oldcastle - destinyhosted.comdestinyhosted.com/wickedocs/2016/ccrm/20160307_60/332_final … ·...

7600 East Orchard Road, Suite 250-S

Greenwood Village, CO 80111-2518

tel: 303.796.6000 Fax: 303.796.6099

www.mkkeng.com

Mechanical, Electrical & Energy Consultants

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Oldcastle

COX WICKENBURG STC

US HIGHWAY 60 AND

FLYING E RANCH ROAD

WICKENBURG, ARIZONA

BUILDING LOCATION SHOWN FOR REFERENCE ONLY

SS

CKT 16

CKT 10

CKT 12

CKT 10

CKT 10

CKT 12

CKT 12

CKT 12

CKT 14

CKT 16

CKT 16

CKT 18 CKT 18

S

T

T

T

SS

T

SS

CKT 16

CKT 10

CKT 12

CKT 10

CKT 10

CKT 12

CKT 12

CKT 12

CKT 14

CKT 16

CKT 16

CKT 18 CKT 18

S

T

T

T

SS

T



tel: 303.796.6000 Fax: 303.796.6099

www.mkkeng.com


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PANEL 'MPB-1' SCHEDULE AND ELECTRICAL LOAD CALCULATIONS

USE AND/OR AREA SERVED

208Y/120V 30 4W

11

TOTAL AMPS PER PHASE

TOTAL WATTS PER PHASE

25

29

27

21

23

19

15

17

13

26

28

44504

214.3

SPACE

12

16

14

18

20

24

22


MPB-1

SPACE

(THHN)

WIRE SIZE

PANEL: MOUNTING:QONTYPE:

3

7

9

5

C/B

NO.

1

CIR

NO.

CIR

10

LOAD

SURFACE

0 A 0 B

8

4

6

C/B

2

400AMAINS:

(THHN)

WIRE SIZE

10,000 A.I.C.

0 C

PANEL 'L1' SCHEDULE AND ELECTRICAL LOAD CALCULATIONS

11

TOTAL WATTS PER PHASE

LOAD CALCULATED AT 5 AMPS

TOTAL AMPS PER PHASE

**

25

29

27

21

23

19

17

15

13

26

28

30

40

18

20

24

22

3

12

16

14

L1


WIRE SIZE

(THHN)

PANEL: MOUNTING:QOTYPE:

3

7

9

5

NO.

C/B

1

CIR

SURFACE

0 A 0 B

LOAD

4

6

8

10

2

NO.

CIR

0 C

C/B

A/C UNIT / HEATER #2

(THHN)

WIRE SIZE

MAINS:


10,000 A.I.C.

30

32

34

36

38

40

42

31

33

35

37

39

41

3

200

3Ø

PANEL 'L1'

200A MLO240Y/120V 30 4W

A/C UNIT / HEATER #1

3

40

#8

#8

3

20

#12

SURGE SUPPRESSOR

45136 44344

217.4 213.6

LOAD x 1.25 FOR CONTINUOUS

*

CEILING LIGHT (GROUP 1) *

15

1

#14

876

CEILING LIGHT (GROUP 2) *

1

15

#14

876

15

1

#14

EXTERIOR LIGHT

84

SMOKE DETECTORS

1

15

#14

168

DUPLEX OUTLETS (GROUP #1)

1

15

#14

540

720


15

1

#14

G.F.I. OUTLET

20

1

#12

180

540


15

1


1

15

360

3

20

#12

PHASE FAILURE

4982

4982

4982

4982

4982

4982

#14

#14

33216

33216

33216

TWISTLOCK RECEPTACLE #1

2

50

#6

TWISTLOCK RECEPTACLE #2

2

50

#6

EXISTING

EXISTING



tel: 303.796.6000 Fax: 303.796.6099

www.mkkeng.com


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Sep 17, 2015 3:02pm

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W

IC

K

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N

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U

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W

A

Y

(U

S

H

W

Y

6

0

)

STATE

LAND

PARCEL

505-41-007 D

OLD CASTLE EQUIPMENT

BUILDING 25'-4 x 31'-4

(794 SQ. FT.)

