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CC-14-243 (2)Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-225977 Permit Number: CC -2-14-243 Scheduled Inspection Date: January 06, 2015 Permit Type: Commercial Construction Inspector: Rodriguez, Jorge Inspection Type: Final Building Owner: , BARRY UNIVERSITY Work Classification: Alteration Job Address: 11300 NE 2 Avenue Cor Jesus Chape Miami Shores, FL 33138-0000 Project: BARRY UNIVERSITY Phone Number Parcel Number 1121360010160-01 Contractor: EMERALD CONSTRUCTION CORPORATION Phone: (305)310-4543 tiunall comments NEW CONCRETE RAMP AND DECK WITH CANOPY AT ' `---- ........ CHAPEL BUILDING. INSPECTOR COMMENTS False Passed Inspector Comments Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. January 05, 2015 For Inspections please call: (305)762-4949 Page 43 of 45 Miami Shores Village \ Building Department �ECE��T�,�� 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 AUG 14 2014 Tel: (305) 795-2204 Fax: (305) 756-8972 V INSPECTION LINE PHONE NUMBER: (305) 762-4949_ FBC 20 BUILDING Master Permit No. Coc-2-14 -2-43 PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS 10B ADDRESS: IC Ay = C ��'�r�ir't L, City: Miami Shores County: Miami Dade Zip: 3 s i C- Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): J�,x PW Y tt rVi (;�?-5 *j Phone#: 3ej_ ey 3 7 `io Address: l 131 C t) -t_. , Z_,4 L,;e_ City: A,41yj4� ( � 14Cf,7eJ State: F1 - Zip: 73x6 1 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: &!ty(L (24j) C_Jr c: ?S !i' .4zC vtO/I„ I c; Phone#: Address: l Z) l S"t (lr t tv144 1 Y4-1 C City: L-441LIA P?4zA'C_44 State: t° 1 Zip: 0 Qualifier Name: M�'Jc— l -ft cra6Lt_S Phone#: �. , % °. State Certification or Registration #: "-c_ / Pi %fit} 1 S Certificate of Competency #: DESIGNER: Architect/Engineer: '" '" Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 5 C-' Vic' . 0(2 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition .l Description of Work: j i 114b' t ki 6j 61- Specify 1 Specify color of color thru tile: $ $ ( CCF $ °w; .CO/Cc $, Submittal Fee Permit Fee Scanning Fee $ 12 O�) Radon Fee $ DBPR $ _ ., Notaryvt .x: Technology Fee $ Training/Education Fee $ % ' Double,ee $ 0 r Structural Reviews $ I (O . C t` ` .(`,- CK) bong $' TOTAL FEE NOW DUE $ (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 `4'- ! .> Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature. OWNER or AGENT Signatur& CONTRACTOR The foreong instrument wasacknowledged before me this The foregoing instrument was acknowledged before me this �•� "day of `7v— / 20 L , by J day of 3-01y 20 !LJ by ti9D�F a who is personally known to f wzk- gc."btej who is ersonally known %e or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: �fJaj0, , (. ,a/`_— Print: 8 Seal:`\�a��r NRA J/Ct7n�yi� 'Sa 18, 200 #FP 113980 APPROVED BY (Revised02/24/2014) as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Ue LW 'Y ° Notary Public State of Florida Seal: Rafael Huguet My Commission EE042455 Expires 01/2412015 Plans Examiner Zoning. Structural Review Clerk !Engineer, PLLC. Consulting Engineers. 8215 Lake Dr. #B502, Doral, FL 33166 PhoM (954) 274-2429! Fax (736) 545-7636 Web site: www.iengineerl2lic.com, E-mail: juan@ienaineerplic.com COVER SHEET DATE: July 25, 2014 ADDRESS; 11300 NE 2i' d Av% MJ8TM "re$, FL 33101 CLIENT: This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered i thru 45. 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 3 through 45. 1, !Engineer PL.LC, CA -#29119 Juan C. Morena; F.L. Reg. P,E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. VALID ONLY WITH RAISeD PE SEAL. -ANY CORRECTIONS, INK MARKS, W"ITE OUT OR SUCK -ONS WILL VOW THEE DRAWINOSS Aft CALC IT#Qt . iEngineer, PLLC. Consulting Engineers. 8215 Lake Dr. #8542, Doral, EL 33166 PhMe (934) 274-2429, Fax (786) 848-7638 Web site: www.iengineerollc.com, E-mail: ivan@iengineerpllc.com INDEX DESCRIPTION Wind Loads Calculations. General Sketch Flame With Length and dead load (self weight) Wind Loads Unity check design Members'design Brackets' design columns' design Load reactions Wail anchor bolt design detail "b" Wall anchor bolt design detail "c" Wall anchor bolt design detail "d" Wall anchor belt design detail "e" Base plate anchor bolt design detail "f" UTTIC14 11/45 0000 .• 0000 •.w.w• ••"" PATE 0000 • •••• 0000.. 0**o • 0 • .0000. ..•000 960:0 .. • .0 . 5 •• • . . 6 . • 00007 9 to 11 12 13 17 23 28 34 40 0000.. 0000.. 0000:0 00000 0000• s••••• ..0000 • 41 ••••a• ti MECAWind Version 2.1.0.5 per ASCE 7-10 Developed by XECA Enterprises, Snc. Copyright 2034 www.mecaentezprise:.cvzn Date : 312612014 Project No. com any Neste Desi ed BY Addreas vtacri;:tion . City Customer name State Proj Location File Location: C:\User&NJUAtMRENO\Documents)JOBS\AW14I14GS 11ALEXIS QUICK AWRINGSN11300 NE <nd Ave, Hiatt*,* Shares, FL 33161\awning manaslope enclosed LRFD.wnd so , •• •6 Ciust Factor Category ii Rigid Structures - Complete analysis Zm: 0.6*Ht = 15.00 ft 1ZM4 Gc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/35)^Epsilon = 427.06 ft Gust2: 0.925*((i+i.7*lzm*3.4*Q)f(i+1.1*3.4-lzm)) = 0.96 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 internal Pressure Coefficients for buildings, dtpi GCPi : Internal Pressure Coefficient = +/-6.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 1/45 • • 0000•• •••••• • •000.0 •0.99 0000• 0 • •0000• • • 096••4 • • 0*00•• Directional Procedure All Heights Building (Ch 27•Part 1) ;••';' Basic Wind Speed(V) - 105.00 mph • , Structural Category= ii E mpos:xre Category 0000•. = ..C'. Natural Frequency - N/A Flexible Structure 000_0• NC ••• Importance Factor = 1.00 Kd Directional Factor0009•O0••� OAS Damping Ratio (beta) _ 0.01 0.00•• Alpha = 9.50 Zg "_ 900.00 it At - it .11 Bt ' • •�,' • 1.00 Am = 0.15 BM 0 0'_ 0 0 O . rit% Co = 0.23 1 ft Epsilon = 0.20 Zmin •"�•00.0� • _ ' i5.�a�Vit• Slope of Roof = 2 : 12 Slope of Roof(Theta) = 9.45•6eg Int: Moan Roof Ht = 10.34 ft Type of Roof = Monoslopo RHt: Ridge Ht = 12.00 ft Eht: Eave Height = 8.67 ft 0H. Rooi Overhand at Eave- .00 ft Roof Area s 811.00 fit" 2 Bldg Length Along Ridge - 40.00 ft Bldg Width Across Ridge= 20.00 ft Gust Factor Category I Rigid Structures - Simplified Method Guetlt FQr Rigid Structuree {Nat, Freq.>J Hz) u8e 53,85 0.85 Ciust Factor Category ii Rigid Structures - Complete analysis Zm: 0.6*Ht = 15.00 ft 1ZM4 Gc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/35)^Epsilon = 427.06 ft Gust2: 0.925*((i+i.7*lzm*3.4*Q)f(i+1.1*3.4-lzm)) = 0.96 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 internal Pressure Coefficients for buildings, dtpi GCPi : Internal Pressure Coefficient = +/-6.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 1/45 • • 0000•• •••••• • •000.0 •0.99 0000• 0 • •0000• • • 096••4 • • 0*00•• Y Ll � Wall CP --------------------/-� Leeward Wall Pros aure pressure +GCpi (psf} -GCpi (psf) ----------- ----------- a -1.S3 -a.aQ B Kh: 2.01* (lit/Zg) ^ (2/Alpha) = 0.55 Kht: Topographic Factor (Figure 6-4) = 1.00 0th:. .0025,6* iV}r2*I*Kh* t*Kd - 23.37 psf Cpww: Windward Wali Cp(Ref Fig 6-6) _ 0.86 Roof Area = 811.00 ft^2 Reduction Factor based on Roof Area = 0.83 MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Normal to Ridge) Wall CP Pressure Pressure +GCpi (psf) --------------- -GCpi (psf) ------ ----------- Leeward Wall -0.50 -12.32 ----------- -4.99 Side walls -0.70 -15.78 -8.45 Wall Key acs Rtt qs press press total @hear Howlent ft pet +GCpi -GCpi +/-GCpi Kip K -ft Windward 12.00 0.85 1.00 20.37 10.18 17.51 22.50 10.80 64.81 'Note: 1) Fatal a 1*0vard GuPi ).Wind rd Gc-Pi 24 Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable.. Roof - Dist friss Windward Edge Cg Pressure Pressure --------------------------------- +<Csi(psf) aQCVi(gAf) ------ 0.0 ft to 5.2 ft -G.88 ---------- ---------- -18.85 -11.52 5.2 ft to 10.3 ft -0.93 -19.71 -12.37 10.3 ft to 20.0 ft -0.47 -11.86 -4.53 MWF'RS-Wall Pressures for Wind Normal to 20 ft wall (Along Ridge) Wall CP --------------------/-� Leeward Wall Pros aure pressure +GCpi (psf} -GCpi (psf) ----------- ----------- a -1.S3 -a.aQ 3/45 Side Walls -0.70 -15.8 -8.45 wall x1ev Ka Rat qa Press grass Total Sir moment ft -------------------------------------------------------------------------------- psf +GCpI -GCpI +J-Gcpi Up X -ft Windward 12.00 Ms l v oo 20.37 10.18 17.51 19.04 4.57 27.42 Note: 1) Total = Leeward GCPi + Windward GCPi 3) Shear and moment are suet of forces (Leeward+Windard) acting on bldg walls••• Note that the shear & moment don't consider loads on roof or enr� gable. ;••• Roof - dist from Windward Sdge, (°p pressure Pressure • • • +GCpi(psf) -GCpi(psf) :.•:•: • • • 0.0 ft to 5.2 ft -0.90 -19.24 -11.91 ..:..: :... ••••• 5.2 ft to 10.3 ft -0.90 -19.24 -11.91 � ••:••� 1€3.3 ft to 20.7 ft -0.50 -12.32 -4.99 �..•.� ...... � 20.7 ft to 40.0 ft -0.30 -9.86 -1.53 •••• • • •••••• • 0.••.•. • • 0000 MECAWind Version 2.1.0.5 ASCE 7-10 Developed by MBCA Enterprises, Inc. Copyright 2034 www.m�caer"e.�>ris_s.com Date : 3/26/2414 Project No. __...____ — — Company Name : Designed By Address Description Cit; Customer Name Stat' Proj Location File Location: C:\Users\JUANMORZNO\Documents\JOBS\AS*IINGS i\ALEXIS QUICK AWNINGS\11300 NE 2nd Ave. -Miami Shores, FIS 33161\awning monoslope enclosed LRPD.wnd •••• 0 . • 0.000. r or f •.y_ • e Roof not 4a 3 � Ole • t i_ r ,------------ 'S Si vaoslo a Roof 3< 1) a=lt) Wind Pressure on Components and Cladding (Ch 34 Part 1) Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone flax Kin Max P lain P ft ft ft^2 GCp GCp psf pef ------------------------------------------------------------------------ RAFTER 3.33 20.40 133.3 1 0.24 -1.10 16.00 -26.47 RAFTER 3,33 28,40 133.3 2 4,20 -1.24 16,00 -28,10 Wind load 0000.• • 0000 • 0000•• 4145 0000•• 0000•• 0000•• 0000• 0000• 0000•. 0000•. • • • 0000•. GENERAL SKETCH 5145 0000.. 0000.. 0000.. 0... ..... .0000. 0000.. • 0000.. DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH 6/45 WIND LOAD (+Y) 7145 0000.. 0000.. 0000.. 00.• .0000 .0000. 0000.. . 0000.. WIND LOAD Y) 8/45 0000.. 0000.. . 0000.. ..... ..00. ...... ...... 0 . 0000.. UNITY CHECK DESIGN ELEMENT 9w 99.9 •• • 0000 • • • • • 0000•• 0000•• 0000•• • • •9 99 900• •90••• 9 • 9 9 000000 •••• 90900 0000 i 0.000 • • 0000•• 0000 9 • w • 0000•• •00.00 • • • • 000009 •• 9 •0090• • • • • •• • •• • 0 0 6069% • • •000 F roup Results p: SteelirBeam [�7Gp7 per AISC �iSD (2005 : Pipe 1..315 x 0.083, Material: McMASTM AA992 Grade 50 Combined Check Member Result Oftet Code Unity Details Name Case ft Ref. Check M430-10 0. O.#tlt f_I+Y 0 Flt -1b I OK Kt z R $ It, KLy - 3 ft, Lb=aft. Axial Check Member Result Offset Demand F)K Capacity Fx Code Unity Details Name Cage ft b lb Ret Check M430.10 0.6000.6w Dy 0 504 E3-ZFB 0 OK KLz = 3 ft, ICL = 3 tip Stronc Flexure Check Member Result Offset Demand Mpt Capacity Mx Code Unity Details Name —CaLet ft I" lb -ft Refer Check M430.10 0.60L*0.6W4f s1+Y 3 -226 315 F8-1 1 OK Lbz 3 ft, Cb 1 Weak Flexure Check Member Result 6ffsef Demand My Capacity My Code Unity Details Name Cee a lb-* 10 -ft Ref. Check M430.10 0.61)+0.6W 11+Y 3 4 315 F$-1 0 R Lby - 3 Strong $hear Check Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Cans ft lb lb Ref. •. • •.. .. Check j M430-10 0.6D+O.M QfY 0 -647 5 C6-1 2b+S� anent • • • • 0 j5K . Weak Shear Checkw ••• •• Member Result offset Demand Vz Capacity Vz Code Unity mails Name Case ft lb lb Ref. • • • • • • Check M430-10 0.6D+0.6WM f)+Y 3 538 2Sa5 -1 4!5 do • • • • • • 0 K • • • • • • s • • • CA •• •• • • • •• •• • • • ••• • • • ••• Design Group Results )esign Group: backvwt per AISCASD (2005) Designed A& Box -Tube 3 x 0.063 x3 x 0.083, Material: [StaWIASTM A992 Grade 50 :ombined Check Member Result Offset Cade Unity &tails Veme Case ft Ref. Check )ackvegM3 QSQ+0.6W CPY 3 H1 -1b 10K J b - 4 ft Wal Check Nernber Result offset Demand Fx Capacity Fx Cade 'Unity Details Veme Case ft ib Ib Ref. Check )ackvertO03 q.6 +O. iK* pfY 3 1161 28805 D2-11 DOR Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Cade Univ Details flame Case ft _b -ft lb -ft: Ref.. Check: aackvertO03 0.6D+0.6Vtd ! 