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ACT-19-2242
Location Address Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Perm, It NO.: ACT -09-19-2242 Permit Type: Awnings/Canopies/TenU ti- Work Classification, New Permit status: Approved issue Date:10/16/201.9 Expiration: 04/13/2020 Parcel Number 78 NW 99TH ST, Miami Shores, FL 33150 1131010330070 :ontacts OSVALDO GOMEZ Owner MEGA AWNING INC Contractor 78 NW 99 ST, MIAMI SHORES, FL 33150 ERNESTO MORALES Home: 7862620901 OZZIE1633@COMCAST.NET 1799 E 11 AVE, HIALEAH, FL 33010 Business: 3056817727 info@megaawning.com Description: INSTALL NEW AWNING (4) WINDOWS Valuation: $ 5,071.00 1305462-4049 Inspection Requests: Total Sq Feet: 34.00 �j Fees Amount Application Fee - Other $50.00 CCF $3.60 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $1.20 Planning and Zoning Review Fee $35.00 Scanning Fee $9.00 Structural Review ($45) $45.00 Technology Fee $2.50 Window Awnings $50.00 Total: $200.30 Payments Date Paid Amt Paid Total Fees $200.30 Credit Card 10/08/2019 $150.30 Credit Card 09/25/2019 $50.00 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws re ing onstruction\and zoning. Futhermore, I authorize the above named contractor to do the work stated. nature: ¢wner / Applicant / Contractor / Agent October 16, 2019 Date Page 2 of 2 \p\'%\jC, Miami Shores Village G\a Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING SEP .5 2019 4A--" ov% FBC 201`} Master Permit Nok, I- zq - i q - aa.l a Sub Permit No ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS 10B ADDRESS: 78 NW 99 Street City: Miami Shores County: Miami Dade Z,:; 33150 Folio/Parcel#: 11-3101-033-0070 Iswtle Building Historically Designated: Yes NO X Occupancy Type: RES Load: Construction Type: CBS Flood Zone: BFE: FFE: OWNER: Name`(Fee S�rnpl Titleholder): OSVALDO GOMEZ (Ph-1one -1-1t 786-262-0901 Address:"78 NW 99 STREET City:"' iStat MIAMI SHORES eFL 33150 m Zip', — Tenant/Lessee Name: _ Phone#: Erriail.x ozzie@hurok.com CONTRACTOR: Company Name: _ Address: 1799 East 11 th Av( City: Hialeah Mega Awning Inc. State: FL ne#: 305-681-7727 Qualifier Name: Ernesto Morales Phone#: State Certification or Registration #: Certificate of Competency #: Zip: 33010 305-681-7727 07BS01223 DESIGNER: Architect/Engineer: canhN) *J\. J(l Phone#: Rsq- Address: b a`s Al Nk cJ d� City: State:: Zip: U i Value of Work for this Permit: $ 51Q9 I • ¢ Square/Linear Footage of Work: Type of Work: ❑ Addition � Alteration ❑ New r `❑ Repair/Replace ❑ Demolition Description of Work: NAW Specify color of color thru tile: }� Submittal Fee $?u�� 5vjj''Permit Fee $ 1 4,+i7 CCF $ 3.M0 CO/CC $ _ Scanning Fee $ -1 �� Radon Fee $ �.�� DBPR $ a W Notary $or— Technology r_Technology Fee $Q-50 Training/Education Fee $ Double Fee $ Structural Reviews $ 45 _ _ Bond $ PlMi 43-s TOTAL FEE NOW DUE $ ISO• JC) (Revised02/24/2014) J Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $'2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to a ment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection whit occ rs seven (7) days after the building permit is issued. In tfp absence of such posted notice, the inspection will not be appr ed 94d a reinspection fee will be charged. -The fore—Cdi g instrument was actcnow4e ge l be sr me Vis, 21 wyooft AUGUST bV OSVALDO GOMEZ who is persariati Hawn #v. .,. ,me or who has_produced s IOTA PUBLIC` 9Sign rint? -Il) 55� ill;4. kV ............ �%�, APPROVED BY (Revised02/24/2014) VANESSA D CHAMORRO MY COMMISSION # FF929491 EXPIRES Octgber 20. 2019 Gni Sign NTRACTOR The foregoing instrument was acknowledged before me this day of SP.Fl9}uc— 20 l 1 by ce, tN I.bT0 µ4cl fA 'C `r wh persona own to me or who has produced identification and who did take an oath. as NOTARY PUBLIC: Sign: Print: 1 (/ 1-5--- Seal: Plans Examiner ( Structural Review FRANCISCOTO;R_S Notary Public - State of Florida Commission t GG 122617 ll 1 —Zoning Clerk Bill To 1799 East 11 Ave Hialeah, F133010 O. (305) 681-7727 F. (305) 888.0882 info@megaawning.com www.megaawning.com Lic. # 07BS01223 OSVALDO GOMEZ 78 NW 99 STREET MIAMI SHORES, FL 33150 78 � A�, Ship To OSVALDO GOMEZ 78 NW 99 STREET MIAMI SHORES, FL 33150 Invoice Date Invoice # 8/20/2019 7908 Material Color Job Site P.O./Estimate Rep SUNBRELLA 4988 COOPER BLACK 9436-9444 FRED Quantity Item Description Price Each Amount PROVIDE AND INSTALL NEW "LEAN TO AWNINGS" AS FOLLOWS WITH BLACK SPEAR HEADS 2 NEW AWNING RIGHT LEFT WINDOWS: 689.00 1,378.00 5'-1" X3'-6" X4'-0 I NEW AWNING MIDDLE FRONT: 800.00 800.00 6'-9" X 3'-6" X 4'-0 1 NEW AWNING RIGHT SIDE: 1,908.00 1,908.00 16-0 X 5'-0 X 4'-0 1 ENGINEERING P... ENGINEERING PLANS FOR ALL AWNINGS 1,050.00 1,050.00 1 DISCOUNT DISCOUNT (PER FRED) -139.00 -139.00 1 CREDIT CARD F... CREDIT CARD FEE ON DEPOSIT 74.95 74.95 4 TO 5 WEEKS TO INSTALL Total $5,071.95 1 Payments/Credits -$2,573.45 Balance Due $2,498.50 8/20/24019 Property Search Application - Miami -Dade County AA&.�i U6 F F' ^E OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3101-033-0070 Property Address: 78 NW 99 ST Miami Shores, FL 33150-1741 Owner OSVALDO GOMEZ Mailing Address 78 NW 99 ST MIAMI SHORES, FL 33150 USA PA Primary Zone 0800 SGL FAMILY - 1701-1900 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 2/1/0 Floors 1 Living Units 1 Actual Area 1,177 Sq. Ft Living Area 1,149 Sq. Ft Adjusted Area 1,033 Sq.Ft Lot Size 7,650 Sq. Ft Year Built 1940 Assessment Information Year 2019 2018 2017 Land Value $176,986 $168,558 $168,558 Building Value $157,016 $79,412 $74,293 XF Value $2,561 $1,170 $1,185 Market Value $336,563 $249,140 $244,036 Assessed Value $298,024 $210,931 $206,593 Benefits Information Previous Sale Benefit Type 2019 2018 2017 Save Our Homes Cap Assessment Reduction $38,209 $37,443 Portability Assessment Reduction $38,539 Taxable