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CC-12-2429r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 188045 Permit Number: CC -12 -12 -2429 Scheduled Inspection Date: March 27, 2013 Inspector: Bruhn, Norman Owner: , BARRY UNIVERSITY Job Address: 11300 NE 2 Avenue Miami Shores, FL 33138- Project: BARRY UNIVERSITY Contractor: EMERALD CONSTRUCTION CORPORATION Permit Type: Commercial Construction Inspection Type: Final Building Work Classification: Alteration Phone Number Parcel Number 1121360010160 Phone: (954)241 -2583 Building Department Comments REPLACE METAL STAIR CASE IN FACILITIES OFFICE BUILDING Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed Failed -?=717a Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. March 26, 2013 For Inspections please call: (305)762 -4949 Page 13 of 20 Miami Shores Village Building Department 1 L 2 Zl.2 e EC s.7 LQ 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 I ��I INSPECTION'S PHONE NUMBER: (305) 762.4949 B IL ING 1;10 INSPECTION'S Permit No. CCA/2 aq'n PERMIT APPLICATION Master Permit No. FBC 20 10 Permit Type: BUILDING ROOFING Owner's Name (Fee Simple Titleholder) Barry University Owner's Address 11300 NE 2nd Ave City Miami Shores Tenant/Lessee Name Email Phone # State FL Zip 33138 Job Address (where the work is being done) Phone # )1300 A City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # 11- 2136 -000 -0050 Is Building Historically Designated YES NO r Contractor's Company Name fu el Phone # psi —R11) J -c) SeL �j/ Contractor's Address /0 0 v A/4V • 15-4- C.---' Zip Qualifier Name 4th- /7447 k7/-e-d-1 Phone # State Certificate or Registration No. (-6 Certificate of Competency No. Contact Phone Flood Zone City �rl?' j�/ -1�• i'(1. --� ___ State Architect/Engineer's Name (if applicable) E -mail Phone # Value of Work For this Permit $ 9) ®•■:" Square / Linear Footage Of Work: Type of Work: ❑Ad ;ion ❑Alteration ['New ■Repair/Replace ❑ Demolition C4 Describe Work: ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** Fees************* ** ** * ** ** * ** * * *** * ** * * *** ** * * ** cX70' Submittal Fee $ Permit Fee $ CCF $ CO /CC $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Bond $ Double Fee $ Violation date: Structural Review. $ Total Fee Now Due $ See Reverse side -+ Bonding Company's Name (if applicable) Bonding.Compatiiy's Address City 4�State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip /2)/4 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose 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 absence of such posted notice, the inspection will not be approved and !�. einspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of bCCOUls, 20 ) by A pr' wirtris-pecnown to me or who has produced As identification and who did take an oath. NOTARY Sign: Print: APPROVED BY Signature Contractor The foregoing instrument was acknowledged before me this Zo day of he.- ,20)i- , by who is mall ,� to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: �o«��u•,. Jonathan Cuesta „Olt,. COMMISStON #EE04 a "' "` WIRES: NOV. 09, 2014 te Y.com Commission Expires: Plans Examiner Zoning Engineer Clerk checked (Revised 07 /10 /07)(Revised 06/10/2009) IVI iami Shores V Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: 1c27479 DATE: '-2. 13 I, 04)4_ 5.