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CC-16-1762 i 2tm> NO " X62 Miami Shores Village Peet Tjr om>tt>erclal C��n�+�on g� 10050 N.E.2nd Avenue NErn, r�on Atte ttit» Miami Shores,FL 33138-0000 ... � Parlr7 'ta� APF�l��E�ry : Phone: (305)795-2204 FCpRIDp' S I aue Rate /2t}1 ' Expiration: 9/03/2017 Project Address Parcel Number Applicant 11300 NE 2 Avenue 1121360000050 Main Campus BARRY UNIVERSITY INC Miami Shores, FL 33138-0000 Block: Lot: Owner Information Address Phone Cell BARRY UNIVERSITY INC 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 11300 NE 2 Avenue MIAMI SHORES FL 33161-6628 Contractor(s) Phone Cell Phone $ 60,000.00 Valuation: EMERALD CONSTRUCTION CORPOR (305)310-4543 (954)309 0680 ....,.w_ .._.._..,. ._.. ................ Total Sq Feet: 12000 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Window Door Attachment Date Denied: Tie Beam Type of Construction:ADRIAN HALL-DUNSPAUGH HALL Occupancy Load: Slab Stories: Exterior: Termite Letter Front Setback: Rear Setback: Framing Left Setback: Right Setback: Store Front Attachment Plans Submitted:Yes Certification Status: Insulation Certification Date: Additional Info: Drywall Screw Bond Return: Classification:Commercial Final PE Certification Window and Door Buck Scannin :19 Gelling Grid Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Fill Cells Columns Review Building CCF .00 Invoice# CC-6-16-60327 CO/CC Fee $220000.00 Review Building DBPR Fee $27.00 06/24/2016 Credit Card $200.00 $2,367.00 Review Planning DCA Fee $27.00 03/07/2017 Check#: 11527 $2,367.00 $0.00 Review Electrical Education Surcharge $12.00 Review Structural Permit Fee $1,800.00 Review Structural Plan Review Fee(Engineer) $120.00 Review Structural Plan Review Fee(Engineer) $120.00 Review Plumbing Plan Review Fee(Engineer) $120.00 Review Mechanical Scanning Fee $57.00 Technology Fee $48.00 Total: $2,567.00 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: the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and ng. F h o ,I authorize a-named contractor to do the work stated. March 07, 2017 Authorized e:Owner / Applicant / Contractor / Agent Date Building Department Copy March 07,2017 1 -' � Miami Shores Village e, Building Department JUN Z016 r _ 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 off, C t� Tel: (305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 l� � \o �3 FBC 20H BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1060 E • Z — Y ' / Q. d m City: Miami Shores �,\ County: Miami Dade Folio/Parcel#: i3� ®6000 5 U Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): Y VCY 51 Phone#: Address: 1onie City: M 10260 1 S VLD Y P_4 State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: EMS C_,iAJ '`(�_ac--r1 of) Phone#:_ '2gt 1,S1 1331 Address: f Z)! 571/2(-IA(6ir P. 4-4D 6 City: ba_416 8614 State: Zip: 33 b 0 q Qualifier Name: AuaL _- Ott. o Pe-3 Phone#: %I,-q 2q-1 Z"3 State Certification or Registration M CA!fir L /0 9q 7�_ Certificate of Competency M DESIGNER:Architect/Engineer: T(RAAJ L4CIPJAi 414 Phone#: 7o, Address: City: State: Zip: Value of Work for this Permit:$ (�(� Square/Linear Footage of Work: , Type of Work: ElAddition Alteration ElNew E] Repair/Replace ❑ Demolition Description of Work: ADr2JA j – Q C 8 L 18 AAV " S U)ajE U14 ,5 Speci c oro co Sub litt F ' cP F Permit dee 1• CCF$ �l� CO/CC Scannin Radon Fee$ 2, DBPR$ Notary$ Technology Fee$ g Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. PSignature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this (7 day of ��+� ,20 d , by day +of Sp_ 120 by ( I10 IU S')iK AU who ispersonally known to r���� 1�2�'����S who is k own to me or who has produced o as me or who has produced as identification and who did take an oath. identification and who 'd take an oath. NOTARY PUBLIC: NOTARY PUBLI Sig Sign: ,4v Print: Notary Public