RC-15-370 (2) x
-2- 5-370
11
�sNO1" y� Miami Shores Village i✓'81T1?ft "yj7E3 � @ a
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10050 N.E.2nd Avenue NE
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Miami Shores,FL 33138-0000
Phone: (305)795-2204 APPRO"O
GORiDA '..... '..
A
daw Expiration: 0912312015
Project Address Parcel Number Applicant
9 L371 NE 103 Street 1121360130270
Miami Shores, FL 33138- Block: Lot: GONZALO&JOHANNA NOALE:
Owner Information Address Phone Cell
GONZALO&JOHANNA NOALES 371 NE 103 Street (305)632-9753
MIAMI SHORES FL 33138-
371 NE 103 Street
MIAMI SHORES FL 33138-
Contractor(s) Phone Cell Phone
ARCO CONSTRUCTION 305-892-6507 I Valuation: $ 13,242.00
Total Sq Feet: 508
i
Approved: In Review Available Inspections:
Comments: Inspection Type:
Date Approved: : In Review Window and Door Buck
Date Denied:
Fill Cells Columns
Type of Construction: INSTALLATION OF FRENCH DOOR Occupancy: Final PE Certification
Stories: Exterior: Window Door Attachment
Front Setback: Rear Setback: Framing
Left Setback: Right Setback: Insulation
Bedrooms: Bathrooms: Drywall Screw
Plans Submitted: Certificate Status: Review Plumbing
Certificate Date: Additional Info: Review Mechanical
Review Structural
Bond Return: Classification:Residential Review Electrical
Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Electrical
CCF $8.40 Review Planning
DBPR FeeInvoice# RC-2-15-54545 Review Planning
$5.96 03/27/2015 Check#:2792 $510.58 $50.00
DCA Fee $5.96 Review Building
Education Surcharge $2.80 02/20/2015 Check#:2786 $50.00 $0.00 Review Building
Permit Fee $397.26
Plan Review Fee(Engineer) $120.00
Scanning Fee $9.00
Technology Fee $11.20
Total: $560.58
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL, PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zoning. Futhermore, I authorize the above-named ractor to do the work stated.
March 27, 2015
Authorized Signature:Owner / Applica C ctor gent Date
Building Department Copy
March 27,2015 1
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MECAWind Version 2 . 1 . 0 . 6 ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2015 cVc•:w.mecaenterpri.ses.cnm
Date 2/11/2015 Project No. 1513864-01
Company Name Edward A. Landers, P.E. Designed By Edward A. Landers, P.E.
Address 7850 NW 146th Street, #509 Description Miami Shores, Florida
city Miami Lakes Customer Name 371 NE 103rd Street
State Florida 33016 Proj Location Miami Shores, Florida
File Location: C:\Program Files (x86)\MECAWind\1513864-Ol.wnd
' Roof not (00 shown
2� 1 ; 2. 3 •••� 0i ,i ,- „ 00
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Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of . 6
Width of Pressure Coefficient Zone "a” = 3.5 ft
Description Width Span Area Zone Max Min Max P Min P
ft ft ft^2 GCp GCp psf psf
--------------------------------------------------------------------------
DOOR D-1 3.00 7.00 21.0 4 0.94 -1.04 38.12 -41.51
WINDOW A 2.00 7.00 16.3 4 0.96 -1.06 38.77 -42.17
Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85
Qhcc: .00256*V^2*Khcc*Kht*Kd = 33. 94 psf
Parapets Components & Cladding (Ch 30 Part 4, Para 30 . 7 . 1 .2)
Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure
Adjustment Factor (EAF =1.210) , Topographic Factor (Kzt = 1.00) and Reduction Factor
(RF = 1.0) . The effective area for the parapet is 10 sq ft [0.929 sq m] to be
conservative, which makes the Reduction Factor 1.
