

2. BENT BARS SHALL BE PER THE FOUNDATION WALL

SCHEDULE.

BENT

BARS (B)

NOTES:

1. GROUT ALL CORES SOLID BELOW GRADE w/ 3,000 psi CONCRETE GROUT.

2. REINFORCING SHALL BE CENTERED IN WALL (U.N.O.)

3. PROVIDE HORIZONTAL JOINT REINFORCING PER SPECIFICATIONS -

SPACING NOT TO EXCEED 16" o.c.

4. WALLS WITH MULTIPLE WYTHES SHALL HAVE (1) LAYER OF REINFORCING

PER WYTHE

VERT.

BARS (V)

2'-0" MIN.

SPLICE

WIDTH

JOINT

REINF.

DOWEL

BARS (D)

NOTES:

1. GROUT ALL CORES WITH REINFORCING SOLID w/ 3,000 psi CONCRETE

GROUT.

2. REINFORCING SHALL BE CENTERED IN WALL (U.N.O.)

3. PROVIDE HORIZONTAL JOINT REINFORCING PER SPECIFICATIONS -

SPACING NOT TO EXCEED 16" o.c.

4. DOWEL BAR SIZE AND SPACING SHALL MATCH VERTICAL BARS (U.N.O.)

AND EXTEND 2'-0" INTO WALL BELOW

VERT.

BARS (V)

2'-0" MIN.

SPLICE

WIDTH

JOINT

REINF.

WALL

BELOW

DOWEL

BARS (D)

NOTES:

1. GROUT ALL CORES WITH REINFORCING SOLID w/ 3,000 psi CONCRETE GROUT.

2. REINFORCING SHALL BE CENTERED IN WALL (U.N.O.)

3. PROVIDE HORIZONTAL JOINT REINFORCING PER SPECIFICATIONS - SPACING

NOT TO EXCEED 16" o.c.

4. DOWEL BAR SIZE AND SPACING SHALL MATCH VERTICAL BARS (U.N.O.) AND

EXTEND 2'-0" INTO WALL BELOW

VERT.

BARS (V)

2'-0" MIN.

SPLICE

WIDTH

JOINT

REINF.

WALL

BELOW

NOTES:

1. REINFORCING BARS SHALL HAVE 3" MINIMUM COVER ON ALL SIDES.

2. COLUMNS SHALL BE ATTACHED ACCORDING TO BASE PLATE

SCHEDULE INFORMATION.

3. SEE BASE PLATE DETAILS FOR MORE INFORMATION.

LENGTH

W

ID

T H

T H

IC

K

N E

S S

REINFORCEMENT

1/2" PREMOLDED

FIBER FILLER

#3 TIES @ 1 1/2" o.c.

TOP AND BOTTOM w/

REMAINDER AS

INDICATED IN

SCHEDULE

CONCRETE

SLAB ON

GRADE

SEE FOUNDATION

PLAN FOR PIER

SIZE AND

REINFORCING

SEE FOUNDATION

PLAN FOR

FOOTING SIZE AND

REINFORCING

WRAP MESH

AROUND #4

NOSING BAR

#4 BENT BARS @

16" o.c. AROUND #4

NOSING BAR

SEE FOUNDATION

PLAN FOR FOOTING

SIZE AND

REINFORCING

(2) #5

SEE PLAN

FOR WALL

SIZE AND

REINF.

'-0

(M

IN

8"

SEE PLAN FOR LIMITS

DOOR LOC.

COORD w/

(2) #5

WRAP MESH

AROUND #4

NOSING BAR

EXTERIOR GRADE

COORDINATE w/ SITE

DRAWINGS

'-0

(M

IN

8"

1'-0"

PIPE

6" 6"

SLEEVE

TOP OF

FOOTING

NOTE:

IF DIMENSION TO PIPE SLEEVE IS LESS THAN

THE FOOTING DEPTH, LOWER FOOTING TO

PERMIT PIPE TO PASS THRU WALL ABOVE

FOOTING. REFER TO CONDITION #3 & FOOTING

STEP DOWN DETAILS.

S E

E N

O T

E

T O

P O

F

P

IP

E S

LE

E

V E

6"

UNDERGROUND

PIPE

NOTE:

WHERE TOP OF PIPE / CONDUIT IS BELOW

BOTTOM OF FOOTING BY AT LEAST FOOTING

WIDTH OR 4'-0" WHICHEVER IS GREATER, PIPE

MAY BE RUN UNDER FOOTING WITHOUT A

SLEEVE OR CONCRETE ENCASEMENT .

BOTTOM OF

FOOTING

S E

E N

O T

E

REINFORCED

CONCRETE

FOOTING

PIPE

(SEE MEP

DWGS.)

PIPE SLEEVE

GROUT

M

IN

NOTE:

STEP FOOTING DOWN AS REQUIRED IN

ACCORDANCE WITH TYPICAL WALL FOOTING

STEP DETAIL.