EXISTING

SIGNS

EXISTING

ROAD SIGN

MASONRY SCREEN WALL & GATE.

SEE SHEET S-1 FOR DETAILS.

F

L

Y

I

N

G

R

A

N

C

H

R

O

A

D

1

2

.0

'

NEW GRAVEL

SURFACING

Δ=37°56'39"

R=368.27'

L=243.89'

1

1

1

2

3

4

5

6

7

8

6

6

6

6

FOUND BRASS CAP FLUSH

STAMPED 13941 NPM

FOUND BRASS CAP FLUSH

STAMPED 13941 NPM

S

1

2

°

5

1

'2

3

" W

3

4

3

.7

7

'

F

E

N

C

E

IS

0

.4

1

'N

O

R

T

H

O

F

B

O

U

N

D

A

R

Y

L

IN

E

2357.5 F.F.

2

6

.5

'

10.0' TYP.

3 SIDES

PRECAST GENERATOR

PAD BY OLDCASTLE

1

5

.0

'

4

.0

'

3

0

.2

5

'

4' WIDE SOLID GATE

SELECTED BY CONTRACTOR

4' WIDE - 6"

THICK

CONCRETE

WALK

REMOVE EXIST FENCE.

INSTALL NEW 12' WIDE

METAL GATE SELECTED BY

CONTRACTOR

57.2

5

7

.

2

5

7

5

7

5

7

5

7

5

6

5

6

5

6

5

4

.

5

5

4

.

5

5

6

5

6

.

5

5

6

.5

5

6

.5

5

6

.5

4

:1

4:1

5

6

5

6

5

5

20

SCALE: 1" = 20'

0 10 40 80

NORTH

LEGEND

PROPERTY LINE

EXISTING MAJOR CONTOUR

EXISTING MINOR CONTOUR

EXISTING FENCE

EXISTING WATER LINE

NEW RETAINING WALL

NEW BUILDING LOCATION

EXISTING SIGNS

EXISTING SEWER LINE

NEW CONTOUR

NEW GRAVEL SURFACING

SPOT ELEVATION

99.53

FIN. FLR. ELEV.

99.28 F.F.

30 29

FLOW ARROW

TREE TABLE

SIZETREE TYPETREE NO.

MESQUITE1 12"Ø

MESQUITE2 10"Ø

MESQUITE3 16"Ø

MESQUITE4 18"Ø

MESQUITE5 24"Ø

TREE6 12"Ø

JOSHUA TREE7 24"Ø

TREE8 24"Ø

TREE9 24"Ø



tel: 303.796.6000 Fax: 303.796.6099

www.mkkeng.com


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SUBGRADE

COMPACTED

NONWOVEN POLYPROPYLENE

N.T.S.

LANDSCAPE FABRIC

SIZE 56 OR 57 CRUSHED

GRADING C OR D

AGGREGATE (100% ANGULAR FACE)

4" THICK AASHTO M-147

AGGREGATE BASECOURSE

2" THICK AASHTO M-43

GENERAL NOTES:

1. TOP SOIL SHALL BE SALVAGED AND STOCKPILED FROM ALL AREAS OF

EMBANKMENT AND EXCAVATION. TOPSOIL SHALL BE REPLACED ON

FINISHED SLOPES THAT DO NOT RECEIVE GRAVEL SURFACE. CLEAR AND

GRUB EXISTING TREES AND SHRUBS FROM WORK AREA.

2. CONSTRUCT BUILDINGS TO THE FINISHED LINES AND GRADES SHOWN ON

THE PLANS. !T SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO IMPORT

FILL MATERIAL OR REMOVE AND DISPOSE OF EXCESS EXCAVATION

MATERIAL AS NECESSARY.