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Load Case A - Apply Positive Wall Pressure to Front and negative roof pressure•to :
back.
pl: Positive Wall Pressure on Front of Parapet (Zone 4) = 47.97 psf
pl: Positive Wall Pressure on Front of Parapet (Zone 5) = 43.89 psf
p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -76.43 psf
p2: Negative Roof Pressure on Back of Parapet (Zone 3) = -113.05 psf
Load Case B - Apply Positive Wall Pressure to Back and Negative Wall Pressure to the
front.
p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 43.89 psf
p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 43.89 psf
p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -52.03 psf
p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -80.49 psf
MECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2015 ses.com
Date 2/11/2015 Project No. 1513864-01
Company Name Edward A. Landers, P.E. Designed By Edward A. Landers, P.E.
Address 7850 NW 146th Street, #509 Description Miami Shores, Florida
City Miami Lakes Customer Name 371 NE 103rd Street
State Florida 33016 Proj Location Miami Shores, Florida
File Location: C:\Program Files (x86)\MECAWind\1513864-0l.wnd
Directional Procedure All Heights Building (Ch 27 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of . 6
Basic Wind Speed(V) = 175.00 mph
Structural Category = II Exposure Category = C
Natural Frequency = N/A Flexible Structure = No
Importance Factor = 1.00 Kd Directional Factor = 0."51
Damping Ratio (beta) = 0.01 . ' •
. .. ......
Alpha = 9.50 Zg .•.. 3 90"..OQ ft •
At = 0.11 Bt •....3 .'L.'QQ• �•
......
Am = 0.15 Bm ...:.w O.F5
Cc = 0.20 1 ....= 50".OQ ft �••••:
•
Epsilon = 0.20 Zmin �....=- 1.5.QQ.ft
Slope of Roof = 4 . 12 Slope of Roof(Theta)....j1 De .00.41
..�..� Hi���l. g .
Ht: Mean Roof Ht = 11.50 ft Type of Roof $.4 ....
•
RHt: Ridge Ht = 14 .00 ft Eht: Eave Height .....e 9.Q0 ft
OH: Roof Overhang at Eave= 1.30 ft Roof Area : 00'!-- 2954 ft-2 '.
Bldg Length Along Ridge = 55.00 ft Bldg Width Across iidge= :Si4- ft
4141....
Gust Factor Category I Rigid Structures - Simplified Method • .• :'; ' •
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0. 6*Ht = 15.00 ft
lzm: Cc* (33/Zm) ^0. 167 = 0.23
Lzm: 1* (Zm/33) ^Epsilon = 427.06 ft
Q: (1/ (1+0. 63* ( (B+Ht) /Lzm) ^0. 63) ) ^0.5 = 0.93
Gust2: 0. 925* ( (1+1.7*lzm*3.4*Q) / (1+1.7*3. 4*lzm) ) = 0.89
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/-0.18
Figure 27.4-1 External Pressure Coefficients
Cp - Loads on Main Wind-Force Resisting Systems
heta
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Kh: 2. 01* (Ht/Zg) ^ (2/Alpha) �•t 0. 85• ••• ;'•••;
Kht: Topographic Factor (Figure 6-4) = 1. Oti• '
Qh: .00256* (V) ^2*I*Kh*Kht*Kd = 33. 94 psf
Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80
Roof Area = 29354 .00 ft^2
Reduction Factor based on Roof Area = 0.80
MWFRS-Wall Pressures for Wind Normal to 55 ft wall (Normal to Ridge)
Wall Cp Pressure Pressure
+GCpi (psf) -GCPi (psf)
--------------- ------ ----------- -----------
