HomeMy WebLinkAbout1998 10 12 Consent Item E
.COMMISSION AGENDA
ITEM E
Consent xx
Information
Public Hearin
Re ular
October 12, 1998
Meeting
MGR. \LW't\ /Dept. ~
'-
REQUEST: Community Development Department, Land Development Division, requests
Commission approval of the landscape and wall plan for Wicklow Estates,
PURPOSE: The purpose of this agenda item is for the City Commission to approve the
landscape and wall plan for Wicklow Estates. Wicklow Estates is located to the
north and east of Wood stream Subdivision and to the east of Howell Creek. The
property is zoned Planned Unit Development (PUD).
FINDINGS: 1. Final Engineering for Wicklow Estates received Commission approval on
May 11, 1998. At this meeting it was presented to the Commission that the
landscape and wall plan would be submitted under separate cover for approval.
2. The landscape and wall plan has been reviewed and no objections were noted.
RECOMMENDATION:
It is recommended that the Commission approve the landscape and wall plan for
Wicklow Estates.
ATTACHMENT:
September 11, 1998 - City Engineer Memo to Building Official
Landscape and wall plan
COMMISSION ACTION:
\
\
CITY OF WINTER SPRINGS, FLORIDA
1126 EAST STATE ROAD 434
WINTER SPRINGS, FLORIDA 32708-2799
Telephone (407) 327-1800
DATE:
September 11, 1998
TO:
Building Official,
Don Houck
FROM:
CityEnginee~, ~1L
Mark L. Jenkins, P.E. ~
SUB.JECT:
Wicklow Estates - Entrance Wall
By Architect Steven Parker, Seal Date July 10, 1998.
The subject wall design plans were received on July 20, 1998. There were no
calculations submitted, sealed by a Professional Engineer, for the wind load and soil
pressures. Therefore, I could not approve the design. I wrote a letter to the engineer,
Walter Miller, and he forwarded appropriate calculations to me on August 21, 1998.
The subject design plans meet the wind load requirements of ASCE 7-95, for free-
standing non-load-bearing walls.
If you have any questions, please let me know.
Attachment: Approved Wall design plans scaled July 10, 1998.
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Project No. 9732
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Scale 1: 20
I 51ctN PANeL. oe1"AlL-
'NP I NOr 'f0 5C~e
Date: June 25, 1998
Revised: September 3, 199E
WPI
Sheet No. Wall Layout Plar
GENERAL NOTES:
.
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lYPICAL BOND BEAM
8" X 8"
REINF w/1-'5
. - . ~ -~~fO~'~ND-8EAM-------
lYPICAL BOND BEAM
8" X 8"
REINF W/1-'5
,'-' '-'j
-----------------------------
2. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT
THE FINISHED STRUCTURE, AND EXCEPT WHERE SPECIFICALLY SHOWN,
DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE
CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE
SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
PROCEDURES, TECHNIQUES, AND SEQUENCE.
3. THE ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL
NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES, OR PROCEDURES. FOR SAFETY PRECAUTIONS
AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR
OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER
PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY
OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS.
3. MASONRY UNITS SHALL CONFORM TO ASTM C90-90 NORMAL WEIGHT,
COMPRESSIVE STRENGTH OF 1900 PSI ON NET SECTION, TO PROVIDE
NET AREA COMPRESSIVE STRENGTH OF MASONRY (F'm) OF 1500 PSI.
BASED ON THE UNIT STRENGTH METHOD.
4. MORTAR SHALL CONFORM TO ASTM C270, lYPE .S" WITH A MINIMUM
COMPRESSIVE STRENGTH OF 1800 PSI BASED ON THE PROPORTION
SPECIFICATION, EVALUATE IN ACCORDANCE WITH ASTM C-780.
5. GROUT SHALL CONFORM TO ASTM C476, MIN. f'c = 2500 psi
8-11" SLUMP, TESTED PER ASTM C-l019 EACH 5000 sf.
6. PROVIDE CLEANOUTS FOR EACH GROUT POUR EXCEEDING 5ft.
WHERE BLOCK WALLS WILL BE FINISH SURFACE, LIMIT GROUT POURS
TO 5ft. THEREFORE NO CLEAN-OUT HOLES WILL BE REQUIRED.
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MASONRY VERTICAL I
CONTROL JOINT (VCJ)
SEE PLAN FOR LOCATIONS I
DISCONTINUE HORIZONTAL
JOINT REINF. 0 VCJ I
CONTINUE '5 BOND I
BEAM REINF 0 VCJ
I
'5 0 48" O/C
'5 0 EACH CORNEER
4- TOTAL
URBAN DESIGN &
LANDSCAPE ARCHITECTURE
2. DESIGN WIND SPEED - 100 MPH
USE FACTOR = 1.0
MASONRY
1. MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-92/ASCE 5)
AND "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1-92/
ASCE 6-92/TMS 602).