7+Y 3 2216 2317 F7,2 1 OK Lbx = 4 ft Cb = 1 Wong shear Cheek Nernber (Result offset Demand Vy' C•epacity Vy Code Unity Details flame Case ft ib lb (Ref. Check ;WkveR7=— f8.6p+06W CITY 4 -3183 X40 G2 1+St.Ve rrt 0 K Afeek Shear Check •• • • • • • ••..• Member (Result offset Demand Vz Capacity V Cade :,: : : ;. • Unity [Mails Vme Case ft Ib R' . : : •. : Check mkvertOQ3 �.6D+0.6W [I+Y 3 -130 8W t2-1+8t.Venant 0 OK . . . . . V: . . V: . . . . .. . .. . . . ... . . . ... >esign Group Results esign Group: COLS per AISC ASID (2005) Designed As: Bax -Tube 3 x 0.063 x3 x 0.083, IVlaterial: tStealASTM A9W Grade 50 code Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib lb Ref. Check M368 D+*.6W C�Y 7 1538 i9280 E372B 0 OK Lu ; 7 ft, KLr-7ft Rrona Flexure Check Aember Result Offset Demand Mz; Capacity Mx Coda Unity Details Jame Casa ft lb -ft IbA Ref. Check 4368 0.6000.6W [3+Y 1 2317 F7-2 0 OK Lbz x 7 ft„ Cbw1 Weak Flexure Chock Member Result offset Demand My Capacity My Code Unity Details j Name Case ft lb -ft ifitft Ref. Check M368 0.6p+0.61tW COY 7 -163-17 F7�2 0 6R Lb = 7 ft Weak Shear Check 60 60 60 60 01 60 : Member Result Offset Demand Vz Capacity Vz Cad@.. •, •00 000 • • • Unity Details Name Case ft lb ib Ref, 'Check Mn 0.60t0.6W [7+Y 1 343 8946 f32.1+St.Venant 0 OK ... ... . . . . . ... . ... . • • . . . . • . . .. . •• •• • • • •• •• • • • ••• • • • ••• 0.91) + 1.OW (+Y) REACTIONS QI m W _ 13145 0000.. 0000.. 0000.. 0000 0000. 0000.. 0000.. 00.0.0 0.9D + I.OW (+Y) REACTIONS (members are not showed for clarity) 4t 017 ►- = A.� 4 Ab giBS1V A4i s� � gtZK;-=.t3 t' to .+�. 9 _ 9 LLi` h 'es cl ant- AL kvi CHzw ,^ 100W 91, III W£Z- 94/45 CONCRETE UPLIFT CALCULATION. REACTION = 3,638 LBS (0.9DL(STRUCTURE)+1.0WL(+Y)) DEAD LOAD (BEAM, WALL & FOOTING)= 0.9x(150LB/FT^3x0.67FT^2x5FT (BEAM) + 65PSFx4FTX5FT(WALL) + 150LB/-T43xlFTx2.33FTxiOFT(FOOTtNG)I= 4,767 LBS TOTAL DEAD LOAD = 4,767 LBS ---------------- 4,767 LBS > 3,638 LBS 4 OK TO USE. •• • ...... .... .+�. 9 _ 9 LLi` h 'es cl ant- AL kvi CHzw ,^ 100W 91, III W£Z- 94/45 CONCRETE UPLIFT CALCULATION. REACTION = 3,638 LBS (0.9DL(STRUCTURE)+1.0WL(+Y)) DEAD LOAD (BEAM, WALL & FOOTING)= 0.9x(150LB/FT^3x0.67FT^2x5FT (BEAM) + 65PSFx4FTX5FT(WALL) + 150LB/-T43xlFTx2.33FTxiOFT(FOOTtNG)I= 4,767 LBS TOTAL DEAD LOAD = 4,767 LBS ---------------- 4,767 LBS > 3,638 LBS 4 OK TO USE. 1.2DL * 1.OWL+O.5Lr (-Y) REACTIONS e� u ... 0000 0000. 0000 ,w- -j- 'V� ,41 �} ,? = 390 lb 15/45 0000.. 0000.. 0.00.0 .0.• 0000. .0000. 0000.. 0• 0000.. 1.2DL + 1.OWL+O.5Lr {-Y) REACTIONS (mfrs are not showed for c4afY) .. Y = 9250 ib • �FY m 2458 lb 7761b FY = 397 lb FY = 9305 ib � . .. '5—FY 74f 6 . f FJt 4-4!%6lb FY = 9 9 ib '' •, " GyV744F Ib . FY = 549 !b t>—FY_ tto a 16/45 �FY 9 •00• • •• • 0000 • • • • • 0000•• 0000•• • • • • 0000•• 0000•• • • • •• •• 0000 0000•• 000000 0000 •••0• • 0000 • •e••• • • 0000•• •••• • • • • 0000•• • • • • ... • • • • • • • • • • • 0000 0000•• 0000 R =1861 b a� .. AYY = 390 lb �cb 0 17/45 r a An PAvik Anchor 3A.$ Company: IENGiNEER, PLLC. Page: 1 Specifier: JUAN C. MORENO Prood: Address: 5215 Lake Dr. tf8=, Doral, FL 33166 Sub -Project I Psis. No.: Phone i Fax: 954 274 2429 1 756 545 7636 Date: 24/0712814 E -Mak ju*et wMwv COm Speemees comments: 1 input dift Anchor type and (diameter: EI%Ove embedment depth: Material: Evakwdon Service Report: issued i Valid: Proof: SwKka xuz"tiam Anchor plate: Base material: Rakftopr Seismic loads (cat. C,. D, E, or f) Geometry din,] ;& t oacNM M M.RQ Kwik Bot 3 - CS US 4M ha = 2;000 in., h., = 2;313 in. Carl= Steel ESR.2302 • 0000•• • • • •• •• 0000 0000•• •0•••• • 0000 • 01/12/2013101/12/2815 00.0 0.0.0 design method ACI 318 / AC 193 • • • • • • • 0,048 ift. (no Ww4-oftj, t = 0488 in, • • • : • • • • • • • • l„ x lr x t - 2,666 in. x 2,00 in. x ft 250 in.; Mecommerded Plate thk*nest. Welt Oculated).... no Profile ....• uncracked concrete, 3000, fe' = 3000 psi, h = 8,000 in. w4ww 4wwswan $; M suppwrneo d 4PW4 rQkd rerprs.QvA tfte" edge reinforcement: none or • Wall anchor bolt no design detail 8 kPA dWAWd MUM muntbe dMdMd fbr aWnwnat w1& ftwVMV amwdftft MORS AflP. W (C) 2909-2W9 HO AG, FL -9494 SOW HIM is a rig W"O TPiWMQ* of HN AQ, SOW 00.00 • •0• •0000. • 0.00.0 • • • 0.006• 18/45 �n yr fiW Aw Pm al: Arwhar I Company: IENGINEER, PLLC. Page: 2 Specafw: JUAN C: MORENO Project: Address: 8215 Lake Dr. #13502, Doral, FL 33166 Sub-Projed I Poe. No.: Phone I Fax: 954 274 2429 ( 786 545 7636 Date: 24/0712014 E -Mail: Wandlienalneerckmm 2 Load case/Resulting anchor farces Load case: Design toads Ar=tW mwtkwm Pbl Tension force: (+Tension, -Compression) Anchor Turn forco SAe iotce Shear f roe x Shear force y 1 514 940 325 882 max, ate compressive strain: 0,20 r 6 l max.00nerele compressive sty: 911 resulting tension force in (x1y)=(0,000/0,000): 514 [ibj resulting compression farce in (x/y)=(0,W4/0,000): 359 jibj 3 Tension load LOW K. N CapacityA Vbi Uftwdon til - K -i^ Staim Steel Strength* 514 4770 11 OK Pullout Strength" N/A N/A N/A N/A Cwcrete Breakout ftvVth- 514 .2417 22 OK angor having the highest ioeoiing -*anchor group (anchors in tension) &I S"Skengt N. = ESR value refer to ICG -ES ESR -2302 /p t #w 4. N� ACA31" Eq. (0-1) n A, -.A [jn.j feta (Psis 1 0106 06660— Calc ulaii" No Ebl 6360 Resufts NO Pbj N6. Pb) No 11bj 65w— %750 4770 514 lout data end mwb must be d,acked for egreement with the exp =Wibons wW for plausibilitpl PROFIS Andwr (c ) 2003-2005 H M AG, Fi.-9484 Sdmn Hilo is a registered Trademark of Hilti AG, Sdmn • 6.400/ r 00 ..• 0 000 • • •60404" 0000 046••• 00*0 00 0400 .. . . • . 0 LOW K. N CapacityA Vbi Uftwdon til - K -i^ Staim Steel Strength* 514 4770 11 OK Pullout Strength" N/A N/A N/A N/A Cwcrete Breakout ftvVth- 514 .2417 22 OK angor having the highest ioeoiing -*anchor group (anchors in tension) &I S"Skengt N. = ESR value refer to ICG -ES ESR -2302 /p t #w 4. N� ACA31" Eq. (0-1) n A, -.A [jn.j feta (Psis 1 0106 06660— Calc ulaii" No Ebl 6360 Resufts NO Pbj N6. Pb) No 11bj 65w— %750 4770 514 lout data end mwb must be d,acked for egreement with the exp =Wibons wW for plausibilitpl PROFIS Andwr (c ) 2003-2005 H M AG, Fi.-9484 Sdmn Hilo is a registered Trademark of Hilti AG, Sdmn Company: IENGINEER, PLLC. Page: 3 Specifier: JUAN C: MORENO Project: Address: 8215 Lake Dr. 98502, Doral, FL 33166 Sub-Projeci I Pts. No.: Phone I Fax: 954 2T4 24291786 545 7636 Date: 24/07/2014 E -Mat wanalenghwatcom 3.3 Concrete Breakout Strength Calculations Awyn'l A"M fivill V9034 vax Ub 3W00 1.00D tow 37is Results No Ilbj }cana•ts $ Na, M N,,, Pbl 3718 0550 2417514 hW dam wW rre cam}$2003-2009 nvm ec Hifi ed for a 84 { cath r tenstfng corxmons ww for piwsibiW! (registered Trademark of Haff AG, Schaan Web : (An o) Wedta We,a Wcp,N Nb ACI 318-08 Eq. (D4) 0000 { N„ k N,. ACI 31x-08 Eq. (0-1) .. :... At, s&& ACI 3#8-OII, F3P4I3:5.2:#; F't�: R[;.5:2:#(C►'t . . . . A4.0 = 9 h� ACI 318-08 Eq. (D-6) • : • • • :' . 0 0 0 0 .. ACI 318-08 Eq. (D.9)TF. • • • • • • • • • •. .. 0000 ....% jj0.00•• .•.. 00.00 O,T # 0<3 (1,5 i 51,0 ACI 31"0 Eq. (0-11} • • •. • . • ..: • •' 0000 0000.• • . • yropt+ aMAX ish ) s 1,0 ACI 318-08 Eq. (D43) 0 0 0 0.. . : • • • • I+/e =k. hill, AI;,i318=08EQ:tD= 000:0. �••�.� ••..�• Vadabiss . . • 0000 • 0000•0 tint [tn.] eat N ftn.} eax fin.] [n.] WIMIN ' 00*** 2,000 0,000 0,00D 4,000 I,ODO C�w OnI ka ? fl. f 3,875 24 1 3000 Calculations Awyn'l A"M fivill V9034 vax Ub 3W00 1.00D tow 37is Results No Ilbj }cana•ts $ Na, M N,,, Pbl 3718 0550 2417514 hW dam wW rre cam}$2003-2009 nvm ec Hifi ed for a 84 { cath r tenstfng corxmons ww for piwsibiW! (registered Trademark of Haff AG, Schaan 24145 WWWAN.in Proms Anchor 2.C$ Company: iENGINEER, PLLC. Page: 4 Specifier: JUAN C, MORENO Project: Address: 8215 Lake Dr. IBM, Doral, FL 33166 Sub -Project F Fos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 24/07/2014 E-Ma1: ineefvkcom 4 Shear load 4A Steel Strengib V. - ESR value Tw* to IMES ESR -2302 4 V,teet 2 V. ACI 318.08 Eq. (Ik2) n Load V" jib] CsWlty Pbl UtUbtation pv - V.J+►V„ 0,06 Steel Strength wo +V„ 33 �StMus M I faskne tt BttTF)# MA WA• Ni*mee• • 0000 • • MPA • • • • Pryout Strength•" 940 2603 37 • V 0 WR • • . • • . Concrete edge failure in direction x-*" 882 4286 2;--:-: OK • wwW having the hiohO loatiintl ""angor arcup (re�fant anchors) ors) •. •• 0000 0000.0 • 0000.. 0000 00.00 4A Steel Strengib V. - ESR value Tw* to IMES ESR -2302 4 V,teet 2 V. ACI 318.08 Eq. (Ik2) n A.,v pn•j fm [PSIj 1 0,06 106000 Calculations V 4470 Results Vre Pbj deer Vas Pbj Uue jib) 4470 01650 2905 940 4.2 Pryout Strength 4 V-, 2 V.- RCI 318-08 Eq. (D-2) Ail 318l�8, t'ar1 fk5.2.1, � fii28.2,i�} A". =94 ACt 318-08 Eq. (D-6) f 1 yr,C,H = [ 1 O 31,0 AO 318-08 Eq, @-9) 0,7 r 0,3 (�l) S 1,0 AIN 318-0 ft (0-11) wit = 1'. ) 5 1,0 AGI 318-08 Eq. (D-13) Na = kE a F. W ACI 318-08 Eq. (D-7) Vatlabl" kcv hw [in.) eof to on.] e,2 ro [in.] c...O. [in.] 1 2,000 0,000 0,000 4,000 a C. ON kc n iP 1,3,875 24 13000 Calculations • 0 0000 . 00000 • ••00•• 0000 0000.. 000.0• 0 • • • ••000• •. • •..0.. • 0 • • .• • 00 • • • • 0000 009.•0 • • 90• Am I'D.*I A P01r rf :" a 1%36,00 , 1, 1, 1, 3718 Results & jib) t4t• 4 V,, Pbj Vas jib] 3715 0.IQU 940 kW delta and resuks must be dredced for agreement with the enskq conaitions and for Oausi Kyl PROFIS Ar d (c) 2003-2009 F fM AG, FL -9494 Sd+aan H#U is a registered Trademark of Hdb AG, Schaan 2#145 www► is Praft Anchor• 2." Company: IENGINEER, PLLC. Page: 5 Specifier: JUAN C: MORENO Projed: Address: 8215 take Dr. 86502, Forst, FL 331861 Sub -Project I POs. No.: Phone f Fax: 854 274 2428 ( 786 545 7636 Date: 24/07/2014 E -Ma#, WeriGiervineerokcom 4.3 Concrete edge failure in direction x- V.b s \A "'V W.,v,yn,v W :v Vb V* t V. Av, 06 ACI 318-€f8; Pari F3:6:2:1, Fig. RF3.6.2.4Wt Avco = 4,5 c;, 1 4il•c,Y = �1 � S 1,0 W4V = 0,7 + 0,3 1 , S1,0 1,5ca, 2 f,d W,,.v s ha V. 0,2 ACI 318-08 Eq. (D-21) ACI 30-08 Fti- (0-2) .. RCI 318-08 Eq. (D-23) e e 0000•• Act 318-06 Eq. (D-26) • • • • ACI 318-06 Eq. (0-28) • • • • • • AGI 318-08 Eq. (0-29) 0000 . • • • • . AIM 31b 1!4 V-14. (D-24} • • • e • • • • 00 0 • • uarhdAes c., tin.) c•2 fin.1 ecv tiqU�aY ha tin•I 4, 4, 0,000 1,4 SWO I. tin .1 d. Un•j c 101 +vo ,v 2,000 1,000 0,375 3000 2,000 cakuktims 60,00 72,00 1,000 1,000 5A 2625 Results Vol, 11bl 4 v�b PbJ V. w F 7UD 4M 952- S Combined tension and shear loads O/=Py+ftv<=1 6 Wamingfs 0000 • 0000•• •000 •••• • •0000• • • 00.00 0000•• • 0000•• 0000•• • Load re -distributions on the anchors, due to elastic deformations of the anchor plate we not considered The angor plate is assumed to be suffidently, stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The tD factor is Increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when suppien-antary, reinforcement is not used and for PuWA Strength and Pryout Strength. Refer to yaw loeat&Undwd, • Refer to the manufacturers product Wersture for cleaning and Insufttioon instructions. • Checking the transfer of loads into the bass motedal and the shear resistance arc required in accordance with ACI 318 or the relevant standardf Fastening meets the design criterial Irtm data and results must be weaed for agreemew will, the e>dsting condtlom ww for pleusib RW4 PROFIS Andwr (c) 2003-21x19 F R AG, FL -9494 Sdmw Hrd is a registered Tradern" of Hi(ti AG, Schaan 22/45 WWW. i An Pry Anch" L4.9 Company: ]ENGINEER, PLLC. Page: 6 Specifier: JUAN C. MORENO Project: Address: 6215 Lake Ur. XBM, Doral, FL 33166 Sub -Project i Fos, No.: Phone i Fax: 954 274 2429 [ 786 545 7636 Date: 24/07/2014 E -Mad: ivan�n rttdC,Cofn 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kvwik Bolt 3 - CS 3/8 (2) Profit: no proftla; 0,000 x 0,000 x 0,000 in. lr3tatiafion tt rqw. 240,000 in.tb tiottt dtmTarwr in the tixtane: dr =11,431/ in. tilt dlimraterinto tit numKiak AW5 n • • • • Plate thickness (wput): 0,250 in. Hots depth in the base material. 2,626 fin'. • ; : • • • Recommended plate thickness: not calculated Minimum thickness of the base mateAat: 5,000 in. • 000.0• CUM%: Manual c6mN of the drilled hole accordirV to iris #or use is rtaQesred. : • : • • 0000•• •• •• •60• •00.00 •••• 0000 • 1,000 1,000 • • • • } • • 0000•• • 1,000 1,000 Coordinnies Anchor in. Anctwr x y C.