Plans (Future Parking Space & Wall)NOTES:
1. MASONRY SCREENING WALL WILL BE 6HIGH WITH T4- HIGH COLUMNS.
2. NO PARKING ON CUL-DE-SAC.
3, LANDSCAPE AND FENCE PLAN SAS SHOWN ON PRELIMINARY LANDSCAPE AND SCREENING
WALL - FENCE DETAIL SHEETS.
4. ALL STRUCTURES AND LANDSCAPE SHALL REMAIN OUTSIDE THE VISIBILITY TRIANGLE.
5. ALL LOTS TO HAVE OPTION OF ALLEY ACCESS.
6. HOMES SHALL HAVE A CHOICE OF FRONT OR REAR ENTRY.
7. S1DE YARD SETBACKS TO BE MINIMUM 6 FEET.
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SITE DATA TABLE
SITE AREA
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II
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EXISTING ZONING
PD 20OR4-SF7
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II
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STRUCTURE
LOT 14–A
e=15'00'00• I FUTURE PARKING SPACE TO BE
R=20o.0INSTALLED BY HOA WARRANTED
L=52 36
6' HFOR RESPONSIBLY FOR TREE REMOVAL
CB=N7°23'51^E I AND CONSTRUCTION PERMITS
C=52.21'
LOT 13–A
SITE DATA TABLE
SITE AREA
2.266 AC
EXISTING ZONING
PD 20OR4-SF7
X LOT AREA
0.192 AC
LOT AREA
1.753 AC
PAVED AREA
0.356 AC
LOTCOUNT
6
MAXIMUM HEIGHT OF 35 FT
STRUCTURE
FRONT SETBACK
25 FT
REAR SETBACK
20 FT
SIDE SETBACK
6 FT
LOT 14–A
e=15'00'00• I FUTURE PARKING SPACE TO BE
R=20o.0INSTALLED BY HOA WARRANTED
L=52 36
6' HFOR RESPONSIBLY FOR TREE REMOVAL
CB=N7°23'51^E I AND CONSTRUCTION PERMITS
C=52.21'
LOT 13–A
N.T.S.
VICINITY MAP
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
10' SIDEWALK AND N
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— — — — — — — — —
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Date
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LEGAL DESCRIPTION:
LOTS 1R-6R,1XR, 2XR, BLOCK
PETTERSON ADDITION
DETAIL SITE PLAN
DEVELOPER
PMB CAPITAL INVESTMENTS
4145 TRAVIS ST. SUITE 202
ALLAS, TX 75204
CLAYMOORE ENGINEERING, INC.
1903 CENTRAL DRIVE, SUITE #406
BEDFORD, TEXAS 76021
PH: 817.281.0572
MADDOX SURVEYING &
P.O. BOX 2109
FORNEY, TX 75126
COPPELL TEXAS
COUNTY SURVEY: ABSTRACT NO.
DALLAS GEORGE JACK SURVEY 694
TEXAS REGISTRATION #14199
DREW DONOSKY
125651
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\ 15' Setback
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LEGAL DESCRIPTION:
LOTS 1R-6R,1XR, 2XR, BLOCK
PETTERSON ADDITION
DETAIL SITE PLAN
DEVELOPER
PMB CAPITAL INVESTMENTS
4145 TRAVIS ST. SUITE 202
ALLAS, TX 75204
CLAYMOORE ENGINEERING, INC.
1903 CENTRAL DRIVE, SUITE #406
BEDFORD, TEXAS 76021
PH: 817.281.0572
MADDOX SURVEYING &
P.O. BOX 2109
FORNEY, TX 75126
COPPELL TEXAS
COUNTY SURVEY: ABSTRACT NO.
DALLAS GEORGE JACK SURVEY 694
TEXAS REGISTRATION #14199
DREW DONOSKY
125651
41
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ENTRY COLUMN 1 STONE SCREEN WALL DETAIL
L3.02
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SCALE: /8" V-00"
OBY
L4.01
TEXAS FIRM REG. NO. F-3843
9.5
ROWLOCK
SCALE: 3/8"
= P -UO"
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ENTRY COLUMN 1 STONE SCREEN WALL DETAIL
L3.02
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14"
- WOOD FENCE
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L4.01
TEXAS FIRM REG. NO. F-3843
9.5
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MORTAR -FILL ALL
DETAIL L3.04
STONE COLUMN
SCALE: 1/2" = V-00"
ALL WOOD FENCE MEMBERS SHALL BE
WESTERN RED CEDAR, NO. 2 & BETTER
NO HOLE GRADE
2 x 8 WOOD CAP
1 x 4 BOARD
2 x 4 BACK RAIL (3)
STAGGER/OVERLAP RAIL JOINTS
2 3/8' 0 GALVANIZED
STEEL POSTS •D
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IX4 ALTERNATING
aDR . ►� HORIZ. RAIL
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CONCRETE FOOTING
8" 0 DRTI I D EARTH FORM -
�IIIII
al Iil 13
DETAIL L3.06
WOOD FENCE VERTICAL SECTION
SCALE: 3/4" = V-00"
CONC. PIER CAP
REF. SECTION
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18" DIA. CONC. PIER
• #5 DOWELS VERT. AT COLUMNS
#5 DOWELS VERT. AT PILASTERS
LENGTH, 20" MIN. LAP BOTH ENDS
INCRETE PIER CAP -
#5 REBAR VERT., EXTEND 16"
TO TYPICAL PIER CAP AND 16"
TO PIER CAP AT WALL STEP
STIRRUPS HORIZ. 0 12" O.C.