---p4aieft/17.4ri4 et-/ 'Contractor o Owner o Architect Picked up 2 sets of plans and (other) JZ ?. ) cf-r� Address: i ®C eC-4: ;-cy From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Departme to conti - permitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL. NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. TAX FOLIO NO STATE OF FLORIDA: COUNTY OF MIAMI -DADE: STATE OF FL 1 HEREBY CER original Bed in THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the followiriffifieikatteiVi is provided In this Notice of Commencement. HARVEY RUVIN BY 111111111111111111111111111111111111111111111 CFN 2012R0912398 OR Bk 28406 Pa 3997i (1pe) RECORDED 12/19/2012 1057:48 HARVEY R:UVIHr CLERK OF COURT MIAMI -DACE COUNTY? FLORIDA LAST PAGE way a1 p Space above reserved for use of recording jofffice_ 1. Legal description of property and street/address: � -Y �� airy t I � pC 2a 1 4 1 c � -Ic 2. Description of improvement rS ► r 3. Owner(s) name and address: Interest in property: Narne and address of fee simple titleholder: 4. Contractor's name, address and phone number. 5. Surety: (Payment bond required by owner from contractor. if any) Name, address and phone number. Amount of bond $ 6. Lender's name and address: 7. Person 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, Name, address and phone number. 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, address and phone number. 9. Expiration date of this Notice of Commencement (the expiration date Is 1 year from the date of recording unless a different date 1s specified) WARNING TO OWNEFR ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENOEMENT. Signature(s) of Owner(s) or s)' Authorized Officer/Director/Partner/Manager Prepared By Prepared By Print Name 'Awe . f d 3 Print Name Title/Office it Er , I JS 0,40 b1;7062& Title/Office STATE OF FLORIDA COUNTY OF MIAMI -DADS )V, ,, r r /) •y h "7 day of as 'Wedged before me this The fo t. W, BY k If Individually, or as for Personally known, or Ca produced the following type of identificati Signature of Notary Public: Under penalties of perjury, l declare that the facts stated in it are true, to Signature(s) of Owners) • er(s)'s Authorized Officer /Director/Partner /Manager who signed above: By I2a.c+42 Paces ano By • • Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, F133122 -1052 T. 305.599.8133 • F. 305.599.8076 • www.easterneg.com BARRY UNIVERSITY STAIR Job No: 12 -313 STAIRCASE & RAILINGS 13000 Miranda St Coral Gables FL 33156 STRUCTURAL CALCULATIONS ,, oossIIIISSi,I�i RAISS �i® ,q 0 •.'9 4:$ . <o Z : !MI 13000 - D ,a- ❑ Raissa LOPEZ E Lic. No. 59399 CAN # 26655 EEG No: 12 313 Prepared By: ❑ Gonzalo Paz , PE Lic. No. 60734 CAN # 26655 12/21!12 NO. OF PA S of 21 • • • 1 Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Dora!, FL 33122 -1052 T. 305.599.8133 • F. 305.599.8076 • www.easterneg.com DESIGN CRITERIA: Calculations based on: 1. 2010 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7 -10 3. Building Code Requirements for Structural Concrete ACI 318 -08 4. American Institute of Steel Construction AISC -13ed 5. Aluminum Design Manual 2005 6. Specifications for the Design of Cold- Formed Stainless Steel Structural Members SEI /ASCE8 -02 CALCULATION INDEX: Wind Loads 2 -3 II Railing Design 4 -15 III Staircase Design 16-20 Total Pages = 22 CALCULATION STATEMENT: To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer generated calculations are in compliance with the existing governing codes. ❑ Prepared By: ❑ Prepared By: Raissa Lopez, PE Gonzalo Paz , PE Lic. No. 59399 