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487 NE 100 St (12)Sr (Di /3)21. q.3 - 1 / X ,:`,"_/ 7 '/ 9 10 7 X g -5 - 1 qL RECEOVED APR 0 6 2004 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) 3iEFF ptu D CA Hy PEEL Phone # aCS _ 759 c 5o9 Owner's Address yX 7 Ng. icz) ,,T City 1hf4rn • sH02Q State FL Zip 33/ 3Y Tenant/Lessee Name Phone # Job Address (where the work is being done) q y 7 /V/:< 1 OUST City Miami Shores Village County Miami -Dade Zip 3,3/3 r Is Building Historically Designated YES NO Contractor's Company Name Q-) /LJ t / /VC Phone # — — CY-/ /2 Contractor's Address RIO y v NW 6 Cr City NO2 1 f7 4k1'1 t State r Zip 33 i6 Qualifier lgQ.1' 12() 01/ . 9'-'D e -- ��s✓a�S Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Square Footage Of Work: Type of Work: ['Addition ❑Alteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: NKUQ Dre-auJ N foS (Continued on opposite side) Miami Shores Village Buildin Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Tr-vs ) 42.5 * * * * * * * * * * * * * * * * * * * * * * * * * * ** F ees * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $S CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ br® frA ( < Permit No. Master Permit No. 0(1 _ £ 5 G Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S 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. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap r. ed an einspection fee will be charged or Agent The foregoing instalment was acknowledged before me this day of A .t L , 20 {A, by - PEc,Fc,l_ who is personally known to me or who has produced As identification and who did take an oath. NOTARY P LIC: Sign: Q' I t XI,41/4—.4. Print: A -L . NHS AL-Atk—A APPLICATION APPROVED BY: Chc 12/15/03 Arlenis Alicea My Commission Expires: y C ii '� Arlenis Alicea «• -� : +_ Commission #DD296544 ; �:►� - •�: My Commission Expires: '; ''f O'�a' Bo antic Bo " , ; iv, , i� te of Competency Holder) . o �a ,. � Bonded = Expires. Mar 04, 2008 Atlantic , oR '"'''s 'Ruu Atlantic Bonding Co., Inc. Signature State Certificate or Registration No. Certificate of Competency No. Contractor The foregoing instrument was acknowledged before me this '- day of ( I . , 20(11_, by ore—LAN ()0 tC(Ja S who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC• Sign: Print: A (2.1. (e-Ns \S AlJ ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** J / ******************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APR 1 2 20114 764 Vs sh s A Plans Examiner Engineer Zoning Engineering Cover Sheet This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs is attached which is nuanbered and with the identification and date of each drawing. Engineer of Truss Design Package John A. Titer, P.E. FL Reg. Eng. No. 36205 3320 Paddock Road Weston, FL 33331 (954) 600 -7123 Project Name: ORONI CONSTRUCTION (PEEL- RESIDENCE) 4 87 N.E. 100 STREET MIAMI SHORES, FLORIDA Building Authority: MIAMI FLORIDA Design Load: 30 + 15 + 0 + 10 PSF, 33% duration factor Building Code: FBC2001 /ASCE 7/98 Software Used: MiTek 2000 Ver. 5.1 Project Engineer of Record: JOHN A. ILTER, P.E. REGISTERED STRUCTURAL- ENGINEER STATE FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 APR 0 2 1004 T°: ORONI -CONST Reaction Summary Job Number: Page: 1 Date: 03 -30 -2004 - 9:12:09 PM Project ID: 3294 Project: Block No: Model: Lot No: Contact: Site: Office: Deliver To: Account No: Designer: Salesperson: Quote Number: u nm Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 8 T1 81 Ibs. each 19 - 0 - 0 COMMON 3 -0 -0 3.38 0.00 Joint 1 Joint 7 1008 lbs. 1008 Ibs. -525 lbs. -525 Ibs. APR 0 ?fl Job Truss Truss Type Qty Ply ORONI -CONST 3294 T1 COMMON 8 1 Job Reference (optional) Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies 3x4 = 3x4 = I 1 -0 -0 I 1 -0 -0 Plate Offsets (X,Y): [1:0- 4- 7,0- 1- 8],[5:0 -0- 13,0 -1 -0] [7:1- 6- 13,0 -1- 8],[7:0 -3- 12,0 -3- 2],[7:0- 4- 7,0 -1- 8],[8:0- 4- 0,0 -3 -0] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.50 BC 0.72 WB 0.25 (Simplified) DEFL in (loc) I/defl Lid Vert(LL) 0.15 8 >999 360 Vert(TL) -0.20 8 >999 240 Horz(TL) 0.07 7 n/a n/a LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5 -2 -12 5 -2 -12 3.38 FT 9 -6 -0 8 -6 -0 9 -6 -0 4 -3 -4 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2 -0 -15, Right 2 X 4 