5827 SW 77 TERR_EB-10-050-005 STRUCTURAL NOTES Revisions
GENERAL NOTES: REINFORCED CONCRETE: PRE-ENGINEERED WOOD TRUSSES:
1. THE GOVERNING CODE FOR THIS PROJECT IS THE FLORIDA BUILDING CODE, 2007 EDITION. 1. COMPLY WITH ACI 301 AND 318. 1, DESIGN AND FABRICATE ALL TIMBER IN CONFORMANCE WITH THE "NATIONAL DESIGN SOIL STATEMENT
THIS CODE PRESCRIBES WHICH EDITION OF EACH REFERENCED STANDARD APPLIES TO SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS" AND FLORIDA BUILDING
THIS PROJECT. 2. PROVIDE STRUCTURAL CONCRETE WITH A MINIMUM ULTIMATE COMPRESSIVE DESIGN CODE, 2007 EDITION, AND THE NATIONAL DESIGN STANDARD FOR METAL PLATE SOIL CONDITIONS OBSERVED AT THE SITE LOCATED
STRENGTH OF 3,000 PSI IN 28 DAYS. CONNECTED WOOD TRUSS CONSTRUCTION. 5827 SW 77 TERRACE CONSIST OF UNDISTURBED SAND.
2. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL DRAWINGS COMPLY WITH THE
APPLICABLE REQUIREMENTS OF THE GOVERNING BUILDING CODE. 3° USE NORMAL WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. 2® IN ACCORDANCE WITH RULE 1G15-31,003 OF THE FLORIDA ADMINISTRATIVE CODE, THE THE PRESUMED BEARING CAPACITY 20
CONTRACTOR SHALL NOTIFY THE ENGINEER PSF.
OF REGARD
TRUSS SYSTEM ENGINEER, A DELEGATED ENGINEER, SHALL DESIGN THE TRUSS SYSTEM. IF SOIL CONDITIONS DIFFER DURING EXCAVATION. A
. CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING 4. PROVIDE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCING SHALL BE THE TRUSS SYSTEM ENGINEER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR SIGNED AND SEALED LETTER WILL BE PROVIDED TO THE
CODE AND ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, STANDARDS, ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE, WITH APPROPRIATE
REVIEW TO ARCHITECT/ENGINEER FOR THE ASSEMBLAGE OF PREFABRICATED, ENGINEERED BUILDING OFFICIAL PRIOR TO CONSTRUCTION
REGULATIONS AND LAWS. BAR SUPPORTS AND SPACERS, LAP CONTINUOUS REINFORCING 48 BAR DIA. LAP WOOD TRUSSES AND TRUSS GIRDERS, TOGETHER WITH ALL BRACING, CONNECTIONS AND SUBSTANTIATING SOIL ASSUMPTIONS.
BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MIDSPAN (U.O.N.). HOOK OTHER STRUCTURAL ELEMENTS AND ALL SPACING AND LOCATION CRITERIA (TRUSS
4.. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE DISCONTINUOUS ENDS OF ALL TOP BARS AND ALL BARS IN WALLS, U.O.N. PROVIDE PLACEMENT PLAN), THAT, IN COMBINATION, FUNCTION TO SUPPORT THE DEAD, LIVE AND
ARCHITECTURAL AND M.E.P. DOCUMENTS. IF A CONFLICT EXISTS, NOTIFY THE ARCHITECT. COVER OVER REINFORCING AS FOLLOWS: WIND LOADS APPLICABLE TO THE ROOF TRUSS SYSTEM. THE TRUSS SYSTEM DOES NOT
WIND LOAD PRESSURE FOR WINDOWS & DOORS
„ INCLUDE WALLS, OR ANY OTHER STRUCTURAL SUPPORT SYSTEMS. THESE SHOP 5
5. DETAILS "TYPICAL"TYPICAL APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR ELEMENT BOTTOM TOP SIDES fn fn
TO THOSE SPECIFICALLY REFERENCED, WHETHER OR NOT THEY ARE KEYED IN AT EACH FOOTINGS 3" 2" 3" D AW[ GS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY THE TRUSS SYSTEM n
ENGINEER.