2. THE GENERAL CONTRACTOR SHALL HAVE A COPY OF THE (ACI 530
"SPECIFICATION FOR MASONRY STRUCTURES") AS A JOB SITE
REFERENCE.
10, PROVIDE REINF. CELLS AS SPECIFIED ON PLANS. IN ADDITION, PROVIDE
REINF. CELLS ADJACENT TO ALL OPENINGS, CORNERS, ENDS OF WALLS,
EACH SIDE OF VCJ, AND AT ALL ANCHORAGE CONNECTIONS.
PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH
VERTICAL REINFORCING.
11. MASONRY REINFORCMENT SPLICES SHALL BE LAPPED 48 X BAR DIA.
15 BARS 30" 48 X BAR DIA.
16 BARS 36" 48 X BAR DIA.
12. REINFORCE WALL WITH GAlV. LADDER lYPE REINFORCEMENT ("DUR-O-WALL"
OR EQUAl) IN BED JOINTS AT 16" O.C. MEASURED VERTICALLY, LAP
SPLICE AlL HORIZONTAL WALL REINFORCING 6". PROVIDE
PREFABRICATED iEE" OR CORNER SECTIONS AT ALL INTERSECTING
WALLS. USE 18 GA. WIRE . GALVANIZE ASTM A 153 (1.5 oz/ft2)
SEE SPECIFICATIONS FOR MULlY-WYfHE WALL REINFORCEMENT
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TOP OF FOOTING
8" BELOW FINAl
GRADE MINIMUM
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DESIGN CRITERIA
1. CODES: - STANDARD BUILDING CODE 1997 EDITION
8. GROUT STOPS ARE TO BE MESH OR SCREEN TYPE, FELT PAPER
IS NOT ALLOWED.
. .
~ EL = (-) 8"
TOP OF FOOTING
8" BELOW FINAL
GRADE MINIMUM
DOWELS TO MATCH
VERTICAL REINF.
LAP 30" lYPICAL
DOWELS TO MATCH
VERTICAL REINF.
LAP 30" lYPICAL
DESIGN GROUP
3. MAXIMUM ALLOWABLE SOIL BEARING PRESSURE - 2000 PSF.
MISCELLANEOUS NOTES
1. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS.
REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
WHERE THERE IS A DISCREPANCY BETWEEN THE GENERAL NOTES AND
THE SPECIFICATIONS, THE MORE STRINGENT CRITERIA SHALL GOVERN.
.
. .
EL = 0'-0" REF
EXISTING GRADE
HORIZONTAl JOINT ~
REINF AT 16" olC lYP
PRE-FARICATED CORNERS
EL = 0'-0" REF
EXISTING GRADE
1517 EAST SEVENTH AVENUE
TAMP A, FLORIDA 33605
LA 0001157
813-241-9193
7. GROUTING SHALL BE STOPPED 1 1 /2" BELOW TOP OF COURSE SO
AS TO FORM A KEY-WAY AT THE POUR JOINT.
ALL FILLED CELLS ARE TO BE CONSOLIDATED AND RECONSOLIDATED
WITH A 3/4" DIAMETER LOW VELOCITY VIBRATOR.
. .
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3' -4"
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4. THE GENERAL CONTRACTOR SHALL REVIEW ALL DOCUMENTS AND EXISTING
FIELD CONDITIONS PRIOR TO THE START OF CONSTRUCTION AND TO REPORT
ANY DISCREPANCIES TO THE ARCHITECT/ENGINEER.
5. THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE, UTILITIES AND WORKERS DURING CONSTRUCTION,
INCLUDING ADEQUATE SHORING AND BRACING OF STRUCTURAL MEMBERS
FOR CONSTRUCTION LOADS INCLUDING WIND.
6. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION,
DEPENDENT ON MASONRY SHEAR WALLS
FOR STAB I LIlY. THE CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY
SUPPORTS AND BRACING TO HANDLE ALL CONSTRUCTION AND WIND LOADING.
7. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS FOR
COMPLETENESS AND CONFORMANCE WITH THE CONTRACT DOCUMENTS. THE
GENERAL CONTRACTOR SHALL STAMP AND INITIAL ALL SHEETS PRIOR
TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT IENGINEER.
REPRODUCTION OF THE CONTRACT DRAWINGS AS SHOP DRAWINGS
IS NOT PERMITTED.
8. THE GENERAL CONTRACTOR SHALL SUBMIT THE FOLLOWING SHOP DRAWING
FOR REVIEW:
A. REINFORCING STEEL
B. CONCRETE MIX DESIGNS
L....,
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ALTERNATE PILASTER
COURSING
#4 C 24" Ole
4-#5
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24" X 2411 PILASTER
'5 VERTICAL REINF.