3. AREAS TO RECEIVE GRAVEL SURFACING ARE TO BE SCARIFIED TO A DEPTH

OF 8 INCHES AND COMPACTED TO 95% STANDARD PROCTOR DENSITY

(ASTM D-698) AT ± 1 1/2% OPTIMUM MOISTURE CONTENT. THE SUBGRADE

SHALL BE PROOFROLLED IN THE PRESENCE OF THE GEOTECHNICAL

ENGINEER TO IDENTIFY SOFT SPOTS.

4. EXISTING VERTICAL AND HORIZONTAL CONTROL POINTS SHALL NOT BE

DISTURBED. !T SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO

RELOCATE ANY DISTURBED CONTROL POINTS.

5. ALL DISTURBED AREAS NOT RECEIVING GRAVEL SURFACING SHALL BE

SEEDED AND MULCHED IN ACCORDANCE WITH ARIZONA STANDARD

SPECIFICATIONS FOR ROAD & BRIDGE CONSTRICTION.

6. EXISTING TOPOGRAPHY TAKEN FROM SURVEY PERFORMED AUGUST

2015 BY SUPERIOR SURVEYING.

8. THE CONTRACTOR SHALL CONTACT ALL APPROPRIATE UTILITY COMPANIES

PRIOR TO BEGINNING ANY CONSTRUCTION. CONTRACTOR SHALL BE

RESPONSIBLE FOR LOCATING ANY EXISTING UTILITY (INCLUDING DEPTHS)

WHICH MAY CONFLICT WITH THE PROPOSED CONSTRUCTION. ALL EXISTING

UTILITIES SHALL BE PROTECTED FROM DAMAGE BY THE CONTRACTOR.

9. ALL ITEMS SHOWN ON THE PLANS AS EXISTING ARE SHOWN IN

APPROXIMATE LOCATION ONLY. THE ACTUAL LOCATION MAY VARY FROM

THE PLANS, ESPECIALLY IN THE CASE OF UNDERGROUND UTILITIES.

WHENEVER CONTRACTOR DISCOVERS A DISCREPANCY IN LOCATION, HE

SHALL CONTACT ENGINEER IMMEDIATELY.

10. CAUTION : OPERATING COAXIAL CABLE CAN BE DAMAGED BY HEAVY

WHEEL LOADS. AT LOCATIONS WHERE HEAVY CONSTRUCTION

EQUIPMENT WILL BE CROSSING, THE CONTRACTOR SHALL PROVIDE

TEMPORARY GRANULAR FILL MATERIAL, AT LEAST 12 INCHES DEEP, OVER

THE CABLE FOR ADDITIONAL PROTECTION.

11. BENCHMARK: 2" MARICOPA COUNTY ALUMINUM CAP FLUSH STAMPED "T7N

R5W

1

4

S8S17 2005 37174", BEING THE SOUTH QUARTER CORNER OF

SECTION 8, HAVING AN AELEVATION OF 2360.871 FEET (NAVD88), MARICOPA

COUNTY DEPARTMENT OF TRANSPORTAION DATUM.

12. AREAS DISTURBED BY NEW CONSTRUCTION TO BE SEEDED AND MULCHED

IN ACCORDANCE WITH TOWN OF WICKENBURG AND MARICOPA COUNTY

REQUIREMENTS.

TYP. GRAVEL SURFACING SECTION

(NO ROUND RIVER ROCK ALLOWED)

8" CMU REINFORCED WITH #5

@ 24" VERTICAL, FULL HEIGHT.

GROUT CELLS WITH REINF.

BARS FULL HEIGHT. GROUT

ALL CELLS SOLID IN BOTTOM

(4) COURSES. ALL VERTICAL

REINFORCING BARS ARE TO

BE POSITIONED IN CENTER OF

WALL.

STD. DUR-O-WAL @

8" HORIZ. TYPICAL

#5 x DOWELS TO

MATCH VERT. REINF.

(3'-0 PROJECTION)

BOND BEAM WITH

(2) # 5 CONT.