LOCATION. QUESTIONS REGARDING THE APPLICABILITY OF TYPICAL DETAILS SHALL BE BEAMS ABOVE GRADE 1 1/2" 1 1/2" 1 1/2"
Zn
RESOLVED BY THE ARCHITECT. COLUMNS - -• 1 1/2" 3. IN ACCORDANCE WITH RULE 61G15-31.003 OF THE FLORIDA ADMINISTRATIVE CODE, THE ZONE 4 (PSF) ZONE 5 (PSF) a
6. OPENINGS SHOWN ON STRUCTURAL DRAWINGS ARE ONLY PICTORIAL, SEE THE SLABS ON GRADE 2" 1" 2" TRUSS DESIGN ENGINEER, A DELEGATED ENGINEER, SHALL DESIGN THE INDIVIDUAL TRIBUTARY AREA
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ARCHITECTURAL AND M.E.P. DRAWINGS FOR THE SIZE AND LOCATION OF OPENINGS IN TRUSSES OF THE TRUSS SYSTEM, BUT DOES NOT DESIGN THE TRUSS SYSTEM. THE
THE STRUCTURE, 5. WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE TRUSS DESIGN ENGINEER SHALL SUBMIT SHOP (PIECE) DRAWINGS AND CALCULATIONS FOR ( ) (-) ( ) (-)
REINFORCEMENT CONFORMING TO ASTM A-185> SUPPLY IN FLAT SHEETS ONLY. P EACH DIFFERENT TRUSS OF THE TRUSS SYSTEM SUCH THAT EACH TRUSS WILL FUNCTION
7. CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE SPLICE TWO CROSS WIRE SPACING. TO SUPPORT THE DEAD, LIVE AND WIND LOADS APPLICABLE TO EACH TRUSS AND TRUSS 0 sf to 10 sf 46.5 -50.4 46.5 -62.3
CONTRACT DOCUMENTS DURING BIDDING SHALL IMMEDIATELY NOTIFY THE ARCHITECT. THE GIRDER THAT T GETE COMPRISE THE TRUSS SYSTEM. THESE SHOP DRAWINGS AND
ARCHITECT WILL RESOLVE THE CONDITION AND ISSUE A WRITTEN CLARIFICATION. 6, UTILITIES SHALL NOT PENETRATE BEAMS O COLUMNS BUT MAY PASS THROUGH SLABS CALCULATIONS SHALL E SIGNED AND SEALED BY THE TRUSS DESIGN ENGINEER. cu
AND WALLS INDIVIDUALLY, U.O.N. FOR OPENINGS 24" LONG OR LESS, CUT REINFORCING 11 sf. to 29 sf 44.5 -48.5 44.5 -57.9 F
8. THE GENERAL CONTRACTOR SHALL COORDINATE ALL CONTRACT DOCUMENTS WITH FIELD AND REPLACE ALONGSIDE OPENING WITH SPLICE BARS OF EQUIVALENT AREA WITH 48 4. THE TRUSS SYSTEM ENGINEER AND THE TRUSS DESIGN ENGINEER SHALL EACH BE
BAR DIA. LAP. PREPARE AND SUBMIT SHOP DRAWINGS FOR OPENINGS LONGER THAN RESPONSIBLE FOR THEIR OWN WORK. HOWEVER, THEY MAY BE THE SAME INDIVIDUAL
CONDITIONS AND DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION. 30 sf. to 49 sf 43.3 -47.3 43.3 -55.6
DO NOT SCALE DRAWINGS; USE ONLY PRINTED D[MNSIONS, REPORT ANY DISCREPANCIES 24". FOR RECTANGULAR OPENINGS 12" LONG OR LONGER, ADD 1#5 X 6' MID DEPTH PROVIDING TWO SEPARATE SERVICES.
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IN WRITING TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK. -DO NOT CHANGE DIAGONAL AT ALL 4 CORNERS.
