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RC-17-1319Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Owners Subdivision/Project Construction Type Square Footage Description of Work Location 551 NE 102 ST ''� ";►' Miami Shores, FL 33138-2439 RESIDENTIAL CONSTRUCTION CORY & LISA GITTNER 1402 - NEW ADDITION Bldg. Permit No. RC-5-17-1319 Contractor Date Issued Occupancy Load Occupancy Type Applicable Code WILCON CO September 7, 2018 2004 FLORIDA BUILDING ?// °//4? Building Officials Approv Ismael Naranjo, CBO Not Transferable POST IN A CONSPICUOUS PLACE„ Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit NO. RC-5-17-1319 • Permit Type: Residential Construction Work Classification: Additifln/Alteration Permit Status: APPROVED sue Date: 6/7/2017 Expiration: 12/04/2017 Parcel Number Applicant 551 NE 102 Street Miami Shores, FL 33138-2454 1132060170980 Block: Lot: CORY & LISA GITTNER Owner Information CORY & LISA GITTNER Address 551 NE 102 Street MIAMI SHORES FL 33138-2454 Contractor(s) WILCON CO Phone (786)399-8855 Cell Phone Phone 54,5 75-?-9ga0 Cell 3os 31y or Valuation: Total Sq Feet: $ 125,000.00 0 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: NEW 2 STORY GARAGE AND 2 BE Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: NEW 2 STORY GARAGE AND 2 BEE Classification: Residential Fees Due CCF DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Scanning Fee Technology Fee Total: Amount $75.00 $56.25 $56.25 $25.00 $5.00 $3,750.00 $9.00 $100.00 $4,076.50 Pay Date Invoice # 06/07/2017 05/11/2017 06/07/2017 Pay Type RC-5-17-64008 Check #: 1985 Credit Card Cash Amt Paid Amt Due $ 4,021.50 $ 55.00 $ 50.00 $ 5.00 $ 5.00 $ 0.00 Available Inspections: 7 Inspection Type: Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Final PE Certification Truss Insp Foundation Window and Door Buck Columns Fill Cells Columns Wire Lathe Review Building Review Mechanical Declaration of Use F. Termite Letter F. Elevation Certificate Review Planning Review Structural Review Electrical Review Plumbing 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 AFl IPAVIT: ertify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction n Bonin •p u> - thorize the above -named contractor to do the work stated. June 07, 2017 Autiiorizge Signature Owner / Applicant / Contractor / Agent Date Building Department Copy June 07, 2017 1 eoiq-(-( (Tr/ve. -; -7 _7 --L/QU1 3v �7`7 Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax; (305)756-8972 12/10/2015 To: Current Owner 551 NE 102 Street Miami Shores, FL 33138-2454 Permit: BP2005-335 Address: 551 NE 102 Street Miami Shores FL33138-2454 Date Expired: 8/5/2007 Dear Sir or Madam, Our records indicate that the above referenced permit has expired without obtaining the proper final inspection. In order to serve you better, we need to keep our files up to date. As per section 105.4.1 of the Florida Building Code, "Every permit issued shall become invalid (expired) unless the work authorized by such permit is commenced within six months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of six months after the work is commenced; or completed without obtaining the final inspection of the work performed.." Please be advised that open permits will hinder your ability to refinance or sell this property Please contact the Building Department, within 15 days of receipt of this letter in order to take care of this matter. Sincerely, /- IsmaeI Naranjo CBO) Building Director Date: 01-14-15\ Permit No. BP 05-335 Owner: Cory and Lisa Gittner 551 NE 102 St. Comments from Claudio Grande 04-27-07 1) Pending installation of shutters on all openings, filled cells on existing house as per approved plans, etc. 2) Windows in 1st fl. addition are not impact, install shutters. 3) Bathroom door and side door to outside on 1st fl. are missing tapcons on each hinge. 4) Windows on 2nd fl need adjustment and are missing tapcons on frame. 5) Need revision done of 1st and 2nd fl plans to show as build conditions, elimination of AC unit, window on 2 fl. and new door on 1st fl. 6) Precast column on steel column at patio roof is not installed. NOTE: For approval of a TCO, the 3 non -impact windows on the 1st fl. require to have hurricane shutters. 4/24/07 CG. 01-14-15. I. Naranjo Need to comply with comments above from Claudio Grande. The expired permit will need to be renewed prior to inspections, Occupancy Type: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION 'BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED MAI 1 t 7t111 FBC 201, C'RE Master Permit No. `T��2"� Sub Permit No. `- _ 131q • ❑ REVISION ❑ EXTENSION RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF CONTRACTOR JOB ADDRESS: Cit : M iami Shores Count :PI Folio Parcel#:LOT ¢ GIEs 3cack d3 / }�a 6 F CA7,20 S � Is the Building Historically Designated: Yes Load: Construction Type: 'aril Dade ❑ CANCELLATION ❑ SHOP DRAWINGS Zi.: 3 5 i 3 Flood Zone: OWNER: Name (Fee Simple Titleholder): Co ` C (Tr V �� Address: S Sl NE. f BFE: NO X FFE: Phone#: 3 C17 lift City: tM, cry ( S /i ? `-S State: G- 4-- Tenant/Lessee Name: Phone#: Email: Cor'1eX42dcs(h±c4i 144Cajet ( Cc).\ CONTRACTOR: Company Name: id/4f% - Address: gl,3&/1� 5----7'`14. Phone#: City: nf/lonri State: 4 Qualifier Name: 7j/1 //LlyY7 GLUZ �^ Phone#: State Certification or Registration #: J - ' 1 - Certificate of Competency #: Zip: 3 3 f 3? Zip: j/ •35 DESIGNER: Architect/Engineer: C44 44 P & Phone#: 3 o 3 "7 Address: City: State: Zip: Value of Work for this Permit: $ l 2-4/ 000 0 0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New Description of Work: ❑ Repair/Replace n Demolition fJ pe ,2 S 1'G 2c( i a g e 4- 2 6 e J oe wt to 0-4 t 47H Specify colorof color thru tile: Submittal Fee $ Permit Fee $ CO/CC $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ DBPR $ Notary $ 5 • W 'Double Fee $ Bond $ (� TOTAL FEE NOW DUE $ t1 1626••5`:J (Revised02/24/2014) 9 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 property 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 a ence of such posted notice, the inspection will not be appt:ed and a reinspection fee will be charged, Signature OWNER or AGENT The foregoing instrument was acknowledged before me this n t \ day of CI —Jet , 20 rR , by l ss - ice _ >!ss o personally known to me or who has produced �jYC� "� l ' 1�3s identification and who did take an oath. er 101 rat9 NOTARY PUBLIC: Sign: Print: Seal: **************** APPROVED BY GONZALEZ MY COMMISSION vvember 2, 2020 EXPIRES: Public Underwriters Bonded WI Notary Signature ONTRACTOR The foregoing instrument was acknowledged before me this J� day �off 14-�Ci� , 20 t� , by k//kill(),/1(j/!(/y- , who is personally known to�(� me or.p Z1who has produced (rq ).L2 -(o8 a3^" 3 0 identification and who did take an oath. 4 orid 631 NOTARY PUBLIC: Sign: Print: Seal: * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Plans Examiner Structural Review ....MAHARAI K. GONZALEZ MY COMMISSION # GG 044602 *• y C i, rr �lppq� oyy@mber 2, 2020 '•':eoy6o?� Bonded 'MN Notary PttitCITIntinAttra Zoning Clerk (Revised02/24/2014) Miami Shores �'� eiliage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption irs Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or fall -time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: State of Florida County ofMiami-Dade The foregoing was acknowledge before me this day of `-- 1 Q , 20 l� By CON 4\ 6-1 3 • ' los - `J 23 --376s id?tification. No . SEAL: who is personally known to me or has produced JT MAHARAI K. GONZALEZ MY COMMISSION # GG 044602 a! EXPIRES: November 2, 2020 ;Fop ctt> Bonded Thru Notary Public Underwriters as _ WILCON CO. Date: GENERAL CONTRACTOR CONSTRUCTION ENT LIINSURED CGC# 1513642 WILLIAM CRUZ 9636 NE STH AVE RO. MIAMI SHORES FL, 33136 WCRUZ23@NOTMAIL.COM DESIGN -BUILD CELL. 786-399-8855 Orr,cE 305-456-99E2 State of County of Dade Before me this day personally appeared akbi. ovz, who, being duly sworn, deposes and says: That he or she will be the only person woKing on the project at 55.1 N E is* Sworn to ( or affirmed) and subscribed before m: is day of Q-A0 a ,20D by 11\ Personally Know Or produced Identification Type of identification prod Print, type or stam Co - 3 - D UH28 SHOWN JOIST HANGER U— UPLIFT PRODUCT CODE J❑IST SIZE DIMENSIONS FASTENERS DESIGN LOAD A B H W V HEADER JOIST 1d 100%6d UPLIFT16d 10020% d UPLIFT UH210' 2X10 3 1 9 1/4 1 5/8 3 3/4 16 5 2320 900 2800 1440 UH24' 2X4 3 1 3 1/4 1 5/8 3 3/4 4 2 580 ---- 700 UH26' 2X6 3 1 5 1/4 1 5/8 3 3/4 8 3 1160 720 1400 785 UH28' 2X8 3 1 7 1/4 1 5/8 3 3/4 12 4 1740 735 2100 1110 UH36 3X6 3 1 4 3/4 2 5/8 4 3/4 8 3 1160 ---- 1400 700 UH46 4X6 3 1 5 1/4 3 5/8 5 3/4 10 3 1450 ---- 1750 700 • GENERAL NET iS 1. NAILS ❑N JOIST SHALL LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2. PENETRATION OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8' FOR 20d NAILS. 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED C❑ATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR VDDD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33% FOR WINDL❑AD CONDITION. NO FURTHER INCREASE IS ALLOWED. (rc;(0047 t= :.. cs suaap§ying wiflfr the fS—et_ .fin s3zZCORi rasp 4o oZ, D 3 ''ICE 0 3 O l. MamiDade ctCADtnd Division UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE <507) 364-7333 NAME: UH SERIES DATE: 6/9/03 ROBERT W. LUTZ PR❑FESSI❑NAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET: 2 OF 2 DRAWING Na MD0603A MDADE EXTRA HEAVY CON\ ECTDR 14 G PRODUCT CODE JOIST SIZE DIMENSIONS FASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH262 2X6 1 5/8 5 1/4 3 1/2 20-16d 10-10d X 1 1/2 2385 1200 EHUH26N2 2X6 1 5/8 5 1/4 3 1/2 20-HN204 10-HN20A 3160 1730 EHUH282 2X8 1 5/8 7 1/4 3 1/2 28-16d 14-10d X 1 1/2 3470 1845 EHUH28N2 2X8 1 5/8 7 1/4 3 1/2 28-HN20A 14-HN20A 4110 2515 EHUH2102 2X10 1 5/8 9 1/4 3 1/2 32-16d 16-10d X 1 1/2 3965 2110 EHUH210N2 2X10 1 5/8 9 1/4 3 1/2 32-HN20A 16-HN20A 4700 2875 EHUH26-2 (2) 2X6 3 1/8 5 3/8 3 1/2 22-16d 11-10d X 1 1/2 2875 1690 EHUH26-2N (2) 2X6 3 1/8 5 3/8 3 1/2 22-HN20A 11-HN20A 3285 2195 EHUH28-2 (2) 2X8 3 1/8 7 3/8 3 1/2 32-16d 14-10d 4185 2155 EHUH28-2N (2) 2X8 3 1/8 7 3/8 3 1/2 32-HN20A 14-HN20A 4775 2790 EHUH28-3 (2) 2X8 5 1/8 6 13/16 3 1/2 40-16d 16-10d 5190 2645 EHUH28-3N (2) 2X8 5 1/8 6 13/16 3 1/2 40-HN20A 16-HN20A 5335 2850 EHUH210-2 (2) 2X10 3 1/8 9 3/8 3 1/2 40-16d 16-10d 5190 1645 EHUH210-2N (2) 2X10 3 1/8 9 3/8 3 1/2 40-HN20A 16-HN20A 5335 2850 EHUH46 4X6 3 9/16 5 1/8 3 1/2 22-16d 11-10d 2875 1690 EHUH46N 4X6 3 9/16 5 1/8 3 1/2 22-HN20A 11-HN20A 3285 2195 EHUH48 4X8 3 9/16 7 1/8 3 1/2 32-16d 14-10d 4185 2155 EHUH48N 4X8 3 9/16 7 1/8 3 1/2 32-HN20A 14-HN20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40-16d 16-10d 5190 2715 EHUH410N 4X10 3 9/16 9 1/8 3 1/2 40-HN20A 16-HN20A 5335 2850 NOTE 1.) PENETRATION OF FASTFNFR TN NF-DTIC-I? Tc 0, rnn ,. _. .I...' .. . .. .. _ ___ NOTE 2,) PENETRATION OF FASTENER IN JOIST IS 1 1/2' GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33; U. O. N. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITIONS. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. A UPLIFT EHUH26-2 SHOWN ss€`.?zs• etg. NTS Minn adei� j� Dirialors UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364-7333 NAME: EHUH SERIES DATE: 6/9/03 SHEET: 1 OF 2 ROBERT W. LUTZ PR❑FESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING Na MD0603A MDADE 1 • FORM 600A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: GITNNER RESIDENCE 551 N.E. 102 ND STREET MIAMI SHORES, FI South Builder: Permitting Office: MIAMI Permit Number: Jurisdiction Number: 232600 1. New construction or existing 2. Single family or multi -family 3. Number ofunits, if multi -family 4. Numbei of Bedrooms 5. Is this7a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear glass, default U-factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge lnsulation b. N/A c. N/A 9. Wall types ar Concrete, Int Insul, Exterior 3 b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a! Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior b. N/A Single Pane 313.0ft2 0.0 ft2 0.0 ft2 Addition Single family 1 5 No 1819 ft2 Double Pane 0.0 ft2 0.0 ft2 0.0 ft2 188.0(p) ft (R=3.2, 2010.0 ft2 0---19.0,1607.08�_ Sup. R=6.0, 25.0 ft _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems Cap: 48.0 kBtu/hr SEER: 12.00 • Cap: 34.1 kBtu/hr COP: 1.00 a._ Electric Resistance Cap: 80.0 gallons b. N/A 41;014, c. Conservation credits (HR Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) EF: 0.82 PT, Glass/Floor Area: 0.17 Total as -built points: 33741 Total base points: 34749 PASS lans and specifications covered ompliance with the Florida PR PARED » %y aevel�v le �r7 /- DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICI DATE: EnergyGauge® (Version: FLRCPB v3.30) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT GLASS TYPES .18 X • Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 1819.0 32.50 10641.2 Single, Clear N 4.0 6.0 33.0 36.46 0.79 945.5 Single, Clear E 4.0 6.0 125.0 78.71 0.65 6366.9 Single, Clear S 4.0 6.0 52.0 66.93 0.60 2078.9 Single, Clear W 4.0 6.0 103.0 70.53 0.67 4830.8 As -Built Total:;. 313.0 142222 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Instil, Exterior 3.2 2010.0 2.63 5286.3 Exterior 2010.0 2.70 5427.0 Base Total: 2010.0 5427.0 As -Built Total: 2010.0 5286.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 22.0 2.60 57.2 Exterior Insulated 22.0 6.40 140.8 Exterior 22.0 6.40 140.8 Adjacent Insulated 22.0 2.60 57.2 Base Total: 44.0 198.0 As -Built Total:. 44.0 198.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1607.0 2.80 4499.6 . Under Attic 19.0 1607.0 3.72 X 1.00 5978.0 Base Total: 1607.0 4499.6 As -Built Total: 1607.0 5978.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points" Slab 188.0(p) -20.0 -3760.0 Slab -On -Grade Edge Insulation 0.0 188.0(p -20.00 -3760.0 Raised 0.0 0.00 0.0 Base Total: -3760.0 As -Built Total: 188.0 -3760.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1819.0 18.79 34179.0 1819.0 18.79 34179.0 EnergyGauge6 DCA Form 600A-2001 EnergyGauge8 FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT Summer Base Points: 51184.8 Summer As -Built Points: 56103.6 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DMxDSMxAHU) 51184.8 0.4266 21835.4 56103.6 1.000 (1.067 x 1.165 x 0.90) 0.284 0.950 16944.2 56103.6 1.00 .1.119 0.284 0.950 16944.2 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge@IFIaRES'2001 FLRCPB v3.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point: .18 1819.0 2.36 772.7 Single, Clear N 4.0 6.0 33.0 6.03 0.97 194.0 Single, Clear E 4.0 6.0 125.0 4.77 1.07 636.8 Single, Clear S 4.0 6.0 52.0 4.49 1.22 284.3 Single, Clear W 4.0 6.0 103.0 5.49 1.02 574.6 As -Built Total: 313.0 1689.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 32 2010.0. 1.17 2351.7 Exterior 2010.0 0.60 1206.0 Base Total: 2010.0 1206.0 As -Built Total: 2010.0 2351.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 22.0 1.30 28.6 Exterior Insulated 22.0 1.80 39.6 Exterior 22.0 1.80 39.6 Adjacent Insulated 22.0 1.30 28.6 Base Total: 44.0 68.2 As -Built Total: 44.0 68.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1607.0 0.10 160.7 Under Attic 19.0 1607.0 0.14 X 1.00 225.0 Base Total: 1607.0 160.7 As -Built Total: 1607.0 225.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 188.0(p) -2.1 -394.8 Slab -On -Grade Edge Insulation 0.0 188.0(p -2.10 -394.8 Raised 0.0 0.00 0.0 Base Total: -394.8 As -Built Total: 188.0 -394.8 INFILTRATION Area X BWPM = Points Area X WPM = Points. 1819.0 -0.06 -109.1 1819.0 -0.06 -109.1 EnengyGaugee DCA Form 600A-2001 EnergyGaugetiFIaRES'2001 FLRCPB v3.30 FORM 600A 2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT Winter Base Points: 1703.7 Winter As -Built Points: 3830.6 Total Winter X System Points Multiplier = Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 1703.7 0.6274 1068.9 3830.6 1.000 (1.085 x 1.137 x 0.91) 1.000 0.950 4085.3 3830.6 1.00 1.123 1.000 0.950 4085.3 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®'FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole.Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 5 2369.00 11845.0 80.0 0.82 As -Built Total: 5 1.00 2542.34 1.00 12711.7 12711.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 21835 1069 11845 34749 16944 4085 12712 33741 PASS EnergyGauge^" DCA form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3"'from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1:3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A 22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. COMPONENTS SECTION - REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 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. Ducts in unconditioned attics: R-6mmin. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1,.602.1 Ceiings-Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.3 The higher the score, the more efficient the home. , 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 I. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior b. N/A Addition _ 12. Cooling systems Single family 1 5 No 1819 ft2 Single Pane Double Pane - 313.0 ft2 0.0 ft2 0.0 112 0.0 ft2 - 0.0112 0.0 ft2 - R=0.0, 188.0(p) ft R=3.2, 2010.0 112 _ R=19.0, 1607.0 ft2 Sup. R=6.0, 25.0 ft _ a. Central Unit Cap: 48.0 kBtu/hr _ SEER: 12.00 b. N/A ._ c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) 1 certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 34.1 kBtu/hr _ COP: 1.00 _ Cap: 80.0 gallons EF: 0.82 *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStaY designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. PT, ARBAB ENGINEERING, INC. OQNULTING ENGINEERS • 11900 BISCAYNE BOULEVARD. suns SOB. N. MIAMN. FL3RIDA 33181 • (305] 891-5049 • FAX 891.0504 May 19 2005 Structural Plan Examiner Miami Shores Village Building Department 10050 N.E. 2nd Ave. Miami Shores, FL 33138 RE: Response To Structural Comments For: Gitnner Residence 551 N..E.102nd Str. Miami Shores, FL Permit #05-335 Dear Sir/Madam: The followinz► are the Buildinf,De artment conumenLs and our responses: 1 2 3 4 Need complete soil statement. No report submitted. Response: Soil statement is now provided on structural note, Sheet S-4. All footings under two-story construction must be 24" X 12" min. with 3 #5 cont. and cross bars. Response: Provided as per comments. TC-4 is not scheduled. Response: Please see new column schedule. TC-4 no longer exists. Can't find C-1 on plans. Response: Please see new column schedule. (Continued on Page 2) Structural Plan Examiner Page 2 May 19, 2005 RE: Response To Structural Comments For: Gitnner Residence 5 Can't find B-1 on plans. Response: Please see revised beam schedule. 