D E

P T

H

F T

G

2'-8" MIN.

CONDUIT

(TYP.)

TOP OF

FOOTING

NOTE:

a. IF DIMENSION TO CONDUIT IS LESS THAN THE FOOTING DEPTH, LOWER FOOTING TO PERMIT CONDUIT TO PASS THRU WALL ABOVE

FOOTING. REFER TO CONDITION #3 & FOOTING STEP DOWN

DETAILS.

b. THE GREATER OF PROVISIONS PER ELECTRICAL

DRAWINGS/SPECIFICATIONS & 3 INCHES.

MIN.

6" b

MIN.

6"

M

IN

S E

E N

O T

E a

T O

P O

F C

O N

D U

IT

b

CONDUIT (TYP.)

NOTE:

STEP FOOTING DOWN AS REQUIRED IN ACCORDANCE

WITH TYPICAL WALL FOOTING STEP DETAIL

REINFORCED

CONCRETE

FOOTING

M

IN

16" DEEP CMU LINTEL

w/ (2) - #5 BARS

MIN

2'-8"

D E

P T

H

F T

G

TOOL OR SAW CUT - 1/4

DEPTH (SAW WITHIN 24 HRS.

OF PLACING CONCRETE)

NOTE: CONTRACTORS OPTION

FOR TYPE OF JOINT

PREMOLDED

KEYED JOINT

STOP REINFORCING 6"

FROM JOINT

SAWED CONTROL JOINT

CONSTRUCTION JOINT

T /3

T

4"

T /3

T

1'-6" 1'-6"

CONTRACTOR SHALL VERIFY ALL CONDITIONS

AND DIMENSIONS FOR THE ENTIRE PROJECT

BEFORE PROCEEDING WITH THE WORK.

CONT. HORIZ TRUSS TYPE

JOINT REINF - 9 GA GALV

METAL @ 16" o.c. VERT.

#5 @ 48" o.c. - GROUT

CORES SOLID @ REINF.

w/ 3000 psi CONC GROUT

BENT BARS -

GROUT CORES

SOLID @ REINF

8" CMU WALL

OR WIDER

P

LA

N

S E

E

P

LA

N

S E

E

PLAN

SEE

NOTES

1. DIMENSIONS SHOWN ARE NOMINAL.

2. PILASTER SHALL EXTEND THE FULL HEIGHT OF THE WALL (U.N.O.)

3. GROUT ALL CORES SOLID w/ 3,000 PSI CONCRETE GROUT.

4. (1) BAR PER CORE (U.N.O.)

5. DBA's SHALL MATCH THE PILASTER AND WALL REINFORCING SIZE

AND EXTEND THE FULL LINTEL LENGTH. DBA SPACING TO BE THE

LESSER OF THE WALL REINFORCING SPACING OR 24".

REINFORCING

LINTEL w/

CONT. PL.

DBA

PLAN

REINFORCING

ELEVATION

LENGTH

W

ID

T H

LENGTH

DSGN:

JOB:

CHK:

DRAWN: APPRD:

DATE:

SCALE:

P MGR:

COPYRIGHT 2026

SHEET:

F

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As indicated

RPK

LW09/21/2026

329526.001

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RCS

RCS

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SCALE: 3/4" = 1'-0"

Typical Pier Detail At Exterior Wall

SCALE: 3/4" = 1'-0"

Typical Exterior Wall At Door Detail

SCALE: 3/4" = 1'-0"

Typical Frost Wall

SCALE: 3/4" = 1'-0"

Typical Pipe at Wall Footing Details

SCALE: 3/4" = 1'-0"

Typical Conduit at Wall Footing Details

SCALE: 3/4" = 1'-0"

Typical Crack Control Joints

SCALE: 3/4" = 1'-0"

Wall Footing Schedule with Masonry Foundation Walls

SCALE: 3/4" = 1'-0"

Column Footing Schedule Detail

SCALE: 3/4" = 1'-0"

Masonry Foundation Wall Schedule

SCALE: 3/4" = 1'-0"

Load Bearing Masonry Wall Schedule

SCALE: 3/4" = 1'-0"

Non-Load Bearing Masonry Wall Schedule

Schedule - Masonry Foundation Wall

MARK WIDTH REINFORCING

MFW12 12" #5 @ 48" o.c. (V) - #5 @ 24" o.c. (B)

Schedule - Masonry Non-Load Bearing Wall

MARK WIDTH REINFORCING

MW8 8" #5 @ 48" o.c. (V)

Schedule - Masonry Load Bearing Wall

MARK WIDTH REINFORCING

MLW8 8" #5 @ 48" o.c. (V)

Schedule - Wall Footing

MARK DEPTH WIDTH REINFORCING

WF1224 1'-0" 2'-0" (3) #5 CONT.

