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C3.-W a+ .=mre Vd*•�,:.,--_ '-,.r' y' �tw'- 'nd e r $`i'�.. `-v n s•sa':. .{ F � �, a,��,, � __n�-+.i)Tt.:��'•a '0�_`fs a .:F_ �9r�:�-a.. _F :t^+ " ade•Hr. �"S•iy/'d�.tp�,� a�m =1-.'9 Ri.. FT4•-:-vi' '•2 -4 ` T- �l'yI Certificate of .a P • �9r .f Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores Fl, Ana, 33138 � �-° 4• Tel: 305-795-2204 Fax: 305-756-8972 ��''�•� �• •°;.�''"�,d'°'dF':"'C9fl 'vh:� 4�"ili'N•iRPc°Iro4�. Building Inspection Department .tL.vaa ��;�-,' �«� This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in -'- -••;xsa,;,��; compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type COMMERCIAL CONSTRUCTION Bldg. Permit No. CC-9-14-1993 BARRY UNIVERSITY 'rf x Owner Contractor OHL-ARELLANO `"�4a:. •. z Subdivision/Project NONE Date Issued 11/30/2016 , M. Occupancy Construction Type 11- B N Load lA 4A- CPS: . a 5 Occupancy ' e, Square Footage 1800 i N/A Type Description of Interior Renovation Work Applicable 2010 FLORIDA BUILDING Code ;�,_r, _s" Location •sr dy .a r' wi . 11300 NE 2 AVE-Wiegand :,�5• -�;aa�.F'� _ Miami Shores FL 33138 g _: rr_m_ SIP � / �dr Building OfficialsA royalpp Ismael Naranjo, CBO ala• �tk„��sA . 4T. Not Transferable Oc 1, va. �ORtDp' POST IN A CONSPICUOUS PLACE ;di; a 3• .a :t 34�' �'•- :5� _ � r. -� is;� t; 1- '-•� '•c' a .°,.a. :.A'' r t. 'a",'F';-`'__ .'as.-f..5.. _,n� >'' `_ ',.�.�Ca p-_-:{ � - ��. •.q..�J i fix. ++. fir' 1-.- _ 'p-, - .t t - F �."° 5: .L• �:Su :.�� e d - •F• r3. ism-• .'ya. _ ,�',- C'. .v�y. 'y.. a �,•,n.. p �fla r •a. t,>q_,' ,aw. , .,,$. •�a-m:`V .r_- ti:l ..r 'c_ r-�.°' .r� ,..r - ' ~r� T rhP � - - .(13?..T y -.J^ C °•,-I, .5: !m _ ..Na,4.9 d' 1 _ b, ll ,tl�: :'-b,.�"� 03 >:v• , na:- '.'C. J 1. 1 ice".'; t5`. 5;•'. .1..Yet: .:� .'� ., 9 �, . •N • r5 -� ,r- FI IP�f>'a �0t?:' �T.^ 8. �C�I 7 t -` sl.k,' • �. -yr," 1F+ .sl ,1 1 1 °P r �.r- ',E�" ,%a':�-' '''DI r '=h�-� l-�. .,d .I to�� da. 'U°6:"i1.1. in7a, FL: =r•)'�+JB.tp r.. 'A d 1 r .1':. laa•'c..:•,a'n ..l.dR 1.! '�•1 :ir� a e' ::a'� 9.L•�• - 7 n Y -aP••.°t,-a^ - ,f� �•r'• 9 v n ..LL'V u �.�in�P.. dSL4 7 e.1a�' L.F re,a 7. 1 in 1• 1°t.. 1 P� �ci- _ '' 'i`e%; m, 4F n 9 �,r°a.- an a .�I as ,r° r- •) �;, f" �,:' <°•p C4. .a, L d •J°4°P.la °4": d�•N .1, 'aen-.+. .o, R i,rJ fl 9. ,y, la�i ,,",".9' :,0. •.a.,l• .1_ a51' ^�� I..p 4 .qI •.h - a_rp .7 7 h a' GAa '•4a"ho� �a,.. A. .4 rd J iV,r. o„ -v*dt',.; -_.,1 t "r,!',_ �r1._ •�q"t'J. 'Pr arV., I..;. b. =ln..-d_,P:1. -.'t•'�1. __ %c.••At• f. '?r-d. as� S c .5� c4TC"edP •!Tn'^ 9, a b I.L a, a !, f. �P't' °.y�T-dl� %F-, , -9. P '•lm' '"1. A° _.'.,'- r �. .a-�:'.:a .s.[:c '�..:; - .:c -•-'c L - ,-�a 1..F.� 45 'a _F.R fl Y, 1 {!PI d C . - � -�:-. .�;,�- .r_: ••:'' o',._-. 'E`.:'6,,.. •'. r .�:. ._ �... .: as �(, 4 .1, t .., ,. t S�oRsy� -� � ' '2T'2I� � `1 W1 13 A*kS ■••■ •••••� Miami Shores Village Building Department �ORI1D� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ❑ Building permit card. ❑ Surveys (2 copies) Final as built-Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form. ❑ Certificate of Insulation. ❑ Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. ❑ Soil Compaction Letter(Density report is required) ❑ Final certification letter from the Engineer/Architect(on masonry,trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO (Up to 90 days max)$75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 4--J'SPECTION RECORD r_ _--- ___ __ ___ _ _ ... - -- POST ON SITE i Permit NO. -9-1 - 99,3 4 xr Miami Shores Village Fir rm%e hype:Commercial ConstruetiC 10050 N.E 2nd Avenue • • � _ _,,'^� Alteration „ WcritlPssifiAlterationMiami Shores,FL 33138-0000 % "v c ,, e Pnore: (305)795-2204 Fax: (305)756-F;97 FCORiI� issue Date 5/14/2015 F Expires: 11/1 M01 INSPECTION REQUESTS: (305)762-4949 or Log on at https:l/bIdg.rt'Iiarnishoresv;llage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Commercial Construction Parcel #:1121360010160-09 Ow. per's Name:BARRY UNIVERSITY Owner's 'hone Job Address: 11300 NE 2 Avenue S iu te: Wieaand &Anrie-.,4—____— Tota,Square Feet: _ 1800 Miami Shores EL 83138-000Q-_,-_ —._--_—_- Total Job Valuation: $ 259,000.00 4.-4ond Number: WORK IS ALLOWED MONDAY T HRCUGH:SATURDAY, 7:30AM-6:00PM.NO WORK IS ALLC'WED ON F_Contracteris - — _ Phone _Pr°rnar��Cvnte'2ctur SUNDAY OR HOLIDAYS. OHL-ARELLANO (305)994-9901 Yes BUILDING INSPECTIONS ARE DONFc.M09vDA`; THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. N0 BUILDING INSPECTIONS DONE ON FRIDAY. ��L,q�-lam^�-- �M- �3�' s9 Samar�-" �3-�-• 04111 fi oz �Po N;)INSPECTION WILL BE MADE UNLESS THE PERMIT CARD!S D18PLAi'ED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE IT IS THE:r'c:R Vl!T APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE ANL`EXPOSED FOR INSPECTION PUFZIOSES. r<EITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE.FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF'ANY MATERIAL RE,)I)IRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFOr'E THE FIRST INSPECTION, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH FOUR LENDER OR AN ':TTORNEY BEFOR` COMMENCING WORD OR RECORDING YOUR NOTICE OF r OMMENCEMENT. /j INSPECTION RECORD y �g � � INSPEC� lUN DATE INS P7 INSPECTION` FounDATE INSP INSPECTION DATE INSP d, Zoning Final Stem�ja!ion l! ZONING COMMENTS Slab Rough Colt.rnns 1st Lift / ` Water Se ice Co!jmns 2nd Lift 2" Rough Tip Beam To Out TiJss/Rafters Fire S rinklers F:oof Sheathing Se tic Tank 1 SucksSewer Hook-up Windows/Doors Roof Drains (Interior Framin Gas ( INSPECTION DATE INSP LP Tank insulation Temporary Pole Ceiling Grid Well 30 Dav TpMnnr!mr,, n �Drywall LawS rinklI I— Pool Bonding Main rain --� FirewDers a" Pool Deck Bondin - Wire Lath Pool Pi in Pool Wet Niche Backflow Preventor Pool Steel Under round Pool Deck Interceptor Foxier uround Catch Basins Final Pool Slab — — Final Fence --- Condensate Drains Wail Rou h HRS Final Screen Enclosure Ceiling Ro h.,Driveway Rough , Drivewa Base I PLUMBING COMMENTS Tele ho e ou h Tin Ca Tele hone Final r - Roof in Pro ress TV Rou h � �� --------- Mo in Pro ress �T' TV Final —' Final Roof Cable Rou / Shutters Attachment Cable Fin �+ ----� Final Shutters _ 1 Intercom Rough — Rails and Guardrails Intercom Fina! ADA corn liance I Alarm Rou h S INSPECTION DATE I RVSP Alarm Final _ U derground Pi�e DOCUMENTS _ Fire Alarm Rough Soil Barin Cert g =� F�ire Alarm Final Rou h Soil Treatment Cert Service Work Withy Floor Elevation Survey i< AL Reinf Unit Mas Cert Z Ventilation Rough Rough Insulation Certificate ELECTRICAL COMMENT Hood R _ S of Surve Pressure Test Final Survey Final Hood _ Truss Certification Final Ventilation �. STRUCTURAL COMMENTS Final Pool Heater Final VacuumFIRE \\\ MECHANICAL COMMENTS INSPECTION DATE INSP Final Sprinkler - _ Final Alarm - FINAL ! - - hSIVN, -- ON ST 111',4SPECTION RECORD I_.._.•___- = :_----__ _ _____.._ ® ° Permit NO. CC-9-14-1993 r'11 Miami Shores Village --- __ ____ _ .._ — Permit Type; erciai Construction / { , { Y0 10050 N.E 2nd Avenue Miami Shores.FL 33138-0000 , WQt/t C/assificatior p atron Phone (305)1,95-22(14 Fax: (305)756-6872 � - 11ssue Date: 5/14/2015 Expires: 11/10/2015 INSPECTION REQUESTS: (305)762-4949 or Log on at https:Nbidg.riiiarnishoresviIlage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-'3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Commercial Construction Parcel #:1121360010160-09 Ow.,ier's Name BARRY UNIVERSITY Owner's Phone: Job Address: 11300 NE 2:AvenueSuite' Wiegand & Anne;K_--_ ._— Tota;Square Feet: 1800 Miarni Shores, FL 33138-00012 __— --- Total Job Valuation: $ 259,000.00 k3ond Number: `— WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:00PM.NO WORK IS ALLOWED ON ContractorLs) Phone ,Primary Contractor SUNDAY OR HOLIDAYS. OHL-ARELLANO (305)994-9901 Yes BUILDING INSPECTIONS ARE DONE MOND, THROUGH THURSDAY,,ROOFING INSPECTIONS ARE — DONE MONOAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. / l.. I �isvr .fes t1L N::)INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE"ERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES, NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL_BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIREI]TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TOYOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFOF'E THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN AT'TORNEY BEFORE- COMMENCING WORK OR RECORDING YOUR NOTIC"E OF COMMENCEMENT. INSPECTION RECORD " � �2. INSPECTION DATE INSP INSPECTIONDATE INSP INSPECTION ' DATE INSP Foundation Zoning Final Stemwall Slab ZONING COMMENTS Rough Water Ser ice Collinsmt st Lift ! 2" Rough Columns 2nd Lift To Out Tic. Beam — Trjss/Rafters Fire S rinklers 1='goof Sheath_in Se tic Tank Sucks Sewer Hook-u Windows/Doors Roof Drains Gas Interior Framin INSPECTION IDATE INSP LP Tank InsulationTem orar pole, Well - Dr Grid 30 Da Tem orar Lawn Sprinklers Fi al! I Pool Bondin Main Drain Firewall Pool Deck Bondin Pool Pi in Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Under round Interce for Pool Deck Footer Ground Catch Basins Final Pool Slab Condensate Drains _ Final Fence Wall Rou h HRS Final Screen Enclosure Ceiling Ro Driveway Rough PLUMBING COM NTS Drivewa Base Tele ho e ou h Tin Cap Tele hone Final �,� .2 Roof in Progress TV Rou h C(d Mo in Pro ress ` TV Final Final Roof Cable Rou Shutters Attachment Cable Fin / r ✓ Final Shutters — Intercom Rough Rails and Guardrails Intercom Final ADA compliance Alarm Rou h INSPECTION MECHANICAL alarm Final Ude grDATE INSPound Pi e DOCUMENTS Fire Alarm Rough Soil Bearin Cert Fire ire Alarm Final Rau h Soil Treatment Cert �— ,Service Work With � _ ;; Floor Elevation Survey 4y Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENT Hood Rough Insulation Certificate Pressure Test Spot Surve—v Final Hood Final Survey Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum FIRE MECHANICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm L k e Permit, C•9-� `� £R Miami Shores Village ° t T� iali�lllClr,01 #?In 10050 N.E.2nd Avenue NE Miami Shores,FL 33138-0000 �� tEPPR!OE Phone: (305)795-2204 ^[ORiI �� 14t"20 Expiration: 11/10/2015 Project Address Parcel Number Applicant 11300 NE 2 Avenue Number: Wiegand &Ant 1121360010160-09 BARRY UNIVERSITY INC Miami Shores, FL 33138-0000 Block: Lot: Owner Information Address Phone Cell BARRY UNIVERSITY INC 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 Contractor(s) Phone Cell Phone Valuation: $ 259,000.00 OHL-ARELLANO (305)994-9901 Total Sq Feet: 1800 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Window Door Attachment Type of Construction:INTERIOR RENOVATION CONSIST Occupancy Load: Tie Beam Stories: Exterior: Slab Front Setback: Rear Setback: Termite Letter Left Setback: Right Setback: Framing Plans Submitted:Yes Certification Status: Store Front Attachment Certification Date: Additional Info:WIEGAND HALL 138 A 8 B Insulation Bond Return: Classification:Commercial Drywall Screw Window and Door Buck Scannin :16 Gelling Grid Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Fill Cells Columns CCF $155.40 Review Plumbing CO/CC Fee $0.00 Invoice# CC-9-14-52926 Review Plumbing DBPR Fee $116.55 09/11/2014 Check#:122749 $200.00 $8,665.50 Review Building DCA Fee $116.55 05/14/2015 Check#:611774 $8,665.50 $0.00 Review Building Education Surcharge $51.80 Review Building Permit Fee $7,770.00 Review Electrical Plan Review Fee $200.00 Review Electrical Plan Review Fee(Engineer) $160.00 Review Mechanical Plan Review Fee(Engineer) $40.00 Review Mechanical Scanning Fee $48.00 Review Mechanical Technology Fee $207.20 Review Planning Total: $8,865.50 Review Structural 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 pro[er 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 AFFID IT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an oning F ermore,I authorize the above-named contractor to do the work stated. May 14, 2015 _ Autho z d Signatu;rner / Applicant / Contractor / Agent Date Building Depaent Copy May 14,2015 1 6 �� `\ PTP C� Miami Shores Village SEP 10050 11 014 Building Department �I �f 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY; Tel:(305)795-2204 Fax:(305)756-8972 Y INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. cc"'�IH® PERMIT APPLICATION Sub Permit No. OBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 11300 NE 2nd Avenue Wiegand Hall 138 A& 138 B City: Miami Shores County: Miami Dade Zia: Folio/Parcel#:11-2136-000-0050 Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): Barry University Phone#: Address:11300 NE 2nd Avenue city: Miami Shores State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: OHUArellan0 n 1 Address: 7051 SW 12 ST City: Miami State: FL Zip: 33143 Qualifier Name: Frank Vilar Phone#: 305-994-9901 State Certification or Registration#. CGC15222(c Certificate of Competency#: DESIGNER:Architect/Engineer: MSA Phone#: 954-961-6806 Address: 1800 Eller Dr Suite 500 City: Ft. Lauderdale state: FL Zip: 33316 Value of Work for this Permit:$259,000 Square/Linear Footage of Work: 1800 Type of Work: ❑ Addition ❑■ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Interior Renovation consisting of demolition of finishes, HVAC, and electrical systems to receive new layout. Specify color of color thru tile: - '71®'®0 0 Z5- 40 0,00 Submittal Fee$ Permit Fee$ a CCF$ CO/CC$ Scanning Fee$ �4 9 Radon Fee$ Q 0 �P.5-5 DBPR$ H�0- 57S Notary$ Technology Fee$. 