4-5 4 ROOM RESTROOM.pdf

SHEET INDEX:

C: COVER

A-1: PLANS

A-2: ELEVATIONS AND SECTIONS

A-3: DETAILS

SD-0: STRUCTURAL NOTES

SD-1: STRUCTURAL DETAILS

PROVO BATHROOMS - QUAIL ORCHARD 4 BATH

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STAMP

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DATE:

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DRAWN BY:

CHECKED BY:

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1/4" = 1'-0" (24"x36")

Caleb G:\PE Stamps\Orders\2023\110015 Chisten UT-Eng\110015 Chriten UT-Eng Final Model (1)

FC-1

FW-3

FC

-1

FW

-3

FC

-1

FW

-3

FC-1

FW-3

FC

-1

FW

-3

4" CONCRETE SLAB OVER

4" COMPACTED GRAVEL.

OPTIONAL REINFORCEMENT:

#3 BARS @ 18" O.C. EACH WAY

SD�1

T<P�

OR

SD�1

T<P�

SD�1

T<P�

OR

SD�1

T<P�

FC-1

FW-3

FC-1

FW-3

FC

-1

FW

-3

FOUNDATION PLAN

16'-8"

8" 3'-41

4" 8'-81 4" 3'-41

4" 75 8"

7' -3

5 8" 75 8"

'-1

1 2" 75 8"

7' -3

5 8"

'-8

6'

-8

'-8

8'-0 3 16"

8"

8'-0 3 16"

FLOOR PLAN

16'-8"

2'-33 4" 12'-01

2" 2'-33 4"

16'-8"

2'-33 4" 12'-01

2" 2'-33 4"

'-1

1 2"

15'-43 4"

7'-4 9 16" 75

8" 7'-4 9 16"

7' -3

5 8" 75 8"

'-1

1 2" 75 8"

7' -3

5 8"

30�0 30�0

30�0 30�0

�0 �0

D B

L

SEE DETAILS FOR ADA COMPLIANCE

D

UA

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HE

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TOILET ROOM TOILET ROOM

TOILET ROOM TOILET ROOM

STORAGE

F.D. F.D.

F.D. F.D.

F.D.

A2

A2

A2

A2

G

FI

TIMING DEVICES FOR LIGHTS & HEATERS

ELECTRICAL PANEL

S

TO TIMING

DEVICE FOR

LIGHTS

TO TIMING

DEVICE FOR

HEATERS

TO TIMING

DEVICE FOR

HEATERS

TO TIMING

DEVICE FOR

LIGHTS

ELECTRICAL PLAN

SD�1

T<P�

S D

�1�

T< P

SD�1

T<P�

MW-1

MW-1

M W

-1

ML-1

M W

-1

ML-1

PRE-FAB ROOF TRUSSES @ 24" O.C. - (BY OTHERS - U.N.O.)

M W

-1

SD�1

T<P�

M L-

SD�1

M W

-1

MW-1

MW-1

ML-1 ML-1

M W

-1

ROOF PLAN

EXHAUST FAN

ELECTRICAL LEGEND

HIGH PRESSURE SODIUM SURFACE

MOUNTED LIGHT FIXTURE W/ LEXAN

COVER IN RESTROOMS & 2'X2'

FLOURESCENT LIGHT IN STORAGE ROOM

S DOUBLE POLE SWITCH

WALL MOUNTED PHOTO CELL HIGH

PRESSURE SODIUM TYPE LIGHT FIXTURE

GFI GFI OUTLET

- JUNCTION BOX

CEILING MOUNTED ELECTRIC HEATER

MARK

TYPICAL FOOTING SCHEDULE

REINFORCEMENT

FC-2

FS-1

FS-2

FS-3

FS-4

FS-5

(2) #4 BARS CONT. @ EQUAL SPACING

(3) #4 BARS EACH WAY @ EQUAL SPACING

(3) #4 BARS EACH WAY @ EQUAL SPACING

(4) #4 BARS EACH WAY @ EQUAL SPACING

(5) #5 BARS EACH WAY @ EQUAL SPACING

(5) #5 BARS EACH WAY @ EQUAL SPACING

WIDTH DEPTHLENGTH

18" 10"CONT.

24" 10"24" 30" 10"30" 36" 10"36" 42" 12"42" 48" 12"48"

FC-1 (2) #4 BARS CONT. @ EQUAL SPACING20" 10"CONT.

DESIG.

FOUNDATION WALL SCHEDULE

REINFORCEMENT

FW3

FW4

FW5

FW6

FW7

FW8

FW9

WIDTH HEIGHT

8" 8" 8" 8" 8" 8" 8"

36" (MAX)

48" (MAX)

60" (MAX)

72" (MAX)

84" (MAX)

96" (MAX)

108" (MAX)

#4 BARS @ 24" O.C.

VERTICAL HORIZONTAL

#4 BARS @ 24" O.C.

#4 BARS @ 24" O.C.

#4 BARS @ 24" O.C.

#4 BARS @ 16" O.C.

#4 BARS @ 24" O.C.

#4 BARS @ 24" O.C.

(3) #4 BARS EQ. SPACE

(4) #4 BARS EQ. SPACE

(4) #4 BARS EQ. SPACE

(5) #4 BARS EQ. SPACE

(6) #4 BARS EQ. SPACE

(6) #4 BARS EQ. SPACE

(7) #4 BARS EQ. SPACE

NOTES:

1� ALL HORIZONTAL CORNER LAP SPLICES TO BE A MINIMUM OF 24� FROM FOUNDATION WALL CORNER 2� REBAR AROUND OPENINGS - USE �2� HORIZONTAL BARS WITHIN 2� OF THE TOP OPENING EXTENDING

AT LEAST 24� PAST BOTH SIDES OF OPENING� USE �1� BAR WITHIN 2� OF BOTH SIDES OF OPENING�

EXTEND BOTH BARS DOWNWARD 24� PAST OPENING AND WITHIN 3� TO THE TOP OF THE

FOUNDATION WALL� USE �1� HORIZONTAL BAR WITHIN 2� OF BOTTOM OF OPENING� EXTEND 24� PAST

BOTH SIDES OF OPENING�

3� PLACE 12� [ 12� ANCHOR BOLTS # 32� O�C� W� A MIN� �� EMBEDMENT - U�N�O� USE 3� [ 3� [ 14� PLATE

WASHERS�

MARK

MASONRY WALL SCHEDULE

WIDTH HEIGHT

9' 4"

VERTICAL HORIZONTAL

#4 BARS @ 40" O.C.