• C;x C Cf 1 0,000 0,000 4,000 4, kUAdM ark Mwb rest be Oledod for aoraarnW with an MAN cwWtom and for Vausfbs f t�€�ts aka { s) tea- t �: � t t � a �r� �► Ae; 0000•• 0000•• • • • ••6•• 00.60 • 6 •••0•• 9.6000 • • • 0900•• • a � j i 4t 1,000 1,000 Coordinnies Anchor in. Anctwr x y C.• C;x C Cf 1 0,000 0,000 4,000 4, kUAdM ark Mwb rest be Oledod for aoraarnW with an MAN cwWtom and for Vausfbs f t�€�ts aka { s) tea- t �: � t t � a �r� �► Ae; 0000•• 0000•• • • • ••6•• 00.60 • 6 •••0•• 9.6000 • • • 0900•• 4R WWWANAW Proft mor 2." Company: ENGINEER, PLLC. Page: 1 Specifier: JUAN C. MORENO Project: Andress: 8215 Lake Dr. , Doral, FL 33166 Sub -project l Pos. No.: Phone t Fax: 954 274 24291786 545 7636 Date: 24107/2014 E -Mail: JuarAberoineemkoorn Specieises comments: Anchor type and dkmeter: Eft'Bctive embedment depth: Material: EvaWation Service Report.- Issued eport:Issued I valid: Proof: stand -Off lnctellation, Anchor plate: Profile: Base material: Seismic loads (cat. C, D, E, or F) Geomatry %1 & LOSOV M buldl Kwik Bolt 3 - CS 3/$ {2) h., = 2,000 in., h„a,,, = 2,313 in. Carbon Steal •••• 00 0• . � u • • • , •••••• •••• 01/1=013101/12=15 • • • • • design method ACI 31$ f AC193 •.,. • tx x k x e - 0,000 In. x 5,066 in. x 0,150 in-, (Recommended pines thickness:not caeptiaeed)' ..' , • no profile • • • w • • UnCratlked Concrete, 3000, f� = 3000 psi; h = 8,000 In. • • • • #A44rs: QW4VAn 8, 411404C OXWWJA8; 09 WAVIO 4p" "IrdfpwtvM" edge rein; nvmeni: node or a No. 4 bar no Z Wall anchor bolt design detail C X kPA M& Stitt tastRs ORM be diSel"f *O PROFIS Anchor (c) 2003-2W9 Hili AG, FL -9494 Scham Hilb is a registered Trademark or Hilli AG, Sclum 24/45 tenor ,is Profle Anchor 2A,4 Company: IENGWEER, PLLC. Page: 2 Specifier: JUAN C. MORENO Project: Address: 3215 Lake Dr. #5=, Doral, FL 33166 Sub -Project i Pos. No.: Phone I Fax: 954 274 24291786 545 7636 Date: 24107/2014 l: Mail: n lic Com 2 Load case/Resulting anchor farces Load case: Design loads Tension force: (+Tension, -Compression) 04 Arrdw Teraitir'r forW Shear force Shear force x Shear €orae y 1 283 488 10 486 2 283 436 10 486 3 2883 486 10 486 4 283 486 10 486 max. concrete compressive, strain: • • • max. concrete compressive stress: - fDsll ••••• • resulting tension force in (*)-(0.t3tf0f0.OW): 1132 Obt •• •••• x resulting compression force in (may)-(0,000ffi,000j:0 Pbi 3 Tension load 03 04 y •• • •••• • • • • ••••• • •• •••• x { i r 1 •••••• .. Load N. rM Capecffy fL� li Wza&w pw_ A Sfafus Steel -Strength* 283 4770 6 OK Pullout Strength- WA WA NIA NIA Crete Bre"A nth** 1132 6713 * anchor having the highest loading "wwn or group (anchors in tension) 3;1 Steel Strength N. - ESR value refer to IMES ESR -2302 10 N=04 No ACt 319-N"(0-1) Variables n A.ex [m.j fwa Losii 1 0,06 106000 CBideri000" •�Ei fbi - RMUft . tjN. jj MW data &W resets must be dmcked for egreameni will, the existing conditions and for piausib Wi PROFIS Andwr (c) 2003-2005 HIK AG, FL -8494 Sdmn HN is a regWered Trademark of M AG, Schaen 17 OK 25/45 www.hw.w Pie Anchor 2." Company: IENGiNEER, PLLC. Page: 3 Specifier: .JUAN C. MORENO Project: Address: 8218 Lake Dr. #8502, Doral, FL 33166 Sub-Prcod i Pos. No.: Phone 1 Fax: 954 274 24291786 545 7636 Date: 24@712014 E -Mail; hwAllemineemkoom 3.2 Concrets Breakout Strength InW data and resuRs must be checked for agree999ent with the 87091 M conditions and for *usimlityi PROPS Anchor (c) 2003-2009 WAG, FL -9494 Schaen W is a registered Trademark of Hifti AG, Schaan `fig - \/NNW! Woo Wd,N WG,N W.FN Nb ACI 318-08 Eq. (D-5) N.s a N ACI 318-08 Eq. (0-9) • • . • ANc N6 ACI 318-08, Pmt D524, Fig. RCs:6.2A(6Y • • • ' ANW = 9 her ACI 318-08 Eq. (D-6) • ' • • • • • • Wac,N =T 5 T,0 ACI 318-08 Eq. {D-9} :..:.: . • • .• .. .... ...•:• W.a,N = 0,7 * 0,3 ( 5tt�) 51,0 ACI 318-08 Eq. (0-11) • • : • • : : • • • • • • . • W.p,N = MAX{ , if 'r s i,4 ACI 318-0$ Eq. (D -13j •.. •.' • • • • • • Cac• . • N.. - k. I � ll:i5 ACI 318=08 E -Q, (D-7) • • • � • • • � • • • • Variables • • . • NO {in.i eaf,N {in.] ea2.N [in.] t n.1 t;N • . • • • .. • • . • • .. 2, 0,000 0,000 4,000 i, • 09090 Ose gn:1 ka X t "1 3,875 24 1 3000 Calcutat " Results Nctu1 N. VbJ ZV€+)i%6713LfbI 1132 InW data and resuRs must be checked for agree999ent with the 87091 M conditions and for *usimlityi PROPS Anchor (c) 2003-2009 WAG, FL -9494 Schaen W is a registered Trademark of Hifti AG, Schaan 25!45 Company: (ENGINEER, PLLC. Page: 4 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. , Doral, FL 33166 sub -Project i Pos. Na.: Phone I Fax: 954 274 2429 ( 786 545 7636 Date: 24/07/2414 E-MaN: WargWwWwwokcarn 4 Shear toad 4A a" Shengfh V. - ESR value refer to JCC=ES ESR -2302 } Vsww a V,. ACI 318=08 Eq. (D-2) YWWMN n A.,v [Iml fes [per 1 0,06 106000 Calculations 44 PjTO Results V. (1b) 4steek � V. [Ibj Vua [ib) 4470 J),650 2905 486 4.215"ut Strength 1ZA* vee.x ved'M Wc,s vap"N Nb AOI 316-06 64, (0.31) t) V" 2 VW ACI 318-08 Eq. (D-2) Ate, we ACJ M48, FM 13.5.2.1, €W RD.5.2.4ft Aw, = 9 h2er ACI 318-08 €q. (0-6) 1 yr ory = t 1 e :G 1,0 ACI 318-48 Eft, 99-9) WWX ' 4l"7 # 0i3 f z 1 A ACI 316 ft(D--f 1) - MAX( , 1 � s 1,0 ACI 318-48 Eq. (A-13) CieNI: = ks X �F4 hW ACI 318-08 Eq, (D-7) WHOM k -P he [in.] e.1,N Dn.) ed>a Ctn.j c• in [in.j 1 2,000 0,000 0,000 4,000 N C•s in -D kc I 3,875 24 1 30M Calculations 1 ,� , 1, , Results V Ob) 4r�kk $ V [bj V. 111)) oad 0.00 7230 1942 input dam end resuks must be checked for eweement with the ewsting moons and for plw.A I PROFIS Anchor (c) 2003-2005 HN AG, FL -9494 Schean HBO is a registered Trademark of Hffb AG, Schsan .0000. • 00.0.0 • 0000 .0000• 0.00 000.0 000.0 00.00• 0000.. Load V" Pbj Capacity fV, Ibl Utilb Cation k n V,t V„ status • 486 2905 1 Steel Wk" (woh knw wMr NIR WA Wo • . : :....: Pry" Strength" 1942 7230 2! • :.. PK. Concrete edge failure in direction x- "' 1942 6003 3fl..: : ' OR • • • • • " arfd56r tfavitttt tt1P. iKntt�t IAa[tinek racer nrru ati trratauant anrhnr•1 • ' . 4A a" Shengfh V. - ESR value refer to JCC=ES ESR -2302 } Vsww a V,. ACI 318=08 Eq. (D-2) YWWMN n A.,v [Iml fes [per 1 0,06 106000 Calculations 44 PjTO Results V. (1b) 4steek � V. [Ibj Vua [ib) 4470 J),650 2905 486 4.215"ut Strength 1ZA* vee.x ved'M Wc,s vap"N Nb AOI 316-06 64, (0.31) t) V" 2 VW ACI 318-08 Eq. (D-2) Ate, we ACJ M48, FM 13.5.2.1, €W RD.5.2.4ft Aw, = 9 h2er ACI 318-08 €q. (0-6) 1 yr ory = t 1 e :G 1,0 ACI 318-48 Eft, 99-9) WWX ' 4l"7 # 0i3 f z 1 A ACI 316 ft(D--f 1) - MAX( , 1 � s 1,0 ACI 318-48 Eq. (A-13) CieNI: = ks X �F4 hW ACI 318-08 Eq, (D-7) WHOM k -P he [in.] e.1,N Dn.) ed>a Ctn.j c• in [in.j 1 2,000 0,000 0,000 4,000 N C•s in -D kc I 3,875 24 1 30M Calculations 1 ,� , 1, , Results V Ob) 4r�kk $ V [bj V. 111)) oad 0.00 7230 1942 input dam end resuks must be checked for eweement with the ewsting moons and for plw.A I PROFIS Anchor (c) 2003-2005 HN AG, FL -9494 Schean HBO is a registered Trademark of Hffb AG, Schsan .0000. • 00.0.0 • 0000 .0000• 0.00 000.0 000.0 00.00• 0000.. 27/45 +snr�►r fi n Prost Anchor L4..$ Company: (ENGINEER, PLLC. Page: 5 Specifier: JUAN C: MORENO Project: Address: 8215 Lake Dr. XB502, Doral, FL 33166 Sub -Project l Pos. No.: Phone t Fax: 954 274 2429 j 786 545 7636 Date: 24/07/2014 E-Mafl; kwuMierwkwerokcom 4.3 Concrete edge failure In direction x - Resufs Vft tib] $ $ ti% Pbj V. fib) awm ,- stt2 5 Combined tension and shear loads rm < , v Uilizallon _ Y J%J status 6 warnings • Load re -distributions on the andx" due to elastic deformations of the anchor plate we not considered. The anchor plait is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinfoncement is used. The 0 Factor is increased for non -steel Design Strengths exempt Pullout Strength and Pryout strength. Condition a applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to '74ur local star4wd, • refer to the manufactunWs product literature for cleaning and Installation instructions. • Cheeclong the transfer of loads into the tease material and the shear resistance are required in accordance with ACI 318 or the rel avant standardt Fastening meets the design criteria/ input dam arW rewits must be dredfed for agreement wim the e> =WW" and for owsibihtyi PRdFIS Andar (c) 2003.2009 Hib AG, FL -9494 Schaan HAb is a registered Trademark of fffftl AG, Schaw V., _ ) w -.v Wed:v yre:v wt -,v wpar w v vb ACI 3q48 -0p8 Eq. (D-22) i[,� V by is . il ii! .3 f "S Eq. (0-2) 00:0 Avb see ACI 318-08; PAA D.6.2.1; F'ig. R€3.8:2A(I'iY • • 0000 . . Avco = 4.5 cil ACI 318-08 Eq. (D-23) • • • • • • • W.ev = 1 Z+�e„ 5 1,0 ACI 318-08 Eq. (D-26) :..:.: . 9999.. • • .. .. • W9dv = 017 + 013 9s s 1,0 1 ACI 316-06 Eq. (0-26) ..: • •: 0000 .. • • • 1 `mss 21,0 Wh v = ACI 318=08 Eq. (0=29) • 9 9 9 9 •*0000 • • . Vb T N+p J1 iia �aii _ff ��i A= ",l1L-lf 163 9999.. 9999.. 9999.. .. . . 9999.. . Varhd*n 99900 909099 c.r f n.j c.2 rn•j ecv Un4 We v h. Cin 4 • 900* 0 999' 4.000 4.000 0.000 1,400 8.000 1. Un•j d. Un•j fc (Psij Wpa v 2tOW 1,000 0,375 3000 2,000 CAlculadofte Av. Pri.1 Avco PA. 4WIV Wed VWn Y Vb 84,00 72,00 1,000 4,000 1,0(10 2625 Resufs Vft tib] $ $ ti% Pbj V. fib) awm ,- stt2 5 Combined tension and shear loads rm < , v Uilizallon _ Y J%J status 6 warnings • Load re -distributions on the andx" due to elastic deformations of the anchor plate we not considered. The anchor plait is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinfoncement is used. The 0 Factor is increased for non -steel Design Strengths exempt Pullout Strength and Pryout strength. Condition a applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to '74ur local star4wd, • refer to the manufactunWs product literature for cleaning and Installation instructions. • Cheeclong the transfer of loads into the tease material and the shear resistance are required in accordance with ACI 318 or the rel avant standardt Fastening meets the design criteria/ input dam arW rewits must be dredfed for agreement wim the e> =WW" and for owsibihtyi PRdFIS Andar (c) 2003.2009 Hib AG, FL -9494 Schaan HAb is a registered Trademark of fffftl AG, Schaw 25145 www wAn Ptd Atter Company: {ENGINEER, PLIC. Page: 1 Specifier: JUAN C. MORENO Project: Address: 5215 Lake Dr, fi:8=, Doral, FL 33156 Sub -Project i Pos. Net.: Phone I Fax: 854 274 2428 ( 786 545 7636 Date: 25/0712014 E -W: ivan&enohwpkcom Specilflees commersts: I Input daU • • • • Anchor type and diameter: Kwik Balt 3 - CS 1/2 t3 114) 1 '�_,: • • • • Effective embedment depth: h.r = 3;250 in., f�101,, = 3,663 in: P a : : • • • • • • • • Material: Carmen Steal Evaluation $ervkx }deport EM -2502 .. .. .... • • ....:. ...... .... ..... Issued I Valid: 01/12/2013101/12/2015 • • • • • ..:..' Proof: design method ACI 318 / AC193 • "' • • • • • ' stww.aff k*44"wn: 41b = 0,004 €rt, (no cww4m; t = 0460 K • ' ' Anchor plate: k x 4 x i - 6,6bt's In. x 2,M6 hr. x 0,2550 in., (Recommended plate fhic kness.-mi cWasiaied)..' • • • Profile -no no profile • .... • ...... Base material: untracked concrete, 3000, f,'= 3000 psi; h = 8,000 In. • • • •' ROWoroarr4m; *m"n: +fin 4, ~z tx}rKwAan 8; M s"Plome tit "W" roWwwrom PWAOK edge reWorcemenf: none or , No. 4 bar Seismic loads (cat. C, O, E, or F) no Geometry (9n.) 8 LoadhV [#s, In3bj Wait anchor bolt z; design detail 0 X PROFIS AncW (c) 2043-2009 H## AG, Fl. -9494 Sdmn K4b is a regiMwW Trademark of HHO AG, Sdmn 29/45 Pmft Anchw L" Company: IENGINEER, PLLC. Page: 2 Specifier: JUAN C. MORENO Project: Address: 8218 Lake Dr. #8502, Doral, FL 33166 Stab -Project t Foos. No.: Phone i Fax: 954 274 2429 ] 786 545 7636 Date: 25/02014 E -Mafia JuanGlervineemlitcom, Q 2 Load case/Resiiffg anchor forces Load case: Design loads Anchor reactions jlbj •••• • Tension forte: (+Tension, -Compression) ... Anchor fieAW force Smear iori;e Rear force z Shear WCO y �_ • • • • • • • 7' 6 800 8 0 '1 • • • • • •••• 2 1719 9Q4 904 4 f �,� 2 • . `s� 1 • max. concrete compressive strain: • ... • .... max. 6oncrete colnprsssive stress: _ ... resulting tension force in (xFy)=f0,WMuDa}: 3432 Fb) . . :..' remitting compression foroe in (x/y)=(0,000/0,000): 0 pb] • • • • ...... . . . . ...... ...... ...... .. . ...... .... ' ...... 