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<br />DESIGN CRITERIA
<br />BASIS OF DESIGN:
<br />ALL CONSTRUCTION IS DESIGNED AS FOLLOWS:
<br />FLORIDA BUILDING CODE 6TH EDITION 2017
<br />DEAD LOADS
<br />ROOF 15 PSF
<br />LIVE LOADS
<br />FLOOR 40 PSF
<br />ROOF 20 PSF
<br />WIND LOADS
<br />ASCE 7-10, 146 MPH WIND (ULTIMATE), 113 MPH (NOMINAL)
<br />BUILDINGS OF ALL HEIGHTS ANALYTICAL METHOD
<br />RISK CATEGORY II
<br />EXPOSURE CATEGORY "B"
<br />ROOF SLOPE: 0.25:12
<br />INTERNAL PRESSURE COEFFICIENTS:
<br />GCpi = +/- .18, ENCLOSED STRUCTURE
<br />BASIC WIND PRESSURE: q= 32.5 P.S.F. (C&C)
<br />EDGE DISTANCE: a= 10 FT
<br />STRENGTH OF MATERIALS:
<br />REINFORCING STEEL ----- ------------ ------------ ------- ------ fy = 60,000 psi
<br />CONCRETE SLAB, BEAMS AND FOOTINGS ----------------- fo = 3,000 psi
<br />REINFORCED MASONRY ------- --- ---------- ------------- - f� = 1,500 psi
<br />MASONRY GROUT -------- ----- ---------------------------------- -- f� = 3,000 psi
<br />SOIL BEARING (ASSUMED, TO BE VERIFIED) ----- ------------- Sb = 2,000 psf
<br />STRUCTURAL STEEL SHAPES ------------------------------- fy = 36,000 psi
<br />STRUCTURAL STEEL SHAPES (HSS)----- -------------- - --- --- fy = 46,000 psi
<br />STRUCTURAL STEEL SHAPES (W)--- ------- ---- ---- --------- - fy = 50,000 psi
<br />LIGHT GAUGE STEEL SHAPES (18 ga. OR LESS) ------ fy = 33,000 psi
<br />LIGHT GAUGE STEEL SHAPES (16 ga. AND UP) --- ------------ -- fy = 50,000 psi
<br />BOLTS FOR WOOD AND STEEL CONNECTIONS (U.N.O.) --- A307
<br />GENERAL NOTES:
<br />1. THE FOLLOWING SPECIFICATIONS ARE AN OUTLINE OF MINIMUM MATERIAL REQUIREMENTS AND THEIR
<br />APPLICATION. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF
<br />MINIMUM SPECIFICATION SHALL CONTROL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW AND
<br />SUBMIT ALL SHOP DRAWINGS AND REPORT ALL DOCUMENT DISCREPANCIES TO THE STRUCTURAL
<br />ENGINEER PRIOR TO FABRICATION OR ERECTION.
<br />2. AT CONSTRUCTION ISSUE, THESE DRAWINGS REPRESENT STRUCTURAL COMPONENTS IN THEIR FINAL AND
<br />FINISHED STATE. CONSTRUCTION PROCEDURES, BRACING, METHODS SAFETY PRECAUTIONS OR
<br />MECHANICAL REQUIREMENTS USED TO ERECT THEM ARE THE SOLE RESPONSIBILITY OF THE GENERAL
<br />CONTRACTOR OR SUBCONTRACTOR DOING THE WORK.
<br />3. VERIFY ALL DETAILS AND DIMENSIONS WITH EXISTING CONDITIONS, ARCHITECTURAL DOCUMENTS AND
<br />PROPERLY COORDINATED, APPROVED SHOP DRAWINGS.
<br />4. NO COMMENT, NOTE OR DETAIL IN THESE STRUCTURAL DOCUMENTS SHOULD BE MISCONSTRUED AS A
<br />DESIGN FOR WATERPROOFING OR DAMPPROOFING. SPECIFIC DESIGN FOR MOISTURE CONTROL AND
<br />PERMANENT PROTECTION OF STRUCTURAL MATERIALS FROM THE ELEMENTS IS TO BE COMPLETED BY
<br />OTHERS AND COORDINATED WITH THE STRUCTURAL DOCUMENTS.
<br />FOUNDATION NOTES:
<br />1. FOOTINGS SHALL BEAR ON SOIL SUITABLE FOR SUPPORTING 2000 P.S. NET ALLOWABLE BEARING. IF
<br />QUESTIONABLE SOIL IS ENCOUNTERED, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
<br />2. FOOTINGS SHALL BE POURED IMMEDIATELY AFTER EXCAVATION.
