13-1126-0011. APPLICABLE CODES:
— FLORIDA BUILDING CODE 2010
— AMERICAN CONCRETE INSTITUTE (ACI), LATEST EDITION.
— PC[ MANUAL FOR QUALITY CONTROL, MNL -116, LATEST EDITION-
- PC[ DESIGN HANDBOOK MNL -120, LATEST EDITION
2. QUALIFICATIONS:
— PRESTRESS CONCRETE MANUFACTURER MUST HAVE A MINIMUM OF 5
YEARS EXPERIENCE IN PROVIDING PRESTRESS/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 IS NOT ADDRESSED 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:
— 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 BY THE ENGINEER -OF- RECORD IN
THE STRUCTURAL DRAWINGS. IT IS THE RESPONSIBILITY OF THE
ENGINEER -OF- RECORD TO CHECK THIS 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 CAST -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 IS 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
FOR PROTECTION OF REINFORCING BARS AND FOR AESTHETICS REASONS.
SPI RESERVES THE RIGHT TO SUBSTITUTE STRAND PATTERNS AND OR MEMBERS FOR OTHERS OF
EQUAL OR GREATER CAPACITY TO FACILITATE PRODUCTION AND SCHEDULING REQUIREMENTS.
5. SCHEDULING:
IF THE SHOP DRAWINGS ARE APPROVED OR APPROVED AS NOTED (NO RE- SUBMITTAL REQUIRED)
UNLESS OTHERWISE NOTED, PRECAST DELIVERY SHALL BE AS FOLLOWS:
1 WEEK TURN AROUND ON SHOP DWG. APPROVAL 6 WEEK FOR BEGINNING OF PRECAST DELIVERY
2 WEEK TURN AROUND ON SHOP DWG. APPROVAL 1 WEEK FOR BEGINNING OF PRECAST DELIVERY
3 WEEK TURN AROUND ON SHOP DWG. APPROVAL 8 WEEK FOR BEGINNING OF PRECAST DELIVERY
4 WEEK TURN AROUND ON SHOP DWG. APPROVAL S WEEK FOR BEGINNING OF PRECAST DELIVERY
THE G.C. 15 SOLELY RESPONSIBLE FOR OBTAINING SHOP DWG. APPROVALS FROM ARCHJENG.
OF RECORD AND CITY OR COUNTY. SPI WILL NOT BE RESPONSIBLE FOR ANY DELAYS TO THE PROJECT
SCHEDULE BECAUSE OF THE SHOP DRAWINGS REVIEW PROCESS.
rim
PCI.
Qualified Erector
PROPOSED RETAIL /OFFICE BUILDING
50MI 1400 LLC
1400 S.W. 7th COURT
SOUTH MIAMI, II, FLORIDA 33143
6. MAIN WIND FORGE RESISTING SYSTEM
— ANY CONNECTIONS REQUIRED BETWEEN THE SPI PRECAST COMPONENTS
AND STRUCTURAL MEMBERS OF THE MAIN WIND FORCE
RESISTING SYSTEM (WALLS/BEAMS /COLUMNS ETC-) ARE TO BE
DESIGNED AND DETAILED BY THE ENGINEER -OF- RECORD IN THE
STRUCTURAL DRAWINGS.
— SPI DOES NOT ACCEPT RESPONSIBILITY FOR THE OVERALL ADEQUACY
OF THE STRUCTURE.
1. LOADING:
— SPI WILL DESIGN JOIST /SOFFITS IN ACCORDANCE WITH DESIGN LOADS GIVEN
IN STRUCTURAL DRAWINGS.
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 6000PSI. CONCRETE
— PRESTRESSING STRANDS:
ASTM A -416, 1/2' DIAMETER 1 WIRE LOW - RELAXATION (LOLAX) STRAND (210 KSI)
— MILD REINFORCING BARS:
ASTM 106 OR ASTM 615 (LOW CARBON SELECT)
S. PRODUCTION TOLERANCES:
— PRODUCTION TOLERANCES SHALL BE WITHIN THE LIMITS RECOMMENDED
BY THE PCI MANUAL FOR QUALITY CONTROL FOR PLANTS AND
PRODUCTION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS,
MNL -116.
10. FIELD CONDITIONS:
12. ERECTION TOLERANCES:
— ERECTION TOLERANCES SHALL BE WITHIN THE LIMITS RECOMMENDED
BY INDUSTRY STANDARDS.
— CAMBER IS A CONDITION INHERENT TO ALL PRESTRESS MEMBERS.