3 Tension %artLoad • • • •' �'"`Pid Cow* °IN iNa at s N,,,t Em stake Steel Strength" �---- � 8745 0 OK Puloutetmw 1719 4942 36 OK Concrete areakout Strength- 3432 4934 76 Git *anchor raving the tO#v ttoadWS "anchor group (andws in tension) &I Stoel SbwVth !'ass w EBR voke M*r'to tC+8 EBR -2302 } Nmw 2 N„a ACI 31"8 Eq. (D-1) variables n > ]tC Calculations Nsa Pb] 60 tis 11660 t5U= 1 16- 3.2 Putout Strength Np Zip Arlrefer to ft -ES IESR-2302 N NM AM 318di8 Eck (D-1) Yariabies t owl %,aw Pill 3000 6800 calculallWa V 1,095 Results Nan.t Pb] tyeancn=te hig ]b] Nua Pb] 7449 01559 4542 1716 Input deft and rawb must be cheddced for aw"ment with the ewstlng conditions wW for Plausft*l PROFIS Anchor (c) 2003-2008 HE AG, FL -9494 Schon Hdh is a rogistered Trademark of Hfki AG, Schaen 30/45 vrxyr An PmftAach9vUA Company: IENGINEER, PLLC. Page: 3 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. 18502, Doral, FL 33166 Sub-ProjW i POS. MG.: Phone I Fax: 954 274 2429 [ 786 545 7636 Date: 25/07/2014 E -Mat kenaWwbeemkoom IS Concrete Breakout Strerqlth Calculations 114,27 95,06 I'Dw 7702 Results Nft Pbl i l; Nw lIbI N. flcl 7591 9.650 4834 3432 k%W dam and romM must be d*dwd for egr.emem with"existing conditwns aW for p f PROS$ Andwr (c ) 2003-2009 HAG, FL -0494 Schaan Hffb is a regiatred Trademark of HitU AG, Schaan kj W -N 4%d a � .,N yrs to NI Eq. (t-5) 4N*jkN. ?3118-08 ACIM Ec.(0-1) ACI •••• A,* i ACI 318-08, Pan D.5.2.1, F@. RD.5.2.1(6) • • • :... ANw = 9 hL ACI 318-08 Eq. (D-6) : ' •' • . . • • • • 1,0 'em ) ACI 318-08 Eq. (D-9)+ :..:.: �' • • •� �' YF....• •• •. .••.:. W",a = 017 * 013 Q � S 1,0 ACI 318-08 Eq. (0-11) . •:..: :... •. • • • # Sh °� s i,o wma+ = MAx( r , ACI 31&08 Eq. (0-13) '....' ; ..... • N, - R.; 4 Imo$ ACI 318=98 E0. (D--7) • • • • • • ...... .. . ...... Variabiss • h.r [tn.] e,.i.H on.l eax fin.1 c. [tn.] .... ....:. 2 1, •••• Ck fin.] R 5,625 24 1 3000 Calculations 114,27 95,06 I'Dw 7702 Results Nft Pbl i l; Nw lIbI N. flcl 7591 9.650 4834 3432 k%W dam and romM must be d*dwd for egr.emem with"existing conditwns aW for p f PROS$ Andwr (c ) 2003-2009 HAG, FL -0494 Schaan Hffb is a regiatred Trademark of HitU AG, Schaan 3#145 WWW* AS Praft Arwhw Company: IENGINEER, PLLC. Page: 4 Specifier: JUAN C. MORENO Project: Address: 8215 Lake 0r. a185D2, Doral, FL 33166 &jb-Project t Pos. No.: Phone I Fax: 954 274 2429 ] 786 545 7636 Date: 25/07/2014 E4M: JusnGWVin@eMkcovn 4 Shear toad -w Load V" Pbj caWWI V• (!b) UBlization py - Vr„ /+Va Stas Steel w am 4387 19 UK Steel f Aft wt ismer srmj* WA WA WA** . A Pryout Strength" 1690 19628 16; ' •' . OK • • • • • • Concrete edge failure in direction y--"'* 1600 7211 21 • 060 • • Olt • • e • • • • " dtktW ht vft the hwhew ltf g"a1t' w MW (r&bv tt anchors) 4.f Steel Strength Vs, = ESR value refer to JCC -ES ESR -2302 # vdd a V. ACI 318-08 Eq. (0-2) Yatkbke n �•v P03 %a ]PSQ 1 0,11 106009 Catculat ne Vm ]bj ti7W Results V. Db] �.+ V. Pbl V. ]ib] 6750 9,650 4387 804 4.2 P"ut'8irengw Ve ' kn UZ) V MH veal" Vk,w ve'04 �� A01 346-06 Eq. (t3-31) 4 V'o a V,,, RCI 318-08 Eq. (D-2) P%k am AC# 3154, Pact DA2.1, Fsj� R0.5.2.I ft A. = 9 h;, ACI 318-08 €q. (D-6) f 1 wkx _ (1 + s 1,0 ACI 318--k3$ _ 1D -g) w - Q"7 + t},8 t// s f "0 ACt 318-MEq. M-41) = kw(� ,coo "'h-) s 1,0 ACI 318-08 Eq. (D-13) Nb _ k. X Ff. hY ACI 318-08 Eq. (D-7) V3trlat3 " ky be [in.] est to [i•] e.2,N [i•] c• rte, fin.] 2 3,250 D,wo 0,000 4, @ N Cm ON kc5,625 24 NAV 0000•• • • • 0000•• • 000• 0•• • 0000 0000• 0000 • • • • • 0000•• ••00• 0000 • • • • 4••••• •04.00 • 000:09 •: • 0••0.0 .0 : 0• . 00 0 00000 • • 0000 Calculations TA21 AWO 146 114,27 V5,06 1,000 7702 Resufts v�w YbI 4cownge fib] V. fib] 15183 4.700 1 B 1600 kaput data and results mud be chocked Tor agreement with the erdsong con0ons and for pw"b"i PROMS Anchor (c) 2003-2009 Hiilb AG, FL -0494 Schoen Hh is a registered Trademark ofHN AG, Schoen 32145 Pmfn Anew moi•$ Company: (ENGINEER, PLLC. Page: 5 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8W!, moral, FL 33166 Sub -Project 1 Pos. tufo.: Phone I Fax: 954 274 2429 ( 786 545 7636 Date: 25/0712814 E -Mall, jean roNe /Xeon 4.3 Concrete edge failure In direction y - V -4 a `W w -,v W-cv gr -,v "'V w w-wv v" ACI 318-08 Eq. (D-22) ¢ V*1 x V. ACI 378-08 €q. (0-2) 06:0 A� ; AGI 318-08; Pan €3.fi.2, 9; Fid, RD.f3.2.9 (6) • 0000 • • Av.0 = 4,5 , ACI 318-08 Eq. (D-23) .00. • • • • • • • • • • , - • i • • • • • • • • 0000•• j\ W, = (1 } j S 1,0 ACI 318-88 Eq. (D-26) : • •: •: • i j •• •• •,•• ••.i•• W,,d,v =0,7+0,3 S 1,0 AGI 318-0 Eq, (0-28) • • i • • s • • • • • • 0 • • 0000 • •••00 15 2 7,0 h' ACI 3f848 Eq. (0-29) i i 0 0 0 • 0 0 _ i(j 4(/ L +�ij�,� y��7 e D syr 0000.. �....� •• • •• • • Vwbblew 0000 •00.0• Cat f n•a ce2 fin4 eCv (in!ha 1VC,V finj 0 000 00 4.000 4.000 0,000 8, la Un -1 x de pn.1 fr (Psl7 ,yperawy 3,250 1,000 0,500 3000 2,000 Caktdaaa60M et [z� t#kt "VC t^• ) AVCR Pn.21 Wec,V VradV UM V vo tit 84,00 72,00 1,000 9,0(00 9,000 3954 ResuRs Vv,69 fib) +=wWA yby ibl it�g, fib]] 'to= 017M ►211 5 Combined tension and shear kods PNV=A+PV' <-1 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor pule are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • 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 gumulard, • Refer to the manubmiurer°s product literature for clewing 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 standardf Fastening meets the design criteria/ lour daft am reams must be checked for awo n,em wim d,e existing dna ane for piausd ttyl PROFIS Anchor (c) 2(703.2009 HM AG, FL -9494 Sriaan Hb is a registered Trademark of Hilo AG, Schean 33145 www mAn Proft Anchor 2," Company: (ENGINEER, PLLC. Page: 6 Specifier: JUAN C: MORENO Project: Address: 8215 Lake Dr. XSM, Doral, FL 33156 Sub -Project I Pos. No.: Phone I Fax: 854 274 2425 1786 545 7636 Date: 25107/2014 E -W: )u�iir8rt►c cerin 7 Installation date Anchor plate, steel: - Anchor type and diameter. Kwik Bolt 3 - CS 112 (31/4) Proft: no profda, 0,000 x 0,000 x 0,000 in. bvftbtm torque: 480,001 inJb • • • • tints ti ter in to tlx w. 4 =1%W3 in, Mob eW to the t me mAwi*,t5%ti. • : • • • Piste #**nese (input): 6,250 In. Note depth M the base material: Oftin. • • Recommended plate thickness: not calculated Minimum thickness of the base material: 8,tt in. :0000. • • • ttiieartir+g: Manual deankV of the driAed hole according to kstructiom for use is req€rired. • • • 0000•• • 0000•• 0000 0000•• • 0000•• R• • N ! 0000 • 0009 • 0000•• 0000 0000 • • 0,000• • • • • • 0000•• 0000• 0000• f • • • • • Coo.dira Ws Anchor In. Anchor x y CA c" cy c -y 1 2,000 0,000 8,000 - 4,UUU 2 -2,000 0,000 4,000 - 4,000 - dim WAMRamumw lfdfbfwaan"d WA16foaamtyt PROFIS Amhor (c) 2003-2008 Heti AG, FL -9494 Sdvw Heti is a taostered Trademark of HIM AG, Schaw MENELOTT Company: IENGINEER, PLLC. Page: 1 Specs er JUAN C. MORENO Project: Address: 8215 take Dr. 118502, Doral, FL 33166 Sub -Project I Fos. No.: Phone I Fax: 954 274 2429 ( 786 545 7636 Date: 25/07/2014 E -Mall: jAnGiercineem k:,com SpecMer's comnents: I Input til Anchor type and diameter: Effective embedment depth: Material: Evahration Service Report. Kwik Bolt 3 - CS 112 (3 114) har = 3,250 in., h1. = 3,563 in, Carlson St+trQl ESR -2362 0000 • _�_,... ,0 0 0 0 00000 ` 'x• ,0000.. • •• •• 0000 000060 00,00. 0000 Issued i Valid; 01/12/2013 101/12/2016 • • • • • Proof: • • 0000•• 0000 • • design method ACt 318 / AC193 0 . • • 0 • 0 stand %= WWI I in. (no eterwt•o0}; t = 0;2!10 in, • • • :. • • • . Anchor plate: Ix x lr x i =16.666 in. x 6,666 in. x 6,256 "h, (Recommended plate ridciate m not.caicwaiee• • • Profile: no profile 0000 Base material: • uncratked concrete, 3000, V= 3000 psi; h = 8,000 in. • • •' 324! roirrna+at: tam: QNWWAM it, ehvarr; crandw4n 8; no a+,rPPlomenw 49" Mkdw 9rrwA pr a# edge reinforcement none or < No. 4 Dar Seismic bads (cat. C, D, E, or F) no Geometry tin.] & Loadln9 tib. h1b] mall anchor bolt Z design detail E C ►� x PROFIS Armor (c) 2003-2008 Hdk AG, FL -9494 Sdrsan HIM IE a "1S1GW Trad•mwk Qf HilO AG, S~ 0000• 0000•• • 0000•. 0000.. 35/45 WrsxNNt AS Pmft Aim Z" Company: (ENGINEER, PLLC. Page: 2 FAIR Specifier: JUAN C. MORENO Project: Address: 8215 take Dr. SSM, Doral, FL 33166 Stb-Project I Foe. No.: Phone I Fax: 954 2T4 24291 T86 545 7636 Date: 25107/2014 E -Mail: kwOonaineemkcorn 2 Load case/Resulting anchor forces y Load case: Design toads Arftw rsactkm Ob) (� .. :... 0 . Tension force: (+Tension, -Compression) W� 3 ; • 4; • • • ; Anchor Tension farce Shear forme Shearfarce x Shear fog y• • • • • • • • •�•• 1 19 3218 3074 952 ;..;• 2 19 3218 3074 952a . tMim .. • . x . .. ; . 3 19 3218 3074 952 0000•• ;... *boo* 4 19 3218 3074 952 0000 •00 • max. concrete txrrstpressive straks: -NJ �,. 1 • • ... • •...•• . . �: max. concrete compressive stress: -/pail • • .: result tension force it (*)-(O.OM,000): 76 ON 00.0.0 � Msulting co nfortein 0,4i310,0C # 0 nspressia (�f�r)=ft ):} '••••• •• • • •••••• • 3 Tension toad • • • • _ LO" M. ON Campc* #, Obj Whadon ei NbJ^ Shrias Steel Strength" 19 8745 1 OK Pullout Strength` 19 4842 1 OK Concreie Sreakout Strength- 76 12653 1 OK anchor having the highest loading "anchor group (anchors in tension) 3.t Steal $66 N,• = ESR value refer to ICC -ES ESR -2302 # Nv 4 N6 ACI 318.48 Ett, (D-4) `darfabiss n A. H lin .21 fwa (pail 1 Cakulad" Ngo [bj _ 11660 Resu to N. [Ibj NnPbj t u.aa Pb} 9745 3.2 Pu9out Sbgngth NP%4 = s NemO N� refer to IMES ESP12M ACI 31$-0& Eq. (D-1) ( [psi] Nynw Pb] 3404 X44 Cakubdom 2& t° [ #cOncre a Npn G Pb] Nua [ } 7449 U15W 4842 �9 rs9++�tmnd�wi4�g4at `rt+�l�Yae+lrpmna#fa'? P An: (� i ��s3- E AG, �� 3�Csar� r�H � � Tt�k aY F A�, S�s•ts 36/45 Company: IENGINEER, PLLC. Page: 3 Specifier: JUAN C, MORENO Project: Address: 8215 Lake Dr. XB 02, Doral, FL 33165 Slab -Project t Pos. No.: Phone 1 Fax: 854 274 2429 1 786 545 7636 Date: 25107/2014 E -Mat juar0anaineerokc om 3.3 Concrete Breakout Strength Nch9 { Woom Wad,N WG.N WcP N Nb ACI 318-08 Eq. (D-5) 4 a N. ACI 31 Sq. (DA) • • .. Am 5" ACI 318-08, Pat! D,5.2.1; Fig, RD.6.2.1(b} • • • : • •. • Awo =94 ACI 318-08 Eq. (D-6) . • • •• .0.000 0000•• t• • • • 000000 wae.N = t Z 51,0 ACI 318-08 Eq. (D-9) : • • :.: • .' 1 1 •. •. .•.. • 00..00 Waa,N=0,7*0.3f� k�51,Q ACI $1$-0$Eq, (D-11) .•.•.• 0000 ••�•.� 0000 • • • 0000•• 0000• Vrq,•N =MAX� , ��) s 1,0 ACI 318-0$ Eq. (D-13) • • • • . . Iii• s k. X At hY ACI 318-08 ESI- (0-7) 00.0.0 • • a •..: • 000.0• •. • 000.0• Variables • • • • • � tm.i est (fn. i m. ezut i fn. -e,R t' 1 N 0 0 .0.03,250 •••••• 0,0W 0.000 6.000 1,000 0009 Cktm•i k- x fatly 5,625 24 1 3000 CalcuttWons 244,06 95,DB flwow fm 7702 Results Ndy Elbi f 4 w -w Nbi Nua Pbi 18774 0.680 12853 76 bW deem and mwh must be deckad for agreemaM witlr the exi"motions and for 0ausIui W! PROFIS Andwr (c) 2003-2009 HO AG, FL -9494 Schesn Hb is a registered Trademark of HiRi AG, Schaen 37145 www ftme Pmft AwJw Z" Company: IENGINEER, PLLC. Page: 4 Specifier: JUAN C. MORENO Pm*d: Address: 8215 Lake Dr, #8502, Doral, FL 33166 Sub-Projed I Pos. No.: Phone I Fax: 954 274 2429 [ 786 545 7636 Date: 25/07/2014 UM: kor0eruineemkcom 4 Shear load Land V.* Ob) Capacity #Y. ib) UtllIzation - V.J#V„ Status Steel Strength" 3218 A387 74 6 6 6 OOK Stent fewre (wm lever arra)• WA WA WA • . :.WA 0. Pryout Strength`* 12872 27683 d7 • • • 6 . 666 gK � • • • • : Concrete edge failure indirection y�"" 12296 13680 9t! . : ' 8K ..0 600%0 6 666.. 6 • arnaor �D the hw&st ktahfi v "'andw tt (1elevem whow .. • .. 6666 000600 4.1 Steel Seropng,.e(ir'� .66666 6666 6666. y�0000* L �s Q ESR �53 = ESR Value refer to lCC-ES I4.n\-2302 6 6 6 6 6• : 6 6 6 6 6 6 6 6 6 6 6 V 2 V16 ACI 318-08 Eq. (D-2) ' :6666: 6666.. •' 1/ts 006060 06 0 6 0..600 n �v�� f'°�{0s� .. . '.' . . 66 . 0 . 1 0,11 106 001) 6666 . 6666:. Calculations 0000 Vu [bl 1#750 Results V. [bl 4,.w 4 V. Ob] V. [Ib1 &754 01650 4387 3218 4.2 Pryout Sfrengi;b V. A.) Vt6c.N V►6a,sa WN Vm,N N -1X1348 f18 q, {C}-0 4 4 van z V,,, ACI 31$-08 Eq. (D-2) At* sm AGA 3464, Pant 0&2.1:, Fes. FQ&2.