00-1354-006 STRUCTURAL NOTES
2 2 X 6 OUTLOOKERS g 24' 1, FOUNDATION SYSTEM CONSISTS OF SPREAD FOOTINGS DESIGNED FOR AN REVISIONS:
---q STD.N0. S LADDER-TYPE ALLOWABLE 501E BEARING PRESSURE OF 2004 PSF,FOOTINGS SHALL BEAR
S-1
NOTES: GALY.STEEL JOINT REINF. • ON UNDI5TUR5ED LIMEROCK, SEE 501L STATEMENT IN 5-1
S' 1'•10' 1'-10' 8' EVERY COURSE BELOW GRADE 2. CONCRETE:
I. DIMENSIONS S�IOILt1 SHALL BE FIELD-VERIFIED. ANY D15CREPANCIES RaICI= CAP D AP AND • EVERY OTHER COURSE
wF-16 SHALL BE NOTED AND THE ENGINEER OF RECORD NOTIFIED BEFORE ABOVE GRADE. EXTEND REINF. A. ALL CONCRETE WORK SHALL CONFOi2h1 TO ALL REQUIREMI=N7S OF ACI 301 96
-,---•-- -- 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
-�a------- ---- � AMIN.OF 4' INTO TIE
CONTINUING WITH THE WORK
I ■ ■ ■ ■ ■ ■ co x COLUMNS B• CONCRETE COMPRE56S YE STRENGTH AT 25 DAYS SHALL BE 3000
----------•------- -� w G. FORMWORK SHALL COMPLY WiTH ACI 341-56 ' RECOMMENDED
r- I _ - 8' LOAD-BEARING CMU WALL,
►- `!o 3 SEE PLAN 4 COL, SCHEDULE PRACTICE FOR CONCRETE WORK'
FC 1 D. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO
FOR REINF. COMMENCEMENT OF ANY CONCRETE WOW-
E., TYP.
■ I 4' CONC.SLAB OVER 6 MIL.vIS6ZIJEEN I a (TYP.) NOTE No 2 NO WATER SHALL BE ADDED t0 THE CONCRETE AT THE JOB SITE.
' GLEAN FINE= SAND SUPERVISED s( ■ Q DOUBLE wWF. F. THE OtiNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER-
T I FILL LEAN FINE
TED IN 12' LAYERS TO 95q. i I WELDED WIRE FABRIC CONCRETE CYLINDER TESTS AS FOLLOWS: FOUR CYLINDER TESTS FOR ANY
I OF THE STANDARD PROC7OR DENSITY "�I I `7 W I L. STATEMENT O 50 CUBIC YAMS OF CONCRETE POURED, Y THREE CYLINDER TESTS PER ANY DAY'S
I TEST REINFORCE W/ 6 X 6 -Wi.4 X w1.4 WELDED I s 0 PO.lR LESS THAT 50 CUBIC YARDS. ONE CYLINDER SHALL BE TESTED AT 1 DAYS AND
I m I TWO AT 28 DAYS,
WIRE FABRIC PLACED 11/2'FROM TOP I FOUNDATION SYSTEM CONSISTS OF SPREAD - TRANSPORTING,PLACING,CURINCs AND DF-PO61TNG OF CONCRETE SHALL COMPLY
■ I I A WiTH ACI 301-96.
_ I- OF SLAB.SOIL COMPACTION 514ALL BE I FOOTINGS BEARING ON UNDISTURBED LfMEROGK I I I I \ � PROVIDE CLEANOUT - EL. SEE PLAN'
------ ---- E i5T. SUPERVISED BY GEOTECHNICAL ENGINEER I I NO E No I FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE -lJ PREFAB. D TRU5�E5 g 24' OPENING r0 INSPECT -x-x-x x x-x- x-x-x-x- H. CONCRETE USED IN BALCONIES AND T>=BRACES SHALL HAVE A WATER/CEMEN7 10-14-00
TYP.GROUND FLOOR SLAE3,TYP. I SOIL BEARING PRESSURE I G 240F R A REINE 4 GROUT FILL, - x-x-x=x x-x=x-x-x xx-x-x-x-x DATE:
�> ■ I I A5 THE ENGINEER OF RECORD m n% TYP. AT FIRST COURSE x - RATIO OF 0.40.