Lic. No. 60734 CA # 26655 CA # 26655 EEG No: 12 313 12/21/12 Page 2 of 21 • • Project Name:12 -313 Barry University Stair Date:12/14/12 'grad 1 of en1 s V := 175.0 Kzt := 1.01 Kd := 0.85 = 0.8 =1.80 a =9.5f zg := 900.001 Wind Velocity (mph) Miami Dade Broward Category I V =165 mph V =156 mph Category I1 V =175 mph V =170 mph Category III & IV V =186 mph V =180 mph Topographic Factor Wind Directionality Factor (see table 26.6 -1) ASCE 7 -10 .... Kd =0.85 Gust Factor (Flexible Structure) Net Force Coefficients Cf (see Figure 29.5 -2) Flat-Side Members for a < =.1 2.0 for 0.1 to 0.29 1.8 for 0.3 to 0.7 1.6 Values for Terrain exposure constants a and zg: Exposure B--- Value a =7 , Value zg =1200 Exposure C— Value a =9.5 , Value zg =900 Exposure D— Value a =11.5 , Value zg =700 25.0 Z := if (Z < 15,15,Z) 2 (Z a Kz:= 2.011 —J zg Height of Sign or Roof Mean Height of a Building (ft) Solidity Ratio of Sign ( %) qz := 0.00256•Kz•Kzt•Kd•V2 owable Des- n pz := 0.6(gz G Cf) Pz.EQ e 100 Eastern €Rdil it Mnlj Croup psf Rounded Members 1.2 0.8 1.3 0.9 1.5 1.1 Gross Wind per Actual Solid Area (psf) Equivalent Wind in Overall Area (psf) 12/21/12 Page 3 of 21 Otter Structures — Method 2 Figure•6 -22 1 All Heights Force Coeiiicients, CF Open Signs & Lattice Frameworks E Fiat -Sided Members Rounded Members D. S 2.5 (D qz 55.3) D i'$ > 2.3 (D qz >53) <0.1 2.0 1.2 0.8 0.lto0.29 (l.8 1.3 0.9 03 to 0.7 1.6 1.5 1.1 Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs. 2. The calculation of the design wind forces shall be based on the area of all exposed members and elements projected on a plane normal to the wind direction. Forces shall be assumed to act parallel to the wind direction. 3. The area Arconsistent with these force coefficients is the solid area projected normal to the wind direction. 4. Notation: e: ratio of solid area to gross area; D: diameter of a typical round member, in feet (meters); qz: velocity pressure evaluated at height z above ground in pounds per square foot (Nlmz). Minimum Design Loads for Buildings and Other Structures Page'-4'v 76 • Project Name:12 313 Barry University Stair Date:12/16/12 Picket verti ai RaiEi De Allowable Stresses for Aluminum 6063 -T6 (psi) 6063 -T5 (psi) 6061 -T6 (psi) 6005 -T5 (psi) Fb (Tubes & Shapes) Fb (Round & Oval) 15000 9500 19000 19000 Fv Tubes, Shapes & Round E 18000 8500 10100 ksi 11500 5500 10100 ksi 24000 12000 10100 ksi 24000 12000 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fw7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =23760 psi, Fv =14400 psi for Fy =36 ksi E =29000 Ksi Fb =33000 psi, Fw20000 psi for Fy =50 ksi E =29000 Ks Allowable Stress for Steel Welding: Welding: E -70)0( Fw21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb =16216 psi, Fw9189 psi for (SS 304) Fy =30 ksi Fb =24325 psi, Fw13514 psi for (SS 304 1/16 Hard) Fy =45 ksi Fb =40540 psi, Fw22702 psi for (SS 3041/4 Hard) Fy =75 ksi Fb =59460 psi, Fw30270 psi for (SS 3041/2 Hard) Fy =110 ksi Allowable Stress for Steel Welding: Welding: E318 or E309 E =28000 Ksi E =28000 Ksi E =28000 Ksi E =28000 Ksi R=19200 psi Allowable Stress for Wood Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense (2 "-4" thick): Fb =1350 psi, Fw175 psi for 2 "-4" Wide E =1400 Ksi Fb =1150 psi, Fw175 psi for 5 "-6" Wide E =1400 Ksi DESIGN INFORMATION: Florida Building Code 2007 AISC Manual of Steel Construction, NDS -ASD for Wood Construction, ASCE 08 -07 Specification