2-07- Training/Education Fee$ �� LD Double Fee$ Structural Reviews$ uL"'O•Ou 110.00 Bond$ TOTAL FEE NOW DUE$ 16- a � (Revised02/24/2014) Bonding Company's Name(if applicable) N/A 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 absence of such posted notice, the inspection will not be approved and a reinspection fee will a charged. Signature ( Signature OWNER or AGENT CONTRACTOR The foregoing instrument wr o as acknowledged before me this Th fog ins r ent was acknowledged before a this d'ay o 711et;220 �by day of / 20 by RN ho is personally known to, , o is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY U LIC: Sign: Sign. Print: I II C—� Print: Seal: Ne g: \QQ .•...:..•�O,F �i Seal: ''nV O Jo 41 t)0 0�7d"%*. �� Notary Public State of Florida 7�� Josefine Rodriguez MY own E0 107780 APPROVED BY '•�.:�''..••• Plans Examiner Zoning Off fit 1fi1 " t Structural Review Clerk (Revised02/24/2014) � I I SYNALOVSKI ROMAN I KSAYE AmkUMwe•Planning•InWiar D®ign c-- --- October 6, 2014 QCT C i4 Miami Dade Fire Rescue Fire Engineering and Water Supply 11805 S.W. 26 Street Miami, FI 33175 RE: Barry University Wiegand 138 11300 NE Second Avenue Permit No. M2014012151 To Whom It May Concern: As the Architect of Record,we offer the following as clarification as it relates to the Fire Comments issued to date for Wiegand 138 at Barry University. Fire Critique dated 09.25.14—Rick Gonazlez Q1. Provide original approved plans by the Fire Department to Verify compliance with all existing conditions. R1. Floor plan updated to include context as it relates to nearest exits. Also, the Fire Department in 2012 approved and closed out the permit for a replacement of the existing Fire Alarm with Miami Dade Fire Rescue— Permit#2012002530. Attached please find an 11x17 record from the Sentry Security Inc. Q2. Indicate on plans the class of rehabilitation as per NFRP 101, Chapter 43. R2. Modification as per Section 43.2.2.1.3, NFPA 101. Please see revised sheet T-001 for reference on plans. Q3. Clarify the occupant load of the student resource lab—floor plan indicates 10 students, but there are more chairs and desks shown—Table 7.3.1.2. R3. By calculation for our Business Occupancy(Students above the 12'grade), as per Table 7.3.1.2,we are required by Code to calculate 1/100 which at 935 SF, gives us 10 occupants. Furniture layout has been modified to identify 9 seats, please see revised sheet A-101. SYNALOVS KI ROMAN I KSAYE Architecture•Planning•Interior Design 1800 Eller Nye,Suite 500•Fort Lauderdale,FL 33316 T 954.961.6806•F 954.961.6807•wwwsynalovski.com SYNALOVSKIROMANIKSAYE AreBlWhm•Ptwming•InWW Design Q4. Maximum common path of travel if 50 feet is exceeded at the 2'floor—Table A.7.6. R4. Maximum common path of travel for the second floor is 42 feet, not exceeding 50 feet. Please see revised LS-101. Please feel free to contact our office should you have any further questions. Merrill Romanik,AIA Project Architect SYNALOVS KI ROMAN IKSAYE Architecture•Planning•Interior Design 1800 Eller Drive,Suite 500•Fort Lauderdale,FL 33316 T 954.961.6806•F 954.961.6807•www.synalovsld.com V- 0-04 004 ® -. ��. a— A 0.00 Q. G \\\ u. LL 34-7 LLI C4 TOM 344 344 � � J co) O LL \ ,\\ ,�r' ••• •• •49 O •••••• //•' •• •� •• j� • • \\ \\ • • • \\ •• • • LIJ . ••�••• / \ �\ \ \ • fircu 0400:0• \ \• 7tiod o i ••• • ■� • GROUND FLOOR FIRE --- � � � �� "�,: � � E] � 2 ALARM PLANi`�� v •••••• z2-t2� ;Q 7emo .: 0.00: � •• I. � � m CL C C ✓� ° tom -7&d C0 X c > o tt � ,-04 t 2� z-aa ° ,o> o o ---- - LUZ W 2-24 75 Z"Tia a� 2-92"0 7FWAZ � y �\ N t a N 2-1-6 ° W Z mod o Z048 261 2-1-12 oao o ° N 22, �5 ° 2.,-,20 OTttod 2 I.L _M 75W �% �°°° 2,-tt 2-13 Q Gas 14i m I-W R HAT _ 8ENJ SIQNATUFF- 750d �\ ®0.10 2100 V ` 1` 2-1a 78od L lowtom/ 24 \� v NP DM M BY: IW: RW EK DATE- SCAJR 0320-ml ASShwm SHEETT ME: 1 WIEGAND BUILDING - PARTIAL 1ST FLOOR FIRE ALARM PLAN ® NORTH SHMT -gmmt F ^ . ww 45 LL 7W LL Lff C9 z 3-41-3 dt 1-12 WP LL (e 41 344 344 344 ° ° ° °= Z .. z ° ° 0-14 17 film =° °= * ° ° ° =°° ° 14 ° ° ° m I.E-ANCAL °"STALL TEST 2-1 STATION INSW 14 p NEMA 3R 1CL ENCLOSURE 7 STATION INSIDE INSTALL TEST NEMA 3R MECHANICAL ENCLOSURE WZX N TEST 7L TAT NEM 0.150 °° ° INC ti l - UF C4 o i ' ono L1.. :' ... Z •. Z . . 000 0 ... �r. . � ... AHU- AHU-3 • • � 421® 0�3 • •••• • W • O Ri Pi . . � ..�•• • . JQz..... c 0 EL !` 75CD �o o CD > 1� 75CD 75CD 24-421-0 1�2 ; WZ � 233 75CD 8.3 Z N L 342 Q � 75 , Z J • R mod < W 239, �' 75CD �•• W Z 75CD,0 O.�CD O 2580 0; � \" 236 O D 0 75CD' 75CD' 1.1. � m 232 7 25, SEAU ►,tME 75C i 1- vti RMW EK DATE srxE 0320-Ml UShwm SHMrmm: 1 WIEG-AND BUILDING - PARTIAL 2ND FLOOR FIRE ALARM PLAN ® NORTH FA-1024 SYNALOVS KI ROMAN I KSAYE - Arehitednn•Planning'Interior Design September 24, 2014 OCT 0 2014 Miami Shores Village c/o Building Department - - -- 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 RE: Bary University Wiegand 138 11300 NE Second Avenue Permit No. CC-14-1993 To Whom It May Concern: As the Architect of Record, we offer the following as clarification as it relates to the Village of Miami Shores Building Department Comments issued to date for\X/iegand 138 at Barry University. (Permit No. M2014007993). Building Critique dated 09.22.14 Q1. Pending approvals of outside agencies. R1. Job set is currently being routed through DERM and Miami-Dade County Fire. Q2. Provide smoke index and flame spread of the interior finishes. R2. Smoke index and flame spread requirements are identified on Revised Sheet A-80 I/Detail 11 General Finish Notes Mechanical Critique dated 09.22.14 -Jan Pierre Perez Q1. Missing Job Set. R1. Job set is currently being routed through DERM and Miami-Dade County Fire. Electrical Critique dated 09.22.14 Q1. Need Electrical Application. R1. Sub-Contractor Permit applications pending. Plumbing Critique dated 09.22.14 Q1. FBC 107.1 Provide all pages listed on legend on (T-100). R1. Reference to other plumbing sheets removed on legend, only Plumbing sheets for this project are P-100 and P-101. Q2. FBC 107.1 Indicate all plumbing sanitary and water lines being capped off. R2. Attached please find Revised Sheet P-10 1 indicating all plumbing sanitaryand water lines being capped off. SYNALOV S KI RO MAN I KSAYE ArMitedw•Planning•Interior Design 1800 Eller Drive,Suite 500• Fort Lauderdale,FL 33316 T 954.961.6806•F 954.961.6807•wwwsynalovsld.com SYNALOVSKIROMAN IKSAYE Ar&awhm•Planning•lnieriw Dffiign Q3. FBC 107.1 Provide DERM Approval. R3. Job set is currently being routed through DERM Please feel free to contact our office should you have any further questions. bk*9& * Merrill Romanik,AIA Project Architect SYNALOVS KI ROMAN I KSAYE AmhiWWre•Piarming•Interior Design 1800 Eller Drive,Suite 500•Fort Lauderdale,FL 33316 T 954.961.6806•F 954.961.6807•www.synalovsld.com DATE(MMIDD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 12/30/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the >~ certificate holder in lieu of such endorsement(s). CONTACT PRODUCER CO - 't3 Aon Risk services Northeast, Inc. PNH�E (866) 283-7122 FAX 800=363-0105, m New York NY office (AIC.No.Ezt): ac.No.: a 199 water Street E-MAIL p New York NY 10038-3551 USA ADDRESS: _ INSURER(S)AFFORDING COVERAGE NAIC 9 INSURED INSURER A.' The Insurance Co of the State of PA 19429 OHL- Arellano Construction Company INSURER B: 7051 S.W. 12th street Miami FL 33144 USA INSURER C: ' INSURER D: ' INSURER E: - MSURER F: COVERAGES CERTIFICATE NUMBER:570060763911 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY BEEN. OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS.SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Limits shown are as requested INSR LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER MMfDD MMID POLICY fff LIMBS A X COMMERCIAL GENERAL LIABILITY GL EACH OCCURRENCE $2,000,000 CLAIMS-MADE ❑X OCCUR SIR applies per policy terns & conditions GE OR $300,000 PREMISES Me occurtenee MED EXP(Anyone person) $10,000 PERSONAL&ADV INJURY $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $4,000,000 POLICY [fl PELT ❑X LOC PRODUCTS-COMP/OP AGO $4,000,000 0 OTHER: n A CA 3194450 12/31/2015 12/31/2016 COMBINED SINGLE LIMB nuronlosaELwBnnY $1,000,000 a aedderrt Ix ANY AUTO BODILY INJURY(Per person) G Z ALL OWNED SCHEDULED BODILY INJURY(Per accident) r AUTOS AUTOS NON-OWNED PROPERTY DAMAGE _ v HIRED AUTOS AUTOS (Peraccident) 1: m UMBRELLA LIAR HOCCUR EACH OCCURRENCE V EXCESS LIAR CLAIMS-MADE AGGREGATE DED RETENTION - WORKERS COMPENSATION AND PER OTH. EMPLOYERS'LIABILITY YIN STATUTE I ER ANY PROPRIETOR/PARTNER I EXECUTIVE E.L.EACH ACCIDENT OFFICERIMEMBER EXCLUDED? ❑N I A (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE If yes describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached H more space is required) CGC1522293 20 -04 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village Bldg Dept AUTHORIZED REPRESENTATIVE 10050 NE 2nd Ave. Miami Shores, FL 33138 usa ( C W �� L 01988-2014 ACORD CORPORATION.All rights reserved. ACORD 26(2014101) The ACORD name and logo are registered marks of ACORD %, ' Miami Shores Village RncrjvgD Building Department DEC 01.2010 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: ..� q Tel:(305)795-2204 Fax:(305)756-8972 i INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No PER IT APPLICATION Sub Permit No. BUILDING ELECTRIC ROOFING a4EVISION ❑ EXTENSION RENEWAL PLUMBING MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: t 3O� N. 2—nA J�y�'nl5— ih49 R-L, --0 139 City: Miami Shores County: Miami Dade Zia: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: �F/FE: �j q gWNER:-Name(Fee Simple Titleholder): FL4 �\1 l` Ph J Address, 50 2, F 0 PP City: ® t t, lig2 F,164. Tenant/Lessee Name: Phone#: Email: u CONTRACTOR:Company Name: ®WL I A��t1un(3 Phone#: (3®sq) l9-0-910 Address: 1051 5W 12", zS-Y'ee-+ yy City: 1gyv�% State, F-10r'1dCA. Zip:_3319 ua i ie-r ma-erre: V lLL� = Phone#: tate ertification or Re stration# ffii G I a.�.certificate of Competency M ��ll r� DESIGNER:Architee��ct/Engineer: sk (( 1 Phone#: C--rSy -1�Q 6 Address: 1?J36 SVCS priuc City:fT l.atKj�r&1C, State:F1_Zip: 3S31(0 Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ AdditionAlteration ❑ New ElRepair/Replace ❑ Demolition Description of ork: c, 0 'ts i i1 ) PNrAA ('5t. \Jt---MI� Specify color of color thru tile: Submittal Fee$ Permit Fee$ "5 .C)3 CCF$ CO/CC$ Scanning Fee$ ( ' 'Cl� Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ 1 Z,U . J� Bond$ TOTAL FEE NOW DUE$ �� QD (Revised02/24/2014) Y a 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection f will be charged. i Signature Signature OWNER or AGENT CONTRACTOR The for oing instr iment was acknowledged before me this The foregoing instrument was acknowledged before me this day of O!�•Qi•!6� 20 �-� ,by � day of IrIU Ui 20 I S by ---�V-6412 � � /Who is personally known to —0c',6��<<.�� ,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. p��INlllll/ identification and who did take an oath. NOTARY PUBLIC: `�� • •,R1$r47�` //i� NOTARY UBLIC• ' $ iGoa a8�Fto Si Sign: SO — rIGL:_+Gl �` iy�• X37 No PuWk State Florida Print: �/ .�•'• '•�Q�� My trommineion FF 103741 Seal //4y` j jI►tN ��1 Seal: o,ply Expired 04/19,2018 �s�r**»e�*aw,rrw�s+�r�►aau*�**eee*e•:w� »» �rw�x at4�M4i*Ora*x�x�aa*ee**r**r*■�rw*esx�ss�r*�r•ss*as�x«»*e*+r+M�fsxe�brtes�M�k�kM�FKes APPROVED BY A ► Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) uua�ui ' AZr% i i';: -..,,•.••.*,v,vL••?:r.)'1O•L!'rr.;tt. •a,y. Srl;Ir>v':i rV3' "1M1 o"gg n< S<i•..� t,/ ....� � .,,-.., ._. 4 ., � I .I!.v1�,.� 1 2eli•C S�i�:�:.••:;a'Y.:as,: iljlfii, i f:t'� 1i....,::Y a' d•d:- ^.;.•%:,�,: �tifit 1 L: -r1 t�h'r.�tn.l�tiJ.�1:h, r S.i. }. 1 :UMR�4!L�!{•Rt^'r is:j I':, ••♦ V ::�� 'ilfA Y'd�'�-•(i!•"4 •LLI✓A 4!"' � '4+t•!•�}.,•{�' M.� f a.. v,.. 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D•<rt �y•�!' t,t!.,�. lgi `'�t;9J >7S.DOia7/Z?1�n7'1 REDIT4 —15-037597 :}.,�?F n!t F•S.it�4w o, 1,1 d'•� ,v�.iirF�,.•,� .�, 4'?i�' t:c �-,•:+:,� Vii,.;,. srL• .:9i• •;„•.�• a»;!-: M h4: 1 ,✓ti;r; ;L.L-ry i4yfit' :, i 7 xt��in,!�i:.':'t,,.:�t, ,. .{:Y•_.: � Y' I Basi moi: 4S; j. l::q,'•I:^ .tiLgl':•' 3'A'•• n ti. r, Th� 8 alpt nus ao Tmu The ex riot alerw.e 1•;;� ,;4 a aalti4 b!titin b u�iififoed Hold rgaftq • rLtS�L�� to tftkoulCq. rr NO. must tis d on td{�mia� _• rue T Mk / �'>w 8s-218, •+'?ii 4. rye � Bir�.') .•aid`:-^ '5:75:. rot , t Miami Shores Village ' ` Building Department DEC 0 1,2015 BY: 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20�� BUILDING Master Permit No.A e /Z/— Iz7, PERMIT APPLICATION Sub Permit No.ELC-10-15-2683 ❑BUILDING 0 ELECTRIC ❑ ROOFING EOEVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING [:] MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 11300 NE 2nd Ave.Wiegand Hall 9V_L Miami Shores County: Miami Dade Zip: 33161 Folio/Parcel#:11-2136-000-0050 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):Barry College Phone#: Address:11300 NE 2nd Ave. City Miami Shores State: FL Zip: 33161 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: Tirone Electric, Inc. Phone#: 954-989-7162 Address: 6151 Pembroke Road City: Hollywood State: FL Zip: 33023 Qualifier Name: Curtiss Morgan Phone#: 954-989-7162 State Certification or Registration#: EC0003059 Certificate of Competency#: EC0003059 DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$55,200.00 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: l r ov A-/ - V E\/ d S I L)(\I ANOD, l49 Specify color of color thru tile: Submittal Fee$ Permit Fee$ �� ®� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ j 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 absence of such posted notice, the inspection will no be approved and a reinspection fee ill be charged. Signature Signature OWNER or AGENT CONTRACTO The foregoing instru nt was acknowledged before me this The foregoing instrument was acknowledged before me this —day of eb 20 �� ,by 29th day of October ,20 15 by ,who is personally known to Curtiss Morgan ,who is personally known to me or who has produced as me or who has produced personally known as identification and who did take an oath. \\�Nlllllllia� identification and who did take an oath. NOTARY PUBLIC: `�\0� , SARDlF•�i��i�Vi,, NOTARY PUBLIC: SSIONF •,� o 20��9n Si = .o Sign: —T' 0337 o y Print�4� �� / � � &FFA � `Print: la sales Seal: 4�9,9�.'