NOTES:

1� ALL HORIZONTAL CORNER LAP SPLICES TO BE A MINIMUM OF 24� FROM FOUNDATION WALL CORNER 2� REBAR AROUND OPENINGS - USE �1� �� BAR WITHIN 2� OF BOTH SIDES OF OPENING� EXTEND BOTH BARS DOWNWARD 24� PAST

OPENING AND WITHIN 3� TO THE TOP OF THE FOUNDATION WALL� USE �1� HORIZONTAL BAR WITHIN 4� OF BOTTOM OF OPENING�

EXTEND 24� PAST BOTH SIDES OF OPENING�

3� PLACE �� � [ 12� ANCHOR BOLTS # 32� O�C� W� A MIN� �� EMBEDMENT - U�N�O� USE 3� [ 3� [ 14� PLATE WASHERS�

4� NORMAL WEIGHT CMU BLOC.S U�N�O

MW-1 8" #4 BARS @ 48" O.C.

NOTES

FULLY GROUTED WALL

MARK

MASONRY LINTEL SCHEDULE

REINFORCEMENTWIDTHDEPTHLEN.

ML-1 (1) #4 BAR CONT. 4" FROM BOTTOM OF LINTEL8" 24"3' - 7'

A-1

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1/4" = 1'-0" (24"x36")

8X8X16 SPLIT FACE

COLORED CONC. BLOCK

TYP.

METAL ROOFING

PROVIDE ALTERNATE

BID FOR ASPHALT

SHINGLES

METAL ROOFING

PROVIDE ALTERNATE

BID FOR ASPHALT

SHINGLES

ELEVATION 1

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

ELEVATION 2

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

ELEVATION 3

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

E4 ELEVATION 4

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

E1 E2 E3

8X8X16 SPLIT FACE

COLORED CONC. BLOCK

TYP.

'-9

11 16

BLOWN IN OR BATT R=38 INSULATION

ROOF TRUSSES PER STRUCTURAL

METAL RIBBED ROOFING OVER 30# FELT OVER

5/8" CDX PLYWOOD W/ 10d NAILS @ 6" O.C

FOOTING AND FOUNDATION PER STRUCTURAL

4" CONC. SLAB OVER 4" GRAVEL BASE MIN.

SLOPE TO DRAIN.

FULLY GROUT ALL CMU WALLS

8" GYP. BD. OVER 7/16" OSB OR 1/2" CDX

PLYWOOD

3/8" PREMOLDED JOINT TYP.

2X8 REDWOOD PLATE W/

5/8"ØX10" A.B. @24" O.C.

9' -4

9' -5

1 2"

SECTION

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

2'

A-2

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1/4" = 1'-0" (24"x36")

13 1/2"

45" MIN.

27" CLEAR 3" CLEAR

" M

IN

42" GRAB BAR

48" GRAB BAR

COAT HOOK

@ 47" A.F.F

HANDLES

BOTH SIDES

12"

MIN.

12"-18" MIN.

18" MIN.

45" MIN.

" M

IN

CLEAR FLOOR SPACE

36" MIN.

" M

IN

13" MIN.

19" MAX.

CLEAR FLOOR

SPACE

/2

/2

RECESSED WASTE

RECEPTACEL

SANITARY NAPKIN/

TAMPON VENDER

HORIZONTAL MOUNT

BABY STATION

VERTICAL MOUNT

BABY STATION

/2

24"

16"-18"

12" MIN.

45" MIN. Clr.

30"

RECESSED SEAT

COVER DISP.

ALT. LOCATION

75"-79" CLR

28"

31 1/2" MIN.

40 1/2" MIN.

9" MAX.

39"-41"

" M

IN

7"-9"

RECESSED SEAT

COVER DISP.

SAN. NAP.

DISPOSAL IN

WOMEN'S ONLY

CENTER MIRROR

ON LAV.

SOAP DISP.

4"

6"

" M

IN

" M

AX

" M

AX

15" MIN. CLR.15" MIN. CLR.

" M

AX

11"

17"

" M

IN

PAPER TOWEL

DISP.

HAND DRYER

TO HIGHEST

OPERABLE PART 17

" M

AX

15" 15"

30" MIN. 13 12" MIN.

MIN. CLEAR

FLOOR SPACE

30"

URINAL PLANURINAL SIDEURINAL FRONT

ANY WALKING SURFACE

WITH A SLOPE GREATER

THAN 5% IS A RAMP AND

SHALL COMPLY WITH

GUIDLINES FOR RAMPS

FLOOR SURFACES SHALL BE

STABLE, FIRM AND SLIP

RESISTANT

NOTE:

2" OR GREATER RISE IN

ELEVATION SEE ADA RAMP

SLOPE DETAIL

MAXIMUM SLOPE WITH

HANDRAILS

MAXIMUM CROSS SLO

PE

OF R

AMPS

MAXIMUM SLOPE

WITHOUT HANDRAILS

20 48

1 4" M

AX

CLEAR FLOOR

SPACE

36" MIN.

56" MIN W. WALL MNTED W.C

" M

IN

59" MIN W. FLR. MNTED W.C

TYPICAL ADA DETAIL1 FLOOR SPACE @ WATER CLOSET2 FLOOR SPACE @ LAVS & SINKS3 STANDARD STALL (END OF ROW)4 MOUNTING HEIGHT OF MISC. FIXTURES5

CLEARANCES IN THE BATHROOM6

4 1/2" MAX.

6"

MIN.

7" M

IN

/2 " M

IN

" M

AX

17"-14 1/2"

5" MAX. 11 1/2" MIN.

EQUIPMENT PERMITTED

IN SHADED AREA

ONLY AND ALL PIPES

TO BE INSULATED

SPOUT HEIGHT AND

KNEE CLEARNACE

SPOUT HEIGHT AND KNEE CLEARANCE7 CLEARANCES FOR URINALS8

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

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

ADA SURFACE REQUIREMENTS9

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

METAL FASCIA

FACTORY PAINTED

METAL DRIP EDGE

2X4 OUTLOOKER @

24" O.C. WITH INFILL

BLOCKING

7/16" OSB

METAL SOFFIT

5/8" Ø X 10" A.B @ 24" O.C.

8" BOND BEAM

W/ (2) #5

FULLY GROUT

ALL CMU WALLS

ROOF TRUSS

FULL DEPTH BLOCKING ANCHORED

TO TOP PLATE W/

SIMPSON A35@24" O.C.