for the Design of Cold- Formed Stainless Steel Structural Members, Aluminum Design Manual 2005 Wind Loads, ASCE 7 - 05 DESIGN LOADS: Handrail Design Loads: Concentrated Load = 200 lbs. applied at any point in any direction. Uniform Load = 50 plf applied in any direction (other than dwelling units). Guardrail System Loads: Concentrated Load = 200 lbs. applied at any point in any direction at the top of the guardrail (other than dwelling units include a load of 100 Ibs applied vertically downward at the top of guardrail). Concentrated horizontal load of 50 Ibs applied on a 1 sq ft. area at any point in the system. EEG No: 12 313 12/21/12 Page 5 of 21 ABT := 0.21 • Idr1C$ Desig A L 48.01 Hpost := 42.01 A Railing Span (in) Post Height (in) tiara wind 12.981 P200 = 200.01 q50':= 50.01 P50 := 50.00 IT0I L a L A 1 Vertical Load Horizontal Load Wind Pressure (psf) Single Concentrated Load (Ibs) Railing P= 200.00, Fence P =0.00 Uniform Distributed Load (plf) Railing q= 50.00, Fence q =0.00 Single Concentrated Load (Ibs) Railing P= 50.00, Fence P =0.00 a := 30360.0€ FvTR := 14400.01 SxTR .21 ATR := 0.68 Syn.:= 0.21 psi psi Vertical Loads in3 .2 m Horizontal Loads in .4 m EEG No: 12 313 FbBT := 23760.01 FvBT := 14400.01 SyB SXBT := IXBT := 0.0051 psi psi 3 in .2 m Pick := 30360.00 psi 1FbPg := 23760.0C psi FvPT := 14400.00 psi IFvpR := 14400.0C psi ISXPT := 0.29 Vertical Loads in .4 m .3 in .2 m 01 jAPR := 0.56 .3 m .2 m 12/21/12 Page 6 of 21 • • • n Concentrated Load = 200 Ibs. MTR.2oo P200.L 5 Railing D ig l Uniform Load = 50 nif MTR.50 := 0.1012.(1521 2 For Wind Pressure JJ gwind Hpost 2 MTR.wind := 0.1012.'-) 144 2 MTR.200> MTR.SO, MTR.wind) M := Concentrated Load = 200 Ibs. VT12.200 P20Jbs Uniform Load = 50 nif VTR.SO := 0.6•H.14 For Wind Pressure wind Hpost VTR.wind := 0.o. (—). 1 2 g L V := max(V R 00> VTR.5o, VTR.wind) Vi Bending Design For Horizontal Load: Section Modulus Required MIR SYTRmm TR Bending Design For Vertical Load: Section Modulus Required Mm IXTR FbTR ]xTR + IxsT Shear Design: Area Required 1.5• VTR AIR=: Fv, BENDINGyy,tOp := if(SyTR,n in SyTR, "N.G" , "OK" BENDING .t0 := if(SxTp >_ SxTR, "N.G" , "OK" SHEARtop := if(ATRmi,, ? Ate, "N.G" , "OK" ) EEG No: 12 313 in — lb in — lb in — lb in — lb Ibs Ibs lbs Ibs in3 in3 in2 12/21/12 Page 7 of 21 • • • Concentrated Load = 200 Ibs. Rrr.zoo P200 Uniform Load = 50 pif Rrr.50 := [(cI5o)]L For Wind Pressure RPT.wind = [ Hpost• L gwind RpT :_ RPT.zoo, Rrr 50, Rrr.wind) MpT := max( VpT := RrT Section Re1 Itx Hpost� RPT.200, RPT.50)' Hpost, RPT.wmd 2 Bending Design: Section Modulus Required: MPT SPT mm : FbPT Shear Design: Area Required: APT.mm :— FvPT 1.5. VPT BENDINGpo := if(SpT.min z SxpT, "N.G" , "OK" SHEARpost := if (APT.min ? APT, "N.G" , "OK" EEG No: 12 313 Ibs Ibs Ibs Ibs in - lb Ibs. in3 in2 12/21/12 Page 8of21 • • • Design. Loaded Area 1 ft ^2 Assume three pickets acting simultaneously P5o 1 co picket'— 12 3 gpicket max {25, gwind) MPK :_ Loaded Area 25 PSF (MIN) H.post hpk gpicket• 4• hpk2 6. hpk. wpicket — 03 picket'18, 144.8 V maxi 12 w 03 picket 72 gpicke£ 4 hpk PK picket hpk ' 144.2 Bending Design: Section Modulus Required: MPK SPK.nun :- FbPK Shear Design: Area Required: APK.mm :- FVpK LO 1.5• VPK BENDINGpicket := if (SpLmin SxpK, "N.G" , "OK" ) SHEARpicket := if(ApK.min ? ApK, "N.G" , "OK" EEG No: 12 313 4.0000 4.0000 hpk := Hpost — 2 lbs in Psf 2.0000 in-lb lb in3 in2 12/21/12 Page 9 of 21 • • • ©t1 