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04-178-001APPLICABLE CODES: FLORIDA BUILDING CODE 2010 AMERICAN CONCRETE INSTITUTE (ACI), LATEST EDITION. PCI MANUAL FOR QUALITY CONTROL, MNL -116, LATEST EDITION. PCI DESIGN HANDBOOK MNL -120, LATEST EDITION 2. QUALIFICATIONS: PRESTRESS CONCRETE MANUFACTURER MUST HAVE A MINIMUM OF 5 YEARS EXPERIENCE IN PROVIDING PRE5TRE55/PRECAST CONCRETE PRODUCTS. 3. SHOP DRAWING SUBMITTAL: SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL BY THE ENGINEER -OF- RECORD, ARCHITECT -OF- RECORD AND GENERAL CONTRACTOR/OWNER PRIOR TO FABRICATION. — ALL QUESTIONS, REQUESTS FOR VERIFICATIONS AND ALL CLOUDED DIMENSIONS SHOWN IN OUR SHOP DRAWING DURING THE APPROVAL PROCESS MUST BE CLEARLY ANSWERED IN THE RETURNED SHOP DRAWINGS. WHATEVER QUESTION, REQUEST FOR VERIFICATION AND CLOUDED DIMENSION SHOWN IN OUR SHOP DRAWING THAT 15 NOT ADDRE55ED DURING APPROVAL SHALL BE ASSUMED AS CORRECT BY SPI. THE APPROVAL OF THE SHOP DRAWINGS BY THE GENERAL CONTRACTOR SHALL BE CONSIDERED THE 'CONTRACT DRAWINGS' BETWEEN SPI 4 THE GENERAL CONTRACTOR - FURTHERMORE, PRECAST ELEMENTS SHALL BE FABRICATED 4 ERECTED TO THE DIMENSIONS SHOWN ON THESE DWGS. ANY DEVIATION FROM THE DIMENSIONS NOTED ON THE APPROVED SHOP DRAWING SHALL CONSTITUTE ADDITIONAL COMPENSATION TO SPI. 4. CALCULATION SUBMITTAL: j — DESIGN CALCULATIONS SHALL BE SUBMITTED WITH SHOP DRAWINGS AND WILL BEAR THE SIGNATURE AND SEAL OF A REGISTERED ENGINEER LICENSED IN THE STATE OF FLORIDA. — THE PRECAST/PRESTRESS COMPONENTS ARE DESIGNED TO MEET THE STRUCTURAL CRITERIA PROVIDED 13Y THE ENGINEER -OF- RECORD IN THE STRUCTURAL DRAWINGS. IT 15 THE RESPONSIBILITY OF THE ENGINEER -OF- RECORD TO CHECK TH15 WORK FOR COMPLIANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. — FOR SOFFIT BEAM DESIGN, THE ENGINEER -OF- RECORD SHALL PROVIDE ULTIMATE MOMENT AND SHEAR VALUES IN THE SOFFIT BEAM SCHEDULE. SPI WILL DESIGN THE SOFFIT BEAMS FOR GIVEN MOMENTS AND SHEARS. FOR SOFFIT BEAM DESIGN, THE ENGINEER -OF- RECORD WHEN APPLICABLE SHALL PROVIDE ULTIMATE TORSIONAL MOMENT VALUES IN THE SOFFIT BEAM SCHEDULE. SPI WILL DESIGN THE SOFFIT BEAMS FOR GIVEN TORSIONAL MOMENTS. DUE TO THE INHERENT RIGIDITY AT THE INTERFACE BETWEEN THE CA5T -IN -PLACE COLUMN AND THE COMPOSITE SOFFIT BEAM, HAIRLINE TORSIONAL CRACKS MAY APPEAR UNDER NORMAL LOADING CONDITIONS. SOFFIT BEAMS WITH THE CORRECT ! STIRRUP DESIGN (SIZE, SPACING AND GEOMETRY), WILL NOT BE AFFECTED BY THE OCCURRENCE OF THESE HAIRLINE CRACKS. HOWEVER IT 15 IMPERATIVE THAT THE FOR