BOUNDARY

NAILING

(7) 16D NAILS @

EACH OUTLOOKER

5/8" SHEATHING W/

10D @ 6" O.C. @

PANEL EDGE & 12"

O.C. FIELD

L3X3X3/16" X 0'-8" LONG

@ 48" O.C. W/ (3)

1/4"X1-1/2" SIMPSON

SDS SCREWS

7/16" OSB ATTACHED TO

BOTTOM OF PRE-FAB TRUSS

INFILL BLOCKING

METAL SOFFIT

METAL FASCIA

FACTORY PAINTED

METAL DRIP EDGE

2X4 BLOCKING RETURN

EVERY 3RD BLOCK FLATWISE

FOR VENTILATION

STANDING SEAM

METAL ROOFING

BOUNDARY NAILING

5/8" SHEATHING W/ 10D @

6" O.C. @ PANEL EDGE &

12" O.C. FIELD

ROOF TRUSS

16D @ 6" O.C

5/8" Ø X 10" A.B @ 24" O.C.

8" BOND BEAM

W/ (2) #5

METAL DOOR

JAMB

4" HOLLOW METAL

DOOR HEADER

CAULKING

(2) #5 BARS HORZ.

GROUT BOND

BEAM SOLID.

FULLY GROUT ALL

CMU WALLS

CONCRETE BLOCK CAULKING

2" HOLLOW METAL

DOOR JAMB

HOLLOW METAL

INSULATED DOOR

(2) #5 BAR

RAKE DETAIL10

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

EAVE SOFFIT DETAIL11

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

DOOR HEADER & JAMB DETAIL12

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

2. SOILS REPORT:

A. IF SOILS CONDITIONS VARY FROM THE SOILS REPORT, THE CONTRACTOR SHALL IMMEDIATELY INFORM THE

ARCHITECT AND THE STRUCTURAL ENGINEER.

3. REQUIREMENTS:

A. DO NOT PLACE FOOTINGS OR FOUNDATIONS ON DISTURBED SOILS, UNDOCUMENTED FILL, DEBRIS, FROZEN

SOIL, OR IN PONDED WATER.

B. ALL UNSUITABLE SOILS AND VEGETATION, SUCH AS TOPSOIL, ORGANIC SOILS, UNDOCUMENTED FILL, DISTURBED NATIVE SOILS, AND OTHER DELETERIOUS MATERIALS, SHALL BE REMOVED FROM BELOW

FOOTINGS, FOUNDATIONS, AND FLOOR SLABS.

C. STRUCTURAL FILL SHALL CONSIST OF IMPORTED, WELL GRADED, GRANULAR SOIL WITH A MAXIMUM

PARTICLE SIZE OF THREE INCHES, LESS THAN 30 PERCENT RETAINED ON THE 3

4" SIEVE, AND LESS THAN 15

PERCENT FINES (MATERIAL PASSIN G THE NO. 200 SIEVE). THE LIQUID LIMIT OF THE FINES SHALL NOT EXCEED

35 PERCENT AND THE PLASTICITY INDEX SHALL BE BELOW 15.

D. STRUCTURAL FILL SHALL BE PLACED IN MAXIMUM EIGHT INCH LOOSE LIFTS AND COMPACTED ON A HORIZONTAL PLANE. MOISTURE SHALL BE MAINTAINED BY PROPER MIXING AT A MOISTURE CONTENT WITHIN TWO PERCENT OF THE OPTIMUM MOISTURE DETERMINED BY ASTM D 1557. COMPACT TO AT LEAST 95 PERCENT OF MAXIMUM DENSITY AS DETERMINED BY ASTM D 1557 BELOW FOOTINGS, FOUNDATIONS, AND FLOOR SLABS.

E. ALL STRUCTURAL FILL THAT BECOMES DISTURBED DURING CONSTRUCTION SHALL BE RE-COMPACTED PER

THE COMPACTION REQUIREMENTS SPECIFIED ABOVE. IF SOFT OR PUMPING CONDITIONS ARE

ENCOUNTERED, THE SUB-GRADE MUST BE PROPERLY STABILIZED. DE-WATERING, PLACEMENT OF

GEO-FABRIC, OR OTHER STABILIZATION MAY BE REQUIRED.

F. ALL SLABS ON GRADE SHALL BE UNDERLAIN BY FOUR INCHES OF FREE-DRAINING GRANULAR MATERIAL SUCH

AS "PEA" GRAVEL OR THREE-QUARTERS TO ONE INCH MINUS CLEAN GRAVEL.

4. CONSTRUCTION:

A. CONCRETE SHALL BE PROPERLY VIBRATED DURING PLACEMENT.

B. PRIOR TO PLACING CONCRETE, CHECK WITH ALL TRADES TO ENSURE PROPER PLACEMENT OF OPENINGS, BLOCK

OUTS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, EMBEDS, DOWELS, ETC. ANCHOR BOLTS AND DOWELS

SHALL BE PLACED PRIOR TO CASTING CONCRETE.

C. CONSTRUCTION JOINTS AND BULKHEADS SHALL BE FORMED WITH A KEYWAY. ALL CONTACT SURFACES, NEW OR EXISTING, AT CONSTRUCTION JOINTS SHALL BE INTENTIONALLY ROUGHENED PRIOR TO CASTING

ADJACENT POUR.

D. OPENINGS IN FLOORS AND/OR WALLS SHALL HAVE ADDITIONAL REINFORCING AROUND ALL SIDES OF THE OPENING EQUIVALENT TO THE BARS CUT BY THE OPENING WITH HALF ON EACH SIDE OF THE OPENING OR 2-#4 BARS, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE. BARS PARALLEL TO THE PRINCIPAL REINFORCING SHALL RUN FULL LENGTH OF THE SPAN. BARS IN THE OTHER DIRECTION SHALL RUN 24 INCHES BEYOND THE EDGE OF THE OPENING OR END WITH A STANDARD HOOK. ALSO PROVIDE 2-#4 x 4'-0" DIAGONAL

BARS AT EACH CORNER OF EACH OPENING.

E. NO PENETRATION SHALL BE ALLOWED THROUGH ANY CONCRETE BEAM, JOIST, COLUMN, PIER, WALL, OR JAMB WITHOUT THE ARCHITECT'S AND STRUCTURAL ENGINEER'S PRIOR WRITTEN APPROVAL. PENETRATIONS SHALL

BE RE-ROUTED AS REQUIRED AT THESE LOCATIONS.

5. FOOTINGS:

C. EXTERIOR FOOTINGS SHALL BEAR BELOW THE EFFECTS OF FROST.

D. STAGGER FOOTING CONSTRUCTION JOINTS FROM WALL CONSTRUCTION JOINTS ABOVE BY AT LEAST 6 FEET.

E. REINFORCING IN CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AT CORNERS AND/OR INTERSECTIONS BY

PROVIDING PROPER LAP LENGTHS AND/OR CORNER BARS.