#(b) A,,, = 9 ACI 318-08 Eq. (tom) f 1 w4c.N _ (1 O j 31,1} Atli 318-08 E4. P-9} wsd.Et • 01:7 * 0,3 [ ) a f,fl ACI W," f�q- (0-f f) u = MAX(6 , 115h,) s t,0 ACI 318-M Eq. (D-13) Ne = ks -F4 hY ACI 318-08 Eq. (D-7) Valubl" 14P hd C4n.1 e.t t4 Cin•l e z W C+n.l �. , fn•[ 2 3,231} 0,000 0,000 6,UUU cog Phi & I � w 6,626 24 1 3000 Calculations 148 L4 ResuSs V ibl Vc. [ml V. P] 9547 0.700 2 583 12872 1W dote nd results must be cheesed for agieammnt wits tse existng t orsditions end ter pleusibtlty? PRORS Anchor (c) 2003-2009 Hkfi AG, FL -9494 Schoen Hifi is a registered Trademark of Niki AG, Schoen 38145 Company: IENGtNEER, PLLC. Page: 5 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project i Fos. No.: Phone I Fax: 954 274 2429 1786 545 7636 Date: 25/07/2014 E -Mail: ineemNatom 4.3 Concrete edge failure In direction y - V's s 1 ) w -,v W.a,v w, -.v Wh,v wp-M tv vb ACI 398-08 Eq. (D-22) # V,*% t V. ACI 318-08 Eq. (D-2) ... Aw N6 ACI 348-08, Pail D.65.2.1; Fig, RD.6.2:4(6) • • • : • • • . . Avon = 4,5 c;, ACI 318-08 Eq. (D-23) 4 • • • • • • • • . • 0.00.0 W«,v =i (r. 1,0 ACI 318-08 Eq. (f3-26) : • • : • : . • • J •. •• •.•• • 00.00• '0,7+0,3(1, s1,0 rWd,V � ACf316-01)Eq.(0-28) ••.•.. •.•• 000 .0 • • 0000 • 0000• Wnv 1,0 h AV 318-08 Eq. (0-29) • • 669* 000••9 9 • • . • 42 Yb _�,7 o Amt3#IISft} 36) 009:6* ••90•• 9••9.9 •• . .9•.9• 1t •• • • • 09 • 0900 . •9•••• ce, Lin.l c•2 rn•I e.v fin.] ura,v he fin•I 0000 6.000 6.000 0.000 1, 000 I. (in.l % de fin.l fc fpsl urpera1Ky 3,250 1,000 0,500 3000 2,000 Calculations Ayc Del Avm fin?l Vb fbl w - ,V 184,00 162,00 1,000 ybav 1,000 Wn V 1,061 5794 Resufte IVM3 0,7w 12M 5 CMbined tensl4m and shear ktsds ftv a UNZe9onf v 1%] Status VIM VUU to UK PMV= (ON tPv)/t.2a=t 6 Warnings • Load re -distributions on the anchors due to eiask deformations of the anchor pule are not considered. 'lig wichor piste is assunred to be sufficiently stiff, in order not to be deformed when subjected to the loading( • Condition A applies when supplementary reinforxement is used. The cis factor is increased for non -steel Design Strengths; except Pullout Strength and Pryout strength. Condition 8 applies when supplementary rein€oreament is not used and for Pullout Strength and Pryuui Strength. Refer to r�qur i4cat a€pt�rd. • Refer to the manufacturers product literature for cleaning and installation inat actions. • Checking the transfer of toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standards Fastening meets the design criterial kraut dem end Mufts must be d*dmd for agreement wf h the exWM wmMons wW for pmnbiFttr± PROFIS Anchor (c) 2003-2009 HIM AG, FL -8494 Schean M is a registered Trademark or Hite AG, Sdrean 33%45 Company: IENGINEER, PLLC. Pape: ti Specifier: JUAN C. M ORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project l Pte. No.: Phone I Fax: 954 274 2429 j 786 545 7636 Date: 25/07/2014 E4M: jAr*er t r:—corn 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - CS 1/2 (31/4) y Profle: no profrle; 0,000 x 0=0 x 0,000 in. mon torque: 480,001 inJb f •• • •• • Hole dtamater in *0 fat": df = AW3 in, lira damasar in the tar nx"iat 10,W0 In. 81 - Plate ihl knees 0;250 in. C+RP�Y lime depth in the base rnaierlal: 4,6061n. "'' - 6,0�0(y0�, - Recommended plate thickness: not calculated Minimum thickness of the base mategW4,00 in. 0000 U 3 4 Cleaning: Manuel cleaning of the *Med hole accof&V to instruchons for use is required. • • :..... • • • • • 14,066 • • • • 0000•• ri 0000•• • • •. •• 0000 ' Ci 0000•• 0000 0000• 0000 • • • 0000•. • • 0000• r, nnn A nnn • • • • • • • • Coordinates Anchor ln. Anchor X y C. • 000.90 09 • 040000 f •• • •• • • 61000 81 - 4ff,0�0/y0/�� 0900 r - 6,0�0(y0�, - e2} a �'1,m 2,m U 3 4 — 10,000 4 4,666 2,000 14,066 8 ) ri Ci 0 tow 8,000 1,1140 Coordinates Anchor ln. Anchor X y C. COX C,y COY f -4,000 =21000 61000 81 - 4ff,0�0/y0/�� -��2y,,}0�y,0��0 14(�,0�y00�0y - 6,0�0(y0�, - e2} a �'1,m 2,m G,177ri — 10,000 4 4,666 2,000 14,066 - 16,600 - #VA daIR aril rases BUM be rid W apr %Vh 910 a ftft MrtdHla NO for p ,s PROFS Andior (c) 2009-2W9 N II AG, FL -9494 Wgian i is a n pVered hademark of PM AO, ScAsan 40/45 www.+hftus Pmtt ApAhor 1." Company: !ENGINEER, PLLC. Page: t Specifier: JUAN Q MORENO Project: Address: 8215 LAKE Lift 11 502 DORAL FL 33188 Sub -Project I Pos. No.: Phone f Fax: 854 274 2429 ( 786 545 7636 Date: 25/07/2014 E -Mail: juaraminewpilacorn Speciftes comments: 1 input ifaw Anchor type and diameter: Effective embedment depth: Mate", EvAisdon Service Report: Issued i Vaud: Proof., Anchor plate: Profile: Base material: Roicdergr a": Seismic loads (cat. C, D, E, or F) Geomebg IbLI $ Loading ffb, imlisj Kwik Soft 3 - CS 112 (3114) fie = 3,250 in., h„. = 3,563 in. Carbon Steel ESR=2302 0000•• • • • • 000.0• 00.00. • 01/12/9013191/12/2015 00090• 0000 design method ACI 318/AC193 00.0•• i••••• 0,040 irt, (no ctww-oft t = OATS kv • • 9 9 0 • • [,,x k x t = 6,146 in. x 8,00 in. X 6,376 in., (Recommended piste dirc�Cree6r.gc$ Cite), • • no profit • • • • • • untracked concrete, 3400, f, = 3000 psi; h = 36,000 in. " • • 9 • • tereiom, QWVAWR 8, t amdwon 8; no brmA" op rgWgrOOMAnt pro*" edge reinforcement: > No. 4 bar wins stirrups no , Z Base plate anchor bolt design detail F 1:F1Q 11PA d9a WW tMU m be dwS"fw wA tsq a w Worm wd far ; PROMS Anchor (c) 2403-209 HOU AG, Ft -9484 Schaw Hifti is a repis wW Trademark of HIM AG, Schm Company: IENGINEER, PLLC. Page: 2 Specifier: JUAN C. MORENO Project: Address: 8215 LAKE DR OB502 DORAL FL 33156 sub -Project I Pos. No.: Phone I Fait: 854 274 2428 j 786 545 7636 Date: 25/07/2014 E -Mall, waneww1mmkoom Z Load case/Requiting anchor forces Load case: Design bads Anchor taacttone M Tension force: (+Tension, -Compression Anchor Tension fie Sheat farm Stoat force x Shear force y 1 1819 91 83 38 2 1818 91 83 38 z. fit$ MffV#" VS wai#i - max. concrete compressive stress: - [psi] resub g tension force in (x(+)=f0,000 000Y 3638161 resulting compression farce in (xly)'(0,00010,000): 0 Pb) 41/45 01 E 000 0 • •• • 0000 • 0000•• ' • Y 9999..9060 . • . • 6 0 *90000 •66• • • 6 f • • 6 • • 0000 • 0000 • • • • • • 3 Tension toad • •9.9 • 09.6•0 9999 Load K. O►] Capach ^ ilbj Udffzadon Status SW61 Strength* 1819 8745 21 Old Pullout Strength- 1819 4842 38 OK Concrete Breakout Strength*' 3638 5643 65 OK anchor having the highest loading -anchor group (anchors in Tension) &t afoul Skvngth N. = ESR value refer to ICC -ES ESR -2302 * NamaNM AC4 314-48 Eq, (C)-4) Varlabies n �fxtib�l f�•{psil 1 .t1 t CalCulatlons ---91660 --- Resufta a745 Wo 3.2 Pullout Sirongih Hp.,i. = Npxw # teFar to iOC-ES ESR -2302 2500 Nv, (a i+i<, f ACI 31"8 Eq. (D-1) Varhda" ft {Pail Nam fk+l IC414040"sns NF6—L- 2500 1,095 Results t4mitM 0Hmtf1b) NIM fb) 7448 0,650 4842 1819 MW am and MR" must be c wee for awe~ + tn• •xt" commons and for piaumftf PROFIS Rmlwr (c) 2003.2008 MAO, FL -8494 Sd=n M is a reamtmed Tredomwk d kft Aa Sctmmi 42145 www.*N iAs Pmft .Anobw 2." Company: IENGINEER, PLLC. Page: 3 Specifier: ,JUAN C: MORENO Project: Address: 5215 LAKE DR SB502 DORAL FL 33166 Sub-ProjW i Poe. No.: Phan I Fax: 954 274 2429 ( 786 545 7636 Date: 25/07!2014 E -Mafia htsn enckwart.+iic c0m 3.3 Concrete Sreakout Strength * N N.bg - lA Wc,N Wa,N W.,N ",4 Na ACI 318-08 Eq. (D-5) } 2: K. ACI 318-08 Eq. (0-1) AN, m6 ACI 348-08; Pf" D.5:2.1, Fig: RDD 2.1(6) 00:0 ANw =94 ACI 318-08 Eq. (D-6) . • • **a* • �. 72j s 1,0 ACI 318-08 Eq. (D-9) . • • } � • .•.... Wa.N =0,7 0,3 "o •r ACI 31"0Eq,(D-11)Sh ..�.•• .•.. .•..:. Ww.N = MAXM--- 1' w s i3O ACI 318-08 Eq. (D43) •.•••• . • • • :••• • •••.• • • cac •••.• = ka JLA by ACI 318-06 EQ, (D-7)• .. • •....• :... : • Varisbks ••••.. .. ...... tie [tn.) eoix rsn.} eaN rrn.}c• , ftn.} . • • . : .. . • 2,667 O, 4,000 • • • .. • . .. • ... cree 0n_} k ? fa 0*1 5,625 24 1 3000 Gawsuons Am jim112,00 1 Too' 0 tow 0,867 5724 Results Nft [ } W502 Q nae6 re N"3 } N. # _ "ut data and results must be dvecked for agreement vAth Ore ewe N wxWons and for OauslbUih+i PROFIS Andwr (c) 2003-2005 HAM AG, FL -9494 Sche an HN is a registered Trademark of f*W AG, Schaan 43145 ynrrfit ill us Pmft Ap4w i" Company: (ENGINEER, PLLC. Page: 4 Specifier: JUAN C. MORENO Pfr jeed: Address: 8215 LAKE DR 1aB502 DORAL FL 33166 Sub-Proje l i Poe. No.: Phone I Fax: 954 274 2429 [ 786 545 7636 Date: 25/07/2014 E-Mafi: �cam 4 Shear load Load V;w Db) C"wity }V• Vbj Uffindon ov a VAV, Status Steel SUength. 1 4387 I F&AM (Ah lever army WA WA N/A • .. IVA Pryout SUer4p- 182 12156 200 • : Of# • Concrete edge Failure in direction x+'* 482 3709 . W)Otttt' haft ft NOW IEtFtow °"andfd#'grow (re*vaM aflCh9 ) 4A W96 Strongdt Va = ESR who reser to 1CC-ES ESR -2302 4 V t" z V,,. ACI 318-08 Eq. (D-2) n A.e,v tin.'j feta {PS11 1 0,11 106000 Calculations V #b Results V. (IbI 40" V. tIbj Vire t1bj 6750 41650 4387 91 4.2 Pryout Streng[h # V" a V- AGI 318-08 Eq. (D-2) A�, a� RGI 311l+t18, I'arY fl.5,2.!> F� Fti�.3.2.i(#1 A. = 9 hs, ACI 318-08 Eq. (D-6) i 1 % Wc.N = �1 13 -!het: ACI 318-08 EQ, (0-9) W6110 . A;7 * 0j3 Icam 1;$ ACI 31 -Q8 €q_ (0-11) W4"X = MAX C;--- . t5hw 51A ACI 318-08 Eq. (D-131 Na = kc X 'Ff. to ACI 318-08 Eq. (D-7) Vafimlil" kca bf [in.) eo N On.1 edre [in.] 40a min Pn•j 2 2,667 t1,00ii 0,000 4,00 , 24 1 30M Calculations n.1 Aw j )IS rr 140 j 112,00 1, 4 Results v jib] 4 . 4 Vwa [bj V. fib! 17354 0.700 12155 182 hrput data and reaft must be checked for agreement with the odd" condition and for Owslbiftf PROMS Anchor (c) 2063-2009 H#U AG, FL -9494 Schaan Hil6 is a registered Trademark of HW AG, Schaen • 44/45 WWW #M.as Praft ApAhar 248 Company: IENGINEER, PLLC. Page: 5 Specifier: JUAN C. MOREN© Project: Address: 8215 LAKE DR #8502 DORAL FL 33156 Sub -Project I Poe. No.: Phone I Fax: 934 274 2428 [ 786 545 7836 Date: 25/0712614 E -Mail: ivartf$iar�ilnear>asfic,t M ' 4.3 Concrete eche failure in direction x* Vag W.e:v W.a;v Ws;v Wb;vWP,v vb ACI 318-08 Eq. (D-22) ACl 318-08 Eq. (04) Av, ACt 318-08; Pan 0.6.2:1; Fig: R€ ,6.2A(6j Av,,o = 4,5 coo ACI 318-08 Eq. (D-23) 0000 , . • :... . , Wac,v = 1 } Ze„ s 1,0 ACI 318-08 Eq. (D-26) • • • • ...... W.av = 0,7 + 0,31 5c.r %1,0 ACI 318-08 €q, (D-28) • • .. .. ....: . Wav ; F- Z 1,0 ACI 3f8-08 Eq. (D•29) ...... .... ..... a f vA —(7 1�)� iii At'.4:11 F-4jt,U> • •. • • • 0000,• •••• • • , •:., i00,0i J;) J;) // 0000•0 • • • • 0000•• •• • 0000•• c.o fin.1 cat fin.l eGv fin.lWFv h. CIn•3 .... ...... 4, 4, 1,4 36,000....' 1. [in.] X d. [in.1 4! fpsq W v 3,250 1,000 0,500 3000 1,1x00 Calculabo tsr ct ts� Av. r11n• J Avw [x••- .Gv Wed.Y VM.v f vb w 96,00 72,00 1,000 0,900 1, 3154 ReaL is Vou tib] 4=1mvb 4 vw flbl vw Pbl WOO Y, 7w 37M V Omblined timsim md Shw knids ow-A+0Y<-1 6 Wamings • Load re -distributions cern the anchors due to elastic deformations of the anchor plate are not c orWdered. Tft wxiw piste is assumed to be sufficiently stiff, in ceder not to be deformed when subjected to the loadingl • Condition A applies when supplementary reinforcement is used. The (b factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strerglh. Refer to VW tecat staradrd, • Prefer to the manufacturer's product literature for clearing and Installation instructions. • Checking the transfer of loads into the base material And the Omar resistance are required in accordance with ACi 318 or the nrkwornt standard Fastening meets the design criteria/ kW dam and results must be d,edced for agreement with the existing conditions and for plausibi Yi PROFIS Andror (c) 2003-2008 KdU AG, FL -9494 Schaen M is a registered Trademark of Hilt AG, Schaan 45!45 ELI 0 www'WHI'An Pmft AAwAw 242 Company: iENGiNEER, PLLC. Page: 6 Specifier: JUAN C: MORENO Project: Address: 8215 LAKE DR 0502 DURAL FL 33166 Sub -Project S Fos. No.: Phone f Fax: 954 274 2429 1 786 545 7636 Date: 25/07/2014 E-M8fi;c orn 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - CS 1/2 (31/4) Profile: no profile; 0,000 x 0,000 x 0,000 in. lnsia WW Wrquc: 480,001 inJb Hole der in tip 1bRurv. d, z AM in. Isola AmTaAw in to bue mawk& AWD in Plate thickness (inpufj: 0,375 in. Hole depth in the base materia}: 4,(900 in. *goo Recommended plate thickness: not calculated Minimum thickness of the base mat eriait 8,000 in. : • • • Cleaning: Manual dmm% of the &Wed hole according to instructions for use 4s required. . • . .000.0 • • 0 0 y 0.0000 0 •• •• 00.0 0.00.0 0000 4,000 4,000 j f • • • 9 tlo p, • • 4 Good i II C } 0 1 i g 1 4,000 4,000 Coordinates Anchor in. Anchor x y C, COX C7., f 0,000 3,000 4,000 4, 0, - 2 0,000 -3,000 4,000 4,000 4,000 - trout data ar,d r LAS twat be &"W rsr akWft awftms wW W 0" ' l PROFtS Ardw (c) 2003-2009 Hirai AG, FL -9494 Sdmm HiNi is a registered Trademark o H tb AG, SO)m ---wx •0000. • • 0000•• Title Block Line 1 1'a r 1 You can change this area uymg the 'Settings' menu item and then using the'Nnting & a) Title Block• selection. Title Block Line 6 Cantilevered Retaining Wali, Description : WF -1 , REINFORCED MASONRY KNEE WALL Criteria - 1,694 psf OK Retained Height = 2.67 it Wall height above soil = 3.00 it Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Footing Shear @ Heel = Lateral soil pressure options: Allowable = NOT USED for Sal Pressure. Sliding Cafts (Vertical Component NOT Used) NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads ---- A Surcharge Over Heel = Used 150.0 psi To Resist Sliding & Overturning 0.0 lbs OK Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning for pa LAxfallLja id Applied to Stem 1.200 Live Load _ Axial Dead toad = 2,458.0 lbs Axial Live Load 0.0 Ibs Axial Load Eccentricity 0.0 in �t}esr�s n Summary 0.00 ft - - Wall Stability Ratios -� Overtuming = 7.72 OK Sliding = 5.12 OK Total Bearing Load = 3,804 lbs ...resultant ecc. = 1.00 in Sal Pressure @ Toe = 1,694 psf OK Soil Pressure @ Heel = 1,159 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI FactoredToe = 2,032 psi ACI Factored Heel = 1,391 psf Footing Shear @ Toe = 15.1 psi OK Footing Shear @ Heel = 7.1 psi OK Allowable = 82,2 psi Sliding Cafts (Vertical Component NOT Used) Lateral Sliding Force = 448,8 lbs less 100% Passive Force = - 778.0 lbs less 100% Friction Force = - 1,520.