Leeward Wall -0.50 -20.53 -8.32
Side Walls -0.70 -26.30 -14.09
Wall Elev Kz Kzt qz Press Press Total
ft psf +GCpi -GCpi +/-GCpi
---------------- ------ ----- ----- ------- ------- ------- ---------
Windward 14.00 0.86 1.00 34.41 17.29 29.51 37.82
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof Location Cp +GCpi(psf) -GCpi(psf)
----------------------- ------- ---------- ----------
Windward - Min Cp -0.40 -17.65 -5.43
Windward - Max Cp 0.08 -3.80 8.42
Leeward Perp to Ridge -0.57 -22.55 -10.34
Overhang Top (Windward) -0.40 -11.54 -11.54
Overhang Top (Leeward) -0.57 -16.44 -16.44
Overhang (Windward only) 0.80 23.70 23.70
MWFRS-Wall Pressures for Wind Normal to 35 ft wall (Along Ridge)
Wall Cp Pressure Pressure
+GCpi (psf) -GCpi (psf)
--------------- ------ ----------- -----------
Leeward Wall -0.39 -17.24 -5.02
Side Walls -0.70 -26.30 -14.09
Wall Elev Kz Kzt qz Press Press Total
ft psf +GCpi -GCpi +/-GCpi
---------------- ------ ----- ----- ------- ------- ------- ---------
Windward 14.00 0.86 1.00 34.41 17.29 29.51 34.52
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof - Dist from Windward Edge CP Pressure Pressure
+GCpi(psf) -GCpi(psf)
--------------------------------- ------ ---------- ----------
0.0 ft to 5.8 ft -0.90 -32.07 -19.86
5.8 ft to 11.5 ft -0.90 -32.07 -19.86
11.5 ft to 23.0 ft -0.50 -20.53 -8.32
23.0 ft to 55.0 ft -0.30 -14.76 -2.55 .000
Parapet: ..• '
oa
Qp: Pressure at Top of Parapet •..••T 33.,E 4•QSf
Type of Parapet = Solid Top Elev. of Parapet = .2.U. ft 0
Parapet-Windward = 50. 91 psf Parapet-Leeward PreSS..= -34.94 psf :..•.:
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I gal I I Edward A.
GENERAL STRUCTURAL NOTES LANDERS, P.E.
(Florida Building Code-RESIDENTIAL 2010 Edition) CONSULTING ENGINEERS
GENERAL: TeI1.-N 305) 823-3938
STRUCTURAL OBSERVATIONS FOX (305) 823-9355
DI
VERTICAL REBARS ABOVE. LAP 36 BAR DIAMETER MINIMUM OF 18 INCHES,
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, 6. COLUMN REINFORCEMENT: DOWELS BE SAME SIZE AND NUMBER AS STRUCTURAL WOOD
DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY 1. THE ENGINEER OF RECORD MUST BE
ARE NOT INTENDED TO BE SCALED FOR ROUGH-IN MEASUREMENTS, OR TO RETAINED AS THE STRUCTURAL INSPECTOR, AND NOTIFIED AT LEAST 24 HOURS U.O.N. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD
SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONCEAL HOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NONCONTINUOUS
STRUCTURAL ELEMENTS, UNLESS EVERY STRUCTURAL ELEMENT WAS COLUMNS(U.O.N.). W1. E CONFORM TO RULES OF THE MANUFACTURER'S ASSOCIATION UNDER
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE ADEQUATELY OBSERVED BY THE STRUCTURAL ENGINEER-OF-RECORD (OR HIS WHSE RULES THE LUMBER IS PRODUCED. (SEE SUPPLIER'S SPECIFICATIONS).
O
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION REPRESENTATIVE), THE ENGINEER WILL NOT ISSUE THE REQUIRED 7. ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO 2. TO BE AIR DRIED,WELL SEASONED AND GRADE MARKED AT MILL.
ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION "STATEMENT OF INSPECTION". CONCRETING. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT ••••
IS SHOWN. PERMITTED. *00000•
2. IN THE EVENT THAT THE ENGINEER OF RECORD WERE NOT RETAINED TO 3. TO BE N0.2 SOUTHERN PINE • •••• ••••••
3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE PERFORM STRUCTURAL OBSERVATIONS, THE OWNER AND THE CONTRACTOR MUST 8. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES • • • •
SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND NOTIFY THE BUILDING DEPARTMENT AND OBTAIN AN APPROVAL OF THE ENGINEER (SEE BEAM DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP •• • •• • •
COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND ENGAGED TO PERFORM THE INSPECTIONS, BEFORE START OF ANY STRUCTURAL BARS SPLICED ONLY AT MID-SPAN. ALL TOP BARS HOOKED AT NONCONTINUOUS 4. ALL STRUCTURAL WOOD TO BE SURFACED FOUR(4)SIDES(S-4-S)NTH A • • • •
SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN WORK. EDGES(U.O.N.). ALL HOOKS TO BE STANDARD 90 DEGREE HOOKS AS REQUIRED MINIMUM FIBER STRESS IN BENDING OF FAC P.S.I.ANDA MAXIMUM MOISTURE •••• • • •• 000000
THE ABOVE TO THE ARCHITECT/ENGINEER BEFORE COMMENCING WORK. THE (U.O.N.). CONTENT OF 19 PERCENT. •
CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM 3. IT IS UNDERSTOOD THAT THE ENGINEER WILL NOT BE HELD RESPONSIBLE •••• • • • •
ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, AND LIABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY 9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36 5. ALL LUMBER AND PLYWOOD IN CONTACT WITH CONCRETE,STUCCO, ••••••
ELEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK. OBSERVED BY THE ENGINEER-OF-RECORD (OR HIS REPRESENTATIVE) OR FOR INCHES MINIMUM EACH WAY AT"L" AND "T"CORNERS IN OUTER FACES OF ALL ••• •• • • •
ANY WORK, APPROVED BY THE INSPECTING ENGINEER(OTHER THAT THE BEAMS TO MATCH ALL HORIZONTAL BAR (TOP,BOTTOM AND INTERMEDIATE MASONRY OR OTHER CEMENTATIOUS MATERIALS SHALL BE TREATED TO
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES ENGINEER-OF-RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT REBARS). COMPLY WITH AWPA STANDARD LP-2. • • • • •
OROTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN RECORD DOCUMENTS. 000 • •• •••••
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK 10. SEE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS. 6. STORE ALL LUMBER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR • •
•••• • •••• •••••
WHICH APPEARS ADVANCED QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO CIRCULATION AND PROTECT FROM WETTING NTH SUITABLE COVER. • • • •
RESULTS OFGIVE SUCH AANYSUCHEERRORS OR OMISSIONS ANDLTHEECOSTSOF RECIBLE TIFYING - STRUCTURAL DESIGN CRITERIA: •• •••• ••••••
THE SAME. REINFORCED MASONRY WALLS •
.... .
THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA 1. HOLLOW LOAD-BEARING MASONRY UNITS SHALL CONFORM TO ASTM C-90,
5 1.THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND BUILDING CODE - (2010 EDITION)AND OTHER REFERENCED CODES TYPE 1, GRADE N. SQUARE END. WITH A MINIMUM AVERAGE COMPRESSIVE • • • • • ••••••
SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, AND SPECIFICATIONS. ALL CODES AND SPECIFICATIONS SHALL BE LATEST
ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS, LOCATE EDITION AT TIME OF PERMIT. STRENGTH ON NET AREA OF f-1,500 (PSI). ••••••
DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLT
SETTING, SLEEVES, DIMENSIONS, ETC. NOTIFY ARCHITECT
WRITING, OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK.ENGINEER, IN 2. WIND LOAD CRITERIA: GCPI } 0.18 2. SPECIAL INSPECTOR SERVICES ARE REQUIRED FOR ALL REINFORCED •• • • ••• • •
BASED ON ANSI/ASCE 7-10 BASIC WIND VELOCITY 175 MPH, MASONRY CONSTRUCTION. THE SPECIAL INSPECTOR SHALL INSPECT THE • • •
OCCUPANCY CATEGORY II (AT HURRICANE OCEANUNE), EXPOSURE"C" PLACING OF THE REBARS IN THE CELLS, VERIFY CLEANLINESS CO THE CELLS TO •• •
SHOP DRAWINGS'+DELEGATED ENGING: BE GROUTED, AND OBSERVE THE PLACING OF THE GROUT OR CONCRETE INTO
3. ROOF DESIGN LOADS:
THE CELLS.