State of Flwide Seal: My Comavission12 FF 188481 qo-:RAFAELauning ara Ewes t�ital2o1e "� �'''•, Notary PuWIO Commissionthraigh NAPPROVED BY Plans Examiner //40 Structural Review Clerk (Revised02/24/2014) CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDD1YYYY)4/13/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER NAME CT Holly Buten Frank H. Fu man, Inc. PHONE (954)943-5050 FAX (954)942-6310 AJC No): 1314 East Atlantic Blvd. ADDRESS:holly@fil*ma*+i nsurance.com P. O. Box 1927 INSURERS AFFORDING COVERAGE NAIC# Pompano Beach FL 33061 INSURER AEvanston Insurance Company 35378 INSURED INSURERB:Ohio Secrurlty Insurance Co 24082 Emerald Construction Corp. INSURER CBrid field Emlovers Ins Cc 10701 1211 Stirling Road #105/#106 INSURER D: INSURER E: Dania FL 33004 INSURER F: COVERAGES CERTIFICATE NUMBER:16-17 Liability W/Forms REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LIMITS LTR S POLICY NUMBER MMIDD/YYYY MMIDD X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A CLAIMS-MADE ❑X OCCUR PREMISDAMATo GEES S( RENccTEDurrence $ 100�000 a o X 3CO6915 6/12/2016 6/12/2017 MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY jE O. � LOC PRODUCTS-COMP/OP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT a acciden $ 1,000,000 X ANY AUTO BODILY INJURY(Per person) $ B ALL OWNED SCHEDULED AUTOS AUTOS »(16)56223080 8/11/2015 8/11/2016 BODILY INJURY(Per accdeM) $ NON-OWNED PROPER PER DAMAGE $ X X HIRED AUTOS AUTOS PIP-Basic $ 10,000 UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 5,000,000 A X EXCESS LIAB CLAIMS-MADE AGGREGATE $ 5,000,000 DED RETENTION$ NONE H16XC5061600 6/12/2016 6/12/2017 $ WORKERS COMPENSATION X STA UTE JOT RH AND EMPLOYERS'LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE NIA E.L.EACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? C (Mandatory In NH) 83053567 4/15/2016 4/15/2017 E.L.DISEASE-EA EMPLOYEd$ 1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L DISEASE-POLICY LIMIT 1$ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,maybe attached If more space Is required) License # CGC #1518475 Project: Barry University, 11300 NE 2 Ave. , Miami Shores, F1 33138 Certificate holder is named additional insured as respects Commercial General Liability if required by written contract. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Village of Miami Shores THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Building Dept. ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2 Avenue Miami Shores, FL 33138 AUTHORIZED REPRESENTATIVE Dirk DeJong/HB ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014101) The ACORD name and logo are registered marks of ACO RD INS025 r9oa4nn i I CITY OF DANIA BEACH Business Tax Receipt VALID THROUGH 9/30/2017 EMERALD CONSTRUCTION CORP 1211 STIRLING RD#105-106 I DANIA BEACH, FL 33004 Business Name: EMERALD CONSTRUCTION CORP Location Address: 1211 STIRLING RD#105-106 Number/Class: 330000031 /Contractor Issue Date: 8/8/2016 Expiration Date: 9/30/2017 Charge Detail. Quantity Charge Description Amount Paid i 150 Fire Prevention Annual Fee $150.00 1 General Building $315.00 1 Waste Registration Fee $15.00 I i i Comments:WAREHOUSE WITH OFFICE WITH 3500 SQ FT AND REQUIRED 4 PARKING SPACES PER CODE Restrictions: �I SUBJECT AND ISSUED ACCORDING TO BUSINESS TAX RECEIPT ORDINANCE CHAPTER 15. This Business Tax Receipt does not permit the colder to operate In violation of any City lave,ordinance,or regulation Any change in location or ownership must be approved by the City,subject to zoning restrictions This Business Tax Receipt does not endorse,approve,or disapprove the holders skill or competence or of the holder's compliance or non-compliance with other laws,regulations or standards. MUST BE POSTED CONSPICUOUSLY AT BUSINESS LOCATION "Broward's First City" 100 West Dania Beach Boulevard'Dania