SIZE OR LOCATION OF STRUCTURAL EMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE 5. THE LOADS, LAYOUTS AND CONNECTIONS PROVIDED ON THE STRUCTURAL CONSTRUCTION 50 sf to 99 sf 41.8 -45.7 41.8 -52.4
STRUCTURAL ENGINEER OF RECORD. 7. WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1" DOCUMENTS ARE THE MINIMUMS TO BE FOLLOWED BY THE TRUSS SYSTEM ENGINEER AND
DIAMETER MAY BE EMBEDDED IN CONCRETE PER AC[ 318, SECTION 6.3® SPACE AT 3 THE TRUSS RESIGN ENGINEER.
9. THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC DIAMETERS O.C. PLACE BETWEEN OUTER LAYERS OF REINFORCING IF CONDUITS ARE 100 sf to 199 sf 39.4 -43,3 39.4 -48.5
FROM HARM. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS AND SIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE 6. USE STRESS-RATED TIMBER FOR ALL WOOD STRUCTURAL MEMBERS. DO NOT USE WOAD
METHODS, AND JO SITE SAFETY INCLUDING ALL OSHA REQUIREMENTS. REQUIRED. REQUESTS TO EMBED LARGER PIPES SHOULD BE ACCOMPANIED BY A STRUCTURAL EMBERS WITH A BENDING STRESS LESS THAN 1,200 PSI O A MODULUS a
DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT FOR EVALUATION® OF ELASTICITY LESS THAN 1,400,000 PS[ WHEN USED AT 19% MAXIMUM MOISTURE NOTES: 0
10. THE STRUCTURE IS DESIGNED TO BE STRUCTURALLY SOUND WHEN COMPLETED. PRIOR CONTENT. ;
TO COMPLETION, THE CONTRACTOR IS RESPONSIBLE FOR STABILITY AND TEMPORARY 8. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE 1. ZONE ( IS DEFINED AS ANY DOOR OR WINDOW WITHIN 6'-0"
BRACING, INCLUDING, BUT NOT LIMITED TO, MASONRY WALLS. WHEREVER THE KEYWAYS AND ADEQUATE DOWELS. SUBMIT DRAWINGS SHOWING LOCATION OF 7. PRESS E TREATMENT OF ALL STRUCTURAL LUMBER SHALL BE IN ACCORDANCE WITH FROM ANY CORNER OF THE BUIILDING. ALL OTHER LOCATIONS
CONTRACTOR IS UNSURE O THESE REQUIREMENTS, THE CONTRACTOR SHALL RETAIN A CONSTRUCTION JOINTS AND DIRECTION OF POUR FOR REVIEW, AWA STANDARDS C1 AND C2, LATEST EDITIONS WITH A WATERBORNE PRESERVATIVE IN ARE DEFINED AS ZONE Q .
FLORIDA LICENSED ENGINEER TO DESIGN AND INSPECT THE TEMPORARY BRACING AND ACCORDANCE WITH STANDARD P5, LATEST EDITION. ALL LUMBER TO B KILN-DRIED 2. VALUES INDICATED CAN E INTERPOLATED.
AFTER TREATMENT TO A MOISTURE CONTENT NOT TO EXCEED 19% OVEN-DRY BASIS, PER 3. FOR Kd = 1.0, MULTIPLY VALUES BY 1.18.
STABILITY OF THE STRUCTURE. 9. PROVIDE 3/4" CHAMFER FOR ALL EXPOSED CORNERS. STAN--iDARD C2. ALL LUMBER 4"x4" IN, (NOMINAL SIZE) AND LARGER IN DIMENSION TO
11. DESIGN SUPERIMPOSED LOADS: 10. PROVIDE REINFORCING STEEL PLACER WITH A SET OF STRUCTURAL DRAWINGS FOR FIELD BE TREATED TO THE SOIL AND FRESH WATER RETENTION AND PENETRATION S
REFERENCE. INSPECT REINFORCING STEEL PLACING FROM STRUCTURAL DRAWINGS. REQUIREMENTS OF STANDARD C2. ALL LUMBER LESS THAN 4"x4" (NOMINAL SIZE) TO BE
OCCUPANCY LIVE LOAD DEAD LOAD TREATED TO THE ABOVE GROUND REQUIREMENTS OF STANDARD C2.