DEAD LOADS: . . . 25 PSF 3. MORTAR SHALL CONFORM TO ASTM C-270, TYPE "M" OR "S".
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW ONLY LIVE LOADS: 30 PSF
AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR vo
CONSTRUCTION METHODS, DIMENSIONS AND OTHER TRADE REQUIREMENTS, 4. FLOOR DESIGN LOADS: 4, LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND 'NTH FACE SHELL
AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER DEAD LOADS: . . . . . . 25 PSF MORTAR BEDDING.
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES,ENGINEERING LIVE LOADS: . . . . . . . 40 PSF
DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF 5. MASONRY ANCHORAGE TO SUPERSTRUCTURE SHALL BE PROVIDED IN
REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE ACCORDANCE WITH STRUCTURAL DRAWINGS AND DETAILS.
GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW
OF DRAWINGS BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN 6. THE USE OF ADMIXTURES SHALL NOT BE PERMITTED WITHOUT PRIOR REVIEW
ACCORDANCE WITH SUCH.DRAWINGS. OF THE ENGINEER.
2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE 7. VERTICAL REINFORCING: PERMIT
STRUCTURE, ALL RELATED SHOP DRAWINGS, •GS, DELEGATED ENGINEERING, CONCRETE AND REINFORCING
PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED (A) ASTM A-615 PER REINFORCING SECTION.
INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE SET
ENGINEER-OF-RECORD AND APPROVED BY THE BUILDING DEPARTMENT. 1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUILDING
(B) WHEN A FOUNDATION DOWEL DOES NOT LINE UP NTH A VERTICAL CORE IT C CDE REQUIREMENTFOR REINFORCED CONCRETE" SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL INCH TO SIX INCHES
3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, ANDOWITH "DETAILSS AND DETAILING OF CONCRETE REINFORCEMENT" VERTICAL FOR ALIGNMENT, EVEN THOUGH IT IS IN A CELL ADJACENT TO THE
OUTLINED IN THE FLORIDA BUILDING CODE VERTICAL WALL REINFORCING. owc rNpo:
(C) VERTICAL REINFORCING STEEL SHALL BE PLACED CENTERED IN THE CELL. 1513864
4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE 2. ALL CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR LAP 48 BAR-DIAMETERS. PROVIDE BAR SPACERS AS REQUIRED TO MAINTAIN
REQUIREMENTS OF THE FLORIDA BUILDING CODE STRUCTURAL CONCRETE FOR BUILDING" REINFORCING SECURED IN POSITION.