Schedule - Square Column Footing

MARK WIDTH LENGTH THICKNESS REINFORCING

F3.0 3'-0" 3'-0" 1'-0" 3 #5 (E.W.)

SCALE: 3/4" = 1'-0"

Typical Interior Wall Footing

SCALE: 3/4" = 1'-0"

Masonry Pier Schedule

Schedule - Masonry Pilaster

MARK WIDTH LENGTH

VERTICAL

REINFORCING

MP1616 16" 16" (4) #4

CAULK & JOINT

FILLER (B.S.) 3000 PSI CONC GROUT

BUILDING PAPER

(1) #5 (TYP) GROUT

CORES SOLID AT REINF

NOTES:

1. DO NOT EXTEND MASONRY REINF. THROUGH CONTROL JOINTS

2. CONTRACTOR'S OPTION FOR TYPE OF JOINT

SYNTHETIC RUBBER

CONTROL JOINT

MIN

1'-4"

BEARING

SEE PLAN

T.O.M.

SEE PLAN

TOF

SEE PLAN

P A

R A

P E

T

OPEN

OPEN

PROVIDE 1'-4" MIN.

BETWEEN WALL OPENINGS

FOR MECHANICAL

PENETRATIONS

LINTEL

(SEE PLAN)

LINTEL

(SEE PLAN)

WELD DOWELS TO

LINTELS PER LINTEL

SCHEDULES

MASONRY PIERS

MASONRY

PIERS

SEE "MASONRY WALL

REINFORCING

SCHEDULE" OF SIZE &

SPACING OF VERTICAL

REINFORCEMENT

END OF

WALL

BOND BEAM

PROVIDE ONE COURSE

SOLID GROUTED MASONRY

ABOVE ALL LINTELS

CONTROL

JOINT

CONTROL

JOINT

SEE "MASONRY WALL REINFORCING

SCHEDULE" FOR FOOTING DOWEL

REINFORCEMENT

HORIZONTAL BOND BEAM

REINFORCEMENT SHALL

BE CONTINUOUS

THROUGH ALL CONTROL

JOINTS

BARS EACH SIDE OF CONTROL

JOINT PER "TYPICAL MASONRY

WALL CONTROL JOINTS &

HORIZONTAL JOINT

REINFORCEMENT" DETAIL

PROVIDE MINIMUM TWO

COURSES SOLID GROUT BELOW

ALL LINTELS

ADDED BARS AT WINDOW SILL:

(2) #4 FOR OPENINGS LESS THAN OR EQUAL TO 4' - 0"

(2) #5 FOR OPENINGS LESS THAN OR EQUAL TO 6' - 8"

(2) #6 FOR OPENINGS LESS THAN OR EQUAL TO 13' - 0"

EXTEND BARS 48 BAR DIA. BEYOND OPENINGS

CONTINUE HORIZONTAL

REINF. THRU CONTROL JOINT

ONLY AT WINDOW SILL

SEE "MASONRY WALL

REINFORCING SCHEDULE" FOR

DOWEL REINF. INTO BOND BEAM

SEE "TYPICAL MASONRY WALL

CONTROL JOINTS & HORIZONTAL

JOINT REINFORCEMENT" DETAIL

FOR HORIZONTAL JOINT

REQUIREMENTS

GROUT PARAPET

SOLID

HORIZONTAL JOINT

REINFORCEMENT TO

BE DISCONTINUOUS AT

ALL CONTROL JOINTS

WIRE SCREEN OR METAL

LATH TO SUPPORT GROUT

IN CORE ABOVE AS

REQUIRED

CAULK JOINTCONTROL JOINT

(NO MORTAR)

1 1/2" x 1/4" x 32" STRAP ANCHOR w/ 3" RIGHT-

ANGLE BENDS EACH END

(16" o.c. MAXIMUM

VERTICALLY)

EMBED BENT ENDS OF

STRAP ANCHOR IN

CORES OF CMU & FILL w/

GROUT

BEARING OR SHEAR WALLS

FILL SOLID

AT ANCHOR

CAULK JOINTCONTROL JOINT

(NO MORTAR)

JOINT STABILIZING

ANCHOR @ 16" o.c.

MAXIMUM VERTICALLY

INTERSECTING

WALL

TYPICAL

NOTE:

1. VERTICAL & HORIZONTAL REINFORCEMENT NOT SHOWN FOR CLARITY

BEARING AND

SHEAR WALL

#5 BENT BAR

CAULK BOTH SIDES

SYNTHETIC RUBBER

CONTROL JOINT

BOND BEAM w/ (2) #5

BARS DO NOT

EXTEND BARS

THROUGH JOINT

(2) #5 - 5'-0" LG

- 2'-6" LEG -

TYP.