Value Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption 1 $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES SEC 6 PB 10-39 LOT 10 LESS E25FT & LOT 11 BLK 128 LOT SIZE 75.000 X 102 OR 19719-1499 06 2001 1 Generated On : 8/20/2019 Taxable Value Information Previous Sale 2019 2018 2017 County $446,500 31129-1328 Qual by exam of deed Exemption Value $50,000 $50,000 $50,000 Taxable Value 1 $248,024 $160,931 $156,593 School Board 1 $225,000 21425-0047 Sales which are qualified Exemption Value $25,000 $25,000 $25,000 Taxable Value 1 $273,024 $185,931 $181,593 C ity Exemption Value $50,000 $50,000 $50,000 Taxable Value 1 $248,024 $160,931 $156,593 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value $248,024 $160,931 $156,593 Sales Information Previous Sale Price OR Book -Page Qualification Description 08/28/2018 $446,500 31129-1328 Qual by exam of deed 02/09/2014 $297,500 29080-0153 Qual by exam of deed 06/29/2009 $253,500 26930-1105 Qual by exam of deed 07/01/2003 1 $225,000 21425-0047 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version e ^R Certificate of Flame Resistance .0 CAt .�. 9M:, •� Issued By: �FRET PGLEN RAVEN MILLS INC Registered Fabric 1831 NORTH PARK AVENUE or Concern Number Date treated or manufactured: F-73101 GLEN RAVEN, NC 27217-1100 09/20/19 This is to certify that the materials described below have been treated with a flame-retardant chemical or are inherently nonflammable. • • • • FOR: Trivantage, LLC ADDRESS: 1831 North Park Ave.** •• .. CITY: Glen Raven STATE: NC 27217 • • • • • • Certification is hereby made that: (Check "a" or "b") .... • • • • (a) The articles described at the bottom of this Certificate have been treated with a flame-retardant chemical • • ' ..•.• approved and registered by the State Fire Marshal and the application of said chemical was clon.e in conformance with the laws of the State of California and the Rules and Regulations of the State Fire Marshal! ; • • • 0 • • Name of chemical used: Chemical Registration 0 Method of application: (b) The articles described at the bottom of this Certificate are made from a flame -resistant fabric or material FX1 registered and approved by the State Fire Marshal for such use. Trade Name of flame -resistant fabric or material used: FIRESIST Registration #: F-73101 The Flame -Retardant Process Used Will Not Be Removed By Washing GLEN RAVEN CUSTOM FABRICS Name of Applicator or Production Superintendent RCN # 00000000001001718239 WENDY MILLER, CUSTOMS COMP. MG Title CUSTOMER ORDER NO. Ernesto CUSTOMER INVOICE NO. 529554 YARDS OR QUANTITY 25.00 DESCRIPTION Sunbrella #4988-0000 60" Cooper Black (Standard Pack 60 Yards) ITEM NUMBER 888523 We hereby certify the above to accurately reflect the information contained within a "CERTIFICATE OF FLAME RESISTANCE" issued to Trivantage, LLC from the registrant set forth above. A copy of the original Certificate of Flame Resistance is available upon request to Trivantage, LLC and the registration information set forth above is on record with the California State Fire Marshal. MEGA AWNINGS INC MAILING ADDRESS 1799 East 11 Avenue Hialeah, FL 33010 SKETCH OF SURVEY -,n�dlhrr, NORTH LEGEND: - CENTER LINE � WPP WOOD POWER POLE - SCALE 1' - 20' a.ro�: /�Jc7 SIf��S 6r t ��Wl FOUND Y2.0 s l -,s 16.2' PARKWAY : • IRON PIPE (y) •". •"•• ••.• . BLOCK �"0 FOUND 5' CONC. FOUND Y2':N CORNER IRON PIPE /I0) SIDEWALK "". ' 1RaW PIPE.' • /luj /;N 75.00'(R&Meas). ° " "'' • ••• ' _ _ ___ 21,55'--- 105.88 �fl 9 I ;••;••q t • � (R&Meas) 4 i ✓"*_."•~ �- '�'o 2.4' CONC. I •ti• ' • ... WALK t Q,, •� .. ; ; �x9s cv d ;. PORCH b 9,95' R - 12.4' fi °c � NONESTORY' / /iii 6= , U ��,, N,/ RES. No.: 78 ate, /9.2' o/ r /f N ASC \� �� '—" N ►� 13.7' P AVERSE✓\�S UTILITY LINE✓5� 20._0' ; y;� LOT 11, BLOCK 128 FOUND Y2"0 3.0' IRON PIPE t' � TENT ON 0.41CL CONC. TILES I C6 s l -,s 21.45'-- /I0) /luj /;N /y 21,55'--- x-x-x-x-x� t t t t i t THE t I WEST Y2 !OF LOT 10, I BLOCK 128 t t t ��o t • CHAIN LINK FENCE 1.0'ENC 1x5'CL I WPP Ii I 75,00'(R&Meas) I WPP — '" CHAIN a Lf ) o ALLEY LINK z FOUND 3/4'0 ------------------------------ FENCE C3 IRON PIPE -------------- a• R� Consulting Engineering Services 8215 LAKE DR #B502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.ienQineerollc.com; E-mail: ivanaienaineerpllc.com • .... ...... ...... ...... COVER SHEET '••••' ' •"• "�"• . .. . . ...... DATE: September 5, 2019 •••••• .. • . . • •.• PROJECT: OSVALDO GOMEZ RESIDENCE CANVAS AWNINGS 16'-0" W X 5'-0" P, 7'-3" W X 2'-8 P & 5'-6" X 2'-8" P ADDRESS: 78 NW 99th St, Miami Shores, FL 33150 CLIENT: MEGA AWNING INC. 1799 E 11TH AVE. HIALEAH, FL. 33010 PHONE:305 681-7727 FAX: 305 888-0882 AID I \� '. , ___�/� DATE IVl� �1 This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 27. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 27. VALID ONLY 09-0 g WITH RAISED PE SEAL. iEngineer, LLC. CA #29119 Juan C. Moreno, F.L. Reg. P.E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY, -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. Wind loads analysis 1 General sketch 5 Dead load and members' specs 6 Wind loads 7 Unity check design 9 Design group results 10 Reactions 12 Anchor bolt design connection "B" 16 Anchor bolt design connection "C" 22 VALID ONLY WITH RAISED 09-05- 19 PE SEAL. iEngineer, LLC. CA #29119 Juan C. Moreno, F.L Reg. P.E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. 0000.. Consulting Engineering Services 8215 LAKE DR #13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site; www.ienaineeri2lic.com; E-mail: juanOienaineerDllc.com .""• , 0000 • PA'=E 0000. Ui�.27 0000 ;•, •, INDEX0000 0000.. 