10-528-004STRUCTURAL NOTES
GENERAL NOTES:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE
DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. AS A MINIMUM,
CONSTRUCTION SHALL COMPLY WITH FLORIDA BUILDING CODE LAST EDITION, ACI 318 -99, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 350,
AISI SPECIFICATION FOR THE DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS 1989, AND AISC SPECIFICATIONS. ALL DETAILS AND SECTIONS SHOWN ON THE
DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUA11ON ELSEWHERE ON THE PROJECT, EXCEPT WHERE A
DIFFERENT DETAIL IS SHOWN. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS
ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE
STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE
ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF
NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE
PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
DESIGN LOADS:
THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.C. 2007
AND WITH ASCE 7 -05
LIVE LOAD ...... .............................30 PSF
DEAD LOAD .... .............................17 PSF
DESIGN WIND SPEED = 146 MPH EXPOSURE C
IMPORTANCE FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT = + 0.18/- 0.18
SHOP DRAWING REVIEW:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE
RETURNED UNCHECKED.
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN
PERMISSION FROM THE ENGINEER.
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.
CONCRETE:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
3,000 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE
SLUMP SHALL NOT EXCEED 4" +/- 1" PRIOR TO THE ADDITION OF PLASTICIZER. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM
C -94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME - STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED
FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY
SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING
LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL CONCRETE SHALL BE CURED USING
A CURING COMPOUND MEETING ASTM STANDARD C -309, TYPE 1. CURING COMPOUNDS SHALL HAVE A FUGITIVE DYE. THE CURING COMPOUND SHALL BE PLACED
AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE VISIBLE WATER HAS LEFT THE UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE
CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK. OTHER ADMIXTURES MAY BE USED ONLY WITH THE
APPROVAL OF THE ENGINEER. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
B. FOR CONCRETE EXPOSED TO EARTH AND /OR WEATHER:
1/2" FOR #5 AND SMALLER
2" FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
3/4" FOR SLABS, WALLS, AND JOISTS
1 -1/2" FOR BEAM AND COLUMN PRIMARY REINF., TIES, STIRRUPS
THE REINFORCEMENT FOR FOOTINGS AND OTHER PRINCIPAL STRUCTURAL MEMBERS IN WHICH CONCRETE IS DEPOSITED AGAINST THE GROUND SHALL HAVE NOT
LESS THAN 3 INCHES OF CONCRETE BETWEEN THE REINFORCEMENT AND THE GROUND CONTACT SURFACE. IF CONCRETE SURFACES AFTER REMOVAL OF THE FORM
ARE TO BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH THE GROUND, THE REINFORCEMENT SHALL BE PROTECTED WITH NOT LESS THAN 2 INCHES OF
CONCRETE FOR BARS LARGER THAN #5 AND 1 -1/2" FOR #5 OR SMALLER BARS. EXCAVATIONS FOR CONTINUOUS FOOTINGS SHALL BE CUT TRUE TO LINE AND
GRADE AND THE SIDES OF FOOTINGS SHALL BE FORMED, EXCEPT WHERE SOIL CONDITIONS ARE SUCH THAT THE SIDES OF THE EXCAVATION STAND FIRM AND
SQUARE. EXCAVATIONS SHALL BE MADE TO FIRM, CLEAN BEARING SOIL.
WHEN POLYETHYLENE SHEETS ARE USED AS A VAPOR BARRIER BENEATH A GROUND FLOOR SLAB, THE SUB GRADE FOR THAT SLAB SHALL BE CONSIDERED A
FORMED SURFACE FOR THE PURPOSE OF REINFORCING STEEL COVERAGE.
STRUCTURAL CONCRETE SHALL CONFORM WITH ACI -301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS FOR SLABS FOR BEAMS
AND COLUMNS.
AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4" CONCRETE ASTM C -33 SHALL CONFORM TO ASTM C -94
CONCRETE TESTING IS REQUIRED AS FOLLOWS: 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE AS PER ASTM C -94
MAXIMUM PERMISSIBLE SLUMP IS 5 -6" IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT GROUT
REINFORCING STEEL SHALL CONFORM TO ASTM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND FABRICATED ACCORDING TO THE " MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES ". HOOK ALL DISCONTINUOUS TOP REINFORCING. PROVIDE CORNERS WITH 2# 5 X 5-0"
BEND. CLEAR COVER FOR REINFORCING BARS SHALL BE:
G. BEAMS ............................ 3" UNFORMED FACES .......... 3"
SLABS ... ............................3/4 FORMED FACES IN
BEAMS /COLUMNS ........1 -1/2" CONTACT W /EARTH......... 2"
FORMWORK:
FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE
WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK ".
REINFORCING STEEL:
REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE NTH THE TYPICAL BENDING DIAGRAM
AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
HORIZONTAL AND VERTICAL BARS SHALL LAP 6 X BAR NO., UNLESS OTHERWISE NOTED. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. PROVIDE
3' X 3' CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICAL AT ALL CORNERS. THESE CORNER BARS SHALL BE THE SAME SIZE AS LONGITUDINAL
BEAM BARS. SEE DETAILS FOR ADDITIONAL INFORMATION.
WELDED WIRE MESH:
WELDED WIRE MESH SHALL BE ASTM A -185, GRADE 65, FREE FROM OIL, SCALE, AND RUST, AND SHALL BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL
DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.
NOTE TO TRUSS SPECIALTY ENGINEER:
DO NOT OVERSTRESS TRUSS METAL PLATES.
COMPLY WITH ASCE 7 -05 AND F.B.C. 2007, AND ALL SPECIFICATIONS THAT FOR WOOD SHOWN IN THIS SHEET
MASONRY:
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C -90, GRADE N (MORTAR),
AND HAVING A NET AREA COMPRESIVE STRENGTH OF CONCRETE MASONRY UNITS OF 2150 PSI TO ACHIVE A NET AREA STRENGH OF MASONRY F'M = 1500 PSI.
BLOCK SHALL BE PLACED USING RANDOM BOND UNLESS OTHERWISE NOTED. LAY -UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR
IN -WALL COLUMNS. THE ENGINEER SHALL FURNISH INSPECTION OF ALL REINFORCED MASONRY STRUCTURES. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY
WITH ASTM C -476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COARSE
AGGREGATE, AND SHALL BE PLACED WITH A SLUMP OF 8" TO 10 ". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. TYPE S MORTAR SHALL BE USED
EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C -270. HORIZONTAL AND VERT. MORTAR JOINTS SHALL
BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS FOR MORTAR
TO CURE PRIOR TO GROUTING CELLS. HORIZONTAL MORTAR JOINTS SHALL BE REINFORCED WITH STANDARD 9 GAGE LADUR -TYPE DUR -O -WALL (ASTM CLASS B -2,
HOT- DIPPED GALVANIZED) AT ALTERNATE COURSES (16" ON CENTER), UNLESS OTHERWISE NOTED. JOINT REINFORCEMENT SHALL BE CONTINUOUS AND SHALL LAP A
MINIMUM 8 ". THIS REINFORCEMENT SHALL EXTEND 4 INCHES INTO TIE COLUMNS OR BE TIED TO STRUCTURAL COLUMNS WITH APPROVED METHODS WHERE
STRUCTURAL COLUMNS REPLACE THE TIE COLUMNS. L
AP VERTICAL REBAR 6 X BAR No., U.O.N.