F. EXTERIOR CONTINUOUS FOOTINGS WITHOUT CONCRETE FOUNDATION WALLS ABOVE SHALL BE REINFORCED WITH A MINIMUM OF 2-#4 LONGITUDINAL TOP BARS IN ADDITION TO REINFORCING SPECIFIED IN THE FOOTING

SCHEDULE.

G. NO PENETRATIONS SHALL BE ALLOWED THROUGH ANY CONCRETE FOOTING. WHEN CONFLICTS ARISE BETWEEN UNDERGROUND PLUMBING, UTILITIES, ETC., THE FOOTING SHALL BE STEPPED DOWN BELOW THE CONFLICT AND A CONCRETE WALL, PIER, COLUMN, ETC., SHALL BE EXTENDED TO THE FOOTING AS REQUIRED.

H. BEARING SURFACES FOR FOOTINGS WHICH ARE, OR BECOME, UNDERMINED DURING CONSTRUCTION SHALL

BE BACKFILLED WITH A LEAN-MIX CONCRETE (1000 PSI MIN.).

6. SLABS ON GRADE:

A. INTERIOR SLABS ON GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, SHALL BEAR ON A 4 INCH MINIMUM

LAYER OF FREE-DRAINING GRAVEL.

7. WALLS:

A. PLACE VERTICAL REINFORCING IN THE CENTER OF THE WALL (EXCEPT FOR RETAINING WALLS, OR WHEN EACH

FACE IS SPECIFIED).

B. VERTICAL REINFORCING SHALL BE DOWELED TO FOOTING OR STRUCTURE BELOW AND TO STRUCTURE ABOVE

WITH THE SAME SIZE BAR AND SPACING, TYPICAL, UNLESS NOTED OTHERWISE.

C. PROVIDE CORNER BARS AT ALL INTERSECTIONS AND CORNERS. USE SAME SIZE BAR AND SPACING AS THE

HORIZONTAL REINFORCING.

D. HORIZONTAL REINFORCING SHALL TERMINATE AT THE ENDS OF WALLS AND AT OPENINGS WITH A STANDARD

HOOK.

E. WHEN TWO CURTAINS OF STEEL ARE REQUIRED, THE SPLICES IN THE HORIZONTAL REINFORCING OF EACH

CURTAIN SHALL NOT OCCUR AT THE SAME LOCATION.

F. PROVIDE DRAINAGE AT THE BASE OF RETAINING WALLS AND AT THE BASE OF ALL BASEMENT WALLS.

1. CODES AND STANDARDS:

A. REINFORCING STEEL SHALL COMPLY WITH:

I. CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE".

II. AMERICAN CONCRETE INSTITUTE "DETAILING MANUAL", ACI 315 (OR SP-66).

2. MATERIALS:

A. REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS AND SHALL CONFORM TO ASTM A615, GRADE 60, WITH A DESIGN YIELD STRENGTH OF 60,000 PSI, EXCEPT AS NOTED BELOW.

I. DOWELS TO BE BENT IN THE FIELD DURING CONSTRUCTION SHALL BE ASTM A615, GRADE 40 OR ASTM

A706, GRADE 60, "LOW ALLOY STEEL".

II. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60, "LOW-ALLOY STEEL".

3. CONSTRUCTION:

A. REINFORCING SHALL BE DETAILED, BOLSTERED, AND SUPPORTED PER ACI 318 AND IBC.

B. REINFORCING STEEL SHALL BE FREE OF LOOSE, FLAKY RUST, SCALE, GREASE, OIL, DIRT, AND OTHER

MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND.

C. REINFORCING SHALL BE CONTINUOUS IN WALLS, BEAMS, COLUMNS, SLABS, FOOTINGS, ETC.

D. SPLICES IN CONTINUOUS REINFORCING SHALL BE MADE IN AREAS OF COMPRESSION AND/OR AT POINTS OF

MINIMUM STRESS, TYPICAL UNLESS NOTED OTHERWISE. LAP SPLICES SHALL BE 40 BAR DIAMETERS LONG IN CONCRETE AND 48 BAR DIAMETERS LONG IN MASONRY. MINIMUM LAP SHALL BE 24 INCHES LONG. DOWELS SHALL HAVE A MINIMUM OF 30 BAR DIAMETERS EMBEDMENT. TENSION SPLICES SHALL BE USED IN CONCRETE WHEN SPECIFICALLY NOTED, USE A CLASS B SPLICE. SPLICES IN TOP BARS IN SUSPENDED SLABS AND BEAMS SHALL BE MADE AT MID SPAN. SPLICES IN BOTTOM BARS IN SUSPENDED SLABS AND BEAMS SHALL BE

MADE AT SUPPORTS.

E. BENDS SHALL BE MADE COLD. DO NOT USE HEAT. BENDS SHALL BE DONE IN THE FABRICATOR'S SHOP UNLESS SPECIFICALLY NOTED FOR THE FIELD. DO NOT UN-BEND OR RE- BEND A PREVIOUSLY BENT BAR.

F. REINFORCING STEEL IN CONCRETE SHALL BE SECURELY ANCHORED AND TIED IN PLACE PRIOR TO PLACING

CONCRETE AND SHALL BE POSITIONED WITH THE FOLLOWING MINIMUM CONCRETE COVER:

CONCRETE EXPOSED TO EARTH OR WEATHER:

CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

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

#6 AND LARGER...................................................................................2" #5 AND SMALLER.................................................................................1 1/2"

SLABS AND WALLS, #11 AND SMALLER............................................1 1/2"

BEAMS AND COLUMNS, MAIN REINFORCING OR TIES...................1 1/2"

SLABS ON GRADE................................................................................CENTER OF SLAB

G. NO REINFORCING STEEL SHALL BE WELDED UNLESS SPECIFICALLY NOTED AS SUCH. USE E90XX ELECTRODES

AND ASTM A706 REINFORCING. COMPLY WITH AWS REQUIREMENTS.

A. FOOTINGS SHALL BEAR ON PROPERLY PREPARED MATERIAL. SEE THE SITE PREPARATION NOTES.

B. FOOTINGS SHALL BE CENTERED BELOW THE WALL AND/OR COLUMN ABOVE, TYPICAL UNLESS NOTED

OTHERWISE.

REINFORCING STEEL

SITE PREPARATION

CONCRETE

1. STRUCTURAL ENGINEER ASSUMES NO LIABILITY FOR THE ACCURACY, COMPLETENESS, OR CODE COMPLIANCE OF

ARCHITECTURAL, ELECTRICAL, MECHANICAL OR DRAINAGE SPECS.