SYP No.3 2 -0 -15 REACTIONS (Ib /size) 1= 1008/0 -8 -0, 7= 1008/0 -8 -0 Max Upliftl=- 524(load case 2), 7=- 524(load case 2) 4 8 4x4 = 5x8 = BRACING TOP CHORD BOT CHORD 13 -9 -4 4 -3 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2412/1412, 2 -3 =- 2412/1412, 3 -4 =- 1777/981, 4 -5 =- 1777/981, 5 -6 =- 2412/1412, 6- 7 =- 2412/1412 BOT CHORD 1 -8 =- 1292/2302, 7 -8 =- 1292/2302 WEBS 3 -8 =- 641/532, 4 -8 =- 227/555, 5 -8 =- 641/532 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Mar 30 21:10:56 2004 Page 1 18 -0 -0 8 -6 -0 19 -0 -0 5 -2 -12 APR 0 2 2004 3x4 = Weight: 81 Ib Scale = 1:33.0 1 190 -0 1 -0 -0 PLATES GRIP M1120 249/190 Sheathed or 3 -7 -1 oc purlins. Rigid ceiling directly applied or 4 -10 -7 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 Ib uplift at joint 1 and 524 lb uplift at joint 7. JOHN A. ILTER, P LOAD CASE(S) Standard REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD. WESTON, FL 33331 IM 0 A WARNING: Do not attach cables, chains, or hooks to the web members. Tag Line Approximately - 1/2 truss length Spread Spreader Bar A ce lit true* of brad g cup of trusses 60° /or less nd brace (EB)' Ground brace lateral (LBO) Approximately 1/210 y/ truss len a th Less than or equal to 60' 1/2 to Y truss length Less than or equal to 60' 1• -1 Approximately 1/2 truss length Truss spans less than 30'. er Bar Toe In -- Toe In Approximately Tag Line Toe In Tag Line GROUND BRACING :BUILDING INTERIOR Ground brace /vertical (GBV) b Ground brace ---- diagonals (GB0) Note: 2 ^d floor system shall have adequate capacity to support ground \ �2 ^d floor .. 1st floor `'` INSTALLATION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Frame 2 WARNING: Do not lift single trusses with spans greater than 30' by the peak. Backup ground stake Tag Line At or above t mid- height Tag Line Strongback/ SpreaderBar tau I� \ I \MIS III,:., Approximately 1 to 1 /2 truss length 0 ' Strongback/ SpreaderBar CAUTION: Temporary bracing shown in "this summarjcsheet is adequate for the Insteliatfon :of trusses with similar configurations.' Consult :a registered' professional engineer if a :'different bracing arrangement is desired. The engineer may :design bracing- in accordance with .TPIN Recommended Design Specification for: Temporary Bracing :'of Metal plate Co/Mr:1 tpd Wood Trusses, DSB -89, and in some cases determine th a . wider, spacing is possible • • GROUND BRACING: BUILDING EXTERIOR Top Cho d 1 'Top Chord Ground brace diagonals (GBD) Ground brace vertical (GBV) CAUTION: Ground bracing required for all installations. r Blocking /' P ✓': iiII s Driven ground stakes -/ Approximately 35 to '/, truss length Greater than 60' Greater than 60' Typical vertical attachment / N N, i 10' St ut (ST) Typical horizontal No member with multiple stakes (111) End Wall Side` Plan \ Ground Brace Vertical* GB - j Ground krAce 1 0 . iru*a of braced .1 Iatere (LBO group of trusses • 1 End brace (EB) is SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD : ;'' ': DIAGONALBRACE SPACING (DBS) [# trusses] SP /DF SPF /HF _ Up 10 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer Top chorde that are laterally braced can buckle togetherand cause collapse it there ie no diago- nal bracing. Diagonal bracing should be nailed to the undernide of the top chord when purline are attached to the topside of the top chord. 12 4 or greater A WARNING: Failure to follow recommendations result in severe personal injury or damage to trusses or .buildings DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required' I 7 10" or Greater j Attachment Required — Up to 32' Over 32' - 48' Over 48' - 60' Over 60' "MINIMUM PITCH 'i. 4/12 4/12 4/12 TOP CHORD * LATERAL BRAC • SPACING(LBS) 8' 6' 5' TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF 20 10 6 SPF /HF 15 7 4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce- Pine -Fir Continuous Top Chord Lateral Brace — _ Required SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 12 5 � — PITCHED TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlms are attached to the topside of the top cltoid. