Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
REV-17-1948
State Certification or • Registration #.•�C-3-16-558- Cl� S i O?O Certificate DESIGNER: Architect/Engineer: BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 Master Permit No. PERMIT APPLICATION Sub Permit No C-(� * 5� RECEIVED JUL 31 17t7 q . FBC 2O ( 1U •BUILDING ❑ ELECTRIC El ROOFING El REVISION ❑ EXTENSIO ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: 9220 Biscayne Blvd. El SHOP DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:11-3206-014-1460 Occupancy Type: Load: Construction Type: OWNER: Name (Fee Simple Titleholder): Jean Gulimoto Is the Building Historically Designated: Yes NO Renovation Flood Zone: BFE: FFE: Phone#:. (4 I1Z4J — Address: 1110 Brickell Ave. Suite #404 City: Miami State: FL Tenant/Lessee Name: Phone#: Zip: 33131 Email: CONTRACTOR: Company Name: The Narsha Group, LLC Address: 2121 SW 3th Street Phone#: (561) 674-3533 City: Miami Qualifier Name: Luis F. Naranjo State: FL Zip: 33129 mono, (786) 222 1876 of Competency #: Frank Lezcano Phone#: (305)372-6502 Address: 11805 SW 26th Street Floor 1 Room 120 City: State: Zip: Value of Work for this Permit: $.•‘01,04-"\ -- — Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace • Demolition Description of Work: structural revision Specify color of olor thru tile: Submittal Fee $ Permit Fee $ CCF $ ,CO/CC $ Scanning Fee $ 6 Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ ________.-------S-t uctural Reviews $ RQ -OD Bond $ TOTAL FEE NOW DUE $ 2 9 •6) (Revised02/24/2014) • t or _1()(0_ 190 I E 0 1 • , • i r , .1 I !P 4 - 4 ••:•< "": Qq4i411rl.r:-Y:6441 I =Sk:V/ib etV # • • • 11 • 11 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law bro e ill be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commet be posted at the job site for the first inspection which occurs seven (7) • • ys after the building permit is issued. In uch t �' • • posted notice, the inspection will not be approved and a reins ;,3� �j fee will be charged. Signature OWNER or - NT Signature The foregoing instrument was acknowl . ged before me this The foregoing instrument was acknowledged before me this day of '� 7 , 20 I- , by N tday of J\ y , 20 k� , by T j (j i; &Jv I_LA Li U i , who is personally known to �j n, Ftl% is e01, who is personally known to as me or who has produced me or who has produced t �) identification and who did take an oath. NOTARY PUBLIC: Sign: Print: M Seal: h: -1 MARTIN G TORRISI • • MY COMMISSION # FF964004 EXPIRES February 23.2020 1401) 31#841103 FlondalloterySenricatan 1n • identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as e MY COMMISSION 0 FF929068 EXPIRES October 20, 2019 1•'C7n39$1),53 rioAdallotayServiea.eoro APPROVED BY (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk POWER OF ATTORNEY The undersigned hereby authorizes Mr. Bruno Halimi to act as my representative in regard to the property located at 9220 Biscayne Blvd , Miami Shores, Florida 33138. eaan Guilmoto MGR ;A`�►R';: MARTIN G TORRISI •'c MY COMMISSION S FF964004 EXPIRES February 23.2020 14uii avaotaa HaniallotarrSorvicceen Sworn to and signed before me, this 17 day of , `. j , 2017 Miami, Florida USA Not. .