6 There is no section 1/S-2 on S-2; is it 1/S-3? Response: Please see new drawing with 1/S-3 on S-3. 7 Ledger needed at top chord of garage roof— bolt to conc. — filled block cells. Response: Please see new plans with L-1 ledger at this location. 8 Cobimns required in garage walls under steel beam seat. Response: 9 Is it intended to use 5,000 PSI concrete as noted? Response: 3,000 P.S.L specified on new plans. 10 - . Addition is > 25% of existing — show how you will comply with FBC Sec. 3401.8.2.3 (all provisions). Response: Additional reinforcing provided for existing masonry walls. 11 What are the lines and footings under the existing fast floor? Is it intended to re -build this floor system? Clarify and size all items. Response: Revised and removed. Please see plans. (Continued on Page 3) Structural Plan Examiner Page 3 May 19, 2005 RE: Response To Structural Cow For. Gitnner Residence 12 Need product approvals for all new windows, doors, storm panels (required at new and existing garage), etc. Sincerely, Resaonse: By the Contractor. Ali Arbab, P.E. For Arbab Engineering, Inc. AA/rn C:/AA/ResponseToStrucluralComments/GittnerRes. Building Departmen 10050N.E.2nd Avenue Miami shaves, Fiariaa 33138 Tel: (305) 7952204 Fax: (305) 756.8972 Permft Na. 0 5- 33 Jab Name 6/ /"rlrt- .5-31 /o 2-s1: STRUCTURAL CRITIQUE SAF•ET ors-�is�os Aka No /?e pri r15i s t /n / PM, 1'1'4-) it Ab Joic..."-es -j�4.itrH_ 2¢0" ! -u 1441h . / 3 cif . f c -er-ss liars. T-c-4 rs S`G J e ki l o* �- 1 eid,„7171 n d e-i an Piern s. '1 Artzd a - / P-n isles s • iwe is no 5:eeJ1,31 Vs-2 ern S- zj is ill '/s - a 7 r a Ledger- h ee-ded tom' iry? G LI eret fir Gefrze✓ Ray ef 1'1- >.:a _ 7,ra, EKG. - i 71 C 6/oc t C.a/u•nns- r- d- in 6a' o- tufzlis under hewer 5'eat /' Is of in/ended fr use 5i-0001s1 c, .c.--e1 Q a ed 1 ej - l; ) 25 Yt 0C.1XefMif --S o hu/ ya4 C.imply u',7 c 34o1.8, .3.(aI1 peolitsittks), !i W/141" are- flue hies zt,44.41 . 1-4135 �%rz der L?X I /C lfl' Haar ? -- „ T T f 1n i9nddd z r- -Fe4/[ f fiats ,low-- s75/ern 6d4'ii, 5 fy aid /teed fradu f iivra-v-a5 hetu. rvirldot v.51 doors/ . vr'ivt rinds (ref }h axi ne ' -- 'x' i s i jla3 iri ) t toss, A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. JIICX FOLIO NO.1 1' ?20(D - 00 MO O STATE OF FLORIDA: COUNTY OF MIAMI-DADE: THE UNDERSIGNED hereby gives notice that improvements • will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 111i11 ism 11111 liiii 111111111111111111111 GFihl 20O5R06 r 5172 OR Bk 23524 Ps 3237; (199) RECORDED 06/29/2005 12:27:00 HARVEY RUVIN, CLERK OF COURT MIAMI-DADE COUNTY► FLORIDA LAST PAGE 1. Legal description of property and street/address: t\k-\,RM SfkoR- S ref- S /LI 1.01- 19 E i/z tor lc) 6U 93 2. Description of improvement: 3. Owner(s) name and address: CoC"t (ASK- C-,-trN 1V 69-- Interest in property: • Name and address of fee simple titleholder. C 4. Contractor's name and address: OeOiO t 1 oL O IvW (q-rCTKCIFFL 5. Surety: (Payment bond required by owner from contract r, if AD20 Notary Public Print Notary N RtOA, COUNTY OF DADE REBY CERTIFY that this is a true opy 0 day of a N p U the office on My commission expire Name and address: Amount of bond $ 6. Lender's name and address: WITNESS my ha I and Official Seal. CLERK, wt rid County Courts O.C. COO,' 7. Persons within the state of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, t Name and address: i►1 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expiration ate of different dais spec Signature oYOvfier Print Owner's Name l (T Y� Prepared by 1JAJ0i �G-L S I14 S s Notice of Commencement: (the a piration date is 1 year from the date of recording unless a , 20 Of: — Address: (`-(c?L-I0 /V•w %fit&-", Ft 33i 3 123.01-52 PAGE 4 8/02 Residential Cooling and Heating Load Calculations Based on ASHRAE Cooling & Heating Load Calculation Manual Second Edition. REYES-GAVILAN Consulting Engineers,Inc. 16252 N.W. 79 Ave Miami Lakes, JOB Name: GITNNER RESIDENCE FI 33016. Tel:(305) 828-5205 Address: 551 NE 102 N.D. ST. MIAMI SHORES,FLORIDA Date: 02/21/05 Unit/ Area served: AHU-1 Calculated by A.M. Checked by. R.G. 11'hM SOLAR SHADE T. AREA BTU/HR ITEM LT U T. AREA BTU/HR N. Glass 37 x x 33 = 1221 N. Wall 14 x 0.3 x 348 = 1461.6 NE. Glass 66 x x 0 = 0 NE. Wall 20 x 0.3 x = 6.0 E. Glass 0 x 37 x 125 : = 4625 E. Wall 24 x 0.3 x 706 5083.2 SE. Glass 82 x x 0 = 0 SE. Wall 2 x 0.3 x = 0.6 S. Glass 0 x 37 x 52 1924 S. Wall 17 x 0.3 x 329 = 1677.9 S.W. Glass 82 x x 0 = 0 SW. Wall 22 x 0.3 x = 6.6 W. Glass 0 x 37 x 103 = 3811 W. Wall 24 x 0.3 x 697 = 5018.4 NW. Glass 66 x x = 0 NW. Wall 20 x 0.3 x = 6.0 Hor. Glass x x = 0 Knee wall x x = 0.0 T. Glass area = 313 Subtotal = 11581 T. Wall Area= 2080 Subtotal = 13260 ITEM AT U T. AREA BTU/HR ITEM BTU/Unit TOTAL BTU/HR Partition 13 x 0.17 x 170 = 375.7 People 230 x 6 = 1380 Roof 48 x 0.05 x 1607 = 3856.8 Kitchen 1200 x 0 = 0 Floor 13 x 0 x 212 . = 0.0 InfilJVent. = 1.1xQxDT = 130.97 x 16.5 = 2161.0 Ceiling x x = 0.0 Miscellaneous Subtotal = 4233 Subtotal = 3541 TOTAL SENS. GTH=TOT. SENS. x 1.3 = 32615 Btu/Hr = 42399 Btu/Hr TONS HEAT LOSS USE 11EM T. AREA AT U BTU/HR Cfm Walls 2080 x 27 x 0.3 = 16848.0 Sq.Ft./T .................. Roof ' 1607 x 27 x 0.05 = 2169.5 CFM/sq.ft Floor 1643 x 27 x 0 = 0.0 Glass 313 x 27 x 1.1 = 9296.1 Ventilation= 1.1xDTx( 1.1 x 27 x 130.97 = 3889.7 Partition 170 x 27 x 0.17 = 780.3 TOTAL 32983.6 Btu/hr KW 9.7 Kw Q=ARCHxVOL./60= 0.48 x 16371 / 60 = 130.968 ................. Area A/C= 1819 Sq. ft. Volume A/C= 1819 : x 9 = 16371 Cu. ft. 3.53 4 Tons 1600 454.8 0.9 s FORM 600A-2001 FLORIDA ENERGY,EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: GITNNER RESIDENCE Address: 551 N.E. 102 ND STREET City, State: MIAMI SHORES, FI Owner: Climate Zone: South Builder: Permitting Office: MIAMI Permit Number: Jurisdiction Number: 232600 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ftz) 7. Glass area & type a. Clear glass, default U-factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior b. N/A Addition Single family 1 5 No 1819 ftz Single Pane Double Pane 313.0ftz 0.0ftz — 0.0 ftz 0.0 ftz _ 0.0 ftz 0.0ftz R).0, 188.0(p) ft ER_3.2,2010.0ftz —R=19.0.1607.0ftz Sup. R=i.0, 25.0 ft _ 12. Cooling systems a. Central Unit b. N/A c. N/A' 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, 'MZ-C-Multizone cooling, MZ-H-Multizone heating) Cap: 48.0 kBtu/hr SEER: 12.00 Cap: 34.1 kBtu/hr COP: 1.00 Cap: 80.0 gallons _ EF: 0.82 PT, Glass/Floor Area: 0.17 Total as -built points: 33741 Total base points: 34749 PASS t the plans and specifications covered are in pliance with the Florida DATE: � g'-7-e5" I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFIC DATE: EnergyGauge® (Version: FLRCPB v3.30) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1819.0 32.50 10641.2 Single, Clear N 4.0 6.0 33.0 36.46 0.79 945.5 Single, Clear E 4.0 6.0 125.0 78.71 0.65 6366.9 Single, Clear S 4.0 6.0 52.0 66.93 0.60 2078.9 Single, Clear W 4.0 6.0 103.0 70.53 0.67 4830.8 As -Built Total: 313.0 14222.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 3.2 2010.0 2.63 5286.3 Exterior 2010.0 2.70 5427.0 Base Total: 2010.0 5427.0 As -Built Total: 2010.0 5286.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 22.0 2.60 57.2 Exterior Insulated 22.0 6.40 140.8 Exterior 22.0 6.40 140.8 Adjacent Insulated 22.0 2.60 57.2 Base Total: 44.0 198.0 As -Built Total: 44.0 198.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1607.0 2.80 4499.6 Under Attic 19.0 1607.0 3.72 X 1.00 5978.0 Base Total: 1607.0 4499.6 As -Built Total: 1607.0 5978.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 188.0(p) -20.0 -3760.0 Slab -On -Grade Edge Insulation 0.0 188.0(p -20.00 -3760.0 Raised 0.0 0.00 0.0 Base Total:-3760.0 As -Built Total: 188.0 -3760.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 1819.0 18.79 34179.0 1819.0 18.79 34179.0 EnergyGauge5 DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT Summer Base Points: 51184.8 Summer As -Built Points: 56103.6 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 51184.8 0.4266 21835.4 56103.6 1.000 (1.067 x 1.165 x 0.90) 0.284 0.950 16944.2 56103.6 1.00 1.119 0.284 0.950 16944.2 EnergyGaugeT"" DCA Form 600A-2001 EnergyGauge®IFIaRES'2001 FLRCPB v3.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT . GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point; .18 1819.0 2.36 772.7 Single, Clear N 4.0 6.0 33.0 6.03 0.97 194.0 Single, Clear E 4.0 6.0 125.0 4.77 1.07 636.8 Single, Clear S 4.0 6.0 52.0 4.49 1.22 284.3 Single, Clear W 4.0 6.0 103.0 5.49 1.02 574.6 As -Built Total: 313.0 1689.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 3.2 2010.0 1.17 2351.7 Exterior 2010.0 0.60 1206.0 Base Total: 2010.0 1206.0 As -Built Total: 2010.0 2351.7 ` DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 22.0 1.30 28.6 Exterior Insulated 22.0 1.80 39.6 Exterior 22.0 1.80 39.6 Adjacent Insulated 22.0 1.30 28.6 Base Total: 44.0 68.2 As -Built Total: 44.0 68.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1607.0 0.10 160.7 Under Attic 19.0 1607.0 0.14 X 1.00 225.0 Base Total: 1607.0 160.7 As -Built Total: 1607.0 225.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 188.0(p) -2.1 -394.8 Slab -On -Grade Edge Insulation 0.0 188.0(p -2.10 -394.8 Raised 0.0 0.00 0.0 Base Total: -394.8 As -Built Total: 188.0 -394.8 INFILTRATION Area X BWPM = Points Area X WPM = Points 1819.0 -0.06 -109.1 1819.0 -0.06 -109.1 EnergyGauge® DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT Winter Base Points: 1703.7 Winter As -Built Points: 3830.6 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AH[J) 1703.7 0.6274 1068.9 3830.6 1.000 (1.085 x 1.137 x 0.91) 1.000 0.950 4085.3 3830.6 1.00 1.123 1.000 0.950 4085.3 EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET, MIAMI SHORES, FI, 00000-0000 PERMIT #: BASE AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 5 2369.00 11845.0 80.0 0.82 As -Built Total: 5 1.00 2542.34 1.00 12711.7 12711.7 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Hot Water = Total Points Points Points Cooling + Heating + Hot Water Points Points Points = Total. Points 21835 1069 11845 34749 16944 4085 12712 33741 PASS EnergyGaugen" DCA Form 600A-2001 EnergyGauge YFIaRES'2001 FLRCPB v3.30 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 551 N.E. 102 ND STREET;MIAMI SHORES, FI, 00000-0000 PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfrnlsq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent. Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier •is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1_ABC.1.2.5 Air barrier on perimeter of fkxx cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pods must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. . Shower heads 612.1 Water flaw must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 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. Ducts in unconditioned attics: R-6 min_insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.3 The higher the score, the more efficient the home. , 551 N.E. 102 ND STREET, MIAMt SHORES, FI, 00000-0000 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types `a. Concrete, Int Insul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior b. N/A Addition Single family _ 1 5 No 1819 ft2 Single Pane Double Pane - 313.0 ft2 0.0 112 - 0.0 ft2 0.0 ft2 - 0.0 ft2 0.0 ft2 - R=0.0, 188.0(p) ft _ R=3.2, 2010.0 ft2 _ R=19.0, 1607.0 ft2 _ Sup. R=6.0, 25.0 ft _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (BR -Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) 1 certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy'saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed ,based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 48.0 kBtu/hr _ SEER: 12.00 Cap: 34.1 kBtu/hr _ COP: 1.00 _ Cap: 80.0 gallons _ EF: 0.82 *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. PT, _ L Li. COMPUTATIONS Project: Gitnner Residence 551 N.E. 102nd Street Miami Shores, Florida Architect: Mark Campbell Date: 05/02/2005 BAB ENGINEERING, INC. CONSULTINIG,ENIGI A 11900 BISCAYNE' BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 'FAX. NO. (305) 891-0504 EB NUMBER: 0007488 PE NO. 35460 ALIAKBAR ARBAB FL P.E. NO: 35460 s/zictr- 0' ARBAB ENGINEERING, INC. Consulting Engineers Gitnner Residence CONTENT TABLE 1. Design load 1-1 to 1-11 1.1 Gravity Loads 1.2 Wind Loads 1.3 MWRF — Computer output 1.4 Components & Cladding — Walls 1.5 Components & Cladding — Roof 1.6 Components & Cladding — Girder Truss 1.7 Components & Cladding — Truss 2. Wind Load Computations 2-1 to 2-11 2.1 Input data 2.2 Windward + Leeward 2.3 Uplift Loads 2.4 Connection design 2.5 Uplift & Connector ID 2.6 Connection Schedule 3. Components and Cladding 3-1 to 3-10 3.1 Door & Window Forces ( Pressure and Suction ) 3.2 Elevations 3.3 Computer Output 4. Beam Design 4-1A to 4-29 4.1 Input Data 4.2 Computer Output 4.3 Deflection Check 5. Column Design 5-1 to 5-34 5.1 Input Data 5.2 Computer Output 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers 6. Concrete Block Wall Design 6-1 to 6-9 6.1 Input Data 6.2 Computer Output 7. Footing Design 7-1 to 7-5 7.1 Input Data 7.2 Computer Output 8. Ledger Design 8-1 to 8-13 8.1 Input Data 8.2 Wood Ledger Check 8.3 Bolt Check base on ACI 312-02 9. Product Control Approval- Notice of Acceptance 9-1 to 9-21 11900 Biscayne Blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Roof ARBAB ENGINEERING, INC. Consulting Engineers Design Loads Wood Truss -Joist /Sheathing : Tile : Roofing : Ceiling : Mech / Elect / Miscl : Insulation : 7.00 psf 12.00 psf 6.00 psf 5.00 psf 3.00 psf 2.00 psf Total DL : 35.00 psf LL : 30.00 psf Total : 65.00 psf 1st Floor ( Garage ) Concrete Slab 4" : 48.33 psf Partition : 20.00 psf Tile : 20.00 psf Mech, Elect & Mscl : 2.00 psf Total DL : 90.33 psf LL : 60.00 psf 2nd Floor ( Bedroom Wood Joist / Sheathing : 10.00 psf Partition : 20.00 psf Tile : 12.00 psf Ceiling : 5.00 psf Mech / Elect / Miscl : 3.00 psf Total DL : 50.00 psf LL : 40.00 psf Total : 90.00 psf 8" Masonry Wall : 8" Reinforced Masonry Wall : Gittner Residence 60.00 psf 100.00 psf 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Design Wind Pressure Zone Gross Uplift Net Uplift Wall, Windows & Door Pressure (P.S.F) Roofing (1) Negative -55.39 -55.39 (2) Negative -116.94 -116.94 (3) Negative -116.94 ,,-116.94 (2) Over Hang -112.84 -112.84 (3) Over Hang -189.77 -189.77 Short Truss (1) Negative -55.39 -45.39 (2) Negative -116.94 -106.94 (3) Negative -116.94 -106.94 (2) Over Hang -112.84 -102.84 (3) Over Hang -189.77 -179.77 Long Truss (1) Negative -50.26 -40.26 (2) Negative -81.04 -71.04 (3) Negative -81.04 -71.04 (2) Over Hang -112.84 -102.84 (3) Over Hang -189.77 -179.77 Girder Truss (1) Negative -51.28 -41.28 (2) Negative -87.81 -77.81 (3) Negative -87.81 -77.81 (2) Over Hang -112.84 -102.84 (3) Over Hang -189.77 -179.77 Walls (4) ( Field Negative) -61.31 (5) ( Corner Negative) -71.76 (4) & (5) ( positive) 55.12 a= Gittner Residence 3.00 ft 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ArchWind 98 : Gittner Residence Wind 'CASE A 3 GABLE Any Height Direction 1 CASE B Plan 3 AVERAGE WALL PRESSURE : For overturning calculations. WALL LINE PRESSURE AND HEIGHT ABOVE GROUND ACROSS WALLS 1 AND 2 LOAD = 377.96 lb/ft HEIGHT ABOVE GROUND = 5.0 ft ACROSS WALLS 3 LOAD = 480.03 LB/FT HEIGHT ABOVE GROUND = 5.0 ft MAXIMUM ROOF LOAD MAX POS = 10.00 psf MAX NEG = -47.78 psf 2 ,Ang IZ L Elevation ArchWind 98 : Gittner Residence Structures of Any Height Main Wind Resisting System WALL PRESSURE OUTPUT (psf) WALLS 1 AND 2 HEIGHT WINDWARD LEEWARD SIDE ABS WIND+LEE(NO Internal) 1 40.1 -19.0 -39.1 42.0 2 40.1 -19.0 -39.1 42.0 3 40.1 -19.0 -39.1 42.0 4 40.1 -19.0 -39.1 42.0 5 40.1 -19.0 -39.1 42.0 6 40.1 -19.0 -39.1 42.0 7 40.1 -19.0 -39.1 42.0 8 40.1 -19.0 -39.1 42.0 9 40.1 -19.0 -39.1 42.0 WALLS 3 HEIGHT WINDWARD LEEWARD SIDE ABS WIND+LEE(NO Internal) 1 40.1 -30.3 -39.1 53.3 2 40.1 -30.3 -39.1 53.3 3 40.1 -30.3 -39.1 53.3 4 40.1 -30.3 -39.1 53.3 5 40.1 -30.3 -39.1 53.3 6 40.1 -30.3 -39.1 53.3 7 40.1 -30.3 -39.1 53.3 8 40.1 -30.3 -39.1 53.3 9 40.1 -30.3 -39.1 53.3 ROOF OUTPUT PRESSURES (psf) DIST FROM WINDWARD EDGE. POS NEG 0.0 TO 12.3 12.3 TO 24.7 24.7 TO 49.3 49.3 TO END 10.0 -47.8 10.0 -47.8 10.0 -31.0 10.0 -31.0 ArchWind 98 : Gittner Residence I-5 CONSTANTS USED Dim Perp. to Ridge = 85.42 ft Dim Parallel to Ridge = 26.67 ft Roof Angle = 15.38 deg. Mean Roof Height = 24.67 ft Wall Height = 9.33 ft Max Height of Openings = 17.00 ft Gust Factor Walls 1, 2 = 0.85 Gust Factor Walls 3 = 0.85 Gust Factor Roofs = 0.85 Wind Speed, V = 146.0 mph Exposure Cat. = C Importance Cat. = 2 Internal Pressure Exposure coef., Kzi = 0.87 Internal Velocity Pressure, qi = 47.47 psf Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 MAIN PRESSURE EQUATIONS ARE AS FOLLOWS: P = qGCp-qi(GCpi) or P = gGCp+gI(GCpi) The worst case of the above are used. If any component across the walls is less than 10 psf, 10 psf is used as a minimum pressure. Constants are described as follows: qi, Internal Velocity Pressure q, Velocity Pressure Kz, Velocity Pressure Exposure Coef. Cp, External Pressure Coef. Main wind force resisting systems are based on ASCE 7-98 Section 6.5.12.2 CONSTANTS FOR WALLS 1 AND 2: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 2 Kz at Top of Wall = 0.85 q at Bottom of Wall = 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz = 0.94 q = 51.29 Cp = -0.24 TREATED AS SIDE WALLS Kz=0.94 q = 51.29 Cp = -0.70 CONSTANTS FOR WALLS 3: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 Kz at Top of Wall = 0.85 q at Bottom of Wall = 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz=0.94 q = 51.29 Cp = -0.50 TREATED AS SIDE WALLS Kz = 0.94 q=51.29 Cp = -0.70 CONSTANTS FOR ROOF: Kz=0.94 q = 51.29 psf Cp values vary and are based on ASCE 7, fig. 6-3 Archwind 98 : Gitnner Residence 3 2 3 2 1 3 31 2 3 2 21 1 2 1 2 3 3 23 —la a a� Gable COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 1 2 2 3 3 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 MAX = 34.88 MIN = -55.39 MAX = 34.88 MIN =-116.94 MAX = 34.88 MIN =-116.94 ang VALUE = 0.00 VALUE _-112.84 VALUE = -189.77 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. 