BOND BEAM

REINFORCING

(2) #5

2'-0" MIN. BAR

SPLICE

DIAGONAL WEB

MEMBER BRACING TO

BE INSTALLED ON ANY

WEB MEMBER REQUIRING

CONTINUOUS LATERAL

BRACING - TO BE USED AS

BOTH TEMPORARY AND

PERMANENT BRACING

CONTINUOUS BOTTOM

CHORD BRACING TO BE USED

AS BOTH TEMPORARY AND

PERMANENT BRACING

CONTINUOUS LATERAL WEB

MEMBER BRACING AS

INDICATED BY THE TRUSS

MANUFACTURER OR AT 16'

INTERVALS ALONG THE

LENGTH OF THE TRUSS- TO

BE USED AS BOTH TEMPORARY

AND PERMANENT BRACING

SIMPSON H1

HURRICANE

ANCHOR

TEMPORARY CONTINUOUS

LATERAL TOP CHORD

BRACING

PLYWOOD SHEATHING

TO BE USED AS

PERMANENT TOP

CHORD BRACING

BOTTOM CHORD DIAGONAL

BRACING BETWEEN LATERAL

BRACING MEMBERS - TO

BE USED AS BOTH

TEMPORARY AND

PERMANENT

BRACING

10'-0" M

AXIM

UM

O

R SD PER BCSI REQ

UIREM

ENTS

10'-0" MAXIMUM OR

AS SPECIFIED BY

TRUSS MANUFACTURER

6"

CONTRACTOR SHALL VERIFY ALL CONDITIONS

AND DIMENSIONS FOR THE ENTIRE PROJECT

BEFORE PROCEEDING WITH THE WORK.

SCALE: 3/4" = 1'-0"

Typical Bond Beam Detail At Corner

SCALE: 3/4" = 1'-0"

Control Joints

SCALE: 3/8" = 1'-0"

Extra Reinforcing at CMU Wall Openings

SCALE: 3/4" = 1'-0"

Typical Masonry Wall Intersection Details

SCALE: 3/4" = 1'-0"

Typical Bond Beam At Crack Control Joint

DSGN:

JOB:

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DATE:

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GRADE

F.F. ELEV. 100'-0"

T.O.W. ELEV. 110'-11"

S3.0

S3.0

CONCRETE

SLAB ON

GRADE

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

A

F.F. ELEV. 100'-0"

T.O.W. ELEV. 110'-11"

S3.0

S3.0

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOUNDATION

WALL SIZE AND

REINFORCING

SEE PLAN FOR

FOOTING SIZE

AND

REINFORCING

CONCRETE

SLAB ON

GRADE

BOND BEAM w/

(2) #5 CONT.

BARS

BOND BEAM w/

(2) #5 CONT.

BARS

BOND BEAM w/

(2) #5 CONT.

BARS

BOND BEAM w/

(2) #5 CONT.

BARS

BOND BEAM w/

(2) #5 CONT.

BARS

LVL BEAM

BEYOND

COLUMN

BEYOND

SIMPSON

A35F

CONN.

2x4 BLOCKING @ 48" o.c. -

FIRST 2 TRUSS

SPACES

PLYWOOD

SHEATHING

2x4 KICKERS @ 48" o.c. TO

ROOF DECK

ROOF

TRUSSES

SIMPSON

A35F CONN.

CONT. 2x4

BLOCKING

WOOD BLKG.

BETWEEN

TRUSSES

GABLE END

TRUSS - DROP

TOP CHORD FOR

OUTRIGGERS

2x4

OUTRIGGERS

@ 24" o.c.

CMU WALL

PLYWOOD

SHEATHING

ROOF

TRUSS

SIMPSON H1A

HURRICANE TIE

(2) 2x TOP PLATE -

SEE SCHEDULE

DRAWINGS

SEE ARCH

BOND BEAM

w/ (2) #5 BARS SIMPSON TITEN HD

(THD50800H) 1/2" DIA

ANCHOR w/ 4" MIN

GROUT EMBED.

DSGN:

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DRAWN: APPRD:

DATE:

SCALE:

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COPYRIGHT 2026

SHEET:

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SCALE: 1/4" = 1'-0"S3.0

1 Section

SCALE: 1/4" = 1'-0"S3.0

2 Section

SCALE: 3/4" = 1'-0"S3.0

4 Typical Section At Gable End

SCALE: 3/4" = 1'-0"S3.0

3 Typical Truss Bearing Detail

NOTE:

NOT ALL ABBREVIATIONS AND SYMBOLS INDICATED

MAY APPEAR ON THESE CONTRACT DRAWINGS.

THIS IS FOR REFERENCE ONLY.