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer 12 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at (east 2 trusses. BOTTOM CHORD PLANE A WARNING: Failure to follow these recommendations could result in severe personal Injury or damage to trusses dr:buildings. < WEB MEMBER PLANE 0 Permanent continuous lateral bracing as specified by the truss engineering. lob, vcr -i It lodt ____, 0 moo. TM E i :, O - Nio% .f { Frame 4 Cross bracing repeated at each end of the building and at 20' intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING(DBS) [# trusses] . SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir 0 � Li The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 1 i All lateral braces lapped at least two trusse 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that arc laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purllns ale attached 10 the topside of the top chord. N q AU lateral braces lapped _ at least two trusses. End diagonals are essential for.: stability and must be duplicated on ends of the truss system. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS Top chorde that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purllns are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required Attachment Required — 2 Continuous Top Chord Lateral Brace Required �-- 10' or Greater 30" or greater ® WARNING: Failure to follow these recommendations could result in severe personal Injury or damage to trusses or buildings. 4 3 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD `. DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up 10 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D(in) D /50 D(11) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' 96" 2" 8' 108" 2" 9' L(In) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' DF - Douglas Fir -Larch HF - Hem -Fir Top chords That are laterally braced can buckle loyetherand cause collapse illhere isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS PLUMB ± Maximum Misplacement Diagonal brace also required on end verticals. Truss Depth D(in) Lesser of D /50 or 2" i SP - Southern Pine SPF - Spruce- Pine -Fir Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. La WARNING: Do not cut trusses. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. INSTALLATION TOLERANCES. Tr ±v4 ±i /a ' Frame 6 L(in) 12 — 13 or greater Length L(in) i B• Lesser of (./200 or 2" L(in) All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace ..— • ._. Required 10" or Greater Attachment / Required ._/ BOW OUT -OF -PLANE INSTALLATION TOLERANCES. Lesser of L/200 or 2" DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. !L1 !T . t. io S I g 10.5' _ALOP.14,41..T PaVEt,4EN17 2 4.x =� = �o ao tii T • '��O:f .0 • - rp _._ t t=om . _ c e 1p ar E j v7 . - -d 2..5'.`�_: ^ 0,6 :3' 0 : -- -,..,10. to 4 .. 0 2 1-. I2 T1: g 4 • :, li 1- 0 't NI. ,..,• 16.5 :3'1'1i►.I:'r • , 1 , - ... i ?��. . .,, , , , , 7114 /,1I... • ,'• • • ••,• , , ., ,,, .• y:14 4, ... t 1 / .� .1141 4 :. 4: .. 4 a N1: loP " ' • :3'1 • • .. • r ' • 114 1.• C , ` ` '. n r ".; 1.• • 1 • ` . H' . ,• • 1 1 1 �' Yl S •'I11 14 ■,• .. !I' 1 • 'a N1•: ' 101 1U . 01 3 •rF. : I : r . I 1111211' ,. ;1 .�La1 ..... . 3 • O 7N 100 :3'I' � :...:. Q• • Legal Description: Lot 23 and 24, Block 90, of MIAMI SHORES SECTION NO. 4, according . to the Plat thereof, as recorded in Plat Book 15, Page 14, of the Public Records of Miami -Dade County, Florida. 'Certified to: Jeffrey Peel and Cathy Peel; Panther Title; Old Republic National Insurance Company; First South Bank, it's successors and/or assigns. 2:25•GO a =5 Property address: 487 N.E. 100 Street Miami, Shores, Florida 33138 , Accepted By 1) . .. __•_-___R RECORD M FIELD MEASURED _. • - •- _ . C CALCULATED. Cl CLEAR BEARINGS SHOWN ARE EITHER ASSUMED. PER PLAT, OR PER RECORDED INSTRU111ENL LEGAL DESCRIPTION PROVIDED BY OTHERS. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OTHER RECORDED ENCUMBRANCES NOT SHOWN ON THE PLAT. UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. ELEVATIONS ARE BASED 011 NATIONAL GEODETIC DATUM. FENCE OWNERSHIP NOT DETERMINED. WALL TIES ARE TO THE FACE OF THE WALL ~ " NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYORS SEAL ONLY VISIBLE ENCROACHMENTS LOCATED. NO IDENTIFICATION FOUND 011 PROPERTYCORNERS I:NLESS NOTED. 