<br />3. EXPANSION AND CONTROL JOINTS ARE TO BE PLACED PER A.C.I. RECOMMENDATIONS. PREPARE A CRACK
<br />CONTROL PLAN BASED ON CONSTRUCTION SEQUENCING AND PROPOSED ACTUAL FLOOR AND WALL
<br />FINISHES, AND SUBMIT TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION.
<br />3.1 NO CONTROL JOIN SHALL INTERSECT AN ADJACENT CONTROL JOINT AT AN ANGLE <90°.
<br />3.2 CONTROL JOINTS SHALL ONLY INTERSECT A CURB OR OTHER STRUCTURAL MEMBER AT ANGLE OF
<br />901.
<br />4. ALL REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED PER "REINFORCING STEEL SPLICE
<br />NOTES".
<br />5. LAP TOP BARS AT CENTER OF SPAN; LAP BOTTOM BARS AT SUPPORTS, U.N.O.
<br />6. THERE SHALL BE NO PLUMBING LINES RUNNING PARALLEL TO, WITHIN OR UNDER ANY FOUNDATION BEAM.
<br />7. PLACE A 10 MIL VAPOR RETARDER OF POLYETHYLENE UNDER ALL CONCRETE SLABS, U.N.O.
<br />8. ALL FOOTING BOTTOMS MUST BE PLACED A MINIMUM OF 12" BELOW FINISH GRADE.
<br />11
<br />SITE WORK NOTES:
<br />1. PERFORM EXCAVATION, ACCORDING TO GOOD COMMON CONSTRUCTION PRACTICES, TO THE LINES,
<br />GRADES, ELEVATIONS INDICATED ON THE DRAWINGS AND ACCORDING TO RECOMMENDATIONS FOUND IN
<br />SUB SURFACE REPORT BY GEOTECHNICAL ENGINEER.
<br />2. ALL FILL UNDER SLABS AND FOUNDATIONS SHALL BE COMPACTED TO 98% OF MAXIMUM DENSITY
<br />(MODIFIED PROCTOR TEST) AT OPTIMUM MOISTURE CONTENT. A COMPACTION REPORT FROM QUALIFIED
<br />SOILS ENGINEER SHALL BE TAKEN AND SUBMITTED TO ENGINEER OF RECORD.
<br />3. PROVIDE SOIL POISONING TO CONTROL TERMITES AS REQUIRED BY GOVERNING CODES.
<br />MASONRY NOTES:
<br />1. VERIFY ALL DETAILS AND DIMENSIONS WITH EXISTING CONDITIONS, ARCHITECTURAL DOCUMENTS AND
<br />PROPERLY COORDINATED APPROVED SHOP DRAWINGS.
<br />2. EXPANSION AND CONTROL JOINTS ARE TO BE PLACED PER A.C.I. RECOMMENDATIONS. PREPARE A CRACK
<br />CONTROL PLAN BASED ON CONSTRUCTION SEQUENCING AND PROPOSED ACTUAL FLOOR AND WALL
<br />FINISHES, AND SUBMIT TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION.
<br />3. THE MASONRY CONTRACTOR MUST EMPLOY A CERTIFIED STRUCTURAL MASONRY INSPECTOR. THE
<br />INSPECTOR MUST BE IN ATTENDANCE AND MONITOR ALL REINFORCED MASONRY OPERATIONS INCLUDING
<br />DOWEL PLACEMENT. PROVIDE DAILY REPORTS TO THE ENGINEER OF RECORD.
<br />4. PROVIDE 48 BAR DIAMETER MINIMUM LAP.
<br />5. PROVIDE CONTINUOUS TRUSS TYPE OR LADDER TYPE #9 GAUGE GALVANIZED HORIZONTAL JOINT
<br />REINFORCEMENT AT 16 O.C.
<br />CONCRETE FOUNDATION NOTES AND SPECIFICATIONS:
<br />1. ALL CONCRETE WORK SHALL CONFORM TO THE "A.C.I. BUILDING CODE", ACI 318 AND ACI 301, LATEST
<br />EDITION.
<br />2. DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WiTH ACI
<br />315-99, "ACI DETAILING MANUAL - 1999."
<br />3. UNLESS OTHERWISE NOTED, ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 (60,000
<br />PSI YIELD). REINFORCING SHALL BE FREE FROM OIL, DIRT AND OTHER MATERIALS THAT WOULD REDUCE
<br />THE BOND WITH THE CONCRETE.
<br />4. WELDED WIRE REINFORCING (WWR) SHALL CONFORM TO ASTM A-185. WELDING WIRE REINFORCING SHALL
<br />BE CHAIRED TO MAINTAIN THE REINFORCING AT ONE-THIRD THE DEPTH BELOW THE TOP SURFACE DURING
<br />CONCRETE PLACEMENT. SUPPORTS SHALL BE AT 2'-O" O.C. EACH WAY. LAP WELDED WIRE MESH ONE FULL
<br />MESH AT SIDE AND END LAPS.