%l tate of Florida. Florida Department of State yv r r I -I -I -i f0-11 dj • rA iIii ti% ft,d ,ittf/t' 01140rt%./Zr ,;/9$11e Department of State / Division of Corporations / Search Records / Detail By Document Number / DIVISION OF CORPORATIONS Detail by Entity Name Florida Limited Liability Company 9220 BISCAYNE LLC Filing Information Document Number L15000172555 FEI/EIN Number 47-5346250 Date Filed 10/09/2015 State FL Status ACTIVE Principal Address 1110 BRICKELL AVE STE 404 MIAMI, FL 33131 Mailing Address 1110 BRICKELL AVE STE 404 MIAMI, FL 33131 Registered Agent Name & Address NRAI SERVICES INC 1200 S PINE ISLAND RD PLANTATION, FL 33324 Authorized Person(s) Detail Name & Address Title AMBR TEJO FLORIDA II LLC 1110 BRICKELL AVE STE 404 MIAMI, FL 33131 Title AMBR BLACKROSE PARTNERS LLC 1110 BRICKELL AVE STE 404 MIAMI, FL 33131 Title MGR GUILMOTO, JEAN 1110 BRICKELL AVE STE 404 MIAMI, FL 33131 Annual Reports Report Year Filed Date 2016 03/01/2016 2017 02/28/2017 Document Images 02/28/2017 — ANNUAL REPORT 03/01/2010 — ANNUAL REPORT 10/09/2015 — Florida Limited Liability View image in PDF format View image in PDF format View image in PDF format Fonda Department of State, Division of Corporations CALCULATIONS FOR Interior Alteration 9220 Biscayne Blvd. Miami Shores, FL 33138 a RFCEI V ED -11'1 3.1 ;Iv ••• . • •• .•.• • .• .. • • ... • .• ... • • • • • •. .... .. .. . . • •• • • •• • • .▪ • .• . ..• . Submitted to: �.t••" •• hpE LA hp<> Miami Shores Village Building Department a o o. 73 32 _ Wr✓' * •_ CT6T' nF : .• t �•A..• (• rJ(I i��•9 f L #i 1' B�f Prepared by: Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL, 33016 STRUCTURAL NEVI .• • • . • • • DATOL, INDEX ITEM PAGE I. Special Inspector form 1 II. Steel Beam Calculation 2-4 III. Steel Column Calculation 5-7 IV. Anchor Calculation 8-9 V. Wood Connector 10-11 VI. Footing 12-13 Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. .... . . . • • • • • • I (We) have been retained by to perform special inspector sere ed u der tit /florin • • Building Code 5th Edition (2014) and Miami a Cou y ministrative Code at the U�d' ▪ t A4 • project on the below listed structure as of a't 1/ (date). I am a registered ' • architect/professional engineer licensed in the St to of lorida. Process Number: .... • • .... .. . • • • • • • • • •• •• • • • • • _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) • • • • • _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for • • • • • )Q Trusses > 35 ft. long or 6 ft. high • • •• *Steel Framing and Connections welded or bolted Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) emp yed by this firm or me is authorized representative to perform inspectoo * _ �� / 2 1. 3. / 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, :as required by the Florida Building Code, must be performed by the Miami Shores Building Dep i'` . tions performed by the Special Inspector hired by the owner are in addition to the mandate • *'lr r(Tined by the department. Further, upon completion of work under each Building,e `�' .I° id r&rt•tpthe Building Inspector at the time of the final inspection the completed inspecti iktog. ► • n. • seAd•siment indicating that, to the best of my knowledge, belief and profess rtionf the project outlined above meet the intent of the Florida Building Code afrdal accordan with the approval plans. • II; *4-1-"i: Enginyer/AArrchit�"`t • • ,E OF • : _ cU (� �U :.�":.. A C* .' 