Beach,Florida 33004'Phone:954-9246800 ext.3672 vcNP � STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 :E V 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 HUMBLES, MARK R EMERALD CONSTRUCTION CORPORATION 1211 STIRLING ROAD#106 DANIA FL 33004 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and STATE OF FLORIDA Professional Regulation. Our professionals and businesses range DEPARTMENT OF BUSINESS AND from architects to yacht brokers,from boxers to barbeque s restaurants,and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order CGC1518475 ISSUED: 07/12/2016 to serve you better. For information about our services, please !og onto www.myfforidalicense.com. There you can find more CERTIFIED GENERAL CONTRACTOR information about our divisions and the regulations that impact HUMBLES,MARK R you,subscribe to department newsletters and learn more about EMERALD CONSTRUCTION CORPORATION the Department's initiatives. Our mission at the Department is:License Efficiently, Regulate Fairly.We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, CERTIFIED under the provisions of Ch 412 FS Ex and congratulations on your new license! piraton dale:AUG 31 2D18 L1607120000912 DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION 8Off��.. CONSTRUCTION INDUSTRY LICENSING BOARD CGC1518475 The GENERAL CONTRACTOR �y Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2018 a o HUMBLES, MARK R EMERALD CONSTRUCTION CORPORATION 1211 STIRLING ROAD,#106 '� DANIA FL 33004 I' ❑. .. ■ ISSUED: 07/12/2016 DISPLAY AS REQUIRED BY LAW SEQ# L1607120000912 Miami Shores Village Building Department JUN 2017 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 - INSPECTION LINE PHONE NUMBER:(305)762-4949 5 FBC 20i4 BUILDING Master Permit No. J6 —/76 PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION-* SHOP CONTRACTOR Q���j DRAWINGS JOB ADDRESS: , Al Ave 1(�CT" E ��rfc''r v' 0D D City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): cr'r�lt�C ��rA,°,lJt�lLS i Phone#: Address: f 1'2-AV o IJG- Z /7 U City: i'`1 o"O"LI -19 G( State: f_�t_ Zip: 73f 4'/ Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: 0"CEP-'11l) CV&U7A_LzjL d Ott �?fl�. Phone#:4 W4- 2_0 Address: 12-16 -S !ylLm 6, 9-166 City: / .CIN, a.-A State: Jc�- Zip: 33 do L)L Qualifier Name: /As MUO k4u(, !, S Phone#: SLR 2 YJ State Certification or Registration#: G Cv L !S J' 4�s- Certificate of Competency#: DESIGNER:Architect/Engineer: es!�,��,,9� c_2- ptF- Phone#: O('S d� 5dq 3 Address: �6/ 2/.4." &2- 6+ e '9�� zd —City: loeez State: t4= Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Descriptiprf_ ILsaJc:__�.. Specilb �■ a,�< Submittal Fee$ Permit Fee$ �j ° `� CCF$ CO/CC$ Scanning Fee$ ^ -Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ 80 0 Bond$ TOTAL FEE NOW DUE$ 4, ro (ReAsed02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. a Signatur Signature OWNER AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of�`lULY 2017 by day of 1:„i r°l 20 / 7 by S15LO UMA1�G11UW-@U 4 ,who is personally known to 4,1 Ati k fl-'V6(b hp is personally known tb Me pr who has produced as me or who has produced as identification and who did take an oath. identification and w o did take an oath. NOTARY PUB : NOTARY PUBLI Sign:• V Sign: aq�Nlun�. P Print: °� v Noigry Public-State of Florida r sACA �• My Comm.Expires Jan 24,2019 S �evaet dd uoissiwuiop Seal: .:,,, Commission*FF 173199 Ar r OPPOW jo GM 2110d ti�N � �►� I�' ���i��a, Rough MOM Natafyl Assn. Z 3 APPROVED BY / Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 3401 NW 82nd Ave. Suite 370 Eastern Doral, FL.33122 {305}599-8133 Engineering Group inweasernegcom /AAS7�2 P'e& ""f * CC-- 6 16 - 176 2 JUN 3 2017 BarryUniversity Rails ' - Job No: 17-271 S` RU= Railing V �, 4 11300 NW 2nd Ave, Miami Shores, FL 33160 Juan C. Salinas, Architect P.O. Box 442066 w Miami, Florida 33144-2066 STRUCTURAL CALCULATIONS •`���,'�`�s MARri, f to i N Si ;• 80430 '; Z JOKE 1(t �4 = • ❑ Alexis®Ma A PE ❑ Gonzalo Pa E Lie. No. 80430 Lie. No. 60734 CAN # 26655 CAN # 26 NO. OF PAGES: 3401 NW 82nd Ave, Suite 370 Doral,FL.33122 Eastern (305)599-$1.33 Engineering Group lnfo@eastemeg.com CRITERIA: Calculations based on: 1. 