•� Us .•Oc��\�� Seal: „�� (YNTRAR F# F246�5 /s' 11111 1j MYMIS EXPIRES:SeptPu7� !�• gor&dThruWoyic WWWO sww+�*�rsxr***�*�**r***�►****r�r�***�***�**�****�+�+��***e�+r�*s��r*� * r� APPROVED BY ! �W��lans Examiner Zoning Structural Review Clerk Client#:67379 TIREL DATE(MMIDDIYYYY) • ACORD. CERTIFICATE OF LIABILITY INSURANCE 1/14/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONCT PRODUCER NAE Michelle A.Kalicharan Gulfshore Insurance-Naples PHONE 239 435-7143 FAX 239 213-2852 A1C IL Ext: AIC,No Naples, s,FIL 41 Road North ADD RESS: mkalicharan@gulfshoreinsurance.com Naples,FL 34103-3303 INSURER(S)AFFORDING COVERAGE MAIC# 239 261-3646 INSURER A:Amerisure Insurance Company 19488 INSURED Tirone Electric,Inc. INSURER B:Amerisure Mutual Insurance Comp 23396 INSURER C 6151 Pembroke Rd INSURER D: Hollywood,FL 33023 INSURER E INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE ADD SUBR POLICY EFF POLICY EXP LIMBS LTR tNSR WVD POLICYNUMBER MMIDD MMIDD A GENERAL LIABILITY X X CPP20744430402 1/15/2016 01115/2017 EDDAApCMMHHpOC7CURR�RENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY PREMISES EaErrDence $1,000,000 CLAIMS MADE I I OCCUR MED EXP(Any one person) $10,000 PERSONAL&ADV INJURY $1,000,000 _ GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICYFX jEa LOC $ A AUTOMOBILE LIABILITY X X CA207410402 1/15/2016 01/15/201 Ea accidEBf°nSINGLE LIMIT 44 $1,000,000 tAY AUTOBODILY INJURY(Per person) $ ONED SCHEDULED BODILY INJURY(Per accident) $ AUTOS RED AUTOSXNON-OWNED PROPERTY DAMAGE $ AUTOS Peracadntve Oth Car $ B X UMBRELLA LIAB IV OCCUR CU20744450403 1/15/2016 01/15/2017 EACH OCCURRENCE $5.000.000 EXCESS LIAR CLAIMS-MADE AGGREGATE $5,000,000 DED I X RETENTION$O $ A WORKERS COMPENSATION X WC2099743 1/15/2016 01/15/201 X TWC ORY-- U- OTH- AND EMPLOYERS'LIABILITY �ICEWRIETORPPARTNMEMBER DE�ECUTIVEF N/A E.L.EACH ACCIDENT $1000000 (Mandatory In NH) E.L.DISEASE-FA EMPLOYEE $1,000,000 If yss,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remarks Schedule,tf more space to required) Barry University is included as Additional Insured on a primary and noncontributory basis with regards to General Liability only as required by written contract per form CG7048 0913,Includes ongoing and completed operations,Waiver of Subrogation In favor of Additional Insured(s)perform CG70491109. Additional Insured In regards to Auto Liability only as required by written contract per form CA7171 0508, including Waiver of Subrogation.Waiver of Subrogation in regards to Workers Compensation only as required (See Attached Descriptions) CERTIFICATE HOLDER CANCELLATION Bar Universa SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Barry University THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 11300 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33161 AUTHORRED REPRESENTATIVE ©1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010/05) 1 of 2 The ACORD name and logo are registered marks of ACORD #S951032/M948901 MAK T Miami Shores Village CEID Building Department DEC ®1,2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 ]-BY. /? Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 0 BUILDING Master Permit No. MC-10-15-2613 PERMIT APPLICATION Sub Permit Noir/7 f � ❑BUILDING ❑ ELECTRIC ❑ ROOFING ® REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ((3 0 0 NE. 2 A V el�J'J E W r—I('AN') " $ ADDRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 1121360010160-09 Is the Building Historically Designated:Yes NO X Occupancy Type: UNIV Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): BARRY UNIVERSITY Phone#: Address: 11300 NE 2ND AVE. City: MIAMI SHORES State: FL Zip: 33161 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: THERMAL CONCEPTS, INC. Phone#: Address: 2201 COLLEGE AVENUE City: DAVIE State: FLORIDA Zip: 33317 Qualifier Name: LAWRENCE D. MAURER Phone#: State Certification or Registration M. CAC039621 Certificate of Competency#: DESIGNER: Architect/Engineer:_.. Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 675.00 Square/Linear Footage of Work: Type of Work: x❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Adding Fire Dampers Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ �� CAD (Revised02/24/2014) 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 absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. SignatureLZ24Sig ature OWNER or AGENT — CONTRACTOR The foregoing inst�ment was ackpwledged before rr a this The foregoi rument was acknowledged before me this / day of oV��'� 20 13 by 2nd day of November 20 15 by An 3e who is personally known to Lawrence Maurer wh ersonal nown to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. `` �i NOTARY PUBLIC: \\`��_A111,;�STARDIp••/i��'/ NOTARY PUBL C: SSIOIy e N• + Si *= Sign: Print-�� iT-��: TIFF 27 :o Print: ��'• � ded��• o mfr PuA1�-Site of F DT Seal: ��i�9Y° ;Pctsc��;o•FF;�� Seal: �ti► a s/s/lid iiJiiiii�`O``\\ 192191 Nfty Asm. �( d� APPROVED BY v PlI an xaminer Zoning Structural Review Clerk (Revised02/24/2014) -- THERM-6 OP ID:R3 .�#Col2'G►' CERTIFICATE OF LIABILITY INSURANCE DATE(MWt)DNYYY) •� " 08/31/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR Ai.TER THE COVERAGE AFFORDED BY THE POLICIES 'PLOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED :_PRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: W the cert to holder Is an ADDITIONAL INSURED,the pollcy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certMoste holdor in May.of such endorsemen s. PRODUCER _ Brown 8 Brown of Florida,Inc. P E 954•778.2222 954-778-4446 1201 W Cyy s Creek Rd#-130 P.O.Box 6r a FL Lauderdale,FL 33310-5727 ,lames F.Murphy -. INSUREPd81AFwRDINocovERACE NAIC>< INSLUMA-Amerisure Mutual'Ins CO 23398 INSURED Thermal Concepts Inc. wsvnite.Arnerisurs Partners Ins Co 11050 2201 College Avenue INSURER c..North River Insurance Co 21106 Davie,FL 33317 DIsoRERo:Amerisure insurance Co 18488 INSURER E- �_... INSURERF: COVERAGES GIERTINCATENUMSER: REVISION NUMBI«R: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REG4UIREMENT,TERMLIR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT iMTN RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERM$. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOW14 MAY HAVE SEEN'REDUCED BY PAIDCLAIMIS. AWL SUM TYPE OF INSURANCE PPOLICY NUMBER.... LIMITS A X: coMrAmuLtiENERRt.I.UourY EACHOCCUM04M $ 1,000,00 CLAIMI-MAS n OCCUR GL20572050603 OWW2016 2016 O M2016 PREMISES le, $ 1,000 XContrect Llab HIED EXP( Orel ate,) $ „ 10, x KC—U Included _ _ PERSONAL&My INJURY $ 11000,00 M( 4 AGGREGATE L�IMIT.APPLIES PERT _ GENERAL AGGREGATE $ 210001 POLICY[E JEpCT n LOC PRODUCTS-COMHOP AGO $ 2,000,0 THER; $ AUTOMOBlLE004tTY IED INC $ 1100010 nt X ANY AUTO CA20566620706 0010401508104/20,16 'BODILY INJURY(Perperson) $ ALL O OWKD UTOESDULEO BODILY INJURY(Per ecckierd) S — ----- X HIRED AUTOS X AUTOPtEDD D $ $ X UMBRELLA LIAO X OCCUR EACHOCCURRENCE...� $ 10,0000, C EXCESB LUQ CLANS-MADE 6811056829 09/04/2016 0810412016 AGGREGATE $ 20,000.00 DED X RETENr1ONre 0 & WORKERS COMPENSATION X STATUTE R _ AND EMPLOYERS'LIMMJTY D ANYwtoPraertvlrPARTNeRrExECUTivE YIN 020053006 04/01/2016 04/01/2016 E:L.EACHACCIDENT 600,00 C�FICERHrIEM@EREXCLUOE07 NIA - (PlandrdorY In NN) E:L DISEASE-EA EMPLOYEE $ 500,00 U sdesaibeuruk OrP TIONS below EL.DISEASE-POLICY LIJIR $ 600,0 A Equipment Floater iNt2094224000.3 09104/2015 00/0412016 Equipment 126,000 Leased/Rented Ded 2,50 OESCRIPTM OF OPMTM$I LOCATIONS1 VEMLES(ACORD 101;AWB mot Re=M SOhedW%1MY 48 Wachod N mora soaae is requW) CERTIFIC T HOLDER CAC T# BARRYUN SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION. OATC- TEREOF, Barry University ACCORDANCE WITH THE POLICY PROVISIONS.E ALL BE DELIVERED IN 11300 NE 2nd Ave Miami Shares,FL 33161 AUTHORIZED REPRESENTAINE 01988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014101) The ACORD`name and logo are registered marks of ACORD K- Miami Shores Village _.. Building Department M 17 2M6 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(30S)762-4949 FBC 20 BUILDING Master Permit No.CC 9-14-1993 PERMIT APPLICATION Sub Permit No. OBUILDING I ELECTRIC F_� ROOFING REVISION [:] EXTENSION FRENEWAL PLUMBING MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 11300 NE 2nd Ave VUL646 i [ln City: Miami Shores County: Miami Dade �Zioi_ �l3llGl Folio/Parcel#: rsthe_BuidingHi Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee SimRle Title Id r):Barry University LAdd resj: �b0 Iw�"i �r4 L-- citys t�NwK State: r1 zip: 13310' Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: OHL Arellano Construction Phone#: 305-994-9901 Address: 7051 SW 12 St City. Miami State: FI Zip: 33144 Qualifier Name: Frank Vilar /! Phone#: 305-994-9901 State_Certification or Registrati a M tbl& 1521"W Certificate of Competency#: DESIGNER:Architect/Engineer: Merrill Romanik Phone#: 954-951-6806 Address: 1500 Elier Dr Suite 500 city: Ft Lauderdale State: FI Zip: 33316 /!Value of Work for this Permit:S 10010 Square/Linear Footage of Work: Type of Work: ❑ Addition 0 Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Shop Drawings for Stairs Specify color of color thru tile: Submittal Fee$ ^ ' Permit Fee$ CCF$ CO/CC$ Scanning Fee$ d -07 Radon Fee$ DBPR$ Notary$ _ Technology Fee$ Train!ng/Education Fee$ Double Fee$ Structural Reviews$ t/CJ r Bond$ TOTAL FEE NOW DUE$A5 (Revised02/24/2014) 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the a sence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument Annq..nwaa�s/1aLcknowledged before me this The,for ing instru_n was acknowledged before me this _day of IVYAW- 120 by day of Y .20 ,by CU_S N �.b*1�qJ A A who is personally known to who 1 is personal y known to mer who has produced as me or who has produced 4A 1 ��v� l� as identification and who did take an oath. identifi tion,and who di take an oath. NOTARY PUBLIC: NOTA Y PU LIC: J / — Sign: ign: Prin Print: Notenif Pubho$Mta of Florida Notary Public State rids Seal ;�' Jeffry J Yao Seal: Zile°�� My Commi�i FF 188481 Josefina Rodriguez c My Commission EE 167780 Expiros 11/12/2018 14cid Ex;'1 03/1812018 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) e MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street—North Miami—Florida 33161 Phone(305)891-4174 Fax(305)891-4175 E-mail:miltoncubas@msn.com www.miltoncubaspe.com PAGE 159 COVER SHEET DATE: February 17,2016 0000 . . 6000 0000.0 PROJECT: STEEL RAILING& STAIRS • . . 666666 66 66 00000 . 0000.. .6000. ADDRESS: "11300 NE 2nd AVE.MIAMI SHORES FLORIDA" ."". :0 0 0 0 0 ' 0000 0 00000 0000.. ... 6 66066 00 60 60 006666 CLIENT: ALL METALS CORP. :09:0: • •' . . 6 0 0 0 0060. 0009 . . . 660606 60 . 000 DESIGN BY:M.F. 6 • This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 59. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service,the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 59. I Milton Cubas ✓ Certification Authorization#27267 F.L Reg. P.E# 51902 S.I. # 6999901 s MILTON CUBAS, P.E., INC. 1302 N.E. 125 Street—North Miami—Florida 33161 Phone(305)8914174 Fax(305)891-4175 E-mail:miltoncubas(a)msn.com www.miltoncubaspe.com PAGE "/59 INDEX DESCRIPTION PAGE Steel Tread Evaluation 1 Steel Plate Design 2 Wind Pressure Calculations 3 0000 •••••• •Metal Stair Uod$1 5 •0•••• getal Stair£tesign 12 ...0.0 "" Anchor Desigx�o Existing Concrete Wall 21 0000.. 00009 . 0000 •�.;.0 .Ar��hor DWgnStringer to Existing Concrete Slab 29 0 . 0000.. .0. 0000 • Anchor Dgjgp��olumn to Existing Concrete Slab 36 . 0 . . 0" •ka1:Picket Desl n 25 PSF F.B.C. 1618.4.6.2 44 . .6000. . 0 • 0SZO&Botto'm Chord Design 25 PSF F.B.C. 1618.4.6.2 46 . 00 Steel Guardrail Design 200LB F.B.C. 1618.4.6.1 48 Steel Guardrail Design 50LB/FT F.B.C. 1618.4.6.1 50 Steel Handrail Design 250LB,F.B.C. 11-4.26.3 (1) 52 Steel Handrail Design 50LB/FT,F.B.C. 1618.4.6.1 54 Steel Post Design 250LB,F.B.C. 11-4.26.3 (1) 56 Steel Post Design 200LB F.B.C. 1618.4.6.1 58 PROJECT: BARKY UNIVERSITY MMTON=AS P.E.,INC. WEIGAN BLDG.ROOMS 138a&138b CONSi3LY1N MUNM SUBJECT: STEEL TREAD Milton Cubas ADDRESS: 11300 HE and AVE. MIAMI SHORES,FL. 1302 NX.125 ST. Nordt.Mimi Motida 33161 DATE: 211712016 SHEET No. Phone:305-891-4174+Fax:305.8914175 E-Mol:mcubas49&ov"et DESIGN BY: M.F OF STEEL TREAD.EVALUATION SPAN= 3.0 ft h 29000000 psi DTH= 1.0 ft 1= 1.39 in"4 50.0 pif DEAD LOAD= 50.0 psf C top= 7.000 in LIVE LOAD 100.0 psf C bort= 0.840 In 1.DEAD WDA STEEL Fy= 36000 psi SX= 1.65 In"3 DEAD LOAD ANALYSIS COND 1 3.0 ft ►I WDA= 50.0 Of wla 100.0 pff ••.• M = 8 = 56.3ftlb =675.0 In lb • • • •• •••• • 2.LIVE WLL •• • •• • • LIVE LOAD ANALYSIS COND 2 • "" ' WDA= 100.0 Of ••�••• :•••- : wl z �— 0.4- ••• 1 1509Ib• • M = 8 = 112.5fttb =1350.0 in lb • • 0*00 LIVE LOAD ANALYSIS COND 3 •.•••. • • PII= 300 Ib 3.LIVE PLL :, • : • • .••• • .. . M= Pi 4 = 225.0 ft .. .Ib =2700.0 in Ib GOV • • •• 3.0 ft M Toro.=MDL+MLL(GOV)= 3375.0 In Ib Fb=0.66 X Fy 1501b S m, = b = 0.141n^3 [OKI 1.65 in"3 (acting) PP 5w14 COMB 1+3 5w14 COMB 1+2 A = + = 0.009 in GOV A= — 0.007 in 48EI 384EI 384EI D+L A = _ 0.150 in > 0.009 in OK 240 USE ASTM A36 STEEL TREAD 14 GA MIN. Sx= 1.65 in"3 2/59 PROJECT: BARRY UNIVERSITY LTON MAS,P.E.,INC. WEIGAN BLDG.ROOMS 136a 138b cc MICONSULM4GENGINE k SUBJECT: SI L PLATE DESIGN ADDRESS: 11300 HE 2nd AVE. Minton Cub88 MIAMI SHORES,FL. DATE: 2/1712016 - SHEET No. 1302 N.E.125 ST.