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09-709-027GENERAL, 1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT INTENDED TO BE SCALED FOR ROUGH- IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. 2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION 15 SHOWN - 3- PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN THE ABOVE TO THE ARCHITECT /ENGINEER BEFORE COMMENCING WORK THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AMC) MEASUREMENTS IN CONNECTION WITH THEIR WORK 4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. 5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRE55ED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLT SETTING, SLEEVES, DIMENSIONS, ETC. NOTIFY ARCHITECT /ENGINEER, IN WRITING, OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK STRUCTURAL OBSERVATIONS: 1. DADE COUNTY REQUIRES THAT THE ENGINEER -OF- RECORD SUBMIT A STATEMENT, AT THE COMPLETION OF THE CONSTRUCTION WORK, REGARDING THE COMPLIANCE OF THE WORK WITH THE APPROVED PERMIT PLANS. 2. IN ORDER TO COMPLY WITH THE ABOVE, A/E MUST BE RETAINED AS THE STRUCTURAL INSPECTOR, AND NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONGEAL STRUCTURAL ELEMENTS- UNLESS EVERY STRUCTURAL ELEMENT WAS ADEQUATELY OBSERVED BY THE A /E, THE A/E WILL NOT ISSUE THE REQUIRED "STATEMENT OF INSPECTION ". 3. IT 15 UNDERSTOOD THAT A/E WILL NOT BE HELD RESPONSIBLE AMC) LIABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY OBSERVED BY THE A/E OR FOR ANY WORK, APPROVED BY OTHER INSPECTING ENGINEER (OTHER THAT THE A/E- OF- RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT RECORD DOCUMENTS. STRUCTURAL DESIGN CRITERIA: 1. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE - (2004 EDITION) 2. WIND LOAD CRITERIA: BASED ON ANSI /ASCE 1 -05. BASIC WIND VELOCITY 146 MPH, OCCUPANCY CATEGORY II (AT HURRICANE OCEANLINE), EXPOSURE (ICI'. 3. ROOF DESIGN LOADS: DEAD LOADS:....... 25 PSF LIVE LOADS: ....... 20 PSF 4. ROOMS: SUPERIMPOSED DEAD LOADS:........ 25 PSF LIVE LOADS . ...... . ............ 40 PSF 5. STAIRS 4 BALCONIES: SUPERIMPOSED DEAD LOADS:........ 25 PSF LIVE LOADS : ........... . .. . . . . . 80 PSF TERMITE PROTECTION: 1. CONTRACTOR TO PROVIDE A CERTIFICATE OF COMPLIANCE FROM A LICENSED PEST CONTROL COMPANY STATING: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES, TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES ". G;EENER L 5TfRUCTUfR L NOTES FOUNDATIONS: I. FOUNDATIONS ARE DESIGNED TO BEAR ON WELL COMPACTED GRADE OR ? CLEAN FILL OF AN ALLOWABLE BEARING CAPACITY OF 2,000 PSF MINIMUM, AT THE TIME OF CON5TRUCTION, A LICENSED (ARCHITECT) (REGISTERED PROFESSIONAL ENGINEER) SHALL SUBMIT TO THE BUILDING OFFICIAL A > SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS BEEN I OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN 15 BASED. 2. NATURAL GRADE (OR FILL) BELOW FOOTINGS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR (ASTM D- 1551). 3- TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD FOOTINGS. STEP WALL FOOTING FROM HIGHER COLUMN FOOTING TO THE LOWER ONE (AS DETAILED ON THE PLANS). 4- TOP OF ALL FOOTINGS TO BE A MINIMUM 1" -O" BELOW THE TOP OF CONCRETE SLAB ON GRADE (UNLESS OTHERWISE NOTED) OR MINIMUM 1' -O" BELOW FINISHED GRADE, WHICHEVER IS LOWER IN THE EVENT THAT THE SLAB STEPS ON EACH SIDE OF THE FOOTING, THE FOOTING SHALL BE 1' -011 BELOW TOP OF THE LOWER SLAB. 5. REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND NON - MONOLITHIC) SHALL BE SPLICED 36 BAR DIAMETERS MINIMUM AND SHALL EXTEND CONTINUOUSLY THRU ALL FOOTING PADS. 6. ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS, SHALL BE CONTINUED AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR DIAMETERS AROUND THE CORNERS OR ADDING MATCHING CORNER BARS, EXTENDING 48 BAR - DIAMETERS INTO FOOTING EACH SIDE OF CORNER OR BENT. 1. ALL FOOTINGS SHALL BE 12" MINIMUM THICKNESS. CONCRETE SLABS ON GRADE: 1- ALL INTERIOR AND EXTERIOR SLABS AND WALKWAYS AS SHOWN ON THE STRUCTURAL OR ARCHITECTURAL PLANS, SHALL BE FOUR INCHES THICK MINIMUM REINFORCED WITH 6 X 6 - WIA X WIA WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED). 2. WIRE MESH SHALL HAVE A MINIMUM OVERLAP OF 12" UNLESS OTHERWISE NOTED IN PLANS. 3. ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST A.C.I - "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION" (A.C.I. - 302.1R). 4. JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE, DIVIDING: THE SLAB INTO SQUARE PANELS. SEE PLAN FOR SAW -CUT, CONTRACTION AND ISOLATION JOINT INFORMATION. D. PROVIDE SAW -CUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF FIVE FEET ON CENTERS AND ISOLATION JOINTS AT 20 FEET O.G. (U.ON.). 6. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 12" AMC) COMPACTED TO 95% MODIFIED PROCTOR (,ASTM p -1551) WITHIN A DISTANCE OF 3 FEET BEYOND ALL FOOTING EDGES. TAKE AT LEAST ONE DENSITY TEST FOR EACH 1,600 SQFT- OF AREA AND 1211 BELOW SURFACE. SEND RESULTS OF THE TEST TO OWNER, ARCHITECT AND ENGINEER CONCRETE AND REINFORCING: 1. CONCRETE DESIGN AMC) REINFORCEMENT IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (A.C.I. 318 -02 / 318R -02) AMC) WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" (A.C.I. 3158 -94). 2. ALL CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING" (A.C.1. 301 - LATEST EDITION)_ PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING TO BE IN ACCORDANCE WITH "HOT WEATHER CONCRETING" (A.C.I. 3058 - LATEST EDITION). 3. ALL CONCRETE TO BE REGULAR WEIGHT WITH AN COMPRESSIVE STRENGTH OF 3,000 P.51 AT 28 DAYS. MAXIMUM SLUMP 3" MIN, TO 5" MAX. 4. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING AS PER ASTM A -615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.RS.I. MANUAL OF STANDARD PRACTICE AND PLACED IN ACCORDANCE WITH A.G.I. 315 AND C.R.5.1. MANUAL OF STANDARD PRACTICE- S. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: FOOTINGS: (BOTTOM) .....3 " (TOP 4 SIDES) - - - - - - - 2" SLABS ON GRADE: ...... MID DEPTH OF SLAB COLUMNS AND BEAMS: ..... 1 -1/2" 6. COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL REBARS ABOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES, U_ON. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD HOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NONCONTINUOU5 COLUMNS (U.O.N.). 1- ALL DOWELS FOR COLUMNS SHALL RE SECURED IN P051TION PRIOR TO CONCRETING. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE 15 NOT PERMITTED. 8. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID -SPAN, ALL TOP BARS HOOKED AT NONGONTINUOUS EDGES (U.ONJ. ALL HOOKS TO BE STANDARD 90 DEGREE HOOKS AS REQUIRED (U.O.N.). 9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36 INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE REBARS). 10- SEE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS. MASONRY WALLS: 1. ALL REINFORCED MASONRY WALLS SHALL BE PROVIDED WITH *9 DUR -O -WALL LADDER TYPE HORIZONTAL REINFORCEMENT AT 1' -4" VERTICALLY LAPPED 1 -1/2" AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT T AND L " INTERSECTION. PROVIDE DOVE TAIL ' ANCHORS AT 16" O_C_ VERTICALLY FOR ALL MA50NRY PLACED ADJACENT TO ALREADY IN PLACE COLUMNS. 