VA

RIE

SV

AR

IE

S

NOTE: REFER TO PHOTO

1, THIS SHEET, FOR CMU

PATTERN AND FINISH

1'-0

"

(4) #5 CONT. TOP

AND BOTTOM

3'-3"

8"

EQ.EQ.

1

2

" = 1'-0"MASONRY SCREEN WALL

TYPICAL DETAILS

NOTE:

1. REFER TO CIVIL DRAWINGS FOR SCREEN WALL LOCATIONS

AND GRADE ELEVATIONS.

VA

RIE

S

8"

10

'-8

"

(1

0'-0

" A

LO

NG

E

AS

T W

AL

L IF

F

OO

TIN

G IS

RA

IS

ED

A

T C

ON

TR

AC

TO

R'S

O

PT

IO

N)

SEE CIVIL FOR GRADE

ELEVATION

T.O. MASONRY WALL

EL. = 2364.5'

T.O. FOOTING

EL. = 2353.83'

#4 @ 18" TOP

AND BOTTOM

T.O. SOLID GROUTED

CMU

2'-8

"

NOTE: PROVIDE 8"x16" DRAIN OPENING

IN BOTTOM OF SCREEN WALL AT EACH

CORNER (4 LOCATIONS). PROVIDE

STANDARD COPPER SCUPPER LINER

OR APPROVED ALTERNATIVE.

NOTE: TOP OF FOOTING MAY BE

RAISED ALONG EAST WALL TO

2354.5' AT CONTRACTOR'S OPTION

(EAST WALL ONLY)

8" M

IN

.

25'-4"

2

S-1

1

S-1

2'-6

"

2'-6"

1

4

" = 1'-0"

FOUNDATION PLAN

PLAN NOTES:

1. CONCRETE FOOTINGS TO BEAR ON UNDISTURBED NATIVE GRANULAR SOILS OR PROPERLY

COMPACTED ENGINEERED FILL, AS APPROVED BY THE GEOTECHNICAL ENGINEER.

2. PRECAST CONCRETE SLAB TO BEAR ON A 4" MINIMUM GRAVEL LAYER OVER NATIVE SOILS OR

PROPERLY COMPACTED ENGINEERED FILL, AS APPROVED BY THE GEOTECHNICAL ENGINEER..

3. REFER TO SHEET C-1 FOR BUILDING LOCATION ON SITE.

2'-0" 2'-0"

PRECAST CONCRETE

STOOP BY OLDCASTLE

PRECAST CONCRETE

STOOP BY OLDCASTLE

31

'-4

"

2'-6"

2'-6

"

1

S-1

1

S-1

2

S-1

1

S-1

PRECAST BUILDING

FOUNDATION

5'-2" 6'-0" 5'-2"

1

2

" = 1'-0"SECTION 1

#4 STIRRUPS @ 12", TYP.

(3) #6 CONT. TOP

AND BOTTOM, TYP.

2'-6"

4"

COMPACTED GRAVEL

FILL, TYPICAL

PRECAST BUILDING

TIE DOWN, CONNECTION TO

PC SHELTER AND LOCATION

BY PRECAST MFR.

1

2

" = 1'-0"SECTION 2

(2) #6 CONT. TOP

AND BOTTOM, TYP.

#4 STIRRUPS @ 16"

PRECAST BUILDING

2'-0"

2'-0

" M

IN

.

BUILDING JOINT

1'-6

" M

IN

.

TY

P.

4"

2'-0

"

SLUMPSTRENGTH

ALL UNLESS

OTHERWISE

SPECIFIED

EXTERIOR

FLATWORK

B

TYPE USE

A

4500 NW 0.45 3-5

TYPE

CONC.

4000

(1)

NW

(2)

RATIO

W/C

-

(4)

3-5

(5)

4-8

WRA

.75"

4-8

(7)

AIR

-

(6)

TURES

ADMIX-

.75"

SIZE

AGGR.

MAX.