•No&Miami,Florida 33161 Phone:305-$914174 a Fax:305-8914175 DESIGN BY: M.F OF E-mail.,mcabas99@covad.nct STEEL PLATE DESIGN PRESSURE= 150.00 PSF (DL+LL=50 PSF+ 100 PSF) WIDTH= 12.00 in W=NET PRESSURE X WIDTH goes 0:9e*0 WeF.ee• 150.0.0 #/ft L= 1.33 ft MAXIMUM SPAN •�•••• M�••WLZ x •:••• M= 33.17 Lb-ft 0 8 00.000 s.e..e v see: Fj/—g*t,000.0TPtI 00 F6% 23,760.ppge$j (Fb=0.66FY) (F2-1)AISC ASD 9TH ED. . . ...... . . . . S'= M F.B.C. 1621.1 :see*: sees Fb s S= e e 0.01675 in <SX= 0.031 in' CK THICKNESS(d)= 0.125 in Sx= b x d` SX= 0.031 in' 6 NET SX= 0.031 in' USE STEEL ASTM A36 PLATE 1/8 THK. Sx=0.031 1n3 3/59 NECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 2/17/2016 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: \\mi1ton\Dcc1Luents\ALL METALS, PAULIN0\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\WIND PRESSURE.wnd Other Structures & Building Appurtances MWFRS (Ch 29) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.90 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.1:• Cc = 0.20 1 = 500,00 !t Epsilon = 0.20 Zmin • 15.651t •••'�' Ht: Ht above Grade = 5.00 ft •� • •� • : '. L: Width Parallel to Wind Direction =0•:e104.00 W: Width Perpendicular to Wind Direction !*****3.50 ft' ;••..: 0000 . • • • .0.000 Gust Factor Category I Rigid Structures - Simplified Method 0000 a 0000• Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 &0;a!:3 5 •••0 ••�••0 Gust Factor Category II Rigid structures - Complete Analysis •••••• • .' Zm: 0.6*Ht F '14.00 §t • ••..i• lzm: Cc* (33/Zm)^0.167 W_ 40.23 i""' • • Lzm: 1* (Zm/33)^Epsilon =•A121.06 ft••• Q: (1/(1+0.63* ( (B+Ht)/Lzm)^0.63) )^0.5 = 0.97 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Design Wind Pressure - Other Structures Elev Kz Kzt qz W Pres_Cf( 1.60) W Pres_Cf( 1.50) W Pres Cf( 1.10) ft psf psf psf psf ------------------------------------------------------------------------------ 5.00 0.85 1.00 35.938 48.88 45.82 33.60 Note: W Pres Cf is Wind Pressure based on Cf(Force Coefficient) Figure 29.5-2: Force Coefficients for Open Signs & Lattice Description Flat-Side D<=5 D>5 Force Coeff. ----------------- ------------ -------- -------- e-Solidity Ratio 0.700 0.700 0.700 Cf-Force Coeff. 1.600 1.500 1.100 Kz 0.849 0.849 0.849 Kzt 1.000 1.000 1.000 Qz(psf) 35.938 35.938 35.938 Elevation(ft) 5.000 5.000 5.000 4/59 Wind Pres. (psf) 48.876 45.821 33.602 Notes: 1} Signs with openin comprising >30% of gloss area are considered open signs 2) e - Ratio of so d area to gross area 3) D - Diameter typical round member 50 psf WIND PRESSURE ABOUT STAIR ...... .... . . ...... .. .. ...... • FS Cele Edit---VicW Mode] Load Wtind�a lteEg; (-�� !r D Ocala c.- 4#q ®nom .., -m•�. . Create Marlid j cut Dna.Ytttg twaae Members ;J . B Shower Hide I Members ®shy Plates ®Shown gt1 V Nodes ®Shown Supports ®Shown a mmtw Dat•ils �h a i Member Name ❑Hidden Name Riter ' ti Property Hidden Material ®Shown a Orientation ❑Hidden "a a Local Axes [3 Hidden End Releases ❑Hidden Length ❑Hidden Weight [3 Hidden Model View Tips YOU maY use Edmeopy to take a Snapshot ofifie MOW View to pasta Into a rgwrt _. ........... ..._.... ._ .. ........_....... .... _..... ...__.._.... Mode1'View Revkvim DeMp Vmv!Report View mmber Graph ixl � j Nodes t+!iemt>Es'Ets Plate Nada %(ft? 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'A Project—homer x Create Modify I Filter a0 Cut .. ••• . • • • • .• poi Modlly Project Settings :� COQ poi • D Project Structure Type Space Frame Vertical Ards Y North Axis +Z /spy pf/ nbi Occupancy Category 11 ®AnalpSIs I Static Method: First Order p. 4a` f 0 Mode Shapes? 0 Neglect Nonlinear? ❑No +b d4f Calculate Envelopes? ❑No I mf of o ®IBC vwnd E IBC Seismic y x ao/ Q Ded9n Checks Auto-Groups ®Yes ' Auto-Stress Checks ILI No View UnHy,checks show ues�fo exLMnq shapes arwi!cods �4 00� Lh ttltl 1 2&R O.r`SG Zit` T.OA4 -__—--- ___ _..........._.._._.._-____.._.......__....._____---_....__---..___..___.._ _..____..__..._______.____......._....-......_--------- - Model view Result View DOOM Viesu;, R;;tVlev,I Memb.Graph x . D_19r+Cro PkmbLlydtYChedrs McKFac6ors Menbe{Co> -FmceResrdRs..BeanrDefleclie Lateral S;ahIDtYLrdexAaultc SttyYDriRReealts s• Croup/Mesh Sements LL Facts Unity DesW Shape Overstrerrgth Spedlfcatton m steel_aea,,,x_G01 14 LOW 0.31 -NA- No atsc ASD(MIO) Steel-Sem Z GO2 3 Loon 0.39 -NA- No AIC ASD(2010) _ _..- _._ --- -... _... ._:.............._ ._.... _ ....__m._.... _---- METAL STAIR(2)-at Team CHD 200D.4.000,UWA PERM N 4 Project: METAL STAIR (2) 13/59 Patrick Star,Team CRD February 17,2016 \\milton\Documents\ALL METALS, PAULINO\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ Result Cases Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Steel-Beam X G01 per AISC ASD (2010) Each member in the group is checked according to its as-modelled shape. Material:\Steel\ASTM A36 Members Included(14): BmXO01-2, BmXO01-6, BmXO01-5, BmXO01-4, BmXO01-7, BmXO02, BmXO06-2, BmXO05-3BmX005-2, BmXO04-3, BmXO04-2, BmXO03-3, BmXO03-2, BmXO06-3 Strong Deflection Check Member Result< Deimand dy Capacity dy Code Unity: Name_ Case in ` in Ref. Check BmXO01-2 D+L 0.000 0.050 IBC 1604.3.1 0.00 OK BmXO01-6 D+L -0.000 0.063 IBC 1604.3.1 0.00 OK BmX001-5 Live -0.000 0.042 IBC 1604.3.1 0.00 OK BmX001-4 Wind v+X 0.000 0.042 IBC 1604.3.1 0.00 OK BmXO01-7 D+L -0.000 0.063 IBC 1604.3.1 0.00 OK BmXO02 D+L -0.000 0.050 IBC 1604.3.1 0.00 OK BmXO06-2 Live -0.000 0.021 IBC 1604.3.1 0.00 OK BmXO05-3 Live -0.000 0.021 IBC 1604.3.1 0.00 OK BmXO05-2 Live 0.000 0.021 IBC 1604.3.1 0.00 OK BmXO04-3 D+L -0.000 0.031 IBC 1604.3.1 0.00 OK BmXO04-2 Live -0.000 0.021 IBC 1604.3.1 O.QQQK BmXO03-3 D+L 0.000 0.031 IBC 1604.3.1 • '0�QO�gK ...•• • BmXO03-2 D+L 0.000 0.031 IBC 1604.3.1 • • • 0.00�jK • BmXO06-3 Live -0.000 0.021 IBC 1604.3.1 •� • eO&Ok Combined Check •••••• Member Result Code �P1tY. ••• •• Name Case Ref. •• BmX001-2 D+L H1-1b g„15•QK •00 �•• �• BmXO01-6 D+L H1-1b 04 OK • BmXO01-5 D+L H1-1b �cm • BmXO01-4 D+L H1-1b 6.03O1k i..•i• "' �' BmXO01-7 D+L H1-1b 0.03.6K BmXO02 D+L 1-11-1b 0.•M OK .••;•0 • BmXO06-2 D+L H1-1b 0.06 OK •• • BmXO05-3 D+L H1-1b 0.02 OK BmXO05-2 D+L H1-1b 0.02 OK BmXO04-3 D+L H1-1b 0.03 OK BmXO04-2 D+L H1-1b 0.01 OK BmXO03-3 D+L H1-1b 0.05 OK BmXO03-2 D+L H1-1b 0.05 OK BmXO06-3 D+L H1-1b 0.05 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check BmXO01-2 D+L 110.508 96574.851 132-1 0.00 OK BmXO01-6 D+.6W»+X 21.555 96574.851 D2-1 0.00 OK BmXO01-5 D+.6W»+X 18.850 96574.851 D2-1 0.00 OK BmX001-4 D+L 118.730 96574.851 D2-1 0.00 OK BmX001-7 D+.75(L+.6W+Lr) 35.966 96574.851 132-1 0.00 OK +X BmXO02 D+L 1859.927 95428.212 E3-2FB 0.02 OK BmXO06-2 D+L 288.769 72646.704 132-1 0.00 OK Page 1 VisualAnalysis 11.00.0008(www.iesweb.com) Project: METAL STAIR (2) 14/59 ' Patrick Star,Team CRD February 17,2016 WniltonXDocuments\ALL METALS, PAULINO\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ BmX005-3 D+L 288.769 72095.393 E3-2FB 0.00 OK BmX005-2 D+L 220.471 72646.704 D2-1 0.00 OK BmX004-3 D+L 220.471 72095.393 E3-2FB 0.00 OK BmX004-2 D+L 155.937 72646.704 D2-1 0.00 OK BmX003-3 D+L 155.937 72095.393 E3-2FB 0.00 OK BmX003-2 D+L 65.035 72646.704 D2-1 0.00 OK BmX006-3 D+L 652.386 72184.874 E3-2FB 0.01 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft lb-ft Ref. Check BmX001-2 D+L -1367.915 28562.874 F2-1 0.05 OK BmX001-6 D+L 886.398 28562.874 F2-1 0.03 OK BmX001-5 D+L 890.095 28562.874 F2-1 0.03 OK BmX001-4 D+L 531.952 28562.874 F2-1 0.02 OK BmX001-7 D+L 695.660 28562.874 F2-1 0.02 OK BmX002 D+L 332.345 28562.874 F2-1 0.01 OK BmX006-2 D+L 91.469 17299.401 F2-1 0.01 OK BmX005-3 D+L 104.475 17299.401 F2-1 0.01 OK BmX005-2 D+L -95.247 17299.401 F2-1 0.01 OK BmX004-3 D+L 57.310 17299.401 F2-1 0.00 OK BmX004-2 D+L 54.671 17299.401 F2-1 0.00 OK BmX003-3 D+L -110.724 17299.401 F2-1 0.01 OK BmX003-2 D+L -110.724 17299.401 F2-1 0.01 OK BmX006-3 D+L 53.253 17299.401 F2-1 0.00 OK Weak Flexure Check Member Result Demand My Capacity My Code Unity Name .. Case Ib-ft Ib-ft Ref. Check 4PAU001-2...... D+L . -409.542 3305.389 F6-1 0.12 OK j3mX001-6. . D+L: •..• -25.657 3305.389 F6-1 0.01 OK BmX001-5*• • • D+L. •• -39.443 3305.389 F6-1 0.01 OK Ym)t001-4 D+L -45.395 3305.389 F6-1 0.01 OK 8m&01-7 D+L. -16.119 3305.389 F6-1 0.00 OK BmX002 .:...: D+L...... 420.973 3305.389 F6-1 0.13 OK . 8111X006-2 ' D+L "•• 118.128 2227.545 F6-1 0.05 OK 8MX005-3; .••• D+L;••;•• -19.410 2227.545 F6-1 0.01 OK • fr►k005-2•• D+L •• •• 44.454 2227.545 F6-1 0.02 OK 8mX004-3 • D+L•••••• -50.615 2227.545 F6-1 0.02 OK ORM04-2 . . D+L: : 24.479 2227.545 F6-1 0.01 OK BmX003-3"•• : D+L . . -103.249 2227.545 F6-1 0.05 OK SM,003-2 .... D+L; '..' 91.743 2227.545 F6-1 0.04 OK BmX006-3• • ' D+L -98.761 2227.545 F6-1 0.04 OK Strona Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check BmX001-2 D+L 991.850 31041.915 G2-1 0.03 OK BmX001-6 D+L -147.665 31041.915 G2-1 0.00 OK BmX001-5 D+L 296.254 31041.915 G2-1 0.01 OK BmX001-4 D+L 713.160 31041.915 G2-1 0.02 OK BmX001-7 D+L -563.810 31041.915 G2-1 0.02 OK BmX002 D+L -354.038 31041.915 G2-1 0.01 OK BmX006-2 D+L -95.968 22764.072 G2-1 0.00 OK BmX005-3 D+L 323.146 22764.072 G2-1 0.01 OK BmX005-2 D+L -251.439 22764.072 G2-1 0.01 OK BmX004-3 D+L 166.206 22764.072 G2-1 0.01 OK BmX004-2 D+L -161.983 22764.072 G2-1 0.01 OK BmX003-3 D+L 239.157 22764.072 G2-1 0.01 OK BmX003-2 D+L -270.517 22764.072 G2-1 0.01 OK BmX006-3 D+L 34.822 22764.072 G2-1 0.00 OK Page 2 VisuaiAnalysis 11.00.0008(www.iesweb.com) Project: METAL STAIR (2) 15159 Patrick Star,Team CRD February 17,2016 \\milton\Documents\ALL METALS, PAULIN0\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ Weak Shear Check Member Result "Demand Vz Capacity Vz Code Unity Name Case Ib Ib Ref. Check' BmXO01-2 D+L -761.516 29324.262 G2-1 0.03 OK BmXO01-6 D+L 38.068 29324.262 G2-1 0.00 OK BmXO01-5 D+L 57.806 29324.262 G2-1 0.00 OK BmXO01-4 D+L 65.748 29324.262 G2-1 0.00 OK BmX001-7 D+L 23.450 29324.262 G2-1 0.00 OK BmXO02 D+L 765.502 29324.262 G2-1 0.03 OK BmXO06-2 D+L -347.023 22800.286 G2-1 0.02 OK BmXO05-3 .6D+.6W D+X 10.457 22800.286 G2-1 0.00 OK BmXO05-2 D+L -96.874 22800.286 G2-1 0.00 OK BmXO04-3 D+L -120.150 22800.286 G2-1 0.01 OK BmXO04-2 D+L 39.322 22800.286 G2-1 0.00 OK BmXO03-3 D+L -311.988 22800.286 G2-1 0.01 OK BmXO03-2 D+L 270.984 22800.286 G2-1 0.01 OK BmXO06-3 D+L 264.396 22800.286 G2-1 0.01 OK Combined Torsion Check Member Result Code Unity Name Case Ref. Check BmXO01-2 D+L H3-7 and 113-8 0.31 OK BmXO01-6 .6D+.7Di H3-7 and H3-8 0.00 OK BmXO01-5 D+.75(L+.6W+Lr)v+X H3-7 and 113-8 0.00 OK BmXO014 .6D+.7Di 113-7 and 113-8 0.00 OK BmXO01-7 D+L 113-7 and 113-8 0.17 OK BmXO02 .6D+.6W))+X H3-7 and 113-8 0.00 OK BmXO06-2 D+L 113-7 and 113-8 0.15 OK BmXO05-3 D+.6H H3-7 and 113-8 O.00.OK• BmXO05-2 D+.6H H3-7 and 113-8 . . 0.0t).QK.' 606 •• BmXO04-3 .6D+.7Di 113-7 and 113-8 '..' O.00.OK . BmXO04-2 .6D+.7Di 113-7 and 113-8 .....• 0.00.91C.; • ;• BmXO03-3 D+L 113-7 and H3-8 ...;• 0.16 OK • BmXO03-2 D+L 113-7 and H3-8 0.16 OK ••• 0: BmXO06-3 D+L H3-7 and H3-8 •• 0.1WK:• • ••..•. ••• • ••••• Torsion Shear Check • Member Result Demand Tau Capacity Tau Code::.::. Unity Name Case psf psf Ref. Qhe4 BmXO01-2 D+L 471902.020 1862514.970 H3-8 Q.fS'fllt BmXO01-6 D+L 68531.621 1862514.970 H3-8 ••• 0.04 OK •• • BmXO01-5 D+L 7710.918 1862514.970 113-8 •� wbbUl, • BmXO014 D+L 41366.138 1862514.970 H3-8 OM Olt BmX001-7 D+L 281875.273 1862514.970 113-8 0.15 OK BmXO02 D+L 102074.270 1862514.970 113-8 0.05 OK BmXO06-2 D+L 246841.212 1862514.970 113-8 0.13 OK BmXO05-3 D+L 18951.448 1862514.970 H3-8 0.01 OK BmXO05-2 D+L 18951.448 1862514.970 113-8 0.01 OK BmXO04-3 D+L 56055.981 1862514.970 113-8 0.03 OK BmX004-2 D+L 56055.981 1862514.970 113-8 0.03 OK BmXO03-3 D+L 262120.154 1862514.970 113-8 0.14 OK BmXO03-2 D+L 262120.154 1862514.970 113-8 0.14 OK BmXO06-3 D+L 246841.212 1862514.970 H3-8 0.13 OK Design Group: Steel_Beam Z G02 per AISC ASD (2010) Each member in the group is checked according to its as-modelled shape. Material:\Steel\ASTM A36 Members Included(3): BmZO01, BmZO03,COL002 Page 3 VisualAnalysis 11.00.0008(www.iesweb.com) Project: METAL STAIR (2) 16!58 Patrick Star,Team CRD February 17,2016 \\milton\Documents\ALL METALS, PAULIN0\11300'ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check BmZ001 Live -0.000 0.100 IBC 1604.3.1 0.00 OK BmZ003 D+L -0.000 0.208 IBC 1604.3.1 0.00 OK COL002 D+L 0.000 0.058 IBC 1604.3.1 0.00 OK Combined Check Member Result Code Unity Name Case Ref." Check BmZ001 D+L 111-1b 0.04 OK BmZ003 D+.75(L+.6W+Lr)»+X 111-1b 0.01 OK COL002 D+L 1-11-1b 0.39 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check BmZ001 D+L 14.058 72646.704 D2-1 0.00 OK BmZ003 D+.6W»+X 27.066 87336.845 E3-2FB 0.00 OK COL002 D+L 107.170 71732.689 E3-2FB 0.00 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check BmZ001 D+L 105.188 17299.401 F2-1 0.010K BmZ003 D+L 255.978 26864.392 F2-2 0.010K COL002 •••• D+L -217.162 17299.401 F2-1 0.01 OK 000.00 •000 • • Veak FI ure- heck ••• • fA tuber •• •• Resufh;••• Demand My Capacity My Code Unity e 0 Case*••••• lb-ft Ib-ft Ref. Check • Bm2001 •;•••;D+L ...... -72.667 2227.545 F6-1 0.03 OK B"2003 •.6D+.6W»+X 30.451 3305.389 F6-1 0.01 OK • C4 W02 • •••D+L ***e** 859.654 2227.545 F6-1 0.39 OK *Strong Shear Check•••••• • Member .:..Result • Demand Vy Capacity Vy Code Unity e Oase ib Ib Ref. Check • Bm2001 ••0•ID.75(L*.6VV*Lr)»+X -44.962 22764.072 G2-1 0.00 OK BmZ003 • •0+L -36.807 31041.915 G2-1 0.00 OK COL002 D+L -219.509 22764.072 G2-1 0.010K Weak Shear Check Member Result Demand Vz Capacity Vz Code Unity Name Case Ib Ib Ref. Check BmZ001 D+.75(L+.6W+Lr)D+X -62.982 22800.286 G2-1 0.00 OK BmZ003 D+.6W»+X 44.071 29324.262 G2-1 0.00 OK COL002 D+L -1446.013 22800.286 G2-1 0.06 OK Combined Torsion Check Member Result Code Unity Name Case Ref. Check COL002 D+.6W»+X 1-13-7 and H3-8 0.00 OK Torsion Shear Check Member Result Demand Tau Capacity Tau Code Unity Name Case psf psf Ref. Check Page 4 Visua/Analysis 11.00.0008(www.lesweb.com) Project: METAL STAIR (2) 17'59 Patrick Star,Team CRD February 17,2016 \\milton\Documents44LL METALS, PAULiNO\11300`ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ COL002 D+.6W»+X 5255.870 1862514.970 1-13-8 0.00 OK Design Group: Steel—Column—G03 per AISC ASD (2010) Designed As: HSSUW/4, Material:\Steel\ASTM A500 Grade B(Fy=46ksi) Members Included(2):COL001, COL001-c1 Combined Check Member Result Code Unity Name Case Ref. Check COL001 D+L H1-1b 0.05 OK COL001-c1 D+L H1-1b 0.02 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity '< Name Case Ib lb Ref. Check COL001 D+L 2062.611 60798.074 E3-2FB 0.03 OK COL001-c1 D+L 858.123 60897.495 E3-2FB 0.01 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check COL001 D+.6W D+X 23.008 5692.615 F7-1 0.00 OK COL001-c1 D+L 51.968 5692.615 F7-1 0.01 OK Weak Flexure Check • Member Result Demand My: Capacity My Code• Un Name Case Ib-ft Ib-ft Ref. " dk:. '• COL001 D+L -167.849 5692.615 F7-1 0 03 O COL001-c1 D+L -6.468 5692.615 F7-1 0.00'OK :0000: • • .....