B. FDN DESIGN BASED ON THE NOTED PSF SOIL BEARING CAPACITY. WE RECOMMEND THAT A LICENSED

GEOTECHNICAL ENGINEER VERIFY THE SOIL BEARING CAPACITY, SLOPE STABILITY, ETC.

G. ANCHOR BOLTS ARE TO HAVE A MIN. 7" EMBEDMENT INTO CONCRETE. PROVIDE 1 BOLT A MIN. OF 4" FROM END OF PLATE & A MAX. OF 12" FROM END OF PLATE. EACH PLATE IS TO HAVE A MIN. OF 2 BOLTS. ANCHOR BOLT

SPACING IS NOT TO EXCEED 32" O.C. U.N.O. ON PLANS.

G. THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL HAVE A 5-PERCENT SLOPE AWAY FROM THE BUILDING FOR A MINIMUM DISTANCE OF 10 FEET MEASURED PERPENDICULAR TO THE FACE OF THE FOUNDATION WALL. IF PHYSICAL OBSTRUCTIONS OR LOT LINES PROHIBIT 10 FEET OF HORIZONTAL DISTANCE, A 5-PERCENT SLOPE SHALL BE PROVIDED TO AN APPROVED ALTERNATIVE METHOD OF DIVERTING WATER AWAY FROM THE FOUNDATION. IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING FOUNDATION SHALL

HAVE A MINIMUM 2-PERCENT SLOPE.

1. CONCRETE MATERIALS, QUALITY CONTROL, AND CONSTRUCTION SHALL COMPLY WITH CURRENT EDITIONS OF IBC

AND ACI 318.

2. COMPRESSIVE STRENGTH (MINIMUM SPECIFIED AT 28 DAYS)

A. FOOTINGS: 3,000 PSI

B. INTERIOR FLOOR SLABS ON GRADE: 4,000 PSI

C. EXTERIOR FLOOR SLABS ON GRADE: 4,000 PSI

D. SUSPENDED SLABS: 4,000 PSI

E. WALLS: 3,000 PSI FOR R-2 AND R-3 OCCUPANCIES, 4,000 PSI

FOR OTHER

3. MATERIALS

A. CEMENTS (ASTM C 150). CONCRETE EXPOSED TO FREEZING AND THAWING OR DEICING CHEMICALS SHALL

CONFORM TO THE MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIOS AND MINIMUM COMPRESSIVE

STRENGTH REQUIREMENTS OF ACI-318.

B. AGGREGATES (ASTM C 33): NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE SHALL NOT BE LARGER THAN 15 THE NARROWEST DIMENSION BETWEEN FORMS, NOR 13 THE DEPTH OF SLABS, NOR 34 THE MINIMUM CLEAR

SPACING BETWEEN REINFORCING BARS OR WIRES, TENDONS, OR DUCTS.

C. WATER USED IN MIXING CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS, OR OTHER SUBSTANCES DELETERIOUS TO CONCRETE OR

REINFORCEMENT.

D. ADMIXTURES SHALL BE SUBJECT TO PRIOR APPROVAL BY THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE.

E. CONCRETE EXPOSED TO FREEZING AND THAWING OR DEICING CHEMICALS SHALL BE AIR-ENTRAINED WITH AIR CONTENT INDICATED IN ACI 318. TOLERANCE ON AIR CONTENT AS DELIVERED SHALL BE PLUS/MINUS 1.5

PERCENT.

POST INSTALLED ANCHORS

1. EPOXY ADHESIVE ANCHORING SYSTEMS:

A. CONCRETE: HILTI HIT-RE 500-SD OR SIMPSON SET-XP.

B. MASONRY (GROUTED): HILTI HIT-HY 150-MAX OR SIMPSON SET.

C. STEEL REINFORCEMENT AND RODS SHALL BE EMBEDDED 10 BAR DIAMETERS UNLESS NOTED OTHERWISE IN

THE STRUCTURAL DRAWING AND DETAILS. WHERE 10 BAR DIAMETERS EXCEED THE MEMBER THICKNESS MINUS MINIMUM COVER, STEEL REINFORCEMENT SHALL BE EMBEDDED THE MEMBER THICKNESS MINUS

MINIMUM COVER WITH A STANDARD HOOK.

D. EMBEDDED PORTIONS OF STEEL REINFORCEMENT AND RODS SHALL BE CLEAN, STRAIGHT, AND FREE OF MILL SCALE, RUST AND OTHER COATINGS THAT IMPAIR THE BOND WITH THE ADHESIVE. REINFORCEMENT

MUST NOT BE BENT AFTER INSTALLATION.

2. MECHANICAL EXPANSION ANCHORS:

A. CONCRETE: HILTI KWIK BOLT TZ.

B. MASONRY: HILTI KWIK BOLT 3.

C. EXPANSION ANCHORS SHALL NOT BE USED IN TENSILE LOAD APPLICATIONS (E.G. HOLDOWNS, MOMENT

FRAMES) AND MAY NOT BE USED TO SUBSTITUTE OTHER ANCHOR SYSTEMS.

3. POST-INSTALLED ANCHORING SYSTEMS SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER'S INSTRUCTIONS. HOLE CLEANING METHOD SHALL BE BASED ON DRILLING METHOD AND BORE HOLE

CONDITIONS AND SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS.

2. THE GENERAL CONTRACTOR SHALL:

A. FIELD VERIFY ALL SITE CONDITIONS AND IMMEDIATELY NOTIFY THE ARCHITECT AND STRUCTURAL

ENGINEER REGARDING ANY DISCREPANCIES WITH ACTUAL CONDITIONS AT THE SITE.

B. COORDINATE ALL WORK BETWEEN THE VARIOUS TRADES AND SUBCONTRACTORS. REPORT ANY

MODIFICATIONS TO THE STRUCTURAL PORTION OF THE BUILDING BY OTHER TRADES TO THE ARCHITECT AND

ENGINEER.

3. CONTRACT DOCUMENTS:

A. DETAILS, SECTIONS AND NOTES SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED TO BE TYPICAL AND

SHALL APPLY TO ALL SIMILAR SITUATIONS ELSEWHERE, UNLESS NOTED OR SHOWN OTHERWISE.

B. THE CONTRACT DOCUMENTS SHALL TAKE PRECEDENCE OVER SHOP DRAWINGS UNLESS SPECIFICALLY NOTED

OTHERWISE.