'14 1 18' I DEL. +4'-0' < I WILL SUBMIT A SEALED LETTER ATTESTING THAT THE 517E AT EVERY LEVEL I=III =III== I=III=l I I=III= 3. RE1��FORCtNG STEEL: DRAWN BY: `/5
i
(REF.ELEv.) �F TTCC ( HAS BEEN oB5ERVED AND THE FOUNDATION CONDITIONS = 1=1 I I I III III-I 1=1 I I-I I
■ I r---E--- Inc
ARE SIMILAR r0 THOSE UPON WHICH THE DESIGN 15 BASED. I I I I I EXIST. TB V15QlJEEN (SEE PLAN) 4, REINFORCING STEEL SHALL BE DETAILED AND PLACED iN ACCORDANCE WITH
I EL, TI MATCH
LA I - I _ B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615, CHECKED BY: i4DLR
EXISTING SLAB I ------, I `� _X EL.TO MATCH
COMPACTED FILL GRADE 60,
I I ROOD GIRDER TRUSS REACTION NOT No 2 x ---- EXIST. iS CONT. G. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
w( I I I DRILL 6' INTO EXIST. B TOP ND BO OM r_--- 3' CLR I STD NOOK D. REINFORCING SHALL BE HELD SECURELY IN PLACE WITH STANDARD ACCE5- JOB NO.: 102-00
AND SET 1 "1 4'-0' OF AN BOTTO DO s 4 50RIE5 DURING POURING OF CONCRETE.
i ■ I I I w 1 I OF TB IN EP Y GR 7
NO No 1 I Rp.� :DENOTES DEAD LOAD PLUS LIVE -��` ( I 5_i ( - - WALL FTC, SEE SCHEDULE E. ALL TOP REINFORCING SHALL TEWINATE WITH STANDARD HOOKS AT D15C -
DRILL 3/4' X 6' I1 I I ( LOAD GiRDER TRUSS REACTION 7fNU0U5 EDGES OR ENDS.
EXISTING FTC.AND 1' A YE I I I F. ALL BOTTOM REINFORCING BARS SHALL BEAR A MINIMUM OF 6' OVER SUPPORTS,
N.UJ.U. : DENOTES NET UJIND UPLIFT u I I-III UNLESS OTHERWISE NOTED IN PLAN OR BEAM SCHEDULE.
TZ AND SET 2 r1 X 3-6r L5 I I EXIST. TB x _ _ =III=1 I 77 I 2 • COL. t IN EPDXY) R T I ( GIRDER TRUSS REACTION. �, LIU MIRRK 4. MINIMUM CONCRETE COVER OVER REINFORCING:
----------1 ---- c1YP.) ----� I I I ------- ---- - -- - - - t p
I I a I �I- (CAL CMU WALL
MINIMUM GOYER, IN. 0
' I - - = PIGGYBACK TRUSSES TO BE A. CONCRETE AGAINST AND PERMANENTLY
--- _-----4 X VERTICAL X BRACING COMPOSED OF C t---EWF-----�---- I ( 2X4 5 NAILED TO TRUSSES W/ 2-16d x �14�GA ECsAL EACH