• Strona Shear Check Member Result Demand Vy Capacity Vy Codp-•• U;ft ••,l• Name Case 1b Ib Ref. Ch ' k • COL001 .6D+.6W n+X -19.864 15926.819 G2-1: • 0X0.00 QK • •.0• COL001-c1 .6D+.6W v+X -23.341 15926.819 G2-1 Z0!B@QK • . • ...... Weak Shear Check •• 0.00 • . . Member Result Demand Vz Capacity Vz Code Unity Name Case Ib Ib Ref. Check COL001 D+L -33.570 15926.819 G2-1 0.00 OK COL001-c1 D+L -1.294 15926.819 G2-1 0.00 OK Design Group: Steel—Beam Z G04 per AISC ASD(2010) Designed As: L2x2xl/4, Material:\SteeIWSTM A36 Members Included(3): COL003,COLON, COL005 Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check COL003 D+L -0.065 0.208 IBC 1604.3.1 0.31 OK COL004 D+L -0.067 0.208 IBC 1604.3.1 0.32 OK COL005 D+L -0.054 0.208 IBC 1604.3.1 0.26 OK Page 5 VisuaMnalysis 11.00.0008(www.iesweb.com) Project: METAL STAIR (2) 18159 Patrick Star,Team CRD February 17,2016 \\milton\Documents\ALL METALS, PAULINO\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ Combined Check Member Result Code Unity Name Case Ref. Check COL003 D+L H2-1 principal 0.85 OK COL004 D+L H2-1 principal 0.79 OK COL005 D+L H2-1 principal 0.65 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check COL003 D+L 86.022 20220.360 D2-1 0.00 OK COL004 D+L 38.406 20220.360 132-1 0.00 OK COL005 D+.75 L+.6W+Lr *+X 23.570 8466.820 E3-2F6 0.00 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check COL003 D+L 306.980 456.998 F10-3 principal 0.67 OK COL004 D+L 284.779 456.998 F10-3 principal 0.62 OK COL005 D+L 237.385 456.998 F10-3 principal 0.52 OK Weak Flexure Check Member Result Demand My Capacity My Code Unity Name Case Ib-ft Ib-ft Ref. Check COL003 D+L 77.523 456.998 F10-3 principal 0.17 OK COL004 D+L 74.877 456.998 F10-3 principal 0.16 OK COL005 ••••D+L 61.591 456.998 F10-3 principal 0.13 OK 000000 6696 . . �9trong Ser heck .••. • Mmber ••' 9• Reselt;••• Demand Vy Capacity Vy Code Unity e Case•see* Ib Ib Ref. Check • COLV03 6, •; D+L...... -20.810 6467.066 132-1 0.00 OK • E�004 • D+L 0000 7.024 6467.066 G2-1 0.00 OK COL005 • 6•• D+L••6••• 10.791 6467.066 G2-1 0.00 OK 9•06.9 99 96 69 Weak Shear Check •••••• • IMomber 9 Reselt Demand'Vz CapacityVz Code Unity VA Le • CaSQ0, lb: Ib: Ref. Check • COLV03 6 0:09, D+L• •• 8.170 6467.066 G2-1 0.00 OK COL004 •• D+L -0.388 6467.066 132-1 0.00 OK COL005 D+L -2.567 6467.066 132-1 0.00 OK Design Group: Steel V Brace—G06 per AISC ASD (2010) Designed As:C10x15.3, Material:\Steel\ASTM A36 Members Included(18):V001-4,V001-9,V001-5,V001-3,V001-6,V001-7,V001-2,V001-8,V001-10, V002-10V002-2,V002-3,V002-4,V002-5,V002-6,V002-7,V002-8,V002-9 Combined Check Member Result Code Unity Name Case Ref. Check V001-4 D+L H1-1b 0.03 OK V001-9 D+L H1-1b 0.03 OK V001-5 D+L H1-1b 0.04 OK V001-3 D+L 1-11-1b 0.03 OK V001-6 D+L H1-1b 0.03 OK Page 6 Visua/Analysis 11.00.0008(www.iesweb.com) Project. METAL STAIR (2) 19159 Petrick Star,Team CRD February 17,2016 \\milton\Documentsb4LL METALS, PAULINO\11300 ne 2 ave NM BARRY UNIVERSITY\CALCULATIONS\ V001-7 D+L H1-1b 0.03 OK V001-2 D+L H1-1b 0.02 OK V001-8 D+.75(L+.6W+Lr)»+X H1-1b 0.02 OK V001-10 D+L H1-1b 0.06 OK V002-10 D+L H1-1b 0.03 OK V002-2 D+L H1-1b 0.03 OK V002-3 D+L H1-1b 0.05 OK V002-4 D+L H1-1b 0.06 OK V002-5 D+L 111-1b 0.06 OK V002-6 D+L H1-1b 0.06 OK V002-7 D+L H1-1b 0.06 OK V002-8 D+L H1-1b 0.06 OK V002-9 D+L H1-1b 0.04 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Mame Case- Ib ' Ib Ref,- Check V001-4 D+L 152.865 94952.883 E3-2FB 0.00 OK V001-9 D+.75(L+.6W+Lr)v+X 294.818 96574.851 D2-1 0.00 OK V001-5 D+L 105.223 94952.883 E3-2FB 0.00 OK V001-3 D+L 278.828 94952.883 E3-2FB 0.00 OK V001-6 D+.6W»+X 120.025 96574.851 D2-1 0.00 OK V001-7 D+.6W»+X 160.862 96574.851 D2-1 0.00 OK V001-2 D+L 326.471 94952.883 E3-2FB 0.00 OK V001-8 D+.75(L+.6W+Lr)»+X 252.280 96574.851 D2-1 0.00 OK V001-10 D+.75(L+.6W+Lr)»+X 396.097 96574.851 D2-1 0.00 OK V002-10 D+L 1949.707 95430.711 E3-2FB 0.02 OK V002-2 D+L 2644.130 94952.883 E3-2FB 0.03 OK V002-3 D+L 2596.488 94952.883 E3-2FB 0.03 OK V002-4 D+L 2470.525 94952.883 E3-2FB �•O.bS.OK V002-5 D+L 2422.882 94952.883 V-2f S. 00.4%OK 000, 0• V002-6 D+L 2296.919 94952.883 E34FB• 9•0.02aOK V002-7 D+L 2249.276 94952.883 E3£FB• •®.te.OK f.f f i V002-8 D+L 2123.313 94952.883 &"N. OM OK V002-9 D+L 2075.671 94952.883 E3.2F6 . 0.02 OK ;" •; .Goof* 1000 • •Goof Strong Flexure Check .00000 ifs 0 .sees Member Result Demand Mz Capacity Mz Code •• f• Unity. 0 - ••• •• Name Case Ib-ft Ib-ft Ref. •••••• Check` V001-4 D+L -864.955 28562.874 F2-1 f • OP03 OK V001-9 D+L 619.872 28562.874 F2-1f i &Iblr V001-5 D+L -896.929 28562.874 F2-1 'so f 0 0.03 QK i'f '0 V001-3 D+L -750.181 28562.874 F2-1 CrQ4011 V001-6 D+L -896.929 28562.874 F2-1 0.03 OK V001-7 D+L -709.987 28562.874 F2-1 0.02 OK V001-2 D+L -416.490 28562.874 F2-1 0.01 OK V001-8 D+.75(L+.6W+Lr) -468.208 28562.874 F2-1 0.02 OK H+X V001-10 D+L 1410.246 28562.874 F2-1 0.05 OK V002-10 D+L -356.338 28562.874 F2-1 0.01 OK V002-2 D+L 533.591 28562.874 F2-1 0.02 OK V002-3 D+L 984.383 28562.874 F2-1 0.03 OK V002-4 D+L 1216.257 28562.874 F2-1 0.04 OK V002-5 D+L 1365.333 28562.874 F2-1 0.05 OK V002-6 D+L 1365.333 28562.874 F2-1 0.05 OK V002-7 D+L 1295.491 28562.874 F2-1 0.05 OK V002-8 D+L 1142.850 28562.874 F2-1 0.04 OK V002-9 D+L 771.293 28562.874 F2-1 0.03 OK Weak Flexure Check Member Result Demand My Capacity My Code Unity Name Case Ib-ft Ib-ft Ref. Check Page 7 WsualAnalysis 11.00.0008(www.iesweb.com) Project: METAL STAIR (2) 20/59 Patrick Star,Team CRD February 17,2016 \\milton\Documents\ALL METALS, PAULINO\11300 ne 2 ave NM BARRYUNIVERSITY\CALCULATIONS\ V001-4 D+L 8.153 3305.389 F6-1 0.00 OK V001-9 D+L 21.742 3305.389 F6-1 0.01 OK V001-5 D+L 10.871 3305.389 F6-1 0.00 OK V001-3 D+L 5.435 3305.389 F6-1 0.00 OK V001-6 D+L 13.589 3305.389 F6-1 0.00 OK V001-7 D+L 16.306 3305.389 F6-1 0.00 OK V001-2 D+L 2.718 3305.389 F6-1 0.00 OK V001-8 D+L 19.024 3305.389 F6-1 0.01 OK V001-10 D+L 24.459 3305.389 F6-1 0.01 OK V002-10 D+L -19.539 3305.389 F6-1 0.01 OK V002-2 D+L -2.171 3305.389 F6-1 0.00 OK V002-3 D+L ' -4.342 3305.389 F6-1 0.00 OK V002-4 D+L -6.513 3305.389 F6-1 0.00 OK V002-5 D+L -8.684 3305.389 F6-1 0.00 OK V002-6 D+L -10.855 3305.389 F6-1 0.00 OK V002-7 D+L -13.026 3305.389 F6-1 0.00 OK V002-8 D+L -15.197 3305.389 F6-1 0.00 OK V002-9 D+L -17.368 3305.389 F6-1 0.01 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib lb Ref. Check V001-4 D+.75(L+.6W+Lr)r+X -122.303 31041.915 G2-1 0.00 OK V001-9 D+L 544.012 31041.915 G2-1 0.02 OK V001-5 D+.75(L+.6W+Lr)n+X -41.358 31041.915 G2-1 0.00 OK V001-3 D+L -320.546 31041.915 G2-1 0.01 OK V001-6 D+L 182.625 31041.915 G2-1 0.01 OK V001-7 D+L 260.444 31041.915 G2-1 0.01 OK V001-2 D+L -398.365 31041.915 G2-1 0.01 OK V001-8 **94)+L 466.192 31041.915 G2-1 0.02 OK • UCQJ-10 `.••JY+L • . 749.760 31041.915 G2-1 0.02 OK y002-10 . p+L : '••' -639.703 31041.915 G2-1 0.02 OK yppa-2 :6400+L •..•.. 508.422 31041.915 G2-1 0.02 OK V00J-3 19 D+L �;�. 430.603 31041.915 G2-1 0.01 OK val-4 D+L 224.855 31041.915 G2-1 0.01 OK V002-5 *:--&L • • 147.036 31041.915 G2-1 0.00 OK WN-6 +L -72.568 31041.915 G2-1 0.00 OK %152-7 : .'ML -150.387 31041.915 G2-1 0.00 OK • x/002-8 " D+L " -356.135 31041.915 G2-1 0.01 OK W002-9 • D+L ""•• -433.955 31041.915 G2-1 0.01 OK Shear CHeck ' Merf4ber .`.". Res It " Demand Vz Capacity Vz Code Unity Name Case Ib Ib' Ref. Check V001-4 D+L 2.554 29324.262 G2-1 0.00 OK V001-9 D+L 2.554 29324.262 G2-1 0.00 OK V001-5 D+L 2.554 29324.262 G2-1 0.00 OK V001-3 D+L 2.554 29324.262 G2-1 0.00 OK V001-6 D+L 2.554 29324.262 G2-1 0.00 OK V001-7 D+L 2.554 29324.262 G2-1 0.00 OK V001-2 D+L 2.554 29324.262 G2-1 0.00 OK V001-8 D+L 2.554 29324.262 G2-1 0.00 OK V001-10 D+L 2.554 29324.262 G2-1 0.00 OK V002-10 D+L -2.040 29324.262 G2-1 0.00 OK V002-2 D+L -2.040 29324.262 G2-1 0.00 OK V002-3 D+L -2.040 29324.262 G2-1 0.00 OK V002-4 D+L -2.040 29324.262 G2-1 0.00 OK V002-5 D+L -2.040 29324.262 G2-1 0.00 OK V002-6 D+L -2.040 29324.262 G2-1 0.00 OK V002-7 D+L -2.040 29324.262 G2-1 0.00 OK V002-8 D+L -2.040 29324.262 G2-1 0.00 OK V002-9 D+L -2.040 29324.262 G2-1 0.00 OK Page 8 VisualAnalysis 11.00.0008(www.lesweb.com) 1�mailtaaw..1ME1' .53'lSlli .vaP brs �� [� File EtSt View Model Load whM vRepan Wrrcdow yy� ..,.�...h..�„..........._._._______. .._....._.__�..- ..�........r.._ ._,_.., ... z 9 7 It icmate Rapad... . ®Q&k Ylewe... %i Ceeate Results FBtet c'm!Cut +G ®iOt�rfaaetnaerds = DX -Q=->OaU I t DY -Qr97-3-aOWin dm + DZ RX -Q4W->Q43iideg RY a003deg yqy�� d RZdOD7dW 4," FX -4$,&..lX->1 Wlb FY QQ9?-s2b261YIb �� , n b FZ -=4W 59972 Ib MX Club-ft a MY o0lb-ft fi f a MZ Qtlb-ft �1:Members � Fx -264 IX->376AW Ib Result dew Tips #t, Be aceto dmk for ugdaces-ase publish fim ' r"uk*.Drugtheresultlegwdtomveitacctofthewa yl �•` ______..._.._.........._ _.....__.._..___...».___._....____..______..._.. __.___.. _.._ ._ MadelViem R+ dtVfew. Des{gnYtew Reptutview 1 Ptmbu&aphi x - fVod•e mx6mesuits.1 MwbwLocWDkoWwmnts I ManbwLdertadForms hRa4t<wSntemaFStresses Wa#eLStesac watecatsttz FlalelocafForces 61nha1Fatces Plateptindpal ¢ Node X(ft) Y(ft) Z(ft) Fisc DX ftDy Fpt DZ Fbc RX Fbt RY Fbc RZ Sda^at? w =1 0.000 0.000 1.167 Yes •• "• • • • *Yes* •• No No No No 0 $( N002 0.000 0.000 4.167 Yes • Yes• • • • • Yes• • No No No No g NW4 8.167 S.41D0 4167 No • No• • • • • i�•• • No No No NO 4 METAL STAIR(2) 8 667.a(mD,1.T67 ft' s � f a 1 •• • • • • • • • • •• • ••• • ••• • • •• •• • • • •• •• ••• • • • ••• • • J 9 www.hiitl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 1 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: Specifler's comments: 1 Input data Anchor type and diameter. Kwik Bok 7Z-CS 3/8(2) QMZ � Effective embedment depth: hsf=2.000 in.,h,,.=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/20131511/2015 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 In. Anchor plate: Ix x ly x t=8.000 in.x 16.000 in.x 0.500 In.;(Recommended plate thickness:not calculated Profile: S shape(AISC);(L x W x T x FT)=3.000 in.x 2.330 in.x 0.170 In.x 0.260 in. Base material: cracked concrete,2500,f, =2500 psi;h=420.000 In. Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry pn.111oading pb,In.lb] 0000•• • •• • • • • • • 0000•• 00 •• 0000•• i • • • 000000 0000•• • • • • 0000 •0100• • • 00009 0 0000 •000• • 000 000• • •• • 00 • . 00•• •• •• •� • • • •0000• Rt • • • • •0000• • • • • •0.00• • 000••• •• 0 • , 0 • • 0 9:600 • • 00 950 .Y- wP_ "T, , - 'N- k� ""g k {{ Y� p tid � lyA��di 6 V " (i4 �x aF Input data and results must be checked for agreement with the existing conditions and for plausib 1ityl PROFIS Anchor(c)2003.2009 Hiiti AG,FL-9494 Schaen 111111 is a registered Trademark of FIIIU AG,Schaan EL71110 6 www.hilti.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 2 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Y Anchor reactions pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 325 555 288 475 2 325 555 288 475 01Te(s) x max.concrete compressive strain: -N1 max.concrete compressive stress: -[psi] resulting tension force In(xty)=(0.000/0.000): 650 pb] resulting compression force in(xty)=(0.000/0.000):0[lb] 3 Tension load Load N.[Ib] Capacity•1N„pb] Utilization pNN=Nua/#N„ Status Steel Strength* 325 4875 7 OK Pullout Strength* 325 1475 23 OK Concrete Breakout Strength" 650 2605 25 OK *anchor having the highest loading *"anchor group(anchors in tension) 3.1 Steel Strength N,a =ESR value refer to ICC-ES ESR-1917 �N t w Z N„• ACI 318-08 Eq.(D-1) Variables n A.,N pn?l f„ts[psi] 1 0.05 125000 Calculations 0000 Nsa[Ibl • • • • 0000 0000•• 6500 • • • • • • 9 9 Results r� ,{, A, r� rr�� 0000•• •• •• 000.0• Nsa(Ibl WSteel W Nsa Pbl Nua Pbl *00000 • . . 6500 0.750 4875 325 0000 6 6 ;••••; • • •0690• 0990 • 0000• 3.2 Pullout Strength 000.0• ••• • ••i••6 •• •• •• •0699• Npn,4 —Np_5w 2500 refer to ICC-ES ESR-1917 •6•••• • •• Npn 4 2 Nua ACI 318-08 Eq.(D- ) 0 6 i • • ••••i• •9.960 .0. 000000 Variables •6 6 9••• • 6 fe[psi] Np,2m Pb] 6so• 0 2500 2270 Calculations f� 2500 1.000 Results %.f,Pb] concrete Non.0 Pb] Nua Pb] 2270 0.650 1475 325 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor(c)2003-2009 HUI AG,FL-9494 Schaan Hilti is a registered Trademark of Hllti AG,Schaan 8 www.hlltl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 3 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 3.3 Concrete Breakout Strength Nag = ANc(N)Wer N Wed,N WaN WcP.N Nb ACI 318-08 Eq.