4. BUILDING CODE COMPLIANCE:

A. INSPECTION, TESTING, CONSTRUCTION, WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE

REQUIREMENTS OF THE GOVERNING BUILDING CODE AND STANDARDS. ASTM AND IBC DESIGNATIONS SHALL

BE AMENDED TO LATEST DATE UNLESS NOTED OTHERWISE.

5. CONSTRUCTION SEQUENCE, SHORING, AND BRACING REQUIREMENTS:

A. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE METHOD, MEANS, AND SEQUENCE OF ALL STRUCTURAL

ERECTION EXCEPT WHEN SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. HE SHALL PROVIDE TEMPORARY SHORING AND BRACING AS HIS METHOD OF ERECTION REQUIRES TO PROVIDE ADEQUATE VERTICAL AND LATERAL SUPPORT DURING ERECTION. THIS SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT MEMBERS ARE PLACED AND ALL FINAL CONNECTIONS ARE COMPLETED, INCLUDING ALL

ROOF AND FLOOR ATTACHMENTS.

B. SHORING AND SUPPORTING FORM WORK FOR SUSPENDED CONCRETE OR MASONRY MATERIAL SHALL REMAIN IN PLACE AND SHALL NOT BE REMOVED UNTIL THE STRUCTURAL MEMBERS HAVE ACQUIRED SUFFICIENT STRENGTH TO SAFELY SUPPORT THEIR OWN WEIGHT AND ANY ADDITIONAL CONSTRUCTION, STORAGE, AND/OR OTHER LOADS TO WHICH THEY MAY BE SUBJECTED. IN NO CASE SHALL THEY BE REMOVED PRIOR TO 7 DAYS. RE-SHORING SHALL BE IMMEDIATELY INSTALLED UPON REMOVAL OF SUCH FORMS AND SHALL REMAIN IN PLACE UNTIL 28 DAYS AFTER PLACING OF MATERIAL OR UNTIL MATERIAL HAS REACHED ITS 28 DAY DESIGN STRENGTH, WHICHEVER IS LONGER. DO NOT REMOVE LARGE AREAS OF

SHORING BEFORE STARTING RE-SHORING PROCEDURES.

C. NON-BEARING INTERIOR WALLS SHALL BE ADEQUATELY BRACED TO THE STRUCTURE ABOVE WITH

ALLOWANCE FOR DEFLECTION OF THE STRUCTURE ABOVE AND/OR BELOW.

D. BUILDING WALLS WHICH RETAIN EARTH MUST BE BRACED AT THE TOP. DO NOT BACKFILL UNLESS BRACING IS PROVIDED OR UNTIL THE COMPLETE FLOOR OR ROOF SYSTEM IS IN PLACE, TYPICAL, UNLESS NOTED

OTHERWISE.

6. OMISSIONS AND/OR CONFLICTS:

A. OMISSIONS IN AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACT DOCUMENTS SHALL

BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER AND SHALL BE

RESOLVED BY THE SAME BEFORE PROCEEDING WITH ANY WORK INVOLVED.

1. ALL JOISTS, RAFTERS, POSTS AND HEADERS SHALL BE DOUGLAS FIR LARCH NO.2 OR EQUAL U.N.O.

3. ALL WOOD/LUMBER PLACED ONTO CONCRETE SHALL BE PRESSURE TREATED OR REDWOOD.

4. ALL WOOD CONNECTIONS MUST CARRY THE CAPACITY OF THE MEMBER, CONTRACTOR IS RESPONSIBLE FOR

CONNECTIONS. IF OTHER THAN STANDARD CONNECTIONS ARE REQUIRED, SEE PROJECT ENGINEER FOR ADDITIONAL

ASSISTANCE. USE SIMPSON OR EQUAL CONNECTIONS FOR WOOD TO WOOD.

5. ALL COLUMNS SHALL EXTEND DOWN THROUGH THE STRUCTURE TO THE FOUNDATION. ALL COLUMNS SHALL BE BRACED AT ALL FLOOR LEVELS. COLUMNS SHALL BE AS WIDE AS THE MEMBER THEY SUPPORT. POSTS

SUPPORTED BY SLABS OR FND WALLS TO HAVE SIMPSON CB POST BASE OR EQUIVALENT.

8. ALL BEAMS AND HEADERS OVER 48" SHALL BE SUPPORTED BY DOUBLE TRIMMERS UNLESS NOTED OTHERWISE.

9. TRUSS MANUFACTURER SHALL PROVIDE ENGINEERING SPECS. FOR ALL TRUSSES.

8d NAILS @ 6" O.C. AT EDGES OF ROOF 8d NAILS @ 4" O.C. AT GABLE ENDS

SPACE NAILS 12" O.C. ON INTERMEDIATE MEMBERS

STAGGER SHEATHING JOINTS

SHEATHING PERP. TO RAFTERS AND TRUSSES

11. PROVIDE SQUASH BLOCKING AT RIM JOIST BELOW ALL POSTS FROM ROOF, HEADER OR BEAM POINT LOADS. SQUASH

BLOCKING TO BE SAME MATERIAL AS POST ABOVE.

13. GLULAM BEAMS SHALL BE 24F-V4 DF/DF FOR SINGLE SPANS AND 24F-V8 DF/DF FOR MULTIPLE SPANS, AND CANTILEVERED SPANS. GLULAMS EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR PROVIDE WEATHER

PROTECTIVE COATING.

15. ALL RAFTERS AND JOISTS OVER THREE FEET LONG SHALL BE HANGERED IF NOT SUPPORTED BY BOTTOM BEARING. ALL HANGERS AND OTHER WOOD CONNECTIONS MUST BE DESIGNED TO CARRY THE CAPACITY OF THE

MEMBER THAT THEY ARE SUPPORTING.

16. FRAMING CONNECTIONS NOTED ON THE DRAWINGS ARE SIMPSON STRONG-TIE OR EQUAL. INSTALL WITH THE

CATALOG DESIGNATED CONNECTOR IN EACH HOLE.

17. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY

ENGINEER.

18. LAG SCREWS SHALL BE INSERTED IN A DRILLED PILOT HOLE 60%-75% OF THE SHANK DIAMETER BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. ALL NUTS, BOLTS AND LAG SCREWS SHALL BE PROVIDED WITH AN

OVERSIZED WASHER.

20. ALL BOLT HOLES SHALL BE DRILLED WITH A BIT 1

32" TO 1

16" LARGER THAN THE NOMINAL BOLT DIAMETER.

21. ALL JOINTS IN WALL SHEATHING SHALL OCCUR IN THE MIDDLE OF A PLATE OR BLOCK AND NAILED ON EACH SIDE

OF THE JOINT WITH EDGE NAILING PER SHEARWALL SCHEDULE.