NOTES:
HARD COMPETANT SHALE OR ROCK IS ENCOUNTERED 0'-3' BELOW
tFACE, PIER SHALL BE MINIMUM 6' DEPTH FOR STRAIGHT SHAFT
THOUT BELL.
HARD COMPETANT SHALE OR ROCK IS ENCOUNTERED Y-12' BELOW
3FACE, PIER SHALL BE MINIMUM 2' DEPTH INTO SHALF/ROCK.
R STRAIGHT SHAFT WITHOUT BELL.
4ARD COMPETANT SHALE OR ROCK IS NOT ENCOUNTERED WITHIN 12'
SURFACE, BELL PIER (2X DIAMETER OF SHAFT DIAMETER) SHALL BE
:D AT MINIMUM 12' DEPTH.
DETAIL L3.07
18" DIA.PIER DETAIL
SCALE: 1/2" = 1'-00"
Administrative Approval
By 1e
NOTE: WALL CONTRACTOR SHALL PROVIDE PLANS
SEALED BY STRUCTURAL ENGINEER FOR
PERMITTING
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CAST STONE RAIL
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TYPICAL STONE
L4_02
'CHEROKEE BLEND DARK
`4
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CAST
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MORTAR -FILL ALL
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BLOCK VOIDS
4'4"
#4 REBAR @ 24" O.C.
CAVITY REINFORCING
DETAIL L3.03
EXTEND TO BOTTOM OF GRADE BEAM
ENTRY COLUMN
SCALE: 1/2" = V-00"
FINISH GRADE
2'i6"
2''0"
—
CONC. GRADE BEAM W/
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MAX. 10' SPACING
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L4_04
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STONE LUMN
'CHERO EBLE
CHEROKEE BLEND DARK
RECS and SQUARES'
DETAIL L3.05
STONE WALL SECTION
I_
SCALE: 3/4" = 1'-0"
DETAIL L3.04
STONE COLUMN
SCALE: 1/2" = V-00"
ALL WOOD FENCE MEMBERS SHALL BE
WESTERN RED CEDAR, NO. 2 & BETTER
NO HOLE GRADE
2 x 8 WOOD CAP
1 x 4 BOARD
2 x 4 BACK RAIL (3)
STAGGER/OVERLAP RAIL JOINTS
2 3/8' 0 GALVANIZED
STEEL POSTS •D
..
IX4 ALTERNATING
aDR . ►� HORIZ. RAIL
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CONCRETE FOOTING
8" 0 DRTI I D EARTH FORM -
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al Iil 13
DETAIL L3.06
WOOD FENCE VERTICAL SECTION
SCALE: 3/4" = V-00"
CONC. PIER CAP
REF. SECTION
io
18" DIA. CONC. PIER
• #5 DOWELS VERT. AT COLUMNS
#5 DOWELS VERT. AT PILASTERS
LENGTH, 20" MIN. LAP BOTH ENDS
INCRETE PIER CAP -
#5 REBAR VERT., EXTEND 16"
TO TYPICAL PIER CAP AND 16"
TO PIER CAP AT WALL STEP
STIRRUPS HORIZ. 0 12" O.C.
NOTES:
HARD COMPETANT SHALE OR ROCK IS ENCOUNTERED 0'-3' BELOW
tFACE, PIER SHALL BE MINIMUM 6' DEPTH FOR STRAIGHT SHAFT
THOUT BELL.
HARD COMPETANT SHALE OR ROCK IS ENCOUNTERED Y-12' BELOW
3FACE, PIER SHALL BE MINIMUM 2' DEPTH INTO SHALF/ROCK.
R STRAIGHT SHAFT WITHOUT BELL.
4ARD COMPETANT SHALE OR ROCK IS NOT ENCOUNTERED WITHIN 12'
SURFACE, BELL PIER (2X DIAMETER OF SHAFT DIAMETER) SHALL BE
:D AT MINIMUM 12' DEPTH.