41 Name S Address / 45)4Zg' ‘" 9-061, Signed and Date: 1i TA►DEOS ERIGIBIEEREING Tadeos Engineering LLC 14750 NW 77' Ct. Suite 205, Miami Lakes, FL. 33016 CA# 31229 Email: Iu is@tadeosengineering.com Phone: 305 903-8816 L\ ¶ •--- • •. .. ... • • A4 roc: . •.• ...it r . '1,. 0-..4.-e.e,-1 ,;oe/v pej x c '._ ,•;. , ,' .•'• .• a v r r• o ✓G cam. N.t_ wool • ••/1/Ari.. . . • vL.(k a tyly 4-.Q4,-1. 40 ?z,_1 y 4o (L/ 4 3 k k U. (c f1`--A 970 ? 4� 4( e &de T-"P(?.( 6o?, 1LAL 9220 Biscayne Blvd., Miami Shores, FL. 33138 Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration -Steel Beam. Lic. # : KW-06011215 Description : New W10x19 Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Methodallowable Strength Design Beam Bracing Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.6075) L(540) W10x15 Span = 8.160 ft Project ID:AC040 Printed: 21 JUL 2017, 11:36AM Licensee : Tadeos Engineering LLC, KW-06011215 • . • •• • • •••• • • •- -••- ILO AP••• • • • • • • • •• • Fy : Steel Yield • • • •60.0 ksi • • E: Modulus : • 28401).0 ksi• •. •.: W10x15 Span = 11.160 ft • • •• •• I_ • • • • • • • • • • Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.6075, L = 0.540 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.360: 1 Section used for this span W10x15 Ma : Applied 14.353 k-ft Mn / Omega : Allowable 39.920 k-ft Load Combination +D+L+H Location of maximum on span 8.160ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Load Combination Segment Length +D+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+L+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+Lr+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+S+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+0.750Lr+0.750L+H Dsgn. L' = 8.16 ft Dsgn. L = 11.16 ft +D+0.750L+0.750S+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+0.60W+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft +D+0.70E+H Dsgn. L = 8.16 ft Dsgn. L = 11.16 ft • • • • • •• • • • Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.050 in Ratio= 2,689>=360 -0.003 in Ratio = 34,421 >=360 0.106 in Ratio = 1265 >=240. -0.006 in Ratio = 16198 >=240. & Stresses for Load Combinations Max Stress Ratios Summary of Moment Values Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm 1 0.190 0.089 2 0.190 0.089 1 0.360 0.167 2 0.360 0.167 1 0.190 0.089 2 0.190 0.089 1 0.190 0.089 2 0.190 0.089 1 0.317 0.148 2 0.317 0.148 1 0.317 0.148 2 0.317 0.148 1 0.190 0.089 2 0.190 0.089 1 0.190 0.089 2 0.190 0.089 Design OK 0.167 : 1 W10x15 7.689 k 45.954 k +D+L+H 8.160 ft Span # 1 Summary of Shear Values Va Max VnxVnx/Omega 1.97 -7.60 7.60 66.67 39.92 1.00 1.00 6.04 -7.60 7.60 66.67 39.92 1.00 1.00 3.72 -14.35 14.35 66.67 39.92 1.00 1.00 11.41 -14.35 14.35 66.67 39.92 1.00 1.00 1.97 -7.60 7.60 66.67 39.92 1.00 1.00 6.04 -7.60 7.60 66.67 39.92 1.00 1.00 1.97 -7.60 7.60 66.67 39.92 1.00 1.00 6.04 -7.60 7.60 66.67 39.92 1.00 1.00 3.28 -12.66 12.66 66.67 39.92 1.00 1.00 10.07 -12.66 12.66 66.67 39.92 1.00 1.00 3.28 -12.66 12.66 66.67 39.92 1.00 1.00 10.07 -12.66 12.66 66.67 39.92 1.00 1.00 1.97 -7.60 7.60 66.67 39.92 1.00 1.00 6.04 -7.60 7.60 66.67 39.92 1.00 1.00 1.97 -7.60 7.60 66.67 39.92 1.00 1.00 6.04 -7.60 7.60 66.67 39.92 1.00 1.00 4.07 68.93 45.95 4.07 68.93 45.95 7.69 68.93 45.95 7.69 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 6.78 68.93 45.95 