0000 0000 • • • DESCRIPTION :••:': PACE. .0.000 0000 Wind loads analysis 1 General sketch 5 Dead load and members' specs 6 Wind loads 7 Unity check design 9 Design group results 10 Reactions 12 Anchor bolt design connection "B" 16 Anchor bolt design connection "C" 22 VALID ONLY WITH RAISED 09-05- 19 PE SEAL. iEngineer, LLC. CA #29119 Juan C. Moreno, F.L Reg. P.E # 69818 VALID ONLY FOR ONE (1) PERMIT ONLY. -ANY CORRECTIONS, INK MARKS, WHITE OUT OR STICK -ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. 0000.. MECAWind Version 2.1.0.5 per ASCE 7-10 Developed by NIECA Enterprises, Inc. Copyright 2019 www. mecaenterprises_c Date 9/4/2019 Project Ne. •.•••• Company Name : Designed By • •••• Address Description • • • • go City Customer Name • • • •••• State Proj Location ••• " • File Location: C:\Users\user\Documents\PROGRAMS\PROGRAMS\MECAWind\Default.wnd • • •• •• • • Directional Procedure All Hei hts Building g g (Ch •••• 27 I�aF.tr.•1) �••••� Basic Wind Speed(V) = 105.00 mph ••. Structural Category - II Exposure Category Natural Frequency = N/A Flexible Structure No • Importance Factor = 1.00 Kd Directional Factor:*(:': 0.8.5• Damping Ratio (beta) = 0.01 000*0* Alpha = 9.50 Zg : _ • 900.0.0 ft At = 0.11 Bt �� 1.0t).;.•' Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg Ht: Mean Roof Ht = 12.00 ft Type of Roof = Monoslope RHt: Ridge Ht - 12.00 ft Eht: Eave Height = 12.00 ft OH: Roof Overhang at Eave= 5.00 ft Roof Area = 3900.00 ft^ 2 Bldg Length Along Ridge = 60.00 ft Bldg Width Across Ridge= 60.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.1.1-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems 1/27 AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC LI z 2/27 V604: AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC I. .I B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 20.37 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3900.00 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 60 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 Elev Kz Kzt qz Press Press Total Shear Moment ft psf +GCpi -------------------------------------------------------------------------------- -GCpi +/-GCpi Kip K -ft Windward 12.00 0.85 1.00 20.37 10.16 17.51 22.50 16.20 97.21 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the sheaf: & moment don't consider loads on roof or end gable. Roof - Dist from Windward Edge CP Pressure Pressure --------------------------------- ------ +GCpi(psf)-GCpi(psf) 0.0 ft to 6.0 ft -0.90 ---------- ---------- -19.24 -11.91 6.0 ft to 12.0 ft -0.90 -19.24 -11.91 12.0 ft to 24.0 ft -0.50 -12.32 -4.99 24.0 ft to 60.Oft -0.30 -8.86 -1.53 MWFRS-Wall Pressures for Wind Normal to 60 ft wall (Along Ridge) Wall CP Pressure Pressure +GCpi (psf) --------------- ------ ----------- -GCpi (psf) ----------- 2/27 V604: AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC Leeward Wall -0.50 -12.32 -4.99 Side Walls -0.70 -15.78 -8.45 Wall Elev Kz Kzt qz Press Press Total Shear Moment 0000 ft psf +GCpi -GCpi +/-GCpi Kip K -ft • -------- • 0000 Windward 12.00 0.85 1.00 20.37 10.16 17.51 22.50 16.20 " 9,.21 : •�0• •••••• 0000 Note: 1) Total = Leeward GCPi + Windward GCPi 00•;00 • 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bl�q walls.. • Note that the shear & moment don't consider loads on roof or eRd gable. •�0' 0000 •0000• • ••• Roof - Dist from Windward Edge CP Pressure Pressure •0'••• •• • +GCpi(psf)-GCpi(psf) •....• • --------------------------------- • 0.0 ft to 6.0 ft -0.90 19.24 -11.91 .••••• 0 . 6.0 ft to 12.0 ft -0.90 -19.24 -11.91 ; • • 12.0 ft to 24.0 ft -0.50 -12.32 -4.99 " ' i 0000 24.0 ft to 60.0 ft -0.30 -8.86 -1.53 0000 3/27 0000•• • 0000•• 0000•• 0000• 0000• 0000•• • • 0000•• 0000•• • • AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 4/27 MECAWind Version 2.1.0.5 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2019 www.mecaenterp<is-s.c m Date 9/4/2019 Project No. •,•, Company Name Designed By • • 000000 Address Description • • " ' • City Customer Name• • ' • State Proj Location •• 0 • 0000 0000:• 0000 File Location: C:\Users\user\Documents\PROGRAMS\PROGRAMS\MECAWind\Default.wnd 0*0 •00 0000•• 0000•• 0000 • • • • •• 0000• 0000 • • • I.F' • ••• 0000• // 0000•• • • • 0000•• - 02 , •• • • • -' - - - -0-6 "i • • . I: , , 00.00• • Rodnot 0....0 • r • •1i. .. , 51 4 W 11S Gable Roof 8 <= 7 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd AWNING 78 NW 99th St, Miami Shores, FL 33150 0.85 WIND = 20.37 psf PRESSURE IENGINEE=R PLLC .11y a a Wind Pressure on Components and Cladding (Ch 3) Part 1) Width of Pressure Coefficient Zone "a" = 4.8 ft Description Width Span Area Zone Max Min Max P Min P -----------------------------------------------•----------- ft ft ft^2 GCp GCp psf psf RAFTER 4.00 8.00 32.0 1H 0.25 -1.65 --------------- 16.00 -33.59 RAFTER 4.00 8.00 32.0 2H 0.25 -1.65 16.00 -33.59 RAFTER 4.00 8.00 32.0 4 0.82 -0.91 20.36 -22.19 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd AWNING 78 NW 99th St, Miami Shores, FL 33150 0.85 WIND = 20.37 psf PRESSURE IENGINEE=R PLLC 5/27 GENERAL SKETCH AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC 6/27 DEAD LOAD = SELF WEIGHT & MEMBERS' LENGTH a 9'o=1 AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEE=R PLLC 7/27 WIND LOAD (+Y) AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 0000•• • 0000•• 0000 0000 0000•• 8/27 WIND LOAD (-Y) • • • 0000•• 0000•• 0000• • 0000• • • • 0000•• • •0000• AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 9/27 UNITY CHECK DESIGN ELEMENT AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC Design Group Results Design Group: MEMBERS per AISC ASD (2005) Designed As: Pipe 1.31 x 0.083, Material: \Steel\ASTM A992 Grade 50 10/27 . . 