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors for pa Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 / Project Title: Engineer. Project Descr: {{ 'T 0.8 2014 Soil D - 3rd_ AlJAcfi Bearing = 2,500.0 psf Et Fluid Pressure Method 0.00 He Pressure = 45.0 psf/ft Toa Pressure = 30.0 psf/ft Passive essure = 389.0 psf/ft Soil Demity, Heel = 120.00 pcf Soil Denity, Toe = 0.00 pcf Friction oeft btwn Ftg & Soil = 0.400 Soil hei t to ignore in = for pa sive pressure = 0.00 in Lateraload Appiied to Stem 30.00 Lateral = 0.0 pif op0.00 ...Heighrto ft Heighottom = 0.00 ft Wind or Exposed Stem = Stem Construction sign Height Above Ftg Nall Material Above *Hf r Size rSpacing r Placed at Data - fa/Fa Force @ Section mt.... Actual ar.....Allowable I Weight ar Depth 'd' splice if above splice 9 below k embed into footing try Data Grouting lar Ratio'n' Term Factor . Solid Thick. my Block Type my Design Method 0.0 psf CHAPELADAIMPROVEMENT S.E,H Project ID: S13-020 BARRY UNIV. ' Re= INC. Printed: 8 OCT 2014, 7:39NM 14.9.17, Ver.6.14.9.17 Calculatans per ACI M11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7-10 [Adjacent Foo#'rr}g load Adjacent Footing Lodi. 0.0 lbs Footing Width = 0,00 it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem - - 2nd 3rd_ Stem OK Stem OK . Stem OK ft = 5.33 3.33 0.00 = Masonry Masonry Masonry in = 8.00 8.00 8.00 _ # 5 # 5 # 5 in = 16.00 16.00 16.00 = Center Center Center - 0.055 0.060 0.398 Ibs = 0.0 0.0 295.1 ft -1= 0.0 0.0 337.3 ft4 = 1,374.5 1,374.5 1,291.7 psi = 0.0 0.0 6.6 psi = 44.7 44.7 44.7 psf = 84.0 84.0 84.0 in = 3.75 3.75 3.75 in = 30.00 30.00 30.00 in = 30.00 30,00 6.39 in = 30.00 30.00 6.39 Psi = 2,000 2,000 2,000 psi = 24,000 24,000 20,000 = Yes Yes Yes Yes Yes = 16.11 16.11 16.11 = 1.000 1.000 1.000 in = 7.60 7.60 7.60 =3 = ASD Title Block Line 1 You can diange this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Cantilevered Retaining Wall Description: WF -1 , REINFORCED MASONRY I Footing Dimensions & Strengths Toe Width = 1,00 ft Heel Width _ �7 Total Footing Width = 2.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,000 i Footing Concrete Density Fy = 60,000 psi = 150.00 540 pd Min. As % = 0,0018 Cover @ Top 2.00 @ Btrn = 3.00 in of Overturnina & rleen Active FTessure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sal = WALL resisting Forces & Mar ....AVERTURNING..... Force Distance lbs ft 302.6 1.22 206.3 1.83 -60.0 0.67 Project Title: CHAPEL ADA IMPROVEMENT Engineer: S.E.H Project ID: S13-020 Project Descr: BARRY UNIV. Ing Design Results 2.17 150.1 2.17 Toe Heel ored Pressure = 2,032 1,391 psf Upward = 0 0 ft4b Downward = 0 0 ft4b Design = 540 540 ft-@ all 1 -Way Shear = 15.10 7.06 psi v 1 -Way Shear = 82.16 82.16 psi Reinforcing = # 4 @ 16.00 in Reinforcing = None Speed Reinforcing = None Spec'd r Acceptable Sizes & Spacings oe: Not req'd, Mu < S * Fr feel: Not req'd, Mu < S * Fr ey: No key defined 369.8 378.2 -40.0 Total = 448.8 O.T.M. f 708.0 ResistinglOvertuming Ratio = 7.7 Vertical toads used for Soil Pressure = 3,804.3 I Soil Over Heel = Sloped Sal Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weights) _ Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component PnMed: 8 OCT 2014: 7:3944 aadIDMME-iVENERCA-11CHAPEL-1.EC6 INC. 1983-2014, Udd-.6.14.9.17, Ver.6.14.9.17 .....RESISTING..... Force Distance Moment lbs ft ft4b 320.1 2.17 150.1 2.17 2,458.0 1.33 0.50 476.0 1.33 400.1 1.33 693.7 325.1 3,277.3 634.7 533.5 Total = 3,804.3 lbs R.M. = 5,464.3 * Axial live load NOT incju in t7tal displayed or used for overturning resistance, but is mclu r son pressure c.al'culation. Tale Block Line 1 You,can change this area using the'Setttinge menu item and then using the 'Printing & Title Block' selection. Cantilevered Retaining Wall Description : WFA , REINFORCED MASONRY KNEE Criteria Retained Height 2.67 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Sal Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 2,458.0 lbs Axial Live Load = 0.0 lbs Axial Load Ecx;entricity = 0.0 in Enesign Summer - Wail Stability Ratios Overturning = 4.43 OK Sliding = 5.00 OK Total Bearing Load = 3,704 Itis ...resultant ecc. = 2.84 in Soil Pressure Toe = 2,128 psi OK Soil Pressure @ Heel = 650 psi OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored I Toe = 2,554 psf ACI Factored Heel = 780 psi Footing Shear @ Toe = 18.1 psi OK Footing Shear @ Heel = 5.7 psi OK Allowable = 82.2 psi Sliding Cake (Vertical Component NOT Used) Lateral Sliding Force = 452.3 lbs less 100% Passive Force = - 778.0 lbs less 100% Friction Force = - 1,480.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors _ -------_._- Dead Load 1.200 Live Loci 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil E Project Title: CHAPEL ADA IMPROVEMENT Engineer: S.E.H Project ID: S13-020 Project Descx: BARRY UNIV. Allow Soil<Bearing = 2,500.0 psi Equivalent Fluid Pressure Method ft -I = Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive pressure = 389.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Dens(tyy, Tee = 0.00 pcf Friction COW btwn Fig & Sal = 0.400 Soil height to ignore in = for passive pressure = 0.00 in Lateral Load Applied to Stem psi = Lateral Load = 0.0 plf ...Height 0 Top = 0.00 ft ...Height to Bottom = 0.00 it Wind on Exposed Stem = 47.0 psf "em ('ronstruCtlon _ T Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data - fb/FB -fa/Fa Total Force @ Section lbs = ft= in = in = Moment -Actual Actual ft4 = Moment..... Allowable ft -I = Shear..... Actual psi = Shear..... Allowable psi = Wail Weight 09= Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Masonry Data I'm psi = Fs psi = Solid Grouting = Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method ,,. Nnled. 8OCT 2014, 7:42W File= C1UsetsfScadt )OCUME-11ENERCA-11CHAPEL-I.EC6 ENERCALC, INC. 1983-2D14, BuNd.6.14.9.17, Vee6.14.9.17 Calculations per ACI 3%11, AC1530.11, IBC 2012, CBC 2013, ASCE 740 Stem OK 5.33 Masonry 8.00 # 5 16.00 Center a056 15.8 2.7 1,374.5 0.4 44.7 84.0 3.75 30.00 30.00 30.00 2,000 24,000 Yes = 96.91 1.000 in = 7.60 =3 = ASD SW OK 3.33 Masonry 8.00 # 5 16.00 Center 8.153 109.8 128.3 1,374.5 2.4 44.7 84.0 3.75 30.00 30.00 30.00 2,000 24,000 Yes Yes 16.11 1.000 7.60 3rd Stem OK 0.00 Masonry 8.00 # 5 16.00 Center Uee 336.0 791.5 1,291.7 7.5 44.7 84.0 3.75 30.00 6.39 6.39 2,000 20,000 Yes Yes 16.11 1.000 7.60 Adjacent Footincpt.oacl Adjacent Footing Load -p,a, a0.1bs Footing Widtha„ , q,pp�l ." Eccentricity_ `1':00 in Wail to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 it at Back of Wall Poisson's Ratio = 0.300 Stem OK 5.33 Masonry 8.00 # 5 16.00 Center a056 15.8 2.7 1,374.5 0.4 44.7 84.0 3.75 30.00 30.00 30.00 2,000 24,000 Yes = 96.91 1.000 in = 7.60 =3 = ASD SW OK 3.33 Masonry 8.00 # 5 16.00 Center 8.153 109.8 128.3 1,374.5 2.4 44.7 84.0 3.75 30.00 30.00 30.00 2,000 24,000 Yes Yes 16.11 1.000 7.60 3rd Stem OK 0.00 Masonry 8.00 # 5 16.00 Center Uee 336.0 791.5 1,291.7 7.5 44.7 84.0 3.75 30.00 6.39 6.39 2,000 20,000 Yes Yes 16.11 1.000 7.60 Title Block Line 1 % . 5 Project Title. CHAPEL ADA IMPROVEMENT You,can change this area Engineer: S.E.H Project ID: S13-020 using the'SetUngs' menu item Project Descr. BARRY UNIV. and then using the 'Printing & Title Block' selection. Title Block Line 6 .`..._ Printed: 8 OCT 2014. 7:42AP.1 Cantilevered Retaining Watl F�=CaUsersiSa�iDOCUME-11ENERCA-flCHAPEL-LEC6 ENERCALC, INC. 19832014, W8d:6.14.9.17, Ver:6.14.9.17 Description : WF-1 , REINFORCED MASONRY KNEE WALLIMND _ -- - Footing Design Results _ - -- - --- - -- Footing Dimensions &Strengths � Toe Width = 1.00 It Toe Heel Heel Width - 167 Factory Pressure = 2,554 780 psf Total Footing Width = 2.67 Mu': Upward = 0 0 ft4b Footing Thickness = 12.00 in Mu': Downward = 0 439 ft4b P1 Key Width = 0.00 in Mu: Design = 1,266 439 ft-Ib Key Depth in Actual 1-Way Shear = 18.13 5,65 psi " *Q Key Distance from Toe = p.�j Allow 1-Way Shear = 82.16 82,16 psi Toe Reinforcing = # 4 @ 16.00 in t'c = 3,i000 Fy = 60,000 psi Heel Reinforcing = None Spedd Footing Concrete ity = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .OVERTURNING..... .....RESISTING-... Force Distance Moment Force Distance Moment Item - - lbs ft ._ _ __ --- ft-Ib ft-lb _ � _ lbs ft ft ib Heel Active Pressure = 302.6 1.22 369.8 Soil Over Heel = 320.1 2.17 693.7 Surcharge over Heel = 68.8 1.83 126.1 Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 50.0 2.17 108.4 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 2,458.0 1.33 3,277.3 Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 141.0 5.17 728.5 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) - 476.0 1.33 634.7 Earth @ Stem Transitions = Total =i 452.3 O.T.M. = 1,184.4 Footing Weight = 400.1 1.33 533.5 Resistingl0vati ming Ratio - 4.43 Key Weight = Vertical Loads used for Soil Pressure = 3,704.2 Ibs Vert. Component Total = 3,704.2 lbs R.M. = 5,247.6 ` Axial live load NOT incu in total displayed, or used for overturning resistance, but is incudedor soil pressure calculation. 47.psf DL= 2458., LL= 0.#, Ecc= O.in Pp= 778.# 452.31# PFP6p4g.59psf 2128.2psf �t.�s.''..e 1:v�1-''' 1.:�. �+�`S-tY't'�'-'t•-x�".-,�''�r�.:�":��,`y-'.,-�.•�v�3`"°.:�';T"'�xa • �'_ 4R -%�` L�'�`. ,hr`s !,/ . 7 dq= ? r- �7 w)rzo •✓:_.. � Q 6 y 7 le �a L � -Ion 33) (9 X 133-.o j'� .`C �rr1�,i S� y� _ Jag 4.2 (o2) �� -3 qJ 111f THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPLETELY REMOVED DURING PERIODS OF HIGH WIND VELOCITY. REMOVABLE CANVAS OR FABRIC MUST BE COMPLETELY REMOVED WHEN WIND SPEED APPROACH AND/OR EXCEED TO 75 MPH (34M/S) AND/OR AS DESIGNATED BY U.S. WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. A HIGH WIND VELOCITY WARNING MUST BE POSTED WITH LEGIBLE AND READILY VISIBLE SIGN OR DECAL INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE COMPLETELY THE CANVAS OR FABRIC DURING SUCH PERIODS OR TIME. THE CANVAS OR FABRIC USED FOR AWNINGS OR FABRIC -COVERED FRAMES SHALL BE FLAME RESISTANT IN ACCORDANCE WITH NFPA 701. ALL BRACKETS MUST BE STEEL ASTM A992 GRADE 50 TUBE 3.0 X 3.0 X 14GA (GALVANIZED GATORSHIELD) \ ,B„ "B' Zs4 ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315 O.D. X 14GA (GALVANIZED GATORSHIELD) NLESS NOTICED OTHERWISE) TYPICAL WELDING CONNECTION DETAIL "A" SCALE: N.T.S. c 1 q r kliarrti Shares Villacte APPROVED BY DATE 70NING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDER STATE AND COl1NTY RULES AND REG ATir)W ALL COLUMNS MUST BE STEEL ASTM A992 GRADE 50 TUBE 3.0 X 3.0 X 14GA (GALVANIZED GATORSHIELD) / . • ••• . • . ••• •• •• • • • •• •• • • • • • • • • • • • . . ... . . . . .. . 