(D-5) Ncbg 2 N„a ACI 318-08 Eq.(D-1) AN, see ACI 318-08,PartD.5.2.1,Fig.RD.5.2.1(b) ANco =9h� ACI 318-08 Eq.(D-6) 1 Wec.N = 1+2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 h) Wed,N =0.7+0.3(,mi" 5 1.0 ACI 318-08 Eq.(D-11) Wcp,N =MAX( ,1'�-1)s 1.0 ACI 318-08 Eq.(D-13) Nb =kc). h ACI 318-08 Eq.(D-7) Variables her M•] ec7.N M•] ecz,N M•] ca,min Un.] Wc,N 2.000 0.000 0.000 oa 1.000 cac M•] kc A fc[psi] 4.000 17 1 2500 Calculations ANe lin•2�1 AN.D rin 2] Wee1,N Wec2,N Wed,N Ww.N Nb Pb] 60.00 36.00 1.000 1.000 1.000 1.000 2404 Results Ncbg(Ib] Oconcrete Ncbg Pb] N.(Ib] 4007 0.650 2605 650 0000 0.0090 000• • • • • • • •• 0000•0 •• •• •0.0•• • • • • • 0000 0000. • 0000 • • •999• • ••• •9999• • • 0000•• 0 • • • 0000•• • • • • •999•• • • . •9 • •99.9• • • • • 9996 • •• Input date and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hptl AG,FL-9494 Schaen Hilg is a registered Trademark of Hilt AG,Schaw 9 www.hilti.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 4 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 4 Shear load Load Vua Pb] Capacity+Vn pb] Utilization py=Vm/+Vn Status Steel Strength* 555 2337 24 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1110 2805 40 OK Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vs, =ESR value refer to ICC-ES ESR-1917 �Vstew t VUa ACI 318-08 Eq.(D-2) Variables n Ase,v Pn.J Puts 1ps7 1 0.05 125000 Calculations Vw[Ib] 3595 Results Vee Vb] steel 0 Vae Vb] Vua Pb] 3595 0.650 2337 555 4.2 Pryout Strength AN V. =kcp LIANA/Wec,N Wed.N WcN Wcp,N Nb, ACI 318-08 Eq.(D-31) �VCpg z V18 ACI 318-08 Eq.(D-2) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANS =9h of ACI 318-08 Eq.(D-6) 1 Wec,N = �1+2 eN�5 1.0 ACI 318-08 Eq.(D-9) 3 he( 0000 W,d,N =0.7+0.3(1.5h )51.0 ACI 318-08 Eq.(D-1 1) �•• 0••690 90.60 er 1.5h '• • • • • w,�,N =MAX(�, �)s 1cac .0 ACI 318-08 Eq.(D-13) •. .• 9 •• ; •• 00 Nb =kc R�hts000000• c � ACI 318-08 Eq.(D-7) • •0Do% • 0 0000 • • • • Variables 096600 :00600 00••• 44 • • "W hef[In.] ecl,N M•] ec2.N Pn•1 ca,min Cn•] •••••• 6•• • 00000 1 2.000 0.000 0.000 •9.600 6•i 0.0000 • 0000•• • • • • • wc,N qac Cn•] k. a, t'c(Psi • 096••9 0000.. 1.000 4.000 17 1 2500 • • • • • • • • •0 6.6• 6• • 0009 • • Calculations . 6 AN.[n 2] AN.0[In 2] Wect.N Wec2,N Wed.N Wcp,N Nb Pb] 60.00 36.00 1.000 1.000 1.000 1.000 2404 Results Vcpg Pbl Oconcrete 0 Vcyg Pb] Vua Pb] 4007 0.700 2805 1110 Input date and results must be checked for agreement with the etdsting conditions and for plausibilityl PROMS Anchor(c)2003.2009 Hilt AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilt AG,Schaan 9 www.hlltl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 5 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 5 Combined tension and shear loads ON pv Utilization pN,v i%] Status 0.250 0.396 5/3 32 OK 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used.The(V factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standardl Fastening meets the design criteria! se0f 0.0000 Offs 6 0 . . f. .0660. 0f O0 00.000 0000.. 0000.. 0000 666..6 6 0000. . 0000 0000. . 000 0000.. 0666ff 09 .. .. 0000.. s O .000.0 . . 6 . 0000.. .6966. . 0 000. 0 60 Input data and results must be checked for agreement with the existing conditions and for plauslbiUtyl PROFIS Anchor(c)2003-2009 Hllti AG,FL-9494 Schaan HIM is a registered Trademark of Hilts AG,Schaan E=1 5 www.hiltl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 6 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 3/8(2) Profile:S shape(AISC);3.000 x 2.330 x 0.170 x 0.260 in. Installation torque:300.000 in.lb Hole diameter in the fixture:dr=0.438 in. Hole diameter In the base material:0.375 In. Plate thickness(input):0.500 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 In. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Y 4.000 4.000 0 0 0 0 Co Co y! 1' x 0000 • • 0000 0999•0 •• • • • 9 0 • • • ••69••06 00 •• 9.9••• • 0900690 • • • 0 0 •0*00• 0 0 0000 • • • • 0 0 • • •9.99• Go Go 0000 _ • •9090 •999•• 996 • •9090 •• •• ••• •••999 • •990•• • • • • • •00000 •9.99• • • 9 • 9 • • • •9.99• •• • 69999 • • •• 9 2.000 4.000 2.000 Coordinates Anchor in. Anchor x y c-x c+x c-, c+y 1 -2.000 0.000 - - - - 2 2.000 0.000 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hliti is a registered Trademark of Hilo AG,Schaan iR-M Ed� g L;UJ www.hilti.us Profls Anchor 2.6.0 Company: MILTON CUBAS INC Page: 7 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly compiled with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 0000•. 0000 • • .0000• •• •• 0000•• • • • • 0000•• .0000• • • • . 0000 00.00• • • 0000• 0 0000 0000• • 900 0000•• ••0009 00 •• •• • 0 0 ••9099 0 • 0 0 9.99•• • • • • 00.00• •0000• • 0 • • • 0000 • 00 0 00 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor(c)2003-2009 Hiiti AG,FL-9494 Schaan Hilt Ise registered Trademark of HIM AG,Schaan lmilbon 4dAE s File Edd YMvt Madel Laad ' Restt RNindava Hekr _ __ t 1 Ls] AeL . OerdeRepmi.._ . QrdckVmm... . Ib-R. Create Rests'FHt&;tuu j Cut Y�g DX DY ^Af7->AAODin 'DZ' RX -AQW->LtQSdeg ` 0 a003 deg { R ' A007deg l�C gQLw->lm&,alb i Flt aOW->2ZZdUfb �d FZ -=,W-3.68Z9721b NX atom-3t MY acolb-ft NZ 4 ldrff El?&mi a Fx dW=->376A?41b iia'o a E2 Result View Taps When all else fails.readtk iat5neehan€H41 eAl-- f Model Vie",-.Result YleO+ ;;; 4'i2w I Report View Member CCv'aph x CdoddReailt4 Membal MexrbaIni ast xoes N Yn#�rdStresses PlilteL Siresses Pls#c. dan[Shesses F.lapeLocalFgrces F1dteGlab fWCes. PWtPRt% wsb Nodes (¢ Node x(ft) Y(m z(m FfX DX ft DY ft DZ F*RX Fhc RY ftRZ ssis z N001 0.000 O.MO•. 9910167@ • �- • • •• Yes Yes NO No No NO ` IM02 0.0m (Low 416'A • •Ya • • • Yes Yes No No No NO =4 8.167 5: • • X-4•: :P4 :.: •• No No No No No No .................. ... . _.. .. . .. . ......_....... .. ....._. ..._.,.. ... r-w METAL STAIR(2) &�0:IQ000.4000 fk' " 10:31 AM 3 •• • • • • • • • • •• • ••• • ••• • ••• • • • • ••• • • N • •• •• • • • •• •• ••• • • • ••• • • 9 www.hIM.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 1 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: speciflees comments: 1 Input data Anchor type and diameter. Kwik Boit TZ-SS 304112(2) i ! Effective embedment depth: hof=2.000 in.,hnom=2.375 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 5/11201316/l/2015 Proof: Design method ACI 318/ACI 93 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x Ir x t=8.000 In.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: Rectangular plates and bars(AISC);(L x W x T)=0.250 in.x 0.188 in.x 0.000 in. Base material: cracked concrete,2500,f, =2500 psi;h=4.000 In. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry pn.]&Loading Ob,in.ib] Z; 1 •••• • . . .. 0 000000 . . 0 90.0.0 co i ...... 999• • "• • •9• • •• • • • • , 999990• •• •• •�, •• • 9999 • �� `. 90••0• yl •0000• • • • • • 0090 • •• X Input data and results must be&eked for agreement with the exisflng conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hiiti AG,Schaan 9 www.hiitl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 2 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: I Date: 2/17/2016 E-Mail: y 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1624 1000 1280 2 0 1624 1000 1280 max.concrete compressive strain: 0.02 N] 1 Compression Y max.concrete compressive stress: 77[psq resulting tension force in(xy)=(0.000/0.000): 0 Pb] resulting compression force in(xy)=(0.000/0.000):1850[lb] 3 Tension load Load Nu,[Ib] Capacity+N„Pb] UtillMlon p=N„a/+Na Status Steel Strength' N/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A "anchor having the highest loading "anchor group(anchors In tension) • • •••• •••••• • •••• • ••••• • •••••• • w Input data and results must be checked for agreement with the aodsdng conditions and for plausibility] PROMS Anchor(c)2003-2009 Hill AG,FL-9494 Schaan HIM is a registered Trademark of Hilt AG,Schean f 9 www.hilti.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 3 Specifier: Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 4 Shear load Load Vu,[Ib] Capacity#V*Ob] Utilization p=V„a/}Vn Status Steel Strength* 1624 4472 37 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength— 3249 3960 83 OK Concrete edge failure In direction** N/A N/A N/A N/A *anchor having the highest loading *"anchor group(relevant anchors) 4.1 Steel Strength V,, =ESR value refer to ICC-ES ESR-1917 @ Vdw z V. ACI 318-08 Eq.(D-2) Variables n A..v[In.2] fuaa IPs7 1 0.10 115000 Calculations Vs,[Ib] 6880 Results V,a Pb] osteel Vw(Ib] V„a(Ib] 6880 0.650 4472 1624 4.2 Pryout Strength AN V. =kcp[C��)Wec,N Wed N We N Wcp,N NI ACI 318-08 Eq.(D-31) 0 V-pq t V. ACI 318-08 Eq.(D-2) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANS =9h 2ef ACI 318-08 Eq.(D-6) 1 Wec.N = \1+2 eN)s 1.0 ACI 318-08 Eq.(D-9) •** ••**�yN =01dr00%kl d")5,1.0 • ACI 31808 Eq.(D-11) � .5her • • • •::• N = Lca,,', 1.5her ��Q• ACI 318-08 Eq.(D-13) C"c.' cac • N e =kc x 1,hY •••••• ACI 318-08 Eq.(D-7) • ee• • • • sees Vjlables****** * • • oafs **:so kcip see itia{ia.}a ect,N Cn•] ec2,N[In.] caAtln[In.] a:***�e • 0.000 0.000 • • sees•• Gooses i e•e i `bac[In•]a kc 21 fc[psi] * * 1.000 * *9!5*00 24 1 2500 • • sees a •e • e e C.alculatill 00 AN.[in 21 ANco on2] Wed,N Wec2,N Wed,N Wcp.N Nb Vb] 60.00 36.00 1.000 1.000 1.000 1.000 3394 Results Vepg Pb] oconcrete Vcpg Pb] Vua Pbj 5657 0.700 3960 3249 Input data and results must be checked for agreement with the existing con cns and for plausibility! PROFIS Andtor(c)2003-2009 Hilts AG,FL-9494 Schaen Hill is a registered Trademark of Hilts AG,Schaan s www.hiM.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 4 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 5 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardl Fastening meets the design criteria! 0000 . . 0000 0000.. 0000.. 0000 0000.. 000000 . . 0 0000 0000.. 0000 :00000 0000. 0000.. ... . 000.0.0 0000 .. 0000.0 0000.. 0 . . 0 . . . . 000000 0000.. . . 0000.. 00 0 0000 0 0 . . Input data and results must be checked for agreement with the existing conditions and for plausibiiiryl PROEMS Anchor(c)2003-2tb9 Hlitl AG,FL-8484 Schaan HiPo is a reglstered Tradetnark of HIIU AG,Schaan ELM www.hiitl.us Profls Anchor 2.6.0 Company: MILTON CUBAS INC Page: 5 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-SS 3041/2(2) Profile:Rectangular plates and bars(AISC);0.250 x 0.188 x 0.000 in. Installation torque:480.001 in.lb Hole diameter in the fixture:dr=0.563 in. Hole diameter in the base material:0.500 in. Plate thickness pnput):0.250 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Y 4.000 4.000 0 0 u? � sees 000 ROO 000• e • • • • • • 1 ED- • :.-.0- • • • • ••• •• 0.e00 • 0 • • 0 • OO 00 e •• 000 00.00•• e 0::... ••000 e• •sees• •000 • • s e •0000• .aaoo : '.. 4.000 2.000 • •• Coordinates Anchor In. Anchor x y c-, c,X c.Y c,Y 1 -2.000 0.000 - - - 2 2.000 0.000 - - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003.2009 HBO AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilt AG,Schaan 9 www.hiftl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 6 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125 St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt]product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an,expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. HIM will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. •oo• • • ••s• Goes•• .. • • • • G sees 0 •••••• • • •0000• .::606a: ••• • ••••• • G e • • •• •• e• •••••• • GGGGee e e • Input data and results must be checked for agreement with the existing conditions and for piauslbiiityl PROFIS Anchor(c)2003-2009 Hlitl AG,FL-9494 Schaen HIM is a registered Trademark of Hilt AG,Schaan ° °° ° ° ° ° ° ° ° ° F. 0 10 10 Dbptacmenb DX -acw-�.amlin az RX -UM-3-UNdeg RY ago deg Ile. Et-Rinwons MY aam" Ng aomb-ft 1+ Rmlt View rips 0.0m O.GDD L167 Yes Yes Yes N 0 NO NO N* N002 G.()M (LOW 4,167 Yes Yes Yes NO NO No No , ^ v 9 www.hiM.us Profls Anchor 2.6.0 Company: MILTON CUBAS INC Page: 1 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 12M,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: Specifler's comments: 1 Input data Anchor type and diameter. Kwik Bolt TZ-CS 518(4) Effective embedment depth: her=4.000 in.,h„om=4.438 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/l/20131611/2015 Proof: Design method ACI 318/ACI 93 Stand-off installation: eb=0.000 in.(no stand-off);t=0.750 in. Anchor plate: IX x ly x t=12.000 in.x 12.000 In.x 0.750 in.;(Recommended plate thickness:not calculated Profile: Square HSS(AISC);(L x W x T)=3.000 in.x 3.000 in.x 0.250 in. Base material: cracked concrete,2500,fc =2500 psi;h=420.000 in. Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry Dirt.)&Loading pb,In.lb) Z; 0000 • e 0000 0000•• ' 0000•• •• •• 0000•• • *sees* • • • ••e• • • • • 60969 ••ss • see•• *0000 S • • • • e• s •e •sosse co . • .is° ♦� gil a, R ik°"Nlx �s y i es ..: 1',',4 x Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan 9 www.hiiti.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 2 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 03 y 04 Anchor reactions pb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 516 576 475 325 2 516 576 475 325 x 3 516 576 475 325 Tension 4 516 576 475 325 max.concrete compressive strain: -N] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 2065[lb] 01 resulting compression force in(xty)=(0.000/0.000):0[lb] 2 3 Tension load Load Nun pb] Capacity+Nn pb] Utilization p=Nua/+Nn Status Steel Strength* 516 12877 5 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength*" 2065 12278 17 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-1917 0 Nstew z N„% ACI 318-08 Eq.