5 h
ROOF 20 PSF 20 PSF CONCRETE MASONRY:
8. MINIMUM DESIGN LOADS FOR ROOF TRUSSES:
Y 4,
12. DESIGN WIND LOADS 1. CONSTRUCT MASONRY I ACCORDANCE WITH ACI 530/ASCE 5, "BUILDING CODE 20 PSF LL TOP CHORD a=6 -0
REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES"; AND ACI 530,1/ASCE 6, 25 PSF DL TOP CHORD 4 w
GOVERNING CODE ASCE 7-05 10 PSF DL BOTTOM CHORD 0
SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD-BEARING CONCRETE
BASIC WIND SPEED V 146 MPH MASONRY".
WIND PRESSURE BASED ON ASCE-7. SEE GENERAL NOTES AND DRAWING S-1 .
=
BUILDING CATEGORY If a=6'-O"
IMPORTANCE FACTOR I 1"0.85 2. THE STRUCTURE IS SUPPORTED BY BEARING WALLS, U.O.N. ERECT MASONRY PRIOR TO EXPANSION ANCHORS: a-6'-O" a=6'-0"
DIRECTIONAL( FACTOR K CASTING CONCRETE COLUMNS WITHIN BEARING WALLS OR CASTING BEAMS AND SLABS LL
EXPOSURE- MWFRS C SUPPORTED BY BEARING WALLS. 1. USE EDGE-TYPE EXPANSION ANCHORS SUCH AS THE H[LTI KWIK BOLT 11, ITW RA SET .
- COMPONENTS AND CLADDING G RED HEAD TRU OLT WEDGE, POWERS RAWL POWER-STUD, SIMPSON STRONG-TIE
INTERNAL PRESSURE COEFFICIENT GCpi 9= 10.18 3. USE 50% SOLID, NOMINAL 8"x8"x16", CONCRETE MASONRY UNITS CONFORMING TO ASTM WEDGE-ALL OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR Emn
MEAN ROOF HEIGHT® LOW ROOF }15 „0 C90. BLOCK NET AREA COMPRESSIVE STRENGTH SHALL BE 1,900 PS[. Y UP UNITS USE AND INSTALLATION. m
- HIGH ROOF 20$-2-91 IN RUNNING BOND. SAWCUT UNITS WHICH ARE NOT IN MULTIPLES OF 8". UNITS SHALL WALLS
SHOP DRAWINGS AND OTHER SUBMITTALS: BE AT LEAST 8" LONG. BOND CORNERS BY LAPPING ENDS 8" IN SUCCESSIVE VERTICAL 2. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT
COURSES. DESIGN OF WALLS IS BASED ON A F'm OF 1,500 PSI. HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE -
1. ON FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT STRUCTURAL ENGINEER.
DOCUMENTS, ON RESUBMITTALS, FLAG AND CLOUD ALL CHANGES AND ADDITIONS TO 4. USE TYPE S MORTAR IN ACCORDANCE WITH ASTM C270 EXCEPT USE TYPE M MORTAR m
}� 3. PROVIDE- ANCHOR EMBEDMENT
PREVIOUS SUBMITTAL; ONLY CLOUDED ITEMS WILL BE REVIEWED. BELOW GRADE. HEAD AND BED JOINTS SHALL BE 3/8 FORT E THICKNESS OF THE , SPACING AND EDGE DISTANCE AS SHOWN ON THE C cl
FACE SHELL. WEBS ARE TO BE FULLY MORTARED IN ALL COURSES OF PIERS, COLUMNS DRAWINGS® LD
2® SUBMITTALS FOR SPECIAL STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY AND PILASTERS; IN THE STARTING COURSE; AND WHERE A ADJACENT CELL IS TO E o
CODES OR STANDARDS TO RESIST FORCES MUST BE PREPARED BY, OR UNDER THE GROUTED. REMOVE MORTAR PROTRUSIONS EXTENDING 1/2" OR MORE INTO CELLS TO BE CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS THREADED BARS AND ANCHOR BOLTS: to
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DIRECT SUPERVISION OF, A DELEGATED ENGINEER® EXAMPLES INCLUDE PRECAST GROUTED. 1. USE AN EPDXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE HILT[ HIT PRESSURE (PSF)