1 BRACKET SEE a a ISOMETRIC IS IS IS • ••• • • IS • • •• • • t. • • ... . ®® "4^ „F„ NO EXCERNOIvb "4'AK_E LINE WEIGHT ALL COLUMNS MUST BE STEEL ASTM A992 GRADE 50 TUBE 3.0X3.0X14GA (GALVANIZED GATORSHIELD) ALL BRACKETS MUST BE STEEL ASTM A992 GRADE 50 TUBE 3.0X3.0X14GA (GALVANIZED GATORSHIELD) ALL MAIN MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315 O.D. X 14GA (GALVANIZED GATORSHIELD) ❑iIEJE -TE MINIMU ANY P cc general conformance will tht f 1 I -. onera! compliili act documents_. A.ny action of the pians and s is responsible forD mensions and correlated at to ?nd techniques of r air4-r Ii; E""Ie ,t.. �1fi-1 rma 5 NAj/S Okla e", j ('-LpMIN f� k 7'-6" CLEAR BELOW T OF THE FRAMING FINISH FLOOR. m Aft BE VERIFIE1 'OR BEFORE VAUD FOR (1) PERMIT ONLY .0 Juan C. Moreno M ns s►+owr� o x a V J.M. NOTE: umWING 140. tEDTOSAWNING INKMAR WNITTI GUT SD -1O S L VOID THESE oRAWiMis AND TI S. COPYRIOHT•npMwI. THIS DOCUMENT IS THE PROPERTY OF IENDINEER AND SHALL NOT SE REPRODUCED IN WHOLE OR PART WTTHOUT WRITTEN CONSENT OF THE CERTIFYING ENf&NEER. "EET I O. 3 F4 IS 1�1� $ E d � c') E JWa� L # C" W .� Y 04 'l0 W 11J CL VAUD FOR (1) PERMIT ONLY .0 Juan C. Moreno M ns s►+owr� o x a V J.M. NOTE: umWING 140. tEDTOSAWNING INKMAR WNITTI GUT SD -1O S L VOID THESE oRAWiMis AND TI S. COPYRIOHT•npMwI. THIS DOCUMENT IS THE PROPERTY OF IENDINEER AND SHALL NOT SE REPRODUCED IN WHOLE OR PART WTTHOUT WRITTEN CONSENT OF THE CERTIFYING ENf&NEER. "EET I O. 3 EXISTING LINE gTill - 3116 1" 2 " STEEL ASTM A36 4" MIN 4" MIN EDGE DIST EDGE DIST PLATE 2 X 2 X 1/4 W/ (1) KWIK BOLT -3 BY HILTI , 3" MIN. 3/8"0 X 3" MIN. EMBED. INTO CONCRETE �OFFINIWALL SIDE VIEW (f•c=3,000p.sJ.) FRONT VIEW DETAIL "B" SCALE: N.T.S. EXISTING " CONCRETE WALL 4" MIN EDGE DIST l" 1/4 ofLINE OF DISH WALL 1" STING 5 /8" STEEL PLATE ASTM A36 4" LIN STUCCO 6 X 6 X 1/4O EDGE DIST W/(4)KWIK BOLT -3 BY HILTI 3/8"0 X 3" MIN. EMBED. " TOP VIEW INTO CONCRETE (f'c=3,000p.s.I.) % ' / DETAIL licit FRONT VIEW SCALE: N.T.S. 4" MIN. EXISTING 5/8" STUCCO 1/4 3/16 LINE OF FINISH WALL 1/4 3/16 STEEL PLATE __— " , I 11-1-tNtK _ C-- ' 1/4" THK -- _ 3/16 4" LN 1" « 1/4 EDGE DIST 6" 1/4 VSTEEL ANGLE ASTM A36 L 2 X 2 X 1/4 X 6" LG STEEL PLATE W(2)KWIK BOLT -3 BY HILTI STIFFENER 1/2" 0 X 4" MIN. EMBED. LIN 3/8" THK INTO CONCRETE FINIS SIDE VIEW (f'c=3,000 p -S•'•) FRONT VIEW DETAIL "D" SCALE: N.T.S. 4" MIN :.: .. .'.:.: . STRUCTURAL NOTES .. .. . . . .. QENeML NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREeANOIES SHALL BE BROUGHT TO THE ATTENTION OF THE ; 44GINEIR FIPJflR TO PROCEEDING WITH THE AFFECTED PART OF THE VQORK ' • THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S IiA*M RI ITY TO DETERMINE ERECTION PROCEDURES AND ;'; ; ; ; ACMNCE$ TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS .." *00 :CQIFOd%ACTION. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2010 AND THE FOLLOWING SUPERIMPOSED LOADS. DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2010 AND ASCE 7-10. WIND VELOCITY : 105 MPH EXPOSURE CATEGORY : C GCPI ; +/-0.18 KD :0.85 IMPORTANCE FACTOR :1.00 STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC-ASD, 13TH EDITION, 2005. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL EQUAL U.N.O. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY=50KSI.OR APPROVAL EQUAL, U.N.O. ALL HOLLOW STRUCTURAL TUBE "HSS" TO BE STEEL ASTM A500 GRADE B, FY=46KSI, OR APPROVAL EQUAL, U.N.O. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.N.O., WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW -HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. rn 0) N n EL— ': U' a Lu CL c I � ND N N 'ta 8�m Ina!� uJ C4 = IJ.I a v VALID FOR {7) PERART ONLY 01- Jusn,C. Moreno o7QU2016 AS SHOWN o J.M. J.M. NOTE: DRAWING NO. -DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS, INK THEE, WHITEOUT SD /\R 8TICK.ONS WILL VOID THESE DRAWWGSL� ["AIMCATION LL DIMENSIONS AND JOB SI AND CALCULATIONS, IONS MUSTBE VERIFIED COPYRIGHT IEWInW. ELD BY CONTRACTOR BEFORE ANY THIS DOCUAIENf IS THE PROPERTY OF AND/OR IN 'T. ]ENGINEER AND SHALL NOT SE REPRODUCED IN WHOLE OR PART W1T"OUT WRRTEN CONSENT OF THE CERTIFYING ENGINEER. SHEET 2 OF 3 4" EDGE TOP VIEW SIDE VIEW 2 STEEL ASTM A36 PL8X8X3/8 '(2) KWIK BOLT -3 BY HI 1/2"0 X 4" MIN. EMB. O CONCRETE SUBSTR DETAIL "F" SCALE: N..S. LINE OF E • 41 ••• r • • see EXISTING i i• i• w i w *• e• CONCRETE WALL 1 114 • • • as o . • • • e • ••• •'..; 4" IN .... •• • • • •• • 1 i 0 0 0 :e• 14 •• • • . • • • • ATAST STEEL PLATE M A36 6X10X1/4 W/(4)KWIK BOLT -3 BY HILTI 1/2" 0 X 4" MIN. EMBED. TOP VIEW INTO CONCRETE Z Z (f'c=3,000p.s.i.) DETAIL "E" SCALE: N.T.S. STEEL COLUMN ISOMETRIC 6" MIN 3T FRONT VIEW (MIRROR) � M N SEE r p �) - ' J o° c (L m C N -ANY CORRECTIONS, KIN3, WK WHITE OUT CORR-0N8 C .ie N y a OR D THEE, WILLVOIDTNES, DRAWINGS AND CALCULATIONS. SD 111 CL VALID ONLY MTN RAISE PE SEA VALID FOR (1) PERMIT ONLY r. Juan C. Morom FL P.E. # 69818 BRACKET D ETA I L"G" °'n0t8 AS H NM G SCALE: N.T.S. M J.M. x NOTE: URAWING No. 43ESIGN LIMITED TO STEEL AYMING -ANY CORRECTIONS, KIN3, WK WHITE OUT CORR-0N8 ALL DIMENSIONS, AND .IDB 81 AV OR D THEE, WILLVOIDTNES, DRAWINGS AND CALCULATIONS. SD CON.T10N3 MUST BE V=.O COPYRIGHT IE,*W-, -3. BY CONTRACTOR BEFORE ANY THISDOCUMENT IS THE PROPERTY OF ABRICATION AND/OR INSTALLATION. IENGINEER AND $HV.L NOT BE REPRODUCED IN VA10lE OR PART WITHOUT WRITTEN CONSENT OF THE CERTIFYING ENGINEER, f SHEET 3 OF 3 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Al Tel: (305) 795.2204 Fax: (305) 756.8972 IJITY Permit No: Structural Critique Sheet pEt �C� s Page 1 of 1 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf r Qkf STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf Miami Shores Village vBulding Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING Permit No, RECENED FEg 10 8014 BY:� FBC 201 C,) Master Permit No.CC/ 1 9 --4-�L43 ROOFING JOB ADDRESS: 11300 N. E. 2 AVE c NAPS L City: Miami Shores County: Miami Dade Zip: 33 1 kt Folio/Parcel#: )1 — 13 6 0 0 10 16 O Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): & aRY W41 1 VEY2S p f Y Phone# 305--,T'71 - 3 7 cT0 Address: 115 00 lel . E- • Z AVE City: MIAMI 514029=-S State: FL Zip: 3313$ Tenant/Lessee Name: Phone#: Ste- 99?- 37`10 Email: CONTRACTOR: Company Name: EMt ii4t C�SIQVC`T l mtj C= -M Phone#: 9rq- Z q1- 2-T8 3 Address: _ 10 R 6 CT City: M A "N DA LG: S eAcO State: FL . Zip: 3.3 0 0 9 Qualifier Name: /V1 AaA,7 1JLAM f3LGS Phone#: 95y - Z4i %-ZS83 State Certification or Registration #: Ci & C / S 16 4 7.S` Certificate of Competency #: Contact Phone#: 796- 251-) 3 3 I Email Address: P—AFAE=L e- EME2AUD C 00SMycrion19W.con DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $_ ) O Oi ® O 0 • ®O Square/Linear Footage of Work: .�r® b Type of Work: ®Addition f9Alteration ONew ORepair/Replace ' ODemolition Description of Work: NEW O D/.l CJLE� A Tt 2ANo DE�:k wi �HP c4yO & e C-86 SEL ,guillAk. 7-o 04r-LUDE WTlu"�.. AnJD Q=A&?A77vr- SToNC . Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ CCF $ CO/CC $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE 40 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose 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. Signature Signat �re 10 Owner or Agent ( ) M�R/e Contractor The foregoing instrument was acknowledged before me this The fore offing instrument was acknowledge before meththis � ) / day of, 201` , by i1�tbtuNDaILAC day of , 20 by who is personally known me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: sign: Sign: Print: JEFFRY K YAO Print: My Commission Expires: ll • ��r}[�p RtFS: November 12, 2oJ My Commission Expires: ,.•`ai►s`Y•".�' Melanie James 1.8eD8 N07A&Y Fl. Notmy DisowN AN= ` , G QWSSM # EE 144681 ''-EXPIRES: NOV.. 182 015 ��"�i,Fi °� �NW4I.AARONNOT APPROVED BY Plans Examiner Zoning Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Clerk Miami shores-Vilage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ?,II'lt Permit No: CC I =f� 0 Structural Critique Sheet 111671 S c ©"vS !L- AL4L W A -1.L i - Page 1 of 1 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf FES 10. 2 014 � 56e�&<d S /2 -e --p Advanced Industrial Hygiene Services, Inc. All Facets of Industrial Hygiene Service Barry University 11300 NE 2nd Avenue Miami Shores, Florida 33161 January 31, 2014 Page 1 of 4 pages Attn: Yosef Shapiro Re: Pre -Renovation ACBM Survey Report — "Chapel Deck & Ramps", Barry University, 11300 NE 2nd Avenue, Miami Shores, Florida AIHS Project # 1777-084 Advanced Industrial Hygiene Services, Inc. is pleased to submit the following report for a pre - renovation survey for asbestos -containing building materials (ACBM) conducted January 23, 2014 in the above -referenced facility. This 'survey was performed to meet the current NESHAP regulations and Miami -Dade County Department of Environmental Resource Management (DERM) prior to conducting the planned renovation activity. The name for this project is "Chapel Deck & Ramps Renovation". Facility Description & Project Scope The subject renovation project consists replacing the wooden deck and ramp located at ground level on the north south side of the chapel and a wooden ramp at the south side of the chapel. These are all wood systems with metal fasteners. The only exception is adhered carpet on the south ramp. The scope of this project was to sample and identify any ACBM that may be present in the facility that may require special treatment prior to or during the planned renovation. Sampling Strategy The only suspect asbestos containing materials observed at the site of the planned renovation consisted of miscellaneous materials. Bulk material sampling was conducted according to the following sampling plan: Miscellaneous Materials: These include materials such as acoustical ceiling tiles, floor tiles and linoleum, wall board, wire insulation, caulking and sealants, laboratory equipment, furniture, draperies, etc. (basically, anything that does not fall into the first two categories). Suspect miscellaneous materials are 3611 NW 97" Avenue ♦ Cooper City, Florida 33024 ♦ Tel (954) 431-9005 ♦ FAX (954) 431-9202 www.aihsinc.com Pre -Renovation ACBM Survey: January 31, 2014 "Chapel Deck & Ramps" AIHS Project # 1777-084 11300 NE 2°d Avenue Miami Shores, Florida sampled in such a manner as to determine whether or not they contained asbestos. The number of samples collected of a given miscellaneous material is left to the discretion of the inspector. As a general rule however, the number of samples collected of most friable miscellaneous materials is based on the same scheme as that used for friable surfacing materials. All accessible areas of the renovation area were inspected. Bulk sample specimens of materials suspected of containing asbestos were collected and submitted for analysis by Polarized Light Microscopy in conjunction with dispersion staining as outlined in 40 CFR, Part 63, Subpart F dated January 1987. Analysis was conducted by Advanced Industrial Hygiene Services, Inc. who is accredited for asbestos fiber analysis through successful participation in the National Voluntary Laboratory Accreditation Program (NVLAP) and meets the requirements of section 206(d) of Title II of the USC Chapter 15, TSCA as stated in 40 CFR 763 dated April 30, 1987. For additional details on analytical results, please refer to the Analytical Results section of this report. Those suspect asbestos -containing materials that were present and expected to be removed and/or disturbed as a part of this project are listed below: Miscellaneous Materials: The ramp and deck systems are constructed of wood with metal fasteners. Adhered wall-to-wall carpet is present on the ramp on the south side of the chapel. Representative samples were collected of the carpet with adhesive and all were reported by the laboratory to contain no detectable quantities of asbestos. Assessments of ACM Based on the results of this survey, no asbestos containing building materials are scheduled affected by the