ABBREVIATIONS

A/C

AFF

AFG

AMB

AMP

AP

APROX

ARR

ATC

AUTO

AUX

AVG

BF

BHP

BOD

BOP

BOT

BP

BSMT

BTU

CA

CAP

CF

CFM

CL

CO

COL

CONC

CONN

CONT

CTR

D

DB

DDC

DEG

DET

DIA

DISC

DN

DWG

EA

EAT

EER

EFF

EJ

EL

ELEC

ENT

ESP

EVAP

EWT

EXH

EXP

EXST

EXT

F&T

FC

FDW

FLA

FLR

FO

FPM

FPS

FS

FT

GA

GAL

GALV

GND

GPH

GPM

GR

HD

HG

HGT

HMD

HORIZ

HP

HTD

HTR

AIR CONDITIONING

ABOVE FINISHED FLOOR

ABOVE FINISHED GRADE

AMBIENT

AMPERE

ACCESS PANEL

APPROXIMATE

ARRANGEMENT

AUTOMATIC TEMPERATURE CONTROL

AUTOMATIC

AUXILIARY

AVERAGE

BOILER FEED

BRAKE HORSEPOWER

BOTTOM OF DUCT

BOTTOM OF PIPE

BOTTOM

BACK PRESSURE

BASEMENT

BRITISH THERMAL UNIT

COMPRESSED AIR

CAPACITY

CUBIC FOOT (FEET)

CUBIC FOOT (FEET) PER MINUTE

CENTER LINE

CLEANOUT

COLUMN

CONCRETE OR CONCENTRIC

CONNECT OR CONNECTION

CONTINUATION

CENTER

DRAIN OR DEEP

DRY BULB

DIRECT DIGITAL CONTROL

DEGREE

DETAIL

DIAMETER

DISCONNECT

DOWN

DRAWING

EACH

ENTERING AIR TEMPERATURE

ENERGY EFFICIENCY RATIO

EFFICIENCY

EXPANSION JOINT

ELEVATION

ELECTRICAL

ENTERING

EXTERNAL STATIC PRESSURE

EVAPORATOR

ENTERING WATER TEMPERATURE

EXHAUST

EXPANSION

EXISTING

EXTERNAL

FLOAT & THERMOSTATIC

FLEXIBLE CONNECTION

FEED WATER

FULL LOAD AMPS

FLOOR

FUEL OIL

FOOT (FEET) PER MINUTE

FOOT (FEET) PER SECOND

FLOW SWITCH

FOOT (FEET)

GAUGE

GALLONS

GALVANIZED

GROUND

GALLONS PER HOUR

GALLONS PER MINUTE

GRAIN

HEAD

HOT GAS

HEIGHT

HUMIDITY

HORIZONTAL

HORSEPOWER

HEATED

HEATER

Hz

INSUL

INTL

LAT

LBS

LIN

LP

LRA

LVL

LVR

LWT

MAN

MAX

MBH

MIN

MOD

MTD

MU

NA

NC

NEG

NIC

NO

NTS

OA

OED

OFCI

OV

PCR

PD

PG

PL

PNEU

PRESS

PROP

PSIG

QTY

REF

REQD

REV

RL

RM

RS

RTN

S

SCH

SD

SEC

SENS

SEP

SEQ

SER

SERV

SHT

SOL

SP

SPLY

SS

STL

SUCT

TD

TEMP

TH

THK

TSP

TYP.