CONCRETE, PREFABRICATED WOOD COMPONENTS, STRUCTURAL STEEL CONNECTIONS, ROOF ZONE O
HY150, I RA SET/RED HEAD EPCON A7 OR C6 INJECTION SYSTEM, POWERS RAWL O ==
STRUCTURAL LIGHT GAGE STEEL FRAMING, EXTERIOR ENCLOSURE SYSTEMS AND SHORING 5. USE STANDARD (9 GAUGE) HORIZONTAL JOINT REINFORCING IN EVERY OTHER COURSE. 10 SF 20 SF 50 SF 100 SF
AND RESHORING. JOINT REINFORCING AND ANCHORS IN EXTERIOR WALLS SHALL CONFORM TO ASTM POWER-FAST SYSTEM SIMPSON STRONG-TIE AT OR ETALLIED FASTENER ALLIED GOLD A 153 A°1000, OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE ca co
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3. A DELEGATED ENGINEER IS DEFINED AS A FLORIDA LICENSED ENGINEER WHO SPECIALIZES CLASS B2, WITH A COATING THICKNESS OF 1.50 OZ/SF; CONFORM TO ASTM A 641 IN AND INSTALLATION, 1 -42.6 -41.4 -39.8 -38.6
INTERIOR WALLS, OVERLAP DISCONTINUOUS ENDS 6". USE PREFABRICATED CORNERS
IN AND UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL AND TEES. USE TRUSS TYPE, EXCEPT USE LADDER TYPE IN WALLS WITH VERTICAL m
SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT AND IS AN 2. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT a)
REINFORCING. EXTEND JOINT REINFORCING A MINIMUM OF 4" INTO TIE COLUMNS. 2 -74.1 -68.2 -60.3 -54,4 O}
EMPLOYEE OR OFFICER OF, OR CONSULTANT TO, THE CONTRACTOR OR FABRICATOR HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE
RESPONSIBLE FOR THE SUBMITTAL. THE DELEGATED ENGINEER SHALL SIGN, SEAL AND STRUCTURAL ENGINEER.
6. USE FINE GROUT CONFORMING TO ASTM C-476, WITH A MINIMUM COMPRESSIVE LO
DATE THE SUBMITTAL, INCLUDING CALCULATIONS AND DRAWINGS. SEE SPECIFICATIONS FOR STRENGTH OF 2,500 PSI IN 28 DAYS. AGGREGATE TO CONFORM TO ASTM C404 FOR , 3 -74.1 -68.2 -60.3 -54®4
MORE SPECIFIC CRITERIA. FINE GROUT, WITH SLUMP OF 8" TO 10". GROUT ALL MASONRY CONTAINING 3. REFER TO MANUFACTURERS INSTALLATION INSTRUCTIONS FOR APPROPRIATE DRILL SIZE. IL r
REINFORCING, ALL CELLS OF 4 HOUR RATED WALLS, AND WHERE INDICATED ON THE THOROUGHLY CLEAN HOLE INCLUDING REMOVAL OF DUST PRIOR TO FILLING WITH EPDXY. Z
. THE TRADE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS DRAWINGS. ALLOW MORTAR TO CURE 24 HOURS PRIOR TO GROUTING. PROVIDE 2 OVERHANG -86.7 -86.7 -86.7 -86.7
FOR TOLERANCES, CLEARANCES, QUANTITIES, FABRICATION PROCESSES 4. PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE
AT THE JOB SITES, CLEANOUT OPENINGS AT THE BASE OF CELLS CONTAINING REINFORCING STEEL TO CLEAN
AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF THE WORK WITH OTHER TRADES THE CELL AND TO TIE THE VERTICAL BAR TO THE DOWEL. IN HIGH-LIFT GROUTING, USE DRAWINGS.
AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. 3 OVERHANG -86.7 -86®7 86.7 -86.7 � 0
5'-0" (MAX.) LIFTS, WITH 1/2 HOUR TO 1 HOUR BETWEEN LIFTS, VIBRATE EACH LIFT 5. THREADED RODS ARE A-36 GALVANIZED STEEL, U.O.N. ca
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AND RECONSOLIDATE THE PREVIOUS LIFT.