Uniform Load = 50 pif MBT.50 0.1012{—). For Wind Pressure M BT 1 (4wind) Hpost L2 .wind 8 I\ 144 2 MBT MBT.50, MBT.wind) Uniform Load = 50 pif H•J-,VBT.SO := 0.6' For Wind Pressure 1 (clwind) Hpost V . L er.wind 2 144 2 VBT m VBT.50, VBT.wind) e - U1PI Bending Design For Horizontal Load: Section Modulus Required: MBT SYBT.mm MBT Bending Design For Vertical Load: Section Modulus Required: Mm IXBT SXBT.min FbBT IXTR -F IXBT Shear Design: Area Required: VBT ABT.mm FVBT ovided� • BENDINGyy bottom if (SYBT.min ? SYBT, "N.G" , "OK" ) BENDING „.bottom := if(SxBT.min > SxBT, "N.G” , "OK" ) SHEARbottom if(ABT.min > ABT, "N.G" , "OK" EEG No: 12 313 in — lb in — lb ft — lb lbs lbs Ibs in3 in3 in2 12/21/12 Page 10 of 21 • • • 0 c QnnB4 ion Dat Fvweld 7000 .00 te:= Allowable Stress of Welding (psi) Width of Tube Aluminum (in) x E— 0.00001 whileVBT) > Fvweld 0.707•b•x x E— x + 0.0625 Aweld := b'te 1 weld max(VBT) Aweld STRESS :_ I "N.G." "OK" if Fvweld > fi'weld Wweld te if a <_ 0.1250 0.707 t "3/16" if 0.1250 < e 5 0.1875 0.707 t e " 1/4" if 0.1875 < <_ 0.25 0.707 EEG No: 12 313 12/21/12 in .2 in psi Page 11 of 21 fcg out :_ 10000.0(1 • • • Dpost .25 = 4.51 Ca1:= 4.5 Post ;A Centre 0. P.horizontal D.grout B.post Post Width (in) Post Depth (in) Post Embedment (in) Minimum Edge Distance (in) 3gnut 4.0( Dg,„t 4.00 Equivalent Grout Width (in) Equivalent Grout Depth (in) Grout Strength (psi) pone# ab `Z a f Concrete = 5000.00 da := 4.00 EEG No: 12 313 Concrete Strength (psi) Hold diameter (Grout Diameter) (in) Concrete Slab Deep (in) 12/21/12 Page 12 of 21 • • • "Et uIv aq Pd MPT Pd :- HPost a :— 2•hef2 + 3•Hpost.hef 3•hef+ 6.Hpest Pd. a2 P2 her (2.a — hef) P1 := P2 — Pd Mexterna] = Pd•(Hpest + a) Mind := P2.3•a+ P1.3•(hef— a) Vu := 1.6•(max(Pi,P2)) lbs in 6 lbs lbs lbs — in lbs — in lbs EEG No: 12 313 12/21/12 Page 13 of 21 • • • 2. P2 f2.grout := 1.6• a Bpost fl.grout := 1.6. 2.P1 (h — a)•Bp, Ern' Fpgro,1:= [0.65.(0.85fcgro1l)1.1.5 Stressul:= "N.G." "O.K." if max(fi.grout, f2.grout) < FPgrout and Con 2•P2 f2.concrete := 1.6 a Bgrout fl.concrete 1.6 2.P1 �hef — a)•Bgrout r+. FPconcrete := [0.65•(0.85•fcncr4• 1.5 Stressconcrete = I "N.G." "O.K." if m 1.concrete+f2.concrete) FP concrete psi psi Psi Psi psi psi EEG No: 12 313 12/21/12 Page 14 of 21 031 • • • al Awe := 4.5•Cal 2 lit Ave := 2•(1.5•Cal).ha if ha < 1.5. Cal 2• (1.5•Cal)•(1.5•Gal) if ha 1.5' Cal Wed.v := 1.0C Wc.v 1.4C Modification factor for edge effect in2 in2 Modification Factor in No cracked concrete at service loads yrc.v =1.4 Modification Factor in cracked concrete with Vc.v =1 w/ No supplementary reinforcement. yf c.v =1.2 w/ Supplementary reinforcement of a No 4 Bar between the anchor and the edge. Wc.v =1.4 w/ Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. le = if(hef > 8• do, 8• do, hef) 0.2 Vb := 7• (--e- l d F• fcconcrete.Cal 1.5 0 AVc Vcb = Vf edv VWc.V• Vb Avc° Conditions 0=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 0=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTahear := if (Vu > (► Vcb, "N.G " ,"OK" in lbs. lbs. 48175 lbs EEG No: 12 313 12/21/12 Page 15 of 21 • • • Ana one Cale = I Cal "N /A" if ha < Cal one Area ft Acone.total VI Cale D , grout 2 2 .....__.__... 