3 BOUNDARY SURVEY MEETS THg MINIMUM TECHNICAL H BY THE FLORIDA SOAR/ OF PROFESSIONAL LANO I MINISTraATNE COOS, PURSUANT TO SECTION 1 HEREBY CERTI STANDARDS SURVEYORS 472.027. SIGNED WOOD ,FENCE WIRE FENCE NAIL PROPERTY CORNER ENCR ENCROACHMENT CENTERLINE ••1 CONCRETE t PROPERTY UNE C.M. CONCRETE MONUMENT RLR. FOUND IRON ROD F.I.P. ' FOUND IRON PIPE RIW RIGHT OF WAY SET FO CHAPTER 6 RISTA S. A101 ACURAE / REGISTERED LANO SURVEYOR NO. S571 STATE OF FLORIDA FIRST FINANCIAL SURVEYORS, INC. 1896387 First Financial Surveyors, Inc. • Flood zone: X Panel: 0093 Date of field work: 4/21/98 Completion date: 4/22/98 Survey number: G -15648 0.H.L P.P. TX CATV W.M. TEL T - ' CH RAO N.R. ORAINAGE EASEMENT UTIUTY EASEMENT FOUND PLAT X ASPHALT OVERHEAD UTIUTY POLE POWER POLE TRANSFORMER CABLE RISER WATER METER TELEPHONE FACILITIES COVERED AREA BEARING REFERENCE CHORD RADIAL NON RADIAL BOUNDARY SURVEY 7700 N. a adall D1+.., St i1..09 MIAau, FL 33136 (303) 271.3633 F.. (303) 2 1400437.233. F.. 1.1100427.2260 363 Au1L1 Ave.. Suit 1 OVIEDO. FL 12763 (407) 977.7010 Paz (407) 977.7020 1400.727.9266 Fu 1.400.71074060 1157 %Uu. BML . NASHVILLE. TN 17.17 .NC' AFFILIATED COMPANIES (6133 36.442 1141(61S) I6.4477 • Shad Shafie, P.E. • • Structural Engineer 1161 N.E. 98 Street • Miami Shores, Florida 33138 Phone: (305) 984 -5974 • E -Mail: shafies @bellsouth.net STRUCTURAL DESIGN CALCULATIONS PEEL RESIDENCE 487 N.E. 100TH STREET MIAMI SHORES, FLORIDA For: Mark Campbell, AIA Architect 373 N.E. 92 Street Miami Shores, Florida December 10, 2003 These calculations, prepared by Shad Shafie, P.E. for this project, are the exclusive property of Shad Shafie, P.E. Its use or publication shall be restricted for use solely with respect to the specific project noted above. These calculations are not to be used unless sealed by Shad Shafie P.E. Shad Shafie, P.E. shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights including copyright. These documents shall not be used in part or in whole by the owner or others for the projects, additions to this project, or for completion of this project by others except by agreement in writing and with the appropriate compensation for Shad Shafie, P.E. • SHAD SHAFIE, P.E. Page 1 . 1161 N.E. 98TH STREET Date 12/10/03 MIAMI SHORES, FLORIDA 33138 • • Project: PEEL RESIDENCE BUILDING PARAMETERS Building Dimensions Nor. to ridge (ft.): 17 Par. to ridge (ft.): 15.67 Mean Rf. Ht (ft.).: 11.5 Mean Roof Height Slope (in /ft): 2 Roof Slope - Inches per Foot Roof Type: GH Gable /Hip = GH Monoslope = MS Maximum Roof Span (ft.): Maximum Overhang (ft.): Maximum Wall Height (ft.): Wall Below Finish Floor (ft.): TYPCIAL DEAD AND LIVE LOADS Roof Dead Load (psf): Roof Live Load (psf): Floor Dead Load (psf): Floor Live Load (psf): WIND LOADS (ASCE 7 -98) 17 1 9.17 0.833 Maximum Floor Span (ft.): NA 15 30 NA NA V (mph): 146 Wind Speed Exposure: C Bldg. Category: II Exposure: C GCpi ( +): 0.18 See page 2 for wind pressures Building Parameters: Wind Normal to Ridge: C Walls: I Wind Parallel to Ridge: C, Roof: Windward Wall: II UB C Windward Wall: h/L Dist. WW edge C Height G =O P (+0.18) P ( -0.18) Height G =0 P (+0.18) P ( -0.18) 0 -15 33.0 23.7 42.3 0 -15 34.6 25.3 43.9 20.0 35.1 25.8 44.4 20.0 36.8 27.5 46.1 25.0 36.8 27.5 46.1 25.0 38.5 29.3 47.8 25.0 36.8 27.5 46.1 25.0 38.5 29.3 47.8 Leeward Wall: -22.2 -31.5 -12.9 Leeward Wall: -24.1 -33.4 -14.8 Windward Roof: 0.89 Windward Roof: 1.47 Monoslope = MS 0 - 12.5 ft. -41.4 -50.6 -32.1 0-0 ft. -62.6 -71.9 - 53.4 > 12.5 ft. -41.4 -50.6 -32.1 > 12.5 ft. -33.7 -43.0 -24.4 -23.0 -32.3 -13.7 -13.8 -23.1 -4.5 Leeward Roof: Side Walls: -32.2 -41.5 -22.9 Side Walls: -33.7 -43.0 -24.4 Building Parameters: I C Walls: I Nor. to ridge: C, Roof: Bldg. Category: II UB C K h/L Dist. WW edge C Windward: 146 0.80 Windward: 0.85 46.3 Mean Rf. Ht.: Leeward: Exposure: C Nor. to ridge 1.47 0 -12.5 ft. -0.90 Nor. to ridge 1.08 -0.48 0.18 (Tbl. 6 - 7, p. 62) > 12.5 ft. - 0.90 Par. to ridge 0.92 -0.50 GCpi ( -): 0.18 - 0.50 Sidewalls: - 0.70 9.5 I: 1.00 - 0.30 Par. to ridge 1.60 0 - 0 ft. - 1.30 Gable/Hip = GH > 12.5 ft. -0.70 0.89 Leeward: 1.47 Monoslope = MS Building Parameters: I ASCE 7 -98 Data: Nor. to ridge: 17.0 Bldg. Category: II (Tb►. 