390 10th St 2014 foundation glassroom I ; I I i I
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I I GENERAL NOTES EPDXY NOTES Q y
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I II i I� 1 III' f , 1. CODES USED: 2010 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ANCHOR BOLTS, REIEiFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER >_
41; I; I I• ?"I, . Ip ' , 11 ; 1; EDITION,ACL NDS,APA AND ASCE7-10. EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY m �
�' 1 ( If: I is I I I it , C GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY"THE ENGINEER. w
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'I' '" Ir' ' ;:', 1' II I 2X8 PT N0.2 SYP DECK LEDGER M
I-. , , ' '1C ' 1 "I` ! 1 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE o
I 11 jl� I' `11 CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. 2. MANUFACTURERS DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE FASTEN TO EXISTING BAND BOARD O
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II ' , I ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARE: WITH (2) ROWS OF 1/4"x4"WOOD o '
2X8 PT NO.2 SYP DECK LEDGER.i
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,:, ,' ;�; " !� ' I 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO FA TENT TEM W LL SCREWS AT 12"O.C. STAGGERED. q
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1 I� �- ; II ' � 1 IIII COMMENCING CONSTRUCTION. HILTI HY150, HILTI HSE2421, SIMPSON STRONG-TIE SET OR APPROVED EQUAL. ROWS OF 1/2" BOLTS EMBEDDED 5 z
11; '� i !°� i ,1: a i III ! .� i I' i� ° f' - W
1, I INTO STEM WALL AT 12"O.C. 5/4" PT DECKING FASTENED TO I
,11,T1 i' i , , < : II I .: '.�� r�f j j 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURERIS SPECIFICATIONS E I I.
I '. I, I I ; i, STAGGERED. JOISTS WITH (2)3/16 GALV DECK � z o �+
I: 11 THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN z o C)
II I SCREWS AT EACH INTERSECTION.
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j OTHERWISE ON THE PLANS. ACCORDANCE WITH APPLICABLE SAFETY LAWS.
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I 1 , I 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN• THE 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000
PSI AND TENSILE STRENGTH L
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I I ' OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. GTH OF 2,300 PS
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L I TI S N ED NSAID EPO T HALL BE F LOW UNLE M RES R N E � -
1 I. 1 I I I SOIL PREPARA ON OT i R R S O L ED SS O T I G NT
4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
, E T THE T 12"CMU FOUNDATION WALL. FILL
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I I , ,i ! DESIGN IS SPECIFI D WI HIN SE PLANS. DESIGN OF HIS STRUCTURE WAS PERFORMED p
I I ;1 l ASSUMING 2000PSF SOIL CAPACITY. DIAMETER OF THE STEEL MEMBER BEING INSTALLED. CELLS WITH 3000 psi CONCRETE 2X8 DECK JOISTS AT 16"O.C. l
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I FASTEN EACH END WITH LUS28 ALL v
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AND#5 VERTICAL BAR AT 48 O.C.
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LES FI LED WITH 10d NAILS.
� i ; ;I ! 6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO VERTICAL REINFORCEMENT TO HO L - I
i j THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS HAVE 12" BEND AT BOTTOM AND BE iI I
N LAITANCE DUST DIRT AND OIL. EMBEDDED 4"INTO TOP COURSE, w I
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WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK.
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I. I _ ;I 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE EXISTING 3"SLAB TO BE CUT z
RUCTUR S ARE SHOWN ON DRAWINGS FOR C RITY ONLY. VERIFY A L
i, I 1 1 7. EXISTING ST E LA L ° o E
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I MANUFACTURER FURNISHING THE EPDXY MATERIALS AND SHALL HAVE NO LESS THAN FIVE - o::
i EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND _ - •. , : . #
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- - - - - - - - - _ .. - - - - - - - - r- - _ - > o r
I r 1 NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS - _ _ - - - - - - - - - - - - - - - - - ___- _ _ _ w z
I II - - a - - - - - - - - - - - - - - - - - - I-III- IY ,
III PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE - - - - - - - - - - - - : - - - - - - - -
I 11 II INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION - - q .° a - - - - - - - - - - - - - - - -
11: , I . . a III-I I -III-III- I-III-Itl II I I I I-I I I-
-III-I II-III-III-III-III-III-III-III-III-III-III-III-III-III I _ II I _ _
[` 1 i I 1 DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO - - - - - - - - - - - - - - - - = - - -
{ - -_- - - - - -_-_- - I - -_- -_- =1 I -IIII I - - I I I �I I II I-III-I I I .
I TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER DO THE WORK. -III-III- .; a i I 1 I-I I (-III-IIIIII-I i I-I I i-I I-I € I-I I-III-I I-III-III I - I III I I _ - - _
1= = a _ '_" 24"x12" FOOTING WITH _ __- {{ - -_- -_- = I =1 1=III=_= I 1=III-I=I I=III- I i I=III=
! . ` I I MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING _ III-) - ( �) I ( i I I-I I (-I I-III-I (-III-III I I - i I I f - _ - -
I , CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE I =I I - _ - - - #5 BARS CONTINUOUS = I I = I= - - - = I I=III=III-i I (-III-III-I I ISI I I-I - - I=1 I (=i
I MASONRY NOTES I i I _ _ I i I -111 -111-, I I I I I I III III-III-III-III I - -_ - _ ___ -
I i , ! I i''1 RESPONSIBILITY OF THE CONTRACTOR. ( I I= I i -lll -I 1 I I FOOTING TO BEAR ON =III=III=III=I I= ( = I=I = = I I=I I EXISTING FOUNDATION-�-III-I I (=I I i=I I (=III=1 I I=1 1 ' I'
I, 1. ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDING I III I I___ - I = _ = I I I I I I I I f 1- _ _ _ _ _ =I ,
I N le I _ - I -III-_ -_- I-III-III-III-I - I-I - -i I-III=iii-i I I I-I f i1 I I-�I I I-I I-III-IIIIII-I I I-
. I 1 , ji, I I III - III=FARM U�DISTURB�Q 5014 - I I I I I I III I -_ - - - I - - - -
CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530)AND THE SPECIFICATIONS FOR I I - - - - - -
I CONCRETE NOTES -► I I-III-II I-III-I 11-III-1 I I-III-III-III-III-III-III-III-III-III-I i 11 I i-III-III-III-! 11=1 11=1 11=1 11=1 I I-► I I
I €. ' ! I i'I Iii MASONRY STRUCTURES" (ACI 530.1)OF THE AMERICAN CONCRETE INSTITUTE. - - - -� ' '-, , ,-,_,-, , , , ,-, , , ,_,-, , , ,-, , ,-, ,-, ,-1 1,-, _ , , ,-, ' ,
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I II I'T ' '1 !! I 1. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. W I
I ,I ! ^ ` I'� ; 1 I I 2° CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVE �/ �,( Q - �'� I 11
I ; 1, "I1 I L, STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90, TYPE N-II &�3/ ��������1 i V UI ' Ii
II D F WM ALL BE LAPPED " �2. 6X6 W1.4 X W1.4 WWM TO BE PLACE IN THE CENTER O THE SLAB. W SH 8 .THE USE OF FIBERMESH SHALL BE ALLOWED IN LIEU OF WWM. MINIMUM FIBER LENGTH= 1/2". "= 1'-0" z
t1 ' I 1 3. MORTAR SHALL CONFORM TO ASTM C270 TYPE M OR S. ALL PORTLAND CEMENT SHALL
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CONFORM TO ASTM C150 TYPE I. LIME SHALL CONFORM TO ASTM C207.ALL MASONRY CEMENT (�
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I 1 I " 3. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED SHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED %". FULL BEAD W =
' OVER A 6 MIL. VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON
(' I I AND HEAD JOINTS SHALL BE USED. W UQ
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PRIOR TO POURING.
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I I 1 I ii i 1 1 I I 4. MASONRY GROUT SHALL CONFORM TO ASTM C476. fc OF GROUT SHALL BE 3000 PSI MIN. THE � I 1Wp
1 . ! 4. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIA, MAXIMUM AGGREGATE SIZE SHALL BE%$" GRADED TO PRODUCE FINE GROUT IN CONFORMANCE H W
,I iI , ! COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95/o WITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.
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I i" ' I II I " I MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE �i r- J
I 'I I 1 I FOOTING. 5. MASONRY WALL REINFORCING SHALL CONFORM TO ASTM All GRADE 60. PROVIDE 48 BAR DIA Q M z
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1 LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE
I ( 1 i i I I' j I I 5. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. Q U) 1
REINFORCING IN CELLS.
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P BAR DI METER R 24
1. !!I 6. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LA PED FOR 36 A S O 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY 0 �( I
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! i I If 1' WHICHEVER IS GREATER. CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL AND
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, I i CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN IN II
( 7. CORNER REINFORCEMENT SHALL BE LAPPED 25"• PLACE UNTIL THE STRUCTURE IS COMPLETE.