(D-1) V&ables •••• •0• .' r► . '. A�• f�21 fora[ps7 :0000: ••~ -r�'.1 106000 e••e"culations •••• Deese* Naer;...• •••• ••••••• 17170 ••• •••••• • • ....l;;mults •• •••••• •. Nsa pb]• . .. Nae(Ib] Nua(Ib] •:•••• 17179 • i0. 0 12877 516 sees 0 00 Input data artd results must be checked for agreement with the existing conditions and for plausibilkyl PROMS Anchor(c)20032009 HOti AG,FL-9494 Schasn Htiti is a registered Trademark of Hllti AG.Schaan � la. www.hllti.us Profls Anchor 2.6.0 Company: MILTON CUBAS INC Page: 3 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project 1 Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 3.2 Concrete Breakout Strength Ncbg =( N Wec N Wed.N Wa N Wcp.N Nb ACI 318-08 Eq.(D-5) N, g Z N1, ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9h 2 ACI 318-08 Eq.(D-6) 1 Wec,N1+2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 h) Wed,N =0.7+0.3(5h.t)51.0 ACI 31808 Eq.(D-11) Wcp.N =MAX(Un,1'�a"/5 1.0 ACI 318-08 Eq.(D-13) Nb =kc a ,Ffc-he'-f5 ACI 318-08 Eq.(D-7) Variables her On.] ect.N fin.] ec2.N f n•] ca.ndn Cn•] Wc,N 4.000 0.000 0.000 w 1.000 cac M•l kc x fc[psi] 6.750 17 1 2500 Calculations AN.[1n•2�1 AN.0 Iln•2�1 Wec1.N Wec2,N WedN Wcp.N Nb Dbl 400.00 144.00 1.000 1.000 1.000 1.000 6800 Results Ncbg(Ib] �conaete Ncbg Ifb] Nua Pb] 18889 0.650 12278 2065 0060 • • • • 0000 •••66• 0000•• •• •• 0000•• • •6.66• 0000 • • • • • • 0000•• 0000 • 0000• 0000•• 000 • •$:s• •• •• •e ••e••• • • • • *Osseo • • • 000.0: • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilt Is a registered Trademark of HIIII AG,Schaan 9 IN www.hlltl.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 4 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 4 Shear load Load Vua Ob] Capacity#Vb pb] Utilization p=V„a/#Vn Status Steel Strength` 576 5259 11 OK Steel failure(with lever arm)" N/A N/A N/A N/A Pryout Strength— 2302 26444 9 OK Concrete edge failure in direction*" N/A N/A N/A N/A "anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vs, =ESR value refer to ICC-ES ESR-1917 0 Vffiee1 t Vua ACI 318-08 Eq.(D-2) Variables n Ase,v[in.1 fora iPSI] 1 0.16 106000 Calculations Vaa[Ib] 8091 Results Vs,(Ib] osteal #Vsa(Ib] Vua(Ib] 8091 0.650 5259 576 4.2 Pryout Strength Vwe =kcp[(AtW)Wec.N Wed,N WaN Wcv,N Nb, ACI 318-08 Eq.(D-31) 0 V,pg a VU,..•• ACI 318-08 Eq.(D-2) ***As see%PJ X1^8,Part p.5.2.1,Fig.RD.5.2.1(b) •• ANw =9 Ijer • i *.so ACI 318-08 Eq.(D-6) .i.••• •a�•, 0.000• _ 2 e 51.0 • ACI 31808E D-9 :0000 0 1 I•3hca Mtn N 000..0 q'( ) • • • 0000 0000V"N =016T. 1.5h. • ACI 318-08 Eq.(D-11) 0000• • �•� 1.5har •0090 ••••WAN =M/•UC� �1!Q• ACI 318-08 Eq.(D-13) • Nb =kc a,,Wc helis • •• ACI 318-08 Eq.(D-7) 0.000. • • • • Vallables••••'; 0000•• • kR,.... of Do ec,,N[in.] ecZN Cn•1 ca,min fin.] ;—;' 4.000 0.000 0.000 w Wc,N cec fin.] kc x fe ipS9 1.000 6.750 17 1 2500 Calculations ANc Dn.1 ANco[in Z] Wec,,N WecZN Wed,N Wcp.N Nb(tbl 400.00 144.00 1.000 1.000 1.000 1.000 6800 Results Vepg[Ib] 4oncrete Vcpg lib] Vua lib] 37778 0.700 26444 2302 Input date and resuQs must be checked for agreement with the exisdng conditions and for plausibilityl PROMS Anchor(c)20032009 Hilti AG,FL-9494 Schaan Hti is a registered Trademark of Hitt AG.Schaan • 9 www.hliti.us Profits Anchor 2.6.0 Company: MILTON CUBAS INC Page: 5 Specifier Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 6 Combined tension and shear loads PN pv Utilization pN,v[%] Status 0.168 0.109 5/3 8 OK 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be sufficlentiy stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standardl Fastening meets the design criteria! 6666 . . 6666 6666.. • . . ...•.• 00 00 90960. 666909 • 0 0 6666 •.669. • 0 ••0000 6666 ... 6666• 9 6666.. . 6666. • 66660 ... 6666.. so 9 6.990• 0 • • • 066066 ••6060 90 Soso 0 6.0 • Input data and results must be checked for agreement with the existing conditions and for plausibility) PROMS Anchor(c)2003-2009 Htiti AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilt AG,Schaan 9 Ate: www.hilti.us Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 6 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: I Date: 2/17/2016 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 5/8(4) Profile:Square HSS(AISC);3.000 x 3.000 x 0.250 In. Installation torque:720.001 In.lb Hole diameter in the fbdure:df=0.688 In. Hole diameter in the base material:0.625 in. Plate thickness pnput):0.750 in. Hole depth In the base material:4.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:8.000 In. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Y 6.000 6.000 0 0 0 N 03 0T_— 0 0 co •••• • • o •••••• •••a 00 • • • o • • • • bix • •••••• ••••• • • •••••• • •••• ••••• • ••• •••••f •••••• as •• •• • O •••••• • • • • o 0:0 go O O O 04 2.000 8.000 2.000 Coordinates Anchor In. Anchor x y c_x cx c_, ct, 1 -4.000 -4.000 - - - - 2 4.000 -4.000 - - - - 3 -4.000 4.000 - - - - 4 4.000 4.000 - - - - Input data and results must be checked for agreement wM Me existing conditions and for plausibllityl PROFIS Andmr(c)2003-2009 HAti AG,FL-9494 Schaan HOti Is a registered Trademark of Hilt AG,Sean 9 www.hiltims Profis Anchor 2.6.0 Company: MILTON CUBAS INC Page: 7 Specifier. Project: 11300 NE 2nd AVE.MIA Address: 1302 NE 125St,NORTH MIAMI Sub-Project I Pos.No.: Phone I Fax: Date: 2/17/2016 E-Mail: 8 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly Instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by HIM on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. Hilt will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. •••• • e sees •sees• • • • e • • • • ee•ss• •• •• sees•• sees•• • sees•• sees • • • • s • e•s•se• sees sees• •see•• •se • e••s• •• •• see •e•es• • • • • • • • • sees•• •• • *see • • • s Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor(c)2003-2W9 Hilt AG,FL-9494 Schaan Hilts is a registered Trademark of HIIV AG,Schean 44/59 Project: Design: BARRY UNNERSI Y,WEIGAN BLDG.ROOMS 1388 S 138b 0 MMTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTING ENGINEER HANDRAIL METAL STAIR ❑ Address: Investigation: MlltOn Cuba3 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E.125 ST.•North.Miami,Florida 33161 Sheet No: Phone:305-891-4174•Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas99@wor1dnet.att.net 2/17/2016 M.F. STEEL PICKET DESIGN. F.B.C. 1618.4.6.2 W = 8.3 Lb/ft M = WxL2 8 M = 125 Lb-in L Fy=1 46.0 Ksi .... 000009 0000 . . 0:00.00 s (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) 0000.. • 0000.. 0000.. 0000 0000. .�. . . 0000. . i. 12 % '.Fob.. • • 0000.. 0000.. .5.= 0;093.m^3 < Sx OK Satisfactory USE STEEL ASTM A500 GRADE B 0.0713 ( Sx = 0.070 in ' 45/59 Project: Design: BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 MLTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTING ENGINEER HANDRAIL METAL STAIR ❑ Address: Investigation: MI1t011 Cllb83 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E.125 ST.•North.Miami,Florida 33161 Sheet No: Phone:305-891-4174•Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas99@wor1dnet.atLnct 2/17/2016 M.F. STEEL PICKET DESIGN. F.B.C. 1618.4.6.2 AREA(A)= 0.265 in^2 INERTIA(Ix)= 0.03830 in^4 0.0713 INERTIA(ly)= 0.03830 in^4 Cx= 0.500 in Cy= 0.500 in Sx= Ix/Cx= 0.077 in^3 ." Sy=ly/Cy=:10W3 •••• ••••�• -0 0000.. .. .. 0000.. 0000.. . . 0000.. 00.60 0000 . 0000.. ...0 . . 0000. • .. .. .. 000.0. 0000.. • 0000.. 0000.. . 0 0 0 00009. .. . 0000 . . O... 46/59 Project: Design: ccMILTON CUBAS,P.E.,INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b ❑z CONSULTING ENOn%T E Subject: Inspection: HANDRAIL METAL STAIR ❑ Milton Cubas Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. 11 Phone:305-891-4174•Fax:305-891-4175 Sheet No: E-mail:mcubas990worldnet.attmet Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL BOTTOM DESIGN. F.B.C. 1618.4.6.2 W = 8.33 Lb/ft M = WxL2 8 1 1111 M = 200 Lb-in L Fy = 35.0 Ksi 0000 0000.. 0000 . . •:0000 Pb;.• Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) 0000.. .0000. • • 0 0.66.90 6 0000 0000. 9 16666 -0000. 6 . .. Fh 0 0000.. .. • 6 • 9 666666 0000.. . . . . 0000.. *06066 S.�6' 0.00604;^3 < Sx OK Satisfactory 6 USE STEEL ASTM A53 GRADE PIPE 01 1/4" SCHD. 40 ( Sx = 0.235 in 47/59 Project: Design: CAULTON CUBAS,P.E.,'INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b U C014SULTING ENGINEER Subject: Inspection: cc HANDRAIL METAL STAIR ❑ Milton Cubes Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 Sheet No: -mail:mcubas99@worldneLattmet ,lob No. Date: Design By: Reports: 2/17/2016 M.F. STEEL BOTTOM DESIGN. F.B.C. 1618.4.6.2 W=0.140 in. AREA(A)= 0.669 in^2 INERTIA(Ix)= 0.19471 in^4 a INERTIA(ly)= 0.19471 in^4 Cx= 0.830 in •". Cy= 0.83di�t •••• ••••0• 40 4 • 0 • SX= IX/CX= Q=iVA3 00 00 000000 Sy= ly/Cy= 0.eQ&in^3 • LOSS: 0004 0 0000:0 0000 . 0000. .4444. 44. 4 44440 44 44 44 0000.. 400444 0 0000.0 000000 . • • 0000.. 00 . 0000 s 48/59 Project: Design: CCMILTON CUBAS,P.E.,INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b .r❑ CONSULTING ENGINEER Subject: Inspection: HANDRAIL METAL STAIR ❑ Milton Cubas Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33151 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 Sheet No: E-mail:mcubas99Co worldneLattmet Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL GUARDRAIL DESIGN. F.B.C. 1618.4.6.1 P = 200 Lb M = P x L 4 M = 2400 Lb-in L = 40 FT FY=1 35.0 Ksi 0000 0000.. 0000 . . •:0000 :.Fb,� �:J JKsi (Fb=0.66Fy) (173-1)AISC-ASD 9th EDITION (11/95) 0000.. • 0000.. 0000.. 0000. .M. 00.00 .: -0000. 0000.. .. • 0000.. 0000.. ..S.= Ct 10.4 W3 < Sx OK Satisfactory USE STEEL PIPE 1 1/4" 3 } ' 49/59 Project: Design: CCMILTON CUBAS,P.E.,INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 1388&138b 0 CONSULTING ENGH4EER Subject: Inspection: HANDRAIL METAL STAIR 0 Milton Cubas Address: Investigation: 1302 N.E. 125 ST.-North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 Sheet No: E-mail:mcubas99Q.worldnet.att.net Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL GUARDRAIL DESIGN. F.B.C. 1618.4.6.1 W=O.140in. AREA(A)= 0.669 in^2 INERTIA(Ix)= 0.19471 in^4 oINERTIA(ly)= 0.19471 in^4 Cx= 0.830 in Cy= 0.830 in •••••. ® Sx=Ix/Cx= 0.23eiMA3 •••• ••••'• •• • . . • Sy= ly/Cy= Q-99givA3 *.o**: ....:. • • • ••••••• •••••• •••••• ••• • ••••• •• • • • • 50/59 ' Project: Design: BARRY UNNERSITY,WEIGAN BLDG.ROOMS 138a&138b 21 MILTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTWO ENGINEER HANDRAIL METAL STAIR ❑ Address: Investigation: Milton Cubes 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E. 125 ST.•North.Miami,Florida 33181 Sheet No: Phone:305-8914174•Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas990worldnetatt net 2/17/2016 M.F. STEEL GUARDRAIL DESIGN. F.B.C. 1618.4.6.1 W= 50 Lb/ft M = WxL2 8 M = 1200 Lb-in L = 4.0 FT Fy=1 35.0 Ksi •:.... :.Fb,� ,2;,J Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) s • . . • •••': ..S.= COU tnA3 < Sx OK Satisfactory USE STEEL ASTM PIPE 01 1/4" SCHD. 40 ( Sx 0.235 in } 51/59 Project: Design: BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 MILTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTING ENGINEER HANDRAIL METAL STAIR L1 Address: Investigation: Mgton Cubas 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E. 125 ST.-North bliami,Florida 33161Sheet No: Phone:305-8914174.Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas99@worldnetattmet 2/17/2016 M.F. STEEL GUARDRAIL DESIGN. F.B.C. 1618.4.6.1 W=0.140 in. 00 AREA(A)= 0.669 in^2 INERTIA(Ix)= 0.19471 in^4 CD INERTIA(ly)= 0.19471 in^4 Cx= 0.830 in r Cy= 0.830 in ® Sx= Ix/Cx= 0.235 in"3 Sy= ly/Cy= 4.235 in^3 . . ...... .. .. ...... .... . ..... ...... ... . ..... .. .. .. ...... . . . . ....% 52/59 Project: Design: BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 MMTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTING ENGINEER HANDRAIL METAL STAIR ❑ Address: Investigation: Mi1t011 CIIbaS 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E. 125 ST.•North.Miami,Florida 33161 Sheet No: Phone.305-891-4174•Fax:305-8914175 Job No. Date: Design By: Reports: E-mait mcabas99@wor1dnet.atLnet 2/17/2016 M.F. STEEL HANDRAIL DESIGN. F.B.C. 11-4.26.3 (1) P = 250 Lb M = P x L 4 M = 3000 Lb-in L = 4.0FT Fy = 35.0 Ksi Fb = 23.1 Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) •••• 0 0000.. 0000 0 . 0 0 • 0 . 00 • �0 0 0 0 00.. 0.. r • 0 0 •m•• 0000.. 0 00.00...• 0000 00000 . 0000 00000 ... �..�.. 0.0••• •$ = 0.13 t"A3 < Sx OK Satisfactory • 080880 .0800. . 0 0 0000.. 0 • 0 0 :00000 UAL•• ASTM X53 GRADE B PIPE 1 1/2" S H . 40 ( Sx = 0.326 in 3 ) 53/59 Project: Design: BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 MMTON CUBAS,P.E.,INC. Subject: Inspection: CONSULTING ENGINEER CC HANDRAIL METAL STAIR ❑ Address: Investigation: MiltOtl Cuban 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E.125 ST.•North Miami,Florida 33161 Sheet No: Phone:305-891-4174•Fax:305-8914175 Job No. Date: Design By: Reports: E-mail:mcubas99Ca worldneumnet 2/17/2016 M.F. STEEL HANDRAIL DESIGN. F.B.C. 11-4.26.3 (1) W=0.145 in. AREA(A)= 0.799 in"2 INERTIA(Ix)= 0.30989 in^4 Co INERTIA(ly)= 0.30989 in"4 cy Cx= 0.950 in /000� Cy= 0.950 in Sx= Ix/Cx= 0.326 in"3 Sy=ly/Cy= 0.326 in^3 0000 . . 0000 0000.. BREACKET DESIGN ' ' • 0000.. 0000 0000.. 000600 0 P= 250 Lb •••••• 0000 . 0000. 00 0000.. ... . . . 0000. .. .. .. 0000.. 0000.. • • 0 . . 000000 0.750 in.Q S= 0.041 in^3 6 :'•'•' .. 0000.. 0000 2.50 in. M=625.00 Lb-in Fy=F-36--K-S-11 S= 0.026 in^3 < SX OK Satisfactory USE STEEL ASTM A36 SOLID / " = 0.041 in 3 54/59 Project: Design: BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 1388&138b 21 MILTON CUBAS,P.E.,INC. Subject: Inspection: CC CONSULTING ENGINEER HANDRAIL METAL STAIR ❑ Milton Cubas Address: Investigation: 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E.125 ST.