1 - 1, p. 4) Height K q (psf) Par. to ridge: 15.7 V (mph): 146 (Fig. 6 - 1, p. 34) 0 -15 0.85 46.3 Mean Rf. Ht.: 25.0 Exposure: C (Sec. 6.5.6, p. 28) 20.0 0.90 49.2 Hurricane Zone: Yes GCpi ( +): 0.18 (Tbl. 6 - 7, p. 62) 25.0 0.95 51.6 Slope (in/ft): 2.00 GCpi ( -): 0.18 Slope (deg.): 9.5 I: 1.00 Roof Type: GH Gh (normal to ridge): 0.93 Gable/Hip = GH Gh (par. to ridge): 0.89 Monoslope = MS Mean (q) (psf): 51.6 25.0 0.95 51.6 • SHAD SHAFIE, P.E. .1161 N.E. 98TH STREET MIAMI SHORES, FLORIDA 33138 • • Project: PEEL RESIDENCE WIND LOADS (ASCE 7 -98) Page 2 Date 12/10/03 MAIN WIND -FORCE RESISTING SYSTEMS PRESSURES (All loads In PSF) Effective Wind Area (ft`): 10 20 50 Internal Pressure Coefficients P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) P (+ 0.18) P (- 0.18) -0.97 Zone 1 -60.9 -42.3 -59.3 -40.7 -57.3 -38.7 0.27 GC 6.2 24.8 4.6 23.2 2.6 21.2 -1.59 Zone 2 -102.1 -83.6 -91.3 -72.7 -76.9 -58.3 Roof GC 6.2 24.8 4.6 23.2 2.6 21.2 Pressures Zone 3 -153.7 -135.1 -127.3 -108.7 -92.4 -73.9 (psf) GC 6.2 24.8 4.6 23.2 2.6 21.2 Zone 2' GC GC Zone 3' Zone 3' GC GC Overhand Zone 2 -97.0 -78.4 -95.4 -76.9 -93.4 -74.8 Pressures (psf) Zone 3 -153.7 -135.1 -122.7 -104.1 -81.6 -63.0 Wall Zone 4 -66.0 -47.5 -63.3 -44.7 -59.6 -41.1 Pressures GC 42.3 60.9 39.5 58.1 35.9 54.5 (psf) Zone 5 -81.5 -62.9 -76.0 -57.4 -68.8 -50.2 0.95 GC 42.3 60.9 39.5 58.1 35.9 54.5 • • • WIND LOADS (ASCE 7 -98) (CONT.) COMPONENTS AND CLADDING PRESSURES (All Toads In PSF) Notes: 1. Zones 2' and 3' are only located on monoslope roofs less than 10 degrees in slope. See Figure 6 -7A. 2. Gable/Hip roof slopes cannot exceed 45 degrees. 3. Monoslope roof slopes cannot be less than 3 degrees or greater than 30 degrees. 4. Overhang pressures are only shown with Gable /Hip roofs. 5. The roof will not have positive Component and Cladding loads for building heights greater than 60 feet. Page 4 Date 1/0/00 External Pressure Coefficients (GC (Fig. 6 -5A to 6 -8) Effective Wind A ea (ft`): 10 20 50 Zone 1 GC -1.00 GC -0.97 GC -0.93 GC 0.30 GC 0.27 GC 0.23 Zone 2 GC -1.80 GC -1.59 GC -1.31 GC 0.30 GC 0.27 GC 0.23 Roof Zone 3 GC -2.80 GC -2.29 GC -1.61 Coefficients GC 0.30 GC 0.27 GC 0.23 Zone 2' GC GC GC GC GC GC Zone 3' GC GC GC GC GC GC Overhang Zone 2 GC -1.70 GC -1.67 GC -1.63 Coefficients Zone 3 GC -2.80 GC -2.20 GC -1.40 Zone 4 GC -1.10 GC -1.05 GC -0.98 Wall GC 1.00 GC 0.95 GC 0.88 Coefficients Zone 5 GC -1.40 GC -1.29 GC -1.15 GC 1.00 GC 0.95 GC 0.88 • • • WIND LOADS (ASCE 7 -98) (CONT.) COMPONENTS AND CLADDING PRESSURES (All Toads In PSF) Notes: 1. Zones 2' and 3' are only located on monoslope roofs less than 10 degrees in slope. See Figure 6 -7A. 2. Gable/Hip roof slopes cannot exceed 45 degrees. 3. Monoslope roof slopes cannot be less than 3 degrees or greater than 30 degrees. 4. Overhang pressures are only shown with Gable /Hip roofs. 5. The roof will not have positive Component and Cladding loads for building heights greater than 60 feet. Page 4 Date 1/0/00 SHAD SHAFIE, P.E. Page 5 • _ 1161 N.E. 98TH STREET Date 12/10/03 MIAMI SHORES, FLORIDA 33138 Project: PEEL RESIDENCE MASONRY WALL DESIGN Roof Dead Load (psf): 15 Roof Live Load (psf): 30 Floor Dead Load (psf): Floor Live Load (psf): Maximum Roof Span (ft.): 17 Maximum Overhang (ft.): 1 Maximum Floor Span (ft.): NA Maximum Wall Height (ft.): 9.17 WDL = WLL = (Dead Load)(Span)(1 /2) = (Live Load)(Span)(1 /2) = NA NA 142.5 plf 285.0 plf • Wall Wind Load = 47.83 psf * See page 5 for calculations Use #5's CO 48" o.c. in fully grouted cells • MASONRY WALL FOOTING DESIGN Wall Height (including stemwall) (ft.) WDL = WWALL = WLL = Total WDL = Total WLL = (Dead Load)(Span)(1 /2) = (Wall Ht.)(75 psf) = (Live Load)(Span)(1 /2) = 0.89 klf 0.29 klf 10 "x16" Footing w/ 245's cont. See page 7 for calculations 10.003 142.5 plf 750.2 plf 285.0 plf • Rev: 560100 User: KW-0603479, Ver 5.6.1, 25-Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Masonry Wall Design Page 1 c: \ temporary downlood files \peel.ecw:Calculat Description Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es/ Em Wall Weight Wall 'General Information Calculations are designed to 1997 UBC Requirements II 1,125,000 psi 25.778 52.000 psf 9.17ft 0.00 ft 8.0 in 5 32 in 3.810 in Loads 1 142.500 #/ft 285.000 #/ft 0.000 in Design Values 1 Max Allow Axial Stress = 0.25 f'm (1- (h/140r) ^2) * Spinsp Allow Masonry Bending Stress = 0.33 fm • Spinsp = Allow Steel Bending Stress = 0 _Load Combination & Stress Details Summary Axial Axial Maximum: Load Compression fb/Fb + fa/Fa Ibs psi fs?s 427.5 