0000 • • • • • • bined Check ' ' • Member Result Offset Code• • • Idniity De • • • Name Case ft Ref. .. C3wk • MEMBERS038 0.9D+1.0W »+Y 2 1-11-1b ..AOK Lbf•2ft• Axial Check Member Result Name Case MEMBERS038 0.9D+1.OW »+Y ...... . ... ..... Strong Flexure Check Member Result Name Case MEMBERS038 0.9D+1.OW»+Y Weak Flexure Check Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Ret. Check MEMBERS038 0.9D+1.OW »+Y 0 -21 473 F8-1 0 OK Lb = 2 ft carona hear unecK Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case It Ib Ib Ref. Check MEMBERS03 0.9D+1.OW »+Y 0 -442 4337 G6-1, 2b+St.Venant 0 OK 8 k Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check MEMBERS03 0.9D+1.OW ))+Y 2 -405 4337 G6-1, 2b+St.Venant 0 OK 8 AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC ...... . ... ..... fset Demand Fx Capacity Fx Code • • •. U nl 1+1> Details ... • • ft Ib Ib Ref. ...... Check 0 533 14456 D2-1 0 OK ... :. A Demand Mz Capacity Mz Code Unity bAaiw ft Ib -ft Ib -ft Ref. Check 2 -50 473 F8-1 0 OK Lbz = 2 ft, Cb =1 Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Ret. Check MEMBERS038 0.9D+1.OW »+Y 0 -21 473 F8-1 0 OK Lb = 2 ft carona hear unecK Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case It Ib Ib Ref. Check MEMBERS03 0.9D+1.OW »+Y 0 -442 4337 G6-1, 2b+St.Venant 0 OK 8 k Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check MEMBERS03 0.9D+1.OW ))+Y 2 -405 4337 G6-1, 2b+St.Venant 0 OK 8 AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 11/27 Design Group: LACEBAR per AISC LRFD (2005) Designed As: Pipet/2STD, Material: 1SteeIWSTM A53 Grade B Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check • • • • LACEBAR020 0.9D+1.OW »+Y 2 H1 -1b 4,0 Or KLz = 3 ft' • • • • • .. KLy=(ft. ..• .....lb=3ft.... ... ...... Check ... .. . Member Result Offset Demand Fx Capacity Fx Code • • • •Unity Detains • • • Name Case ft lb Ib Ref. • • • • Eheck • • • • •.. LACESAR020 0.9D+1.OW »+Y 0 106 2259 E3-3FB • • •. 0 OK KEa = 3ft, • • • •••••• KLy F2ft Strong Flexure Check Member Result Name Case LACEBAR020 0.9D+1.0W »+Y Weak Flexure Check . . . . ...... A Demand Mz Capacity Mz Code • • Wnity Detains •: ft Ib -ft Ib -ft Ref. Check •.:.. • 2 -17 146 F8-1 0 OK Lbz = 3 ft, Cb =1 Member Result Offset Demand My Capacity My Code Unity Details Name Case ft Ib -ft Ib -ft Rei. Check LACEBAR020 0.9D+1.OW »+Y 2 3 146 F8-1 0 OK Lb = 3 ft Strong Snear check Member Result Offset Demand Capacity Vy Code Unity Details Vy Name Case ft Ib Ib Ret. Check LACESAR02 1.2D+1.OW+L+0.5Lr N+Y 0 -246 2174 G6-1, 2b+St.Venant O OK 0 k Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib Ib Ref. Check LACEBAR020 0.9D+1.OW N+Y 3 241 2174 G6-1 2b+St.Venant 0 OK AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 12/27 0.91D + 1.OW (+Y) REACTIONS AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC qi 08£- =147 $ ek a'o- 1< q1 LVZ- = A4 ql 99- = Aj--� ... ql Lb l- -' 47� fl .. . •• . ql 8£- _ kfd -` f> ' ql L£ l- _ �� ql SL- = AA . -\Q ql 688- =1VL L- = Adm �a F 13/27 0.91D + 1.OW (+Y) REACTIONS (memebers are not shown for clarity) = 1k:1--- •. ql L9 L- ql 86- _ 9 do Q �i q1 OL- = AJC •. . ql LbZ- = Ad--� .. . c; a ql OS£- y D � !�o q1 L9 L- _ g186- =,k=l Q+ AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC . . .... ...... .... . .. ..... ...... .... ..... .. .. • • • ..... . . . . . ...... = 1k:1--- •. ql L9 L- ql 86- _ 9 do Q �i q1 OL- = AJC •. . ql LbZ- = Ad--� .. . c; a ql OS£- y D � !�o q1 L9 L- _ g186- =,k=l Q+ AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC Q PR 16 14/27 1.21D + 1.OW (-Y) REACTIONS ✓� LFY = 57 ib c; ry0 9 cOa/ f LFY = 114 Ib = 73 Ib AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC • Y • • 000• 00.00• 0.0000 •00• 0000•• • t•i••t 0000 •• • • • • • • • • 0000 • •• •t••Y • t •••••t • ••• 0000• 000000 •• • •0000• • •000•• 0 • • • • • 00.000 •0000• • •• 0 0 • • 00.00• •00 = 73 Ib AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC �y .X s y �� 4+ FY = 114 Ib h N D \� O O h� • �� `av F+FY = 501b �GFY = 111\ ... FY = 32 Ib 0 c:, �FY = 1051b FY = 57 Ib y FY = 164 Ib /17 •0 1 /-FY = 6�Y = 71 Ib 9\•0 fl �FY = 164 lb h ,4\•o �FY = 268 Ib \ FY= 1141b �PP ash 0 15/27 1.21D + 1.OW (-Y) REACTIONS (members are not showed for clarity) • • ���LFY = 1 -FY = 731b �FY = 55 Ib �FY = 130 Ib FY = 73 Ib w AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC ...... .... ...... .... . .. ..... • • ���LFY = 1 -FY = 731b �FY = 55 Ib �FY = 130 Ib FY = 73 Ib w AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 16/27 ,t www.hilti.us _ Prof is Anchor 2.8.3 Company: (ENGINEER, PLLC. Page: 1 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #B502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@iengineerpllc.com • •• Specifier's comments: . � � . � • � � • • Input data • • •. .. •••••• • Anchor type and diameter: Kwik Bolt 3 - CS 3/8 (2) '" • • • �' • tMli�tiNAMr%skt • R II • • 7 • • • Effective embedment depth: hef,act = 2.000 in., hnon = 2.313 in. • •' •.' '.•' see*:* Material: Carbon Steel ; • • • • • • • Evaluation Service Report: ESR -2302 • • • .. •.: • """ Issued I Valid: 04/01/2018 1 12/01/2019' • • •• • • •• • • • • • • • Proof: Design method ACI 318-14 / Mech. ' • : • •' Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Ix x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: uncracked concrete, 3000, fc' = 3,000 psi; In = 8.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] Z; ANCHOR BOLT DESIGN CONNECTION "B" �o 00 Y- a A I ert: o � x Input data and results must be checked for agreement with the existing conditions and for plausibilltyl PROPS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 3 Tension load Load Nua [Ib] Capacity # Nn [lb] Utilization N = Nus/+ N„ Status 17/27 www.hilti.us _ 14 OK 3 Profis Anchor 2.8.3 Company: IENGINEER, PLLC. Page: 2 Concrete Breakout Strength** 650 2,789 24 OK Specifier: JUAN C. MORENO Project: 3.1 Steel Strength Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: $ Nsa Z Nua ACI 318-14 Table 17.3.1.1 ' Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 Variables E -Mail: juan@lengineerplic.com Ase,N [in -21 fute [psi] 0.06 106,000 0000 0000• 2 Load case/Resulting anchor forces • 6,360 0000 • 0 0.0 6 Nsa [lb] steel Nse [Ib] Nua [lb] y � • � Load case: Design loads .00• 00• 066.0• • • • Anchor reactions [Ib] • 0 • � � Tensionforce: (+Tension, -Compression) 0000 • •• 00 06 Anchor Tension force Shear force Shear force x Shear forceY 00000* • 6' • • • 60* • • • • • • • • • • 000 090 1 650 393 100 380 • • x • max. concrete compressive strain: -1%01 • . . . 