5® THE GENERAL CONTRACTOR/CONSTRUCTION MANAGER SHALL REVIEW AND APPROVE NOTES:
SUBMITTALS AND SHALL SIGN AND DATE EACH DRAWING PRIOR TO SUBMITTING TO THE O
7. USE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCE WALLS WHERE INDICATED
ARCHITECT. THIS APPROVAL IS TO CONFIRM THAT THE SUBMITTAL IS COMPLETE, 1. FOR K = 1.0, MULTIPLY VALUES BY 1.18. C
ON THE DRAWINGS AND AT ALL INTERSECTIONS EACH SIDE OF OPENINGS AND AT THE ca
COMPLIES WITH THE SUBMITTAL REQUIREMENTS AND IS COORDINATED WITH FIELD ENDS OF WALLS. USE BAR SPACERS AT 10 FT. O.C. WHERE GROUT POUR HEIGHT 2. THE FIGURES SHOWN REPRESENT GROSS VALUES. TO OBTAIN
DIMENSIONS, OTHER TRADES, ERECTION SEQUENCING AND CONSTRUCTIBILITY. EXCEEDS 10 FT. 3 - - - --- NET UPLIFT VALUES ONLY 10 PSF OF DEAD LOAD SHALL BE
2 -- ®®-- DEDUCTED FROM THEM.
6® THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN 8. AT BOND TIE BEAM CORNERS AND INTERSECTIONS PLACE 1 #5 X 5'-0"T CORNER O
GENERAL CONFORMANCE WITH THE DESIGN CONCEPT PRESENTED IN THE CONTRACT BAR, WITH 30" LEGS EACH WAY, AT THE EXTERIOR FACE. i 1 I �-
DOCUMENTS. QUANTITIES AND DIMENSIONS ARE NOT CHECKED. NOTATIONS ON i co
SUBMITTALS DO NOT AUTHORIZE CHANGES TO THE CONTRACT SUM. CHECKING OF THE WIND LOAD PRESSURE FOR TRUSSES w �=
SUBMITTAL BY THE STRUCTURAL ENGINEER SHALL NOT RELIEVE THE CONTRACTOR OF 9. BEAMS NOT SCHEDULED ARE MIN. 8" X 12" TIE BEAMS WITH 2 #5 BARS TOP AND
RESPONSIBILITY FOR DEVIATIONS FROM THE CONTRACT DOCUMENTS AND FROM ERRORS OR BOTTOM AND #3 TIES SPACED AT 48" O.C. TYPICAL AND 4 TIES AT 12" O.C. AT ENDS I I a ._
OMISSIONS IN THE SUBMITTAL. AND INTERSECTIONS, U.O.N. COLUMNS NOT SCHEDULED ARE MIN® 8" X 12" TIE COLUMNS I 1 i ------ - O
WITH 4 #5 VERTICAL BARS AND #2 TIES AT 12" O.C. USE 30" P SPLICES. HOOK ALL i 1 I ROOF ZONE PRESSURE (PSF) 00 0
7. IN ADDITION TO THE ABOVE, THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED BARS AT DISCONTINUOUS ENDS. i 10 SF 20 SF 50 SF 100 SF r =
ENGINEER SUBMITTALS IS LIMITED TO VERIFYING THAT THE SPECIFIED STRUCTURAL I I I 2 2
SUBMITTAL HAS BEEN FURNISHED, SIGNED AND SEALED BY THE DELEGATED ENGINEER 10° REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN ENGINEER OR I 2 i 1 1 CJ
AND THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND USED ARCHITECT IN ACCORDANCE WITH ACI 530,1/ASCE 6. I 1 1 1 -45.1 -43.9 -42.2 -41.0 ?
THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED CHECK OF CALCULATIONS WILL B 1 i 2 2 I t-° CL
MADE. THE DELEGATED ENGINEER IS SOLELY RESPONSIBLE FOR HIS/HER DESIGN, 11. WHERE ANCHOR BOLTS, WEDGE ANCHORS OR ANCHORS SET IN EPDXY ARE SET IN A i I "`� ( 1 I w
INCLUDING BUT NOT LIMITED TO THE ACCURACY OF HIS/HER CALCULATIONS AND MASONRY WALL, FILL CELLS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND I 2 I I I ® ® - 2 78.6 -72.3 64.0 - 57.7 T ti
COMPLIANCE WITH THE APPLICABLE CODES AND STANDARDS. TWO COURSES BELOW. I I a
I I I 3 2 3 -78.6 -72.3 -64.0 -57.7 ¢
12. PROVIDE LINTELS OR HEADERS WITH MIN, 8" BEARING OVER ALL MASONRY OPENINGS. _ 1 I I 3,-0 TYP. If,
WOOD CONSTRUCTION: i I I I
13. USE PRESSURE-TREATED WOOD FOR WOOD IN CONTACT WITH MASONRY.
1. ALL WOOD CONSTRUCTION AND CONNECTIONS SHALL CONFORM TO AITC "AMERICAN i I NIGH ROOF 2 OVERHANG ®92,0 -92.0 -92.0 92.0 `
INSTITUTE OF TIMBER CONSTRUCTION" MANUAL, AND THE `"NATIONAL DESIGN Date 1 22 10
SPECIFICATIONS FOR WOOD CONSTRUCTION, 2005 EDITION, AND FLORIDA BUILDING CODE, SLABS ON GRADE:
CHAPTER 23. - - ( } ( 3 OVERHANG °92.0 -92.0 -92.0 -92.0
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1. USE FILL CONTAINING NOT MORE THAN 10% PASSING #200 SIEVE AND MAXIMUM 1 INCH Scale
2. ALL MEMBER SIZES ARE TO BE AS SHOWN ON DRAWING AND PROVIDE THE FOLLOWING DIAMETER. COMPACT TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY MODIFIED NOTES:
LOW ROOF
MINIMUM PROPERTIES: PROCTOR ASTM D-1557. EACH LAYER OF FILL SHALL NOT EXCEED 6" LOOSE 6'-0" TYP. 1 2
THICKNESS. COMPACT PRIOR TO PLACEMENT OF THE NEXT LAYER® ---- 1. FOR Kd = 1.0, MULTIPLY VALUES BY 1.18. Z
MEMBER SPECIES F PSI E "PSI 2. THE FIGURES SHOWN REPRESENT GROSS VALUES. TO OBTAIN
2. FOR INTERIOR SLABS PLACE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM NET UPLIFT VALUES ONLY 10 PSF OF DEAD LOAD SHALL BE d rm
RAFTER SO. PINE NO. 2 1,250 1,600,000 OF SLAB. DO NOT USE ANY SHEETING BELOW EXTERIOR CONCRETE SLABS. DEDUCTED FROM THEM,
3x10 SO. PINE NO. 1 1,300 1,700,000
F
3, PLACE CONCRETE IN LONG-STRIP CONSTRUCTION METHOD. PROVIDE CRACK CONTROL North Kendall Drive, l Q
3. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. JOINTS AT 15 FEET MAXIMUM TO LIMIT AREAS BETWEEN JOINTS TO 225 SQ. FT. IN ALL
FLOATING SLABS ON GRADE. LOCATE TO CONFORM TO BAY SPACING WHENEVER 1 I , F I r i I
4. ALL BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO ASTM A307. USE WASHERS POSSIBLE, ADD CRACK CONTROL JOINTS AT R -ENTRANT CORNERS WHICH TEND TO I a
BETWEEN WOOD AND ALL BOLT HEADS AND NUTS. INVITE CRACKS. G C e n g . C O
H .5. ALL METAL WOOD CONNECTORS SHALL BE GALVANIZED AND SHALL E MANUFACTURED BY 4. SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER r1IC Of Authorization No. 7184 qheet SIMPSON STRONG TIE CO., OR APPROVED EQUIVALENT. REQUIREMENTS. °
luan 1. Fuentes, PE .
6. ALL JOISTS SHALL BE LATERALLY SUPPORTED AT ENDS BY SOLID BLOCKING. engineering Florida License No. 62426 S-1 N