PROVIDE SPI WITH THE ADEQUATE TORSIONAL MOMENTS FOR DESIGN. IT WILL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO EPDXY INJECT THESE CRACKS 1 REASONS. FOR PROTECTION OF REINFORCING BARS AND FOR AESTHETICS RE — SPI RESERVES THE RIGHT TO SUBSTITUTE STRAND PATTERNS AND OR MEMBERS FOR OTHERS OF EQUAL OR GREATER CAPACITY TO FACILITATE PRODUCTION AND SCHEDULING REQUIREMENTS. III 1 I -s:n tra :�•;as, .h`. A 1 > ���, �r� F C`�I.!I 1 L,wawM� Y �- +iei it i ` �tr 1[ 'M1 1tF f,•uUi tiA�? 17t �j(�t��t�l n',?t p iwM1_ Qualified Erector MEDEYE ASSOGIATES D lei 11) Dr B U 7t 0 E7650 SW roS STREET, SOUTH MIAMI., FL. 6. MAIN WIND FORCE RESISTING SYSTEM 12. ERECTION TOLERANCES: DRAWING INDEX -- ANY CONNECTIONS REQUIRED BETWEEN THE SPI PRECAST COMPONENTS — ERECTION TOLERANCES SHALL BE WITHIN THE LIMITS RECOMMENDED CS- COVER SHEET GENERAL NOTES AND STRUCTURAL MEMBERS OF THE MAIN WIND FORGE BY INDUSTRY STANDARDS. - RESISTING SYSTEM (WALLS/I5EAM5 /COLUMNS ETC.) ARE TO BE -- CAMBER 15 A CONDITION INHERENT TO ALL PRESTRESS MEMBERS, 1 SECOND FLOOR DESIGN CAMBER SHALL BE TAKEN INTO ACCOUNT BY DESIGN DESIGNED AND DETAILED BY THE ENGINEER -OF- RECORD IN THE 2 - SCHEDULE STRUCTURAL DRAWINGS. PROFESSIONALS AND GENERAL CONTRACTOR IN DETERMINING OVERALL 3 - SECTIONS — SPI DOES NOT ACCEPT RESPONSIBILITY FOR THE OVERALL ADEQUACY LEVELNESS OF FINISHED FLOOR/ROOF DECKS. A FLAT FLOOR WILL NOT BE ACHIEVED WITH PRESTRESS MEMBERS. OF THE STRUCTURE. — DIFFERENTIAL CAMBER BETWEEN ADJACENT UNITS WILL BE ADJUSTED DURING ERECTION TO BE WITHIN THE LIMITS RECOMMENDED BY INDUSTRY STANDARDS. 1. LOADING: — SIDE CAM5ER/5WEEP MAY OCCUR IN FLANGELES5 MEMBERS. - SPI WILL DESIGN JOIST /50FFIT5 IN ACCORDANCE WITH DESIGN LOADS GIVEN S.P.I. PERSONNEL WILL ADJUST SIDE SWEEP DURING ERECTION/DECKING IN STRUCTURAL DRAWINGS. TO BE WITHIN INDUSTRY STANDARDS. CONSTRUCTION LOADS SHALL NOT TO EXCEED DESIGN LOADS. — NEVER DURING THE LIFETIME OF THE UNITS, SHALL THE APPLIED LOADS EXCEED THE DESIGN LOADS. 8. MATERIALS: — CONCRETE: SPI MIX DESIGN FOR MINIMUM 6000PS1. CONCRETE — PRESTRESSING STRANDS: ASTM A-416,1/2' DIAMETER -I WIRE LOW - RELAXATION (LOLAX) STRAND (210 KSI) CT "I — MILD REINFORCING BARS: �Y. IV 11.V LO Iav �I G AUP INC ASTM -106 OR ASTM 615 (LOW CARBON SELECT) S. PRODUCTION TOLERANCES: - PRODUCTION TOLERANCES SHALL BE WITHIN THE LIMITS RECOMMENDED r,AN 0 3 2414 ,.; BY THE PCI MANUAL FOR QUALITY CONTROL FOR PLANTS AND 5(1itMMALNO ��"'� B. PRODUCTION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS, / MNL -116. t1A'fe" RCCiVkD: / 10, FIELD CONDITIONS: O.COF S DHE RETUfWLU:_ — HOLD DOWN ALL NON - BEARING WALLS UNTIL SLAB 15 POURED AND SHORES ARE REMOVED. — °- ..