UON

V

VAC

VAV

VB

VEL

VERT

VIB

VOL

VSD

VTR

W

WB

WMS

HERTZ

INSULATION

INTERNAL

LEAVING AIR TEMPERATURE

POUNDS

LINEAL

LOW PRESSURE

LOCKED ROTOR AMPS

LEVEL

LOUVER

LEAVING WATER TEMPERATURE

MANUAL

MAXIMUM

THOUSAND BRITISH THERMAL UNITS PER HOUR

MINIMUM

MODEL

MOUNTED

MAKEUP

NOT APPLICABLE

NORMALLY CLOSED

NEGATIVE

NOT IN CONTRACT

NORMALLY OPEN

NOT TO SCALE

OUTSIDE AIR

OPEN END DUCT

OWNER FURNISHED CONTRACTOR INSTALLED

OUTLET VELOCITY

PUMPED CONDENSATE RETURN

PRESSURE DROP

RESSURE GAUGE

PLATE

PNEUMATIC

PRESSURE

PROPELLER

POUNDS PER SQUARE INCH GAUGE

QUANTITY

REFERENCE

REQUIRED

REVISION

REFRIGERANT LIQUID

ROOM

REFRIGERANT SUCTION

RETURN

SWITCH

SCHEDULE

SMOKE DAMPER

SECONDARY SECONDS

SENSIBLE

SEPARATE

SEQUENCE

SERIES

SERVICE

SHEET

SOLENOID

STATIC PRESSURE

SUPPLY

STAINLESS STEEL

STEEL

SUCTION

TEMPERATURE DIFFERENTIAL

TEMPERATURE

THERMOMETER

THICK

TOTAL STATIC PRESSURE

TYPICAL

UNLESS OTHERWISE NOTED

VENT OR VOLT

VACUUM

VARIABLE AIR VOLUME

VACUUM BREAKER

VELOCITY

VERTICAL

VIBRATION

VOLUME

VARIABLE SPEED DRIVE

VENT THRU ROOF

WATT, WIDTH OR WIDE

WET BULB

WIRE MESH SCREEN

SYMBOL DESCRIPTION

SHUT-OFF VALVE

GLOBE VALVE

CHECK VALVE

FLOW SETTER

ANGLE GATE VALVE

RELIEF OR SAFETY VALVE

SOLENOID VALVE

BUTTERYFLY VALVE

2-WAY CONTROL VALVE

3-WAY CONTROL VALVE

PRESSURE REDUCING VALVE

UNION

STRAINER W/BLOW-OFF & CAP

PIPE GUIDE

PIPE ANCHOR

FLEXIBLE CONNECTOR

EXPANSION JOINT

THERMOMETER

PRESSURE GAUGE W/COCK

AUTOMATIC AIR VENT

MANUAL AIR VENT

DIRECTION OF FLOW

DIRECTION OF SLOPE

CONCENTRIC REDUCER

ECCENTRIC REDUCER

PIPE UP

PIPE DOWN

PIPE THROUGH

TOP TAKE-OFF

EXISTING TO REMAIN

EXISTING TO BE REMOVED

NEW WORK

BOILER FEED WATER

COMPRESSED AIR

CHILLED WATER RETURN

CHILLED WATER SUPPLY

CONDENSER WATER RETURN

CONDENSER WATER SUPPLY

CONDENSATE DRAIN OR DRAIN

FUEL OIL RETURN

FUEL OIL SUPPLY

FUEL OIL TANK VENT

HOT GAS

HIGH PRESSURE CONDENSATE RETURN

HIGH PRESSURE STEAM SUPPLY

HEATING WATER RETURN

HEATING WATER SUPPLY

LOW PRESSURE CONDENSATE RETURN

LOW PRESSURE STEAM SUPPLY

MEDIUM PRESSURE CONDENSATE RETURN

MEDIUM PRESSURE STEAM SUPPLY

PUMPED CONSENSATE RETURN

REFRIGERANT LIQUID

REFRIGERANT SUCTION

VENT LINE

PIPING SYMBOLS

A

M

36x14Ø

UP DN

24x36

DOUBLE LINE

ROUND DUCT UP

45°ELBOW (NO VANES)

DIRECTION OF FLOW

ROUND DUCT DOWN

36x14Ø

UP DN

24x36

SINGLE LINE

NEW WORK

SUPPLY AIR DOWN

SUPPLY AIR UP

EXISTING TO BE REMOVED

EXISTING TO REMAIN

DESCRIPTION

4-WAY DIFFUSER

EXHAUST OR RETURN GRILLE

FLAT OVAL DUCT SIZE

(FIRST FIGURE-SIDE SHOWN)

DUCT INCLINED RISE OR DROP

IN DIRECTION OF FLOW

90° ELBOW WITH

TURNING VANES

SUPPLY OR RETURN BRANCH CONNECTION

SUPPLY BRANCH WITH SPIN

COLLAR CONNECTION

LATERAL CONNECTION

ROUND DUCTWORK

CONICAL TEE ROUND DUCTWORK

EXHAUST OR RETURN AIR UP

EXHAUST OR RETURN AIR DOWN

DUCTWORK SYMBOLS

3-WAY, 2-WAY, OR 1-WAY GRILLE

RECTANGULAR DUCT SIZE SHOWN IN

INCHES (FIRST FIGURE-SIDE SHOWN)

DUCT SMOKE DETECTOR SDT

MOTORIZED DAMPER

BACK DRAFT DAMPER

VOLUME DAMPER

MD

FLEXIBLE DUCTWORK

(DUCT PRESSURE CLASS)

SMOKE DAMPER WITH ACCESS DOOR

FIRE DAMPER WITH ACCESS DOOR

COMBINATION FIRE & SMOKE

DAMPER WITH ACCESS DOOR

MD

BDD BDD

BYPASS DAMPER

BD BD

STATIC PRESSURE SENSOR

SP SP

POINT OF CONNECTION-NEW TO EXISTING

H HUMIDISTAT

DRAWING NOTE SYMBOL

REVISION SYMBOL

# SECTION NUMBER

# DETAIL OR SECTION NUMBER

DIRECTION OF VIEW

MISCELLANEOUS SYMBOLS

T THERMOSTAT

DRAWING FROM WHICH SECTION

OR DETAIL IS TAKEN

DRAWING ON WHICH SECTION

OR DETAIL IS SHOWN

S SWITCH

POINT OF DEMOLITION CONCLUSION

CWS

V

LPR

LPS

PCR

MPS

RS

RL

MPR

FOR

FOS

HG

FOV

HPR

HPS

HWR

HWS

CD

CHWR

CA

BF

CHWS

CWR

VFD (VARIABLE FREQUENCY DRIVE)