2 (B 2 groutl Aconepost := ' I\ 2 Failure "P Acone.final •— 2 Acone.total — Acone.post LII pi Vcone.cb = 4' foconcrete'Acone.final Conditions 0=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 0 =0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear := if (Vu > 0• Vcone.cb, N.G." , "OK" ) in 2 in 2 in 2 in lbs lbs EEG No: 12 313 12/21/12 Page 16 of 21 1111, Eastlern l T. 305.599.8133 • F. 305399.8076 • www.eastemeg.com NW 82nd Avenue Suite 370, Driora I, FL 331221:1052 Group PROJECT NAME: 2- 5 )3 DATE: g"--. -• 2-- DESIGNED BY fPa' thrteif svrA,17- REVIEWED BY: se Alia a) jft 010 17u rEaster n Engineering g Group 3401 NW B2nd Avenue Suite 370, Doral, FL331 2 -1052 T. 305.599.8133 ■ F. 305.599.13Q76• www.eastemeg.com PROJECT NAME � 1.3 DATE: i e UnwwrcA. DESIGNED BY: REVIEWED BY: - frLtn Q. 1 o4 ,14.14.-r tiot,117916p 6. le) • o 2 eirtearP 0 .4c4 dAti CA 0 Le 44.10;t01,6 .1114 47 ,c t4-, EEG Nu. 1? 313 atk..k: 6-0,42- 16 1212'1/12 19 .3) 014.-, P e 18 0121 • • 3403 NW 82nd Avenue, Suite 320 -13 Title : Miami, Florida 33122 Dsgnr: 305.599.8133 Description : 305.599.8076 FAX Scope: Job # Date: 9:46AM, 14 DEC 12 Rev: 580007 , Usen Kw- 0604804, Ver 5.8.0, 1-Dee-2003 (0) 1983 -2003 ENERCALC Engineering Software Multi -Span Steel Beam 12 313 berry university stair ecw:Calculation Description 12 313 Stringer 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor Spans Considered Continuous Over Supports 1.00 Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 3.00 9.00 MCI2X a$ MC12X1o.6 Pin Pin Pin -Pin 3.00 9.00 Loads Live Load Used This Span ? Dead Load k/ft Live Load k/ft Yes Yes 0.060 0.060 0.200 0.200 Results Mmax @ Cntr k ft 0.00 1.71 @X= ft 0.00 5.40 Max @ Left End k-ft 0.00 -2.05 Max @ Right End k ft -2.05 0.00 fb : Actual psi 2,665.8 2,665.8 Fb : Allowable psi 12,875.0 / 4,291.7 J' Bending OK for Bending OK fv : Actual psi 470.4 612.9 Fv : Allowable psi 14,400.0 14,400.0 LReactions & Deflections • Shear @ Left Shear @ Right Reactions... DL @Left LL @ Left • Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Span/Deflection Ratio k k k k 0.29 1.40 1.07 0.94 -0.07 0.57 -0.22 1.90 -0.29 2.47 0.57 0.22 1.90 0.72 2.47 0.94 0.001 -0.013 1.80 4.98 36,385.5 8,335.7 Query Values Location ft Shear k Moment k ft Max. Deflection in 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.29 1.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -2.05 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 EEG Nu. 12 3 13 12121112 Page 19 of 21 3403 NW 82nd Avenue, Suite 320 -B T1tie : Miami, Florida 33122 Dsgnr: 305.599.8133 DescripEion 305.599.8076 FAX Scope : Job # Date: 9:43AM, 14 DEC 12 Rev. 580007 User. KW- 0604804, Ver 5.8.0, 1- Dec-2003 (0)1983 -2003 ENERCALC Engineering Software Multi -Span Steel Beam 12 313 berry university stair eow:Catculation Description 12 313 Steel Stringer 2 LGeneral information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor Spans Considered Continuous Over Supports 1.00 Span Information Description Span Steel Section End Fixity Unbraced Length ft ft 5.00 Mc12Xi0.6 Pin-Pin 5.00 9.00 MC12X10.6 Pin -Pin 9.00 Loads Live Load Used This Span ? Dead Load k/ft Live Load kfit Yes Yes 0.060 0.060 0.200 0.200 Results Mmax @ Cntr k -ft @X= ft Max Left End k -ft Max @ Right End k -ft fb : Actual Fb : Allowable Psi psi fv : Actual psi Fv : Allowable psi 0.12 1.73 0.97 5.34 0.00 -1.98 -1.98 0.00 2,5812 2,581.2 7,725.0 4,291.7 Bending, Bending OK 459.0 609.8 14,400.0 14,400.0 {Reactions & Deflections Shear @ Left k Shear @ Right k Reactions... DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Span/Deflection Ratio 0.25 1.39 1.05 0.95 0.06 0.56 0.19 1.87 0.25 2.44 0.56 0.22 1.87 0.73 2.44 0.95 0.001 -0.013 3.50 4.92 45,322.2 8,123.2 Query Values Location ft Shear k Moment k -ft Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 025 1.