00 6 0 6 max. concrete compressive stress: - [psi] • . 0000.. � resulting tension force in (x/y)=(0.000/0.000): 650 [lb] • • • : • 0 •: resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 6 • : • • 0 • 66.0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [Ib] Capacity # Nn [lb] Utilization N = Nus/+ N„ Status Steel Strength* 650 4,770 14 OK Pullout Strength* N/A NIA N/A N/A Concrete Breakout Strength** 650 2,789 24 OK *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -2302 $ Nsa Z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in -21 fute [psi] 0.06 106,000 Calculations Nsa [Ibj 6,360 Results Nsa [lb] steel Nse [Ib] Nua [lb] 6,360 0.750 4,770 650 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schaan Hilt Is a registered Trademark of Hiiti AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC 18/27 www.hilti.us Prof is Anchor 2.8.3 Company: (ENGINEER, PLLC. Page: 3 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@iengineerpllc.com • 0 • • 3.2 Concrete Breakout Strength kc • • : :: • • • 0: • 24 1.000 • • • Neb = (AN�> N W ed,N lV' W b ACI 318-14 E 17.4.2.1a q•( ) 000100 • • • 0009 • 090000 c,N cD,N 36.00 0 1.000 1.000 1.000 1.000 3,718 NcbNue ACI 318-14 Table 17.3.1.1 0 0.0 0 0 0 • ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) Ncb [1b] 0000 • • 00 0 • • • :*fee: 9h ANcO =ef ACI318-14Eq.(17.4.2.1c) 0000 • •• 00.00 00:000 • ••• ••i••0 —2 5 1.0 kV ec,N — 1 + N AC1318-14 E 17.4.2.4 q • ( ) 00 00 00 0 909009 • 3 het 0000•• • • • • • 0 —0.7+0.3(S5hn)51.0 T ed,N — of AC1318-14Eq.(17.4.2.5b) • • 0000•• • 0 1_`ahef\ • • • • • • • • 0000•• 0 cD N = M(ce,mn 5 1.0 ' ACI 318-14 Eq. (17.4.2.7b) 0 0 0 cec fJ 0000 �(�cec Nb = kc 7 a �fc hef ACI 318-14 Eq. (17.4.2.2x) Variables her [in.] ect,N [in.] ec2,N [in.] ca,min [in.] T c,N 2.000 0.000 0.000 4.000 1.000 cc [in.] kc 7. a fc [psi] 3.875 24 1.000 3,000 Calculations ANC [in. 21 ANoO [in. 2j w ect,N W ec2,N Y ed,N W 2,N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 3,718 Results Ncb [1b] concrete Ncb [1b] Nue [lb] 3,718 0.750 2,789 650 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor ( c ) 2003-2009 Hilt AG, FL -9494 Schaan HIRI Is a registered Trademark of Hilti AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 19/27 www.hilti.us _ Profis Anchor 2.8.3 Company: IENGINEER, PLLC. Page: _ w 4 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #B502, Doral, FL 33166 Sub -Project I Pos. No,: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@iengineerpllc.com 4 Shear load Load Vua [lb] Capacity 4 Vn [lb] 0000•• Utilization_� Ky�/� V„ 0000 Status • 0000•• Steel Strength* 393 2,905 14 •OK • • • • Steel failure (with lever arm)* N/A N/A /q•.. ` ; *.WA 3 her W ed,N = 0.7 + 0.3 ( Oa,min \ 5 1.0 1 75_h., ACI 318-14 Eq. (17.4.2.5b) 1_ W cp,N = MAX (c5 1.0 Pryout Strength** 393 2,603 98:00: • M 00000 Concrete edge failure in direction x-** 380 4,594 es " . " Ok ' 0 • • • • *anchor having the highest loading **anchor group (relevant anchors) 1 2.000 0.000 ' W c,N ca, [in.] kc X e fc [psi] 1.000 3.875 24 1.000 3,000 4.1 Steel Strength Vsa = ESR value Vsteel 2 Vua Variables Ase,v [in. 21 0.06 Calculations V.- IN refer to ICC -ES ESR -2302 ACI 318-14 Table 17.3.1.1 Puts [psi] 106,000 4,41 u Results Vs. [lb] 0 steel Vsa [lb] Vue [lb] 4,470 0.650 2,905 393 4.2 Pryout Strength Vcp - kcp [(ANS/ W ed,N W c,N W cp,N Nbl ACI 318-14 Eq. (17.5.3.1 a) Vcp z Vue ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef ACI 318-14 Eq. (17.4.2.1 c) 1 W ec,N = 1 + 2 N l s 1.0 ACI 318-14 Eq. (17.4.2.4) 3 her W ed,N = 0.7 + 0.3 ( Oa,min \ 5 1.0 1 75_h., ACI 318-14 Eq. (17.4.2.5b) 1_ W cp,N = MAX (c5 1.0 ACI 318-14 Eq. (17.4.2.7b) Oec c8c % peacc '� Nb = kc X a arc hef ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] ecl,N [in.] ec2,14 [in.] ca,m!n [in.] 1 2.000 0.000 0.000 4.000 W c,N ca, [in.] kc X e fc [psi] 1.000 3.875 24 1.000 3,000 0000•• • • • •0000• •• • • •• • • • • 0000 Calculations ANC [in. 21 ANCO [in, 21 W eci,N W ec2,N W ed,N W cp N Nb [lb] 36.00 36.00 1.000 1.000 1.000 1.000 3,718 Results Vcp [lb] (Il concrete Vcp [lb] Vue [lb] 3,718 0.700 2,603 393 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c ) 20032009 Hilt AG, FL -9494 Schean HIM Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC www.hilti.us Company: IENGINEER, PLLC. Specifier: JUAN C. MORENO Address: 8215 Lake Dr. #8502, Doral, FL 33166 Phone I Fax: 954 274 2429 1 786 545 7636 E -Mail: juan@!engineerpllc.com 4.3 Concrete edge failure in direction x - V, = (Avco) W ed,V W c,v yf h,V W parallel v Vb Vcb Z Vus Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cat 1 W ec,V- 1 + 2e� 5 1.0 Scat Wed,v=0.7+0.3(10Bt 1,5 )51.0 ca1 2 W n,v — 1.0h a o.z Vb = (7 (as °) 1de) e cei 20/27 M= Prof is Anchor 2.8.3 Page: 5 Project: Sub -Project I Pos. No.: Date: 09/05/2019 Variables cat [in.] cat [in.] ecv [in.] W c,v ha [in.] 4.000 4.000 0.000 1.400 8.000 le [in.] X a da [in.] ( [psi] W parallel,V 2.000 1.000 0.375 3,000 2.000 Calculations Avc [in.') Avco (in.'] W ec,y W ed,V W h,v Vb [Ibl 60.00 72.00 1.000 1.000 1.000 2,625 Results Vcb [Ib] m concrete 0 Vcb [Ib] Vua [Ib] 6,125 0.750 4,594 380 5 Combined tension and shear loads ON (iv 4 Utilization pN,v Status 0.233 0.151 5/3 14 OK PNV = Pi + ]lv <= 1 6 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROPS Anchor( c ) 20032009 Hilt AG, FL -9494 Schwan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEE=R PLLC ACI 318-14 