SHOP DRAWINGS SHALL CONTAIN ALL INFORMATION SHOWN PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING i0 BE IN
ON THE STRUCTURAL PLANS RELATED TO THE DELEGATED DESIGN INCLUDING ACCORDANCE WITH "HOT WEATHER CONCRETING" ®mu
( ) (D) VERTICAL REINFORCEMENT SHALL BE PROVIDED AT EACH SIDE OF OPENINGS
ALL DESIGN LOADS, IN ADDITION TO THE INFORMATION REQUIRED BY THE IN WALL, AT WALL INTERSECTIONS, CORNERS AND ENDS. THIS REINFORCING �"�•�y,�ixss����.ne
DELEGATED ENGINEER'S DESIGN. 3. ALL CONCRETE TO BE REGULAR WEIGHT WTH A DESIGN STRENGTH OF 5,000 SHALL BE THE SAME SIZE AS THE SCHEDULED WALL REINFORCING FOR THE "'ec usn rwaxac*suim
vr`u,_r_µr eE usm
WIP.S.I. AT 28 DAYS. MAXIMUM SLUMP 4'. PARTICULAR WALL BUT NEVER LESS THAN A#5 REBAR. SPECIAL CARE SHALL BE W'E w
5. THE ENGINEER OF RECORD SHALL REVIEW ALL SHOP DRAWINGS, PREPARED AND TAKEN TO INSURE THAT CELLS TO BE GROUTED LINE UP PROPERLY AND ARE 1S0f�`�'TM iaxs�
SIGNED AND SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR 4. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST CLEAN OF EXCESS MORTAR. .0 o:cxs a wo
GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND A.S.T.M. A-615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.R.S.I. MANUAL OF ��.rm asartix'acs°r arm
COORDINATION WITH THE STRUCTURE DESIGNED BY THE ENGINEER OF RECORD. STANDARD PRACTICE AND PLACED IN ACCORDANCE WITH LAP SPLICE (E)TC-1 REINFORCING SHALL BE#5 VERTICAL IN CONCRETE FILLED CELLS WHERE
6. CONTRACTOR SHALL SUBMIT TO THE ENGINEER OF RECORD, ONLY ONE SET OF PER A.C.I. 318-02 SEC. 12.2.3,30.5"MIN INDICATED ON PLANS.
AppaovEoev oarE
SEPIA AND ONE SET OF BLUE PRINTS OF THE STRUCTURAL SHOP DRAWINGS FOR 5. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: (F) ALL VERTICAL REINFORCING SHALL BE HOOKED INTO THE BOND BEAMS AT
ENGINEER'S REVIEW, BEFORE STARTING FABRICATION. THE ENGINEER WILL THE NON-CONTINUOUS END OF THE REBARS.
RETURN THE MARKED-UP AND STAMPED SEPIA TO THE ARCHITECT. THESE SEPIA GRADE BEAMS: (BOTTOM) 3"
COPIES SHALL BE USED TO MAKE PRINTS AS REQUIRED FOR HE SHOP DRAWING (TOP &SIDES) 2" (G) PROVIDE INSPECTION HOLES AT THE BOTTOM OF EACH REINFORCED
DISTRIBUTION. SETS OF BLUE PRINTS(WITHOUT SEPIA) WILL NOT BE ACCEPTED. MASONRY CELL, AS PEQUIRED FOR LIFTS HIGHER THAN 5 FT.
EXTERIOR SLABS ON GRADE: (BOTTOM) . . . . 2" MAX LIFT TO BE 8' ON H.
(TOP) 1-1/2"
CONSTRUCTION MEANS AND METHODS' COLUMNS AND BEAMS: (TO THE TIES) 1-1/T' 8. HORIZONTAL REINFORCING:
PROVIDE GALVANIZED#9 GAGE, LADDER TYPE HORIZONTAL JOINT REINFORCING
1. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY EVERY SECOND BLOCK COURSE(1'-4" O.C. VERTICALLY)LAPPED 7-1/2". PROVIDE
REOUIREMENTS OF THE FLORIDA BUILDING CODE AND SPECIAL HORIZONTAL REINFORCING AT"T' AND"L"INTERSECTION. ANCHOR TO
ALL LOCAL, STATE AND FEDERAL LAWS. COLUMNS WITH MINIMUM 4" EXTENSION INTO AREA OF POUR.SOIL STATEMENT Uj
2. THE NATURE AND CHARACTER OF THE SOIL CONDITION BENEATH THE PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR SAFETY, 9. PROVIDE "DOVE-TAIL" ANCHORS AT 16"O.C. VERTICALLY FOR ALL MASONRY
STRUCTURAL STABILITY AND FOR THE PROPER EXECUTION OF THE WORK. STRUCTURAL FOOTING HAS BEEN OBSERVED TO HAVE UNDISTURBED PLACED ADJACENT TO ALREADY IN PLACE COLUMNS.