<br />5. UNLESS OTHERWISE NOTED, CONCRETE PROTECTION FOR REINFORCING SHALL BE AS SPECIFIED IN THE
<br />"A.C.I. BUILDING CODE", (ACI 318 LATEST EDITION).
<br />6. CONCRETE STRENGTH AND PROTECTION FOR REINFORCEMENT OF POURED -IN -PLACE MEMBERS; SEE
<br />SECTION 7.7 ACI 318 LATEST EDITION.
<br />CONCRETE
<br />COVER, IN.
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ................ 3
<br />B. CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />B.1. NO. 6 THROUGH NO. 18 BARS........................................................................... 2
<br />B.2. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER ................................................ 11
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />C.1. SLABS, WALLS, JOISTS:
<br />C.1.1. NO. 14 AND NO. 18 BARS......................................................................... 1
<br />C.1.2. NO. 11 BAR AND SMALLER...................................................................... a
<br />C.2. BEAMS, COLUMNS:
<br />C.2.1. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS .................... 12
<br />C.3. SHELLS, FOLDED PLATE MEMBERS:
<br />3
<br />C.3.1. NO, 6 BAR AND LARGER .................. ........................................................ q
<br />C.3.2. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER .................................... 2
<br />7. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOBSITE. IT SHALL BE THE RESPONSIBILITY OF THE
<br />CONTRACTOR TO COORDINATE WITH THE CONCRETE SUPPLIER TO ENSURE A PUMPABLE AND WORKABLE
<br />MIX WITHOUT THE ADDITION OF WATER AT THE JOBSITE. THE USE OF PLASTICIZERS, RETARDANTS AND
<br />OTHER ADDITIVES SHALL BE AT THE OPTION OF THE CONTRACTOR SUBJECT TO THE APPROVAL OF THE
<br />STRUCTURAL ENGINEER. FOLLOW THE RECOMMENDATIONS OF THE MANUFACTURER FOR THE PROPER
<br />USE OF ADDITIVES. THE USE OF CALCIUM CHLORIDE OR OTHER CHLORIDE BEARING SALTS SHALL NOT BE
<br />PERMITTED.
<br />8. CONCRETE SLUMP TESTS SHALL BE MADE BEFORE AND AFTER THE ADDITION OF ADMIXTURES AND MAY BE
<br />TAKEN AT THE BACK OF THE TRUCK. CONCRETE FOR THE PREPARATION OF TEST CYLINDERS SHALL BE
<br />TAKEN FROM THE HOSE END FOR CONCRETE PLACED BY PUMP.
<br />9. REINFORCING STEEL SPLICE NOTES:
<br />9.1. ALL REINFORCING STEEL SHALL BE SPLICED AS NOTED BELOW AND AS REQUIRED IN THE A.C.I.
<br />BUILDING CODE (LATEST EDITION).
<br />9.1.1. LID NOTED IN THE DETAILS AND TABLES BELOW IS THE STRAIGHT BAR DEVELOPMENT LENGTH PER
<br />ACI-318.
<br />9.1.2. CLASS B LAP SPLICE TABLE SHALL BE USED FOR ALL LAP SPLICES AND BAR DEVELOPMENT
<br />UNLESS NOTED OTHERWISE.
<br />9.1.3. ALL REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED WITH A CLASS B LAP SPLICE
<br />AND AROUND CORNERS OR INTERSECTIONS WITH A STANDARD 90 DEGREE HOOK.
<br />9.1.4. SPLICE TOP BARS AT CENTER OF SPAN, SPLICE BOTTOM BARS AT SUPPORTS WITH CLASS B LAP
<br />SPLICE.
<br />9.1.5. SPLICE ALL VERTICAL BARS IN COLUMNS AND VERTICAL AND HORIZONTAL BARS IN SHEAR WALLS
<br />WITH A CLASS B LAP SPLICE UNLESS NOTED OTHERWISE.
<br />9.1.6. LAP SPLICES FOR #14 AND LARGER BARS SHALL BE MADE WITH MECHANICAL COUPLERS TO
<br />DEVELOP 125% OF THE BARS CAPACITY.
<br />9.1.7. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.25 FOR 75 KSI STEEL.
<br />9.1.8. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.50 FOR EPDXY COATED BARS.
<br />9.1.9. INCREASE DEVELOPMENT LENGTH SHOWN IN TABLES BELOW BY 1.30 IF BAR IS TO BE USED AS A
<br />TOP BAR IN A BEAM OR SLAB WITH 12" OF FRESH CONCRETE BELOW THE BAR.