Eq. (17.5.2.1 a) • • • • • •' • • ACI 318-14 Table 17.3.1.1 •�•:" "" ""•• ACI 318-14 Eq. (17.5.2.1 c) • "". ; • • • • • • ACI 318-14 Eq. (17.5.2.5) •••••• • ••• ••••• ACI 318-14 Eq. (17.5.2.6b) : • �: �: ' • ' ACI 318-14 Eq. (17.5.2.8) ' • • • • ACI 318-14 Eq. (17.5.2.2a) • •:. • • Variables cat [in.] cat [in.] ecv [in.] W c,v ha [in.] 4.000 4.000 0.000 1.400 8.000 le [in.] X a da [in.] ( [psi] W parallel,V 2.000 1.000 0.375 3,000 2.000 Calculations Avc [in.') Avco (in.'] W ec,y W ed,V W h,v Vb [Ibl 60.00 72.00 1.000 1.000 1.000 2,625 Results Vcb [Ib] m concrete 0 Vcb [Ib] Vua [Ib] 6,125 0.750 4,594 380 5 Combined tension and shear loads ON (iv 4 Utilization pN,v Status 0.233 0.151 5/3 14 OK PNV = Pi + ]lv <= 1 6 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROPS Anchor( c ) 20032009 Hilt AG, FL -9494 Schwan HIM Is a registered Trademark of Hilti AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEE=R PLLC 21/27 EM 3 www.hilti.us _ _ _ Profis Anchor 2.8.3 Company: IENGINEER, PLLC. Page: _ 6 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@lengineerplic.com 7 Installation data ."". . . 0000 0000.. Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3PCS 8/8 (2) • • • • Profile: no profile Installation torque: 240.000 in.ib • • • • • 0 ' 0000 00000* Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: p.allip, 0 0 0 Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 0.0 0000; Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in. 0. • • • 0 Drilling method: Hammer drilled •••• • •• •••••• 0 Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. ";' •; 0 • • • • • • • •• •• •• • •••••• .0.000 • • • 7.1 Recommended accessories ' :. •.: • 0000" Drilling Cleaning Setting • • • • • • • 0 • Suitable Rotary Hammer Manual blow-out pump _ • Torque controlled cordless irrtpaatbol (Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer Y 1 000 1 000 Coordinates Anchor in. Anchor x y c.x c.,, c.y c,y 1 0.000 0.000 4.000 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003.2009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of Hilt! AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 ENGINEER PLLC 25 1.000 1.000 Coordinates Anchor in. Anchor x y c.x c.,, c.y c,y 1 0.000 0.000 4.000 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003.2009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of Hilt! AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 ENGINEER PLLC 22/27 www.hilti.us _ _ Profis Anchor 2.8.3 Company: [ENGINEER, PLLC. Page: 1 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub -Project I Pos. No.: Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@iengineerpllc.com Specifier's comments: • • • • • • •••• •••••• 1 Input data •••••• •••• • •••••• Anchor type and diameter: Kwik Bolt 3 - CS 3!8 (2} ••":."'" ' amu•' .. •� { •• • '. , .... • Effective embedment depth: hef= 2.000 in., h�„ = 2.313 in. _ •i•• • ,ect a • • • • • • • 000 • • • • Material: Carbon Steel • • • • • • • 0000 • • . • • • Evaluation Service Report: ESR -2302 • • • • • Issued I Valid: 04/01/2018 1 12/01/2019 • • ...... • • • • • • Proof: Design method ACI 318-14 / Mech. • • ; • • • • • • • • • • • • • Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. •.: • • • Anchor plate: Ix x ly x t = 6.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: uncracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] ANCHOR BOLT DESIGN CONNECTION "C" BOTTOM Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c ) 2003-2009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of HIMAG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 274 2429 1 786 545 7636 juan@iengineerplic.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 900 60 5 60 2 900 60 5 60 max. concrete compressive strain: [960] max. concrete compressive stress: [psi] resulting tension force in (x/y)=(0.000/0.000): 1,800 [IbJ resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load 23/27 Prof is Anchor 2.8.3 Page: 2 Project: Sub -Project I Pos. No.: Date: 09/05/2019 Input data and results must be checked for agreement with the existing conditions and for plausib84! PROFIS Anchor (c ) 20032009 H!lti AG, FL -9494 Schaan Hitt) Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC Load Nua [Ib] Capacity + N„ [lb] Utilization [3N = Nua/� Nn Status Steel Strength* 900 4,770 19 OK Pullout Strength* NIA N/A N/A N/A Concrete Breakout Strength** 1,800 4,648 39 OK *anchor having the highest loading **anchor group (anchors intension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -2302 � Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N (in. 21 fut. [pq 0.06 106,000 Calculations Nee [lb] 6,360 Results Nsa [ib] steel Ns, [ib] Nue [Ib] 6,360 0.750 4,770 900 Input data and results must be checked for agreement with the existing conditions and for plausib84! PROFIS Anchor (c ) 20032009 H!lti AG, FL -9494 Schaan Hitt) Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schaan HIM is a registered Trademark of Hilt! AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC 24/27 www.hilti.us Profis Anchor 2.8.3 _ _ Company: (ENGINEER, PLLC. Page: 3 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #8502, Doral, FL 33166 Sub-Project I Pos. No.: Phone I Fax: 954 274 24291 786 545 7636 Date: 09/05/2019 E-Mail: juan@iengineerpllc.com • • • • 3.2 Concrete Breakout Strength • • • • • • • • • Ncbg = (A Nc Nb ACI 318-14 Eq, (17.4.2.1b) W ec,N W ed,N W c,N W cp,N N, 900:00 . • • 0 Ncbg a Num ACI 318-14 Table 17.3.1.1 • • • • :0. • • • ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) • • . • • • : • • • . • • .. ANI =9het AC1318-14Eq, (17.4.2.1c) ••• 2e 1s1.0 Wec,N = 1 + N 3 het AC1318-14Eq. (17.4.2.4) •••••• • • • • • • Wed'N = 0.7 + 0.3 (ca rnin / 5 1.0 1.5het ACI 318-14 Eq, (17.4.2.5b) • • • • . • • • .•.