2014 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-11 4. American Institute of Steel Construction AISC-14ed 5. Aluminum Design Manual 2005 CALCULATION INDEX: I Wind Loads 3-4 II Guardrail Design 5-20 III Post Guardrail Design T-O" height 21-26 IV Handrail Design Connected to post 27-29 V Handrail Design Connected to CMU Wall 30-32 Total Pages=32 CALCULATION STATEMENT: To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer generated calculations are in compliance with the existing governing codes. ❑ Prepared By: ❑ Prepared By: Raissa Lopez, PE Gonzalo Paz, PE Lic. No. 59399 %0"11 of Lic. No. 60734 CA#26655 ®%0! \S MART] -Poo. CA#26655 i i ❑ Preparedgy: Alexis M ?tintJ 04s30 Lic. No.110 3CA#26 5.52�� ,irOF �•. it` Qom:�_�` . �, .4OR`O 17 271 Page 2 of 32 3401 NW 82nd Ave. Suite 370 Doral,FL 33122 Eastern (305)599-8133 Engineering Group 'n www.easterneg.com Wind Analvsis 17 271 Page 3 of 32 Project Name:Project Name:17 271 Date:04/27/17 Wind for {ethers Structures & Opening Signs Design (E<70%)ASCE 7-10 endeal Wired Data: Miami Dade Broward Category I...............V=165 mph........V=156 mph 175.0 Wind Velocity(mph) Category 11..............V=175 mph........V=170 mph Category III &IV.....V=186 mph........V=180 mph Kzt= 1.0 Topographic Factor gd := 0,8 Wind Directionality Factor(see table 26.6-1)ASCE 7-10 ....Kd=0.85 = p,g Gust Factor(Fle)dble Structure) F77=-T-4 Net Force Coefficients Cf(see Figure 29.5-2) Flat-Side Members Rounded Members for a<=0.1 2.0 1.2 0.8 for 0.1 to 0.29 1.8 1.3 0.9 for 0.3 to 0.7 1.6 1.5 1.1 Values for Terrain exposure constants a and zg: Exposure B— Value a =7 , Value zg=1200 Exposure C— Value a =9.5 , Value zg=900 zg:= 700.0 Exposure D— Value a =11.5, Value zg=700 eneral Sign Da#a. Height of Top of Sign (ft) = 10.0 Solidity Ratio of Sign(%) Then ' Z:= if(Z < 15,15,Z) 2 (Z1a Kz:= 2.01 —J zg qz:= 0.00256•Kz•Kzt•Kd•V2 qz,= 68.65 psf lawable Design Wind Loads; pz:= 0.6(gz G•C f) Pz-63.0 Gross Wind per Actual Solid Area(psf) r 100'70:0) Equivalent Wind in Overall Area (psf) pz.EQ:= maxi pz Eastern Engineering Group Page 4 of 32 3401 NW 82nd Ave. Eastern uite 370 L3122 Doral,FL 33122 (305)599-8133 Engineering Group www.easterneg.com Guardrail Design 17 271 Page 5 of 32 Eastern 3401 NW 82nd Avenue, PROD. NAME: Suite 370,Miami,FL 33122 (305)easte 33 PROJ No.: DATE: Engineering Group info@eastemag.com 9 9 P www.eastemeg.com DESIGNED BY: PAGE: REVIEWED BY: R.L. OR G.P. _T r2.0000 02.0000 2.0000 01.7500- 0.2500 Post section TOP RAIL Area = 1.7500 in"2 Area = 0.7363 in"2 Ixx = 0.9115 in"4 Ixx = 0.3250 in"4 lyy = 0.9115 in"4 lyy = 0.3250 in"4 Jz = 1.8229 in"4 Jz = 0.6500 in"4 Pxy -0.0000 in-4 Pxy = -0.0000 in"4 rxx = 0.7217 in rxx = 0.6644 in ryy = 0.7217 in ryy = 0.6644 in Sxx max = 0.9115 in-3 Sxx max = 0.3250 in"3 Sxx min = 0.9115 in-3 Sxx min = 0.3250 in-3 Syy max = 0.9115 in-3 Syy max = 0.3250 in-3 Syy min = 0.9115 in"3 Syy min = 0.3250 in-3 1.0000 0.1250 pickets & bottom Area = 0.44 in"2 Ixx = 0.06 In"4 lyy = 0.06 in"4 Jz = 0.11 in"4 Pxy = -0.00 in-4 rxx = 0.36 in SxF0.36 in x max = 0.11 in�3 Sxx min = 0.11 in"3 Syy max = 0.11 in"3 Syy min = 0.11 in"3 17 271 Page 6 of 32 Square Aluminum Tube Punched +Post Stiffener #Ribbed Dock Picket I-Beams Square 6063-T52 x 24' (Unless noted otherwise) Spear " Reinfo=men7Tube Items marked as MILL ORDER are non stock but available.Product codes Avallable (See See Ralkn9p16 Used for Dock listed on MILL ORDER Items are for the reference only.Customer must -E- below) a „ ,. Applimdons 0 specify length,alloy 8 temper. Approx. Approx. Stock Code Size in Inches(E x M x S) Wt/Lin ft. Stock Code Size in Inches(E x M x S) Wt/Lin ft. 19-63-100 .500 x.062 x 20' 0.131 19-63-208(FL) 2 x.125(w/.25 Outside Rad-.125 Inside Rad) 1.076 19-63-471 .625 x.062 x 20' 0.168 19-63-209 2 x.125(w/.125 radius) 1.109 19-63-090(FL) .735 x.045 x 16'6" 0.168 52-61-1768(NC/DE)2 x.125 x 32'(6005-T5)(w/.125 rad) 1.109 19-63-095 .735 x.045 0.168 19-63-210 2 x.125+ 1.126 19-63-085(FL) .750 x.040(w/.093 radius) 0.131 25-BD-315 2 X.125 Polished BDA(w/radius)x 20' 1.126 19-63-089 .750 x.045 x 16'8"(w/radius) 0.168 19-61-210 2 x.125 x 22'6"(6061-T6)+ 1.126 19-63-101 .750 x.045 x 18'8"(w/radius) 0.168 52-61-936(FL) 2 x.125(6061-T6)+ 1.126 19-63-105PS1 .750 x.062 x 58"Punched Picket Spear 30-05-200(NC/DE) 2 X.125(Ribbed Dock Tube,w/rad)x 32'#0.994 19-63-105PS2 .750 x.062 x 70"Punched Picket Spear 19-61-208(FL) 2 x.188(6061-T6) 1.634 19-63-525(NC) .750 x.062 x 16' 0.206 19-63-211 2 x.188+ 1.627 19-63-106(Mo) .750 x.062 x 21'(w/radius) 0.196 52-61-1128 2 x.188 x 20' w/radius/6061-T6+ 1.530 19-63-108(Mo) .750 x.062 x 22'(w/radius) 0.196 - 1-2 0 - 6 . 0 19-63-105 .750 x.062 0.206 52-61-1520 2 x.250(w/radius/ 1-T6) 2.052 19-63-107 .750 x.062(w/.090 radius) 0.206 19-63-215 2.250 x.095 0.982 19-63-110 .750 x.093 0.293 52-61-1040 2.45 x.250 8'(w/radius/6061-T6) 2.640 19-63-113 .750 x.093(w/radius) 0.293 19-63-714 2.500 x.0 5 19-63-115 .750 x 1/8 0.374 19-63-807(DE) 2.500 x.09 use for post of 4 19-63-116 .750 x 1/8(.062 radius) 0.374 19-63-221 2.500 x.12 guasrd 5 19-63-821 (DE) 1 x.047 0.214 MILL ORDER 2.500 x.188(6063-T6)52-61-3402(FL)+ 2.076 19-63-130 1 x.062 0,278 52-61-4450(FL) 2.7 x.125(w/radius/6061-T6) 1.490 19-63-130PS1 1 x.062 x 58"Punched Picket Spear 19-61-534(NUDE) 2.7 x.125 x 20'(w/radius/6061-T6) 1.490 19-63-130PS2 1 x.062 x 70"Punched Picket Spear 19-63-230(FL) 3 x.093 1.298 19-63-131 1 x.062(w/radius) 0.268 19-63-231 3 x.093 x 27' 1.298 19-63-136(NC/Mo)1 x.075 (w/radius) 0.317 MILL ORDER 3 x.100(T5 w/rad)242-005(MO) 1.380 19-63-341 1 x.093 0.405 19-63-235 3 x.125 1.726 19-61-535(Ncimo) 3 x.125 x 20'(w/rad/6061-T6) 1.670 19-63-140 11 -x.125 19-63-237(FL) 3 x.125(w/.125 radius) 1.709 x 0.524 30-05-205(NC/DE) 3 X.125(Ribbed Dock Tube,w/rad)x 20'#1.546 19-63-141 1 x.125(w/radius) 0.509 52-61-749 3 x.188 x 18'(w/rad/6061-T6) 2.502 25-BD-310 1 x.125 Polished BDA(w/ d)x 20' 0.509 52-63-8188(FL) 3 x.188(w/rad/6063-T6)x 25' 2.502 19-63-153 1.250 x.062 0.353 19-63-240(Nc) 3 x.188 2.533 19-63-150 1.250 x.093 0.516 19-61-340 3 x.250(6061-T6) 3.300 19-61-150 1.250 x.093(6061- 6 1-63-897 3 x.250 x 18'3"(w/rad) 3.204 19-63-155 1.250 x.125 use for pickets & 2-63-8441 3 x.250 x 25'(w/rad/6063-T6) 3.204 19-63-157 1.250 x.125 x 20'(wi Bottom rail 2-61-750 3 x.250 x 18'(w/rad/6061-T6) 3.204 19-63-160 1.500 x.060 9-63-245 4x.125 2.324 19-63-161 (FL) 1.500 x.062(w/.093 radius) 0.420 56-63-003(FL) 4 x.125(w/rad 204R1 Anod)x 24'2" 2.374 19-63-161 (Tx) 1.500 x.062(w/.125 radius) 0.416 56-63-010(FL) 4 x.150(w/rad 204R1 Anod)x 22' 2.772 19-63-165 1.500 x.093 0.632 19-61-250 4 x.250(6061-T6) 4.500 19-63-170 1.500 x.125 0.824 56-MF-035(FL) 4.5 x.093(w/.125 radius) 1.955 19-61-170 1.500 x.125(6061-T6) 0.824 19-63-255 5 x.125 2.925 19-63-172 1.500 x.125(w/.125 radius) 0.809 19-61-258 5 x.250(6061-T6) 5.700 19-63-174(Tx) 1.500 x.188 1.184 MILL ORDER 5.5 x.204(T6 w/rad)19-63-721(NC) 5.173 19-61-173 1.500 x.250(6061-T6) 1.500 19-63-260 6 x.125 3.525 52-61-1045 1.500 x.250 x 18'(w/rad/6061-T6) 1.461 56-63-037(FL) 6 x.150 x 24'6"(6063-T6 w/rad 204111 Mod) 4.204 19-63-180 1.750 x.093 0.732 MILL ORDER 6 x.180 x 20'(T6 w/rad)52-63-1843(FL) 5.076 19-61-180 1.750 x.093(6061-T6) 0.732 MILL ORDER 6 x.188(w/rad,6063-T6)52-63-12856(FL) 5.245 19-63-185 1.750 x.125 0.975 19-61-260 6 x.25 6.900 19-63-192(FL) 2 x.062 