<br />9.1.10. THE FOLLOWING TABLES ASSUME ONE OF THE BELOW CONDITIONS, PER ACI, ARE MET:
<br />9.1.10.1. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN db, CLEAR
<br />COVER NOT LESS THAN db AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN CODE
<br />MINIMUM.
<br />9.1.10.2. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2 db AND CLEAR
<br />COVER NOT LESS THAN db.
<br />9.2. ALL HOOKED REINFORCING STEEL SHALL BE AS NOTED BELOW AND AS REQUIRED IN THE A.C.I.
<br />BUILDING CODE (LATEST EDITION).
<br />9.2.1. Lhb NOTED IN THE SCHEDULE BELOW IS THE BASIC TENSION DEVELOPMENT LENGTH FOR
<br />STANDARD A.C.I. HOOKS, MEASURED FROM THE CRITICAL SECTION TO THE END OF THE HOOK.
<br />9.2.2. Ldh = 1.25*Lhb FOR 75 KSI STEEL.
<br />9.2.3. Ldh = 1.2*Lhb FOR EPDXY COATED REINFORCING BARS.
<br />9.2.4. Ldh = Lhb UNLESS CONDITIONS NOTED IN B. OR C. ARE NEEDED AND SHALL NOT BE LESS THAN 6"
<br />OR 8 BAR DIAMETERS.
<br />10. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ANY OTHER
<br />ADDITIONAL SLEEVES, ANCHORS, VENT OPENINGS, ETC., NOT SHOWN ON STRUCTURAL PLANS THAT MIGHT
<br />BE REQUIRED.
<br />11. PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND
<br />TROWELING OPERATIONS UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO
<br />NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE. FINISHING OF SLAB SURFACES SHALL COMPLY WITH
<br />THE RECOMMENDATIONS OF ACI 302.1 AND 304.
<br />12. PROVIDE 7 DAY CURING OF SLAB IMMEDIATELY AFTER FINISHING.
<br />13. PROTECT THE CONCRETE SURFACE BETWEEN FINISHING OPERATIONS ON HOT, DRY DAYS OR ANY OTHER
<br />TIME THAT PLASTIC SHRINKAGE CRACKS COULD DEVELOP BY USING WET BURLAP, PLASTIC MEMBRANE OR
<br />FOGGING. PROTECT CONCRETE SLAB AT ALL TIMES FROM RAIN, HAIL OR OTHER INJURIOUS EFFECT. ANY
<br />AND ALL MATERIALS USED FOR CONCRETE PROTECTION SHALL BE CHECKED FOR COMPLIANCE WITH
<br />FINISH FLOOR MATERIALS.
<br />14. RESHORING WHEN REQUIRED, TO EXTEND AT LEAST TWO FLOORS BELOW FLOOR SUPPORTING
<br />PROCEDURE TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL.
<br />15. AN INDEPENDENT CERTIFIED TESTING LAB SHALL VERIFY AND PROVIDE REPORTS CERTIFYING THE
<br />FOLLOWING:
<br />15.0.1. CONCRETE PLANT BATCH TICKETS FOR EACH TRUCK VERIFY THAT THE CONCRETE MATCHES THE
<br />APPROVED DESIGN MIX.
<br />15.0.2. CONCRETE SLUMP IS IN ACCORDANCE WITH APPROVED DESIGN MIX.
<br />15.0.3. CONCRETE PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS.
<br />15.0.4. CONTROL JOINTS ARE INSTALLED WITHIN THE ACI TIME ALLOWANCE.
<br />15.0.5. FALSEWORK (OR GROUND FLOOR), LAYOUT AND PROPER CURING METHODS ARE BEING UTILIZED.
<br />16. NO CONCRETE SHALL BE PLACED OUTSIDE OF THESE SPECIFICATIONS WITHOUT THE OWNER'S PRIOR
<br />APPROVAL. DISCREPANCIES WITH THE OUTLINED SPECIFICATION SHALL BE REPORTED TO THE OWNER
<br />AND STRUCTURAL ENGINEER WITHIN 24 HOURS.
<br />POST -INSTALLED ANCHOR NOTES
<br />1. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION
<br />DOCUMENTS.
<br />2. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO
<br />INSTALLING POST -INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
<br />3. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE SUBMITTED
<br />BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED &
<br />SEALED BY A REGISTERED PROFESSIONAL ENGINEER.THE CALCULATIONS SHALL DEMONSTRATE THAT
<br />THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE
<br />VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR
<br />STANDARD(S) AS REQUIRED BY THE BUILDING CODE.
<br />4. CARE SHALL BE TAKEN IN PLACING POST -INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING
<br />REBAR.
<br />5. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS.
<br />6. PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE
<br />APPLICABLE EVALUATION REPORT.