STRUCTURAL GENERAL NOTES

1. DESIGN CODES:

A. INTERNATIONAL BUILDING CODE (IBC 2006), AS ADOPTED BY THE TOWN OF WICKENBURG.

B. REFERENCE IBC CHAPTER 35 FOR ADDITIONAL CODES USED IN DESIGN (ASCE/SEI 7-05, AISC 13th

EDITION, ACI 318-05, ETC.)

2. DESIGN LOADS (CORRESPONDING TO CRITERIA SPECIFIED BY OLDCASTLE PRECAST & MEETING OR

EXCEEDING TOWN OF WICKENBURG CRITERIA):

A. ROOF:

1. MINIMUM UNIFORM LOAD . . . . . . . . . . . . . . . . . . 20 psf.

D. WIND:

1. BASIC WIND SPEED (3 SECOND GUST) . . . . . . 90 mph.

2. EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C .

3. IMPORTANCE FACTOR . . . . . . . . . . . . . . . . . . I

W

= 1.15.

a) OCCUPANCY CATEGORY . . . . . . . . . . . . . . . III.

E. SEISMIC:

1. SPECTRAL RESPONSE ACCELERATIONS: S

S

= 0.215.

S

1

= 0.068.

2. SPECTRAL RESPONSE COEFFICIENTS: S

DS

= 0.172.

S

D1

= 0.078.

3. IMPORTANCE FACTOR . . . . . . . . . . . . . . . . . . . I

E

= 1.25.

a) OCCUPANCY CATEGORY . . . . . . . . . . . . . . . III.

4. SITE CLASS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C.

5. DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . B.

6. BASIC FORCE RESISTING SYSTEM . . . . . . . . SPECIAL PRECAST SHEAR WALLS

(ASCE 7-05, TABLE 2.2.1)

7. RESPONSE COEFFICIENT . . . . . . . . . . . . . . . . . C

S

= 0.0431

8. RESPONSE MODIFICATION FACTOR . . . . . . R = 5.0

9. DESIGN BASE SHEAR . . . . . . . . . . . . . V = 11.5 kips.

10. ANALYSIS PROCEDURE USED . . . . . . . . . EQUIVALENT LATERAL FORCE ANALYSIS

3. CONCRETE:

A. ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS,

ACI 301, AND BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318.

B. CONCRETE MIX DESIGNS:

1. 28-DAY COMPRESSIVE STRENGTH, PSI.

2. NORMAL WEIGHT STONE AGGREGATE (NW).

3. MINIMUM POUNDS PER CUBIC YARD WITHOUT WATER REDUCING ADMIXTURE. SUBTRACT 47.0 lbs/C.Y.

WITH WATER REDUCING ADMIXTURE. FLY ASH MAXIMUM 20% CEMENTITIOUS MATERIAL. USE TYPE II

CEMENT, WHERE CONCRETE IS EXPOSED TO EARTH.

4. MAXIMUM WATER/CEMENT RATIO PER ACI.

5. RANGE IN INCHES.

6. FR 1.5 POUNDS PER CUBIC YARD OF POLYPROPYLENE FIBERS IN SLABS ON GRADE.

WRA = WATER REDUCING ADMIXTURES.

7. TOTAL AIR CONTENT, PERCENTAGE RANGE.

C. ALL REINFORCING SHALL BE HIGH STRENGTH DEFORMED BARS, GRADE 60, ASTM A615, WITH

60,000 psi MINIMUM YIELD POINT EXCEPT FIELD-WELDED BARS SHALL BE GRADE 60, ASTM A706.

D. REINFORCEMENT PROTECTION:

1. CONCRETE POURED AGAINST EARTH . . . . . . . . . . . 3"

2. CONCRETE POURED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

a. IF BARS ARE LARGER THAN No. 5 . . . . . . . . . . 2"

b. IF BARS ARE No. 5 OR SMALLER . . . . . . . . . . . 11/2"

E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AS AUTHORIZED BY

ANDERSON & HASTINGS. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS

UNLESS OTHERWISE NOTED. MAKE ALL BARS CONTINUOUS AROUND CORNERS.