planned deck and ramp renovation. Laboratory Performing Bulk Sample Analysis Advanced Industrial Hygiene Services, Inc. 3611 NW 97t11 Avenue Cooper City, Florida 33024 Telephone: (954) 431-9005 Pre -Renovation ACBM Survey: January 31, 2014 "Chapel Deck & Ramps" A1HS Project # 1777-084 11300 NE 2°d Avenue Miami Shores, Florida On each page of the report of analysis section is the National Voluntary Laboratory Accreditation Program (NVLAP) laboratory identification number (101006-0) that was assigned to the AIRS, Inc. laboratory upon entry into the NVLAP. A copy of the certificate of NVLAP accreditation as well as a certificate of The Scope of Accreditation is enclosed with this inspection report. AIHS, Inc. is licensed to conduct inspections for asbestos -containing materials in buildings under an Asbestos Consultants Business License (ZA 0000068) and is qualified by Bruce Marchette, CIH (Asbestos Consultants License # IA 0000041). Closing Remarks This limited pre -renovation survey for ACBM is intended for the sole use of Barry University. The scope of services performed in execution of this investigation may not be appropriate to satisfy the needs of other users, and any use or re -use of this document or the findings, conclusions, or recommendations presented herein is at the sole risk of said user. Opinions and recommendations presented herein apply to site conditions existing at the time of our investigation. They cannot necessarily apply to site changes of which this office is unaware and has not yet had the opportunity to evaluate. Prior to initiating any renovation or demolition project, Federal Law requires that the local EPA representative's office (The Department of Environmental Resource Management, 701 NW 1" Court, Suite 400, Miami, Florida 33136) be notified in writing at least 10 working days prior to the onset of the project. Disclaimer This inspection report is the result of a diligent search of the renovation areas for asbestos - containing building materials. The purpose of this inspection was to identify asbestos -containing materials that may require special treatment prior to proceeding with the planned renovation operation. Because this inspection was conducted prior to a planned renovation operation, only those suspect asbestos -containing materials expected to be disturbed as a result of the renovation activities were sampled and submitted to the laboratory for asbestos content. However comprehensive this inspection appears, it does not claim to have identified all of the asbestos - containing materials present in the facility. Pre -Renovation ACBM Survey: January 31, 2014 "Chapel Deck & Ramps" AIHS Project # 1777-084 11300 NE 2°" Avenue Miami Shores, Florida AIHS, Inc. is pleased to be of service. Please contact this office should you have any questions or comments concerning this report or any related matter. Enclosed: Table 1: Analytical Results Summary Consultant's credentials Laboratory credentials Appendix: AIHS Analytical Reports - Log # 17008 4 Table 1: Analytical Results Summary TABLE ASBESTOS ANALYTICAL RESULTS SUMMARY "Chapel Deck & Ramp Renovation", Barry Universit ,11300 NE 2°d Avenue, Miami Shores, FL Sample Number Location Description Asbestos NESHAP Classification 1777-17008-1 & 2 South Ramp I Carpet & Mastic NAD 6 KEY: NESHAP Classification 1. Friable Surfacing ACM 2. Friable Thermal System ACM 3. Friable Miscellaneous ACM 4. Category I Non -Friable ACBM 5. Category 11 Non -Friable ACBM 6. Non -ACM NOTES: NAD No Asbestos Detected Asbestos Licenses a Appendix: Analytical Results HAdvanced Industrial Hygiene Services, Inc. All Facets of Industrial Hygiene Service Account # 1777 Date: 30/JAN/14 Project # 084 Page 1 of 2 pages Barry University Sample Log # 17008 11300 NE 2nd Avenue NVLAP Lab Code 101006-0 Miami Shores, Florida 33161 Attn: Yosef Shapiro Collected by: Bruce Marchette, CIH Sample Received: 23/JAN/14 Sample Analyzed: 30/JAN/14 Sample Designation: Bulk Sample Submitted for Analysis "Chapel Deck & Ramps", 11300 NE 2nd Avenue, Miami Shores, FL Analytical Results: ASBESTOS CONTENT Sample # 1777-17008-1: Carpet & Mastic from South Ramp 1. Sample Appearance: Red/black looped carpet with an off-white woven backing and yellow/tan mastic 2. Was Asbestos Detected? No 3. Is Sample Homogeneous? No 4. Non -Asbestos Fibers Present: 95% synthetic fibers 5. Non -Fibrous Material Present: 5% glue resins (mastic) Synthetic fibers anisotropic, (+) sign of elongation, birefringence: medium, pleochroic, parallel extinction Lab workstation temperature: 25 "C This analysis report is valid for sample # 1777-17008-1 only. Advanced Industrial Hygiene Services, Inc. is accredited for asbestos fiber analysis through participation in the NIST National Voluntary Laboratory Accreditation Program (NVLAP) and meets the requirements of 40 CFR Part 763.87, Vol. 52, No. 210 Dated Friday, October 30, 1987. Accreditation renewal date: March 31, 2014. Analytical Method: EPA -600/M4-82-020 "Interim Method for the Determination of Asbestos in Bulk Insulation Samples" & EPA/600/R-93/116: "Method for the Determination of Asbestos in Bulk Building Materials" (NVLAP Lab Code 101006-0). Analyzed by: Bruce Marchette, CIH Laboratory: Advanced Industrial Hygiene Services, Inc., 3611 NW 97`h Avenue, Cooper City, Florida 33024, Telephone: (954) 431-9005 This report shall not be reproduced except in full, without the written approval of Advanced Industrial Hygiene Services, Inc. Furthermore, this report may not be used to claim product endorsement by NVLAP or any agency of the U.S. Government. Respectfully Submitted, ._. `' �^ w Bruce Marchette, CIH Authorized Signatory AIRS, Inc. 3611 NW 97`h Avenue ♦ Cooper City, Florida 33024 ♦ Tel (954) 431-9005 ♦ FAX (954) 431-9202 www.aihsinc.com 2 Account # 1777 Project # 084 Barry University 11300 NE 2"d Avenue Miami Shores, Florida 33161 Attn: Yosef Shapiro Sample Received: 23/JAN/14 Date: 30/JAN/ 14 Page 2 of 2 pages Sample Log # '17008 NVLAP Lab Code 101006-0 Collected by: Bruce Marchette, CIH Sample Analyzed: 30/JAN/14 Sample Designation: Bulk Sample Submitted for Analysis "Chapel Deck & Ramps", 11300 NE 2"d Avenue, Miami Shores, FL Analytical Results: ASBESTOS CONTENT Sample # 1777-17008-2: Carpet & Mastic from South Ramp 1. Sample Appearance: 2. Was Asbestos Detected? 3. Is Sample Homogeneous? 4. Non -Asbestos Fibers Present: 5. Non -Fibrous Material Present: Red/black looped carpet with an off-white woven backing and yellow/tan mastic No No 95% synthetic fibers 5% glue resins (mass Synthetic fibers anisotropic, (+) sign of elongation, birefringence: medium, pleochroic, parallel extinction Lab workstation temperature: 25 °C This analysis report is valid for sample # 1777-17008-2 only. Advanced Industrial Hygiene Services, Inc. is accredited for asbestos fiber analysis through participation in the NIST National Voluntary Laboratory Accreditation Program (NVLAP) and meets the requirements of 40 CFR Part 763.87, Vol. 52, No. 210 Dated Friday, October 30, 1987. Accreditation renewal date: March 31, 2014. Analytical Method: EPA -600/M4-82-020 "Interim Method for the Determination of Asbestos in Bulk Insulation Samples" & EPA/600/R-93/116: "Method for the Determination of Asbestos in Bulk Building Materials" (NVLAP Lab Code 101006-0). Analyzed by: Bruce Marchette, CIH Laboratory: Advanced Industrial Hygiene Services, Inc., 3611 NW 97`" Avenue, Cooper City, Florida 33024, Telephone: (954) 431-9005 This report shall not be reproduced except in full, without the written approval of Advanced Industrial Hygiene Services, Inc. Furthermore, this report may not be used to claim product endorsement by NVLAP or any agency of the U.S. Government. Respectfully Submitted, Bruce Marchette, CIH Authorized Signatory AIRS, Inc. Advanced industrial 'Hy91000 $W1110,06, 100. Chain-of4custody Record All fad oflnwflai Hygiaw Service 3611 NW97' Avenue • Crne r C"iiy , Pleri 33o2l ' dt'(93+1) 431.900$ ' Pw(W) 431-9202 Page I of I Me project Name or Number- project Location- Analyses Requested "Chaff ®ems & Ratups", 11300 NE 2"d Avenue} 1777484 Miami Shores FL Custarner Na me. Sample Description/Type Sample (check cine) olume ' Number Mena Sample dote "mime Air Bulk Raab Tape ear of aComments1777- Area 4FRI'MfuryCtnive�rsity 1. danusay" 201 2 Suspect ACBM 1 700 , Transfers Date Tirrie Accepted by: Date, Time Fersun Responsible for Sample: Transfer hero # # ltefan uished Bruce Marebotte, C111 f 5 23: 17:00 , 3sc 2$, ITOO 20141 014' Remarks, 2 �m 3 Pre -renovation survey for ACBM Miami shores Village Building Department RECEIPT PERMIT #: ^ 1 (4 - Z, k -f 3 DATE: d ,�' ` <ontractor Owner Architect Picked up 2 sets of plans and (other) Address: 1S CT 02-Y &�rq fJ 4u j 10050 N. E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Acknowledged by: PERMIT CLERK IN RESUBMITTED DATE: Z I PERMIT CLERK INITIAL: f permitting process. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FIL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-217938 Scheduled Inspection Date: August 15, 2014 Inspector: Rodriguez, Jorge Owner: , BARRY UNIVERSITY Job Address: 11300 NE 2 Avenue Cor Jesus Chape Miami Shores, FL 33138-0000 Project: BARRY UNIVERSITY Permit Number: CC -2-14-243 Permit Type: Commercial Construction Inspection Type: Slab Work Classification: Alteration Phone Number Parcel Number 1121360010160-01 Contractor: EMERALD CONSTRUCTION CORPORATION Phone: (305)310-4543 tsunamg uepartment comments NEW CONCRETE RAMP AND DECK WITH CANOPY AT CHAPEL BUILDING. INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-206893. Missing compaction test and termite. Must pass underground electric Failed ❑ RALPH 786-251-1331 Correction Needed 4A� Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. August 14, 2014 For Inspections please call: (305)762-4949 Page 12 of 14 ., ENGINEERING _ VICE5, INC. FIELD DENSITY TEST REPORT Client: Emerald Construction Group Date: July 28, 2014 1086 NW 1" Court Job: D-1407160 Hallandale Beach, Fl. 33009 5 Barry University i MA + Miami — — I_' _I i 1 ' 1 • . FIELD DENSITY TEST RESULTS v 105884 Fine Beige Sand 106.8 12.3 95% 4 V FIELD DENSITY TEST RESULTS v Center Area of Ramp KV M. -J, Southwest Area of Deck Comments: VMB Venlpftmn Professional Engineer No. 63107 State of Florida 13370 SW 131st Street, Suite 105, Miami, FL. 33186 (305) 259-9779 PEST CONTROL, INC. NOTICE OF TERMITE PROTECTIVE TREATMENT AS REQUIRED BY FLORIDA BUILDING CODE (FBC) 104.2.6 AS PER 104.2.6 -IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. DATE OF TREATMENT: . ( TIME OF TREATMENT: IN iOb APPLICATO OUT BUILDER NAME: TREATMENT ADDRESS: C� Oma► N �j Z4��1 JOB #: LOT: BLOCK: UNIT: PRAY BLT SPRAY ONLY SPRAY # RESIDENTIAL COMMERCIAL DITI CHEMICA C % GALLONS MONOLITHIC 14 & be SIF STEMWALL SF L/F L/F STAGE OF TREATMENT (HORIZONTAL, VERTICAL, ADJOINING SLAB, RETREAT OF DISTURBED AREA PERIMETER TREATMENT CHEMICAL: % GALLONS DATE OF /300 S. STATE ROAD TIME OF TREATMENT: APPLICATOR: L/F 1-800-749-8588 FAX: 954-584-6117 r> _ VISUAL INSPECTION July 1, 2014 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores Village, Florida 33138 RE: Chapel ADA Improvements Footings for Ramp Walkway 11300 N.E. 2"d Avenue Miami Shores, Florida b NTES Project Number: SS -140702 Dear Sirs, Per your request and authorization, a representative of Nelco Testing and Engineering Services, Inc. has inspected the footing excavations at the above referenced property. Upon inspection it was observed that the footings were excavated into the existing limestone bedrock. Field density tests of the limestone bedrock do not yield comparative measures and thus a visual inspection of those excavations was performed. Nelco Testing and Engineering Services, Inc. appreciates the opportunity of assisting you in this project. If you have any questions or if we may be of further assistance, please call us at (305)259-9779. Respectfully Submitted Nelco Testing and Engineering Services, Inc. \"', L1 i5Q eti.,i..,.7Ce--� Vinay aga a a •rishnan Professional Engineer No. 56712 State of Florida 13370 SW 131 Street, Suite 105, Miami, FL. 33186 (305) 259-9779