TEEL TRUSS r�� l INCx TAIL EXPOSED 70 EARTH (UNFORMED FACES) 3
NAILS e EACH POINT OF CONTACT, AS B. CONCRETE EXP05Eq TO EARTH AND
STRAP w/ 4- 16d NAILS INTO
PER TPI HIB 91, PAGE 4. -� "- TRUSS AND INTO 'PIGGYBACK', 3/4' = 1'-m° WEATHER(FORMED FACES): 7
2 X 4 BLO(KING TYP. a. % BARS AND LARGER
'BR': CONT. 2X4 WOOD BRACING NAILED TO • 24' W/ 'HUGHES' b «5 BARS AND SMALLER_ I I/2 O
TOP OF EACH TRUSS BOTTOM CHORD HALER U220 EA ° ° 5TD. HOOK j C. CONCRETE NOT EXPOSED TO WEATHER OR °
W/2-Ibd NAILS SPACING EQUALLY AS NOTED �Np i� z o0
MAX. 10'-0', S S RESTRAINED EVERY 24'-4'. �, EL. SEE PLAN IN CONTACT WITH GROUND: 3/4 0 0
a. SLABS AND WALLS O
BEAMS AND COLUMNS -11/2
EXISTING ROOF ° ROOF OR 2ND FLOOR
ROOF TR05ES SLIFEi?iMI'DOSED LOAD$ TO REMAIN TIE BEAM 6. WELDING:
A. WELDING SHALL BE DONE WITH E-10 ELECTRODES. vS�
FOUNDATION / GROUND FLOOR PLAN DEAD,TOP CHORD 15 P.SF, B. WELDING SHALL BE DONE BY AW5-CERTIFIED WELDERS.
a
LL
0% SCALE 1/4" = 1'-0° DEAD, BOTTOM CHORD 10 P.5F. - I VERT,REINF.
o Q
LIVE 30 P.SF, 1, WOOD FRAMING: '
8' CMI.! WALL NEW TIE COL. OR 5c BASIC WIND PRESSURE, qz 213 P.SF. ROOF FRAMING PLAN PLAN A WOOD FRAMING MEMBERS OTHER THAN TRU55E5 SHALL S '2 SOUTHERN PINE, �
O GONG, TIE DOUGLAS FIR-LARCH WITH A FIBER BENDING STRESS AS PER NDS,OR 1200 P51 MIN. V
ARE NOMINAL.
NET WIND UPLIFT s OVERHANGS JAdC?R�6E$ G�Rr !, S SCaL.E : 1/4" = 1'-0' COLUMN B. SIZES 5HOU.N I � C. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS. O
4 TERRACES -68.1 P.S.F. -44b P.SF. NOTES. 4 HORIZONTAL JOINT. D. MOISTURE CONTENT SHALL BE 19 o OR LESS �
Ex:lSt.8'
_ C1rIU WALL NET WIND UPLIFT,ZONE I -315 P.SF. -26.9 P.SF. I. TRU55 MAN�iFACTURER TO PROVIDE DEAD, LIVE, AND RELINE. EVERY OTHER E. � 5URE-TREATED WOOD SHALL BE USED ONLY WHERE 5PECIFALLY NOTED IN
COURSE, SEE GEN.NOTES THE DRAWINGS.NO FRAMING MEMBER SHALL BE OF PRESSURE-TREATED WOOD,
a WIND UPLIFT REACTIONS FOR ALL TRUSSES AND GIRDERS.