6.78 68.93 45.95 6.78 68.93 45.95 6.78 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 4.07 68.93 45.95 • 3 Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration Project ID:AC040 Printed: 21 JUL 2017, 11:36AM teel Beam, Lic. # : KW-06011215 Description : New W10x19 Beam Load Combination Max Stress Ratios Segment Length Span # M V Mmax +D+0.750Lr+0.750 L+0.450W+H Dsgn. L = 8.16 ft 1 Dsgn. L = 11.16 ft 2 +D+0.750 L+0.750S+0.450 W+H Dsgn. L = 8.16 ft 1 Dsgn. L = 11.16 ft 2 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 8.16 ft 1 Dsgn. L = 11.16 ft 2 +0.60D+0.60W+0.60H Dsgn. L = 8.16 ft 1 Dsgn. L = 11.16 ft 2 +0.60D+0.70E+0.60H Dsgn. L = 8.16 ft 1 Dsgn. L = 11.16 ft 2 0.317 0.148 3.28 -12.66 12.66 66.67 39.92 1.00.1.00 •• 6.8' •68e93 0.317 0.148 10.07 -12.66 12.66 66.67 39.92 1.001'.Q0' 6.78'' 613:93 0.317 0.148 3.28 -12.66 12.66 66.67 39.92 1.00.11.Oti • • 6.28 68.93 0.317 0.148 10.07 -12.66 12.66 66.67 39.921.00.1,4Q... 6.78 .68.93 • • • 0.114 0.053 1.18 -4.56 4.56 66.67 39.92 1.00•1.00 • 2. • •4$•93 0.114 0.053 3.62 -4.56 4.56 66.67 39.92 1.00'1.00. • . 2.44 68.93 0.114 0.053 1.18 -4.56 4.56 66.67 39.92 1.00 1.00 2.44 'F$'r93 0.114 0.053 3.62 -4.56 4.56 66.67 39.92 1.00 1.00 2.44 68.93 Overall Maximum. Deflections Load Combination +D+L+H +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+0.750 L+0.750 S+0.450 W +H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Licensee : Tadeos Engineering LLC, KW-06011215 Summary of Moment Values + Mmax - Sumr & 1!)1'lhear Values Ma Max Mnx Mnx/Omega Cb ;Rm. •.Va Max • •WNVnx/Ontetjl3•; • i• • ••• • • 0.317 0.148 3.28 -12.66 12.66 66.67 39.92 1.00,1090 • • • 6.78 •eti 93 •15!95• • 0.317 0.148 10.07 -12.66 12.66 66.67 39.92 1.00,1Ad . • 6.78 .68.93 .45.95 • •••••• • 45.95 '44V• :•J`r9a5•: • • 45.95 45.95 Span Max. "-" Defl Location in Span Load Combination 1 0.0091 2.611 +D+L+H 2 0.1058 6.205 Support notation : Far left is #' Support 1 Support 2 2.923 0.928 1.547 2.923 1.547 1.547 2.579 2.579 1.547 1.547 2.579 2.579 2.579 0.928 0.928 1.547 14.130 4.488 7.481 14.130 7.481 7.481 12.468 12.468 7.481 7.481 12.468 12.468 12.468 4.488 4.488 7.481 Max. "+" Defl Location in Span -0.0060 6.952 0.0000 6.952 Values in KIPS Support 3 5.1T7 1.625 2.709 5.117 2.709 2.709 4.515 4.515 2.709 2.709 4.515 4.515 4.515 1.625 1.625 2.709 1.375 6.649 2.408 4 Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 .SteelColumn. Lic. # : KW-06011215 Description : New HSS3x3x0.25 Column Code References Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration Project ID:AC040 Printed: 21 JUL 2017, 11:42AM Licensee : Tadeos Engineering LLC, KW-06011215 ••.• • • • • Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information • . • •• • ... • • . • • • • Steel Section Name : HSS3x3x1/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 19,000.0 ksi Applied Loads Column self weight included : 79.290 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 8.785, LR = 1.304, L = 6.649 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabk Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratii Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W +H +D+0.750 L+0.7505+0.450 W +H +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination •••• • • Overall Column Height •,.,,• 91'.; Top & Bottom Fixity Top.aQUom Piqued • Brace condition for deflection (buckIiri along cdemma! X-X (width) axis : Fully braced against buckling alonD'lc=7jAtis ' Y-Y (depth) axis : • Unbraced Length for Y-Y Axis budding b9.0 ft, K s 1.0 .. • • • • • •• • • ••. • • Service loads entered. Load Factors will be applied fcR Qjculations. 