<br />7. CONTACT MANUFACTURER'S REPRESENTATIVE FOR THE INITIAL TRAINING AND INSTALLATION OF
<br />ANCHORS AND FOR PRODUCT RELATED QUESTIONS AND AVAILABILITY.
<br />STRUCTURALSTEEL:
<br />1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS, UNLESS NOTES
<br />OTHERWISE ON PLAN:
<br />ROLLED W SHAPES ASTM A992, GRADE 50
<br />ROLLED C & MC SHAPES ASTM A36
<br />ANGLES ASTM A36
<br />ROUND HSS ASTM A500, GR B (Fy=42 KSI)
<br />RECTANGULAR HSS ASTM A500, GR B (Fy=46 KSI)
<br />2. ALL SHOP AND FIELD WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE, ANSI/AWS D1.1.
<br />3. DESIGN CONNECTIONS FOR ALL BEAMS TO SUPPORT HALF OF THE UNIFORM CAPACITY SHOWN IN AISC
<br />"TABLES FOR ALLOWABLE LOADS ON BEAMS" FOR THE GIVEN SECTION AND SPAN UNLESS OTHERWISE
<br />SHOWN ON PLANS.
<br />4. GROUT BELOW BASE PLATES SHALL BE NON -SHRINK, NON-METALLIC GROUT WITH A MINIMUM
<br />COMPRESSIVE STRENGTH OF 6000 PSI.
<br />5. HOT -DIP GALVANIZE ALL STRUCTURAL STEEL ITEMS AND THEIR CONNECTIONS PERMANENTLY EXPOSED TO
<br />WEATHER AFTER FABRICATION.
<br />OPEN WEB STEEL JOISTS:
<br />1. ALL STEEL JOISTS SHALL CONFORM TO THE STANDARDS OF THE STEEL JOIST INSTITUTE.
<br />2. THE JOISTS SHOWN IN THE DRAWINGS ARE THE MINIMUM SIZE REQUIRED.
<br />3. ALL JOISTS ARE TO BE CAMBERED PER SJI STANDARDS.
<br />4. PROVIDE A MINIMUM END BEARING ON STEEL SUPPORTS AS REQUIRED BY SJI. STAGGER THE ENDS OF
<br />JOISTS IF NECESSARY.
<br />5. PROVIDE HORIZONTAL OR DIAGONAL TYPE BRIDGING FOR ALL JOISTS PER SJI SPECIFICATIONS. ANCHOR
<br />ALL ENDS OF BRIDGING LINES THAT TERMINATE AT WALLS OR BEAMS.
<br />6. PROVIDE ALL JOISTS AND ACCESSORIES WITH ONE SHOP -COAT OF PAINT AS SPECIFIED IN SJI STANDARDS
<br />7. JOIST SEATS SHALL BE A UNIFORM DEPTH OF 2-1/2" AND BE WELDED TO ALL SUPPORTS WITH A MINIMUM
<br />OF TWO 6' BY 2" LONG FILLET WELDS, OR AS REQUIRED FOR UPLIFT.
<br />8. ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK, PIPES, CEILING SUPPORTS, FIXTURES,
<br />DISPLAYS, ETC., WHICH ARE TO BE SUPPORTED BY, OR HUNG FROM, STEEL JOISTS SHALL BE FRAMED
<br />WITH AUXILIARY FRAMING TO THE PANEL POINTS OF THE STEEL JOIST OR GIRDER WHEN THE
<br />CONCENTRATED LOAD EXCEEDS 50 LBS. METHODS OF FRAMING THAT INDUCE BENDING IN THE STEEL
<br />JOIST CHORDS OR WEB MEMBERS WILL NOT BE PERMITTED.
<br />9. ADDITIONAL DESIGN LOADS FROM ARCHITECTURAL FEATURES, ROOFTOP EQUIPMENT, OR ANY OTHER
<br />CONCENTRATED LOADS SHOWN ON THE DRAWINGS, SHALL BE CONSIDERED AS ADDITIONAL COLLATERAL
<br />LOADS.
<br />METAL DECKS:
<br />1. THE METAL DECK AND INSTALLATION ARE TO COMPLY WITH THE REQUIREMENTS OF THE STEEL DECK
<br />INSTITUTE (SDI).
<br />2. REFERENCE CONSTRUCTION DOCUMENTS FOR TYPE, SIZE, GAUGE AND FINISH OF METAL DECK.
<br />3. DECK SHALL BE PLACED IN A MINIMUM TWO SPAN CONDITION. SINGLE SPANS ARE NOT PERMITTED UNLESS
<br />SPECIFICALLY SHOWN IN THE DOCUMENTS.