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 EEG No. 12 313 12/21112 Page 20 of 21 N 0 D • YU v 1 11300 Northeast 2nd Avenue Miami, FL 33161 INDEX OF DRAWINGS SHEET DESCRIPTION 50-0.0 5D-0.1 SD-1.0 SD-1.1 SD-12 S0-1.3 COvERPAGE GENERAL NOTES PLAN VIEW ELEVATIONS 4 DETAILS DETAILS SECTIONS 00$11111111 1 4 w 0 1300 Northeast 2nd Avenue, Miami, FL 33161 BachIller Iron Works l*** Iir.tMr SD-0.0 GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2010. 2. IT 15 THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND .AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER - GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE .DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT 15 OBTAINED. 5. CONTRACTOR 15 TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. 1. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. a THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, .ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER 10.THE CONTRACTOR 15 SOLELY RESPONSIBLE FOR MEANS AND METH0D5 CONSTRUCTION, AND FOR THE SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS 5HALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 13. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 P51 AT 28 DAYS. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS 4 GARBAGE FROM THE SITE AFTER COMPLETION OF WORD. 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 16.D0 NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER 11. EASTERN ENGINEERING GROUP 1-4A5 GENERATED THESE SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT 1-145 BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL WH0 CONFIRMED COMPLIANCE WITH THE LATEST FLORIDA BUILDING CODE. 18. EASTERN ENGINEERING GROUP 1-4A5 EXCLUSIVELY DESIGNED THE STRUCTURE AND /OR BUILDING COMPONENTS IN COMPLIANCE WITH THE LATEST EDITION OF THE FLORIDA BUILDING CODE AND APPLICABLE DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY. 1. STRUCTURAL S 1'Nh L STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND AISC SPECIFICATIONS NINTH EDITION. 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: TYPE ALL STANDARD STEEL SHAPES STRUCTURAL TUBING STEEL PIPE ANC1 -40R BOLTS BOLTED CONNECTIONS ASTM A36 4500 A501 A301 A325 -N GRADE FY 36KSI B 46 KSI 36 KSI 3. ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE. ALL WELDS 51-4ALL USE E10XX ELECTRODES. 4. WELDING 514ALL BE TOUCHED UP WITH ZINC BASE RUST INHIBITING PAINT AFTER WELDING 1-445 TAKEN PLACE. 5. PAINT STEEL 140T GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI - RESISTANCE COATINGS, SUCH AS HEAVY - BODIED BITUMINOUS PAINT OR FATHER -WHITE METHACRYLATE LACQUER STEEL CONNECTION W /ALUMINUM SHALL BE PAINED WITI -I 850 -Y -0I FAST DRY ZINC PHOSPHATE. 6. STEEL STAIR AND RAILING SYSTEMS USED IN EXTERIOR APPLICATIONS AND /OR EXPOSED TO ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARY MAINTAINED TO MINIMIZE CORROSION WHICH CAN RESULT IN EVENTUAL STRUCTURAL FAILURE. 1. ALL CONNECTIONS TO BE WELDED USE 3/16' MIN. WELD SIZE, TYPICAL U.N.O. 8. FLORIDA BUILDING CODE ,2010 EDITION. LOADS: RAILING: P =CONCENTRATED LOAD OF 200 * IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER W= DISTRIBUTED LOAD OF 50 PLF AT TOP MEMBER WIND LOAD AS PER ASCE 1 -10 KD =0.85, CATEGORY 2 WIND VELOCITY AS PER ASCE 1-10 MIAMI -DADE CATEGORY 2 115 mph STAIRS: DL =30 F55 LL =100 PSF OR 300 * CONC. IN 4 SQ In. QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. 