3 2 1 2 3 2 �2 Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 15.38 deg Eave Height = 24.67 ft Area = 10.00 sf Area of Overhang = 0.00 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0.50, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gittner Residence 13 2 2 3 3 2 3 2 2 1 2 3 2 3 3 2L3 a a a Gable ang h COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 34.88 1 MIN = -55.39 2 MAX = 34.88 2 MIN =-116.94 3 MAX = 34.88 3 MIN =-116.94 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = -112.84 VALUE = -189.77 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 15.38 deg Eave Height = 24.67 ft Area = 7.00 sf Area of Overhang = 3.00 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0.50, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence I-8' 3 213 312 3 i 2 1 12 2 13 'a- a Gable 3 1 2 2 3 a COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 24.62 1 MIN = -50.26 2 MAX = 24.62 2 MIN = -81.04 3 MAX = 24.62 3 MIN = -81.04 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 2 a! 13 r2......_.. 2 3 ang VALUE = 0.00 VALUE _-112.84 VALUE = -189.77 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 15.38 deg Eave Height = 24.67 ft Area = 186.70 sf Area of Overhang = 6.00 sf Cp VALUES AREA Cp 1 0.30, -0.80 2 0.30, -1.40 3 0.30, -1.40 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 2 2 3 3 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 1 MAX = 26.31 1 MIN = -51.28 MAX = 26.31 MIN = -87.81 MAX = 26.31 MIN = -87.81 j \\ 2 !3 2 2131 Hip ang h VALUE = 0.00 VALUE = -112.84 VALUE = -189.77 Dimension a = 3.00 ft Note, when max absolute value is Tess than 10 psf, use 10 psf or -10 psf as applicable. HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 15.38 deg Eave Height = 24.67 ft Area = 66.98 sf Area of Overhang = 6.00 sf Cp VALUES AREA Cp 1 0.33, -0.82 2 0.33, -1.53 3 0.33, -1.53 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence 5 a I` 4 5 5 4 a a If Roof Angle is <=I0 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 55.12 4 MIN = -61.31 5 MAX = 55.12 5 MIN = -71.76 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. a WALLS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 15.38 deg Mean Roof Height = 24.67 ft Area = 37.33 sf Cp VALUES AREA Cp 4 0.89, -1.02 5 0.89, -1.22 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Input ARBAB ENGINEERING, INC. Consulting Engineers Wind Loads Computations B = 26.67 ft L= 85.42 ft Mean Roof Height ( H ) = 24.67 ft Wall Height = 9.33 ft Wall Area (# 5 @ 48" c.c.) = 37.33 ft2 Roof Angle = 15.38 ° Roof Area = 10.00 ft2 Roof Area of OverHang = 0.00 ft2 Short Truss Area = 7.00 ft2 Area of OverHang for Truss = 3.00 ft2 Long Truss Area = 186.70 ft2 Area of OverHang for Truss = 6.00 ft2 Girder Truss Area = 66.98 ft2 Area of OverHang for Joist = 6.00 ft2 Basic Wind Speed : 146.00 MPH Exposure : C Importance : I I ASCE Combinations: No Structure type : Enclosed Structure Rigidity : Rigid Max Opening Height = 17.00 ft See Computer Output : Windward + Leeward = 53.30 psf Gittner Residence ■uuluulnUI• 1111 MI I MO uu MO MI IMM■ ■II■ ■..■ CO iV 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. OF: Project: Gitnner Residence Front View Date: File: a- 1 INN ■■■■ 1111 1111 --- minium ___ ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. — OF• Project: Gitnner Residence Plan View Date: File: 26'-8" 0 Tc) F.NEi ROOF TB 0.L TB If, (LT. TB _c) TB rim EXISTING FLA1 ROOF �-3 ARBAB ENGINEERING, INC. Consulting Engineers Diaphragm Design - Direction "X" Low Roof Height Tributary = 6.32 ft Width = 24.00 ft Windward + Leeward = . 53.30 psf Total Horizontal Load = Total Horizontal Load per Side = Length of Nailing Dir. X = 8.09 kips 4.04 kips 26.67 ft Total Horizontal Load per foot = 151.66 Ibs/ft Nailing Design : Using 10d Nails Allowable Shear per Nail = 142.50 Ibs/Nail N° of Nails required per foot = 1.06 Nails/ft Space required between Nails = 11.28 inches Gittner Residence 251_8" Use 10d Nails @ 6" c.c. Along the Edge 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Diaphragm Design - Direction "Y" Low Roof 25'5" Height Tributary = 6.32 ft Width = 26.67 ft Windward + Leeward = 53.30 psf Total Horizontal Load = Total Horizontal Load per Side = Length of Nailing Dir. X = 8.99 kips 4.49 kips 24.00 ft Total Horizontal Load per foot = 187.23 Ibs/ft Nailing Design : Using 10d Nails Allowable Shear per Nail = 142.50 Ibs/Nail N° of Nails required per foot = 1.31 Nails/ft Space required between Nails = 9.13 inches Gittner Residence Use 10d Nails p 6" c.c. Along the Edge 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Uplift : Short Truss : Width Tributary = Spacing = Width Tributary = Spacing = Long Truss : Width Tributary '- Spacing = Width Tributary = Spacing = Long Girder Truss : Width Tributary = Spacing = Width Tributary = Spacing = Skew Girder Truss : Width Tributary = Spacing = Width Tributary = Spacing = Gittner Residence Inner Part 1.75 ft 2.00 ft Outer Part ( Over Hang ) 1.50 ft 2.00 ft Inner Part 11.83 ft 2.00 ft Outer Part ( Over Hang ) 1.50 ft 2.00 ft Inner Part 11.83 ft 2.79 ft Outer Part ( Over Hang ) 1.50 ft 2.00 ft Inner Part 3.50 ft 3.50 ft Outer Part ( Over Hang ) 2.13 ft 1.58 ft Uplift = Gravity Uplift = Gravity = Total Uplift = Total Gravity = -374.29 Ibs 227.50 Ibs - 308.52 Ibs 195.00 Ibs -682.81 Ibs 422.50 Ibs Uplift =-1681.28 lbs Gravity = 1538.33 Ibs Uplift =-308.52 Ibs Gravity = 195.00 Ibs Total Uplift =-1989.80 Ibs Total Gravity = 1733.33 Ibs Uplift = Gravity = Uplift = Gravity = Total Uplift = Total Gravity = Uplift = Gravity = Uplift = Gravity = Total Uplift = Total Gravity = -2570.43 lbs 2147.26 Ibs - 308.52 Ibs 195.00 Ibs -2878.95 Ibs 2342.26 Ibs - 953.17 Ibs 796.25 Ibs -346.01 Ibs 218.70 Ibs -1299.19 Ibs 1014.95 Ibs a-S 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Uplift : Short Truss At Ledger : ARBAB ENGINEERING, INC. Consulting Engineers Width Tributary = Spacing = Width Tributary = Spacing = Short Girder Truss At Ledger : Width Tributary = Spacing = Width Tributary = Spacing = Gittner Residence Inner Part 2.92 ft 2.00 ft Outer Part ( Over Hang ) 0.00 ft 0.00 ft Inner Part 2.92 ft 2.00 ft Outer Part ( Over Hang ) 0.00 ft 0.00 ft Uplift = Gravity = Uplift = Gravity = Total Uplift = Total Gravity = .Uplift = Gravity = Uplift = Gravity = Total Uplift = Total Gravity = -623.82 Ibs 379.17 Ibs 0.00 Ibs 0.00 Ibs -623.82 Ibs 379.17 Ibs -453.89 Ibs 379.17 Ibs 0.00 Ibs 0.00 Ibs -453.89 Ibs 379.17 Ibs 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Short Truss and Concrete Beam Maximum Horizontal Forces = Maximum Uplift = Computation for reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 53.30 psf 682.81 Ibs 24.00 ft 6.32 ft 8.09 Kips 4.04 Kips 26.67 ft 24.00 in 303.31 Ibs 682.81 Ibs ( total ) ( per side ) ( per Joist ) ( per Joist ) Type Use: Uplift Horizontal Acceptance 1 NVSTA 22 1221.00 1671.00 03-0224.10 Lateral interaction Horizontal Force + Uplift Force < Horizontal Capacity Uplift Capacity Gittner Residence 303.31 682.81 1671.00 + 1221.00 — 0.74 OK! 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Long Truss and Concrete Beam Maximum Horizontal Forces = Maximum Uplift = Computation for reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 53.30 psf 1989.80 Ibs 26.67 ft 6.32 ft 8.99 Kips 4.49 Kips 24.00 ft 24.00 in 374.46 Ibs 1989.80 Ibs ( total ) ( per side ) ( per Joist ) ( per Joist ) Type Use: Uplift Horizontal Acceptance 03-0508.04 2 HLPTA75 2133.00 1617.00 TA22 1155.00 255.00 01-0912.05 Lateral interaction Horizontal Force + Uplift Force < Horizontal Capacity Uplift Capacity Gittner Residence 374.46 + 1989.80 = 0.81 OK! 1872.00 3288.00 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Girder Truss and Beam Maximum Uplift = Maximum Gravity = 2878.95 Ibs 1749.88 Ibs Type Use: Uplift Gravity Acceptance 3 2 Ply Truss Single Bolt 5800.00 - (2 ) 5/8" Hilti Kwik Bolt II 01-1001.03 Max. Uplift = Uplift per Leg = Uplift per Bolt = 5800.00 Ibs 2900.00 Ibs 2900.00 Ibs Use Hilti Kwik Bolt I1 co = 5/8" Allowable Shear = 3826.00 Ibs OK!! Allowable Tension = 2925.00 Ibs Min. Embedment = 4" Min. Edge Distance = 6" Min. C.to C. Distance = 8" h1 = S= Checking For Shear : 24.00 in 6.00 in Wood Member Check f„=(3v)/(2bd)x(d/d') h1 Southern Pine N° 2 v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Load Duration Factor = Allowable Shear = 175 psi 0.97 0.90 152.78 psi Uplift Top of Beam v = 5800.00 Ibs b= 3.00 in d = 36.00 in d' = 20.00 in Condition for a 2"x 8" member N° 1 Adjustment Factor Adjustment Factor Adjusted (2) Bolts a-q f„ = 145.00 psi < 152.78 psi ( Allowable Shear) Ok!! Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Skew Girder Truss and Beam Maximum Uplift = Maximum Gravity = 1299.19 Ibs 1014.95 Ibs Type Use: Uplift Gravity Acceptance 4 (2 ) TA22 1155.00 0.00 01-0912.05 Connection Between Short Truss and Ledger ( Low Roof ) Maximum Uplift = Maximum Gravity = 623.82 Ibs 379.17 Ibs Type Use: Uplift Gravity 0.00 Acceptance 01-0912.05 5 RT24 1020.00 UH28 735.00 1740.00 03-0611.05 Connection Between Short Girder Truss and Ledger ( Low Roof ) Maximum Uplift = Maximum Gravity = 453.89 Ibs 379.17 Ibs Type Use: Uplift Gravity 0.00 Acceptance 01-0912.05 6 RT24 1020.00 EHUH26-2 1690.00 2875.00 03-0611.05 Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers -\I Fastener Schedule No Type Seat / Header Straps / Truss UPLIFT N.O.A. 1 NVSTA 22 (6) 10d x 1 1/2" (12) 16d 1221.00 03-0224.10 2 HLPTA75 (20) 10d x 1 1/2" (2) 10d x 1 1/2" 2133.00 03-0508.04 TA22 (8)16d (8)16d 1155.00 01-0912.05 3 2 Ply Truss Single Bolt See Detail 5800.00 - (2 ) 5/8" Hilti Kwik Bolt II See Detail - 01-1001.03 4 (2)TA22 (8)16d (8)16d 1155.00 01-0912.05 5 RT24 ( 18 ) 16d 1020.00 01-0912.05 UH28 ( 12 ) 16d (4) 16d 735.00 03-0611.05 6 RT24 ` ( 18 ) 16d 1020.00 01-0912.05 EHUH26-2 (22) 16d (11) 10d x 1 1/2" 1690.00 03-0611.05 7 UH210 ( 16 ) 16d (5) 16d 900.00 03-0611.05 Gittner Residence 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure r--- /H North Elevation Item Type / size Floor Area Zone Pressure Suction 1 Garage Door 1 74.67 5 52.54 -65.94 2 Window 2 14.00 4/5 59.17 -71.81 3 Window 2 4.69 4 60.52 -65.65 Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure ■■■'■■■ M.MIS ME ..■ mmm.mm■ CIA, e ■m■ sm■ MN EMI MIME OM •M• 11'■■'NO I■■ ■M a■. ME ■■ ■■ A/C A/C MN ■■ moms moms ... MEM AMINO 11111 ■'■ West Elevation Item Type / size Floor Area Zone Pressure Suction 4 Window 1 14.00 4 59.17 -64.63 5 Window 1 14.00 4/5 59.17 -71.81 6 Window 2 14.00 4 59.17 -64.63 7 Window 2 14.00 4/5 59.17 -71.81 Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Windows & Door Pressure SWIM MIME MO M. ■r 51.1 Iop �■ ■IN OS IIN C .. ■■I ONION ■■ ■.MOI ii East Elevation Item Type / size Floor Area Zone Pressure Suction 8 Door 1 22.72 4 56.82 -62.81 9 Window 1 14.00 4/5 59.17 -71.81 10 Window 2 9.15 4 60.52 -65.65 11 Window 2 14.00 4 59.17 -64.63 Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Archwind 98 : Gitnner Residence 5i 5 a If Roof Angle is <=10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 52.54 4 MIN = -58.24 5 MAX = 52.54 5 MIN = -65.94 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h WALLS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 15.38 deg Mean Roof Height = 24.67 ft Area = 74.67 sf Cp VALUES AREA Cp 4 0.84, -0.96 5 0.84, -1.11 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence 3-5 a If Roof Angle is <=10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 59.17 4 MIN = -64.63 5 MAX = 59.17 5 MIN = -78.99 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 15.38 deg Mean Roof Height = 24.67 ft Area = 14.00 sf Cp VALUES AREA Cp 4 0.97, -1.08 5 0.97, -1.36 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence If Roof Angle is <=10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 56.82 4 MIN = -62.81 5 MAX = 56.82 5 MIN = -75.26 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 15.38 deg Mean Roof Height = 24.67 ft Area = 22.72 sf Cp VALUES AREA Cp 4 0.93, -1.04 , 5 0.93, -1.29 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Archwind 98 : Gitnner Residence If Roof Angle is <=10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 60.52 4 MIN = -65.65 5 MAX = 60.52 5 MIN = -81.04 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7-98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 15.38 deg Mean Roof Height = 24.67 ft Area = 9.15 sf Cp VALUES AREA Cp 4 1.00, -1.10 5 1.00, -1.40 Velocity Pressure Roof, q = 51.29 psf Exposure Coeff. Roof, Kz = 0.94 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 Lfr 1 I 59.17 —71.81 I I 59.17 —71.81 60.52 —65.65 52.54 —65.94 52.54 —65.94 I W/H PROPOSE NOWT ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. — OF — Project: Gitnner Residence V4 Wind Pressures 1 Drawn By. — 00 Date: — File: — 59.17 59.17 —71.81 —64.63 Immo 59.17 —71.81 59.17 —64.63 59 17 —64.63 MIME ■U M ■■ui.I■ 111111111111111111 GAS w EJ A/C A/C PROPOSED WEST ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. — OF• Project: Gitnner Residence Wind pressure Drawn By. — Date: — File: — MEE Ern ..:. ■M■■ e ■ e ■ 56.82 —62.81 < \' \/ 56.82 —62.81 C\ \/ ,' e■ ■■ 60. 0 —65.65 56.82 —62.81 59.17 —64.63 59.17 —71.81 PROPOSED EAST ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. — OF — Project: Gitnner Residence Wind Pressures Drown By. — Dote: — File: — ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 Sheet No. - OF. Project: Gitnner Residence Beams Location Dote: File: 0 NN m LRB-1 11111111111 TB L L 2 2 11 G.T. 1 LRB-2 1 TB 1- 0 m -NEW 2x10 P.T. FLOOR JOISTS - 0 12" C.C. o L-1 N lP m o TC N L -2 L -2 TB CV 1 J m / / L-1 4 11 C 0 TC 11 111111 2B- LRB 3 -3 Hut L-2 NEW 2x10 P.T. FLOOR JOISTS 0 12" C.C. 1- TC L1 = L2 = Loads : ARBAB ENGINEERING, INC. Consulting Engineers Beam Design LRB-1 / LRB-2 11.00 ft 11.00 ft From Roof : From Wall : Total Load : See Computer Output b= 8.00 in h = 24.00 in Reaction 1 = Reaction 2 = Reaction 3 = Gittner Residence L1 A L2 ,f Wtrib = 3.17 ft DL = 110.83 Ibs/ft LL = 95.00 Ibs/ft Height = 0.00 ft DL = 0.00 Ibs/ft Total DL = 110.83 lbs/ft Total LL = 95.00 lbs/ft h b Use 2 # 6 Top & Bottom w / Stirrups # 3 @ 10" c.c. 1.70 kips 5.50 kips 1.70 kips D/T = 0.76 D/T = 0.76 D/T = 0.76 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504. Deflection Check : ARBAB ENGINEERING, INC. Consulting Engineers Clear Cover = 1.50 in q= P= L= x= Due to Distributed Load: 17.15 Ibs/in 0.00 lbs 132.00 in 0.00 in 0 = 0.003 in Due to Point Load: A = 0.000 in Total A 0.003 in Maximum Deflection = L/360 = 0.367 in OK!! Gittner Residence fc= 3000.00.psi E = 3.12E+06 psi I = 7593.75 in4 Icr = 7214.06 in4 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <LRB-1 / LRB-2> Page 1 of 3 ROJECT: LRB-1 / LRB-2 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 4 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 11.0 8.0 24.0 0.0 0.0 0.0 3 11.0 8.0 24.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 110.8 0.0 11.0 1.0 3 DL 110.8 0.0 11.0 1.0 2 LL 95.0 0.0 11.0 1.0 3 LL 95.0 0.0 11.0 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 3.7 -6.0 0.96 2.00 3 -6.0 3.7 0.0 2.00 0.96 ***REACTIONS (kips)*** COL R D/T 1 1.7 0.76 2 5.5 0.76 3 1.7 0.76 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.05 3 0.05 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** >OINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: GR 0.0 0.0 1.6 2.8 1.1 1.9 3.5 3.7 2.3 2.3 3.4 2.6 1.9 1.2 1.3 -0.4 0.1 -1.3 -2.5 -3.3 -4.6 -6.0 [ Output ] <LRB-1 / LRB-2> �-3 Page 2 of 3 GR-U: WIND: DEAD: TOTU: BEAM NO. 3: 0.0 2.4 4.2 5.2 5.5 5.1 3.9 2.1 -0.5 -3.5 -6.4 0.0 1.6 2.6 3.2 3.2 2.7 1.7 0.2 -2.0 -4.8 -8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 2.0 0.0 1.2 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 2,6 2,3 1.7 0.6 -0.7 -2.5 -4.6 2.5 2.6 2.3 1.7 0.6 -0.7 -2.5 -4.6 0.0 2.4 4.2 5.2 5.5 5.1 3.9 2.1 -0.4 -2.2 -4.1 0.0 1.1 1.8 2.2 2.3 2.0 1.3 0.1 -2.0 -4.8 -8.9 GR -4.6 -2.5 -0.4 1.3 2.6 3.4 3.7 3.5 2.8. 1.6 0.0 - 6.0 -3.3 -1.3 0.1 1.2 1.9 2.3 2.3 1.9 1.1 0.0 GR-U: -6.4 -3.5 -0.5 2.1 3.9 5.1 5.5 5.2 4.2 2.4 0.0 - 8.9 -4.8 -2.0 0.2 1.7 2.7 3.2 3.2 2.6 1.6 0.