0.604 MILL ORDER 6 x.50 x 12'(w/rad/6063-T6)19-631180(Nc)12.936 19-63-191 2 x.062 x 26' 0.604 MILL ORDER 6.75 x.188 5.804 19-61-206(FL) 2 x.093(6005 T5) 0.851 19-63-262 7 x.156(6063-T6) 5.120 19-61-205 2 x.093 x 26'(6005-T5) 0.851 19-63-265 8 x.188 7.050 52-63-11425(FL) 2 x.093(with radius) 0.836 MILL ORDER 8 x.50 x 40'(6061-T6 w/rad)52-61-3166(FL) 17.650 19-63-300(FL) 10 x.250 x 24'(6063-T6 w/rad) 11.700 Standards 15 EMS FL EMS NC EMS TX EMS MO 1-800-432-2204 1-800-343-8154 1-800-996-6061 1-888-822-6061 (561) 588-4780 -fax (704) 391-2267-fax (281) 656-2297-fax (314) 3443349 -fax Eastern MOW SUPPIF Additional Locations:West Palm Beach$Lakeland, FL; Newark,DE and Birmingham,AL Qggli p?fhapes In Aluminum Website: www.EasternMetal.com e-mail: info@EasternMetal.com Pawrslat: 10/15/14 Round Aluminum TubeRound Aluminum Tube (continued) Size in Inches Aprox. 6063-T5 x 24' (Unless noted otherwise) Stock Code (Size x Wall) Wt/Lln ft. 17-63-160 4 x .125(3.750 ID) 1.826 Size in Inches Aprox. 17-61-160 4 x.125(3.750 ID)(6061) 1.826 Stock Code (Size x Wall) WtlLin ft. 17-DOT-120 4 x.1875 x 17' 2.647 17-63-100 .75 x.065(.620 ID) 0.172 17-DOT-1 21 4 x.1875 x 20' 2.647 17-63-110 .875 x.062(.751 ID)(6060 T6-Furniture Grade) 0.190 17-DOT-123 4 x.250 3.534 17-63-105 1 x.062(.880 ID)x 20'(6060 T6-Furniture Grade) 0.229 .17-DOT-125 4 x.250 x 20' 3.534 17-63-115FG 1 x.062(.880 ID)(6060 T6-Furniture Grade) 0.229 17-DOT-130 4.500 x.250 x 20' 3.924 MILL ORDER 1 x.063(.880 ID)x24'-Welded Tube(17-wr-115)0.229 17-63-165 5 x .125(4.750 ID) 2.251 17-63-120 1 x.125(.750 ID) 0.404 52-61-2429 5 X.188(6061 T6) 3.410 17-63-132 1.250 x.062(1.126 ID) 0.278 17-DOT-1k 5 x.250 x 20'(6061 T6) 4.470 52-63-1272 1.250 x.062(1.126 ID)(6060 T52-Furniture Grade) 0.278 17-63-170 6 x.125(5.750 ID)x 20' 2.713 17-63-130 1.250 x.090(1.070 ID) 0.385 MILL ORDER 6 x.188(5.624 ID)52-61-3925 4.037 17-63-134 1.250 x.125 x 16'(1.000 ID)(6063T52) 0.530 17-DOT-1 39 6 x.250 x 20' 5.4197 17-63-133 1.250 x.125 x 20' (1.000 ID)(6063 T52) 0.530 17-DOT-140 6 x.250 5.4197 17-63-116 1.500 x.065(1.370 ID) 0.351 17-63-175 8 X.125(7.750 ID)(6063 T6) 3.710 17-63-117 1.500 x.090 (1.320 ID) 0.503 MILL ORDER 8 x.156 (7.688 ID) 4.613 17-61-195 1.500 x.093(6061) 0.484 17-63-135 1.500 x.125(1.250 ID) 0.648 Drawn Tube (6063-T832 x 24') 17-61-200 1.500 x.125(1.250 ID)(6061) 0.648 52-00-004 1.125 x.042(1.041 ID) 0.166 17-T4-135 1.500 x.125(6063 T4) 0.648 Mates with 17-63-12549(Clear Anodized) 17-63-136 1.500 x.125 x 20' (1.250 ID)(6063 T52) 0.648 MILL ORDER 1.250 x.049(1.152 ID) 0.217 17-63-138 1.500 x.125 x 30'(1.250 ID)(6063 T52) 0.648 17-63-12549(MO) Mates with 52-00-004(Clear Anodized) 52-63-9775 C-Insert x 12'-for 1.500 x.125 Tube(6063-T6) 0.347 17-61-203 1.500 x.250 x 24'(6061) 1.178 MILL ORDER 1.375 x.049(1.277 ID) 0.240 17-61-205 1.750 x.125(1.500 ID)(6061) 0.750 17-63-137549(MO) Mates with 17-63-1549(Clear Anodized) 17-63-140 2 x.050(1.900 ID) 0.360 MILL ORDER 1.500 x.049(1.402 ID) 0.263 17-63-142 2 x.065(1.870 ID) 0.474 17-63-1549(MO) Mates with 17-63-137549(Clear Anodized) 17-63-141_ 2 x.125(1.750 ID) _ _____ 0.866 117-61-210____2 x.1_25(1_.750D)(s0s�j_ _ _ - 0.866 MILL ORDER 1.875 x.049(1.777 ID) 0.331 17-DOT-100 2 x.125 x 12' _I _ 0.866 17-63-187549(MO) Mates with 17-63-2049(Clear Anodized) 17-63-143 2 x.125 x 20'(1.750 ID)(6 T52) 0.866 17-61-213 2 x.250(1.500 ID)(6061) 1.650 MILL ORDER 2.000 x.049 (1.902 ID) 0.353 MILL ORDER 2.125 x.125(6463-T67) 5 -6 -7 9 0.942 17-63-2049(MO) Mates with 17-63-187549(Clear Anodized) MILL ORDER 2.150 x.125 (6463-T67)52-63-8437 0.953 Brite Dipped Drawn Tube Pcs/l3ox 17-63-212 2.250 x.120(2.000 ID)(6063 T52) 0.964 17-61-215 2.500 x.125(2.250 ID)(s0s1) 1.097 25-BD-460 .750 x.058 x 20' 54 17-DOT-105 2.500 x.125 x 12'6" 25-BD-463 .875 x.058 x 16' 38 17-DOT-1 04 2.500 x.125 x 13'6" Use for top of 25-BD-465 .875 x.058 x 20' 38 17-DOT-106 2.500 x.125 x 15' guard 25-BD-467 .875 x.058 x 24' 38 17-63-150 3 x.083(2.834 ID) 0.895 25-BD-469 .875 x.095 x 24' 38 17-63-155 3 x.125 (2.750 ID) 1.355 Superbuff Stainless Steel Tube x 24'2" 17-61-220 3 x .125(2.750 ID) (6061) 1.355 17-DOT-1 10 3 x.125 x 13'6" 1.355 304 Alloy typically used in Freshwater applications 17-DOT-111 3 x.125 x 15' 1.355 Stock Code Size in Inches Laths./Box 17-DOT-113 3 x.125 x 17' 1.355 25-304-100 7/8 x 16 gauge (.062) 30 17-DOT-112 3 x.125 x 20' 1.355 25-304-105 1 x 16 gauge (.062) 16 52-61-3149 3 x.293 x 20'(2.415 ID)(6061) 2.986 316 Alloy typically used in Saltwater applications 25-61-300 3 x.540 x 20'(1.920 ID)(606 1)Winder Tube 5.008 Stock Code Size in Inches Laths./Box 17-DOT-115 3.500 x.1875 x 15' 2.300 25-316-100 7/8 x 16 gauge (.062) 30 17-DOT-117 3.500 x.1875 x 17' 2.300 25-316-105 1 x 16 gauge (.062) 16 17-DOT-116 3.500 x.1875 x 20' 2.300 Bullnose Tube (with Screw Bosses) MILL ORDER 2 x.072 0.659 56-63-201 3 x.083 x 24' 1.067 10 56-63-204 4 x.093 x 24' 1.526 Bullnose Items marked as MILL ORDER are non stock but available. w/screw bosses Product codes listed on MILL ORDER items are for die reference only. Customer must specify length,alloy&temper. Serrated&Fluted/Scalloped Tube See Next Page(Standards 18)for full listing Standards 17 EMS FL EMS INC EMS TX EMS MO 1-800-432-2204 1-800-343-8154 1-800-996-6061 1-888-822-6061 (561) 588-4780 -fax (704) 391-2267 -fax (281) 656-2297 -fax (314) 344-3349 -fax Eastern Metal Supply Additional Locations:West Palm Beach&Lakeland,FL; Newark,DE and Birmingham,AL Q69IFthapes In Aluminum website: www.EasternMetal.com e-mail: info@EasternMetal.com6'age 8 of 32 Project Name:17 271 Date:06/07/17 Picket Vertical Railing Design (Too, Bottom, Post Allowable Stresses for Aluminum 6063-T6 6063-T5 6061 T6 6005-T5 (psi) (psi) (psi) (psi) Fb 15000 9500 19000 19000 (Tubes & Shapes) ,, 48t 0 480tIW 9tJt) Fb 18000 11500 24000 24000 (Round& Oval) 55010 X500 1p50 � " .w Fv 8500 5500 12000 12000 �001 IM Tubes, Shapes & Round 800' E 10100 ksi 10100 ksi 10100 ksi 10100 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.0 in of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fv=7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb=23760 psi, Fv=14400 psi for Fy=36 ksi E=29000 Ksi Fb=33000 psi, Fv=20000 psi for Fy=50 ksi E=29000 Ks Allowable Stress for Steel Welding: Welding: E-70XX Fv=21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb=16216 psi, Fv=9189 psi for (SS 304) Fy=30 ksi E=28000 Ksi Fb=34730 psi, Fv=20838 psi for(S32304 Duplex SS)Fy=58 ksi E=28000 Ksi Fb=62870 psi, Fv=37720 psi for(S17400-H1150) Fy=105 ksi E=28000 Ksi Allowable Stress for Steel Welding: Welding: E318 or E309 Fv=19200 psi Allowable Stress for Wood Strong and Weak Axis Allowables Stress for Lumber No.2 Non Dense(2"-4"thick): Fb=1350 psi, Fv=175 psi for 2"4"Wide E=1400 Ksi Fb=1150 psi, Fv=175 psi for 5"-6"Wide E=1400 Ksi DESIGN INFORMATION: Florida Building Code 2014 AISC Manual of Steel Construction 14th Ed, NDS-ASD for Wood Construction 2015,ASCE 27-13 Structural Stainless Steel,Aluminum Design Manual 2015 DESIGN LOADS: Handrail Design Loads: Concentrated Load = 200 lbs. applied at any point in any direction. Uniform Load = 50 plf applied in any direction (other than dwelling units). Guardrail System Loads: Concentrated Load = 200 lbs. applied at any point in any direction at the top of the guardrail (other than dwelling units includea load of 100 lbs applied vertically downward at the top of guardrail). Concentrated horizontal load of 200 lbs applied on a 1 sq ft. area at any point in the system. 