10. ALL DIMENSIONS TO BE SITE VERIFIED. 11. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER OF RECORD OF THE BUILDING 51-1ALL VERIFY T1-4E STRUCTURE FOR SUCH LOADINGS. 1 TE. -ANY CORRECTIONS, INK MARKS, WHITE -OUT OR STICK -ONS WILL VOID zrx C9 V' 15 =o Q W_.g P" W ~ 1 i 0 a) a) 11300 Northeast 2nd Avenue, NGammi, FL 33161 11 HachIllsr Iron Works 6EE E /5D -12 EXISTING MASONRY WALL SEE F /SD -12 MZ���'iir I ���� MC 12X10 friZ AO", fft ,/ /// ,,,,..,ii''/ 0 WAL.- I-1 RAIL SEE "DETAIL CIS -1.1 ' -2 1/2' N N Ln SEE C /SD -12 5' -0' LANDING MC 12X106 :EXISTING STEEL COLUMN TO REMAIN RAILING, SEE ELEVATION SEE G /SD -1 MC 12X10.6 EXISTING STEEL COLUMN TO REMAIN 9 TREADS a 11 3 /4' O.C. =8' -10' -7, 26'-8' 4' -0' 9 TREADS e 11 3/4' O.G. =S' -10' 1,4- STEEL STAIR PLAN VIEW SCALE: I/2' =1' -rd' l' -11' W IQ cc ic Lt C .i! 2 0 0) N n E Lo. LL co Cb� w 11300 Northeast 2nd Avenue, Miemmi, FL 33161 Bachilier Iron Works SD -1.0 ' 4 -0' MAX TYP. TO REJECT 4'4, SPHERE (TYP.) TOP RAIL 1 "x1 i'Xe' STEEL TUBE PICKETS -4' MAX is ;411)(345(.083 STEEL TUBE SEE DETAIL E /SD -12 SEE D /SD -12 ' -0' MAC TYP. SEE f3/SD-1.2 11'2 "X11/2118° _. STEEL POST SPACED NOT MORE THAN 45' 0.C. STEEL STRINGER MC12x10.6 A/SD -12 EXISTING STEEL TUBE 1Y4' SCHD. 40 I- IANDRAIL ATTACHED WITH3RACKETS EVERY 4' -0' STEEL STRINGER MC12x10.6 SEE DETAIL A/SP -13 FOR HANDRAIL HSS 2'x2'x14 '- SEE 0/51D-1.1 C /SD -U (TYP.) McNICHOLS GRIP STRUT PLANK GRATING 14 GAUGE, 5 DIAMOND, SEE DETAIL D /SP -1.1 SEE .DETAIL 1=/SD -12 A — .15/5D -12 C /SD -12 1 2 SEE DETAIL C/5D -12 tr M c.4 u T4IiR EXTEi<'IOiR ELEVATION 5D -1.1 SCALE: 1/4°.1'-0' T4HHR INTEfRI0fR ELEV4TION 5D -1.1 MASONRY/ CONCRETE WALL HANDRAIL 4,114° SCHD -40 PIPE PROVIDE STEEL .END CAP, WELD 4 GRIND SMOOTH •$/8' SOLID ROD 3 /e' 4, WEDGE MOLT EMSEDDED 3' INTO MASONRY /CONCRETE WALL 3 Y4'4'XY4 CIRCULAR STEEL PLATE LIMIT ONE 150LT PER UNIT CELL TYP. GOUT FILL UNIT CELL AT EACH ANCHOR LOCATION(TYP.) HANDRAIL DETAIL (2) PER THREAD ° HOT .DEEP GALVANIZED A -301 STEEL MOLT WITH WACI-4ER 4 NUT (TYP) STEEL STRINGER BARRY UNIVERSITY STAIR .y N E s_ w E 11300 Northeast 2nd Avenue, Miammi, FL 33161 Y' \ 1'MIN y4 V i'MIN -H5S 2'x2'14' STEEL TUBE 0 12/2D/2012 SD -1.1 STRINGER STEEL STRINGER REFER TO PLAN BAC(GAtGE STEEL STRINGER RJR TO PLANS L3-x54 STEEL ANGLE W/ (1) 1/2' PAM WEDGE BOLT .B-r POWER FAST. WITH 2 1/2' MIN EMBED. 215(6°X4' STEEL. TUBE STAIR INTERMEDIATE LANE) fNCx CONNECTION 157 TYP. WELD DETAIL SD -12 SCALE: 1 1/2' =1' -0° T41iR E3OTTOM CONNECTION 4 .R 1'MIN 'MIN STEEL BEAM, SEE PLAN (2) ' WEDGE ANCHOR 2 ' EMBED. INTO WALL AND Fl UNIT WITH GR T 2 "x6 'xi' STEEL TUBE i'STEEL • STIFFNER L 4 "x4'4Y4 11x10' STEEL ANGLE 2'x6'4' STEEL TUBE u) ct > J- ct m 1/4' V I°MIN ON TWO FACES 4'(4')(4° STEEL CAP PLATE 4'x4'4/4' STEEL CAP PLATE It" ig EXISTING .STEEL COLUMN TO REMAIN A ' .au�o�avuua��„Vi m (2)) ' WEDGE �- ANCHOR 2.)i' EMBEDED INTO WALL AND FILL UNIT WITI -I GROUT, SEE SPACING SPC 2 FOR STEEL I5E ACING �- ---�., SUPPORT SCALE: 3'=V-0° SD -1.2 TQP RAIL 1'xl 'x'STEEL. 'USE HANDRAIL. *14' SQHZ).4S, PIPE OD. 1.66" TOP RAIL I "xl'x' STEEL TUBE POST e 4S' O.G. MAX 1Yz'x1Y'x1 /8' STEEL TUBE REJECT A 4' SPHERE 2 STAIR STRINGER STAIR STRINGER 1/4 V <CT`rP.) ca aa) Rachiiler Iron Works 0_ I 0/201