F. DETAIL BARS IN ACCORDANCE WITH ACI DETAILING MANUAL AND ACI BUILDING CODE REQUIREMENT FOR

REINFORCED CONCRETE.

G. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN ON THE

PLANS.

H. ALL REINFORCING SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED PRIOR TO CONCRETE

PLACEMENT (NO WETSTABBING) PER ACI 318 SECTION 7.5.

J. PLACE 2-No. 5 (1 EACH FACE) WITH 2'-0 PROJECTION AROUND ALL OPENINGS IN CONCRETE.

K. SLABS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE

WORK MUST BE MADE AT CENTER OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS UNLESS

OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY ANDERSON

& HASTINGS.

M. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY DETAILED OR REVIEWED BY

ANDERSON AND HASTINGS.

4. MASONRY:

A. CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM-C90 TYPE 1 AND HAVE A MINIMUM

COMPRESSIVE STRENGTH OF 1,900 psi.

B. MORTAR SHALL BE TYPE S CONFORMING WITH IBC SECTION 2103.8 AND ASTM C-270, WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1,800 psi.

C. GROUT SHALL COMPLY WITH IBC SECTION 2103.12, AND TMS 602/ACI 530.1/ASCE 6.

D. PRISM TESTING PER IBC SECTION 2105 MUST BE COMPLETED BY AN INDEPENDENT TESTING LABORATORY.

E. MASONRY (CONCRETE MASONRY UNITS, MORTAR, AND GROUT) SHALL DEVELOP 1,500 psi MINIMUM

COMPRESSIVE STRENGTH IN 28 DAYS, AS VERIFIED BY PRISM TESTING.

F. ALL REINFORCING AND ANCHOR BOLTS IN MASONRY WALLS SHALL BE FULLY GROUTED IN PLACE.

G. FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH GROUT FOR A MINIMUM DISTANCE OF 24" BENEATH AND

12" EACH SIDE OF ALL BEAM AND LINTEL REACTIONS OR OTHER CONCENTRATED LOADS, UNLESS

OTHERWISE DETAILED.

H. BAR REINFORCING SHALL BE HIGH STRENGTH DEFORMED BARS, GRADE 60, ASTM A615, WITH 60,000 psi

MINIMUM YIELD POINT EXCEPT FIELD-WELDED BARS SHALL BE GRADE 60 ASTM A706.

J. HORIZONTAL JOINT REINF. SHALL BE PLACED IN ALL EXTERIOR AND BEARING WALLS SPACED AT 16" O.C.

K. PROVIDE VERTICAL CONTROL JOINTS WITHIN 10'-0 OF 90° CORNERS AND NOT TO EXCEED 30'-0, TYPICAL.

DO NOT EXTEND HORIZONTAL JOINT REINFORCING THRU CONTROL JOINTS. (NOTE: ALL BOND BEAM &

LINTEL REINFORCING BARS ARE TO BE CONTINUOUS THRU CONTROL JOINTS UNLESS NOTED OTHERWISE).

L. PROVIDE VERTICAL REINFORCING AS SHOWN AND DOUBLE (ONE EACH CELL) AT ALL OPENING JAMBS AND

ENDS OF WALLS, AND ONE EACH SIDE OF CONTROL JOINTS, AND AT CORNERS - EXCEPT AS OTHERWISE

SHOWN. GROUT CELLS SOLID AT VERTICAL REINFORCING.

M. LAP SPLICES & DOWEL PROJECTIONS: 3'-6 FOR #5, 2'-6 FOR #4.

5. FOUNDATIONS; SOIL BEARING PRESSURE USED IN DESIGN 3,000 psf, BASED ON REPORT No. 2125JT113

PREPARED BY WESTERN TECHNOLOGIES, DATED AUGUST 6, 2015.

6. NOTCHING OR CUTTING OF ANY STRUCTURAL MEMBER IS PROHIBITED UNLESS SPECIFICALLY DETAILED ON THE

STRUCTURAL DRAWINGS.