q NET WiND UPLIFT,ZONE 2, 'a' 5TRIP -14.9 P.5F. -51.4 P.5F. 2. STRAP ALL 'PIGGYBACK' TRUSSES WITH 14 GA. BY I' I ( 8' CMU WALL UNLESS OTHERWISE NOTED,
GALY. STEEL STRAPS TO EA. SUPPORTING TRUSS W/ 4-16d NAILS �
m EXiST• 4' INTO 'PIGGYBACK' TRU56 AND INTO SUPPORTING TRUSSES. (ABOVE GRADE) g. CONCRETE MASONRY WORK � Q o0
GONG. SLAB 12'
STRAP BY 'SEMCO' N0. RTPGA820
CONC. SLAB EL.SEE PLAN 4' S' 3. AS THE ENGINEER OF RECORD OF THIS DESIGN, I HEREBY STATE THAT A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS,UNLESS 0 0
THE NET WIND UPLIFT REACTIONS SHOWN IN THIN PLAN 51-TALL SUPERSEDE OTHERWISE NOTED,,
THEM AND SHALL BE IN PLACE BEFORE THE CONCRETE TIE C BEAMS
x-x-x-x-x-x-x-x- x- THOSE SHOWN IN THE TRUSS MANUFACTURER SHOP DRAWINGS AND SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE 71E COLUMNS
f CALCULATIONS. THE NET WIND UPLIFT REACTIONS WERE FRAMING THEM. Oo NCO
ENGINEERING B. ALL CONCRETE MASONRY UNITS (CMU)SHALL CONFORM 70 ASTM C 90, 'STAN
CALCULATED BY MYSELF, CONSIDERING LOCATION, TRIBUTARY AREAS, ARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS'.
(ICI I I-1 I I, • • HEIGHT, AND ROOF SLOPE IN ACCORDANCE WI' �4 THE A5CE 1-S3 CODE C. MORTAR SHALL CONFORM TO A5TM C 210, TYPE 'M',WITH A MINIMUM AVERAGE
4 'S DOWELS. DRILL FOR A 110 MPH WIND VELOCITY. THE CONNECTORS NOTED IN PLAN ' STRENGTH OF 2500 P51. 0
3/4'OX 6' INTO EXIST. EXCEED THE NET WIND UPLIFT REACTIONS SHOWN IN PLAN. D. CONCRETE MASONRY STRENGTH, fm,SHALL LL A MINIMUM OF 1504 PSI.
HA EXTENDED o I I I I E. VERTICAL REII�ORCiNG IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA-
FOOTING AND SET BARS TC DETAIL 4.MAIN ROOF PLYWOOD SHEATHINGS LL BE CLOSED TIES I
IN EPDXY GROUT COL. I UNDER ALL VALLEY TRlJ55ES. METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS
STD. HOOK m
EXIST.WALL 3/4"=1 '-0" 5. BRACING FOR THE ROOF SYSTEM IS DESIGNED FOR BOTH FOR LAP INSF'cCTIGN AND '/ERIFYING THAT THE CELLS HAVE BEEN FILLED
BOTT, RELINE, o FOOTING SOLID WiTH GROUT,
POSITIVE AND NEGATIVE PRESSURE AND MEETS THE F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530-95 AND
W , .. REQUIREMENTS OF CHAPTER 29 5PB.C. 2906.16, EL. +0'-0' LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
NEW FOOT 9, D GALY STEEL 6. TRUSS MANUFACTURER SHALL NOT CHANGE THE LOCATION POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED
2 X 6 WOOD BLOCKING HURRICANE CLIPS 5/8' 'CDX' PLYWOOD OF GIRDER TRUSSES WITHOUT PRIOR NOTIFICATION TO STRUCTURAL SOLID CELLS. GROUT SHALL CONFORM 70 ASTM C416. SLUMP SHALL BE
6' SHEATHING NAILED To EVERY CONC. SLAB ON BETWEEN 8' AND 11'.
TOE NAILED TO 2 X 4 ENG. OF RECORD,
2 15 X 3'-6' BOrT. DOWELS, DRILL 3/4' �n 2X6 e 24' 10d NAILS 4' SUPPORT W/ 14d NAILS e 6' GRADE G, ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD N0,8
e AND W/ 10d NAILS a 4' -
� EDGE ZONE HORIZ JOINT RELINE, AGI 530.1-95.FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WiTH A MAXIMUM
X 6' INTO EXIST,FOOTING - _I�
T EVERY COURSE, REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS.
AND SET BARS IN EPDXY GROUT.
