1957 SEMINOLE RD - KITCHEN DRAWING EPDXYNOTES
GENERAL NOTES EP O �
1. CODES USED: 2014 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EDITION,ACI, NDS,APA AND ASCE7-10. EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EEPDXY in
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGIN ER. 04
2. THE ALTERATIONS FOUND WITHIN THESE PLANS ARE DESIGNATED LEVEL 2 ALTERATIONS IN °° u'
COMPLIANCE WITH SECTION 301.1.2 OF THE EXISTING BUILDING CODE. 2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED THE c
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARJ:
3. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE a
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. HILTI HY150, HILTI HSE2421,SIMPSON STRONG-TIE SET OR APPROVED EQUAL.
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4. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS E
COMMENCING CONSTRUCTION. AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INS IN z zz v
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
5. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR o a o
THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH O 8,000 N uj
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OTHERWISE ON THE PLANS. PSI AND TENSILE STRENGTH OF 2,300 PSI. o
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6. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE 4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THPN THE
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT
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DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO
ASSUMING 2000PSF SOIL CAPACITY.
INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIALS H AS
LAITANCE, DUST,DIRT,AND OIL. w o 0
7. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS,
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL,
6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR THE z
WATERPROOFING, MECHANICAL,PLUMBING OR ELECTRICAL WORK. MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THA FIVE
YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED I THIS Z c�
8. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING T THE
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY DO THE WORK.
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION
TDOCUMENTS AND/OR ACTUAL EMPORARY BRACING/SHORING, TEMP TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER LOAD TABLE COMPONENT AND CLADDING
IELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL
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E AND
MEASURES NECESSARY TOPROTECT
AND SAFETY OF ABOVEYITEMS AREETHE DURING
SOLE ROOF: DESIGN PRESSURES
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CONSTRUCTION. THE DESIGNEQ
RESPONSIBILITY OF THE CONTRACTOR. LIVE LOAD: 20.0 PSF CL
DEADLOAD: 7.0 PSF EFFECTIVE INTERIOR ZONES,
AREA,SF END ZONES, PSF PSF
CONCRETE NOTES CEILING: _:`__ --- = O
LIVE LOAD: 10.0 PSF �� _ -^ €
1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST 0-20 24.4 -32.0 24.4 26.6 C ` ' ch
EDITION, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",AND ACI 301, LATEST
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LIVE LOAD-STORAGE: 30.0 PSF r N
„ w DEAD LOAD: 5A PSF 20-50 22.9 -28.8 22.9 25.3 ! __�__. Z W O M
EDITION, SPECIFICATIONS FOR STRUCTURAL CONCRETE -- O
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2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL FLOOR: 50-100 21.6 -27.2 21.6 24.0 (2)1.75"X11.25"2.0E GP LAM LVL. FASTEN ?' A O
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CONFORM TO ASTM C150 TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 1x" INCHES FOR
LIVE LOAD: 40.0 PSF TO EXISTING(2)2X10 WITH(2)ROWS OF
" DEAD LOAD: 10.0 PSF 100-200 20.8 -24.4 20.8 22.9 THROUGH BOLTS AT 12"O.C.STAGGERED. = Z Q
FOUNDATIONS,AND/4 FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. DECK LIVE LOAD: 50.0 PSF LU
6X6 PT NO.2 SYP POST. = (,u W V
3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. WIND LOADS:
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WIND SPEED: 130 MPH ;- -------------- -1- HHUS5.50/10, 16d + � 1`
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EXPOSURE: C NAILS IN ALL HOLES. Z
4. 4" 3000PS1 CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL 1 B
VAPOR BARRIER AND TERMITE TREATED SOIL. IMPORTANCE: 1.0
BUILDING CATEGORY: II
5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL,
ENCLOSED BUILDING:
INTERIOR PRESSURE VERIFY ALL STUD GROUPS/COLUMNS is ' O
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% COEFFICIENT: 0.18
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE HAVE EXISTING PIERS OR INSTALL A i (�
FOOTING. ROOF PITCH: MATCH EXISTING PIER VIA DETAIL 1/S1.01. I� (3)1.75"X9.25"2.0E GP LAM LVL.FASTEN
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TO EXISTING(2)2X10 WITH(2)ROWS OF
, ? MAX FIVE COURSES TALL. O
6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM A615. ALL i THROUGH BOLTS AT 12"O.C.STAGGERED 4j M
CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF
8"X8"CMU PIER.FILL CELLS
CONCRETE REINFORCEMENT" ADD(1)1.75"X9.25"2.0E GP LAM LVL.FASTEN , -
WITH 3000 psi CONCRETE AND
TO EXISTING(2)2X10 WITH(2)ROWS OF
#5 VERTICAL BAR
7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC., THROUGH BOLTS AT 12"O.C.STAGGERED.
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
VERTICAL REINFORCEMENT TO
WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24" CUT BACK EXISTING BEAM AND -" -- --' - _-- HAVE 12"BEND AT BOTTOM AND
8. VERTICAL AND HORIZONTAL REINFORCEMENTj.. - "
WHICHEVER IS GREATER. FASTEN TO NEW LVL WITH HGUS210-3, u BE EMBEDDED 4 INTO TOP ,.
-� ---_.___ _ COURSE. B3 c9 c� c7 o
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" ALL HOLES FILLED WITH 10d NAILS. --- -- .-_- _ 5 f i �y Q U a Q
9. CORNER REINFORCEMENT SHALL BE LAPPED 25".
10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; 30"X30"X12"FOOTING WITH(3)
10.1. 3"FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH t __ _ - #5 BARS EACH WAY
10.2. 2"FOR CONCRETE EXPOSED TO EARTH AND WEATHER
10.3. 11/2*FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY `` ' ` A
�,� ,, -, FOOTING TO BEAR ON FIRM
REINFORCEMENT.
-> �� ��, UNDISTURBED SOIL.
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11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, IER FOOTING
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE ----- - - -- - -- -----T-----, r _______ ____� ''
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DETERMINED FROM FOUNDATION PLAN,CONTACT THE ENGINEER OF RECORD. _ -- 3in 11-0
12. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF
STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT.
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13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF W
STEMWALL MUST BE FILLED.
14.
FRAMING NOTES ------
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2014 FLORIDA BUILDING --� -
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD -------------- Q
CONSTRUCTION. ._`_____ LL
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE RAMING PLAN
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. 318H T-0"
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE °0`~
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TREATED.
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5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. a v
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED. p o 2
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7. DIMENSION LUMBER
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
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WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS. �» v m
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH U.
SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF C .
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND ..
LENGTH PER THE DETAILS.
Q 55 00
cD '2 = o
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8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED N N
BELOW: 2 -018
8d=0.131"x 2-1/2"
10d=0.148"x 3" %,ttttt�#�������
12d=0.148"x 3-1/4" ��� `l,w
16d=0.162"x 3-1/2" ,�� • i��I
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN �' •
AND/OR THE FOOTING DETAILS SHEET.
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10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
STA F
04W
Sheet No.
Rot"W"'ISION
slool
_U311
BPS
DA1`E
SIGNET?
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