2. CONCRETE MASONRY UNITS: ASTM C90, GRADE N -1, MODULAR, MINIMUM NET COMPRESSIVE STRENGTH AT 28 DAYS f'c - 1900 PSI, 3. MORTAR: ASTM C210, TYPE S. MORTAR ALL FACE SHELLS, AND CROSS SHELLS AROUND ALL GROUT FILLED CELLS WITH A MINIMUM STRENGTH 2000 PSI (USE PORTLAND TYPE CEMENT). 4- DENOTES BEARING GONG. BLOCK WALL. INSTALL BLOCK BEFORE CASTING ADJACENT COLUMNS AND BEAMS. 5, GROUT: ASTM 0416. COARSE GROUT. SLUMP 8" MINIMUM f 11" MAXIMUM COMPRESSIVE STRENGTH AT 28 DAYS - 3000 PSI. SUBMIT DESIGN MIX FOR REVIEW. 6. DESIGN PM = 1500 PSI. 1. ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE VERTICAL BARS IN CONCRETE FILLED CELLS ON EACH SIDE OF OPENING AS INDICATED IN THE FOUNDATION PLAN (AND ANY OTHER FLOOR IF APPLICABLE). THESE REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AMC) LAPPED 48 BAR DIAMETER MINIMUM. 8. PLACE ALL MASONRY UNITS IN RUNNING BOND_ 9. PROVIDE KNOCK -OUTS AT BASE OF ALL CELLS CONTAINING REINFORCING. 10. MAXIMUM POUR LIFT = 4' -01" 11. INTERSECTING WALLS: BONDED AT LOCATIONS WHERE THEY MEET OR INTERSECT BY THE FOLLOWING METHOD: FIFTY PERCENT OF THE UNITS AT THE INTERSECTION SHALL BE LAID IN AN OVERLAPPING MASONRY BONDING PATTERN, WITH ALTERNATE UNITS HAVING A BEARING OF NOT LESS THAN 3 INCHES ON THE UNIT BELLOW. 12, VERTICAL REINFORCEMENT SHALL BE SPLICED 48 BAR DIAMETER MINIMUM. 13. PROVIDE VERTICAL REINFORCEMENT AS INDICATED ON FOUNDATION PLAN AT EACH SIDE OF WALL OPENING AND is INTERSECTING= WALLS. 14. SPECIAL INSPECTION IS REQUIRED. WELDING: 1. WELDING SHALL BE DONE WITH E -10 ELECTRODES. 2. WELDERS SHALL BE AW5 CERTIFIED. STRUCTURAL STEEL: (SHOP DRAWINGS REQUIRED) 1. ALL STRUCTURAL STEEL TO BE DOMESTIC A,S.Tf I. A -36 (Fy =36 KS.IJ AMC) DESIGNED IN ACCORDANCE WITH THE LATEST A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AMID ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE A.I.S.C. CODE OF STANDARD PRACTICE. 2. STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A�S.T.M. A -500 GRADE B (1=9=46 K5,L) TUBE AND PIPE COLUMNS TO BE CONCRETE FILLED WITH VENT HOLES TOP, MIDDLE AND BOTTOM. 3. ALL COLUMN BASE AND CAP PLATES SHALL BE 314" THICK (UNLESS OTHERWISE NOTED). WIDTH AND LENGTH AS REQUIRED FOR PROPER BOLTING AND AS INDICATED ON THE PLANS AND DETAILS_ 4. ALL WELDING: TO BE IN ACCORDANCE WITH A.W.S. LATEST "STRUCTURAL WELDING CODE - STEEL ". CLEAN AND RUSTPROOF ALL FIELD WELDS WITH HEAVY DUTY RUSTPROOFING PAINT. 5, BEAMS 4 COLUMNS SPLICE LOCATIONS TO BE REVIEWED BY ARCHITECT /ENGINEER PRIOR TO ORDERING MATERIALS. t W W• G W W � W •• � .. r • N V * q W Y W u W W �' V UU• {, U Y U y • V W V • WWGWV i • V r i i V V W4' ivY • V V Lr u V4 Y r V • i' u i ti U V i VU y V i W U Y • Y u V i W• U V G• W i V 4 •Yii iV Wi1W •ri G • • i • n r • r W V G Y V i t G V V V p i 65 W W W i PLYWOOD DIAPHRAGM: 1. DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "A.P.A, DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE FLORIDA BUILDING CODE. 2. PLYWOOD ROOF DECKING SHALL BE 19/32" MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS. 3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 10d GALV. NAILS, SPACED AT 6" O.G. MAX. AT SUPPORTED EDGES AND AT 611 O.G. ALONG THE INTERMEDIATE SUPPORTS. UNLESS OTHERWISE NOTED IN PLANS. GABLE ENDS NAIL SPACING SHALL BE 4" ON CENTERS MAXIMUM. UNLESS OTHERWISE NOTED IN PLANS. 