--- c�.Carrs THESE SHOP DRAWINGS WERE PREPARED FROM THE — INSIDE ACCESS SHALL CONSIST OF A 15 FT. WIDE BAY INTO THE BLDG. WITH NO OVERHEAD OBSTRUCTION LATEST SET OF CONTRACT DRAWINGS PROVIDED TO F +^1�� (n fcr yarcre! cnntarmnc w!rh rnw; i,i. »� AND SUITABLE COMPACTED GRADE TO WITHSTAND HEAVY CRANE AND TRUCKING LOADS. SPI BY THE GENERAL CONTRACTOR. ARCHITECTURAL ;+ �r��naipir! t�tercorr ,c:n:;��,otd!.x��,v�:xn A;' — FIELD VERIFICATION OF BUILDING DIMENSIONS A5 SHOWN ON THESE SHOP DWGS. 15 THE SOLE RESPPONS151LITY , +1 DRAWINGS: SEE PLAN' r. MiV a &A slaty du ! g t, �r n,��� 1: 3 � {I,awr:Ft STRUCTURAL DRAWINGS DATED: SEE PLAN OF THE G.G.. CHANGES IN DIMENSIONS MAY AFFECT OUR CONTRACT PRICE AND DELIVERY TIME. !!remen>rn!,,,gv;,��u �� 'w. Sub �,�n t; , !t It ,. m - BOTTOM OF SOFFIT BM. ELEV. SHOWN ARE FOR REFERENCE ONLY, G. C. IS RESPONSIBLE FOR FURNISHING ff cwretig�orj is ft *;,; rpdw:t a3ita:turles. ALL ELEVATIONS, AND VERIFYING THEY ARE CORRECT PRIOR TO CONCRETE BEING= POUR — VERIFY JOIST DOES NOT INTERFERE WITH SLAB OPENING, PLUMBING OR COL STEEL. xLmay — G.G. 15 RESPONSIBLE FOR FURNISHING CORRECT BOTTOM OF JOIST ELEVATION ALONG 'I EXCEPTIONSASMOTCD POURED IN PLACE BEAMS . AND. GRADE BEAMS, WHICH ARE FORMED BY OTHERS. cGC KO.: 058209 i — JOIST AREA 15 NOT EXPOSED UNLESS OTHERWISE ° NOTED , ON PLAN. l ltl ctIllttT — a Fd1r ECTLD OMIT THE PLACEMENT OF ALL THE STEEL REINFORCEMENT UNTIL THE•aJ015T ARE SET IN PLACE. (`�'F1L4.�tti.l — PLACEMENT OF BEAM STEEL PRIOR t0 J015T SETTING SHALL CONSTITUTE A CHANGE ORDER FOR t "; s is not on 3rl11rl�a�e for dd onA niri; or E'i ADDITIONAL LABOR AND CRANE TIME. arr5tzonelcrt. — CAMBER IS A CONDITION IN ALL PRESTRESSED MEMBERS. THE G.C. SHALL MAKE ANY ALLOWANCE NECESSARY TO ACCOMMODATE CAMBER OR VERTICAL MOVEMENT, OF THESE MEMBERS CAUSED BY TEMPERATURE VARIATION OR SHRINKAGE. c,'.Vt�YlED; — THE G.G. SHALL PROVIDE TRUE AND LEVEL BEARING SURFACES TO PERMIT PROPER BEARING OF PRECAST ELEMENTS. ENSURE ROOF ARE SLOPED TO ALLOW PROPER DRAINAGE. — THE G.G. MUST MAKE CERTAIN THAT THE COMPOSITE SLAB THICKNESS 15 CONSTANT THROUGHOUT THE JOIST LENGTH AS t s, STRUCTURAL SHOWN IN SPI SCHEDULES / SECTIONS / CALCULATIONS. PRESTRESSED 'ED THE G.C. SHALL BE RESPONSIBLE FOR THE LATERAL STABILITY OF ALL WALLS/BEAMS WHERE THE PRECAST ELEMENTS BEAR ONTO.: A5 A MINIMUM CMU WALLS MUST HAVE THE TIE DOWNS/TIE COLUMNS POURED PRIOR TO