0.7546 : 1 +D+L+H 0.0 ft 15.513 k 20.559 k 0.0 k-ft 5.693 k-ft 0.0 k-ft 5.693 k-ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum Load Reactions.. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections... Along Y-Y 0.0 in at for Toad combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.431 0.755 0.495 0.431 0.721 0.674 0.431 0.431 0.721 0.674 0.674 0.259 0.259 Axial Reaction @ Base PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Note: Only non -zero reactions are listed. X-X Axis Reaction @ Base @ Top k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top +D+H 8.864 • Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 :Steel ,Column Lic. # : KW-06011215 Description : New HSS3x3x0.25 Column Maximum Reactions Load Combination Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration Project ID:AC040 Printed: 21 JUL 2017, 11:42AM Licensee : Tadeos Engineering LLC, KW-06011215 •••• Note: Only non -zero reactions ere listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments. k-ft My - End Moments • @ Base @ Base © Top @ Base © Top @ Base •6 Top Vase: @ Top •• +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450 W+H +D+O.750 L+O.750S+0.450 W +H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Extreme Reactions Item 15.513 10.168 8.864 14.829 13.851 8.864 8.864 14.829 13.851 13.851 5.319 5.319 8.864 1.304 6.649 a.•••• • • • • • • • • • • • • • • • • •• •• • • • • • •• • • • • • • • • • • • • • •• • • • • • • • •• •• -• • • • • • • • • • • • � • • Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Extreme Value @ Base @ Base @ Top @ Base @ Top © Base @ Top @ Base @ Top Axial @ Base Reaction, Reaction, Reaction, X-X Axis Top Reaction, Y-Y Axis Top Moment, X-X Axis Base Moment, Moment, X-X Axis Top Moment, Y-Y Axis Top Maximum Minimum X-XAxis Base Maximum Minimum Y-Y Axis Base Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Y-Y Axis Base Maximum Minimum Maximum Minimum Maximum Minimum 15.513 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 8.864 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.7505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft • Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 !:Steel Column.. Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration Lic. # : KW-06011215 , Licensee : Tadeos Engineering LLC, KW-06011215 Project ID:AC040 Printed: 21 JUL 2017, 11:42AM Description : New HSS3x3x0.25 Column Maximum. Deflections for Load Combinations Load Combination Max. X-X Deflection Distance L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft Steel Section Properties : HSS3x3x1/4 Depth = 3.000 in I xx = 3.02 inA4 Max. Y-Y Deflection Distance: • • • Design Thick = 0.233 in S xx = 2.01 inA3 Width = 3.000 in R xx = 1.110 in Wall Thick = 0.250 in Zx = 2.480 inA3 A a 2.440 inA2 I yy = 3.020 inA4 e 9ht = 8.810 plf S yy = 2.010 inA3 Ryy = 1.110 in Ycg aid = 0.000 in Load 1 X 3.00in 0.000 in 0.000 ft • • 0,000 in 0.000 ft • 0.000 in 0.000 ft 0.000 in 0.000 ft • • • • 0.000 in 0.000 ft••••• • • •• •_• • • • • • • • • • • C • • = • • • • • • • • •_• • • • • • • • •• • • • • • • •• •• • • .080 inA4 • • • . • • • • •.