7. EXISTING CONDITIONS:

A. NOTIFY ANDERSON & HASTINGS IMMEDIATELY IF CONDITIONS ARE NOT COVERED BY THESE CONTRACT

DRAWINGS ARE EXPOSED DURING CONSTRUCTION.

B. ALL EXISTING CONDITIONS MUST BE INCLUDED IN SUBMITTED SHOP DRAWINGS AND NOTED AS SUCH.

CONTENT

CEMENT

(3)

-

611

FR 1.5



tel: 303.796.6000 Fax: 303.796.6099

www.mkkeng.com


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SPECIAL INSPECTION REQUIREMENTS

MATERIAL

CONCRETE

DURING THE TAKING OF TEST SPECIMENS.

INSPECT FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

PERIODIC

PROTECTION OF MASONRY DURING COLD WEATHER OR HOT WEATHER.

DURING PREPARATION OF ANY REQUIRED PRISMS DURING CONSTRUCTION.

DURING THE TAKING OF GROUT SAMPLES FOR TESTING IF REQUIRED DURING CONSTRUCTION.

PRIOR TO GROUTING TO INSPECT THE GROUT SPACE.

DURING ALL GROUTING OPERATIONS.

MASONRY

CONTINUOUS OR PERIODIC

INSPECTION

INSPECTION TASKS

DURING THE PLACING OF REINFORCED CONCRETE, EXCEPT SITE WORK AND INTERIOR

SLAB-ON-GRADE, INCLUDING THE TAKING OF TEST CYLINDERS AND SLUMP TEST.

PRIOR TO THE CLOSING OF THE FORMS OR PRIOR TO THE DELIVERY OF CONCRETE TO THE

JOBSITE. ITEMS INSPECTED SHALL INCLUDE, BUT NOT BE LIMITED TO: REINFORCEMENT SIZES,

PLACEMENT LOCATION, LAP LENGTHS, CLEAR DISTANCES, REINFORCING STEEL AROUND

OPENINGS, DOWELS INTO MASONRY WALLS (TYPICAL PLUS ADDITIONAL OPENINGS).

AT THE START OF LAYING MASONRY UNITS: ITEMS INSPECTED SHALL INCLUDE, BUT NOT BE

LIMITED TO:

1. MASONRY UNITS, REINFORCEMENT, CEMENT, LIME, AGGREGATE, AND ALL OTHER

MATERIALS MEET THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS.

2. MORTAR MIXING USING SPECIFIED MATERIALS AND PROPORTIONS OF INGREDIENTS.

3. METHODS OF MEASURING MATERIALS FOR MORTAR.

4. USE OF OPEN END UNITS AT STACK BOND CONDITIONS AT CORNERS OR ABUTTING

TO CONCRETE.

AFTER THE PLACEMENT OF REINFORCING STEEL PRIOR TO GROUTING. ITEMS INSPECTED SHALL

INCLUDE, BUT NOT BE LIMITED TO: REINFORCEMENT SIZES, PLACEMENT, LAP LENGTHS, CLEAR

DISTANCES, REINFORCING STEEL AROUND OPENINGS.

PRIOR TO GROUTING TO INSPECT EMBEDDED PLATES, BOLTS, BASE PLATES, AND OTHER

ANCHORAGES.

PERIODIC

(PER IBC TABLE 1704.4)

REINFORCING STEEL

(INCLUDING BOLTS EMBEDDED

IN CONCRETE)

PRIOR TO START OF WORK:

1. DURING THE TAKING OF GROUT SAMPLES FOR TESTING.

2. DURING THE PREPARATION OF MASONRY PRISMS.

NOTES:

1. REFER TO SPECIFICATIONS FOR ADDITIONAL INSPECTION REQUIREMENTS.

2. OWNER WILL EMPLOY SPECIAL INSPECTOR.

PERIODIC

(PER IBC TABLE 1704.5.1)

PHOTO 1

(MATCH PATTERN & FINISH ON NEW SCREEN WALL 4' WIDE SOLID GATE ON

EAST SIDE SELECTED BY CONTRACTOR).

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