SEE GEN.NOTES
TYPICAL NEW FTG.�EX I ST. F�rG. DETAIL EL.VARIES = 8' CMU WALL THE CONTRACTOR sHAEL VERIFY ALL CONDITIONS of EXISTING STRUCTURES
S' LOAD-BEARING CMU WALL, (BELOW GRADE) AFFECTING THE NEW CONSTRUCTION PRIOR TO COMMENCING THE WORK ANY
3/4' - 1'-0' - VARIATIONS IN ACTUAL FIELD GoNDITIONS/DIMENSIONS FROM THOSE SHOWN IN GLBERTO A. MARTIN
1X1 WOOD = EL. SEE PLAN AND 0.SAMYE51Z RELINE. THE PERMITTED CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT/
A P.T.P.NAILER - _ ENGINEER FOR DETERMINING THE NEED FOR RE-DE51GN PRIOR TO CONTRACTOR'S A R C HI T E C T
2X8 WD.FASCIA J 16 d NAILS ® 2 2 16d IQ SUBMITTAL OF SHOP DRAWING5 FOR REVIEW,
FOOTING SCHEDULE NAILS TYP ! - 105 CONT, _ I GIL to R A. MARTIN, R.A.
REINFORCEMENT CONT. 2X8 PT,w00D lE J o� STD �b A REINFORCING STI=LL SHOP DRAWINGS. State Reg. No. AR15392
W/1/2 0 X 1 WEDGE ANCHORS 'X' BRACING _ _ DOUBLE W.WF. �. �1HMREINF :
SIZE BOTTOM TOP REMARKS ° _ _ -
MARK - 9 2X 8'�RAKED C,UNC. Q WELDED WIRE FABRIC WALL FOOTING B. PREFABRICATED TR2115$E5 SHOP DRAwING5 AND CALCULATIONS. NORBERTO CARDENA
L X W X THICKNESS SHORT BA LONG BAR SHORT BAR LONG BAR m - 3.4 -I I I-I I I-I I I-I I I-I I I�I UNDISTURBED ALL ALL cON5TRUCTiON SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE P R O J E C T A R C H I T E C T
CAP W/2 05 Cou7. _ I-1 11-111-111-11 I I-1 11=1 I I-1 I I.
12' -- 2 "5 - 2 5- EXTEND 2 -0 . B YO EL. EL. SEE PLAN * LIMEROCK FEDERAL,BUILDING �CODE, EDITION.EAND ORDINANCES, INCLUDING THE SOUTH
WF-I6 CONT.X 16 X 7G OR FC AT EDGE OF OPNGS - °I'YR CONC. I IE CD
MATCH EX15T. • I/4' � X 3 I/4' 'TAPCON' 'BR' If,
WF-16 CONT. X 16' X 12' - 2 05 I SCREWS a 12' "-z"x xx xx x"x zx z- =xx x'x xx==x-x THESE DRAWINGS AND SPECIFICATIONS COMPLY,TO THE BEST OF MY KNOWLEDGE
PREFAB. WOOD _ = x - ___ WALL TOOTING DETAI WiTH THE SOUTH FLORIDA BUILDING CODE, 1994 EDITION.
TRUSSES 24' I I-i I I Ell I I-i I I-III-III= 3/4' = 1'-0'
-_III=11 i II III III-III=III=11 5531 S.W. 96 AVENUE
- _-
SEE SECTION 3/S-1 MIAMI, FLORIDA 33165
YISQUEEN (305) 275-8367
FAX (305) 275-8367
7E CONT, 8' X S' MIN. - 1 5 - - J EL. TO TC -_
#11 SECTION 2 EXISTING � COMPACTED FILL
3' CLR STD. NOOK
COLUMN ��� � 3/4' = 1'-0'
• WALL FTG, SEE SCHEDULE
REINFORCEMENT - 2-16d NAILS,TYP.