•••• • • • • • 896Q0 irf`3 • • • • •• www.hiltLus 1411.111"1 Company: (Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.7.3 Page: 1 Project: 9220 Biscayne Blvd. Sub -Project I Pos, No.: Date: 7/21/2017 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 5/8 (5) • • • • • •• • • • • • • • • • • • • . • • • �...� �....ti....a • • Effective embedment depth: haf = 3.880 in., hnom = 5.000 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 12/1/2017 • •• • • • • Proof: Design method ACI 318 / AC193 • • Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. • • • •• • • • • • • • Anchor plate: Ix x ly x t = 12.000 in. x 14.000 in. x 0.375 in.; (Recommended plate thickness: not calculated • • Profile: W shape (AISC); (L x W x T x FT) = 9.990 in. x 4.000 in. x 0.230 in. x 0.270 in. Base material: cracked concrete, 2500, fc' = 2500 psi; h = 8.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no • • • • • •• •• • • • Geometry [in.] & Loading [lb, in.lb] z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademadc of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E-Mail: Page: 2 Project: 9220 Biscayne Blvd. Sub -Project I Pos. No.: Date: 7/21 /2017 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization • • • • • • • • • • Loading Proof Load Capacity ON / pv [ej]• • StdfG%„ Tension - - / - - • • Shear Steel Strength 1279 6733 - / 20 OK • •••• • • • • • • • • • • Loading i fiv S Utilization v••.[%]♦ Status • • • Combined tension and shear loads - . • • • •• • 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. • • • • • • � • • • •• • • • • • • •• • •• • • • • • • • • • •• Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan TADEOS�� 60o941 6,0P..C--/ Tadeos Engineering LLC 14750 NW 77'h Ct. Suite 205, Miami Lakes, FL. 33016 CA# 31229 Email: Iuis@tadeosengineering.com Phone: 305 903-8816 ••. • • • • • • • • • • • • •• • • • • • • • •• • • vk •:•••: -42) j (JSG ,La4 c)-8 p k Lak = / / co l/4 `) • • •* • • • • • •• • • ••• • • • •• 9220 Biscayne Blvd., Miami Shores, FL. 33138 �0 Solid Sawn Joist HMIs 'K SIMPSON FACE MOUNT HANGERS - SOLID SAWN LUMBER (DF/SP) rs These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. D D D D d r ID ID D CD S>ing-TTie ® 6J These products are approved for installation with the Strong-Drive SD Connector screw. See page 27 for more information. • Joist Size Q� Model No. Ga ?Dimensions (In.) Mln/ Fasteners ' , _ - DF/SP;Aliowable Loads (Installed = Cost'Index `_,: (ICI), - Code Ref. ; W H B Max ' 'Header Joist, ev Uplift' (160) Floor ;4100) ' Snow - (115) Roof. (125)"` SAWN LUMBER SIZES TPL 2x6 rLUS26-3 18 46/e 4'/e 2 4-16d 4-16d 1165, " 0+1030- ' .1180' 1280 ._ ,--- ' • • • 160 .. •••• • a U26.3 16 .14% 4% 2 8-16d .-. . 4-10d ._ > --740 1150 '1305_ : ,1410 :' _'-'•. HU26 3/HUC26-3 14 41/16 :51/2, "21/2',' Min -8-16d 4-10d s. ., 760 r 1190 ". .11345' • 1445• 14 411Ae , 5'/a 2'/s Max 12-16d 6-10d- ' 1,135-. ;�1.785 2015_ ',•24g5 ; 2x8 0 ' LUS26 18 1 °/i6 43/4 1% - 4-10d 4-10d 1165 865 990 , 1QZQ • Lowest • • : ... • 17,127, F6, LG. L17 • • • , • : • LU26 20 la/le 4% 1'/z - 6-16d 4-10dx11/2 565 835 950 1000 +6% rLUS28 18 1 M6 66/e 13/4 - 6-10d 4-10d 1165 1100 1255 .• Mc?