DETAIL L3.07
18" DIA.PIER DETAIL
SCALE: 1/2" = 1'-00"
Administrative Approval
By 1e
NOTE: WALL CONTRACTOR SHALL PROVIDE PLANS
SEALED BY STRUCTURAL ENGINEER FOR
PERMITTING
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NOTES: CV
- SET 3" DIA. POSTS IN CONCRETE. T i,
6" CPAINTED
(COLOR TO BE APPROVED BY OWNER) TYP. 1 1 2" TUBULAR STEEL O
4" IIS--- 4" - ALL WELDS TO BE GROUND SMOOTH i
MAX. 10' TOP AN BOTTOM RAILS fu�
DETAIL L4.01
COLUMN SECTION
SCALE: 1" = V-0"
DETAI L4.02
COLUMN SECTION
SCALE: 1" = V-0"
yL 1 L 1
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- - 24"DIA. CONCI
SEE DETAIL L3.
DETAIL L4.03
PIER CAP AT COLUMN
SCALE: 1 = V-00"
MILSAP STONE VENEER
(MED. TANS/BROWNS)
TYP. CONCRETE -FILLED
CMU BLOCK (8"x 8"x 16")
FULL HT. 2'40 x T-0"
CENTER CORE W/
(4) - #5 RESAR
REF. L4.03 FOR
COLUMN FOOTING
TYP. CONCRETE -FILLED
CMU BLOCK (8"x 8"x 16")
FULL HT. 2'-0"x X-0"
CENTER CORE W/
(4) - #5 REBAR
TYP. #4 VERT. REBAR -
HOOK INTO BOTTOM
OF FOOTING
(TOTAL -12)
SEE COLUMN REINF. DETAIL
545 VERT. REINF. EXTENDED MIN.
24" INTO COLUMN FOR SPLICE
1 I 11 I 1-1
= EXTEND PIER REINF. 15"
- INTO FOOTING AND
PROVIDE 6" HOOK
11 II I� II I�
. 6 - #5 HORIZ. BARS EA. WAY
TOP AND BOTTOM
3" CLEAR TOP AND BOTTOM
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=1 II
TYPICAL 8"x8"x16" CMU
F CONC. FILL VOIDS
N
REF. L4.06 FOR
COLUMN FOOTING
MILSAP STONE VENEER
(MEDIUM TANS/BROWNS)
#5 VERTICAL REBAR
TOTAL -4
GA. WIRE TIES
\. CMU COURSE
TYPICAL 8"x8"x16" CMU
CONIC. FILL VOIDS
REF. L4.06 FOR
COLUMN FOOTING
Imo_ 2W' i -
DETAIL L4.05
COLUMN SECTION
SCALE: 1" = V-00"
MILSAP STONE VENEER
(MEDIUM TANS/BROWNS)
#5 VERTICIL REBAR
TOTAL - 4
9 GA. WIRE TIES
EA. CMU COURSE
SEE COLUMN REINF. DETAIL
445 VERT. REINF. EXTENDED MIN.
20" INTO COLUMN FOR SPLICE
DETAIL L4.06
COLUMN 'FOOTING
SCALE: " = 1'-00"
NOTE: WALL CONTRACTOR SHALL PROVIDE PLANS
SEALED BY STRUCTURAL ENGINEER FOR
PERMITTING
REF. DETAIL L4.04
COLUMN DETAILS
DIA. TUBULAR
!L PICKET
STEEL POST W/
�Ild�li�l�lll�ill'ill revisions
811- DETAIL L4.07
DEC. METAL FENCE ELEVATION
SCALE: 3/8" = V-00"
GENERAL NOTES
1. DO NOT SCALE CONTRACT DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.
2. VERIFY EXISTING SITE CONDITIONS, EASEMENTS, AND BOUNDARIES PRIOR TO BEGINNING WORK.
DESIGN CRITERIA AND BUILDING CODE
1. DESIGN LOADS ARE AS FOLLOWS:
WIND LOADS - BASIC WIND SPEED.....................90 mph
EXPOSURE..........................................................B
SEISMIC DESIGN CATEGORY...............................:'A"
2. INTERNATIONAL BUILDING CODE, 2009 EDITION, LIFE SAFETY CODE, OSHA, AND OTHER CURRENT
CODES AND REGULATIONS AS APPLICABLE.
SEAL
Ex
T. BLAKE WILSON
................................