4. INSPECTIONS: COMPLY WITH THE FLORIDA BUILDING CODE. WOOD TRUSSES: (DELEGATED ENGINEERED SHOP DRAWING REQUIRED) 1. DESIGNED AMID FABRICATED IN ACCORDANCE WITH "NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENERS" BY NFPA (LATEST REVISION). 2. TRUSSES SHALL BE DESIGNED, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, WHO SHALL BE ASSIGNED AS A DELEGATED ENGINEER FOR THE CONTRACTOR THE DELEGATED ENGINEER SHALL DESIGN AND INDICATE ON THE SHOP DRAWINGS ALL TRUSS COMPONENTS, TEMPORARY BRACING, BRIDGING, HARDWARE, METAL HANGERS, ANCHORS AND METAL SHAPES AS REQUIRED BY DESIGN OR AS INDICATED ON THE PLANS. ALL METAL PARTS TO BE GALVANIZED. 3. SHOP DRAWINGS SHALL COMPLY WITH THE TRUSS LAYOUT SHOWN IN THE STRUCTURAL DRAWINGS. 4. TRUSS DESIGNER ENGINEER SHALL INDICATE THE NET WIND UPLIFT REACTIONS FOR EACH TRUSS AND GIRDER TRUSS CONSIDERING THE PRESSURE ZONES AS INDICATED IN ANSI /ASCE 1 -98. THE SIZE OF CONNECTORS AND AMOUNT OF NAILS SHALL BE SELECTED BASED ON THE WIND FORGES /GRAVITY LOADS AT EACH CONNECTION. 5. ALL SEATS FOR THE WOOD GIRDER TRUSSES WILL BE DESIGNED BY THE A/E AND WILL BE COMPLETED AFTER RECEIVING THE PRE - ENGINEERED WOOD TRUSS SHOP DRAWINGS, SHOWING LOCATIONS OF GIRDERS AND END REACTIONS AT THEIR BEARING POINTS. 6. THE STRUCTURAL PLANS INDICATE ALL THE REQUIRED LATERAL PERMANENT BRIDGING, AS RECOMMENDED BY THE "TRUSS PLATE INSTITUTE ". TRUSS DESIGNER ENGINEER SHALL PROVIDE INFORMATION AND SHOW ON PLAN, ALL LATERAL BRACING OF ANY TRU55 INDIVIDUAL MEMBERS, AS REQUIRED BY TRUSS DESIGN. 1. TRUSSES SHALL BE INSTALLED WITH OUT OF PLUMB AND OUT OF PLANE TOLERANCES, AS PER THE "TRU55 PLATE INSTITUTE" . ANY TRUSS EXCEEDING THE SPECIFIED TOLERANCE MUST BE REALIGNED OR REPLACED. 8. INSTALLATION OF TRUSSES LONGER THAN 35 FT. OR HIGHER THAN 6 FT. SHALL BE MADE UNDER THE DIRECT SUPERVISION OF A LICENSED BUILDING OR GENERAL CONTRACTOR OR A LICENSED STRUCTURAL ENGINEER OR ARCHITECT. SHOP DRAWINGS AND DELEGATED ENGINEERING: 1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW ONLY AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS, DIMENSIONS AND OTHER TRADE REQUIREMENTS, AMC) STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE A/E ASSUMES NO RE5PON5115I1-ITY FOR DIMENSIONS, QUANTITIES, ENGINEERING DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY THE A/E AMC) EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS, 2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE, ALL RELATED SHOP DRAWINGS, DELEGATED ENGINEERING, PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE A/E AND APPROVED BY THE BUILDING DEPARTMENT. 3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, OUTLINED IN THE FLORIDA BUILDING CODE. 4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. SHOP DRAWINGS SHALL CONTAIN ALL INFORMATION SHOWN ON THE STRUCTURAL PLANS (RELATED TO THE DELEGATED DESIGN) INCLUDING ALL DESIGN LOADS, IN ADDITION TO THE INFORMATION REQUIRED BY THE DELEGATED ENGINEER'S DESIGN. 5. A/E SHALL REVIEW ALL SHOP DRAWINGS, PREPARED AND SIGNED AMC) SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND COORDINATION WITH THE STRUCTURE DESIGNED BY A/E. CITY or- S0LjTI °i r. lAM1 BUILDING DEPT. ;TRUCTU AL SI<C�"ION ROTAS Engineering, Inc. 71176 mr IM Sk-L ft t+ a 120 1LL.m1. R.rii, 3312t T.1.(365) 41 h6111. Tilt -(165) 418 -9112 C.A. 1 7994 Y+ FATWA M I0T4 M,. t PE Na f "I '.." SE 0 3 200; W r G V b • G • G W G r YWW ©r� LO ll U �+ i W f `0 - W u Jrr LL. 1�� V p Z U F..r� dl 0 L r� O � O N O N F� z O LL u r < D 0 0 0 L.L w N C) Z Ao w U z A H V a � V.c a r-1 0 O Date: Drawn: Checked: N.C./J.M.R. Pro j. No.: Cad File: JOSE M. REQUEJO FL. RA. 15570 i .