RUNOUT SCHEDULE

FLEXIBLE DUCT

SCHEDULE

0.0 - 3.0

3.1 - 6.5

6.6 - 11.5

11.6 - 18.5

18.6 - 40.0

40.1 - 69.0

69.1 - 122.0

3/4"

1"

1 1/4"

1 1/2"

2"

2-1/2"

3"

GPM PIPE SIZE

CFM

UP TO 125

126 TO 280

281 TO 380

381 TO 550

551 TO 750

DUCT DIAMETER

6"

8"

10"

12"

14"

122.1 - 255.0 4"

255.1 - 750.0 6"

S*

AIR TERMINAL DESIGNATION

AIR TERMINAL NECK SIZE

AIR TERMINAL CFM

DOUBLE-WALL SPIRAL DUCT

(COLOR SHALL BE SELECTED BY ARCHITECT)

MEDIUM PRESSURE DUCTWORK

D

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

24.

25.

26.

ALL WORK AND EQUIPMENT SHALL COMPLY WITH ALL APPLICABLE LAWS, CODES, AND

REQUIREMENTS; OF ALL AUTHORITIES HAVING JURISDICTION, INCLUDING BUT NOT

LIMITED TO THE INTERNATIONAL MECHANICAL CODE, THE INTERNATIONAL PLUMBING

CODE, THE INTERNATIONAL ENERGY CODE, THE LOCAL FIRE MARSHALL, UNDERWRITERS

LABORATORY, IRI, FM, OSHA, AND THE NATIONAL ELECTRICAL CODE. MODIFICATIONS

REQUIRED BY THE ABOVE AUTHORITIES IN ORDER TO BRING THE PROJECT INTO CODE

COMPLIANCE SHALL BE MADE AT NO ADDITIONAL COST TO OWNER. IF CONTRACT

DOCUMENTS ARE MORE STRINGENT THAN CODE REQUIREMENTS, THE CONTRACT

DOCUMENTS SHALL GOVERN.

ALL SPECIFICATIONS AND DRAWINGS ARE COMPLIMENTARY AND MUST BE USED IN

COMBINATION TO OBTAIN COMPLETE CONSTRUCTION INFORMATION. ANY CONFLICTING

INFORMATION SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER, AND WORK

SHALL CEASE ON THAT PORTION OF THE PROJECT UNTIL CLARIFICATIONS ARE ISSUED.

HEATING CONTRACTOR (H.C.) AND MECHANICAL CONTRACTOR (M.C.) TERMINOLOGY IS

INTERCHANGEABLE.

CONTRACTOR SHALL CONFIRM THE REQUIREMENTS FOR PREMIUM TIME OR SPECIAL

PROCEDURES WITH THE OWNER. CONTRACTOR SHALL INCLUDE LONG LEAD EQUIPMENT

SUBMITTALS WITH BID PROPOSALS.

CONTRACTOR SHALL COORDINATE, PREPARE AND SUBMIT SHOP DRAWINGS TO THE

ARCHITECT AND ENGINEER FOR APPROVAL. SHOP DRAWINGS TO BE SUBMITTED

INCLUDE: SHEET METAL AND ALL EQUIPMENT. SHEET METAL SHOP DRAWINGS SHALL BE

COORDINATED AND SHOW DUCT ELEVATIONS. INCLUDE RISES, DROPS, AND OFFSETS TO

PROVIDE A COMPLETE AND FUNCTIONAL SYSTEM. AREAS OF POTENTIAL CONFLICT SHALL

BE BROUGHT TO THE ENGINEER'S ATTENTION.

A SET OF MEP RECORD/COORDINATION DRAWINGS SHALL BE MAINTAINED BY THE

CONTRACTOR AT THE JOB SITE. ACTUAL LOCATIONS OF ALL EQUIPMENT, DUCTWORK,

AND ALL OTHER ITEMS INCLUDED IN THIS CONTRACT, AND ALL DEVIATIONS OF THE WORK

FROM THAT SHOWN ON THE CONTRACT DOCUMENTS SHALL BE MARKED ON THE

RECORD/COORDINATION DRAWINGS. EACH TRADE SHALL REVIEW THE COORDINATION

DRAWINGS AND RESOLVE ANY POTENTIAL CONFLICTS WITH OTHER TRADES PRIOR TO

INSTALLING ANY PORTION OF THEIR WORK.

THE MECHANICAL CONTRACTOR SHALL SUBMIT TO THE ARCHITECT/ENGINEER AS-BUILT

DRAWINGS AND OPERATION AND MAINTENANCE MANUALS INCLUDING ALL NAMEPLATE

DATA, WIRING DIAGRAMS, MAINTENANCE INSTRUCTIONS, AND PARTS LIST UPON PROJECT

COMPLETION.