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I II i ` 1 I i I: I I l� 8. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; 7. HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION. AND
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�' i l I I 8.1. 3' FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH11 I
II I ; SHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTMIt I
i 8.2. 2"FOR CONCRETE EXPOSED TO EARTH AND WEATHER
I 1 �I l I A82, SPACED AT 16"O.C.VERTICAL MAX. 12-0
{ ! 11 ir, I' 8.3. 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
j 1 , ? , II I!iLII I REINFORCEMENT. 8. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT, PROVIDE ACLEAN-OUT HOLE AT THE BOTTOM �_ rr
,x;1.1• '' I I I 1 CELL. CLEAN THE CELL BY REMOVING ALL MORTAR, DEBRIS, LOOSE AGGREGATES AND ANY ' > 11w
" I. l I L 1 1 I I,' I 9. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, MATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICAL l I
1 I I ITTf'i11J;i ! 1 11i � INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION. - - -
1 I �, 1i:i. I1 I ' I 11 I II I ( DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD. - i I
I �'1i 1'. , + 9. ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN �I11
I 10. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF g TABILIZING THE WALLS REINF RCED MASONRY I I 3 o m
1 INSTALLED AND HAS BECOME CAPA LE OF S O c9 c9 Q 3: 0
I I I STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT. `�
+" I I; 1 UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS. I o v ¢ p
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,. TOP TWO COURSES OF I
,,,,I ; I • , , I ,". , 1. 11. WHERE THREADED RODS ARE EMBEDDED 12 INTO STEMWALLS, THE , ,. - .- - - - - - - -
' ' 1 t 1 9 1 10. CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS, LINO. SEE f LAN FOR SIZE AND - - - - - - - F"I
1 i I f1 I I _I " STEMWALL MUST BE FILLED. REINFORCEMENT. I i f
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1 �, 1 �77I 1. Ir �i FRAMING NOTES
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1k1. i III 1 T' ;i !1 I 1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2010 FLORIDA BUILDING
q, 1 I 1111` I ISI I� I I. CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD
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1 I i. II" , I I 1III 1 2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
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' G ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE
3. ALL FRAMING I
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k ul1 I 1: " I :I ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER _ �
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11 OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. I I I O
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"r" 1 I 1 4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE
ii I 1 'LlI TREATED. :1 - - LUS28-2
8" G 8' RG �:
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1 5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED° - - CASTCRETE LINTEL 12F8-1 B . / 0 0
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T E HALL BE GALVANIZED.
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P SED O WEA H R S
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1 7. DIMENSION LUMBER ,
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7.1. ALL MEMBER SIZES GIVEN
IN THE DRAWINGS ARE NOMINAL DIMENSIONS V°
! 1 i PLACE#5 BAR A EACH SIDE _ I O' 1 I
E 7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS. - ol,
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITHL - OF OPENING. BASE THE 48" �' I I ��
it SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF - O.C. SPACING FROM THESE °r° Q11 I
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I I � RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND 01 30 RODS AND THE CORNERS. I I
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LENGTH PER THE DETAILS. _ CHIMNEY
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CASTCRETE 12F8-1B LINTEL I I I I
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I 8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED
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BELOW: -- I 2 2x8 HEADER i
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° tl a OPENING LOCATIONS
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1 I' � ° I 1 i 1 II r 10d=0.148"x 3" a q °Q ° c - -
I;I `�,� , , I! 12d=0.148"x 3-1/4" ° I I
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II" l 1 II € 16d=0.162"x 3-1/2" ° °
LUS28-2 0 _o`o
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1 WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN - - - - - - - - - - -
9. - - - - - - - - - - - - - SEE SECTION 1/S2 FOR S1 ;^ i' " U o N
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ETAILS SHEET. - - - - - -
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FOO 1 D STEM WALL ETA LS
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T NAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
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DEAD LOAD: r ,.,
'1 I I DECK LIVE LOAD: 50.0 PSF .) IS a � � ••'
I #5 REINFORCEMENT, DRILLED AND EPDXIED r 1 \
S1 USING SIMPSON SET ADHESIVE. MINIMUM f O r' "'� ��'SS•//''/��pp'�� �aq`'�'
I ., , FFR�{UW.� ER X328
EFFECTIVE INTERIOR ZONES, EMBEDMENT INTO EXI
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END ZONES, PSF ,.
1 WIND LOADS: AREA, SF PSF 30"WIDE ACCESS TO FOOTINGS IS 6". MINIMUM EDGE DI TAS E �d�oli9 ��
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I WIND SPEED: 130 MPH 1
ACCESS CRAWL SPACE. REINFORCEMENT IS 3". MAXIMUM HORIZONT 1
I EXPOSURE: C 0-20 25 -32 25 -27
FIELD LOCATE. SEPARATION OF BARS IS 48". � "' Sheet o. 1
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I ,� !1 1 1 IMPORTANCE: 1.0
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I 1 I I BUILDING CATEGORY: II 20-50 23 -29 23 -26 N DAT I O N PLAN, R 3 �
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ENCLOSED BUILDING:
j1 INTERIOR PRESSURE 50-100 22 -28 22 -24 I
€, COEFFICIENT:
0.18 S1
I MATCH EXISTING •
ROOF PITCH: 100-200 21 -25 21 -23
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authonza Consulting,Inc.,nhall without liability to
I 1 111 f This document,together with the concepts and designs presented herein is intended only for the specific purpose and client for which rt was prepared. Reuse of and improper reliance on this document without writtenn r;y Alexander Grace Cons IG g,I c., be I ty I a g,
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