DESIGN CAMBER SHALL BE TAKEN INTO ACCOUNT BY DESIGN
PROFESSIONALS AND GENERAL CONTRACTOR IN DETERMINING OVERALL
LEVELNESS OF FINISHED FLOOR/ROOF DECKS. A FLAT FLOOR WILL
NOT BE ACHIEVED WITH PRESTRESS MEMBERS.
— DIFFERENTIAL CAMBER BETWEEN ADJACENT UNITS WILL BE ADJUSTED
DURING ERECTION TO BE WITHIN THE LIMITS RECOMMENDED
BY INDUSTRY STANDARDS.
— SIDE CAMBER/SWEEP MAY OCCUR IN FLANGELESS MEMBERS.
S.P.I. PERSONNEL WILL ADJUST SIDE SWEEP DURING ERECTION/DECKING
TO BE WITHIN INDUSTRY STANDARDS.
/i
R2VI5VED & APPROVED FOR COMPLIANCE
H THE DESIGN CONCEPT 014LY
0 DETAILED CHECK OF CALCULATIONS
MADE
❑ SEE NOTES IN DRAWINGS
❑ REVISE & RESUBMIT
Checking is only for conformance with the design concept of
she project and compliance with the information given .n the
Structural Drawings. Contractor is responsible for di'Mension�
To be confirmed and correlated at the job site; for mear•,s an'
Methods of construction; for information that pertains safely
to fabrication processes and coordination of all trades.
Any conflict found In the contract Documents during the
Attention of the A/E of Record.
Any deviation from the Contract Documents (or proposed
— HOLD DOWN ALL NON - BEARING WALLS UNTIL SLAB IS POURED AND SHORES ARE REMOVED. stitution) must be clearly noted and highlighted in thes _
— INSIDE ACCESS SHALL CONSIST OF A 15 FT. WIDE BAY INTO THE BLDG. WITH NO OVERHEAD OBSTRUCTION Sop Drawings in order to receive specific consi0cration.
AND SUITABLE COMPACTED GRADE TO WITHSTAND HEAVY CRANE AND TRUCKING LOADS. Any such item n c rty noted is to be considered rejected.
— FIELD VERIFICATION OF BUILDING DIMENSIONS AS SHOWN ON THESE SHOP DWGS. IS THE SOLE RESPONSIBILITY
OF THE G.C_ CHANGES IN DIMENSIONS MAY AFFECT OUR CONTRACT PRICE AND DELIVERY TIME.
— BOTTOM OF SOFFIT BM. ELEV. SHOWN ARE FOR REFERENCE ONLY, G. C. IS RESPONSIBLE FOR FURNISHING
ALL ELEVATIONS, AND VERIFYING THEY ARE CORRECT PRIOR TO CONCRETE BEING POUR By Date: `
— VERIFY JOIST DOES NOT INTERFERE WITH SLAB OPENING, PLUMBING OR COL STEEL. pMM CONSULTING ENGINEERS, Corp.
— G.C. 15 RESPONSIBLE FOR FURNISHING CORRECT BOTTOM OF JOIST ELEVATION ALONG
POURED IN PLACE BEAMS AND GRADE BEAMS, WHICH ARE FORMED BY OTHERS. ❑ REVIEWED & APPRM, -
- JOIST AREA IS NOT EXPOSED UNLESS OTHERWISE NOTED ON PLAN. WITH THE DESIGN Cu'
— OMIT THE PLACEMENT OF ALL THE STEEL REINFORCEMENT UNTIL THE JOIST ARE SET IN PLACE. ❑ NO ETAILED CHECK k :I-
- PLACEMENT OF BEAM STEEL PRIOR TO JOIST SETTING SHALL CONSTITUTE A CHANGE ORDER FOR M E
ADDITIONAL LABOR AND CRANE TIME. ❑ SpE NOTES CIl'�;'
— CAMBER IS A CONDITION IN ALL PRESTRESSED MEMBERS. 7
THE G.C. SHALL MAKE ANY ALLOWANCE NECESSARY TO ACCOMMODATE CAMBER OR VERTICAL MOVEMENT ❑ REVI & RES Zivi r
OF THESE MEMBERS CAUSED BY TEMPERATURE VARIATION OR SHRINKAGE.
— THE G.C. SHALL PROVIDE TRUE AND LEVEL BEARING SURFACES TO PERf11T PROPER BEARING OF PRECAST ELEMENTS. ChelkIngis -fy' rcorforran .-.
ENSURE ROOF ARE SLOPED TO ALLOW PROPER DRAINAGE.