WORK SHALL BE EXECUTED IN A GOOD WORKMANLIKE MANNER USING MECHANICS IN

THEIR RESPECTIVE TRADES. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL

CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES FOR

COORDINATING THE WORK UNDER THIS CONTRACT. UPON COMPLETION OF

CONSTRUCTION, THE CONTRACTOR SHALL DELIVER COMPLETE AND FUNCTIONAL

SYSTEMS AS ENCOMPASSED BY THE CONTRACT. ALL EQUIPMENT SHALL BE INSTALLED

PER MANUFACTURER'S RECOMMENDATIONS AND CODE REQUIREMENTS.

THE HVAC CONTRACTOR SHALL ARRANGE THE PROGRESS OF HIS WORK SO AS TO

CONFORM TO THE PROGRESS OF THE TRADES AND SHALL COMPLETE THE ENTIRE

INSTALLATION AS SOON AS THE CONDITION OF THE PROJECT WILL PERMIT.

THE CONTRACTOR SHALL PROVIDE ADEQUATE CLEARANCE FOR ALL UNIT CONTROLS.

CONTRACTOR SHALL MAKE ALL FINAL EQUIPMENT CONNECTIONS AND PROVIDE THE

NECESSARY ADAPTERS, FITTINGS, VALVES, AND DEVICES FOR A COMPLETE OPERABLE

SYSTEM. COORDINATE REQUIREMENT FOR PROVISION OF CONTRACTORS AND CONTROL

WIRING FOR PROPER FUNCTIONING SYSTEM WITH ELECTRICAL CONTRACTOR. MOTOR

STARTERS, COMBINATION MOTOR STARTERS, AND DISCONNECTS ARE TO BE PROVIDED

BY THIS CONTRACTOR FOR INSTALLATION BY OTHERS.

FURNISH AND INSTALL ALL EQUIPMENT ELECTRICAL DISCONNECTS UNLESS INDICATED

OTHERWISE. DISCONNECTS SHALL BE PROVIDED BY EQUIPMENT MANUFACTURER AND

SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 262816.

CONTRACT DRAWINGS ARE DIAGRAMMATIC AND INDICATE THE RELATION OF PIPING,

DUCTWORK, CONNECTIONS, AND EQUIPMENT. CONTRACTOR SHALL TAKE ALL

INTERFERENCES INTO CONSIDERATION. PROVIDE ALL NECESSARY OFFSETS OR

TRANSITIONS WITH EQUIVALENT AREAS TO MATCH DUCT SIZES AS INDICATED ON

DRAWINGS. ALL PIPING AND DUCTWORK TO BE CONCEALED IN CEILINGS AND WALLS,

EXCEPT IN MECHANICAL ROOMS, SPACES WITHOUT CEILINGS, OR WHERE NOTED

OTHERWISE.

COORDINATE INSTALLATION OF NEW WORK WITH ARCHITECTURAL PLANS, STRUCTURAL

PLANS, AND LIGHTING PLANS. REFER TO ARCHITECTURAL REFLECTED CEILING PLANS

FOR CEILING TYPES AND LOCATIONS OF ALL GRILLES AND DIFFUSERS. PROVIDE

APPROPRIATE FRAMES AND MOUNTING HARDWARE FOR ALL AIR DEVICES. MECHANICAL

CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL MOUNTING DETAILS AND

REQUIREMENTS WITH CEILING CONTRACTOR.

COORDINATE EXACT LOCATIONS OF DIFFUSERS/DUCTWORK WITH LIGHTS, SPRINKLERS,

AND CEILING WITH REFLECTED CEILING PLAN AND ARCHITECT.

NO PIPING OR DUCTWORK FOREIGN TO ELECTRICAL, DATA, OR ELEVATOR MACHINE

ROOMS IS PERMITTED TO BE INSTALLED IN THESE SPACES. DO NOT INSTALL ANY

MECHANICAL WORK ABOVE ELECTRICAL PANELS.

ALL DIMENSIONS AND PIPE SIZES ARE IN INCHES UNLESS NOTED OTHERWISE.

INSTALL DUCTWORK IN ACCORDANCE WITH SMACNA HVAC DUCT CONSTRUCTION

STANDARDS. PRESSURE CLASSIFICATION OF DUCTWORK TO BE AS FOLLOWS:

EXHAUST = 1"

FOR ALL BRANCH DUCT CONNECTIONS TO MAIN TRUNK, PROVIDE 45 DEGREE TRANSITION

FITTING OR CONICAL TAP FOR ROUND DUCT. BUTT FITTINGS ARE NOT PERMITTED.

PROVIDE MANUAL VOLUME DAMPER WITH LOCKING QUADRANT IN ALL BRANCH RUNOUTS.

PROVIDE INDIVIDUAL VOLUME DAMPERS FOR BALANCING ON ALL SUPPLY, RETURN,

RELIEF, AND…