SPI ERECTING THE JOISTS. ADDITIONAL INDUSTRIES,"+ BRACING= MAY BE REQUIRED. TILT -UP WALL / PRECAST PANELS ERECTION STABILITY 15 RESPONSIBILITY OF OTHERS G.C. MUST CHECK MEANS 4 METHODS OF CONSTRUCTION FOR THE PROJECT. �~'$ — SPI WILL NOT BE RESPONSIBLE FOR CRACKING OF THE PRE5TR5SED MEMBERS OR THE COMPOSITE SLAB DUE TO FOUNDATION SETTLEMENT. IT 15 THE G.C.'S / FOR RESPONSIBILITY TO ENSURE THAT ALL SETTLEMENT OCCURS PRIOR TO PRESTRESSED JOIST / SOFFIT BEAM ERECTION. tfr0 ► 0 NO ��a 11405 NW 138th STREET, MIAMI, FLORIDA 331 $ 11. ERECTION /SHORING /FORMING /STRIPPING: -• -- -- -- TEL. (305) 556 -6699 FAX (305) 556- '36'3ro - PINS, ANGLES, PURLINS, DECKING ARE PART OF SPI MEANS AND METHODS OF PRECAST ERECTION, 5PI QUALIFIED FIELD PERSONNEL TO DETERMINE DECKING REQUIREMENTS OF EACH PROJECT. PROJECT NAME: - It 15 THE GENERAL CONTRACTOR'S RESPONSIBILITY TO MAINTAIN A CONSTANT SLAB THICKNESS THROUGH THE DECK PROPOSED BUILDING DESIGN FOR: AS SHOWN IN THE STRUCTURAL DWS. AND SPI SHOP DW35. MEDEYE ASSOCIATES - NOTIFY SPI 24 HOURS BEFORE POURING SLAB. SUFFICIENT WATER PRESSURE 16 REQUIRED TO WASH THE UNDERSIDE OF SLAB. INSUFFICIENT WATER PRESSURE RELIEVES 5.P.1. FROM ANY AND ALL REMEDIAL WORK DRAWINGS: COVER SHEET - JOIST AREA 15 NOT EXPOSED UNLESS OTHERWISE NOTED ON PLAN. - G.G. TO ENSURE SLAB REINFORCEMENT AS PER STRUCT. PLAN. ON THE UNDERSIDE OF SLAB, JOIST 4 FLOOR BELOW THE POUR ADDRESS: 5858 SW 68 STREET, SOUTH MIAMI, FL. STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 24 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF:54' -9' O/C STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 48 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF?4' -10'— s 6' -9' O.C. QR APPROVAL ARCHITECT: DAVID WEARITNE JOHN60N AIA VAZIRI AND A550GIATE5, INC. ENGINEER: STRUCTURAL ENGINEERS G.C.: TORRE DEVELOPMENT i Denis Solano P.E. P.E. Lic. No. 56502 DRAWING: J.M.G. REVISION DATE SEAL CHECK'D. PROJECT NO. APPV'D 13-21 STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 12 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF ?6' -10 "— 5 V -9' O.C. STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 96 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF >— V -10' O/C STRIPPING OF SPI FORM5 4 HARDWARE (PINS 4 ANGLES) MAY CAUSE CHIPS ON AN EXISTING CONCRETE FLOOR BELOW. — IF REQ'D. BY THE CONTRACT DOCUMENTS, CONTRACTOR SHALL PROTECT THE FLOOR BELOW. SPI DOES NOT ASSUME RESPONSIBILITY FOR FUTURE DAMAGES RESULTING FROM CHIPS DUE TO STRIPPING. DATE= SHEET NO. RECD. ,� �• Cr.+Qi.