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -4.6 -2.5 -0.7 0.6 1.7 2.3 2.6 2.5 2.0 1.2 0.0• -4.6 -2.5 -0.7 0.6 1.7 .2.3 2.6 2.5 2.0 1.2 0.0 TOTU: -4.1 -2.2 -0.4 2.1 3.9 5.1 5.5 5.2 4.2 2.4 0.0 -8.9 -4.8 -2.0 0.1 1.3 2.0 2.3 2.2 1.8 1.1 0.0 *** DESIGN MOMENTS (kip-ft) *** M-LEFT M-MID M-RITE EAM NO. 2: GR WKG 0.00 3.67 -6.04 GR WKG 0.00 -1.31 -4.60 COMB ULT 0.00 5.46 -8.88 COMB ULT 0.00. -2.01 -4.14 BEAM NO. 3: GR WKG -6.04 3.67 0.00 GR WKG -4.60 -1.31 0.00 COMB ULT -8.88 5.46 0.00 COMB ULT -4.14 -2.01 0.00 *** SHEAR ANALYSIS *** BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 1.4 9.4 109.5 0.0 0.0 2 R 2.9 19.2 109.5 0.0 0.0 3 L 2.9 19.2 109.5 0.0 0.0 3 R 1.4 9.4 109.5 0.0 0.0 * * * REINFORCING STEEL (sq. in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.07 0.00 0.03 0.12 0.00 0.00 22.5 22.5 22.5 3 0.12 0.00 0.00 0.07 0.00 0.03 0.00 0.00 0.00 22.5 22.5 22.5 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. [ Output ] <LRB-1 / LRB-2> Page 3 of 3 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0# 0@ 0" 0[ 0# 0@ 0" 3 0# 0 0# 0 1 2# 5 0# 0 1 0[ 0# 0@ 0" 0[ 0# 0@ 0" 3R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM L1 = Loads : 11.67 ft From Roof : From Wall : Total Load : See Computer Output b= 8.00 in h= 12.00 in Reaction 1 = Reaction 2 = Gittner Residence ARBAB ENGINEERING, INC. Consulting Engineers Beam Design LRB-3 L7 A Wtrib = 4.83 ft DL = 169.17 Ibs/ft LL = 145.00 Ibs/ft Height = 0.00 ft DL = 0.00 Ibs/ft Total DL = 169.17 Ibs/ft Total LL = 145.00 Ibs/ft b Use 2 # 6 Top & Bottom w / Stirrups # 3 @ 6" c.c. 2.00 kips 2.00 kips D/T = 0.65 D/T = 0.65 q-s 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Deflection Check : ARBAB ENGINEERING, INC. Consulting Engineers Clear Cover = 1.50 in q= P= L= x= Due to Distributed Load: 26.18 Ibs/in 0.00 Ibs 140.00 in 0.00 in A = 0.057 in Due to Point Load: 0 = 0.000 in Total A = 0.057 in Maximum Deflection = L/360 = 0.389 in OK!! Gittner Residence fc = 3000.00 psi E = 3.12E+06 psi = 771.75 in4 I�� = 733.16 in4 if- Co 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <LRB-3> Page 1 of 2 ?ROJECT: :LRB-3 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 9.6 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 169.2 0.0 9.6 1.0 2 LL 145.0 0.0 9.6 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 4.7 0.0 1.61 1.61 ***REACTIONS (kips)*** COL R D/T 1 2.0 0.65 2 2.0 0.65 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.54 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** POINT: BEAM NO. 2: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 GR 0.0 1.7 3.0 4.0 4.5 4.7 4.5 4.0 3.0 1.7 0.0 0.0 1.1 2.0 2.6 2.9 3.0 2.9 2.6 2.0 1.1 0.0 GR-U: 0.0 2.6 4.5 6.0 6.8 7.1 6.8 6.0 4.5 2.6 0.0 0.0 1.5 2.7 3.6 4.1 4.3 4.1 3.6 2.7 1.5 0.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 [ Output ] <LRB-3> 4-& Page 2 of 2 DEAD: 0.0 1.1 2.0 2.6 2.9 0.0 1.1 2.0 2.6 2.9 TOTU: 0.0 2.6 4.5 6.0 0.0 1.0 1.8 2.3 *** DESIGN MOMENTS (kip-ft) BEAM NO. GR WKG GR WKG COMB ULT COMB ULT M-LEFT M-MID M-RITE 2: 0.00 0.00 0.00 0.00 *** SHEAR ANALYSIS *** 4.71 1.95 7.10 1.76 0.00 0.00 0.00 0.00 BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 2.4 33.9 109.5 0.0 0.0 2 R 2.4 33.9 109.5 0.0 0.0 *** REINFORCING STEEL (sq. in., in.)*** 3.0 2.9 3.0 2.9 6.8 7.1 2.6 6.8 2.7 2.6 BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 10.5 10.5 10.5 ***REINFORCING*** 2.6 2.0 2.6 2.0 6.0 4.5 2.3 1.8 LEFT END 3EAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0# 0@ 0" 0[ 0# 0@ 0" 2R* 0# 0 1 * TOP BARS AT RIGHT END 1.1 1.1 0.0 0.0 2.6 0.0 1.0 0.0 NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM L1 = Loads : 6.25 ft From Roof : From Wall : Total Load : b = 8.00 in h = 12.00 in Reaction 1 = Reaction 2 = Gittner Residence ARBAB ENGINEERING, INC. Consulting Engineers Beam Design LRB-4 ( Raked Beam ) A X L1 A Wtrib = DL = LL = Height = DL = Total DL = Total LL = 4.00 ft 140.00 Ibs/ft 120.00 Ibs/ft 0.00 ft 0.00 Ibs/ft 140.00 Ibs/ft 120.00 Ibs/ft h � X b Use 2 # 6 lop & bottom w r snwrops # 3 @ 6" c.c. 1.10 kips 1.10 kips D/T = 0.66 D/T = 0.66 ' 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 4-10 Deflection Check : ARBAB ENGINEERING, INC. Consulting Engineers Clear Cover = 1.50 in Q= P= L= x= Due to Distributed Load: 21.67 Ibs/in 0.00 Ibs 75.00 in 0.00 in A = 0.004 in Due to Point Load: A = 0.000 in Total A = 0.004 in Maximum Deflection = L/360 = 0.208 in OK!! Gittner Residence fc = 3000.00 psi E = 3.12E+06 psi = 771.75 in4 Icr = 733.16 In" 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 4 LI [ Output ] <LRB-4> Page 1 of 1 ?ROJECT: LRB-4 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 6.3 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 140.0 0.0 6.3 1.0 3 DL 140.0 0.0 0.0 1.0 2 LL 120.0 0.0 6.3 1.0 3 LL 120.0 0.0 0.0 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 1.7 0.0 0.76 0.76 ***REACTIONS (kips)*** COL R D/T 1 1.1 0.66 2 1.1 0.66 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.09 End of CONBM L1 = Loads : 11.33 ft From High Roof : From Wall : From Low Roof : From Wood Floor : Total Load : b= 8.00 in h= 16.00 in Reaction 1 = Reaction 2 = Gittner Residence ARBAB ENGINEERING, INC. Consulting Engineers Beam Design 2B-3 L1 A Wtrib = 2.00 ft DL = 70.00 Ibs/ft LL = 60.00 Ibs/ft Height = 12.50 ft DL = 750.00 Ibs/ft Wtrib = 2.58 ft DL = 90.42 Ibs/ft LL = 77.50 Ibs/ft Wtrib = 5.04 ft DL = 252.08 Ibs/ft LL = 201.67 Ibs/ft Total DL = 1162.50 Ibs/ft Total LL = 339.17 Ibs/ft b Use 2# 6 Top es, iottom w i stirrups m 3@ 6" c.c. 9.20 kips 9.20 kips D/T = 0.79 D/T = 0.79 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 i ARBAB ENGINEERING, INC. Consulting Engineers Deflection Check : Clear Cover = 1.50 in q = 125.14 Ibs/in P = 0.00 Ibs L = 136.00 in x= 0.00 in Due to Distributed Load: A = 0.092 in Due to Point Load: A = 0.000 in Total A = 0.092 in Maximum Deflection = L/360 = 0.378 in OK!! Gittner Residence fc = 3000.00 psi E = 3.12E+06 psi I = 2032.42 in4 = 1930.80 in4 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 4 -1'4 ( Output ] <2B-3> Page 1 of 2 PROJECT: 2B-3 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 11.3 8.0 16.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 1162.5 0.0 11.3 1.0 2 LL 339.2 0.0 11.3 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** iM LEFT MID RIGHT 2 1.50 1.50 1.50 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 26.2 0.0 7.27 7.27 ***REACTIONS (kips)*** COL R D/T 1 9.2 0.79 2 9.2 0.79 ***DEFLECTIONS (in.)*** BM DEFL. 2 1.78 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** POINT: BEAM NO. 2: GR . GR-U: WIND: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 0.0 9.4 16.7 22.0 25.1 26.2 25.1 22.0 16.7 9.4 0.0 0.0 7.5 13.3 17.4 19.9 20.7 19.9 17.4 13.3 7.5 0.0 0.0 13.8 24.5 32.1 36.7 38.3 36.7 32.1 24.5 13.8 0.0 0.0 10.4 18.6 24.4 27.9 29.0 27.9 24.4 18.6 10.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 [ Output ] <2B-3> Page 2 of 2 DEAD: TOTU: 0.0 7.5 13.3 17.4 19.9 20.7 19.9 17.4 13.3 7.5 0.0 7.5 13.3 17.4 19.9 20.7 19.9 17.4 13.3 7.5 0.0 13.8 24.5 32.1 36.7 38.3 36.7 32.1 24.5 13.8 0.0 6.7 11.9 15.7 17.9 18.6 17.9 15.7 11.9 6.7 *** DESIGN MOMENTS (kip-ft) *k' M-LEFT M-MID M-RITE BEAM NO. 2: GR WKG 0.00 26.16 GR WKG 0.00 13.26 COMB ULT 0.00 38.26 COMB ULT 0.00 11.94 *** SHEAR ANALYSIS *** 0.00 0.00 0.00 0.00 BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 10.6 107.8 109.5 1U0.0 7.3 2 R 10.6 107.8 109.5 100.0 7.3 *** REINFORCING STEEL (sqi in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.63 0.00 0.00 0.00 0.00 0.00 14.5 14.5 14.5 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 1# 5 1 2{ 7# 3@ 7" 2[ 7# 3@ 7" 2R* 0# 0 1 * TOP BARS AT RIGHT END 0.0 0.0 0.0 0.0 NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM L1 = L2 = Loads : ARBAB ENGINEERING, INC. Consulting Engineers Beam Design 2B-1 / 2B-2 L1 L2 11.00 ft 11.00 ft From Roof : From Wall : From Wood Floor : Total Load : See Computer Output b= 8.00 in h = 24.00 in Reaction 1 = Reaction 2 = Reaction 3 = Gittner Residence Wtrib = 3.67 ft DL = 128.33 Ibs/ft LL = 110.00 Ibs/ft Height = 12.50 ft DL = 750.00 Ibs/ft Wtrib = 4.29 ft DL = 214.58 lbs/ft LL = 171.67 Ibs/ft Total DL = 1092.92 Ibs/ft Total LL = 281.67 Ibs/ft h b Use 2 # 7 Top & Bottom w / Stirrups # 3 @ 10" c.c. 6.70 kips 21.60 kips 6.70 kips D/T = 0.82 D/T = 0.82 D/T = 0.82 LE -fto 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Deflection Check : ARBAB ENGINEERING, INC. Consulting Engineers Clear Cover = 1.50 in q= P= L= x= Due to Distributed Load: 114.55 Ibs/in 0.00 Ibs 132.00 in 0.00 in A = 0.020 in Due to Point Load: = 0.000 in Total 0 = 0.020 in Maximum Deflection = L/360 = 0.367 in OK!! Gittner Residence fc = 3000.00 psi E = 3.12E+06 psi I = 7593.75 in4 Icr = 7214.06 in" 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <2B-1 / 2B-2> Page 1 of 3 ROJECT: 2B-1 / 2B-2 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 4 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 11.0 8.0 24.0 0.0 0.0 0.0 3 11.0 8.0 24.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 1092.9 0.0 11.0 1.0 3 DL 1092.9 0.0 11.0 1.0 2 LL 281.7 0.0 11.0 1.0 3 LL 281.7 0.0 11.0 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 14.1 -23.7 3.72 7.84 3 -23.7 14.1 0.0 7.84 3.72 ***REACTIONS (kips)*** COL R D/T 1 6.7 0.82 2 21.6 0.82 3 6.7 0.82 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.21 3 0.21 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1./10TH POINTS (kip-ft)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: GR 0.0 6.4 10.9 13.4 14.1 12.9 9.8 4.8 -2.1 -10.5 -19.5 0.0 4.8 8.1 9.9 10.0 8.7 5.7 1.2 -4.8 -12.8 -23.7 ( Output ] <2B-1 / 2B-2> Page 2 of 3 GR-U: 0.0 9.3 15.9 19.7 20.8 19.1 14.6 7.4 -2.9 -14.7 -27.2 . 0.0 6.8 1.1.4 13.8 14.1 12.1 8.0 1.7 -7.3 -18.6 -34.5 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: 0.0 5.] 6.6 10.5 10.9 9.7 7.0 2.7 -3.1 -10.5 -19.5 0.0 5.1 8.6 10.5 10.9 9.7 7.0 2.7 -3.1 -10.5 -19.5 TOTU: 0.0 9.3 15.9 19.7 20.8 19.1 14.6 7.4 -2.2 -9.5 -17.5 0.0 4.6 7.7 9.5 9.8 8.8 6.0 1.3 -7.3 -18.6 -34.5 BEAM NO. 3: GR -19.5 -10.5 -2.1 4.8 9.8 12.9 14.1 13.4 10.9 -23.7 -12.8 -4.8 1.2 5.7 8.7 10.0 9.9 8.1 GR-U: -27.2 -14.7 -2.9 7.4 14.6 19.1 20.8 19.7 15.9 - 34.5 -18.6 -7.3 1.7 8.0 12.1 14.1 13.8 11.4 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -19.5 -10.5 -3.1. 2.7 7.0 9.7 10.9 10.5 8.6 - 19.5 -10.5 -3.1 2.7 7.0 9.7 10.9 10.5 8.6 TOTU: -17.5 -9.5 -2.2 7.4 14.6 19.1 20.8 19.7 15.9 -34.5 -18.6 -7.3 1.3 6.0 8.8 9.8 9.5 7.7 *** DESIGN MOMENTS (kip-ft) *** M-LEFT M-MID M-RITE 3EAM NO. 2: GR WKG 0.00 GR WKG 0.00 COMB ULT 0.00 COMB ULT 0.00 14.13 -4.82 20.76 -7.25 BEAM NO. 3: GR WKG -23.71 14.13 GR WKG -19.45 -4.82 COMB ULT -34.48 20.76 COMB ULT -17.51 -7.25 *** SHEAR ANALYSIS *** - 23.71 -1.9.45 -34.48 - 17.51 0.00 0.00 0.00 0.00 BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 5.5 35.7 109.5 0.0 0.0 2 R 11.4 74.5 109.5 100.0 11.3 3 L 11.4 74.5 109.5 100.0 11.3 3 R 5.5 35.7 109.5 0.0 0.0 *** REINFORCING STEEL (sq. in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.28 0.00 0.10 0.46 0.00 0.00 22.5 22.5 22.5 3 0.46 0.00 0.00 0.28 0.00 0.10 0.00 0.00 0.00 22.5 22.5 22.5 ***REINFORCING*** 6.4 0.0 4.8 0.0 9.3 0.0 6.8 0.0 0.0 0.0 0.0 0.0 5.1 0.0 5.1 0.0 9.3 0.0 4.6 0.0 LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. [ Output ] <2B-1 / 2B-2> LLD-0 Page 3 of 3 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0# 0@ 0" 2[ 5# 3 @11" 3 0# 0 0# 0 1 2# 5 0# 0 1 2[ 5# 3 @11" 0[ 0# 0@ 0" 3R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM L1 = L2 = Loads : A ARBAB ENGINEERING, INC. Consulting Engineers Beam Design 2B-4 / 2B-5 A L2 ,r 4.08 ft 4.17 ft From Roof : From Wall : From Wood Floor : Total Load : Point Load : Wtrib = DL = LL = Height = DL = Wtrib = DL = LL = Total DL = Total LL = TC Selfweight = DL = LL = x= Point Load (2B-3) : Gittner Residence 3.67 ft 128.33 Ibs/ft 110.00 Ibs/ft 12.50 ft 750.00 Ibs/ft 2.00 ft 100.00 Ibs/ft 80.00 Ibs/ft 978.33 Ibs/ft 190.00 Ibs/ft 1875.00 Ibs 546.51 Ibs 468.44 Ibs 0.00 ft DL = 7268.00 Ibs LL = 1932.00 Ibs x= 1.25 ft ( At Starting Point ) ( From 2B-5 ) 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 -aa See Computer Output b = 8.00 in h= 12.00 in Reaction 1 = Reaction 2 = Reaction 3 = Deflection Check : q= P= L= x= Due to Distributed Load: ARBAB ENGINEERING, INC. Consulting Engineers h b Use 2 # 6 Top & Bottom w / Stirrups # 3 @ 4" c.c. 4.30 kips 14.70 kips 4.00 kips 97.36 Ibs/in 9200.00 Ibs 50.00 in 0.00 in A = 0.003 in Due to Point Load: A = 0.000 in Total A = 0.003 in D/T = 0.84 D/T = 0.82 D/T = 0.82 Clear Cover = 1.50 in Maximum Deflection = L/360 = 0.139 in OK!! Checking Connection Between 2B-4 and Existing Wail : Shear = N° of Bars = Bar N° = 6 Area of Bar = Fy = Allowable Shear Stress = Shear per Bar = Acting Shear Stress = Gittner Residence 4.30 kips 4 Units 0.44 in2 60.00 ksi 24.00 ksi 1.08 kips 2.44 ksi Ok!! fc = 3000.00 psi E = 3.12E+06 psi I = 771.75 in4 ICr = 733.16 In" 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <2B-4 / 2B-5> 4-c)3 Page 1 of 3 'ROJECT: 2B-4 / 2B-5 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 4 0.0 0.0 3.0 60. 145. 40. 273.5 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 4.2 8.0 12.0 0.0 0.0 0.0 3 4.2 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 978.3 0.0 4.2 1.0 3 DL 978.3 0.0 4.2 1.0 2 LL 190.0 0.0 4.2 1.0 3 LL 190.0 0.0 4.2 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 DL 2.4 0.0 2 LL 0.5 0.0 3 DL 7.3 1.3 3 LL 1.9 1.3 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 ***MOMENTS AND SHEARS (kip-ft, kips)*** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 0.7 -6.2 0.27 3.01 3 -6.2 6.2 0.0 9.45 2.86 ***REACTIONS (kips)*** COL R D/T 1 4.3 0.84 2 14.7 0.82 3 4.0 0.82 ***DEFLECTIONS (in.)*** BM DEFL. 2-0.03 3 0.12 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: [ Output ] <2B-4 / 2B-5> Page 2 of 3 GR . 0.0 0.5 0.7 0.7 0.5 0.1 -0.5 -1.4 -2.4 -3.7 -5.0 0.0 0.2 0.3 0.2 -0.1 -0.6 -1.3 -2.2 -3.3 -4.6 -6.2 GR-U: 0.0 0.7 1.1 1.1 0.9 0.2 -0.7 -1.9 -3.4 -5.2 -7.1 0.0 0.3 0.4 0.2 -0.2 -1.0 -2.0 -3.3 -4.8 -6.7 -9.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: 0.0 0.3 0.5 0.5 0.2 -0.2 -0.8 -1.6 -2.5 -3.7 -5.0 0.0 0.3 0.5 0.5 0.2 -0.2 -0.8 -1.6 -2.5 -3.7 -5.0 TOTU: 0.0 0.7 1.1 1.1 0.9 0.2 -0.5 -1.4 -2.3 -3.3 -4.5 0.0 0.3 0.3 0.2 -0.2 -1.0 -2.0 -3.3 -4.8 -6.7 -9.0 BEAM NO. 3: GR -5.0 -1.6 2.4 6.2 6.0 5.5 4.9 4.0 2.9 1.5 0.0 - 6.2 -1.9 1.5 4.7 4.5 4.3 3.8 3.1 2.3 1.2 0.0 GR-U: -7.1 -2.2 3.5 9.1 8.7 8.1 7.1 5.8 4.2 2.2 0.0 -9.0 -2.7 2.2 6.5 6.4 6.0 5.3 4.4 3.2 1.7 0.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -5.0 -1.6 1.7 4.8 4.7 4.4 3.9 3.2 2.3 1.2 0.0 - 5.0 -1.6 1.7 4.8 4.7 4.4 3.9 3.2 2.3 1.2 0.0 TOTU: -4.5 -1.4 3.5 9.1 8.7 8.1 7.1 5.8 4.2 2.2 0.0 - 9.0 -2.7 1.5 4.3 4.2 3.9 3.5 2.9 2.1 1.1 0.0 ** DESIGN MOMENTS (kip-ft) *** MLLEFT M-MID M-RITE BEAM NO. 2: GR WKG 0.00 GR WKG 0.00 COMB ULT 0.00 COMB ULT 0.00 BEAM NO. GR WKG GR WKG COMB ULT COMB ULT 3: - 6.17 - 5.04 -8.98 -4.54 0.74 -3.28 1.11 -4.81 *** SHEAR ANALYSIS *** 6.18 1.54 9.07 1.54 -6.17 - 5.04 -8.98 - 4.54 0.00 0.00 0.00 0.00 BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 0.4 6.1 109.5 0.0 0.0 2 R 4.4 61.1 109.5 100.0 5.3 *PRECEEDING BEAM IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM 3 L 13.8 193.1 110.4 60.5 5.3 3 R 4.2 58.5 109.5 100.0 5.3 *PRECEEDING BEAM IS A DEEP BEAM PER ACI 11.8, PROCEEDING WITH DESIGN AS IF NOT A DEEP BEAM *** REINFORCING STEEL (sq. in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.03 0.00 0.14 0.26.0.00 0.00 10.5 10.5 10.5 3 0.26 0.00 0.00 0.26 0.00 0.00 0.00 0.00 0.00 10.5 10.5 10.5 -as [ Output ] <2B-4 / 2B-5> Page 3 of 3 **REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0# 0@ 0" 2[ 4# 3@ 5" 3 0# 0 0# 0 1 2# 5 0# 0 1 2[ 4# 3@ 5" 2[ 4# 3@ 5" 3R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM ARBAB ENGINEERING, INC. Consulting Engineers Beam Schedule Mark Size Elev. Reinforcing Stirrups Remarks inches Top A B D C E Spacing (in) LRB-1 8"x 24" 9'- 6" 2 # 7 2 # 7 # 3 @ 10" c.c. Extend A & D thru LRB-2 LRB-2 8"x 24" 9'- 6" 2 # 7 2 # 7 # 3 @ 10" c.c. LRB-3 8"x12" 9'- 6" 2 # 6 2 # 6 # 3 @ 6" c.c. LRB-4 8"x12" Varies 2 # 6 2 # 6 # 3 @ 6" c.c. Raked Beam 2B-1 8"x24" 9'-6" 2 # 7 2 # 7 # 3 @ 10" c.c. Extend A & D thru 2B-2 2B-2 8"x24" 9'-6" 2 # 7 2 # 7 # 3 @ 10" c.c. 2B-3 8"x16" 9'-6" 2 # 6 2 # 6 # 3 @ 6" c.c. 2B-4 8"x12" 9'-6" 2 # 6 2 # 6 # 3 @ 10" c.c. Extend A & D thru 2B-5 2B-5 8"x12" 9'-6" 2 # 6 2 # 6 #3@4"c.c. TB 8"x 12" Varies 2 # 5 2 # 5 # 3 @ 12" c.c. 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Gittner Residence -,21 L1 = h= b= Loads : A x ARBAB ENGINEERING, INC. Consulting Engineers Wood Joist Design (2" x 10" ) L1 11.67 ft 9.50 in 1.50 in From Floor : See Computer Output Reaction 1 = Reaction 2 = Deflection Check : Spacing = DL = LL = 523.65 Ibs 523.65 Ibs 1.00 ft 50.00 Ibs/ft 40.00 Ibs/ft A = 0.201 in A ,r E = 1.60E+06 psi A= 1x„ _ S,« = Specific Weight = 14.25 in2 107.17 in4 22.56 ina 0.038 kcf Mmax = 1523.00 ft-Ibs Vmax = 524.00 Ibs Maximum Deflection = L/360 = 0.389 in OK!! Stress Check : Allowable Bending = 1200.00 psi Wet Service Factor = 0.85 Load Duration Factor = 1.00 Design Bending Stress = 1020.00 psi Acting Bending Stress = 810.02 psi Ok!! Allowable Shear = 175.00 psi Wet Service Factor = 0.97 Load Duration Factor = 1.00 Design Shear Stress = 169.75 psi Acting Shear Stress = 36.77 psi Ok!! Gittner Residence 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Title : Gittner Res. Job # : Dsgnr: Ali Arbab Date: Description.... Wood Joist design at Floor Level 4-as 5:28PM, 29APR05 FastFrame 2-D Frame Analysis V5.0.9- Page 1 Nodes... Node Label Node Coordinates X Y ft ft X Restraint Y Restraint Z Restraint Node Temp deg F 1 2 0.000 11.170 0.000 0.000 Fixed Fixed Fixed Fixed 0 0 Member Label Property Label Endpoint Nodes I Node J Node Member Length ft I End Releases X Y Z J End Releases X Y Z 1-2 Beam 1 2 11.170 Materials.. Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Default S.P. Steel 1.00 1,600.00 29,000.00 0.000 0.038 0.490 0.000000 0.000170 0.000650 1.00 0.83 36.00 Section Sections... Prop Label Group Tag Material Area Depth Width Tf Ixx Tw IYY Beam Default S.P. Default 14.250 in2 1.000 in2 9.500 in 1.500 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 107.17 in4 0.00 in4 1.00 in4 0.00 in4 Member Distributed Loads... Member Label Load Magnitudes Start Finish Load Extents Stft Finish Load Direction Load Case Factors # 1 # 2 # 3 # 4 # 5 1-2 1-2 -0.050 -0.050 k/ft -0.040 -0.040 k/ft 0.000 11.170 0.000 11.170 Global Y Global Y 1.000 1.000 Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y Load Combination Factors # 1 # 2 # 3 # 4 # 5 DL DL + LL LL 1.000 1.000 1.000 -1.000 -1.000 -1.000 1.000 1.000 1.000 1.000 Node Displacements & Reactions Node Label Load Combination Node Displacements X Y in in Z Radians Node Reactions X Y k k Z k-ft 1 1 1 2 2 2 DL LL DL + LL DL LL DL + LL 0 0 0 0 0 0 0 0 0 0 0 0 -0.00262 -0.00213 -0.00457 0.00262 0.00213 0.00457 0 0.30025 0 0.24440 0 0.52365 0 0.30025 0 0.24440 0 0.52365 0 0 0 0 0 0 Member End Forces... Member Label Load Combination Node " I " End Forces Axial Shear Moment k k ft-k Node " J " End Forces Axial Shear Moment k k ft-k 1-2 1-2 1-2 DL LL DL + LL 0 0.30025 0 0.24440 0 0.52365 0 0 0 0 0.30025 0 0.24440 0 0.52365 0 0 0 (c) 1988-2001 ENERCALC 1:\DOUG\GITTNER\CALC\FLOOR WOOD JOIST.FFV\ V 5.0.9 Title : Gittner Res. Job # : Dsgnr: Ali Arbab Date: Description.... Wood Joist design at Floor Level 5:28PM, 29 APR 05 FastFrame 2-D Frame Analysis V 5.0.9 - Page 21 Member Overall Envelope Summary Member Label Section Axial k Shear Moment k ft-k 1-2 1 Beam 0.524 1.523 —> Deflection values listed are the maximum of a sampling of 31 points across the member Deflection Maximum in Stress Ratio 0.201 (c) 1988-2001 ENERCALC 1:\DOUG\GITTNER\CALC\FLOOR WOOD JOIST.FFV\ V 5.0.9 Loads : Height = Width = Depth = ARBAB ENGINEERING, INC. Consulting Engineers Column Design 8.58 ft 4.00 in 4.00 in Steel Column Design (5 ) From Low Roof : Area Tributary = DL = LL = 29.00 ft` 1015.00 Ibs 870.00 Ibs From High Roof : Area Tributary = 65.00 ft` DL = 3250.00 Ibs LL = 2600.00 Ibs Total Load = 7735.00 See Computer Output Use 4" x 4" x 1/4" Gittner Residence 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Research Engineers Job No Sheet No 1 Rev Engineer Ali Arbab Date Job Title Column N° 5 t Mark Campbell Checked Approved File Gitner calculations.etc Date Date Dt/Tm 05-Nov-2004 14:30 Input Member Number(s) Member Info Item Value Unit Member Nos. Item Value Unit Length 8.58 ft al Country US(Imp) Lti Section TS Dimension TS4x4x0.2 E 29000 kip/in2 al Poisson 0.2 Start Fx DOF Released Start Fy DOF Released Start Fz DOF Released Start Mx DOF Released Start My DOF Released Start Mz DOF Released End Fx DOF Released End Fy DOF Released End Fz DOF Released End Mx DOF Released End My DOF Released End Mz DOF Released Start Fx Force 0 kip W Start Fy Force 0 kip Start Fz Force 0 kip :. Start Mx Force 0 kip -in Start My Force 0 kip -in al Start Mz Force 0 kip -in kri End Fx Force 0 kip End Fy Force 0 kip aj End Fz Force 0 kip �' End Mx Force 0 kip -in al End My Force 0 kip -in IM- End Mz Force 0 kip -in Critical Fx Force 7.735 kip tifj Critical Fy Force 0 kip it Critical Fz Force 0 kip al Critical Mx Force 0 kip -in C Critical My Force 0 kip -in J Critical Mz Force 0 kip -in al Critical Distance from Start 8.58 ft al Max. Deflec. 0 ft 5�a Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 1 of 8 Research Engineers Job No Sheet No 2 Rev Engineer Ali Arbab Date Job Title Column N° 5 Checked Date Approved Date 4t Mark Campbell File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Input, cont... Design Parameters Item Value Unit Type Check Code Fu 40 kip/in2 kj Fyield 36 kip/in2 • Ly 1 ft Lz 1 ft El Stiff 1 ft ittl Ky 1 Kz 1 NSF 1 Cb 1 SSY Sidesway Present SSZ Sidesway Present CMy 0.85 CMz 0.85 MAIN Check slenderness Allow. Ratio 1 UNT 1 ft kfil UNB 1 ft id Lx 1 ft Kx 1 DFF 1 ASRC 200 ASRT 200 5-3 r Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 2 of 8 Research Engineers Job No Sheet No 3 Rev Job Title Column N° 5 Engineer Ali Arbab Checked Approved Date Date Date t Mark Campbell File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Output General Info Member* 0 Design Method Code Check Design Code ASD - 9th Edition Section Info [di Name TS4x4x0.25 Ax (in2) 3.59 Sz (in3) 4.11 ly (In4) 8.22 Ry (in) 1.51 Iz (in4) 8.22 Rz (in) 1.51 Sy (In3) 4.11 Design Parameters Input Output Fu (ksi) 40.000 Cb 1.000 Fyld (ksi) 36.000 Cmy 0.850 NSF 1.000 Cmz 0.850 DFF 1.000 KURy 7.930 UNT (In) 12.000 KURz 7.930 UNB (in) 12.000 Fey (ksi) 2374.466 ASRC 200.000 Fez (ksi) 2374.466 ASRT 200.000 Critical Loads Critical Load Case 0 Distance from Start (in) 0.000 Fx (kips) 7.735 Fy (kips) 0.000 Fz (kips) 0.000 Mx (kip -In) 0.000 My (kip -in) 0.000 Mz (kip -In) 0.000 Critical Stresses Allowable (ksi) Actual (ksi) Axial Compressive 21.257 2.155 Axial Tensile 21.600 0.000 Major Comp. Bending 23.760 0.000 Minor Comp. Bending 23.760 0.000 Major Tensile Bending 23.760 0.000 Minor Tensile Bending 23.760 0.000 Major Shear 14.400 0.000 Minor Shear 14.400 0.000 Critical Equation Equation Equation H1-3 Actual Ratio 0.101 Status PASS Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 3 of 8 Research Engineers Job No Sheet No 4 Rev Engineer Ali Arbab Date Job Title Column N° 5 Checked Approved Date Date t Mark Campbell File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation Steel Design : Gittner Residence Design Calculations based on AISC-ASD Ninth Edition Section Properties Section Name TS4x4x0.25 A,= 3.590 Ay= 3.590 I,= 8.220 Iy = 8.220 br= 4.000 tr= 0.250 d,. = 4.000 tw= 0.250 Critical Forces Considered in the Design Critical Load Case for the Design =0 Critical Section from Start = 0.000 F, '= 7.735 Fy F, M, My Mz = 0.000 = 0.000 = 0.000 = 0.000 = 0.000 Computation of Slenderness Ratio Slenderness ratio about major axis Kz*Lz/N/(Iz/Ax) = 1.000 * 12.000 /h/( 8.220 / 3.590) Slenderness ratio about minor axis Ky*Ly/\/(Iy/Ax) = 1.000 * 12.000 /v/( 8.220 / 3.590) Critial kl/r ratio for the design = 7.930 = 7.930 = 7.930 Computation of ChAs per 5-47 Since the Bending Moment at any point is larger than at the ends Cb = 1.0 Computation of Allowable Bending Stress Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 4 of 8 Research Engineers Job No Sheet No 5 Rev Engineer Ali Arbab Date Job Title Column N° 5 t Mark Campbell Checked Date Approved Date File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... Computation of effective Depth as per Chapter B5.1 Computation of Lc As per Equation F3-2 Lc=( 1950+ 1200 ( MI/ M2)) b/F, = (1950 + 1200 ( 0.000 / 0.000 )) 3.250 / 36.000 = 176.042 Determine section type Compact, Non -compact or Slender As per Table B5.1 b / t = 13.000 < 190 / V/Fy Compact Section d <= 6.0 * b and Unl <= Lc Compact Section Equation F3-1 Allowable Stress = 0.66 * FY = 0.66 * 36.000 = 23.760 Major Axis Compressive Stress Fcz = 23.760 Computation of effective Width as per Chapter B5.1 Computation of Lc As per Equation F3-2 Lc = (1950 + 1200 ( MI/ M2)) b/F, = (1950 + 1200 ( 0.000 / 0.000 )) 3.250 / 36.000 = 176.042 Determine section type Compact, Non -compact or Slender As per Table B5.1 b / t = 13.000 < 190 / v/Fy Compact Section d <= 6.0 * b and Un1 <= Lc Compact Section Equation F3-1 Allowable Stress = 0.66 * F, = 0.66 * 36.000 = 23.760 Minor Axis Compressive Stress Fcy Effective Depth 4.000 Effective Width 4.000 Updated Section Property Data Iz= 8.220 I,= 8.220 Sz=4.110 Sy=4.110 Major Axis Tensile Stress Ftz Minor Axis Compressive Stress Fty = 23.760 = 23.760 = 23.760 Computation of Allowable Shear Stress h=Dw-2.0*Tw = 4.000 - 2.0 * 0.250 = 3.500 h / t .<= 380 Shear Stress computed as per Equation F4-1 Allowable Stress = 0.40 * F, = 0.40 * 36.000 = 14.400 Allowable Shear Stress F, Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 5 of 8 Research Engineers Job No Sheet No 6 Rev Engineer Ali Arbab Date Job Title Column N° 5 Checked Date Approved Date t Mark Campbell File Gitner calculations.etc DttTm 05-Nov-2004 14:30 Calculation, cont... = 14.400 Computation of Allowable Axial Stress Cc= N/ 2*112E/Fy = V' 2 * 3.142 229000.000 / 36.000=126.099 Kl/r is less than C,Allowable Compressive Stress is computed as per Eq E2-1 F. = 21.257 Allowable Tensile Stress is computed as per DI.1 F,=0.6*Fy = 0.6 * 36.000 = 21.600 Allowable Axial Compr. Stress F. = 21.257 Allowable Axial Tensile Stress F, = 21.600 Computation of Actual Stresses Computation of Actual Bending Stress f, = M, / S. = 0.000 / 4.110 = 0.000 f.=M./S, = 0.000 / 4.110 = 0.000 fey= My/ Sy =0.000/4.110 =0.000 fy= My/ Sy = 0.000 / 4.110 = 0.000 Computation of Actual Shear Stress Moment of Compressive Area about Y-Y Axis Q = 2.641 f,y=Fy*Q/(Iy*b) = 0.000 * 2.641 / ( 8.220 * 0.500) = 0.000 Moment of Compressive Area about Z-Z Axis Q = 2.641 ff,=F,*Q/(I,*b) = 0.000 * 2.641 / ( 8.220 * 0.500) = 0.000 Critical Shear Stress f. = 0.000 Computation of Actual Axial Stress Compressive Axial Compr. Stress f.= F./ A. = 7.735 / 3.590 = 2.155 Compressive Axial Compr. Stress f.= 0.0 Computation of Actual to Allowable Stress Ratio Computation of F'eAs per Chapter H F'., = 12 n2 E / 23 ( Kl, / r,,2 F'c= 12 * 3.1422 * 29000.000 / 23 * 7.9302 = 2374.466 F'cy= 12112E / 23 ( Kly/ ry,2 F'c.= 12 * 3.1422 * 29000.000 / 23 * 7.9302 = 2374.466 Computation of Deflection Ratio 5-1 Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 6 of 8 Research Engineers Job No Sheet No 7 Rev Job Title Column N° 5 Mark Campbell Engineer Ali Arbab Checked Approved File Gitner calculations.etc Date Date Date Dt/Tm 05-Nov-2004 14:30 Calculation, cont... Deflection Ratio = Beam Length / Max. Beam Defl. = 102.960 / 0.000 = 0.000 Equation HI-1 f + Cmz fbz + Cmr fbv Fa ' ( 1 - fa, F'«) Fbz (1 - fa / F'ry) F by 2.155 / 21.257 + 0.850 * 0.000 / ((1 - 2.155 / 2374.466) * 23.760) + 0.850 * 0.000 / ((1 - 2.155 / 2374.466) * 23.760 ) The Ratio = 0.101 Equation HI-2 fa/ 0.6 * Fy+ fbz/ Fbz+ fb/ Fbr 2.155 / 0.6 * 36.000 + 0.000 / 23.760 + 0.000 / 23.760 Equation H1-3 f./ F.+ fbz/ Fbz+ fby/ Fby 2.155 / 21.257 + 0.000 / 23.760 + 0.000 / 23.760 Computation of Shear Stress Ratio Shear Stress Ratio = ff/ F. = 0.000 / 14.400 Critical Ratio 0.101 Equation HI-3 Design OK = 0.100 = 0.101 = 0.000 All calculations are based on Kips and Inches **** End of report **** Print Time/Date: 05/02/2005 11:01 STAAD.etc Release 3.0 Page 7 of 8 59 Height = Depth = Width = Clear Cover = From Beam 2B-4 / 2B-5 : DL = LL = Wind = Pu = See Computer Output b= h= Gittner Residence 8.00 in 15.00 in ARBAB ENGINEERING, INC. Consulting Engineers Column Design Column 1 8.58 ft 15.00 in 8.00 in 1.50 in 12.05 kips 2.65 kips 0.00 kips 21.37 kips b Eccentricity = Muy = Muz = h Use 4#6w1Ties #3@8"c.c. 1.50 in 32.06 in -kips 32.06 in -kips 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Research Engineers Job No Sheet No 1 Rev Engineer Ali Arbab Date Job Title Column N° 1 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc DtITm 05-Nov-2004 14:30 Input Geometry Data Loading Data Material Properties 'nforcement Details Item Value Unit Depth 15 in Width 8 in Item Value Unit Ult. Axial Load 21.37 kip ei Ult. Mz 32.06 kip -in l Ult. My 32.06 kip -in 111 Ult. Shear 0 kip Ult. Torsion 0 kip -in Itti Mom. Mag. Y - 1 Mom. Mag. Z 1 Item ' Value Unit Fc 3 ksi igi Fy Main 60 ksi iti Fy Secondary 60 ksi i,l Item Value Unit Clear Cover 1.5 in Country's Bars US(Imp) Min. Main Bar Size 6 Max. Main Bar Size 6 kJ Min. Sec. Bar Size 3 Max. Sec. Bar Size 3 Arrangement Flex. Reinf. on 2 sides 5-to Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 1 of 6 Research Engineers Job No Sheet No 2 Rev Engineer Ali Arbab Date Job Title Column N° 1 Gitnner Residence Checked Approved File Gitner calculations.etc Date Date Dt/Tm 05-Nov-2004 14:30 Output Geometric Data Depth (In) 15.000 Width (In) 8.000 Load Data Axial Load (kip) 21.370 Moment-Z (kip -In) 32.060 Moment-Y(klp-In) 32.060 Design Details Phl 0.700 Steel Area Regd. (In2) 1.200 Reinforcement Details Bar Config. 4 #6 Reinforcement % 1.467 Steel Area Provided (in2) 1.760 Tie bar Config #3 © 8.0 in cic Column Capacity Z-Direction Y-Direction PO (kip) 407.112 407.112 Pr! Max (kip) 325.690 325.690 P-Ten (kip) -105.600 -105.600 P-bal (kip) 132.451 99.774 M-bal (kip -in) 1146.915 475.828 e-bal (In) 8.659 4.769 MO (kp-in) 629.758 288.979 P-My Interaction Diagram 400 200 j r 2:-> +—= - ..._ ... —I- - iii ; 0 100 200 300 400 500 600 700 800 900 P-Mz Interaction Diagram 400 0 -I�. ----1----__— -1, I i -200 0 i 100 i i 300 500 700 900 1100 5 11 Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 2 of 6 Research Engineers Job No Sheet No 3 Rev Engineer Ali Arbab Date Job Title Column N° 1 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation Rectangular Concrete Column Design Load Design Load 21.370 / 0.700 Design Moment Mx 32.060 / 0.700 Design Moment Ms 32.060 / 0.700 Set Trial Steel % and Bar Config. Bar size Number of Bars Steel Area Computation of Strength & Moment in Depth Neutral Axis Depth Xb Computation of Strength & Moment from Concrete Cc= 0.85*Xb*b*13*fc =0.85 * 3.149' 8.000 '0.850 '3.000 Mc= Cc* (d/2.0-(0.85 *Xb/2.0) =54.601 * (15.000/2.0- 0.85 * 3.149/2.0 ) Computation of Strength & Moment from one bar Distance between extreme fiber and bar Strain Bar es es* (1- db/ xb) = 0.003 * ( 1 - 1.875 / 3.149 ) Max. Strain ey = Fy/ Es = 60.000 / 29000.000 EsI<cy fs = fy* IEsl / Ey fc= 0.85 * fc = 0.85 * 3.000 Cs,=As,'(rs-fc) = 0.440 * ( 35.195 - 2.550 ) Ms1=Cs,*(d/2.0-db/2.0) = 14.364 * ( 15.000 / 2.0 - 1.875/2.0) Total Bar Capacity Cs Capacity of the Column = Cc + Cs = 54.601 +-24.072 Total Bar Moment Ms Design : Gittner Residence 30.529 Kip 45.800 Kip -in 45.800 Kip -in =6 =4 = 1.467 = 3.149 = 54.601 Kip = 336.436 Kip -in 1.875 = 0.001 = 0.002 = 35.195 = 2.550 Kip = 14.364 Kip = 80.797 Kip -in =-24.072 Kip = 30.529 Kip / in2 = 88.994 Kip -in Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 3 of 6 Research Engineers Job No Sheet No 4 Rev Engineer Ali Arbab Date Job Title Column N° 1 Checked Approved Date Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... Total Moment = Mc + Ms = 336.436 + 88.994 Computation of Strength & Moment in Breadth Neutral Axis Depth Xb Computation of Strength & Moment from Concrete Cc= 0.85*Xb*b*13*fc = 0.85 * 2.244 * 15.000 *0.850 *3.000 Mc= Cc* ( d / 2.0 - ( 0.85 *Xb/2.0) =72.971 *(8.000/2.0- 0.85 *2.244/2.0) Computation of Strength & Moment from one bar Distance between extreme fiber and bar = 425.430 Kip -in = 2.244 = 72.971 Kip = 222.280 Kip -in 1.875 Strain Bar ea cc* (1- db/ xb) = 0.003 * ( 1 - 1.875 / 2.244) = 0.000 Max. Strain Ey = Fy/ E, = 60.000 / 29000.000 = 0.002 Es l <Ey =14.319 = fy* Ies' / Ey fc= 0.85*fc = 0.85 * 3.000 = 2.550 Kip C,t=A,,*(es-fc) = 0.440 * ( 14.319 - 2.550 ) =5.179Kip M,,=C,t*(d/2.0-db/2.0) = 5.179 * (8.000 / 2.0 - 1.875 / 2.0) = 11.004 Kip -in Total Bar Capacity Cs = -42.443 Kip Capacity of the Column = Cc + Cs = 72.971 +-42.443 = 30.529 Kip / in2 Total Bar Moment Ms = 503.809 Kip -in Total Moment = Mc + M, = 222.280 + 503.809 = 726.089 Kip -in Bresler Load Contour Equation (MiMO).+(Mz/M2)-<= 1.0 ( 45.800 / 425.430) 1.240+ (45.800 / 726.089 )1,240 = 0.096 Computation of Minimum clear distance between bars As per AC110.2.7 1.5 * Bar dia 1.5 * 1 = 1.125 1.5 * Bar dia < 1.5" = 1.5" Computation of distance between bars in Breadth ( Breadth - 2.0 * Cover - Bardia * ( Number of Bars / 2)) / ( ( Number of Bars / 2) - 1 ) (8.000 -2.0*1.500-0.750*(4/2))/((4/2)- 1 ) Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 4 of 6 Research Engineers Job No Sheet No 5 Rev Engineer Ali Arbab Date Job Title Column N° 1 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... = 3.500 Distance between bars 3.500 is greater than Minimum Clear Distance 1.500 Design of Ties As per ACI 7.10.5 Tie Bar Number 3 Tie bar spacing As per ACI 7.10. 5.1 Tie Bar dia * 48 = 48 * 0.375 =18.000 Main Bar dia * 16 = 16 * 0.750 = 12.000 < least dimension of the column = 8.000 Designed Tie bar spacing = 8.000 All calculations are based on Pound and Inches **** End of report **** Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 5 of 6 Research Engineers Job No Sheet No 6 Rev Engineer Ali Arbab Date Job Title Column N° 1 t Gitnner Residence Checked Approved File Gitner calculations.etc Date Date DtlTm 05-Nov-2004 14:30 A 4#6 #3 a 8.00c/c 8.000 in 0 0 0 5-15 Print Time/Date: 05/02/2005 11:20 STAAD.etc Release 3.0 Page 6 of 6 Height = Depth = Width = Clear Cover = From Beam High Roof : From 2B-1 /2B-2 : Total Load : DL = LL = DL = LL = DL = LL = Wind = Pu = See Computer Output b= h= Gittner Residence 8.00 in 16.00 in ARBAB ENGINEERING, INC. Consulting Engineers Column Design Column 2 10.83 ft 16.00 in 8.00 in 1.50 in 0.55 kips 0.47 kips 5.49 kips 1.21 kips 6.04 kips 1.67 kips 0.00 kips 11.30 kips Eccentricity = Muy = Muz = e b h Use 4 # 6 w / Ties # 3 @ 8" c.c. 5-Ke 1.60 in 18.09 in -kips 18.09 in -kips 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Research Engineers Job No Sheet No 1 Rev Engineer Ali Arbab Date Job Title Column N° 2 Checked Date Approved Date t Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Input Geometry Data Loading Data Material Properties inforcement Details Item Value Unit Depth 16 in Width 8 in Item Value Unit Ult. Axial Load 11.3 kip M. Ult. Mz 18.09 kip -in le Ult. My 18.09 kip -in Ult. Shear 0 kip Ult. Torsion 0 kip -in W. Mom. Mag. Y 1 Mom. Mag. Z 1 Item Value Unit Fc 3 ksi le Fy Main 60 ksi hd Fy Secondary 60 ksi Item Value Unit Clear Cover 1.5 in Country's Bars US(Imp) Min. Main Bar Size 6 Max. Main Bar Size 6 Min. Sec. Bar Size 3 tti Max. Sec. Bar Size 3 Arrangement Flex. Reinf. on 2 sides 5-Irl Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 1 of 6 Research Engineers Job No Sheet No 2 Rev Job Title Column N° 2 Engineer Ali Arbab Checked Approved Date Date Date t Gitnner Residence File Gitner calculations.etc DtJTm 05-Nov-2004 14:30 Output Geometric Data Depth (In) 16.000 Width (In) 8.000 Load Data Axial Load (kip) 11.300 Moment-Z (kip -in) 18.090 Moment-Y(kip-in) 18.090 Design Details Phi 0.700 Steel Area Reqd. (In2) 1.280 Reinforcement Details Bar Config. 4 #6 Reinforcement % 1.375 Steel Area Provided (In2) 1.760 Tie bar Config #3 @ 8.0 in c/c Column Capacity Z-Direction Y-Direction P0 (kip) 427.512 427.512 Pn Max (kip) 342.010 342.010 P-Ten (kip) -105.600 -105.600 P-bal (kip) 142.713 107.631 M-bal (kip -in) 1277.699 495.152 e-bal (in) 8.953 4.600 MO (kip -in) 682.558 292.648 P-My Interaction Diagram 400 200 _, _ `.. T ::... t__ , _ . - 1--1 -200 i i t-r t i 1 i i i--, 0 100 200 300 400 500 600 700 800 900 1050 P-Mz Interaction Diagram 400 _-- 200 200 _ ^V ----- , :. i i 1 i i 1 1 1 --t- 1 0 100 300 500 700 900 1100 1300 Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 2 of 6 Research Engineers Job No Sheet No 3 Rev Engineer Ali Arbab Date Job Title Column N° 2 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation Rectangular Concrete Column Design : Copy of Gittner Design Load Design Load 11.300 / 0.700 16.143 Kip Design Moment M. 18.090 / 0.700 25.843 Kip -in Design Moment M. 18.090 / 0.700 25.843 Kip -in Set Trial Steel % and Bar Config. Bar size Number of Bars Steel Area Computation of Strength & Moment in Depth Neutral Axis Depth Xb =6 =4 = 1.375 = 2.726 Computation of Strength & Moment from Concrete Cc= 0.85*Xb*b*13*fc = 0.85 * 2.726.8.000 *0.850 *3.000 = 47.277 Kip Mc= Cc* ( d / 2.0 - ( 0.85 *Xb/2.0) = 47.277 * ( 16.000 / 2.0 - 0.85 * 2.726 / 2.0 ) Computation of Strength & Moment from one bar Distance between extreme fiber and bar = 323.435 Kip -in 1.875 Strain Bar e. es* (1- db/ xb) = 0.003 * (1 - 1.875 / 2.726) = 0.001 Max. Strain ey = Fy / Es = 60.000 / 29000.000 = 0.002 1 c.I <ey = 27.170 fs=fy*fesl/ey fc= 0.85 * fc = 0.85 * 3.000 = 2.550 Kip C,t=Asi*(f,-f, = 0.440 * ( 27.170 - 2.550 ) = 10.833 Kip M,1=C,t*(d/2.0-db/2.0) = 10.833 * (16.000 / 2.0 - 1.875 / 2.0) = 66.351 Kip -in Total Bar Capacity Cs =-31.134 Kip Capacity of the Column = Cc + Cs = 47.277 +-31.134 =16.143 Kip / in2 Total Bar Moment Ms = 33.702 Kip -in Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 3 of 6 Research Engineers Job No Sheet No 4 Rev Job Title Column N° 2 Engineer Ali Arbab Checked Date Date Approved Date t Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... Total Moment = Mc + M8 = 323.435 + 33.702 Computation of Strength & Moment in Breadth Neutral Axis Depth Xb Computation of Strength & Moment from Concrete Ce= 0.85*Xb*b*0*fc = 0.85 * 1.959 * 16.000 *0.850 *3.000 Mc Cc* ( d / 2.0 - ( 0.85 *Xb/2.0) =67.922 *(8.000/2.0- 0.85 * 1.959/2.0) Computation of Strength & Moment from one bar Distance between extreme fiber and bar = 357.137 Kip -in =1.959 = 67.922 Kip = 215.151 Kip -in 1.875 Strain Bar Es Ec* (1- db/ xb) = 0.003 * (1 - 1.875 / 1.959) = 0.000 Max. Strain Er = Fr/ E, = 60.000 / 29000.000 = 0.002 I c <Er f,=fr* ICs1 /Er fe= 0.85*fc = 0.85 * 3.000 C.,=A.