•North.Miami,Florida 33161 Sheet No: Phone:305-891-4174•Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas99@worldneLatt.net 2/17/2016 M.F. STEEL HANDRAIL DESIGN. F.B.C. 1618.4.6.1 W= 50 Lb/ft M = WxL2 8 M = 1200 Lb-in L =14.00 FT Fy= 35.0 Ksi Fb = 23.1 Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) ...... •••• • . ...... .... ..... . .... ..... . ... ...... •••••• � 0.052'ihh3 < SX OK Satisfactory ...... . . . . 0 SC, ;3TffUASTM A53 GRADE PIPE 1 1/2" = 0.326 i3 1y ` J 55/59 Project: Design: BARRY UNIVERSnY,WEIGAN BLDG.ROOMS 138a&138b 0 CCZ MMTON CUBAS,P.E.,INC. Subject: Inspection: CONSUvnm ENODMER HANDRAIL METAL STAIR ❑ MfltOA Cubas Address: Investigation: 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ 1302 N.E.125 ST.-North.Miami,Florida 33161 Sheet No: Phone:305-891-4174•Fax:305-891-4175 Job No. Date: Design By: Reports: E-mail:mcubas990worldnet.att.net 2/17/2016 M.F. STEEL HANDRAIL DESIGN. F.B.C. 1618.4.6.1 W=0.145 in. AREA(A)= 0.799 in^2 INERTIA(Ix)= 0.30989 in"4 INERTIA(ly)= 0.30989 in^4 °? Cx= 0.950 in Cy= 0.950 in Sx=Ix/Cx= 0.326 in^3 Sy=ly/Cy= 0.326 in^3 0000 . . 0000 0000.. BREACKET DESIGN •••••• •• •• •000% 0000.. • 0000 . • P= 200 Lb 0000.. .•••••• 0000 . 00006 0000.. .. . . 0000 0. 00 09 90 0000.. 99969. • 00 . 0 0 0 000000 0.750 In.0 S= 0.041 in^3 o .. 9 :000"0000"' 9 .6090. 2.50 in. M=500.00 Lb-in FY= 36 KSI S= 0.021 in^3 < SX OK Satisfactory USE STEEL ASTM A36 SOLID BAR 03/4" = 0.041 in 3 ) �e v 56/59 Project: Design: ccMILTON CUBAS,P.E.,WC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 CONSULTING EN(3RgEER Subject: Inspection: HANDRAIL METAL STAIR ❑ Milton Cubas Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305491-4174•Fax:305-991-4175 Sheet No: E-mail:mcubas99@worldnet.amnet Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL POST DESIGN. F.B.C. 11-4.26.3 (1) M = P x L P = 250 Lb M = 10500 Lb-in L =142.00 in. Fy = 35.0 Ksi Fb = 23.1 Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) ...... .... . . • • • O F11 • •••••• •••• ..... . .... ..•••• �5•= **b455 < Sx OK Satisfactory UC%GF-% SE: GTtff ASTMA53 GRADE B I '° SCHD. 40 ( m 0.561 in3 57/59 Project: Design: CC1 ULTON CUBAS,P.E.,INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 CONSULTING ENGINEER Subject: Inspection: HANDRAIL METAL STAIR ❑ N Mton Cubas Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 Sheet No: E-mail:mcubas99@worldnetattmet Job No. Date: Design By: Reports: 2/17/2016 M.I STEEL POST DESIGN. F.B.C. 11-4.26.3 (1) W=0.154 in OOOOOOA AREA(A)= 1.075 in"2 INERTIA(Ix)= 0.66575 in^4 INERTIA(ly)= 0.66575 in^4 Cx= 1.188 in N +e Cy= 1.188 in Sx= Ix/Cx= 0.561 in"3 Sy= ly/Cy= 0.561 in^3 6.96•• •9969• •• •• ••w6•• • ••999• • • • ••9• • 9.9.9• ••996• •• •• •• •99.9• •999.9 • • • • • 999••• • • w • • • • • ••669• •• • 9096 • • 58/59 • Project: Design: ccNIILTON CUBAS,RE,INC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 1388 8138b n, CONSULTING ENGINEER Subject: Inspection: HANDRAIL METAL STAIR ❑ Milton Cnbas Address: Investigation: 1302 N.E. 125 ST.•North.Aliami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 1 Sheet No: E-mail:mcubas99@woridnet.attmet Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL POST DESIGN. F.B.C. 1618.4.6.1 M = P x L P = 200 Lb M = 8400 Lb-in L = 42.00 in. Fy = 10.5 Ksi Fb = 6.9 Ksi (Fb=0.66Fy) (F3-1)AISC-ASD 9th EDITION (11/95) ...... .... . . . ._ . ..... . .... . . ..... . ... ...... *:eggs ;S= a 8 W3 < Sx OK Satisfactory • . . :Soo*:USE 6Tt '•ASTM A53 I °° SCHD. 40 ( xm 0.561 in 3 } • 59/59 Project: Design: ccMILTON CUBAS,P.E.,1NC. BARRY UNIVERSITY,WEIGAN BLDG.ROOMS 138a&138b 0 CONSULTING ENGINEER Subject: Inspection: HANDRAIL METAL STAIR ❑ Minton Cubas Address: Investigation: 1302 N.E. 125 ST.•North.Miami,Florida 33161 11300 NE 2nd AVE.MIAMI SHORES,FL. ❑ Phone:305-891-4174•Fax:305-891-4175 Sheet No: E-mail:mcubas99@worldnetamnet Job No. Date: Design By: Reports: 2/17/2016 M.F. STEEL POST DESIGN. F.B.C. 1618.4.6.1 W=0.154 in. AREA(A)= 1.075 in"2 INERTIA(Ix)= 0.66575 in^4 LO INERTIA(ly)= 0.66575 in^4 Ci Cx= 1.188 in I� Cy= 1.188 in ® Sx= Ix/Cx= 0.561 in^3 Sy= ly/Cy= P.56%in"3 •....' ...... ...... .. .. ...... ...• . ...... .. .. .. ...... • • i REVISIONS STRUCTURAL NOTES NO DATE GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO 11-4.26.3(4)TENSILE FORCE INDUCED IN A FASTENER BY A DIRECT CIM -05 NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY TENSION FORCE OF 250 LBF(1112N)PLUS THE MAXIMUM DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE MOMENT FROM THE APPLICATION OF 250 LBF(1112N)SHALL BE q 7 101 fi ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE LESS THAN THE ALLOWABLE WITHDRAWAL LOAD BETWEEN THE 1 J c1 WORK. FASTENER AND THE SUPPORTING STRUCTURE. 0 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE 11-4.26.3(5)GRAB BARS SHALL NOT ROTATE WITHIN THEIRo Z , FITTINGS AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S . - .0) i RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND LLI a w SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS STRUCTURAL STEEL: m DURING ERECTION. THE MATERIAL,FABRICATION,AND ERECTION OF STRUCTURAL STEEL GIT V a cn' 0 DESIGN LOADS FOR STAIR: SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN BY THE Q z cn N O� FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ••4, r AND AMERICAN INSTITUTE OF STEEL CONSTRUCTION,AISC-ASD 9thz�� STAIRS EDITION. •• • o w S • LL.=100.00 PSF yp'N, STAIRS TREADS Z ALL STEEL PLATES,ANGLES,I BEAMS&CHANNELS TO BE ASTM A36, •••••• , • • �� •••••• CONCENTRATED LOAD Fy=36KSLUNLESS NOTICED OTHER WISE. *00000 F- w e LL.=300.00# ALL HIGH STRENGTH BOLTS TO BE ASTM A36. J U •••• J �Zl i••••i ALL ANCHOR BOLTS SHALL BE KWIK BOLT II BY HILTI,NOA 01.1001.03 • 0 • •••• • • DESIGN LOADS FOR RAILING:. UNLESS NOTICED OTHERWISE,WITH WASHERS UNDER THE TURNED ••••• THE STRUCTURAL FRAMING WAS DESIGN USING THE FOLLOWING F.B.C. ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE 0�:0�: �'0 • ••:•• 2014 SUPERIMPOSED LOADS. TURN-OF-THE-NUT METHOD. 0 0 • •••••• 1618.4.6 RAILING WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE : �;'; • 0' 1618.4.6.1 RAILINGS,STAIR-RAILINGS AND OTHER SIMILAR MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC 0 • • •••••• SAFEGUARDS SHALL BE DESIGNED TO RESIST A LOAD OF 50 POUNDS WELDING(SMAW)SHALL USE E70XX LOW-HYDROGEN ELECTRODES. ; 0•� PER LINEAL FOOT(74 KG/M)OR A CONCENTRATED LOAD OF 200 ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT 1 �� •• • �..�r— •••••• �� aVF • POUNDS(690 N)APPLIED IN ANY DIRECTION AT THE TOP OF SUCH IN ACCORDANCE WITH SSPC SPECIFICATIONS. BARRIERS AT ANY LOCATION ON THE SAFEGUARD,WHICHEVER � CONDITION PRODUCES THE MAXIMUM STRESSES.THE REACTIONS AND STRESSES CAUSED BY THE ABOVE REFERENCED UNIFORM AND '° CONCENTRATED LOADS SHALL BE CONSIDERED NOT BE ACTING I 05 Q " SIMULTANEOUSLY. T co-a u 1618.4.6.2 INTERMEDIATE RAILS,BALUSTERS AND PANEL FILLERS > o" C SHALL BE DESIGNED FOR A UNIFORM HORIZONTAL LOAD OF NOT LESS T;S - ;��6��,I� � z z z v THAN 25 POUNDS PER SQUARE FOOT(1197 PA)OVER THE GROSS AREA OF THE GUARD,INCLUDING THE AREA OF ANY OPENINGS IN THE j DATE w co M GUARD,OF WHICH THEY ARE A PART WITHOUT RESTRICTION BY � n qi 0V E 9 DEFLECTION.REACTIONS RESULTING FROM THIS LOADING NEED NOT ----- BE ADDED TO THE LOADING SPECIFIED IN§1617.4.6.1 IN DESIGNING THE MAIN SUPPORTING MEMBERS OF GUARDS. —— 11-4.26.3 STRUCTURAL STRENGTH.THE STRUCTURAL STRENGTH OF GRAB BARS,TUB AND SHOWER SEATS, FASTENERS,AND MOUNTING DEVICES SHALL MEET THE FOLLOWING �Lf1AL -- SPECIFICATION: II �� ;O^,ll'I I CF WITH � a 04 11-4.26.3(1)BENDING STRESS IN A GRAB BAR OR SEAT INDUCED BY THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 250 ^11 +,i��;I Ill Jl F5 AND RL�,UI Al IONS ca ca 0 >_ LBF(1112N)SHALL BE LESS THAN THE ALLOWABLE STRESS I r I I n CD OU m FOR THE MATERIAL OF THE GRAB BAR OR SEAT. Z 11-4.26.3(1)BENDING STRESS IN A GRAB BAR OR SEAT INDUCED BY J N THE MAXIMUM BENDING MOMENT FROM THE APPLICATION OF 250 LBF(1112N)SHALL BE LESS THAN THE ALLOWABLE STRESS FOR ?: THE MATERIAL OF THE GRAB BAR OR SEAT. W J Z 11-4.26.3(2)SHEAR STRESS INDUCED IN A GRAB BAR OR SEAT BY THE a LU Q Lo APPLICATION OF 250 LBF(1112N)SHALL BE LESS THAN THE l 1 ` U) ALLOWABLE SHEAR STRESS FOR THE MATERIAL OF THE GRAB 1 BAR OR SEAT. IF THE CONNECTION BETWEEN THE GRAB BAR OR SEAT AND ITS MOUNTING BRACKET OR OTHER SUPPORT IS <l�' m-zzas CONSIDERED TO BE FULLY RESTRAINED,THEN DIRECT AND �'J �D TORSIONAL SHEAR STRESSES SHALL BE TOTALED FOR THE N.T.S. COMBINED SHEAR STRESS,WHICH SHALL NOT EXCEED THE ALLOWABLE SHEAR STRESS. M.F. 11-4.26.3(3)SHEAR FORCE INDUCED IN A FASTENER OR MOUNTING DEVICE FROM THE APPLICATION OF 250 LBF (1112N)SHALL BE LESS THAN THE ALLOWABLE LATERAL LOAD OF EITHER THE �I SD - FASTENER OR MOUNTING DEVICE OR THE SUPPORTING STRUCTURE,WHICHEVER IS THE SMALLER ALLOWABLE LOAD. SHEET I OF s REVISIONS NO DATE STRINGER DETAIL 1/SD-3 C8 X 11.5 STEEL ASTM A36 ; STRINGER C8 X 11.5 T7 4'1 T7 T7 T7 T7 STEEL ASTM A36 v vvvvvv v'v v N v vvv vvvv vvv o V vvv vvv V 7 vv N CD , v vvv vvvv vvv Z�� v v v v vvv vvv vv vvvv vvv vvvv vvv 4'-2" Wa0 vvvv vvv vvv �v�6v 3'-0" vvvv vvvv vvvv v)vv aIX*kco vvvv vvv vvvv wV STEELIPLATE NWN�OL vvvv vvv vvv vv Q Z..auLL vvv vvv vv v v v • • mr�ptr--pZ ; v v v v vvv v v v v •••• =Iyj N o a, ••..:. U�e•N�gc • 0000•• • STRINGER Z •(2` "6660: .6••• CIO 0000•• ��C) 0O`- • • 1-11 11 11 11 11 11 11 11 11' -0 .... 0 ZL •0000• STRINGER STEEL ASTM A36 •0 6 • 0 6 0 6 • • C10X15.3 0000• HANDRAIL L2X2X1/4 09.60• �• • • • STEEL ASTM A53 GRADE B STEEL ASTM A36 @18"O/C ••'00 ' •. ""' 0000•• PIPE 1 1/2 SCH 40 •6 6:*: • STAIR TOP VIEW ' • ...... •. . •00000 SCALE: N.T.S. (-;6� . STEEL ASTM A53 GRADE B a POST @ 4'-0"O/C MAX. PIPE 2 SCH40 Ld '> LL v A/SD-4 Ix cn-c� LL O N Ix STEEL ASTM A500 GRADE B Z 0 W u PICKETS @ 4"O/C MAX. } CD o � HSS 1"X 1"X 14 GA. o: o o a STEEL ASTM A53 GRADE B m ch BOTTOM CHORD �Q PIPE 11/4 SCH40 co STEEL ASTM A53 GRADE B GUARDRAIL STRINGER 4 " C77 - PIPE 1 1/4 SCH40 C10 X 15.3 STEELASTM A36 REJECT 4"R1 -34" SPHERE04 ' d STRINGER STEEL ASTM A53 GRADE B C10 X 15.3 0 m HANDRAIL STM A36 DETAIL 4/SD-4 TEELASZ F- PIPE 1 1/2 SCH40 L 2X2X1/4 @18"O/C J Q U) 00, REJECT 2"0 W N SPHERE A/SD 9 RISER @ 6.722"=5'-0 1/2" J m Lu J Z r3DETAIL 2/SD-3 HSS 3X3Xi LU Q � SEE DETAIL SD-4 \ N Lo 4"TO 36" L1'-11" IJ CONCRETE FILLED 24" METAL PAN STAIRS HSS 3X3)q DETAIL 3/SD-3 (CLOSED RISER) �SEE DETAIL SD-4 m-zz-ts TREADS @11"=8'-2" a� V SD -2 STAIR ELEVATION SCALE: N.T.S. SHEET 2 of s REVISIONS NO DATE NOTE:PLATFORM PANS TO BE WELDED W/1/8 FILLET WELDS X 1"LONG @ 12 O.C. E PERIMETER AND SPLICES ONLY. i C (2) KWIK BOLT III BY HILTIPICKETS @ 4"O/C MAX. cli 3/8" 0 x 4" MIN. EMB. �� `� I I IFill, I i STEEL ASTM A500 V rn I `. `� I I I II I I HSS 1"x 1"x 14 GA. LSTAGGERED ROW @16" O/C MAX. I I I 4" I 4" I I 4" I I Z x- 3/16 I `I MAXI I I I i -4*cD < 1/8" ST. �. \ �� I I I BOTTOM CHORD LH'01D, c�i `. 2" `. `. I I I I I W m e .� .� I l 1 1 STEEL ASTM A53 GRADE B d rn a c PIPE 1 1/4 SCH 40 (L V)10 1--p; 777 � ktn;p< LL,W_a 0l LL `� `� • • !RISER �� \` `� •••• • VUJI SQ` ••••.• • CJ • STEEL CHANNEL ••••• Zj� •=i • ° ° • I F�__. __,-_ `� STRINGER(TYP.) 00000: 0 Q••It i 000000 C10X15.3J p` • • I L. C 10X15.3 ;' IST. WALL I �`I 14 GA PLATE •••••• _{,N�• Z6 �••••: C 10x 15.3 °• 14 GA:PLATE �`. t I METAL PAN TREADS •••••• O 000 ••• •• •• FILL WITH CONCRETE. • • • • •••••• •• •• " (TYP) �`� NOTE:ALL STAIR :00:0: • ••••:• EMBED 1/8 1.5@4 `� COMPONENTS SHALL BE • GALVANIZED FOR • • • ��// ••••0• EXTERIOR STAIRS. • • • 1 1/2 X 1 1/2 X 3/16 X 0'-8" �`� I • • • • • •• SIDE VIEW TREAD SUPPORT TYP. j • i•••• jco DETAIL 2/SD-3 W STRINGER a�> LL � N � LL STRINGER C10 X 15.3W m C8 X 15.3 STEEL ASTM A36 S L REVi z ct w v STEEL ASTM A36 pp,T �;z o a 3/16 gPPRovED m (2)KWIK BOLT III BY HILT[ 3/8"0 x4"MIN.EMB. STAGGERED ROW @16"O/C MAX. Q nl ��///�� CN 1t� V 06 O EXISTING 12" Z J CONCRETE LANDING J N MIN.fc=3 000 si. STEEL ASTM A36 W L 3 X 3 X 1/4 X 8"LG. W3:FRONT VIEW i 1" 1/2/"0 XK3[MIN.BOLTMIBI.BY HILTI W Q z STEEL ASTM A36 ` c DETAIL 1/SD-3 L 1 1/2"X 1 1/2"X 3/16 X 8"LG. ELDED TREAD TO STRINGER SCALE: N.T.S. W N.T.S. EXISTING CONCRETE SLAB 8,MIN. 3/16 `' 4 f =3,000 psi. ac. 4_3 DETAIL 3/SD-3 � '�� SD-3 SCALE: N.T.S. SHEET 3 OF y REVISIONS NO DATE r- 2" 2"THICK.CONC.SLABCDuj U4 cm" Z P d p) c 1/8"THICK. w too i STEEL PLATE STD.STEEL COL. Q Z v� HSS 3X3X1/4 < 1/4"FILET WELD ALL AROUND STL. % ••. w'�49:5• •00000 COLUMN EYP.@ TOP&BOTTOM '• • U `�cn� .• TYP.8"x8"x3/4" PLATE STEEL PLATES •••••. Z 0 '. ...00 C10 X 15.3 \ WELDED TO COL. 12"X 12"X 3/4"STL.BASE PLATE •••••• � STEEL ASTM A36 W/(4)7/8"DIA HOLES,RECESSED •.0 0 J 5 U z t :0 0 0.0 �TrP> STD.STEEL COL. 4"IN70 CONC.SLAB&BOLTED TO •Goes• — ..:. • • STEEL CHANNEL 1/8 HSS 3X3X1/4 CONC.W/k4�5/8"O KWIK BOLT II BY HILTIg 000.0 Csx11.5 STRINGER MIN4"EM D. •'�••• �• • ` • • • • u00.00C10X 15.3 8„ •• ••STEEL ASTM A36 1211 8' 12" •i• .•00:0 0000•• DETAIL 4/SD-4 1/411 STD.STEEL COL. SCALE: N.T.S. HSS 3X3X1/4P rURALcaLu srRUCREV W N p LL PPRo VED o 4F4 c 12"X 12"X 3/4"STL.BASE PLATE ®q,7 z v W/(4)7/8"DIA HOLES,RECESSED o m GUARDRAIL 4"I 6 CONC.SLAB&BOLTED TO o: m STEEL ASTM A53 GRADE B POST @ 4'-0 O/C MAX. CONC.§45/8"O KWIK BOLT II BY HILTI m zd PIPE 1 1/4 SCH 40 STEEL ASTM A53 GRADE B E60XX MIN 4"EM D. PIPE 2 SCH40 1/4" HANDRAIL STEEL ASTM A53 GRADE B F= 1"MIN.LEVELING PIPE 1 1/2 SCH 40 GROUT 11' 1/2"MIN. CONC.SALB BY OTHERS ( m 1 1/ Q cn 42"ABOVE NOSE W STEEL COLUMN/SD-4 J _IZ LU J H Q Lo 34"ABOVE NOSE 1/8 SCALE: N.T.S. rn 07-22-15 STEEL BRACKET ASTM A36 SOLID ROUND BAR 3/4"O.D. N.T.S. SECTION A/SD-4 - SCALE: N.T.S. SDA SHEET a OF