67581
05is�,8
TEXAS FIRM REG. NO. F-3843
BLAKE WILSON
ENGINEERING, PLLC
637 W. HURST BLVD.
HURST, TX 76053
PH.: (817) 268-2345
CAST -IN-PLACE CONCRETE
1. CONCRETE MATERIALS
a. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE HAVING SAND AND GRAVEL OR CRUSHED
STONE AGGREGATES, MIXED WITH ASTM -C150, TYPE I OR TYPE III PORTLAND CEMENT
TO MEET THE FOLLOWING COMPRESSIVE STRENGTHS:
FOOTINGS 3000 psi AT 28 DAYS
GROUTED CELLS 2500 psi AT 28 DAYS
b. USE NO ADMIXTURES EXCEPT AS NOTED HEREWITH OR AS APPROVED.
t. WATER USED FOR CONCRETE SHALL BE CLEAN WATER AND FREE FROM INJURIOUS
AMOUNTS OF OILS, ACIDS, ALKALIES, ORGANIC OR OTHER DELETERIOUS SUBSTANCES.
d. ALL CONCRETE PERMANENTLY EXPOSED TO THE WEATHER SHALL CONTAIN AIR -
ENTRANCING ADMIXTURE RESULTING IN 3-6% ENTRAINED AIR OR AS RECOMMENDED
BY THE MANUFACTURER.
2. CONCRETE WORKMANSHIP
a. FRESH -POURED CONCRETE SHALL BE TAMPED INTO PLACE BY STEEL RAMMER, SLICING
TOOLS OR MECHANICAL VIBRATOR, UNTIL CONCRETE IS THOROUGHLY COMPACT AND
WITHOUT VOID.
b. CONCRETE SLABS SHALL BE FINISHED TO A HARD, STEEL TROWEL FINISH.
t. MAKE EXCAVATIONS FOR FOOTINGS TO UNDISTRUBED SOIL OR TO THE DEPTH NOTED
ON THE DRAWINGS. LEAVE THE BOTTOM BEARING SURFACE CLEAN AND SMOOTH IF THE
FOOTING EXCAVATIONS AS MADE DEEPER THAN INTENDED, ONLY CONCRETE SHALL BE USED
FOR FILL. REMOVE ALL LOOSE MATERIAL FROM EXCAVATIONS PRIOR TO CONCRETE POUR.
REINFORCEMENTS
1. REINFORCING MATERIALS:
a. ALL REINFORCING STEEL SHALL BE DEFORMED TYPE BARS AND CONFORM TO ASTM -A 615,
GRADE 60, PLACED AS SHOWN ON DRAWINGS.
b. ALL TIES AND STIRRUPS SHALL CONFORM TO THE REQUIREMENTS OF AASTM-A 615, GRADE 40.
2. REINFORCING WORKMANSHIP:
a. REINFORCING BARS SHALL BE COLD -BENT ONLY. USE OF HEAT TO BEND REINFORCEMENT
STEEL SHALL BE CAUSE FOR REJECTION.
b. REINFORCEMENT STEEL BARS AND WIRE FABRIC SHALL BE THOROUGHLY CLEANED BEFORE
PLACING, SHALL BE ACCURATELY POSITIONED AND SECURED IN PLACE. NO BRICK OR POROUS
MATERIALS MAY BE USED TO SUPPORT THE STEEL OFF THE GROUND.
t. INSTALL ALL REINFORCEMENT WITH THE FOLLOWING CLEARANCES BETWEEN REINFORCING
STEEL AND FACE OF CONCRETE:
BEAM OR WALL BOTTOM 3"
FORMED -WALL OR BEAM SIDES, EXPOSED 1.5"
SLAB -ON -GRADE PLACE IN TOP 2" OF SLAB
d. SPLICES WITHIN CONTINUOUS UNSCHEDULED REINFORCING STEEL SHALL HAVE A MINIMUM
LAP OF 30 BAR DIAMETERS.
CONCRETE MASONRY UNITS
1. MASONRY UNITS SHALL BE B"x 8'x 16" HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS MEETING
ASTM C90 GRADE N. MORTAT SHALL BE TYPE M UNLESS OTHERWISE NOTED.
2. HORIZONTAL JOINT REINFORCEMENT SHALL BE'TRUSS TYPE" COLD DRAWN STEEL WIRE CONFORMING
TO ASTM A82, 9 GUAGE BY 9 GUAGE, SPACED 16" ON CENTER VERTICALLY. REINFORCEMENT SHALL
HAVE 2 HORIZONTAL WIRES FOR 8" UNITS. LAP HORIZONTAL WIRES AT LEAST 12" AT SPLICES.
3. VERTICAL CELL REINFORCEMENT SHALL BE DEFORMED TYPE BARS CONFORMING TO REINFORCING
MATERIALS ABOVE. LAP VERTICAL BARS AT LEAST 40 BAR DIAMETERS AT SPLICES. Approval jj
OF THE BARS ARE LAPPED IN ANY EIGHT FOOT LENGTH OF THE PIER. MR NppPOVGII
4. VERTICAL REINFORCING IN GROUTED CELLS AND PILASTERS SHALL BE HELD IN PLACE BY R
POSTIONERS SET IN THE MASONRY JOINTS.
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