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LAST EDITION OF FLORIDA BUILDING CODE
MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR ". THE SUPERVISOR OF THE
MASONRY PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL MASONRY CONTRACTOR" OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE
FLORIDA CONCRETE AND PRODUCTS ASSOCIATION (FC &PA). THE SENIOR MASONRY SUPERVISOR WILL BE RESPONSIBLE TO ASSURE THAT THE WORK IS
ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MASONRY CONTRACTOR SHALL SUBMIT CREDENTIALS FROM THE FC &PA TO THE ENGINEER
FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
STRUCTURAL STEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF
STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, FY = 36 KSI
FOR ANGLES, PLATES, AND W- SHAPES. STRUCTURAL TUBING SHALL BE ASTM A -500, GRADE B, FY = 46 KSI. STRUCTURAL PIPE SHALL BE ASTM A -53, GRADE
B, TYPE E OR S, FY = 35 KSI. TUBE AND PIPE COLUMNS SHALL BE CONCRETE- FILLED IN THE SHOP. ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307
BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325 -N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED
IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED
TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW- HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH -UP COATS
OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS.
WOOD:
1. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BLOCKING, BRACING, LEDGERS, CRIPPLES, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2,
KD -15, OR BETTER.
2. MICRO -LAM BEAMS SHALL BE MANUFACTURED BY TRUS -JOIST CORP., OR APPROVED EQUAL, AND SHALL PROVIDE A MODULES OF ELASTICITY OF 2,000,000
A MIN. FLEXURAL STRESS OF 2,925 PSI, AND A MIN. HORIZONTAL SHEAR STRESS OF 285 PSI.
3. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE - TREATED. WOOD FOR NON- STRUCTURAL USES SHALL BE RATED TO
RETENTION LEVELS OF 0.25 PCF OF CHROMATED COPPER ARSENATE (CCA). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE
RATED TO RETENTION LEVELS OF 0.4 PCF OF CCA OR MORE.
4. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN 1/2" OF HEARTWOOD.
5. AVOID INHALATION OF SAWDUST PRODUCED BY PRESSURE TREATED WOOD. WEAR A DUST MASK AND WORK OUTDOORS. DISPOSE OF DUST AND SCRAP BY
ORDINARY TRASH COLLECTION. DO NOT BURN IT: PRESSURE TREATED WOOD MAY PRODUCE VERY TOXIC FUMES.
6. IN HIGHLY CORROSIVE ENVIRONMENTS, ALL WIND RESISTING HARDWARE INCLUDING THE HURRICANE STRAPS, SHALL BE MADE OF STAINLESS STEEL, OR SHALL
DIPPED (AND SCRATCHES RE- PAINTED) IN COAL -TAR EPDXY PAINT.
7. WOOD PREVIOUSLY USED AS FORMWORK SHALL NOT BE USED AS ROOF FRAMING OR SHEATHING.
8. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
9. HANGERS OR STRAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED ON THE DRAWINGS IN STEEL YIELD OR ULTIMATE STRENGTH, STEEL DIMENSIONS
(LENGTH AND WIDTH), NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS OR BOLTS, AND /OR DO NOT HAVE THE SAME GENERAL SHAPE, WILL NOT
BE ACCEPTABLE.
10. NO POCKETS WILL BE ALLOWED IN CONCRETE OR STEEL MEMBERS FOR CONNECTION OF WOOD MEMBERS UNLESS THE CONNECTION DETAIL IS IN WRITING PRIOR
TO INSTALLATION.
11. ALL NAILS, SCREWS, AND BOLTS SHALL BE HOT- DIPPED GALVANIZED.
TERMITE PROTECTION:
PSI,
LLB
ALL BUILDINGS SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST SUBTERRANEAN TERMITES. THE RULES AND LAWS AS ESTABLISHED BY THE
FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES SHALL BE DEEMED AS APPROVED WITH RESPECT TO PRE - CONSTRUCTION SOIL TREATMENT FOR
PROTECTION AGAINST SUBTERRANEAN TERMITES. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST
CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT.