• +23% rLU28 20 1 °/16 6% 11/2 - 8-16d 6-10dx11/2 850 1110 1270 'MST • +39°/4 • U26 16 13/46 4% 2 - 6-16d 4-10dx1'/2 585 865 980 *MST +43% • 0 • • •••• • 17, F6, L17. • • •••• 'LUC26Z 18 1 °/,6 43/+ 1% - 6-16d 4-10dx11/2 730 845 965 ' •1440/ • +160% HU28 14 1 °A 6 5% 2'/a - 6-16d 4-10dx1'/2 610 895 1005 o •1145• • +251 C 'HUS26 16 1% 5% 3 - 14-16d 6-16d 1550 2720 3095 , *VA . +276% • • 17.17, , F6LS.{4z + • •• ... I ---- HUS28 16 1% 7 3 - 22-16d 8-16d 2000 3965 4120 " 4220 : +409°o DBL 2x8 'LUS26-2 18 •31/6 4%2 - 4-16d 4-16d "1165 = 1030 - -1180:i p*i128Qn' . r.16&5 . 0' Lowe, • • - +8% 7 LUS28-2 . 18. ;31/e 7 2,w. , - 6-16d 4-16d ,. . 1165 ' :1315 -" 1500 U26-2 16 3'/e 5 2 - 8-16d 4.10d? ';'740':= 1<150 - 1305 'f410 ' ' `+65°, • • • • 17, F6, L17 "HUS28-2/HUSC28.2 14 ;3'/e .73/46 2 - 6-16d 6.16dr #1550 ' 1595- 1815 1960c: :+188°/6` HU28 2/HUC28 2 1'4 i3'/e 7 2'/2 •Min 10-16d, 4-10d:%" 760' -,1490' 1680 .: 1805 "'+397%' 14 31/6 7 21/2 Min# 14-16d 6-10d a;1135 2085 ^2350 .• 2530 +418% TPL 2X8 'FLUS28-3 18 4% 6'% 2 - 6-16d 4-16d 1165 1315 1500 1625 160 U26.3 16 4% 4% 2 - 8-16d 4-10d 740 1150 1305 1410 * HU26 3/HUC26 3 14 4"3/46 5'/2 2'/2 Min 8-16d 4-10d 760 1190 1345 1445 14 411/16 51/2 21/2 Max 12-16d 6-10d 1135 1785 2015 2165 QUAD 2X8 HU UC28-4 14 14 6'/e 6% Min •10-16d 4-16d, , 900 - " 1490 ' ' 1680P 1805 ; 3ti 14 14 6% 6% Max 4-: ,1165 2350 2530 , - *- _ 2x1 ''HUS210 LUS28 18 1 °A6 6% 1% 6-10d 4-1 d ,-' 1100,„ 1255 1360 Lowest 17, 127• F6, L5, L17 8 20 1 °/16 63/6 11/2 - 8=1" x11/2 850 1 if0 1270 1335 +13% LUS210 18 1 °A6 7t3/4e 1% - 8-10d 4-10d 1165 1340 1525 1650 +15% 'LU210 20 1 M6 713/4e 11/2 - 10-16d 6-10dx1'/2 850 1390 1585 1715 +28% 17, F6, L17 U210 16 1 °Ae 713Ae 2 10-16d 6-10dx11/2 1110 1440 1635 1685 +76% 'LUC210Z 18 1°A6 7% 13/4 - 10-16d 6-10dx11/2 1100 1410 1605 1735 +180% HU2 14 1 °Ae 7'/6 2% - 8-16d 4-10dx1'/2 610 1190 1345 1445 +225% 16 1% 9 3 - 30-16d 10-16d 3000 4255 4445 4575 +450% ''LUS210-2: ;DBL. 'r.HUS210-2/HUSC210-2 2n 18 31/e 7 2 - 6-16d •. 4-16d ,u.1165 s-.1315 1500. 4.1625:y lowest, 17,127, F6, L5. L17 18 ,3'/a. • 9 2 8-16d . 6-16d 1745 ' 1830 r 2090 2265 ' - +34%•,-• U210-2.x - 16 :3%6, � 8'/2 2? - 14-16d . - 6.10d 1 ' . , 1110,: 2015 : 1 2285 - 2465; +88%. - 17, F6, L17 14' -:3'/e .93/e 2 - 8-16d • 8-16d 1 " : 3295 ' 2125 2420 -2615 +217%• 17, F23, L17 2X10'' HU210 2/HUC210 2 14 '3% 813/+e 2% 'Min. 14-16d 6-10dkr•:•. 1135 , 2085 •. ' 2350, 25307 +441% 1 17, F6, L17 14 31/6 813/16 .21/2 `-Max , 18-16d 10.10d. •- aa1895 ' 2680` :.3020 . 32501 +467,%'° HUCQ210-2=SDS 14 '2".d• -_9' 3 - 12=i4'x2'di SDS 6-' `x2'h° SDS : 2510 - _4680 •4955 "4955' , ;i... F23 THHUS210-2"- • 14 '3%e 9%2 • 3•'• - 30=16d° 10-16d 54000- 5635' '6380?i 6880'' F23 TPL 2X10 'LUS28-3 18 4% 6% 2 - 6-16d 4-16d 1165 1315 1500 1625 * 160 F'LUS210-3 18 4% 83/16 2 - 8-16d 6-16d 1745 1830 2090 2265 * U210-3 16 4% 73/4 2 - 14-16d 6-10d 1110 2015 2285 2465 HU210 3lHUC210 3 14 411/16 8°/16 2'/2 Min 14-16d 6-10d 1135 2085 2350 2530 * 17, F6, L17 14 4'/16 8%6 21/2 Max 18-16d 10-10d 1895 2680 3020 3250 * ?HHU8210-3 14 413/46 8'/a 3 - 30-16d 10-16d 4000 5635 6380 6880 * F'HGUS210-3 12 415/16 9'/e 4 - 46-16d 16-16d 4095 9100 9100 9100 * 17, F23 HUCQ210-3-SDS 14 4'',,b 9 3 - 8- >•'x2 ,;, SDS 4_,,, x21L: SDS 2510 4680 4955 4955 - F23 QUAD 2x101!HHUS210-4. .!HGUS210-4a HU210 4/HUQ210-4 - - ..' - , - 14,.,6%--8%':2'/2..Min '14=16d 6-16d r'1345, '•2085`-:=�2350-.2530 •?