••• W cp,N = MAX (cbac ' % 1 bac ) S1.0 ACI 318-14 Eq. (17.4.2.7b) • • i • • • ac ac Nb = kc �. e 1F hef ACI 318-14 Eq. (17.4.2.2a) Variables het [in.] ecf,N [in.] ec2,N [in.] ce,m!n [in.] W c,N 2.000 0.000 0.000 4.000 1.000 ca, tin.] kc �- a is [psi] 3.875 24 1.000 3,000 Calculations ANc [In.)2 ANcO Jin.21W ec1,N W ec2,N W ea,N W cF,N Nb [Ib] 60.00 36.00 1.000 1.000 1.000 1.000 3,718 Results Ncbg [lb] concrete Ncbg Ilb] Nue [lb] 6,197 0.750 4,648 1,800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schaan HIM is a registered Trademark of Hilt! AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC www.hilti.us Company: Specifier: Address: a Phone I Fax: E -Mail: 4 Shear load (ENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 274 2429 1 786 545 7636 juan@iengineerpllc.com Variables Ase,y [in .2] feta [Psi! 0.06 106,000 Calculations V__ rlhl I,Y/ V Results Usa [ib] steel Va. [ib] Vu. [ib] 4,470 0.650 2,905 60 4.2 Pryout Strength Load Vr,a [lb] Steel Strength* 60 Steel failure (with lever -arm)* N/A Pryout Strength** 120 Concrete edge failure in direction y-** 10 * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC -ES ESR -2302 � Vsteel 2 Vua ACI 318-14 Table 17.3.1.1 Variables Ase,y [in .2] feta [Psi! 0.06 106,000 Calculations V__ rlhl I,Y/ V Results Usa [ib] steel Va. [ib] Vu. [ib] 4,470 0.650 2,905 60 4.2 Pryout Strength ucpg — kcp [(NC I W ec,N W ed,N W c,N W cp,N Nbl / + ACI 318-14 Eq. (17.5.3.1b) V'g z Vua 25/27 ANc see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) /g! Profis Anchor 2.8.3 _ Page: 4 1 Project: ACI 318-14 Eq. (17.4.2.4) 3 hef/ Sub -Project I Pos. No.: W cp,N = MAX(ce_mm 1.5hatl 51.0 cac ' cac J ACI 318-14 Eq. (17.4.2.7b) Date: 09/05/2019 6666 Variables • • 6666 6666•• _ Capacity j Vn [lb] ...... utilization "m Vn Vn .... Status ...... 0 • --6666 2,905 3• • • • • • OK • • N/A N/A... • TT/A 6666• 4,338 3 :6O: •• •• •� ��� .• O: ����� 6666•• 7,351 • 610 60K • • • • • • • •6066• 6666•• 6666•• ucpg — kcp [(NC I W ec,N W ed,N W c,N W cp,N Nbl / + ACI 318-14 Eq. (17.5.3.1b) V'g z Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) ANcO = 9 hef ACI 318-14 Eq. (17.4.2.1 c) 1 W ec,N = 1 , 2 ) S 1.0 ACI 318-14 Eq. (17.4.2.4) 3 hef/ W ed,N = 0.7 + 0.3( Cagin ) 51.0 1.5haf ACI 318-14 Eq. (17.4.2.5b) W cp,N = MAX(ce_mm 1.5hatl 51.0 cac ' cac J ACI 318-14 Eq. (17.4.2.7b) Nb = kc �, a N�f hers ACI 318-14 Eq. (17.4.2.2a) Variables itcp hef [in.] ect,N [in.] eo2,N [in.] ca,min [in.] 1 2.000 0.000 0.000 4.000 W c,N cec [in.] kc X a fc [Psi] 1.000 3.875 24 1.000 3,000 Calculations ANc [ln•21 ANcO [im21 W ecl,N W ec2,N W ed,N W cp,N Nb [ib] 60.00 36.00 1.000 1.000 1.000 1.000 3,718 Results Vcpg [ib] $ concrete Vcpg [lb] Vua [lb] 6,197 0.700 4,338 120 Input data and results must be checked for agreement with the existing condftions and for plausibility! PROFIS Anchor ( c ) 20032009 Hilt AG, FL -9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 (ENGINEER PLLC 26/27 www.hilti.us _ �IENGINEER, Profis Anchor 2.8.3 Company: PLLC. Page: 5 Specifier: JUAN C. MORENO Project: Address: 8215 Lake Dr. #6502, Doral, FL 33166 Sub -Project I Pos. No.: ti Phone I Fax: 954 274 2429 1 786 545 7636 Date: 09/05/2019 E -Mail: juan@lengineerpllc.com • • • • 4.3 Concrete edge failure in direction y-• • • Y • • • • • Vcbg = Vb •••••. ••Y• •••••• (Avco/ W ec,v W ed,V W c,V W h,V W perallel,V ACI 318-14 Eq. (17.5.2.1 b) 0000 • • • • • �cog•••• V 2iV�e ACI 318-14 Table 17.3.1.1 •• • ••Y••: Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) • 0000 • : *000 • • • • • Avo = 4.5 cel ACI 318-14 Eq. (17.5.2.1c) • • W ec.v 1 + 2e ) 5 1.0 ACI 318-14 Eq. (17.5.2.5) • • • • • • • • • 3cat / • • • • • • • • •••••• W ed,V = 0.7 + 0.3(1 . 5 1.0 ACI 318-14 Eq. (17.5.2.6b) • • • • • • • • •0000• al 1 •• • • •• • • hCat 2 1.0 W h,V = a ACI 318-14 Eq. (17.5.2.8) • 0000 Vb = (7 (a )o.z �a> a cels a ACI 318-14 Eq. (17.5.2.2a) Variables cet [in.] caz [in.] ecy [in.] W qy ha [in.] 4.000 0.000 1.400 8.000 le [in.] 2, a da [in.] ( [psi] W parellel V 2.000 1.000 0.375 3,000 2.000 Calculations Avc [in.) Avco (in. 21 W ec,V W ed,V W h.V Vb [Ibl 96.00 72.00 1.000 1.000 1.000 2,625 Results Vcbg [lb] 0 concrete Vcbg [b) Vue [lb] 9,801 0.750 7,351 10 5 Combined tension and shear loads PN PV i; Utilization pN,v [°•6] Status fa (2Pi0.387 0.028 5/3 21 OK PNV = + PV �— 1 6 Warnings • The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! 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 HIM Is a registered Trademark of Hilti AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 IENGINEER PLLC I www.hilti.us _ Company: Specifier: Address: Phone I Fax: E -Mail: 7 Installation data IENGINEER, PLLC. JUAN C. MORENO 8215 Lake Dr. #B502, Doral, FL 33166 954 274 2429 1 786 545 7636 juan@iengineerpllc.com Page: Project: Sub -Project I Pos. No.: Date: 27/27 Cr 3 Profis Anchor 2.8.3 6 09/05/2019 41.41• � 4141•• 4141 Y • 4141 4100+.• 4141•• Anchor plate, steel: - Anchor type and diameter: Kwik Bo Y Z• s&8 (2) • Profile: no profile Installation torque: 240.000 in.lb 0000 +• + Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: %31! 0. � • • • 41 Plate thickness (input): 0.250 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base mat9MVilb0 in. • • V: Drilling method: Hammer drilled 4141 00 04 41 Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 000900 • 7.1 Recommended accessories 4141•••• 4141 • • 4141 4141•• Drilling Cleaning Setting _ • Suitable Rotary Hammer Manual blow-out pump • Torque controlled cordless impact tool (Hilti • Properly sized drill bit Safeset System) • Torque wrench • Hammer ty 4141•••• • 4141•••• 4141•••• 4141•.• 4141••• 4141.