FOUNDATION /SITE PREPARATION:
FOOTING WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF. THE BUILDING OFFICIAL SHALL BE PROVIDED WITH A STATEMENT
OF ALLOWABLE BEARING CAPACITY FROM THE ENGINEER OF RECORD. SAID STATEMENT SHALL CLEARLY IDENTIFY THE ALLOWABLE IN -PLACE BEARING
CAPACITY OF THE BUILDING PAD FOR THE NEW BUILDING OR ADDITION AND VERIFY THE EXISTING SOIL CONDITIONS. THE CERTIFIED IN -PLACE BEARING
CAPACITY SHALL HAVE BEEN DETERMINED BY WAY OF RECOGNIZED TEST OR RATIONAL ANALYSIS. THE MAXIMUM SIZE OF ROCK WITHIN 12 INCHES
BELOW THE FLOOR SLAB IN COMPACTED FILL SHALL BE 3 INCHES IN DIAMETER. WHERE FILL MATERIAL INCLUDES ROCK, LARGE ROCKS SHALL NOT BE
ALLOWABLE TO NEST AND ALL VOIDS SHALL BE CAREFULLY FILLED WITH SMALL STONES OR SAND, AND PROPERLY COMPACTED.
WHEN FOUNDATION WALL ARE TO BE POURED SEPARATELY FROM THE FOOTING, THEY SHALL BE KEYED AND DOWELED TO THE FOOTING WITH NO LESS
THAN #4 DOWELS, 20 DIAMETERS IN LENGTH ABOVE AND BELOW THE JOINT, SPACED NOT MORE THAN 4 FEET APART. WHERE FOOTING DEPTH DOES
NOT ALLOW STRAIGHT DOWELS, STANDARD HOOKS WILL BE ALLOWABLE. FOOTING EXCAVATIONS AND SLAB SUBGRADE SHALL BE COMPACTED TO A DRY
DENSITY OF AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D -1557.
ALL DIMENSIONS REFERENCE TO ARCHITECTURAL DRAWING
PRODUCT CONTROL APPROVAL AND SHOP DRAWING NOTES
ALL APPROVED SHOP DRAWINGS SHALL BE REVIEWED BY THE ENG. OF RECORD AND
SUBMITTED AND PROCESSED AT THE BUILDING DEPARTMENT. PRODUCT CONTROL APPROVAL
AND SEPARATE BUILDING PERMITS SHALL BE REQUIRED FOR THE FOLLOWING ITEMS:
WINDOWS, DOORS & STORM SHUTTERS; WOOD TRSSES; RIDGE VENTILATION & SKYLIGHTS;
GLASS WALLS & STOREFRONTS; RAILING & HANDRAILS; ROOFING.
NOTE:
NO OTHER UNDERGROUND UTILITIES WERE LOCATED BUT MAY BE PRESENT.- DIG WITH
CAUTION.- CALL UTILITY LOCATION CENTER BEFORE YOU DIG.
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No./DATE:
THESE DRAWING & SPECIFICATIONS
ARE INSTRUMENTS OF SERVICE AND
SHALL REMAIN THE PROPERTY OF
TERRACOTA BUILDING SERVICES,
WHETHER THE PROJECT FOR WHICH
THEY WERE PREPARED IS EXECUTED
OR NOT, THEY ARE NOT TO BE
USED IN ANY MANNER ON OTHER
PROJECTS OR EXTENSIONS TO THIS
PROJECT EXCEPT BY AGREEMENT IN
WRITING AND WITH THE APPROPRIATE
COMPENSATION TO TERRACOTA
BUILDING SERVICES IS PROHIBITED.
CONTRACTOR IS RESPONSIBLE FOR
VERIFYING ALL SITE CONDITION PRIOR
TO PROCEEDING WITH WORK.
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JOB No.: 515
DRAWN BY: T.B.S.
SCALE: AS SHOW
DATE: 06 -07 -2010
SHEET NAME:
ESTRUCTURAL NOTES
S.1—
SHEET 4 OF 10
TERRACOTA BUILDING SERVICES