<br />4. PROVIDE A MINIMUM BEARING AT 2" AT ALL SUPPORTS.
<br />5. WELDING OF DECK SHALL BE IN ACCORDANCE WITH ANSI/AWS D1.3 "STRUCTURAL WELDING CODE - SHEET
<br />STEEL."
<br />6. STEEL DECK SHALL BE STORED OFF THE GROUND WITH ONE END ELEVATED TO PROVIDE DRAINAGE.
<br />7. DO NOT ATTACH ANY ITEMS SUCH AS LIGHT FIXTURES, DUCTS, HANGING SOFFITS AND PIPING TO THE
<br />METAL ROOF DECK WITHOUT WRITTEN APPROVAL BY THE ENGINEER.
<br />SUBMITTALS:
<br />1. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR THE FOLLOWING
<br />ITEMS:
<br />1, 1. REINFORCING STEEL
<br />1.2. CONCRETE MIX DESIGN
<br />1.3. STRUCTURAL STEEL
<br />1.4. METAL DECKS
<br />1.5. OPEN WEB STEEL JOISTS (*)
<br />1.6. MASONRY PRODUCTS INCLUDING VERIFICATION OF fm AND CERTIFICATES FOR ALL OTHER MATERIALS
<br />USED IN MASONRY CONSTRUCTION INDICATING THE COMPLIANCE WITH THE CONTRACT DOCUMENTS.
<br />1.7. EMBEDDED ITEMS (PLATES, ANGLES, BOLTS, ETC.)
<br />1.8. PRE-ENGINEERED ALUMINUM CANOPY (*)
<br />ALL ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SIGNED, SEALED, AND DATED BY A REGISTERED
<br />ENGINEER IN THE STATE OF FLORIDA.
<br />2. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR PRIOR TO
<br />SUBMITTAL.
<br />3. SUBMIT ALL MANUFACTURERS LITERATURE FOR ALL MATERIALS AND PRODUCTS USED IN CONSTRUCTION
<br />ON THE PROJECT.
<br />CLASS A SPLICE (USE ONLY IF NOTED ON DRAWINGS)
<br />A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (Ld)
<br />CONCRETE STRENGTH (PSI)
<br />REINF. SIZE
<br />3000
<br />4000
<br />5000
<br />6000
<br />7000
<br />8000
<br />10000
<br />12000
<br />#3 -
<br />17"
<br />15"
<br />13"
<br />12"
<br />12"
<br />12"
<br />12"
<br />12"
<br />#4
<br />22"
<br />19"
<br />17"
<br />16"
<br />15"
<br />14"
<br />12"
<br />12"
<br />#5
<br />28"
<br />24"
<br />22"
<br />20"
<br />18"
<br />17"
<br />12"
<br />12"
<br />#6
<br />33"
<br />29"
<br />26"
<br />24"
<br />22"
<br />21"
<br />15"
<br />15"
<br />47
<br />48"
<br />42"
<br />38"
<br />34"
<br />32"
<br />30"
<br />27"
<br />27"
<br />98
<br />55"
<br />48"
<br />43"
<br />39"
<br />36"
<br />34"
<br />30"
<br />30"
<br />#9
<br />52"
<br />54"
<br />48"
<br />44"
<br />41"
<br />38"
<br />34"
<br />34"
<br />#10
<br />70"
<br />61"
<br />54"
<br />50"
<br />46"
<br />43"
<br />39'
<br />39"
<br />#11
<br />78"
<br />67"
<br />60"
<br />55"
<br />51"
<br />48"
<br />43"
<br />43"
<br />CLASS B SPLICE (TO BE USED U.N.O.)
<br />A.C.I. REINFORCING DEVELOPMENT LENGTH SCHEDULE (1.3 Ld)
<br />CONCRETE STRENGTH (PSI)
<br />REINF. SIZE
<br />3000
<br />4000
<br />5000
<br />6000
<br />7000
<br />8000
<br />10000
<br />12000
<br />#3
<br />23"
<br />20"
<br />17"
<br />16"
<br />16"
<br />16"
<br />16"
<br />16"
<br />#4
<br />29"
<br />25"
<br />23"
<br />21"
<br />20"
<br />19"
<br />16"
<br />16"
<br />#5
<br />37"
<br />32"
<br />29"
<br />26"
<br />24"
<br />23"
<br />16"
<br />16"
<br />#6
<br />43"
<br />38"
<br />34"
<br />32"
<br />29"
<br />28"
<br />20"
<br />20"
<br />97
<br />63"
<br />55"
<br />50"
<br />45"
<br />42"
<br />39"
<br />36"
<br />36"
<br />98
<br />72"
<br />63"
<br />56"
<br />51"
<br />47"
<br />45"
<br />39"
<br />39"
<br />#9
<br />Bill
<br />71"
<br />63"
<br />5F
<br />54"
<br />50"
<br />45"
<br />45"
<br />#10
<br />91"
<br />80"
<br />71"
<br />66'
<br />60"
<br />56"
<br />51"
<br />51"
<br />#11
<br />j 102"
<br />1 88"
<br />1 78"
<br />1 72'
<br />1 67"
<br />63"
<br />56"
<br />W
<br />A.C.I. STANDARD HOOK REINFORCING DEVELOPMENT LENGTH SCHEDULE (Lhb)
<br />CONCRETE STRENGTH (PSI)
<br />REINF. SIZE
<br />3000
<br />4000
<br />5000
<br />6000
<br />7000
<br />8000
<br />9000
<br />10000
<br />#3
<br />9"
<br />8"
<br />7"
<br />6'
<br />fill
<br />fill
<br />6"
<br />fill
<br />#4
<br />11"
<br />10"
<br />9"
<br />8"
<br />8"
<br />7"
<br />7"
<br />6,
<br />#5
<br />14"
<br />12"
<br />11"
<br />10"
<br />9"
<br />9"
<br />F.