••• • • • 4141•••• • 4141•••• Coordinates Anchor in. Anchor x y c,% c.x c.Y c, 1 -2.000 0.000 4.000 2 2.000 0.000 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 ENGINEER PLLC 1 1.000 4.000 1.000 Coordinates Anchor in. Anchor x y c,% c.x c.Y c, 1 -2.000 0.000 4.000 2 2.000 0.000 - 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilt AG, FL -9494 Schaan HIM Is a registered Trademark of HIM AG, Schaan AWNING 78 NW 99th St, Miami Shores, FL 33150 ENGINEER PLLC THE CANVAS AND OR FABRIC MUST BE DESIGNED TO BE READILY AND COMPLETELY REMOVED DORING 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. THIS FABRIC -COVERED STRUCTURE (CANOPY) WILL NEED A QUICK REMOVAL OR BREAKAWAY FABRIC AT WIND VELOCITIES EQUAL TO OR GREATER THAN 75 MPH (ACCORDING TO FBC 2017 3105.4.2.1) 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. :0" „B„ I I 21 I I 1' I � LACE BAR MUST BE 2/ STEEL ASTM A53 GRADE B "o PIPE 1/2 SCH 40 (U.O.N.) 2'0A LINE WEIGHT ALL MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315" O.D. X 14GA (GALVANIZED GATORSHIELD) (U.O.N.) LACE BAR MUST BE STEEL ASTM A53 GRADE B PIPE 1/2 SCH 40 (U.O.N.) _-`,0" DETAIL „A„ ' /,011 ,0' 4 ' 2� �/ 2,0 16•,0" iN QUANTITY =1 UNIT L_DECORATIVE SPEAR 6" LG. A P f 'i �DAl E. � _ r=D I 191 ALL MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315" O.D. X 14GA (GALVANIZED GATORSHIELD) (U.O.N.) DECORATIVE SPEAR 6" LG. 2' 1/8 OFF11. ALL MEMBERS MUST BE STEEL ASTM A992 GRADE TUBE 1.315" O.D. X 14GA TYPICAL WELDING CONNECTION (U.O.N.)LANIZED GATORSHIEL • DETAIL "All SCALE: N.T.S. LACE BAR MUST BE „B„ STEEL ASTM A53 GRADE B PIPE 1/2 SCH 40 (U.O.N.) RECEIVED SEP 2 2019 DECORATIVE SPEAR 6" LG. ALL MEMBERS MUST BE STEEL ASTM A992 GRADE 50 TUBE 1.315" O.D. X 14GA (GALVANIZED GATORSHIELD) (U.O.N.) „Q„ QUANTITY =1 UNIT DETAIL Al „A„ 1'��2"Ott ,6'N4R. ISOMETRICS ��0EP CA 2' Miami Shores Village APPROVED BY DATE,,`` QUANTITY =2 UNITS ZONING DEPT U BLDG EPT J U,R.IF ,T TO COMPLIAt E WI FH ALS � O�L S i A_, � ANn COU Ty /UL ES AND PFG' LAIONS REVISIONS NO DATE wags j�,s o�yod �m�LL� azo gma A sQ NREE M U • •� J U U • V • CM - $ L10. 'J c o moo► f �mm p, `LL •04 • a) cm� 0 46• .w c-& ;4 • cn!9I•8 • CO c� : • •W• U a• L 0• !W I4 V U o ~_ X W MMO � a Z Z< C =JOLL 8G S < ~ n Ll Q aSwz J TL = d L 0 0 O W M M W L 0 W ui � 5 `o jUjZs Nit 00� 0, E VA ID ONLY T RAISE P AL. 09 -05 - Juan C. Moreno FL Reg P.E. 469818 DATE: 09-05.2019 SCALE: AS SHOWN � W ]L DESIGNED: J.M. NOTE DRAWN: J.M. � -DESIGNLIMREDTOAWNING -ANY CORRECTIONS. NK MARKS. DRAWING NO. OR STICK -ONS WILL VOID THESE DRNMNGS ULATIO S AND CALCULATIONSCOPYRIGHT iER YOTHIS SD -1 DOCUMENT IS THE PRODUCE OF JGNEERAND SHPLLNOT BE REPRODUCED - ,HOLE T OR PART WITHOUT NRITTEN CONSENT OF THE CERTIFYING ENGINEER SHEET 1 OF 2 STRUCTURAL NOTES GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. OUR EXTENT OF LIABILITY IS LIMITED TO THE AMOUNT OF THE ENGINEERING FEE. DESIGN WIND LOADS: THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2017 AND THE FOLLOWING SUPERIMPOSED LOADS, DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 2017 AND ASCE 7-10. WIND VELOCITY :105 MPH EXPOSURE CATEGORY : C Kd :0.85 RISK CATEGORY : 2 GCPI : +/-0.18 STRUCTURALSTEEL: 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 360-10. ALL ANGLES AND PLATES SHALL BE ASTM A36, FY=36KSI OR APPROVAL EQUAL U.O.N. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, STEEL FY=50KS1. OR APPROVAL EQUAL, U.O.N. ALL HOLLOW STRUCTURAL TUBE "HSS" TO BE STEEL ASTM A500 GRADE B, FY=46KSI, OR APPROVAL EQUAL, U.O.N. ALL ANCHOR BOLTS SHALL BE KWIK BOLT III BY HILTI U.O.N., 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. EXIST. CONCRETE WALL 3" �r • SIDE VIEW EXISTING 5/8" STUCCO LINE OF FINISH WALL EXIST. CONCRETE LINE OF WALL FINISH WALL 4" MIN. EDGE DIST P. 1" 2" (1) STEEL ANGLE ASTM A36 / 1 L 2 X 2 X 1/4 X 2" LG 1" 1" W/ (1) KWIK BOLT -3 BY HILTI 211 3/8" DIA X 3" MIN. EMB. 4" MIN. INTO CONCRETE EDGE DIST. (f'c=3,000 p.s.i.) tM! NOTE FRONT VIEW UPPER CONNECTION EXIST. CONCRETE WALL EXISTING 5/8" STUCCO JE OF J►SH WALL TYP STEEL PLATE ASTM A36 2" X 4" X 1/4" '��J\_W/ (1) KWIK BOLT -3 BY HI 3/8" DIA X 3" MIN. EMB. SIDE VIEW INTO CONCRETE DETAIL "B" SCALE EXISTING 5/8" STUCCO LINE OF FINISH WALL N.T.S. STEEL PLATE ASTM A36 2" X 6" X 1/4" W/ (2) KWIK BOLT -3 BY HILTI 3/8" DIA X 3" MIN. EMB. INTO CONCRETE (f"c=3,000 p.s.i.) DETAIL "C" SCALE N.T.S. LT I (f"c=3,000 p.s.i.) BOTTOM CONNECTION VJ REVISIONS NO DATE C4 V o^ �, ?wo_D Z ZQ f1 DpC SCALE: AS sHowri Y tM! NOTE o€z� ma�F DRAWING N0. -ANY CORRECTIONS. NK MARKS, WHREOUT OR STICKLNS WILL VOID C mZR�w R!9 Q w Lu z 0 4" MIN. (ENGINEER AND SHALL NOT BE REPRODUCED IN �0�gz �g WHOLE OR PART WTHOUT NRITTEN CONSENT OF THE CERTIFYING ENGINEER. = a u w. o I; a o- O a° az�0 a=w- 3 LLw-Q 0 Q© = aO3 V. U) U `o wws�a Boa« �U0w. CD 6" 4" MIN. O E TYP. EDGE DIST 2 4" MIN. EDGE DIST. LINE OF FINISH WALL NIr EE Z !Q FRONT VIEW '0' 0 AISE 00 311 • o .��. • 4 :•• :..•.0 O �� • ...# s .. LLI • 1" .. • 111 111 :" ..• •� J. s LO �dw 211 •i/ .• • y 4" MIN.... o o•=�.0. EDGE DIST .. 'L1J U a .• • . . ... • •• .....0 LINE OFA• FINISH WALL FRONT VIEW VJ Juan C. Moreno '^ LJ C4 V o^ �, ?wo_D Z ZQ f1 DpC SCALE: AS sHowri Y tM! NOTE DRAWN: J.M. V _ 00U 3 DRAWING N0. -ANY CORRECTIONS. NK MARKS, WHREOUT OR STICKLNS WILL VOID C D CAL ULTIONDRAWINGS AND CALCULATIONS Q w Lu z 0 4" MIN. (ENGINEER AND SHALL NOT BE REPRODUCED IN LU01<=< EDGE DIST. WHOLE OR PART WTHOUT NRITTEN CONSENT OF THE CERTIFYING ENGINEER. = a u 0 a o- O coco LU Y Ch 1 0 Q© = (9Wrn V. U) U `o 111 411t3/16 ¢ LuZ s > U) 6" 4" MIN. O E TYP. EDGE DIST 2 / LINE OF FINISH WALL JVAIDONLY FRONT VIEW AISE 09-05-20M Juan C. Moreno FL Reg P.E. #69818 DATE: 09-05-2019 SCALE: AS sHowri Y DESIGNED: J.M. NOTE DRAWN: J.M. V -DESIGN LIMRED TOAWNING DRAWING N0. -ANY CORRECTIONS. NK MARKS, WHREOUT OR STICKLNS WILL VOID D CAL ULTIONDRAWINGS AND CALCULATIONS COPYRIGHT iEnglmer. THIS DOCUMENT IS THE PROPERTY OF D 1 (ENGINEER AND SHALL NOT BE REPRODUCED IN SHEET 2 OF 2 WHOLE OR PART WTHOUT NRITTEN CONSENT OF THE CERTIFYING ENGINEER.