7.27 0.0431 142.5 2.42 0.0144 142.5 2.42 0.0144 Moment Top of Wall in -# DL + LL 0.0 DL + LL + Wind 0.0 DL + LL + Seismic 0.0 Between Base & Top of Wall DL + LL 0.0 DL + LL + Wind 6,029.0 DL + LL + Seismic 0.0 Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht @ Center Live Load Moment @ Top of Wall LiveLoad Moment © Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum AIIow Axial Load for Applied Moment = Seismic Factor Calc of Em = fm • Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Rebar Area Radius of Gyration Moment of Inertia 665.8 380.8 380.8 9.17ft high wall with O.00ft parapet, Lt Wt Block w/ 8.00in wall w/ #5 bars at 32.00ino.c. at center Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Moments 1 238.34 Ibs 0.00 in -# 0.00 in -# 0.00 in -# 0.00 in -# Title : Peel Residence Dsgnr: Shad Shafie Description : Addition Scope : Steel 0.0 0.0 0.0 15,138.1 0.0 0.0000 750.00 1.330 1.000 0.000 #/ft 0.000 #/ft 0.116 in2 2.487 in 363.660 in4 168.78 psi 247.50 psi 24,000.00 psi np k Bending Stresses Masonry psi psi 0.0 0.0 0.0 0.0 0.0 254.6 0.0 254.57 psi 15,138.12 psi 6.48 psi 1.0669 < 1.3300 (allowable) Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 5,861.60 in4 9,924.42 Ibs Wind Load Date: Job # f'm 1,500.0 psi Fs 24,000.0 psi No Special Inspection Grout @ Rebar Only Lightweight Block Equivalent Solid Thickness 4.900 in 47.830 psf 0.06554 j 0.30240 2 / kj 7.35512 0.89920 11.32 0.0671 6.48 1.0669 6.48 0.0384 Wall Design OK 6,029.01 in -# 0.00 in -# 142.50 Ibs 285.00 Ibs • SHAD SHAFIE, P.E. Page 7 1161 N.E. 98TH STREET Date 12/10/03 MIAMI SHORES, FLORIDA 33138 • • Project: PEEL RESIDENCE WALL FOOTING DESIGN P� (k/ft) P (k/ft) PTotEd (Wft) P� (k/ft) Check Bearing e (ft) q,„„ (ksf) (ksf) Check One -Way Shear Check Bending M (ft-k) R" (psi) A, (in 0.89 M (ft-k) 0.29 M (ft-k) 1.18 Mwfd (ft-k) 1.73 MT M (ft •k) q (ksf) 2.00 PFTG (k) f (ksi) 3 PTOt &A (k) f (ksi) 60 P,- (k) d (in) 7.00 Adj. L.F. 0.00 1.01 1.01 o.k. o.k. 0.17 A min (ft /ft) 1.34 1.97 1.46 b (in) 8 q (ksf) 1.48 n (in) 12 V (k) -0.61 4 V, (k) 10.42 o.k. 0.11 1.86 0.20 P PM" 0.00 B (ft) 1.333 0.00 N (ft) 1 0.00 T (ft) 0.833 0.00 A (ft /ft) 1.33 0.00 0.00003 0.00180 Use 10 "x16" Footing w/ 2-#5's cont. A (in = 0.61 > 0.20 o.k. 0.67 o.k. • SHAD SHAFIE, P.E. Page 11 - 1161 N.E. 98TH STREET Date 12/10/03 MIAMI SHORES, FLORIDA 33138 • • Project: PEEL RESIDENCE UPLIFT DESIGN FOR ROOF FRAMING Roof Dead Load (psf): 15 Roof Live Load (psf): 30 Roof Uplift (psf): -50.6 Maximum Roof Span (ft.): 17 Maximum Overhang (ft.): 1 Truss Spacing (ft.): 2 Puplift = (Uplift Load)(Span)(1 /2)(Spacing) = * See Simpson Catalog for Connectors Use Simpson # # # # ## -772.3 plf FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 600C -01 Residential Limited Applications Prescriptive Method C SOUTH 7 8 9 Small Additions, Renovations & Building Systems Compliance with Method C of Chapter 6 of the Florida Energy Efficiency Code may be demonstrated by the use of Form 600C-01 for editions of 600 square feet a less, site - instated conpcnents of manufactured homes, and renovations to single and multifamily residences. AMemative methods are provided for additions by use of Form 6008 -01 or 600A -0I. PROJECT NAME: AND ADDRESS: OWNER: �� 1 1 1 1i2S PEEL- SMALL ADDITIONS TO EXISTING RESIDENCES (600 Square feet or less of conditioned area). Prescriptive requirements in Tables 6C-1, 6C -2 and 6C-3 apply only to the components of the addition, not to the existing building. Space heating, cooling, and water heating equipment elrcierny levels must be met only when equipment is installed spectre* to serve the addton or is being installed in cony 'unction with the adton construction. Components separating unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels. RENOVATIONS (Residential buildings undergoing renovators costing more than 30% of the assessed value of the btilding). Prescriptive requirements in Tables 6C -1 and 6C -2 apply only tic the components and equipment being renovated or replaced. MANUFACTURED HOMES AND BUILDINGS. Only site - installed components and features are covered by this lorm. BUILDING SYSTEMS Comply when Complete new system is installed. Please Print C K 1. Renovation, Addition, New System or Manufactured Home 2. Single family detached or Multifamily