REMARKS w� -_ 'x' BRACING
MARK SIZE VERTICAL OR TiES OR
BASE PLATE CAP PLATE 71, _III-II
u I-�-
PREFAB WOOD TRUSSES t GIRDERS CONNECTORS SCHEDULE _-�-UNDISTURBED LEGEND
TC 8' X12' 4 "5 "3e $�
CONNECTION CONNECTOR BY CONNECTOR ALLOWABLE LOAD VALUES NAIL SIZE 4
SECTION 1 LIMEROCK EXISTING 8' CMU WALL
SEE DETAIL 6 "5 "3 a 8' TYPE '5EMC,O' UPLIFT LATERAL- LOAD LATERAL LOAD QUANTITY 5/8' 'CDX' PLYWOOD 3/4' : 1'-0' 12 EXISTING PLYWOOD 2-ibd NAILS,TYP
T2 PARALLEL PERPENDICULAR SHEATHING NAILED 12 FIELD VERIFY 3 To REMAIN
A TAPi.12 6 •
W5 LB8 1105 LBS 1105 LB5 1- 14d TO EA. SUPPORT W/ 10d 3 �- NEW S' CMU WALL
O NAILS e
AND 4 EDGE
STRIP, 3'-0' WIDE NEW CONC. COLUMN
NOTE: 1). 6- 10d NAILS INTO EA, TAPL SEAT AT ALL TRUSSES,
FG
05 e 48' U.ON. 2). TAP12 ANCHOR [),CPA No. W-144402
3). TAPEI2 , 16 ANCHOR D.C.PA,No. 98-14162 ��r� EXIST.CONG.ELEMENTS.
-FI CELLS EL. EL.
1 2 S IN GROUT LLED EL.MATCH EXIST.TB, FIELD VERIFY 'BR' MATCH EXISTING
LLL.I si�=�7 641`1 :�C DUL I X 2 RT.NAILER PREFAB,WOOD DE LOS REYES SHEET No.
A TRUSSES e 24' EXISTING PREFAB WD.
TOP SIZE REINFORCING TIES OR STIRRUP REMARKS FBI TRUSSES g 24'
1 D. HooK. PREFAB WD, TRUSSES g 24' ENGINEERING, INC.
MARK ELEV. W x H "B" "T" "C" "E" "D" °I" N0. TYPE SPACING EA END 14 GA X 1 GALY. STEEL STRAP AND EXISTING TB
SEAT BY 'SEMCO',NO.TAPL12, W/ 6-IOd 'PIGGYBACK' TRUSSES 70 CONSULTING STRUCTURAL ENGINEERS
75 NAILS INTO SEAT. SHEAR CAPACITY BE CONNECTED TO EACH HECTOR DE LOS REYES, P.E.
TRUSS WA4 GA. 'GALY.STEEL FLORIDA CERTIFICATE NO. 33112, EB NO. 6705
PERPENDICULAR TO WALL = 1105 L55. TRUSS STRAP W/4-16d
FOR UPLIFT CAPACITY 6EE NAILS INTO TRUSS AND \-EX15TIWj 8' CMU WALL 4970 S.W. 72 AVE., MIAMI, FL 33155 S -1
-4' CONNECTOR SCHEDULE INTO 'PIGGYBACK' TYP. BEYOND TEL (305) 665-2778 FAX: (305) 665-2793
HATCH EXISTIN D.G.PA.No.98-1016.02 EXISTING CONNECTOR E-MAIL: DELOSREYESOCAMAWEB.COM
TO REMAIN
WALL REINF. SEE PLAN
OF 1
2 "5 2 05 0 3 4 is 12' m CORNERS, PROVIDE 2 "5 X 2'-6' X 2'-6' CORNER BARS.
TB SEE PLAN 8' X 12' MIN. CONT, CONT. BAL. ® 46' DROP OVER OPN'G, ADD 2 "5 BOTTOM, SECTION 4
WHEN DEPTH EXCEEDS 36' ADD
04 • 12' 'I' BARS EA.FACE, SECTION 3 3/4' = 1'-0'
3/4' = 1'-0'