The reject compi'sanceva :"
— THE G.C. MUST MAKE CERTAIN THAT THE COMPOSITE SLAB THICKNESS IS CONSTANT THROUGHOUT THE JOIST LENGTH AS Stru uralDr vings. Cont W.
SHOWN IN SPI SCHEDULES / SECTIONS / CALCULATIONS. To b con!' , and eorrelater' ,
— THE G.G. SHALL BE RESPONSIBLE FOR THE LATERAL STABILITY OF ALL WALLS/BEAMS WHERE THE PRECAST ELEMENTS BEAR ONTO. Met ds fco tructinn;forir.i-
AS A MINIMUM CMU WALLS MUST HAVE THE TIE DOWNS/TIE COLUMNS POURED PRIOR TO SPI ERECTING THE JOISTS. ADDITIONAL to fa ticn p c9sses and _e
BRACING MAY BE REQUIRED. TILT -UP WALL / PRECAST PANELS ERECTION STABILITY IS RESPONSIBILITY OF OTHERS Anyc flictfoun inth��cclii .
G.C. MUST CHECK MEANS t METHODS OF CONSTRUCTION FOR THE PROJECT. Attention of the A of
— SPI WILL NOT BE RESPONSIBLE FOR CRACKING OF THE PRESTRSSED MEMBERS OR THE COMPOSITE SLAB DUE TO FOUNDATION SETTLEMENT. Anydeviationfrom etc; :
IT IS THE G.C.'S / FOR RESPONSIBILITY TO ENSURE THAT ALL SETTLEMENT OCCURS PRIOR TO PRESTRESSED JOIST / SOFFIT BEAM ERECTION. stitution) muse be cle: iy lic!
Sop Drawings in order tc r:: •
Any such item not dearly r
11. ERECTION / SHORING / FORMING / STRIPPING:
- PINS, ANGLES, PURLINS, DECKING ARE PART OF SPI MEANS AND METHODS OF PRECAST ERECTION, SPI QUALIFIED FIELD PERSONNEL
TO DETER11INE DECKING REQUIREMENTS OF EACH PROJECT.
IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO MAINTAIN A CONSTANT SLAB THICKNESS THROUGH THE DECK
AS SHOWN IN THE STRUCTURAL DWS. AND SPI SHOP DWGS.
— NOTIFY SPI 24 HOURS BEFORE POURING SLAB. SUFFICIENT WATER PRESSURE IS REQUIRED TO WASH THE UNDERSIDE OF SLAB. INSUFFICIENT WATER
PRESSURE RELIEVES SP.I. FROM ANY AND ALL REMEDIAL WORK
— JOIST AREA 15 NOT EXPOSED UNLESS OTHERWISE NOTED ON PLAN.
— GEC. TO ENSURE SLAB REINFORCEMENT AS PER STRUCT. PLAN. ON THE UNDERSIDE OF SLAB, JOIST 4 FLOOR BELOW THE POUR
— 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 OF2t4' -101— <— 6' -9' O.G.
STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 12 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF?fo'- 10' — <— V -V O.C.
STRIPPING OF PLYWOOD FORMS SHALL TAKE PLACE 96 HRS. AFTER CONCRETE POUR FOR JOIST SPACING OF >— 8' -10' O/C
— STRIPPING OF SPI FORMS 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.
By:
:1! Y OF SUU 17 NIA Ii
BUILDING Der�tft":
STRUCTU131L SECTION
Denis K. Solano
P.E.56902 S.I.2046 C,O.A.00009095
L
f Solver Structural Partnership, Inca
7500 N.W. 25th ST Phone:(305) 592 -9396
k SUITE 205
Miami, Flonda 33122 Fax: (305) 599 -9347
E -Mad: soIverstnlct@m.com
DESIGN - INSPECTION - INVESTIGATION - REPORTS
DRAWING INDEX
CS- COVER SHEET - GENERAL NOTES
1 - SECOND FLOOR FRAMING PLAN
2 - SCHEDULES 4 SECTIONS
SUBMITTED FOR APPROVAL
0 C T R 1 1013
STRUCTURAL
PRESTRESSED
INDUSTRIES
THESE SHOP DRAWINGS WERE PREPARED FROM THE
LATEST SET OF CONTRACT DRAWINGS PROVIDED TO
SPI BY THE GENERAL CONTRACTOR ARCHITECTURAL
DRAWINGS: SEE PLAN
STRUCTURAL DRAWINGS DATED: SEE PLAN