<br />8"
<br />#6
<br />17"
<br />16.
<br />13"
<br />12"
<br />11"
<br />11"
<br />10"
<br />9"
<br />#7
<br />20"
<br />IT
<br />15"
<br />14"
<br />131,
<br />IT
<br />12"
<br />11°
<br />#8
<br />22"
<br />19"
<br />17"
<br />16"
<br />15"
<br />14"
<br />13"
<br />12"
<br />#9
<br />25"
<br />22"
<br />20"
<br />18"
<br />17"
<br />16"
<br />15"
<br />14"
<br />#10
<br />28"
<br />25"
<br />22"
<br />20"
<br />19"
<br />18"
<br />17"
<br />16"
<br />#11
<br />31"
<br />27"
<br />24"
<br />22"
<br />21"
<br />19"
<br />18"
<br />17"
<br />Ldh
<br />CRITICAL
<br />SECTION
<br />Ldh --I
<br />CRITICAL
<br />SECTION
<br />SYMBOLS AND ABBREVIATIONS:
<br />HSS = HOLLOW STRUCTURAL SECTION
<br />SJI = STEEL JOIST INSTITUTE
<br />ADUL = ADDITIONAL
<br />K.O. = KNOCKOUT
<br />SL = STEEL LINE
<br />ARCH. = ARCHITECTURAL
<br />LBS = POUNDS
<br />SYP = SOUTHERN YELLOW PINE
<br />BL = BUILDING LINE
<br />LLH = LONG LEG HORIZONTAL
<br />T&B = TOP AND BOTTOM
<br />B.O.B. = BOTTOM OF BEAM
<br />LLV = LONG LEG VERTICAL
<br />T.O.B. = TOP OF BEAM
<br />B.O.C.P. = BOTTOM OF CAP PLATE
<br />MAX = MAXIMUM
<br />T.O.S.O.G. - TOP OF SLAB ON GRADE
<br />C.I.P. = CAST IN PLACE
<br />M.C.J. = MASONRY CONTROL JOINT
<br />T.O.C. = TOP OF COLUMN
<br />cj = CONTROL JOINT
<br />MEP = MECHANICAL, ELECTRICALAND PLUMBING T.O.C.P. = TOP OF CAP PLATE
<br />CL = CENTER LINE
<br />MIN = MINIMUM
<br />T.O.F. = TOP OF FOOTING
<br />CFS = COLD FORMED STEEL
<br />N.T.S. = NOT TO SCALE
<br />T.O.J.B = TOP OF JOIST BEARING
<br />CMU = CONCRETE MASONRY UNIT
<br />O.C. = ON CENTER
<br />T.O.M. = TOP OF MASONRY
<br />CONC. = CONCRETE
<br />PL = PLATE
<br />TS = TUBE STEEL
<br />CONT. = CONTINUOUS
<br />PLF = POUNDS PER LINEAR FOOT
<br />U.N.O. = UNLESS NOTED OTHERWISE
<br />E.F. = EACH FACE
<br />PSF = POUNDS PER SQUARE FEET
<br />VERT. = VERTICAL
<br />E.W. = EACH WAY
<br />PSI = POUNDS PER SQUARE INCH
<br />V.I.F. = VERIFY IN FIELD
<br />EXP. = EXPANSION
<br />P.T. = PRESERVATIVE TREATED
<br />WWR = WELDED WIRE REINFORCEMENT
<br />F.F. = FINISH FLOOR
<br />REINF. = REINFORCEMENT
<br />W/ = WITH
<br />FT = FEET
<br />REQ'D = REQUIRED
<br />& = AND
<br />GA. = GAUGE
<br />0 = DIAMETER
<br />GALV = GALVANIZED
<br />° = DEGREES
<br />HORZ = HORIZONTAL
<br />COMPONENTS AND CLADDING WIND PRESSURE CHART
<br />COMPONENTS AND CLADDING
<br />COMPONENTS AND CLADDING
<br />ULTIMATE PRESSURE SCHEDULE
<br />ULTIMATE PRESSURE SCHEDULE
<br />WALLS, DOORS AND WINDOWS
<br />ROOFS
<br />ENCLOSED BUILDING