*(f.-f, = 0.440 * ( 3.710 - 2.550 ) M,1=C.,*(d/2.0-db/2.0) =0.511 *(8.000/2.0- 1.875/2.0) Total Bar Capacity Cs Capacity of the Column = Cc + C. = 67.922 +-51.779 Total Bar Moment Ms = 3.710 2.550 Kip = 0.511 Kip = 1.085 Kip -in =-51.779 Kip = 16.143 Kip / in2 = 536.770 Kip -in Total Moment = Mc + Ms = 215.151 + 536.770 = 751.921 Kip -in Bresler Load Contour Equation (M./Mt )-+(Me/M2).<= 1.0 ( 25.843 / 357.137) 1.240+ (25.843 / 751.921 )1200 = 0.054 Computation of Minimum clear distance between bars As per ACI 10.2.7 1.5 * Bar dia 1.5 * 1 = 1.125 1.5 * Bar dia < 1.5" = 1.5" Computation of distance between bars in Breadth ( Breadth - 2.0 * Cover - Bardia * ( Number of Bars / 2 ) ) / ( ( Number of Bars / 2 ) - 1 ) (8.000-2.0* 1.500-0.750*(4/2))/((4/2)- 1 ) 5-Jo Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 4 of 6 Research Engineers Job No Sheet No 5 Rev Engineer Ali Arbab Date Job Title Column N° 2 Checked Date Approved Date t Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... = 3.500 Distance between bars 3.500 is greater than Minimum Clear Distance 1.500 Design of Ties As per ACI 7.10.5 Tie Bar Number 3 Tie bar spacing As per ACI 7.10.5.1 Tie Bar dia * 48 = 48 * 0.375 = 18.000 Main Bar dia * 16 = 16 * 0.750 = 12.000 < least dimension of the column = 8.000 Designed Tie bar spacing = 8.000 All calculations are based on Pound and Inches **** End of report **** Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 5 of 6 Research Engineers Job No Sheet No 6 Rev Engineer Ali Arbab Date Job Title Column N° 2 Checked Date C1ivnt Gitnner Residence Approved File Gitner calculations.etc Date DdTm 05-Nov-2004 14:30 as A 4#6 B -- - _ . #3 @ 8.00c/c Print Time/Date: 05/02/2005 11:31 STAAD.etc Release 3.0 Page 6 of 6 Height = Depth = Width = Clear Cover = From LRB-1 /LRB-2 : Total Load : DL = LL = DL = LL = Wind = Pu = See Computer Output b= h= Gittner Residence 8.00 in 24.00 in ARBAB ENGINEERING, INC. Consulting Engineers Column Design Column 4 10.83 ft 24.00 in 8.00 in 1.50 in 4.18 kips 1.32 kips 4.18 kips 1.32 kips 0.00 kips 8.10 kips b Eccentricity = Muy = Muz = h Use4#6w/Ties#3@8"c.c. 2.40 in 19.43 in -kips 19.43 in -kips 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Research Engineers Job No Sheet No 1 Rev Engineer Ali Arbab Date Job Title Column N° 4 Checked Date Approved Date t Gitnner Residence File Gitner catculations.etc DUTm 05-Nov-2004 14:30 Input Geometry Data Loading Data Material Properties inforcement Details Item Value Unit Depth 24 in Width 8 in Item Value Unit Ult. Axial Load 8.1 kip al Ult. Mz 19.43 kip -in iti Ult. My 19.43 kip -in Ult. Shear 0 kip Lai Ult. Torsion 0 kip -in ad Mom. Mag. Y 1 Mom. Mag. Z 1 Item Value Unit Fc 3 ksi aff Fy Main 60 ksi ad Fy Secondary 60 ' ksi ga Item Value Unit Clear Cover 1.5 in ( Country's Bars US(Imp) Min. Main Bar Size 6 Max. Main Bar Size 8 Ed Min. Sec. Bar Size 3 til Max. Sec. Bar Size 3 Itti Arrangement Flex. Reinf. on 2 sides 5-a4 Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 1 of 6 Research Engineers Job No Sheet No 2 Rev Engineer Ali Arbab Date Job Title Column N° 4 t Gitnner Residence Checked Approved File Gitner calculations.etc Date Date Dt/Tm 05-Nov-2004 14:30 Output Geometric Data Depth (In) 24.000 Width (In) 8.000 Load Data Axial Load (kip) 8.100 Moment-Z (kip -In) 19.430 Moment-Y(kip-in) 19.430 Design Details Phi 0.700 Steel Area Reqd. (In2) 1.920 Reinforcement Details Bar Config. 4 #7 Reinforcement % 1.250 Steel Area Provided (In2) 2.400 Tie bar Config #3 @ 8.0 in c/c Column Capacity Z-Direction Y-Direction PO (kip) 627.480 627.480 Pn Max (kip) 501.984 501.984 P-Ten (kip) -144.000 -144.000 P-bal (kip) 223.355 159.613 M-bal (kip -In) 2878.724 703.212 e-bal (in) 12.889 4.406 MO (kip -in) 1486.150 404.056 P-My Interaction Diagram 300 ♦ , _ — i i => -200 i I 0 200 600 1000 1400 1800 2200 2600 P-Mz Interaction Diagram 300 200 ._....... - ---_ I I .. __ i♦ y._. I i i i i i 1 0 200 600 1000 1400 1800 2200 2600 3000 5-05 Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 2 of 6 Research Engineers Job No Sheet No 3 Rev Engineer Ali Arbab Date Job Title Column N° 4 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation 5 a(40 Rectangular Concrete Column Design : Gitnner Residence Design Load Design Load 8.100 / 0.700 11.571 Kip Design Moment M. 19.430 / 0.700 27.757 Kip -in Design Moment Mx 19.430 / 0.700 27.757 Kip -in Set Trial Steel % and Bar Confi2. Bar size Number of Bars Steel Area Computation of Strength & Moment in Depth Neutral Axis Depth Xb Computation of Strength & Moment from Concrete CC 0.85*Xb*b*13*fe = 0.85 • 2.941 * 8.000 *0.850 *3.000 Mx= Cc*(d/2.0-(0.85 *Xb/2.0) = 51.002 * ( 24.000 / 2.0 - 0.85 * 2.941 / 2.0 ) Computation of Strength & Moment from one bar Distance between extreme fiber and bar =7 =4 = 1.250 = 2.941 = 51.002 Kip = 548.270 Kip -in 1.938 Strain Bar Es Ex* (1- db/ xb) = 0.003 * ( 1 - 1.938 / 2.941 ) =0.001 Max. Strain Ey = Fy / E. = 60.000 / 29000.000 = 0.002 E.I <Er f. = fy* IEsl / Ey fc= 0.85 * fc = 0.85 * 3.000 Cs,=As,•(fs-1c) = 0.600 * ( 29.691 - 2.550 ) M,,=C.,* (d/2.0-db/2.0) = 16.285 * (24.000/2.0- 1.938/2.0) Total Bar Capacity Cs Capacity of the Column = Cc + Cs = 51.002 +-39.431 Total Bar Moment Ms = 29.691 = 2.550 Kip = 16.285 Kip = 163.864 Kip -in =-39.431 Kip = 11.571 Kip / in2 =-99.771 Kip -in Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 3 of 6 Research Engineers Job No Sheet No 4 Rev Job Title Column N° 4 Engineer Ali Arbab Checked Date Date Approved Date t Gitnner Residence File Gitner calculations.etc DtITm 05-Nov-2004 14:30 Calculation, cont... Total Moment = Mc + Ms = 548.270 +-99.771 Computation of Strength & Moment in Breadth Neutral Axis Depth Xb Computation of Strength & Moment from Concrete Cc= 0.85*Xb*b*13*fc 0.85 • 1.782 * 24.000 *0.850 *3.000 Mc= Cc*(d/2.0-(0.85 *Xb/2.0) 92.691 * (8.000 / 2.0 - 0.85 * 1.782 / 2.0 ) Computation of Strength & Moment from one bar Distance between extreme fiber and bar sag = 448.499 Kip -in = 1.782 = 92.691 Kip = 300.572 Kip -in 1.938 Strain Bar Es Ec* (1- db/ Xb) = 0.003 * ( 1 - 1.938 / 1.782) = -0.000 Max. Strain ey = Fy / E, = 60.000 / 29000.000 = 0.002 IEsI<Er f,=fr* IEsI / I E.I <Er = fy* IcsI / Ey = 7.600 = -7.600 C,t=A,,•tes-fc> = 0.600 * (-7.600 - 0.000) = -4.560 Kip M,t=CS,*(d/2.0-db/2.0) = -4.560 * (8.000 / 2.0 - 1.938 / 2.0) = -9.405 Kip -in Total Bar Capacity Cs = -81.120 Kip Capacity of the Column = Cc + Cs = 92.691 +-81.120 = 11.571 Kip / in2 Total Bar Moment Ms = 1281.690 Kip -in Total Moment = Mc + Ms = 300.572 + 1281.690 =1582.262 Kip -in Bresler Load Contour Equation (Mx/Mt )a+(ML/M2)><= 1.0 ( 27.757 / 448.499) t.240+ (27.757 / 1582.262 )1.240 = 0.038 Computation of Minimum clear distance between bars As per ACI 10.2.7 1.5 * Bar dia 1.5 * 1 = 1.313 1.5 * Bar dia < 1.5" = 1.5" Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 4 of 6 Research Engineers Job No Sheet No 5 Rev Engineer Ali Arbab Date Job Title Column N° 4 Checked Date Approved Date Gitnner Residence File Gitner calculations.etc Dt/Tm 05-Nov-2004 14:30 Calculation, cont... s-6$ Computation of distance between bars in Breadth ( Breadth - 2.0 * Cover - Bardia * ( Number of Bars / 2 ) ) / ( ( Number of Bars / 2 ) - 1 ) (8.000-2.0* 1.500-0.875*(4/2))/((4/2)-1) = 3.250 Distance between bars 3.250 is greater than Minimum Clear Distance 1.500 Design of Ties As per ACI 7.10.5 Tie Bar Number 3 Tie bar spacing As per AC17.10.5.1 Tie Bar dia * 48 = 48 * 0.375 =18.000 Main Bar dia * 16 = 16 * 0.875 = 14.000 < least dimension of the column = 8.000 Designed Tie bar spacing = 8.000 All calculations are based on Pound and Inches **** End of report **** Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 5 of 6 Research Engineers Job No Sheet No 6 Rev Job Title Column N° 4 it Gitnner Residence Engineer Ali Arbab Checked Approved ------------- . File Gitner calculations.etc Date Date Date A 4 #7 B #3 @ 8.00c/c 8.000 in B DbTm 05-Nov-2004 14:30 5 a9 Print Time/Date: 05/02/2005 11:35 STAAD.etc Release 3.0 Page 6 of 6 Loads : Height = Diameter = Thickness = ARBAB ENGINEERING, INC. Consulting Engineers Column Design 8.58 ft 4.00 in 0.25 in Steel Column Design (6 ) From Low Roof : Area Tributary = DL = LL = Total Load = See Computer Output 16.03 ft` 0.56 kips 0.48 kips 1.04 kips Use 4" Diameter x 1/4" Thick Gittner Residence 5-30 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Title . Job # : Description.... Dsgnr: Date: 5-3I L11:56AM, 2 MAY 05 FastFrame 2-D Frame Analysis, V 5.0.9 - Page 1 Nodes... - Node Label 1 2 Node Coordinates X ft 0.000 0.000 0.000 8.580 X Restraint Fixed Fixed Y Restraint Fixed Z Restralnt Node Temp deg F 0 Member... Member Label Property Label Endpoint Nodes I Node J Node Member Left X I End Releases Y Z X J End Releases Y Z .580 Member Stress Check Data... Member Label Unbraced Lengths Lu:Z ft Lu:XY Slenderness Factors K:Z K:XY AISC Bending & Stability Factors Cm Cb Column 6 8.580 8.580 1. Materials... Member Label Youngs ksi Density kcf Thermal in/100d Yield ksi Steel 29,000.00 0.490 0.000000 0.000650 1.00 36.00 Section Sections .. Prop Label Group Tag Material Area Depth Width Tf Tw lxx lyy S4x7.7 Steel 2.260 in2 4.000 in 2.663 in 0.293 in 0.193 in 6.08 in4 0.76 in4 Member Point Loads.... Member Label Magnitude Distance from "I" Node Load Direction # 1 Load Case Factors # 2 # 3 # 4 # 5 Column 6 Column 6 -0.560 k 8.580 ft -0.480 k 8.580 ft Global Y Global Y 1.000 1.000 Load Combinations... Load Combination Description Stress Increase Gravity Load Factors X Y # 1 # Load Combination Factors 2 # 3 # 4 # 5 DL DL+LL LL 1.000 1.000 1.000 -1.000 -1.000 1.000 1.000 1.000 1.000 Node Displacements & Reactions Node Label Load Combination Node Displacements X Y Z in in Radians Node Reactions X Y k k Z k-ft 1 1 1 2 2 2 DL DL+LL LL DL DL+LL LL 0 0 0 0 0 0 0 0 0 0-0.00093 0 0 -0.00169 0 0-0.00075 0 0 0.62598 0 1.10598 0 0.48000 0 0 0 0 0 0 0 0 0 0 0 0 Member End Forces... Member Label Load Combination Node " I " End Forces Axial Shear Moment k k ft-k Node " J " End Forces Axial Shear k k Moment ft-k Column 6 Column 6 Column 6 DL DL+LL LL 0.62598 0 0 1.10598 0 0 0.48000 0 0 0 0 0 0 0 0 0 0 0 (c) 1988-2001 ENERCALC H:\Doug\Gittner\calc\column 6.FFW V 5.0.9 Title . Job # : Description.... Dsgnr: Date: 5-39 11:56AM, 2MAY 05 FastFrame 2-D Frame Analysis v5.o.9- Page 2 Steel Stress Checks... Member Label Load Combination Overall Maximum @ 1/2 Left End 1/4 SpanSpanp 3/4 Span @ End Right g Shear Column 6 Column 6 Column 6 DL DL+LL LL 0.013 0.023 0.010 0.013 0.013 0.013 0.023 0.023 0.023 0.010 0.010 0.010 0.013 0.01: 0.023 0.02 0.010 0.011 0.000 0.000 0.000 Member Overall Envelope Summary Member Label Section Axial Shear Moment k k ft-k Deflection Maximum in Stress Ratio —> Deflection values listed are the maximum of a sampling of 31 points across the member 0.023 (c) 1988-2001 ENERCALC H:\Doug\Gittner\calc\column 6.FFW V 5.0.9 ARBAB ENGINEERING, INC. Consulting Engineers Column Schedule Mark Size Reinforcing Remarks 1 8"x15" 4#6 #3Ties@8"c.c. #3Ties@8"c.c. 2 8"x16" 4#6 3 4 8"x24" 4 # 7 # 3 Ties @ 8" c.c. 5 4" x 4" x 1/4" Steel Column 6 4"(1) x 1/4" Steel Column 7 6" x 3" x 1/4" Steel Column TC 8"x12" 4 # 5 # 3 Ties @ 8" c.c. Gittner Residence 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers 5- 324 Wall Design Wall Geometry : Unbraced Wall Height = 9.33 ft Wall Thickness = 8.00 in Reinforcing : Loads : From Roof : From 2nd Floor : From Selfweight : Total Vertical Load : See Computer Output : Gittner Residence Bar N° = 5 Bar Spacing = 48 in Bar Location = center Width Tributary = 13.33 ft DL = 466.67 Ibs/ft LL = 400.00 Ibs/ft Eccentricity = 0.00 in Width Tributary = 5.42 ft DL = 270.83 Ibs/ft LL = 216.67 Ibs/ft Eccentricity = 0.00 in Total Height = 18.67 ft DL = 1120.00 Ibs/ft DL = 1857.50 Ibs/ft LL = 616.67 Ibs/ft Windload = 53.30 psf Use #5a 48" c.c. 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <Wall Design> Page 1 of 2 Job Title: Wall Design INPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19.33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 9.33 ft UNSUPPORTED HEIGHT = 9.33 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4.60 in LOAD DATA UNIFORM DEAD LOAD = UNIFORM LIVE LOAD = UNIFORM LOAD ECC. = WIND LOAD SEISMIC FACTOR REINFORCEMENT DATA 0.00 plf 0.00 plf 0.00 in 53.30 psf 0.00 AXIAL DL @ T.O.W = 1857.50 plf AXIAL LL @ T.O.W = 616.67 plf WALL WEIGHT REBAR SIZE "#" = 5 REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3.75 AREA PER FOOT = 0.077 in^2 REBAR PERCENTAGE = 0.17 % ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 339 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi COLUMN LOCAT 60.00 psf <VERTICAL LOADS> «« « «< ACTING MOMENTS » » »»> DEAD _LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD (lbs) (lbs) (1b-in) (lb -in) (lb -in) (lb -in) AT TOP 1857 616 0 0 AT MIDHEIGHT 2137 616 0 0 6959 0 «««««< LOAD FACTORS »»»»»> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT TOP 1.00 0.00 0.00 0.00 2 AT TOP 1.00 1.00 0.00 0.00 3 AT MIDHEIGHT 1.00 0.00 0.00 0.00 4 AT MIDHEIGHT 1.00 1.00 0.00 0.00 [ Output ] <Wall Design> Page 2 of 2 5 AT MIDHEIGHT 1.00 1.00 1.00 COMBINED LOAD MOMENTS CASE (lb -in) «« « « « ACTUAL STRESSES » »»» » « BENDING » « BENDING » AXIAL MASONRY STEEL (psi) (psi) % MAX (psi) % MAX ACTUAL ALLOW STATUS 0.00 « COMBINED STRESSES » 1 0 38 0 0.000 0 0.000 0.078 1.000 2 0 49 0 0.000 0 0.000 0.100 1.000 3 0 38 0 0.000 0 0.000 0.078 1.000 4 0 49 0 0.000 0 0.000 0.100 1.000 5 6959 49 394 0.791 26167 1.090 0.890 1.330 End of MASWALL GOOD GOOD GOOD GOOD GOOD ARBAB ENGINEERING, INC. Consulting Engineers (e-3 Wall Geometry : Masonry Jamb Unbraced Wall Height = Wall Thickness = Tributary Wall Width = Reinforcing : Loads: See Computer Output : Gittner Residence 9.33 ft 8.00 in 3.50 ft Bar N° = 6 Bar Location = center Windload = 53.30 psf i•ae-IU-aalidaaonch 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <Masonry Jamb> Page 1 of 2 Job Title: Maso NPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi Fsc: REINFORCING = 0 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19.33 PILASTER UNIT WEIGHT = 100 psf SPECIAL INSPECTION ? = YES WALL DATA TOTAL HEIGHT = 9.33 ft TRIB. WALL WIDTH = 3.50 ft UNSUPPORTED HEIGHT = 9.33 ft PILASTER WEIGHT = 82.74 plf PILASTER DEPTH = 8.00 in PILASTER WIDTH = 16.00 in PILASTER GROSS AREA = 119.14 in^2 LOAD DATA GIRDER DEAD LOAD = 0.00 lb WIND LOAD = 53.30 plf GIRDER LIVE LOAD = 0.00 lb SEISMIC FACTOR = 0.00 GIRDER LOAD ECC. = 0.00 in WALL WEIGHT = 60.00 psf REINFORCEMENT DATA REBAR SIZE "#" = 5 AREA OF STEEL = 0.614 in^2 # BARS E/F = 1 REBAR % = 0.785 % DEPTH TO REINF = 5.00 in ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 363 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi COLUMN LOCAT <VERTICAL LOADS> ««« « < ACTING MOMENTS »» »» > DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD (lbs) (lbs) (lb-ft) (lb-ft) (lb-ft) (lb-ft) AT TOP AT MIDHEIGHT 0 385 0 0 0 0 0 0 2029 0 «««««< LOAD FACTORS »»»»»> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT TOP 1.00 0.00 0.00 0.00 2 AT TOP 1.00 1.00 0.00 0.00 3 AT MIDHEIGHT 1.00 0.00 0.00 0.00 4 AT MIDHEIGHT 1.00 1.00 0.00 0.00 [ Output ] <Masonry Jamb> Page 2 of 2 5 AT MIDHEIGHT 1.00 1.00 1.00 0.00 «««« « ACTUAL STRESSES »»»»» COMBINED « BENDING » « BENDING » LOAD MOMENTS AXIAL MASONRY STEEL « COMBINED STRESSES » CASE (1b-ft) (psi) (psi) % MAX (psi) % MAX ACTUAL MAX STATUS 1 0 0 0 0.00 0 0.00 0.000 : 1.00 GOOD 2 0 0 0 0.00 0 0.00 0.000 : 1.00 GOOD 3 0 3 0 0.00 0 0.00 0.007 : 1.00 GOOD 4 0 3 0 0.00 0 0.00 0.007 : 1.00 GOOD 5 2029 3 424 0.85 17782 0.74 0.857 : 1.33 GOOD End of PILASTER ARBAB ENGINEERING, INC. Consulting Engineers Load Bearing Wall Design Wall Geometry : Unbraced Wall Height = 9.33 ft Wall Thickness = 8.00 in Reinforcing : Bar N° = 5 Bar Spacing = 48 in Bar Location = center Loads : From 2nd Floor : Width Tributary = DL = LL = Eccentricity = From Selfweight : Total Height = DL = Total Vertical Load : DL = LL = Windload = See Computer Output : 10.02 ft 501.24 Ibs/ft 400.99 Ibs/ft 0.00 in 9.33 ft 559.80 Ibs/ft 1061.04 Ibs/ft 400.99 Ibs/ft 0.00 psf Use #5na 48" c.c. Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <Load Bearing Wall Design> Page 1 of 2 Job Title: Load Bearing Wall Design NPUT DATA GENERAL DATA BUILDING CODE = ACI 530-92/ASCE 5-92 Fm : MASONRY = 1500 psi Fs : REINFORCING = 24000 psi ELASTIC MODULUS = 1500 Ksi MODULAR RATIO = 19.33 SPECIAL INSPECTION ? = YES SOLID GROUTED ? = NO WALL DATA TOTAL HEIGHT = 9.33 ft UNSUPPORTED HEIGHT = 9.33 ft WALL THICK. = 8 in EQUIV WALL THICK. = 4.60 in LOAD DATA UNIFORM DEAD LOAD = UNIFORM LIVE LOAD = UNIFORM LOAD ECC. = WIND LOAD SEISMIC FACTOR REINFORCEMENT DATA 0.00 plf 0.00 plf 0.00 in 0.00 psf 0.00 AXIAL DL @ T.O.W = 10601.00 plf AXIAL LL @ T.O.W = 400.99 plf WALL WEIGHT REBAR SIZE "#" = 5 REBAR LOCATION = CENTER REBAR SPACING = 48 in DEPTH TO REINF = 3.75 AREA PER FOOT = 0.077 in^2 REBAR PERCENTAGE = 0.17 % ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 339 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi COLUMN LOCAT 60.00 psf <VERTICAL LOADS> «« « « < ACTING MOMENTS »» »» > DEAD LIVE DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD LOAD LOAD (lbs) (lbs) (lb -in) (lb -in) (lb -in) (lb -in) AT TOP 10601 400 0 0 AT MIDHEIGHT 10880 400 0 0 0 0 «««««< LOAD FACTORS »»»»»> LOAD DEAD LIVE WIND SEISMIC CASE COLUMN LOCAT. LOAD LOAD LOAD LOAD 1 AT TOP 1.00 0.00 0.00 0.00 2 AT TOP 1.00 1.00 0.00 0.00 3 AT MIDHEIGHT 1.00 0.00 0.00 0.00 4 AT MIDHEIGHT 1.00 1.00 0.00 0.00 [ Output ] <Load Bearing Wall Design> Page 2 of 2 5 AT MIDHEIGHT 1.00 1.00 1.00 0.00 « « ««« ACTUAL STRESSES » »» » » COMBINED « BENDING » « BENDING » LOAD MOMENTS AXIAL MASONRY STEEL « COMBINED STRESSES » CASE (lb -in) (psi) (psi) % MAX (psi) % MAX ACTUAL ALLOW STATUS 1 0 197 0 0.000 0 0.000 0.395 1.000 GOOD 2 0 204 0 0.000 0 0.000 0.409 1.000 GOOD 3 0 197 0 0.000 0 0.000 0.395 1.000 GOOD 4 0 204 0 0.000 0 0.000 0.409 1.000 GOOD 5 0 204 0 0.000 0 0.000 0.409 1.330 GOOD End of MASWALL Loads : From Roof : From Wall : From 2nd Floor : ARBAB ENGINEERING, INC. Consulting Engineers Footing Design Footing F-1 Wtrib = 13.33 ft DL = LL = 466.67 Ibs/ft 400.00 Ibs/ft Height = 18.67 ft DL = 1866.67 Ibs/ft Wtrib = 5.33 ft DL = LL = Total DL = 2600.00 Ibs/ft Total LL = 613.33 Ibs/ft 266.67 Ibs/ft 213.33 Ibs/ft Using a Continuous Footing 24" x 12" See Computer Output : Use 3 # 5 continuous & # 4 @ 24" c.c. Short Way Gittner Residence 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <Footing F-1> Page 1 of 1 PROJECT: Footing F-1 WALL FOOTING DATA: TYPE TW BF QA PLL PDL PV TV CTR in. ft. psf ( kips/feet ) in. 1 8.00 2.00 2000. 0.62 2.60 0.00 0.00 1 DESIGN DATA: FC FY DMIN DMAX MINS MAXS CLRB CLRT ksi ksi ( inches ) ( inches ) 3.00 60. 12.0 12.0 #5 #5 3.00 3.00 FOOTING SIZE: WIDTH THICK 2'- 0" X 12" WALL FOOTING PARAMETERS: BL BR XBAR CL CR QS QDL ( inches ) in. in. in. psf psf 8 8 0.00 2.00 2.00 1609 1300 TRANSVERSE REINFORCING: #5 @14.0" X 1'- 6" bottom layer LONGITUDINAL REINFORCING: 2 #5 bottom, 2nd layer, continuous QUANTITIES PER LINEAR FOOT OF WALL FOOTING: Concr. lbs) (cu.ft.) 3.47 2.00 End of WALLFOOT As Areq'd d 0.27 0.26 8.69 Loads : From Column 5 : ARBAB ENGINEERING, INC. Consulting Engineers Footing Design Footing F-2 ( Square Footing ) DL = 4265.00 Ibs LL = 3470.00 Ibs Total DL = 4.27 kips Total LL = 3.47 kips Total = 7.74 kips D/T= 0.55 Using a Square Footing 36" x 36"x 16" See Computer Output : Loads : From Column 6 : DL = LL = Total DL = Total LL = Total = D/T= 0.56 kips 0.48 kips 1.04 kips 0.54 Use 6 # 5 Each Way Bottom Footing Design Footing F-3 ( Square Footing 561.05 Ibs 480.90 Ibs Using a Square Footing 36" x 36"x 16" See Computer Output : Use 6 # 5 Each Way Bottom Gittner Residence 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 [ Output ] <Footing F-2> Page 1 of 1 JOB TITLE: Footing F-2 GEOMETRIC DATA BMIN 3.00 feet TMIN 16.00 inches L/B INCR 1.00 BMAX 3.00 feet BCOL 4.00 inches LMIN 3.00 feet DCOL 4.00 inches LMAX 3.00 feet H 2.00 feet ***** LOAD DATA ***** PD 4.27 kips MD 0.00 ft-kips WD 0.0 psf PL 3.47 kips ML 0.00 ft-kips WL .0.0 psf PW 0.00 kips MW 0.00 ft-kips ***** MATERIAL PROPERTIES AND REINFORCING DATA **** QMAX 2000.0 psf BARMIN 5 GAM 100.0 pcf BARMAX 5 FC 3.0 ksi SPAMIN 6.00 inches FY 60.0 ksi SPAMAX 24.00 inches DP 3.00 inches CASE SERVICE SERVICE SOIL PRESSURE STRESS SERVICE MOMENTS SERVICE SHEARS LOADS MOMENT MIN MAX LENGTH LONG. TRANS. LONG. TRANS. kips ft-kips psf psf feet ft-kips ft-kips kips kips 1 6.60 0.00 733 733 3.00 1 1 0 0 2 10.07 0.00 1118 1118 3.00 2 2 1 1 3 4.95 0.00 549 549 3.00 1 1 0 0 4 4.95 0.00 549 549 3.00 1 1 0 0 5 7.55 0.00 839 839 3.00 2 2 0 0 6 7.55 0.00 839 839 3.00 2 2 0 0 ***** REQUIRED REINFORCING CASE LONGITUDINAL TRANSVERSE sq(in/mm) sq(in/mm) TOP BOT TOP BOT 1 0.00 1.04 0.00 1.04 2 0.00 1.04 0.00 1.04 3 0.00 1.04 0.00 1.04 4 0.00 1.04 0.00 1.04 5 0.00 1.04 0.00 1.04 6 0.00 1.04 0.00 1.04 DEVELOPMENT LENGTH DICTATES BAR QUANTITY ******* SIZE ********* WIDTH LENGTH THICKNESS ft ft in 3.00 3.00 16.00 ************************* REBAR **************************** LONG WAY SHORT WAY AS/COL TOP BOT TOP BOT sq (in/mm) 0 # 0@ 0.00 6 # 5@ 6.00 0 # 0@ 0.00 6 # 5@ 6.00 0.00 r7_3 End of rectfoot ( Output j <Footing F-3> Page 1 of 1 JOB TITLE: Footing F-3 ***** GEOMETRIC DATA ***** BMIN 3.00 feet TMIN 16.00 inches BMAX 3.00 feet BCOL 4.00 inches LMIN 3.00 feet DCOL 4.00 inches LMAX 3.00 feet H 2.00 feet ***** LOAD DATA ***** L/B INCR 1.00 PD 0.56 kips MD 0.00 ft-kips WD 0.0 psf PL 0.48 kips ML 0.00 ft-kips WL 0.0 psf PW 0.00 kips MW 0.00 ft-kips ***** MATERIAL PROPERTIES AND REINFORCING DATA QMAX 2000.0 psf BARMIN 5 DP 3.00 inches GAM 100.0 pcf BARMAX 5 FC 3.0 ksi SPAMIN 6.00 inches FY 60.0 ksi SPAMAX 24.00 inches CASE SERVICE SERVICE SOIL PRESSURE STRESS SERVICE MOMENTS SERVICE SHEARS LOADS MOMENT MIN MAX LENGTH LONG. TRANS. LONG. TRANS. kips ft-kips psf psf feet ft-kips ft-kips kips kips 1 2.89 0.00 320 320 3.00 0 0 0 0 2 3.37 0.00 374 374 3.00 0 0 0 0 3 2.17 0.00 240 240 3.00 0 0 0 0 4 2.17 0.00 240 240 3.00 0 0 0 0 5 2.53 0.00 280 280 3.00 0 0 0 0 6 2.53 0.00 280 280 3.00 0 0 0 0 ***** REQUIRED REINFORCING CASE LONGITUDINAL TRANSVERSE sq(in/mm) sq(in/mm) TOP BOT TOP BOT 1 0.00 1.04 0.00 1.04 2 0.00 1.04 0.00 1.04 3 0.00 1.04 0.00 1.04 4 0.00 1.04 0.00 1.04 5 0.00 1.04 0.00 1.04 6 0.00 1.04 0.00 1.04 DEVELOPMENT LENGTH DICTATES BAR QUANTITY ******* SIZE ********* WIDTH LENGTH THICKNESS ft ft in 3.00 3.00 16.00 ************************* REBAR **************************** LONG WAY SHORT WAY AS/COL TOP BOT TOP BOT sq (in/mm) 0 # 0@ 0.00 6 # 5@ 6.00 0 # 0@ 0.00 6 # 5@ 6.00 0.00 End of rectfoot ARBAB ENGINEERING, INC. Consulting Engineers Footing Schedule Mark Width ( in) Length (in) Depth (in) Reinforcing Remarks Top Bottom F-1 24.00 Cont. 12.00 - # 4 @ 24 " c.c. 3 # 5 Continuous F-2 36.00 36.00 16.00 - # 5 @ 6" c.c. Each Way F-3 36.00 36.00 16.00 - # 5 @ 6" c.c. Each Way 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 6-5 Gittner Residence ARBAB ENGINEERING, INC. Consulting Engineers 8- Ledger Type 2 P.T. Wood Anchor Bolt Anchor Bolt P.T. Wood (2) P.T. Wood 2" x 10" continuous along the wall with 5/8" Hilti kwik Bolt -II min. 4" embedment spaced at 16" c.c., NOA : 01-1001-.03 Bolt Diameter = Bolt Area = Min. Embedment = Vertical Load = W tributary = Load = spacing = Shear per Bolt = Effective Height ( H ) = Effective Width (W) = N° of Ledger = Shear ( Bolt) = Tension ( Bolt) = Ledger Check 5/8 in 0.31 in2 4.00 in 90.00 psf 5.33 ft 480.00 Ibs/ft 1.33 ft 640.00 Ibs 9.50 in 1.50 in 2 Units 640.00 Lbs 404.21 Lbs f„=(3v)/(2bd)x(d/d) ( Bolt Place @ Midheight of the ledger ) v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt v= b= d= d' = Allowable Shear = Wet Service factor Load Duration Factor = Allowable Shear = 640.00 Ibs 3.00 in 9.50 in 4.75 in 175 psi 0.97 0.90 152.78 psi Condition for a 2"x 8" member N° 1 Adjustment Factor Adjustment Factor Adjusted = 16.84 psi < 152.78 psi ( Allowable Shear) OK!! Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers &-a D.4.1.1 Anchor Bolt Design as per ACI-302 ppNn > Nu (D-1 ) ;Pun > Vu (D-2 ) Nu = 606.32 Ibs Vu = 960.00 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : i) Shear Loads : ii) Tension Loads : ( Hooked Bolts ) Condition A 0.75 0.75 Condition B 0.70 0.70 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B _ _ 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns = n Ase Fut (D-3 ) n = Number of Anchors ASe = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n = 1 Ase = 0.31 in2 ( For 5/8" Anchor Bolt ) Fut = 58.00 ksi N$ = 17.79 kips Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.2.1 Nominal Concrete breakout Strength Nob or Nog of an anchor or group of anchor in tension shall not exceed : For a single anchor : Nob = (An / Anno) 4'2 4'3 Nb (D-4) Ann = 9 heft hef= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318-02 / 413 Nb = k \,/fo hef15 k = 24 Cast in place anchors k = 17 Post Installed anchors +2 = 1 if Cmin > 1.5 hef Cmin = Min. Edge distance of Bolt Cmin = 4.75 < 1.5 her 4,2 = 0.7 + (0.3 Cmin / 1.5 her ) +2 = 0.9375 4'3 = 1.25 Cast in place anchors 4'3 = 1.40 Post Installed anchors het = 4.00 in Ano = An = 144.00 in2 129.00 in2 `I'2 = 0.9375 `I' 3 = 1.40 fo = 3000.00 psi Nb = 7.45 kips Nob = 8.76 kips I Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.3.1 The Nominal Pullout Strength Npn of an anchor in tension shall not exceed : Npn = �4NP (D-12) Np= 0.9 fo eh do (D-14 ) 3 do< eh < 4.5 do `1'4 = 1 ( worst case for section cracked ) do = 5/8 in eh = 3 do = 1.88 in Np = 3.16 kips Np„= 3.16 kips 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs=0.6nA58Fut (D-18) n = Number of Anchors Ase = Effective cross section area of an Anchor Fit = Shall not be greater than 1.9 Fy or 125 ksi n = 1 Ase = Fit = 0.31 in2 ( For 5/8" Anchor Bolt ) 58.00 ksi Vs = 10.68 kips 1 Gittner Residence g- 4 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av / Avo) +6 +7 Vb ( D-20 ) A„0=4.5c12 (D-22) c1= edge distance Av = From Fig. RD.6.2.1(b) ACI 318-02 / 421 Vb = 7 (I / do )0.2 /dofc (C1)15 (D-23 ) = 1 "6= 0.7+0.3(c2/1.5c1 ) ifc2 > 1.5 c1 if c2 < 1.5 c1 416 = 1 �7 = 1 Worst case c1 = 4.75 in A„o = 101.53 in` A„ = 57.00 in` do = 0.625 in fc = 3000.00 psi Vb = 3.45 kips Vcb = 1.94 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : Vcp = KcpNcb (D-28 ) Ncb= ( An / Ano ) +.2 +3 Nb Kcp = 2 ( for hef > 2.5 in ) Ncb = 8.76 kips Vc, = 17.52 kips 1.35 kips Gittner Residence (D-4) 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.7.3 Interaction of tensile and shear forces Nu Vu coNn yoVn 1.2 606.32 960.00 + 1.0 OK!! 2214.8 1354.68 D.8.1 Minimum Distance center to center 4 do = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 do = 3.75 in OK!! Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Pr Ledger Type 1 P.T. Wood 0 Anchor Bolt Anchor Bolt P.T. Wood (1 ) P.T. Wood 2" x 10" continuous along the wall with 5/8" Hilti kwik Bolt -II min. 4" embedment spaced at 24" c.c., NOA : 01-1001-.03 Bolt Diameter = Bolt Area = Min. Embedment = Vertical Load = W tributary = Load = spacing = Shear per Bolt = Effective Height ( H ) = Effective Width (W) = N° of Ledger = Shear ( Bolt) = Tension ( Bolt) = Ledger Check f„=(3v)/(2bd)x(d/d) 5/8 in 0.31 in2 4.00 in 90.00 psf 2.00 ft 180.00 Ibs/ft 2.00 ft 360.00 Ibs 9.50 in 1.50 in 1 Units 360.00 Lbs 113.68 Lbs ( Bolt Place @ Midheight of the ledger ) v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt v= b= d= d' = Allowable Shear = Wet Service factor = Load Duration Factor = Allowable Shear = 360.00 Ibs 1.50 in 9.50 in 4.75 in 175 psi 0.97 0.90 152.78 psi Condition for a 2"x 8" member N° 1 Adjustment Factor Adjustment Factor Adjusted 1 f„= 18.95 psi < 152.78 psi ( Allowable Shear) OK!! Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers g-� D.4.1.1 ppNn > Nu coVn>Vu Anchor Bolt Design as per ACI-302 ( D-1 ) (D-2) Nu = 170.53 Ibs Vu = 540.00 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : i) Shear Loads : Condition A 0.75 ii) Tension Loads : 0.75 ( Hooked Bolts ) Condition B 0.70 0.70 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B = 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns = n Ase Fut (D-3 ) n = Number of Anchors Ase = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n = 1 Ase = 0.31 in2 ( For 5/8" Anchor Bolt ) Fut = 58.00 ksi N$ = 17.79 kips I Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers 9 D.5.2.1 Nominal Concrete breakout Strength Nob or Noby of an anchor or group of anchor in tension shall not exceed : For a single anchor : Nob = (An / Ano) 4'2 413 Nb (D-4) Ano = 9 het2 her= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318-02 / 413 Nb = k ✓fo hefi.e k = 24 Cast in place anchors k = 17 Post Installed anchors 412 = 1 if Cmin > 1.5 het Cmin = Min. Edge distance of Bolt Cmin = 4.75 < 1.5 het 412= 0.7+(0.3 Cmin/ 1.5 het) +2 = 0.9375 4,3 = 1.25 Cast in place anchors 4'3= 1.40 Post Installed anchors her= 4.00 in Ann = 144.00 in2 An = 129.00 in2 = 0.9375 4'3 = 1.40 fo = 3000.00 psi Nb = 7.45 kips 8.76 kips Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.3.1 The Nominal Pullout Strength NP, of an anchor in tension shall not exceed : Npo = 'I'4N (D-12 ) NP = 0.9 fo eh do (D-14 ) 3 do< eh < 4.5 do = 1 ( worst case for section cracked ) do = 5/8 in eh = 3 do = 1.88 in NP = 3.16 kips Np„= 3.16 kips I Satin = 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs = 0.6 n ASe Fit (D-18 ) n = Number of Anchors Ase = Effective cross section area of an Anchor Fit = Shall not be greater than 1.9 Fy or 125 ksi n = 1 Ase = Fit = 0.31 in2 ( For 5/8" Anchor Bolt ) 58.00 ksi V$ = 10.68 kips Gittner Residence 5-Io 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av / Avo) +6 417 Vb ( D-20 ) Ago = 4.5 cf2 (D-22 ) c, = edge distance A„ = From Fig. RD.6.2.1(b) ACI 318-02 / 421 Vb = 7 (I / do )O.2 V dofc (C1)1 5 ( D-23 ) "6 = 1 4'6= 0.7+0.3(c2/1.5cf ifc2> 1.5cf ifc2<1.5c1 416= 1 +7 = 1 Worst case cf = 4.75 in Ave = 101.53 in` A„ = 57.00 in` do = 0.625 in fc = 3000.00 psi Vb = 3.45 kips Vob = 1.94 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : Vcp = KcpNob (D-28 ) Ncb = (An / Annn) +2 4'3 Nb Kcp=2 ( for hef > 2.5 in ) Ncb = 8.76 kips Vcp = 17.52 kips 1.35 kips Gittner Residence ( D-4 ) 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.7.3 Interaction of tensile and shear forces N„ Vu + cpNn cpVn < 1.2 170.53 540.00 2214.8 + 1354.68 = 0.5 OK!! D.8.1 Minimum Distance center to center 4 do = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 do = 3.75 in OK!! Gittner Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Ledger Schedule Type N° & Dimension Vertical Load ( psf) Bolt & Spacing L1 (1) 2" x 10" P.T. Wood 90.00 5/8" @ 24" c.c. L2 (2 ) 2" x 8" P.T. Wood 90.00 5/8" @ 16" c.c. 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305-891-5049 Fax : 305-891-0504 Gittner Residence BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) NIIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 Nu-Vue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors NVTP, NVHTA, NVSTA & NVHC. APPROVAL DOCUMENT: Drawing No. NU-1, sheets 1 through 2, titled "Truss Anchors and 5-Way Clip & Truss and Top Plate Anchors," with no revisions, dated 05/29/00, prepared by Nu-Vue Industries, Inc. signed and sealed by V. N. Tolat, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOM/ 00-0327.03 consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. NOA No: 03-0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 Page 1 q r / Nu-Vue Industries, Inc. A 1. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) DRAWINGS Drawings prepared by Nu-Vue Industries, Inc., titled "Truss and Top Plate Anchors" and "Truss Anchors and 5-Way Clip", drawing No. NU-1, sheetsl and 2, dated 05/29/2000 with no revisions, signed and sealed by V. N. Tolat, PE. B TEST Test reports on wood connectors per ASTM D1761 by Atec Associates, Inc., signed and sealed by P. G. Read, PE. Report No. Wood Connector Direction Date 1. 03697.0001 NVSA44 Down 11/27/96 2. 03697.0001 NVHC Lateral & Uplift 11/27/96 3. 03697.0001 NVBH24 Down & Up 11/27/96 4. 03697.000 NVHTA Lateral & Uplift 11/27/96 Test reports on wood connectors per ASTM D1761 by QCM Metallurgical, Inc. signed and sealed by F. Grate, PE. Report No. Wood Connector 1. 6EM-1364 NVTP4 C CALCULATIONS Report of Design Capacities Product Model 1. NVHTA 2 NVBH 3. NVSA 4. NVHC 5. NVTP prepared by V. N. Tolat No. of Pages 2 through 4 5 through 5 7 through 7 6 through 6 1 through 1 Direction Uplift Date 12/06/96 12/06/96 12/06/96 12/06/96 12/06/96 Date 07/17/96 Signature V. N. Tolat, PE V. N. Tolat PE. V. N. Tolat, PE V. N. Tolat, PE V. N. Tolat, PE. D STATEMENTS . 1. No Financial Interest letter issued by Vipin N. Tolat PE. on 12/18/96 signed and sealed by V. N. Tolat, PE. 2. No change letter issued by Nu-Vue Industries, Inc. on 03/17/03 and signed by M. R. Guardado. Candido F. Font PE. Sr. Product Control Examiner NOA No 03-0224.10 Expiration Date: May 22,2008 Approval Date: April 17, 2003 E-1 Top Plate Anchors. They are designed to anchor top and bottom wood plates to wood studs. Product Code Lumber Size Plate Gauge Dimensions A B NVTP4 2x4 20 3 - 5/8" 7 - 3/16" NVTP6 2x6 20 5 - 5/8" 8" NVTP8 2x8 20 7 - 3/8" 8 - 3/16" NVTP4H 2x4 18 3 - 5/8" 7 - 3/16" NVTP6H 2x6 18 5 - 5/8" 8" NVTP8H 2x8 18 7 - 3/8" 8 - 3/16" 1) Minimum Nail Penetration 10d =1.776" & 1.572" Fastener 8d Uplift Lbs. Fastener 10d Uplift Lbs. 6 800 6 968 8 1067 8 1200 10 I200 10 1200 12 1200 12 1200 GENERAL NOTES: a) The approved products shall be made of galvanized steel conforming to ASTM A653 structural quality Grade 33 (min. yield 33 ksi) and a minimum coating of G90 according to ASTM A525. b) Allowable loads are based on National Design Specifications for wood construction 1991 Edition & 1993 Errata. c) Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species or conditions shall be adjusted accordingly. d) Fasteners are common wire nails, lag screws or bolts for single shear as showed and noted on the approval. e) All tests were conducted in accordance with ASTM D-1761. f) Allowable loads for wind uplift have already been increased by a duration load factor of 33% and no other increase is allowed. Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steeL UPLIFT w. AP - Product Code Strap Gauge Dimension H Fastener me Uplift Lbs. Fastener 16d' Uplift Lbs. Fastener 10d x 1i ' LI Lbs. L2 Lbs. NVHTA 8 14 8" 8 1935 8 2028 6 1617 1943 NVHTA 10 14 10" 10 2133 10 2133 6 1617 1943 NVHTA 12 14 12" 12* 2133 12* 2133 6 1617 1943 NVHTA 14 14 14" 14* 2133 14* 2133 6 1617 1943 NVHTA 16 14 16" 18* 2133 18* 2133 6 1617 1943 NVHTA 18 14 18" 20* 2133 20* 2133 6 1617 1943 NVHTA 20 14 20" 22* 2133 22* 2133 6 1617 1943 NVHTA 22 14 22" 24* 2133 24* 7111 c 1) Minimum embedment into concrete 4". 