22. COLUMNS AND POSTS LOCATED ON CONCRETE OR MASONRY FLOORS OR DECKS EXPOSED TO THE WEATHER OR

TO WATER SPLASH OR IN BASEMENTS, AND WHICH SUPPORT PERMANENT STRUCTURES, SHALL BE SUPPORTED BY CONCRETE PIERS OR METAL PEDESTALS PROJECTING ABOVE FLOORS UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS USED. THE PEDESTAL SHALL PROJECT AT LEAST 6" ABOVE

EXPOSED EARTH & AT LEAST 1" ABOVE SUCH FLOORS.

2. ALL JOISTS AND RAFTERS SHALL HAVE SOLID BLOCKING AT THEIR BEARING POINTS.

6. ALL FLOOR SHEATHING TO BE 3

4" THICK T&G SHEATHING GLUED AND NAILED WITH 8d COMMON NAILS OR EQUAL

@ 6" O.C. EDGES AND @ 12" O.C. IN THE FIELD.

12. PROVIDE DOUBLE FLOOR JOISTS BELOW ALL PARALLEL BEARING WALLS ABOVE.

GENERAL FRAMING NOTES

14. LAMINATED VENEER LUMBER (LVL) SHALL HAVE THE FOLLOWING PROPERTIES:E=2000KSI,Fb=2600PSI,Fv=285PSI.

10. 7 16" ROOF NAILING SCHEDULE AS FOLLOWS: (58" ROOF SHEATHING TO USE 10d NAILS)

7. VERIFY ALL BEAM SIZES WITH ENGINEERING SPECIFICATIONS.

19. NAILS TO BE COMMON WIRE UNLESS OTHERWISE NOTED.

23. ALL FASTENERS IN PRESSURE TREATED LUMBER ARE TO COMPLY WITH CURRENT IBC REQUIREMENTS.

25. CHIMNEY & FIREPLACE FRAMING - PROVIDE FULL HT. 2x6 STUDS (MIN.) FROM BEARING TO TOP OF CHIMNEY.

USE (2) 14"x31

2" SDS SCREWS AT EACH STUD TO RAFTER/TRUSS CHORD INTERSECTION.

26. PROVIDE (2) KING STUDS ON EACH SIDE OF HEADER GREATER THAN 8'-0" IN LENGTH U.N.O.

1. CONSTRUCTION DOCUMENTS ARE VALID FOR A SINGLE USE AT THE PROJECT LOCATION AND SHALL NOT BE REUSED, COPIED, OR REPRODUCED WITHOUT WRITTEN APPROVAL OF THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE.

24. ALL STAPLES INTO WOOD DIAPHRAGMS ARE TO BE A MINIMUM OF 11

2" 16 GAGE WITH SPACING PER PLANS.

DEFERRED SUBMITTAL NOTES

NOTE: 2500 PSI CONCRETE USED IN FOOTING DESIGN, HIGHER STRENGTHS SPECIFIED FOR QUALITY CONTROL.

H. ANCHOR BOLT WASHERS TO BE A MINIMUM 3"x3"x0.229" WITH ROUND OR SLOTTED HOLES WITH CUT WASHER

AND PLACED WITHIN 12" OF SHEATHED FACE OF PLATE.

1. PRE-FABRICATED METAL PLATE TRUSSES ARE TO BE SUBMITTED SUBSEQUENT TO THE TIME OF APPLICATION.

2. DEFERRED SUBMITTALS SHALL HAVE THE PRIOR APPROVAL OF THE BUILDING OFFICIAL.

3. DEFERRED SUBMITTAL DOCUMENTS SHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE WHO SHALL REVIEW AND FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE TO THE

DESIGN OF THE BUILDING.

4. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN

APPROVED BY THE BUILDING OFFICIAL.

D. LARGE AREAS OF INTERIOR SLABS ON GRADE SHALL BE PLACED IN STRIPS NOT TO EXCEED 120 FEET IN LENGTH NOR 30 FEET IN WIDTH WHICH ARE SUBDIVIDED BY CONSTRUCTION AND/OR CONTRACTION (CONTROL) JOINTS INTO ROUGHLY SQUARES WHOSE SIDES SHALL NOT EXCEED 15 FEET IN EITHER DIRECTION.

B. CONTROL JOINT SPACING RULE OF THUMB IS 24x_ SLAB THICKNESS (4" SLAB = 8'-0" MAX O.C. EACH WAY).

PROVIDE CONTROL JOINTS AT APPROX. 15'-0" EACH WAY (MAXIMUM).

C. SAW CUT WITHIN 6-18 HOURS OF POURING CONCRETE - 24 HOURS MAX. CONCRETE MUST BE HARD ENOUGH

TO PREVENT RAVELING OF JOINT EDGES OR DISLODGING OF COURSE AGGREGATE.

7. REMODEL AND ADDITION PLANS:

A. THE ENGINEER ASSUMES NO LIABILITY FOR THE DESIGN AND CONSTRUCTION OF THE EXISTING BUILDING.

B. NOTIFY ENGINEER OF ANY DISCREPANCIES WITH THE EXISTING SITE AND PROPOSED CONSTRUCTION

DOCUMENTS PRIOR TO TO ANY DEMOLITION AND CONSTRUCTION.

STRUCTURAL DESIGN CRITERIA

ROOF LOADING: FLOOR LOADING:

ROOF DEAD LOAD

ROOF LIVE LOAD

ROOF SNOW LOAD

15.0 PSF

20.0 PSF

49.1 PSF

64.0 PSF

49.1 PSF

1.0

VERTICAL LOADS

GROUND SNOW LOAD, Pg FLAT ROOF SNOW LOAD, Pf EXPOSURE FACTOR, Cs THERMAL FACTOR, Ct

IMPORTANCE FACTOR, I

DRIFT SURCHARGE

1.0 1.0

PER PLAN

FLOOR DEAD LOAD

FLOOR LIVE LOAD

15.0 PSF

40.0 PSF

WALL WEIGHT:

FLOOR DEAD LOAD (FRAMING) 70.0 PSF

GOVERNING CODE: IBC 2021

SOIL CRITERIA:

GEOTECH STUDY:

SOIL BEARING PRESSURE:

FROST DEPTH:

SOIL SITE CLASS:

NONE

1,500 PSF

30 INCHES

D

HORIZONTAL LOADS

WIND PARAMETERS: SEISMIC PARAMETERS:

SEISMIC RISK CATEGORY

SEISMIC DESIGN CATEGORY

SPECTRAL RESPONSE ACCELERATIONS

ULTIMATE DESIGN WIND SPEED

NOMINAL DESIGN WIND SPEED

WIND RISK CATEGORY

1.56g 0.57g 1.00g

Ss

S1

Fa

Fv

Sds

Sd1

1.80g 1.04g 0.68g

FORCE RESISTING SYSTEM MASONRY

3.5

R Cd Ω

IMPORTANCE FACTOR, I 1.0

DESIGN BASE SHEAR, V 0.127*W

ANALYSIS PROCEDURE E.L.F.