\N FILLED CELLS
3 PARTIAL PLAN
S I ~e: '!J/411 _I'''()"
4. lAP CONTINUOUS REINFORCEMENT 48 BAR DIAMETERS OR AS
NOTED OTHERWISE. LAP CONT. BOTTOM STEEL OVER SUPPORT AND
CONT. TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED.
El = 0'-0" REF
EXISTING GRADE
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FGUNDATIONS
1. THE SITE SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH
THE RECOMMENDATIONS OF THE OWNERS GEOTECHNICAL ENGINEER.
IS 0 48" OIC
. -' ~-~~~p=O~~%~D-8EAM-------
lYPICAL BOND BEAM
8" X 8"
REINF w/1-15
,'-'
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2. HORIZONTAL CONSTRUCTION JOINTS IN FOOTINGS WILL NOT BE PERMITTED.
WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS
FOOTINGS, PROVIDE A CONTINUOUS 2" X 4" KEYWAY.
3. CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS
ARE UNCOVERED THAT PREVENT THE REQUIRED SOIL BEARING PRESSURE
FROM BEING OBTAINED.
4. COORDINATE UTILITIES (PLUMBING LINES etc.) WITH FOOTING LOCATIONS.
SEE DETAILS FOR STEPPED FOOTINGS WHERE REQUIRED.
-------~-------------~-------
lYPICAL BOND BEAM
8" X 8"
REINF W/1-f5
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---
1-- .-
CMU FILLED CELLS 2500
8~ 11 "
DOWELS TO MATCH
VERTICAL REINF.
LAP 30" TYPICAL
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4- TOTAL
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REINFORCED CONCRETE
1. CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT
ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE", ACI 318-89 (REV-92) AND "SPECIFICATIONS
FOR STRUCTURAL CONCRETE FOR BUILDINGS" ACI 301-89 (REV-92).
2. CONCRETE SHALL BE AS FOLLOWS:
UNIT WEIGHT = MINIMUM 140 pcf (NORMAL WEIGHT)
LOCATION f' c STRENGTH AGG SIZE SLUMP
5. MINIMUM REINFORCEMENT CONCRTETE COVER, UNLESS NOTED OTHERWISE:
UNFORMED SURFACES IN CONTACT WITH GROUND 3" CLR
~ EL = ( -) 8"
TOP OF FOOTING
8" BELOW FINAL
GRADE MINIMUM
DOWELS TO MATCH _~I
VERTICAL REINF. .
LAP 30" TYPICAL
~r'-
HORIZONTAL JOINT ~~-=
REINF AT 16" O/C lYP .
PRE-FARICATED CORNERS
FOOTINGS
JOOO psi
*57
189
J-5"
3. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60
WITH A MINIMUM YIELD STRENGTH = 60,000 PSI.
Project No. 9732
.
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~ TOP OF FOOTING
8" BELOW FiNAl
GRADE MINIMUM
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6. COORDINATE ALL PENETRATIONS THRU BEAMS AND SLABS.
SUBMITT SLEEVE OR BLOCK-OUT LOCATIONS TO ENGINEER FOR REVIEW.
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3-#5 T&8
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2' -6.
J'-4"
TESTING
#4 0 12" Ole T&8
L 4-#5
108 I'IIt 0. !Mil Btnet. · 'am,., ftorWa a380l
Ita-208-8111 · 11a-20t-6M2 Po
THE OWNER SHALL RETAIN THE SERVICES OF A TESTING LABORATORY TO
PERFORM THE FOLLOWING TEST UNLESS OTHERWISE NOTED IN THE SPECIFICATIONS.
1. FOUNDATIONS: -1 DENSllY TEST PER EACH 1500SF OF COMPACTED SUBGRADE
· OR STRUCTURAL FILL
-1 DENSllY TEST FOR EACH COLUMN FOOTING
-1 DENSIlY TEST FOR EACH 25ft OF WALL FOOTING
2. CONCRETE: COMPRISIVE STRENGTH TEST, 1-SET OF CYLINDERS AND SLUMP
TEST PER 50 CY OF CONCRETE.
3. MASONRY: REFERENCE ACI 530
GROUT STRENGTH TEST PER ASTM C-1019
MORTAR TEST PER ASTM C-780
BLOCK STRENGTH PER UNIT STRENGTH METHOD
24" X 24" PILASTER
Date: June 25, 1998
Revised: September 3, 1991
I
SI
6FT HIGH WALL SECTIO)N
?C)J.,f: ~ / 4" __/I..o1I
2
SI
61-4" PILASTER SECTION
~e: "!J/4" -11"0"
51
Sheet No. Details