�'•1 160 14 "6'/s• , 8% 21/2., Max 18-16d 8-16d 1. 1795 ' 2680:' 3020 , ; 3250 •:i. •"�t`y ; 14 .6'/6 • .8% rr 3 - 30-16d 10-16di d • 1.4000,. 5635 ' .6380 `.'6880 '-a � ` `-' F23, 160 •1d ° 12 6°Ae ,•9'% .>4 - 46-16d 16.16d1 - 4095 9100%, • 9100 ' - 9100.. - -'S', -; 'LUS210 18 1°/16 713/16 1% - 8-10d 4-10d 1165 1340 1525 1650 Lowest 17, 127. F6, L.5. L17 'LU210 20 1°/16 713A6 11/2 - 10-16d 6-10dx1'/2 850 1390 1585 1715 +11% U210 16 1°/16 7'3/16 2 - 10-16d 6-10dx1'/2 1110 1440 1635 1685 +53% 17, F6, L17 2x12 - LUC210Z 18 1°A6 7% 13/a - 10-16d 6.10dx11/2 1100 1410 1605 1735 +180% 17,127. F6, L5. L17 HU212 14 1°/ie 9 2% - 10-16d 6-10dx1'/z 1135 1490 1680 1805 +347% 17, F6, L17 .PHUS210 16 1% 9 3 - 30-16d 10-16d 3000 4255 4445 4575 +378% !LUS210-2 18 31/e 9 2 - .8-16d 6-16d ' 1745 '?1830 '4.- 2090 - 2265- ° Lowest- 17,127. F6, L5 L17 U210-2 16 .3% •81/2 2 - 14-16d 6-10d`` . `' --1110 2015- 4':2285, _.2465' +40%•a 17, F6, L17 r'LUS214=2 18 -3'/a 1015Ae 2 •. --:;t+, •10-16d 6-16d, , .1745- 2110: t '2410 2610' +56%' DBL 'HUS210-2 14 31/4 93Ae .:2.'' .- ...- 8-16d'', 8-16d a . ' 3295'- 2125." I. 2420- 2615 2x12 ' HUS212-2/HUSC212-2 14 3Ya 103/a 2-': = +"-•,10-16d` • 10-16d -. -- 3635 2660 ' • 3025 ' 3265 14 31/6- 10°A6 2'/2 Mlni . _ :16.16d.'.'' t-._6-10d ' 1135 2380 2685 2890 ` . • HU212 2/HUC212 2 , ' 14 -3'/6, 10%e -212• Max i-' i2'2-16d • " 10-10dP _ . 1895 • 3275 3695 .3970. +411% HUCQ210-2-SDS 14 2V -,*9 :S•:: '-• 12-1A'4234;SDS c "SDS ' 25P0 . 5460'-• ' 5560 - 5560 ' • F23 • • • • • • C . • t ▪ o P/ See footnotes on one 79. CODES: See page 12 for Code Reference Key Chart. 7' Tadeos Engineering LLC 14750 NW 77th Ct., Suite 205 Project Title: 9220 Biscayne Blvd. Engineer: Luis O. de la Hoz Project Descr: Interior Alteration °GeneraCFooting,,. Lic. # : KW-06011215 Description : F-40 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Project ID:AC040 Printed: 21 JUL 2017, 1:37PM Licensee : Tadeos Engineering LLC, KW-06011215 0-- - • • • •• • • • • • • • •-r•-•- •-• • • • • • • • • • Material Properties fc : Concrete 28 day strength = 3.0 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf W Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear : Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing_ Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 0.00180 1.0:1 1.0 : 1 Yes Yes No No Soil Design Values •"". Allowable Soil Beari • • • • = Increase Bearing By Footing Weight•••= Soil Passive Resistance (for Sliding).. '= Soil/Concrete Friction Coeff. _ • . •• •• Increases based on footing Depth • Footing base depth below soil suttee Allow press. increase per foot of depth = when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than • • • • •• • • ♦•-•••• • • • • • • • • I2 t7 ksf .2110 pcf 0.30 • • • •• • • • 1.gft ..•0.0►ksf • ' 0'0° ft 0.0 ksf 0.0 ft 4.0 ft 4.0 ft 12.0 in 10.0 in 10.0 in 24.0 in 3.0 in 5 # 5 5 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied,,Loads 5-#5Sara-! 0.' M X-X Section Looking to +Z 6�# 5 9a`rs Z-Z Section Looking to +X P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr 8.785 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 L 7.950 0.0 0.0 0.0 0.0 0.0 S w 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 0.0 0.0 0.0 0.0 0.0 0.0 H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k l�-