<br />ENCLOSED BUILDING
<br />GCp +/- 0.18
<br />GCPI=+/- 0.18
<br />(+) INDICATES INWARD; (-) INDICATES OUTWARD
<br />(+) INDICATES INWARD; (-) INDICATES OUTWARD
<br />NOT WITHIN a' OF
<br />EFFECTIVE AREA OF
<br />WITHIN a' OF
<br />NOT WITHIN a' OF
<br />EFFECTIVE AREA OF
<br />WITHIN a' OF
<br />CORNER BUT
<br />NOT WITHIN a' OF
<br />CORNER, EAVE OR
<br />COMPONENT
<br />CORNER
<br />CORNER
<br />COMPONENT
<br />CORNER
<br />WITHIN a' OF EAVE
<br />OR TRANSITION
<br />TRANSITION
<br />0 S.F. < "AREA" < 10 S.F.
<br />+35.1 -46.8
<br />+35.1 -38.0
<br />0 S.F. < "AREA" < 10 S.F.
<br />+15.6 -96.9
<br />+15.6 -64.4
<br />+15.6 -38.4
<br />20 S.F. < "AREA" < 50 S.F.
<br />+33.5 -43.6
<br />+33.5 -36.4
<br />20 S.F. < "AREA" < 50 S.F.
<br />+14.6 -80.0
<br />+14.6 -57.5
<br />+14.6 -37.4
<br />50 S.F. < "AREA" < 100 S.F.
<br />+31.5 -39.7
<br />+31.5 -34.5
<br />50 S.F. < "AREA" < 100 S.F.
<br />+13.3 -58.2
<br />+13.3 -48.4
<br />+13.3 -36.1
<br />100 S.F. < "AREA" < 500 S.F.
<br />+28.3 33.5
<br />+28.3 -31.2
<br />> 100 S.F.
<br />+12.4 -41.6
<br />+12.4 -41.6
<br />+12.4 -35.1
<br />> 500 S.F.
<br />1 +26.3 -29.3
<br />1 +26.3 -29.3
<br />NOTES: ALL BUILDING ELEMENTS EXPOSED TO WIND SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS TO RESIST
<br />THE WIND PRESSURES INDICATED AND TO MEET OTHER CODE REQUIREMENTS FOR AIR AND WATER INTRUSION.
<br />WIND LOADS ABOVE ARE ULTIMATE LOADS. USE ULTIMATE WIND PRESSURE W/ ASCE7-10 LOAD COMBINATIONS,
<br />MULTIPLY LOADS BY 0.6 TO OBTAIN NOMINAL LOADS.
<br />SHEET INDEX
<br />SHEET DESIGNATION
<br />DESCRIPTION
<br />S0.0
<br />DESIGN CRITERIA
<br />S1.0
<br />FOUNDATION AND SLAB PLAN
<br />S1.1
<br />LOW FRAMING PLAN
<br />S1.2
<br />HIGH FRAMING PLAN
<br />S2.0
<br />SECTION
<br />S2.1
<br />SECTION
<br />S2.2
<br />SECTION
<br />S2.3
<br />SECTION
<br />S3.0
<br />STRUCTURAL DETAILS
<br />SM
<br />STRUCTURAL DETAILS
<br />S3.2
<br />STRUCTURAL DETAILS
<br />S3.3
<br />STRUCTURAL DETAILS
<br />S4.0
<br />STRUCTURAL FABRICATION DETAILS
<br />S4.1
<br />STRUCTURAL FABRICATION DETAILS
<br />S4.2
<br />STRUCTURAL FABRICATION DETAILS
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<br />W
<br />JOB NO.
<br />E1�9-208 `` " _
<br />DATE
<br />08/27/201 ''y
<br />DRAWN
<br />AG
<br />DESIGN
<br />AG
<br />FOUNDATION AND SLAB
<br />PLAN
<br />FOR REVIEW AND PERMIT. NOT FOR CONSTRUCTION UNTIL APPROVED BY THE OWNER AND THE BUILDING OFFICIAL. THEN MUST BE MARKED "APPROVED FOR CONSTRUCTION" BY THE ENGINEER.
<br />81.0
<br />
|