REMOVE WHEN WORK IS COMPLETED.
SAND AND ROCK PRESUMED TO HAVE AN ALLOWABLE BEARING CAPACITY 10, CELL FILLING CONCRETE SHALL BE "PEA DOCK" CONCRETE MIX (8" TO 9" V
3. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS. OF 2.000 PSF AT THE TIME OF CONSTRUCTION, A FLORIDA REGISTERED SLUMP) OR GROUT WITH rc=3,500 PSI MIN. AT 28 DAYS.
OBSTRUCTIONS IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR ENGINEER SHALL PROVIDE A SIGN AND SEALED WRITTEN REPORT
PITS ADJACENT TO PUBLIC WALKS OR ROADS. VERIFYING ACTUAL SOIL BEARING VALUES. STATING THAT THE SOIL BEARING 11. LINTELS:
ARE AS ASSUMED.
4. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, A. THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE OR CAST-IN-SITE LINTELS ♦�� A FANO
STORMS OR THE SUN) SO AS TO MAINTAIN ALL WORK,MATERIALS, APPARATUS AT THE HEADS OF ALL OPENINGS IN MASONRY WALLS NOT EX- CEEDING SIX(6) FEET ♦♦ P'• F
AND FIXTURES FREE FROM INJURY OR DAMAGE. IN WIDTH WHERE BEAMS HAVE NOT BEEN SPECIFIED. FOR OPENING ADJACENT TO ♦9P.
�O • • �'T.(1 ��''
CONCRETE COLUMNS- THE LINTEL SHALL BE CAST-IN-PLACE WITH THE COLUMN. `♦♦ •(' •GN S E • V
5. AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED.
ANY WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE B. LINTEL MAY BE INTEGRAL WITH THE STRUCTURAL OR TIE BEAM WHEN HEAD OF : v
REMOVED AND REPLACED WITH NEW WORK AT THE CONTRACTOR'S EXPENSE. THE OPENING IS 16 INCHES OR LESS BELOW. CONTINUE BEAM'S TYPICAL BOTTOM 839
REBARS THROUGH AND ADD 2-#5 BOTTOM TRUSS BARS AT DROPS AND 2-#3 STIRRUPS �• N� 3
6. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT PROPERTY AT 6 INCHES O.C. EACH END AT DROP. = :K
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_ MINIMUM BEARING FOR ALL LINTELS 8 INCHES EACH SIDE OR PROVIDE DOWELS � � * •� w � O
AND POCKETS IN ADJACENT CONCRETE COLUMNS.
D. LINTEL TO BE MINIMUM OF 8 INCHES DEEP WTH 2-#4 TOP AND BOTTOM FOR CLEAR i* • O` •• ` �Li
SPANS LESS THAN 6 FEET, 12 INCHES DEEP NTH 2-#5 TOP AND BOTTOM AND 2-#3 • �f A
STIRRUPS AT 6 INCHES O.C. EACH END, FOR SPANS GREATER THAN 6 FEET(UP TO 8 j �• `P •!A O O
FEET). CALL ENGINEER FOR SPANS LARGER THAN 8 FEET NTH NO SPECIFIED BEAMS I��AO.�. r
OR UNTELS OVER. l
TERMITE PROTECTION COMPLIANCE ,i��i Si' Wco
••``��� o Zco
GENERAL CONTRACTOR PROVIDE A CERTIFICATE N
OF COM PLIANCEBY LICENSED
ED PEST CONTROL COMPANY
THAT CONTAINSINS THE
HE FOLLOWING STATEMENT M
AS PER FSC 2010 EDITION
'THE BUILDING HAS RECEIVED A COMPLETE TREATMENT
FOR THE PREVENTION OF SUBTERRANEAN TERMITE
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE /1 O
AND CONSUMER SERVICES" J
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