2) * 3 number of fasteners can be reduced to 10 without lowering anchor capacity. 3) Total number of fastener in both straps. 4) 4 Total number of fastener in seat. 5) Nails are necessary in straps and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip ( sheet 2) for combined loading. 7) Nails through chords shall not force the truss plate on the opposite side. APPROVED AS COMPLYING WITH THt SOUTH FLORIDA BUILDING CODE DATF -� 2- o BY PRODUCT CONTROL DIVISION BUILDING CODE COMPLIANCE OFFICI ACCEPTANCE NO 610-032*7• VIPINN. TOLAT, P.E. (CIWL FL. REG. # 12847 1617 1943 1 PRODUCT RENEWED as cO,1Clyi"p with Du Flovdds F.zz, 1,;:1 Iio Ast.ad Dads Divides 10 Nu-Vue Imo, �. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 DWG #: NU-1 TRUSS AND TOP PLATE ANCHORS Sheet 1 of 2 Date: May 29, 2,000 Revisions: Deep Seat Truss Anchor. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steeL UPLIFT Truss Plate required to transfer uplift to bottom chord. Product Code Strap Gauge Dimension H Fastener lod' Uplift Lbs. Fastener 16d' Uplift Lbs. Fastener 10d x ll ` LI Lbs. L2 Lbs. NVSTA 8 14 8" 5 1221 5 1221 6 1671 1541 NVSTA 10 14 10" 6* 1221 6 1221 6 1671 1541 NVSTA 12 14 12" 7* 1221 7 1221 6 1671 1541 NVSTA 14 14 14" 9• 1221 9 1221 6 1671 1541 NVSTA 16 14 16" 9• 1221 9 1221 6 1671 1541 NVSTA 18 14 18" 10* 1221 10 1221 6 1671 1541 NVSTA 20 14 20" 11* 1221 11 1221 6 1671 1541 NVSTA 22 14 22" 12• 1221 12 1221 6 1671 1541 1) Minimum embedment into concrete 4". 2) • number of fasteners can be reduced to 5 without lowering anchor capacity. 3) 3 Total number of fastener in strap. 4) 4 Total number of fastener in seat. 5) Nails are necessary in strap and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip for combined loading. 7) Nails through chords shall not force the truss plate on the opposite side. Fiveway Grip Clip (520). They are designed from 18 gauge steel to secure rafter and trusses to wall studs or top plates and wall studs to sill plates. L2 L1 4' Product Code Description Fastener Header Joist Allowable Loads Uplift LI L2 NVHC 37 5 way Clip 16 - 8d or 16-10d or 16-6d 12 - 8d or 12-l0d or 12-6d 710 560 730 1) Combined load of Uplift with L1 or Uplift with L2 must satisfy the following equation: Actual Uplift Actual L1 or L2 Allowable Uplift 2) For General Notes see Sheet 1. APPROVED AS COMPLYING WITH Wit SOUTH FLORIDA BUILDING CODE 2-$oe DAT BY . PRODUCT CONTROL DIVISION BUILDING CODE COMPLANCE OFFICE ACCEPTANCE 110. Cg%'- 2372.0?`_ VIPIN N. TOLAT, P.B. (CIVIL) Fi REG. # 12847 Allowable Ll or L2 <= 1.0 PRODUCT RENEWED a: riy2�yLu� xi.9 0» fluNa h Ag.4.-I§eC_P3eNio _ O Qb Miami Dade Product Casual OIeL1oa L1 Nu-Vue 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRusS ANCHORS AND 5-WAY CLIP DWG #: NU-1 Sheet 2 of 2 Date: May 29, 2,000 Revisions: 5 M I A M IDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors HLPTA75. APPROVAL DOCUMENT: Drawing No:MD0503, titled "HLPTA75" sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company signed and sealed by R. W. Lutz, PE, bearing the Miami - Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING:. Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by C • �;;�, . Font PE. NOA No: 03-0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 Page 1 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "HLPTA75", Drawing No. MD0503, sheets No. 1 & 1, dated 05/05/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood connectors per ASTM D1761 by Stork Twin City Testing Corporation, signed and sealed by J. D. Lee PE. Report No. Wood Connector Direction Date 1. TCT # 033047 HLPTA75 Parll, Perp & Up 04/29/03 C CALCULATIONS Report of Design Capacities prepared for United Steel Products Co. Product Model No. of Pages Date Signature 1. HLPTA 1 through 3 05/01/03 R. W. Lutz, PE D QUALITY ASSURANCE 1. Miami -Dade Product Control Division. E STATEMENTS 1. No interest letter issued by United Steel Products Co, on 04/02/03, signed & sealed by R. W. Lutz, PE and notarized by K. L. Kozlowski 2. Code compliance letter issued by United Steel Products Co on 04/02/ signed and sealed by R. W. Lut PE. Candido F. Font PE. Sr. Product Control Examiner NOA No 03-0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 E-1 HLPTA75 GROUT FILLED CONCRETE BLOCK (C-90) W/ TYPE S MORTAR WALL REINFORCING REQUIRES (1) #7 BAR @ CENTER OR (2) # 5 BARS @ SIDES. (SEE SECTION 2121.2.3 OF THE FLORIDA BUILDING CODE) HLPTA75 18 GAUGE GALVANIZED (TYP) TIE BEAM REQUIRED PER SECTION 2121.2.3 OF FLORIDA BLDG. CODE PRODUCT CODE DIMENSI❑NS FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W1 W2 H1 H2 TRUSS SEAT L1 L2 UPLIFT HLPTA75 7 3/8 1 9/16 5 1/8 9 9/16 (20) 10d X 1-1/2 (2) 10d X 1-1/2 1860 1715 2125 ]E\ERAL_ \ETES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITI❑N. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD C❑NSTRUCTION 1997 EDITI❑N FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER). LL TEST PERFORMED IN ACCORDANCE WITH ASTM D1761. 5) MINIMUM 2000 PSI GROUT. 6) PENETRATI❑N IS ASSUMED TO BE 1 1/2' INT❑ WOOD. BETWEEN RAFTER & STUD. UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE <507) 364-7333 NAME: HLPTA75 DATE: 5/5/03 R❑BERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET: 1 OF 1 DWG. #: MD0503 MDADE 9-8. M I A M I'OALIE MIAMI-DADS COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER MEET, SUITE 1603 MIAMI, FLORIDA 33130.1563 (305) 375-2901 FAX (305) 375.2908 CONTRACTOR LICENSING SECTION (303) 373-2327 PAX (305) 373.255K corrrn' CTOR i?rgeott Iwto r DIVISION (303) 375.2966 PAX (305) 375.2908 ettODUC1' CONTROL DIVISION l (303) 373.2902 FAX (305) 372.6339 Your application for Notice of Acceptance (NOA) of: USP Lumber Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County. Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below, BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer, ACCEPTANCE NO.: 01-0912.05 EXPIRES: 10/09/2008 /2-IA-to Raui Koarlgucz Chief Product Control Division THIS IS THE COVERSHEET,SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEEO This "application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth .above. APPROVED: 11 /01/2001 Its045000I1pc200011templateslnotIce acceptance cover page.dot Internet mail address: postmastcrJhuildingcadeontine.corn Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Homcpagc: http:l/www.buildingcodeonlinc.com a-Q United Steel Products Company. ACCEPTANCE NO: 01-0912.05 APPROVED: NOV 0 1 2O 131 EXPIRES: 10/09/2008 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.I This renews and revises the Notice of Acceptance No. 00-0913.07, which was issued on 12/07/2000. it approves wood connectors; as described in Section 2 of this Notice of'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual toads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The IJSP Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. MDADE and sheets 1 of 1, titled "RT AND TA SERIES", prepared by United Steel Products Company, dated 10/06/00.with no revisions. The drawings shall bear the Miarni-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Yellow Pine or better with a specific gravity of 0.55 and moisture content of 19%.or less. 3.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. 4. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, i'E, Sr. Product Cotttrol•Examincr Product Control Division of --to United Steed Products Company. ACCEPTANCE NO: 01-0912.05 APPROVED: 0 1 29nt EXPIRES: 10/09/2008 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the :following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acccptancc. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who,originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. S. Any of the following shall also be grounds for removal of this Acccptancc: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of' the Notice of Acccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 L RT RAFTER TIE SERIES 14 GAUGE Product Code Dimension L Fasteners 16d Allowable Load Down 100% Uplift133% RT8 8" 6 340 --- RT10 10" 8 455 --- RT12 12" 8 455 --- RT14 14" 10 565 755 RT16 16" 12 680 905 RT18 18" 14 795 1020 RT20 20" 16 905 1020 RT22 22" 18 1020 1020 RT24 24" 18 1020 1020 RT28 28" 18 1020 1020 RT30 30" 18 1020 1020 RT32 32" 18 1020 1020 RT34 34" 18 1020 1020 RT36 36" 18 1020 1020 RT38 38" 18 1020 1020 RT40 40" 18 1020 1020 RT44 44" 18 1020 1020 RT48 48" 18 1020 1020 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTN A653 STRUCTURAL GRADE 33) AND A MINIMUM GALVANIZED COATING ar G90 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 332 FOR YIN➢ LOAD CONDITION, NO FURTHER INCREASE IS ALLOYED 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR woo)) CONSTRUCTION 1991 EDITION L 1993 ERRATA, FOR SOUTHERN YELLOW PINE (G. 0.55 OR BETTER) L TEST PERFORMED IN ACCORDANCE WITH ASTM D1761 TA/TAR TRUSS ANCHOR SERIES 14 GAUGE Product Code Dimension Length Fastener 10d x 1.5" Allowable Load Uplift L1 L2 TA121TA12R 12" 5 — 215 245 TA14ITA14R 14" 6 830 215 245 TA16/TA16R 16" 6 830 215 245 TA18/TA113R 18" 7 970 215 345 TA20ITA20R 20" 9 1040 215 345 TA22ITA22R 22" 10 1155 255 345 TA24/TA24R 24" 11 1270 255 345 Notes 1) 2) 3) 4) 5) 1) Number of fasteners shall be equally div'ded between rafter and s 2) Penetration is assumed to be 1 112" into wood L1 are loads applied parallel to bearingwall L2 are Toads applied perpendicular to bearing wall Minimum embedment of ties 4" Allowable Toads for uplift, L1 and 1.2 are not to be combined Minimum nail penetration 1.5" APPROYED M CCIAPLYIXB WITH in SOUTH FLORIDA BUILDING C09E DATE WO 001 -- BY PRCDU OL DTYI1IO!i BUILDING CODE COIDUA10E OmVE ACCEPTANCE N0. 01- 0112.0 S TA R TA UN/TED STEEL PRODUCTS COMPANY P03 RONONUwCRr. NN SGO4'i PROW OW) 34 -) T6 A a001 RT AND TA SERIES g 9 • a((. TNONAS ALLEN MX/1EN 10/06/00 PROFESSIONAL ENGINEER (CIVIL) FLORDIA RCG NM S0099 t«ar. Amt. 1 1 MDADE ct-LA M I A M I•DADE MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Hilti, Inc. 5400 S. 122nd E. Ave. Tulsa ,OK 74146 BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 CONTRACTOR LICENSING SECTION (305) 375-2527 FAX (305) 375-2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375-2966 FAX (305) 375-2908 i'RODUCr CONTROL DIVISION (305) 375-2902 FAX (305) 372-6339 Your application for Notice of Acceptance (NOA) of: Hilti Kwik Bolt -II Concrete Expansion Anchors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-1001.03 EXPIRES: 11/04/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 12/13/2001 Francisco J. Quintana, R.A. Director Miami -Dade County . Building Code Compliance Office \\s0450001\pc2000\\(emplaces\notice acceptance cover page.dot Internet mail address: postmaster@buildingcodeonline.com Homepage: http://www.buildingcodeonline.com Q -I 3 Hilti, Inc. ACCEPTANCE NO: 01-1001.03 APPROVED: DEC 1 3 2001 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 98-0901.13 which was issued on 01/20/99. It approves concrete anchors as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the allowable load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Hilti Kwik Bolt II shall be fabricated and used in strict compliance with the following documents: Drawing No. 543-003-A, titled "Hilti Kwik Bolt II Mechanical Expansion Anchor for concrete and Masonry Elements", prepared by Hilti, Inc. dated 11/12/98 with no revisions, sheet 1 of 1, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for 3000 psi compressive strength Concrete and Grout Filled Concrete blocks per ASTM C90. 4. INSTALLATION 4.1 The concrete anchor shall be installed in strict compliance with the installation instructions published by Hilti, Inc. 5. LABELING 5.1 Each concrete anchors shall have a mark identifying the manufacturer and each box of anchors shall have a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, PE, Sr. Product Control Examiner Product Control Division -2- Q-14 Hilti, Inc. ACCEPTANCE NO: 01-1003.01 APPROVED: DEC 1 3 2001 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test -supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- Hilti, Inc. ACCEPTANCE NO: 01-1001.03 APPROVED: DEC 1 3 2001 EXPIRES: 11/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (For File ONLY. Not part of NOA) A DRAWINGS: 1. Drawings prepared by Hilti, Inc, titled "Hilti Kwik Bolt II Mechanical Expansion Anchor for Concrete and Masonry Elements", Drawing No: 543-003-A, dated 11/12/98, sheet 1 of 1, with no revisions, signed and sealed by T. E. Lunn, PE. B TEST: 1. Test Report on Corrosion testing of fasteners prepared by Center for Applied Engineering, Inc., Job Number 257322-PS, dated 07/10/95 and signed by D. M. Moyer. 2. Test Report on Static Tension and Shear prepared by Southwest Inspection & Testing, Test report NO. QA8001B, dated 06/19/98, signed and sealed by R. L. Hess, PE. C CALCULATIONS: N/A D MATERIAL CERTIFICATIONS: N/A E STATEMENTS: 1. Letter of No financial Interest, prepared by Hilti, Inc., issued on 08/13/97, signed by T. Lippert and notarized on 08/15/97. 2. Letter of No change issued by Hilti, Inc., on 11 / 15/2001 and signed by T. Haanen. Candido Font, PE, Sr. Product Control Examiner Product Control Division El DESCRIPTION : HILTI Kwik Bolt II is a stud type expansion anchor with a single piece wedge which expands in concrete and CMU when torque is applied. They are supplied with o nut and washer. MATERIAL CHARACTERISTICS: Carbon steel studs conform to ASTM A510 with chemicol composition of AISI 1038. Wedges arer manufactured from AISI 1010 carbon steel. Nuts are carbon steel conforming to ASTM A563 Grade A and meet dimensional requirements of ANSI 818.2.2. Washers are made from carbon steel conforming to SAE 1005-1033 and meeting dimensional requirements of ANSI 18.22.1 Type A plain. DESIGN VALUES : Dio. Min. Embed. (in.) (in.) 3000 psi CMU Grouted Tension Shear Tension Shear 1/4 2 587 544 - - 3/8 2-1/2 1154 1311 753 1288 1/2 3-1/2 2041 1962 1117 2268 5/8 4 2925 3826 1629 2850 3/4 4-3/4 3687 5782 - - 1 6 5460 10379 - - GENERAL NOTES : 1) Design values in pounds ore equal to ultimate load divided by 4. 2) Edge distance shall be 1.5 times the minimum embedment and center to center distance shall be 2.0 times the minimum embedment. 3) Anchor installation shall be made in accordance with Hilti's published instal — lotion instructions in the Product Technical Guide. APPROVED AS COMvi1i116 BIIH THE SOUTH FLORIDA BUILDING CODE BATE EC 2001 PROBIzi :Ik i0E O8?;IO11 BWILDINB CODE CfiMPUANCE BFAEI ACCEPTABLE NO.Oi— 1001.0 ENGINEERING P.O.Bea 10121 760 US NRiHTAY 1. SURE 301 NORTH PAL)/ SEAC8. Pl. WWI a me (667) 1160-0166 PAIL• (001) 626-4606 teTmekt.sot MAMA ABC 26112 HILTI, INC. PO BOX 21148 TULSA, OK 74121 HILTI KWIK BOLT II MECHANICAL EXPANSION ANCHOR FOR CONCRETE AND MASONRY ELEMENTS REVISION DATE: DATE: 11-12-98 DRAWING 543-003—A SCALE: 1" = 1" SHEET NO. 1 OF 1 FOR OFFICE USE APPROVED AS COMPLYING WMI THE SOUTH FLORIDA BUILDING CODE )AT 14,0•1 19 3Y PRODUCT CONTROL DIV.S OY BUILDING CODE COMPL:ABCE OFFICE ACCEPTANCE 40 4Q'CIo I. L3 - Sheet Ai ARBAB CONSULTING 11900 ENGINEERING, NE ENGINEERS BLVD., SUITE 508 INC. Gitnner Residence Two Ply Truss Single Bolted Drawn By: =`=, NORTHTH MIA MIAMI, FLORIDA 33181 _ Date: PHONE NO. (305) 891-5049 FAX. NO. (305) 891-0504 File: — . 12" • 9 3/4" ci—irt VARIES 7" TO 11' `_' 1 0 I Ilit \L/4" �F TYP. TYP' TOP T. co OF GBEAM 3 16 0 a °. ! a 20 GA. SHEET METAL < > d a . a IL_ m a i 4''--,-.____ MIN. . 9"i • a. — d • • EMBEDMENT ' /1 ' • • 0 — — (TYPICAL) 1'-4" r-4" — �`- 32" _ /4 — I WO PLY TRUSS (MAX. UPLIFT = 5,800#) SCHEDULE MARK DESCRIPTION MARK DESCRIPTION 1 ANGLE 3"x3"x1/4" W/ EXTENDED LEG (Fy=36 KSI), SEE DWG. 5 SEE CONNECTION SCHEDULE FOR SIZE AND NUMBERS 2 STEEL PLATE 9 3/4"x4"x1/4" (Fy=36 KSI) 6 PREFABRICATED TWO PLY TRUSSES CONN. 3 7 MIN. 5/8" EXTERIOR GRADE PLYWOOD. SEE PLAN FOR NAILING REQ. 4 ONE(1) 5/8" DIAM. THRU BOLT FOR TWO PLY TRUSS 8 MIN. 8"x12" CONC. TIE BEAM (f'c=3,000 PSI, MIN.) g CONCRETE MASONRY BLOCK PLATE ASSIM3LY CONNECTION q-(Ec M IA M MADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: MIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors EHUH & UH Series. APPROVAL DOCUMENT: Drawing No.MD0603A, titled "EHUH SERIES & UH SERIES" sheet 1 & 2, with no revisions, dated 06/09/03, prepared by United Steel Products Company signed and sealed by R. W. Lutz, PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #00-0822.01 and consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by CandiTt. Font PE. 72/3 NOA No: 03-0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 Page 1 United Steel Products Company. A 1. NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawings prepared by United Steel Products Company, titled "EHUH SERIES & UH SERIES", Drawing No. MD0603A, sheets No. 1 & 2, dated 06/09/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Tcst reports on wood c Caudel, PE. Report No. 1. PT # 96-0904 2 PT # 96-0905 3 PT #96-0907 2. PT # 96-0901 3. PT # 96-0902 4. PT # 96-0903 5. PT # 96-0908A 5. PT # 96-1009A 6 PT # 96-1015 onnectors per ASTM D 1761 by Kleinfelder, signed and sealed by C. R. Wood Connector UH 26 UH 28 UH 210 ST 201 ST 201 ST2-202 EHUH 26 EHUH 28 EHUH 210 Direction Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up C CALCULATIONS Report of Design Capacities prepared for Hughes Manufacturing., Inc, Product Model No. of Pages Date 1. EHUH Series 1 through 24 02/28/96 2 UH Series 1 through 27 12/15/96 3 ST Series 1 through 15 12/15/96 Date 09/30/96 09/30/96 10/02/96 09/30/96 11/05/96 11/06/96 11/06/96 01/29/97 03/04/97 Signature T. F. Devening, PE T. F. Devening, PE. T. F. Devening, PE D STATEMENTS 1. No Change letter issued by United Steel Products Company. on 04/26/00 and signed by R. C. Brunson. 2. No interest letter issued by Thomas F. Devening Consulting Engineer, on 01/28/97, signed and sealed by T. F. Devening, PE, 3. Certificate of Merger between Hughes Manufacturing Inc. and United Steel Products Co. by The Secretary of the State of Minnesota, on 02/14/2000 E-1 Cndido F. Font PE. Sr. Product Control Examiner NOA No 03-0611.05 Expiration Date: August 21,2008 Approval Date: October 2, 2003 lcyA