attached 3. If Multifamily -No. of units covered by this submission 4. Conditioned floor area (sq. ft.) 5. Predominant eave overhang (ft.) 6. Glass area and type: a. Clear glass b. Tint, film or solar screen 7. Percentage of glass to floor area 8. Floor type and insulation: a. b. c. d. e. PEEL R E5 I PENCE 1't+ sr. MI.4-N/ 5 / +0iLL S, 'FL. 3 3(3 Y Slab -on -grade (R- value) Wood, raised (R- value) Wood, common (R- value) Concrete, raised (R- value) Concrete, common (R- value) 9. Wall type and insulation: a. Exterior: 1. Masonry (Insulation R- value) 2. Wood frame (Insulation R- value) b. Adjacent: 1. Masonry (Insulation R- value) 2. Wood frame (Insulation R- value) c. Marriage Walls of Multiple Units* (Yes,'No) 10. Ceiling type and insulation: a. Under attic (Insulation R- value) b. Single assembly (Insulation R- value) 11. Cooling system* (Types: central, room unit, package terminal A.C., gas, existing, none) 12. Heating system*: (Types: heat pump, elec. strip, natural gas, L.P. gas, gas h.p., room or PTAC, existing, none) 13. Air Distribution System *: a. Backflow damper or single package systems* (Yes /No) b. Ducts on marriage walls adequately sealed* (Yes /No) 14. Hot water system: (Types: elec., natural gas, other, existing, none) • Pertains to manufactured homes with site installed components. FLORIDA BUILDING CODE - BUILDING BUILDER: PERMITTING OFFICE: PERMIT NO. 111 III CLIMATE ZONE: 7 JURISDICTION NO.: (bPL 3--tQS . 1. AuoIRON 2. 5&L, F / - DE'nca4 3. NA A 4. X 67 5. . � Single Pane Double Pane 6a. 100 sq. ft. sq. ft. 6b. sq. ft. sq. ft. 7. 37 % 8a. R= lin. ft. 8b. R= 0 267 sq. ft. 8c. R= sq. ft. 8d. R= sq. ft. 8e. R= sq. ft. 9a -1 R= S J 72 sq. ft. 9a -2 R= sq. ft. 9b -1 R= 144 sq. ft. 9b -2 R= sq. ft. 9c 10a. R= 3 0 ZG T sq. ft. 10b. R= sq. ft. 1 1 . Type: ; 7C / S 1 /f ( SEER/EER: 12. Type: - X f 5rrIN &+ HSPF /COP /AFUE: 13a. 13b. 14. Type: £'l sr/H EF: 3 Z of o I hereby certify that the plans and specifications covered by the calculation are in compliance with t_he o En gy e. � - PREPARED BY: (/, �yT'"( 4 ,, 7 DATE: 2 z - G� _ I hereby cenify that this building is in compliance with the Florida Energy Code. ' OWNER AGENT: DATE. Review of plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Belore construction is completed, this building will be inspected for compliance in accordance with Section 553.908. F.S. BUILDING OFFICIAL: DATE: 13.205 Maximum percentage glass to floor area allowed is selected by type, overhang length, and solar heat gain coefficient. Maximum% = 4L2 Installed % _ ..S 7 GLASS TYPE, OVERHANG, AND SOLAR HEAT GAIN COEFFICIENT REQUIRED FOR GLASS PERCENTAGE ALLOWED INSULA INSTAL UP TO 20% UP TO 30% UP TO 40% UP TO 50% Concrete Block Frame, 2' x 4' Frame. 2' x 6' Common, Frame Common, Masonry Single Double Single Double Single Double Single Double OH - SHGC; OH - SHGC OH - SHGC OH - SHGC OH - SHGC OH - SHGC OH - SHGC OH - SHGC 1'- .87 0'- .75 0'- .78 2'- .87 1.- .75 0'- .57 1'- .78 0'- .61 3'- .87 2'- .75 l'- .57 0'- .39 2'- .78 1"- .61 0'- .44 4'- .87 3'- .75 2'- .57 1 '- .39 0'- 30 3'- .78 2'- .61 l'- .44 0'- .35 Get certified SHGC from the manufacturer or use defaults: Single clear SHGC = .87, double clear SHGC = .78, and single tint SHGC = .75. TABLE 6C -3 MINIMUM REQUIREMENTS FOR ALL PACKAGES COMPONENTS SECTION REQUIREMENTS To be caulked, gasketed, weather - stripped or otherwise sealed. Max. 0.3 cfm /sq.ft. window area; .5 cfm /sq.ft. door area. CHECK Y Exterior Joints & Cracks 606.1 Exterior Windows & Doors 606.1 Sole & Top Plates 606.1 Sole plates and penetrations through top plates of exterior walls must be sealed. /1" Recessed Lighting 606.1 Type IC rated with no penetrations (two alternatives allowed). In unconditioned space In conditioned space Multi -story Houses 606.1 Air barrier on.perimeter of floor cavity between floors. Exhaust Fans 606.1 Exhaust fans vented.to unconditioned space shall have dampers, except for combustion devices with integral exhaust ductwork. ' f Combustion Heating 606.1 Combustion space and water heating systems must be provided with outside combustion air, except for direct vent appliances. W ater Heaters 612.1 612.1 Comply with efficiency requirements in Table 6 -12. Switch or clearly marked circuit breaker (electric) or cutoff (aa$) must be provided. External or built -in heat trap required for vertical pipe risers. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have minimum thermal efficiency of 78 %. - rte // Nib Swimming Pools & Spas Hot Water Pipes 612.1 Insulation is required for hot water circulating systems (including heat recovery units). WA Shower Heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. /'{ HV AC Duct Construction, Insulation & Installation 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section 610.1. Ducts in attics must be insulated to a minimum of R -6. . � I/ HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. COMPONENT MINIMUM INSULATION INSULA INSTAL EQUIPMENT MINIMUM EFFICIENCY INSTALLED EFFICIENCY WALLS 1 Concrete Block Frame, 2' x 4' Frame. 2' x 6' Common, Frame Common, Masonry R -5 R -11 R-19 R -11 R -3 ' Central A/C - Split - Single Pkg. Room unit or PTAC SEER = 10.0 SEER = 9.7 EER - 8.5' �X/ srfiL( SEER = _� SEER = EER = SPACE HEATING Electric Resistance Heat pump - Split • Single Pkg. Room unit or PTHP Gas, natural or propane Fuel Oil ANY 4:7S1 HSPF = 6.8 HSPF = 6.6 COP = 2.7' AFUE = .78 AFUE = .78 > rr/�( 4 HSPF = HSPF = __ I I SONI1133 I SHOOIJ Ilona Under Attic Single Assembly; Enclosed Frame Metal Pans Single Assembly; Open Common, Frame R -30 R -19 R -13 R -10 R -11 - o HSPF/ = __ COP AFUE = _- Slab -on -grade Raised Wood Raised Concrete Common, Frame No Minimum R -11 R -5 R -11 V _ AFUE = Electric Resistance Gas; Natural or L.P. Fuel Oil � K ( Sir EF 86 EF = .54 EF = .54 . = �F EF = EF = In unconditioned space In conditioned space R -6 No minimum G TABLE 6C -1 • PRESCRIPTIVE REQUIREMENTS FOR SMALL ADDITIONS (600 Sq. Ft. and I RENOVATIONS TO EXISTING BUILDINGS AND SITE-INSTALLED COMPONENTS OF MANUFACTURED HOMES. - 1' GENERAL DIRECTIONS: 1. On Table 6C -1 indicate the R -value of the insulation being added to each component and the eft cency levels of the equipment being installed. All R•values and efficiencies installed must meet or exceed the minimum values listed. Components and equipment neither being added no renovated may be left blank. 2. ADDITIONS ONLY. Determine the percentage of new glass to conditioned Boor area in the addition as follows. Total the areas of all glass windows, sliding glass doors and glass door panels. Double the area of all non- verocal roof glass and add it to the previous total. When glass in existing exterior walls is being removed or encdosed by the addbon, an amount equal to the total area of this glass may be subtracted from the total glass area. Divide the adjusted glass area total by the conditioned floor area of the addition. Multiply by 100 to get the percent. Find the largest glass percentage under which your calculated percentage falls on Table 6C -2. Prescriptwes are given by the rypeolglass (Single or Double pane) and tie overhang (OH) paired with a solar heat gain coeffident (SHGC) For a given glass type and overhang, the minimum solar heat gain coefficient allowed is specified. Actual glass windows and dais previously in the exterior walls oI (he house and hong reinslalled in (he addinon do oofhave Locon comply with the overhang and solar heat gain cceticient requirements on Table 6C-2. All new glass in the addition must rneet the requirerrent for one of the options in the glass percentage category you indicated. The overhang (011) distance is measured perpendicularty from the face of the glass to a pant directly under the outermost edge of the overhang. 3. RENOVATIONS ONLY. Replacement glass needs to meet the following requirements. My glass type and solar heat gain coefficient may be used for glass areas which are under al least a two foot overhang and whose lowest edge does not extend further than 8 feet Irom the Overhang. Glass areas being renovated that do not meet this criteria must be either single -pane tinted, double-pane clear or double -pane tinted. 4 . BUILDING SYSTEMS. Compiy when new system is installed for system installed. 5. Complete the infomhaten requested on the top hall of page 1. 5 Read - Mix rnum Requirements for Small Additions and Renovations ", Table 6C -3, and check all applicable items. 1. Read. von and date the'Owner /Agent" certification statement on page 1. 13.2 • See Table 6.3. 6 -7 Climate Zones 7 8 9 FLORIDA BUILDING CODE - BUILDING