WIND EXPOSURE

INTERNAL PRESSURE COEFFICIENT

CLADDING PRESSURE

105MPH

85 MPH

II

C 0.18

16.0 PSF

SD-0

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CHECKED BY:

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TYP. CONCRETE CORNER REINFORCING

LAP SPLICE LAP SPLICE

CONTINUOUS BARS

PER PLANS

CORNER BAR - LAP SPLICE

20��MIN��

FOUNDATION WALLS

PER PLAN

CORNER

SINGLE MAT

CORNER

DOUBLE MAT

INTERSECTION

SINGLE MAT

INTERSECTION

DOUBLE MAT

CONTINUOUS BARS

PER PLANS

CORNER BAR - LAP SPLICE

20� �MIN��

FOUNDATION WALLS

PER PLAN

LAP SPLICE LAP SPLICE

�2� �4 BARS # 40� O�C� HORIZONTAL

�SEE PLANS�

CMU MASONR< WALL PER PLANS�

SEE MASONR< NOTES

CONCRETE SLAB� SEE CONCRETE NOTES

SOLID GROUT ALL CELLS BELOW GRADE

CONCRETE FOOTING SEE FOUNDATION PLAN

FINISH GRADE�

SLOPE AWA<

3" C

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- ��� --BARS # �� O�C� PER PLANS�

SOLID GROUT ALL REINFORCED CELLS

�4 BARS # 4�� O�C� VERTICAL

PLACE REBAR IN CENTER OF WALL

CMU FOUNDATION WALL DETAIL2

�2� �4 BARS # 40� O�C� HORIZONTAL

�SEE PLANS�

CMU MASONR< WALL PER PLANS�

SEE MASONR< NOTES

CONCRETE SLAB� SEE CONCRETE NOTES

FOUNDATION WALL PER PLAN

CONCRETE FOOTING SEE FOUNDATION PLAN

FINISH GRADE�

SLOPE AWA<

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�4 BARS # 4�� O�C� VERTICAL

PLACE REBAR IN CENTER OF WALL

CMU TO FOUNDATION WALL DETAIL3

VERTICAL WALL REINFORCEMENT

PROVIDE �2� �4 BAR

VERTICAL

IN ALL CORNER CELLS �OR

�� BARS PER PLANS�

LAP CORNER UNITS IN SUCCESSIVE

COURSES

PROVIDE CORNER LAP BARS

�MIN� LAP 30� EACH SIDE�

HORIZONTAL WALL REINFORCEMENT

2[4 BLOC.ING� TWO BA<S

WITH �4� �G NAILS PER BLOC.

PL<WOOD SHEATHING PER PLAN

BOUNDAR< NAILING PER PLAN

2[4 BRACE # 4�� O�C� W�

SIMPSON A3� AT BOTTOM END

PRE-FAB WOOD TRUSSES PER

PLAN

PL<WOOD SHEATHING PER PLAN

SIMPSON A3� # 4�� O�C� -

BRACE TO PLATE

BOUNDAR< NAILING PER PLAN

2[� DOUBLE TOP PLATE �BOTTOM

PLATE TO BE PRESSURE

TREATED�

CMU WALL PER PLANS

ROOF SHEATHING AS CALLED

OUT IN NAILING SCHEDULE

PRE-MANUFACTURED ROOF

TRUSSES AS SHOWN ON

FRAMING PLAN

10G NAILS # �� O�C� �DIAPHRAGM

BOUNDAR< NAILING� U�N�O�

2[ FULL HEIGHT BLOC.ING� HOLD

DOWN EVER< 4TH BLOC. FOR VENT�

H1 CLIP ON EACH TRUSS �24� O�C��

TO WALL CONNECTION U�N�O�

A3� CLIPS # 24� �1 PER BLOC.�

DOUBLE 2[� TOP PLATE �BOTTOM

PLATE TO BE PRESSURE TREATED�

CMU WALL PER PLANS

�� ANCHOR BOLT # 32� O�C�

�UNO�-EMBED A MIN� OF ��

�� ANCHOR BOLT # 32� O�C� �UNO�-

EMBED A MIN� OF ��

�2� 2[� TOP PLATE

�� ANCHOR BOLT PER PLANS

�2� �4 HOO.S # 24� O�C� �EXTEND

24� BE<OND EACH SIDE OF DOOR

OPENING�

�1� �4 BARS CONTINUOUS �OR �� BARS PER PLANS�

NOTES:

1� EXTEND LINTEL REINFORCEMENT A MIN�

OF 24� PAST OPENING�

�1� �4 BARS CONTINUOUS IN LINTEL

SOLID GROUT ALL CELLS OF LINTEL

�� CMU BLOC. �OR 10� PER PLANS�

4� CLEARANCE �T<P� TOP AND BOTTOM OF LINTEL�16

SE

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8"-10"

(SEE PLANS)

SAWCUT FACE OF MASONR< 1�

DEEP AT CONTROL -OINT

MASONR< PIER REINFORCEMENT PER PLANS

LINTEL REINFORCEMENT GROUT

CONTINUOUS THRU PIER

DO NOT PLACE END BLOC. AT

EDGE OF LINTEL

LINE OF �SAW CUT� CONTROL -OINT

CUT OUT ENDS OF

MASONR< FOR FULL

GROUT PENETRATION

ELEVATION VIEW

PLAN VIEW

CONTROL JOINT IN WALL

TYPICAL EXPANSION JOINT

HORIZONTAL REINFORCEMENT � BOND

BEAM CONTINUOUS THRU -OINT

�1� VERTICAL BAR EACH SIDE OF -OINT

SEE ARCHITECTURAL PLANS FOR CONTROL

-OINT AND SEALANT

SEE ARCHITECTURAL PLANS

FOR -OINT SIZE AND CLOSURE

MASONRY WALL CORNER DETAIL4 LINTEL DETAIL5

CMU EXPANSION JOINT DETAIL8TRUSS TO CMU WALL CONNECTION DETAIL6 GABLE END TRUSS BRACING DETAIL7

SD-1

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