17 271 Page 9 of 32 Handrail Design:] 1 Vertical Load • Horizontal Load H,post eneral Data: Railing Span(in) H,,t:= 42.p Post Height(in) iendMl,LOdI M. Qwind:= 10-01 Wind Pressure(psf) P200 2009. Single Concentrated Load (lbs) .....Railing P=200.00, Fence P=0.00 q5o 50.0 Uniform Distributed Load (plf).........Railing q=50.00, Fence q=0.00 P50 50.01 Single Concentrated Load (lbs) .....Railing P=50.00, Fence P=0.00 op Railing Data: attom",,Data= Post Data: FbTR:= 24000.0 psi FbBT:= 15000.0 psi FbpT:= 19000.00 psi FvTR:= 5000.0 psi FvBT:= 2800.0 psi FvpT= 12000.00 psi SxTR:= 0.3 Vertical Loads in SyBT:= 0.11 in3 in3 ATR:= 0.7 int ABT:= 0.4 int ApT:= 1.7 int SyTR:= 0.3 Horizontal Loads in SxBT:= 0.11 Vertical Loads in IxTR= 0.3 in4 FI := 0.0 in4 17 271 Page 10 of 32 np Railing Design: ctual Moment: Concentrated Load = 200 lbs. MTR.200= P200•L5 jMjR*1= 192100 in— Ib Uniform Load = 50 nlf — 0.1012 L MTR MTR.so q5o 2 I S2 in— Ib 12 . .,.. For Wind Pressure gwind Hpost 2 ,y MTR.wind:= 0.1012. 144 2 .L MTR z34tI{3 ' in— Ib MTR:= m&�MTR200,MMM MTRwind) F;7,1977, in- lb actualShear: Concentrated Load = 200 lbs. VTR.200:= P2odbsVCR.20U',= lbs Uniform Load = 50 nlf VTR.50:= 0.6• 12 (15-0).L VTRso lbs For Wind Pressure (2144 wind HpostVTR.wind:= 0.6• 2 L Vwind= 4 ( i:' lbs VTR:= max(VTR.200,VTR.50,VTR.wind) FTR, X00.00 lbs ectiorr'Required:,I Bending Design For Horizontal Load: Section Modulus Required MTx SYTR.MM.- +YTR t n�� .: in3 FbTR Bending Design For Vertical Load: Section Modulus Required MTR IXTR �,,,_ ,U7'1 ,�. 3 SXTR min' Fb (Ix + Ix ��TRtttn�" 0:{�� ; In TR TR BT Shear Design: Area Required 1.5•VTR ATR.min:= FVATIL.min ',` in2 TR ection Provided: BENDING if S >S "N.G","OK" I3'� ING yy.top:= � YTR.min— YTR, � :: YY.' .W.» BENDING,,,.top:= if(SxTR,m n SxTR,"N.G","OK"� B)11DINGxxto SHEAR . ) a € AR top•— if�A TR.min>—ATR, , OKtop 17 271 Page 11 of 32 3401"w 32nd Ave, Eastern 3uRe 374 PRO,JEGt NO. NAMDorm,FL.33122 (305)599-3133 Engineering Group t1h .easternezoom DATE: Amo(- t� ,5 ,5 �-,ovr - azo o - A ��20oft .4f OU �� �! �UZ„�✓ �2�E'� r7,CGl °G�i �ce.t' !Y� a"�'°°'" 17 271 Page 12 of 32 ,ost Design: ctual Reaction: Concentrated Load = 200 lbs. RPT.200P200 Rk2oa= 200.t{} lbs Uniform Load = 50 plf RPT.So:= 1.1. 12 (q")-LIbs R 2 5: . For Wind Pressure r g RPT.wind:= 1.1 I 144 wind Hp L R 7C,wlnd �1}t}'' lbs RPT:= max(RPT.200,RPT.50,RPT.wind) ppT_2:2o.56'', lbs ctual Moment: rHpost MPT:= maxl max(RPT.200,RPT.50).Hpost,RPT.wind' 2 IV1trt = In-Ib ctual Shear: VPT:= RPT VpZ , '2t1.QU'', lbs. jection RE?quired: Bending Design: Section Modulus Required: SPT.min= MPTPTmn $; in3 FbPT Shear Design:Area Required: 1.5•VPT APT.min in FvpT ection Provided: BENDINGpost:= if(SPT.min>SxPT,"N.G","OK") I BEND11?1Gp t" 7OK4] SHEARpost tf(APT.min>ApT,"N.G","OK") ISHEt�,kt.�t OOK ] 17 271 Page 13 of 32 ottom Qesi n.. dual Moment. For Wind Pressure max(25, id 1 MBT.wind ( wn� Eng st L2 MBT. = 1050,00 in— 1 8 144 b MBT ma�MBT.%md) / �-„1050..00 ', ft— lb Actual'SM-An:I”, For Wind Pressure gwm 1 max , d p�25 • H ost VBT.wind 2 C 144 2 L V wind^ 7.5{1 lbs VBT maX(VBT.wind) 17 lbs ecfion Required* Bending Design For Horizontal Load: Section Modulus Required: MBT SYBT.min�_ Y�T.t `11,{l 'r Ina FbBT Bending Design For Vertical Load: Section Modulus Required: MTR IXBT y SXBT.min BT Fb (Ix + Ix ,min :.1 '' in3 TR BT Shear Design:Area Required: VBT Int ABT.min= FVBT ection Provided: BENDINGyy.bottom If(SYBT.min>SYBT,"N.G","OK") 1 NISI l om= aQ BENDING .bottom:= if(SxBT.min?SxBT,"N.G","OK") I ICaxu.b( ... SHEARbottom if(ABT.min>ABT,"N.G" ,"OK"� 1ELL I '' " f' bottom 17 271 Page 14 of 32 Post Bottomi Renin Connection: .,etd ailed $action Data: Fv,,,,eld 700 Allowable Stress of Welding(psi) Width of Tube Aluminum (in) to:= x E— 0.00001 max(VBT) while >_Fvwetd In 0.707•b•x �•.- ¢ x<—x+ 0.0625 t Aweld:= b•te in beck Shear Stress max(VBT) 'weld:= fvwetd= 699;89 psi Aweld STRESS = "N.G." "OK" if Fvweld>fvweld t Wweld "1/8" if e <_0.1250 0.707 "3/16" if 0.1250< to <_0.1875 0.7071/$".:; we?d " 1/4" if 0.1875 < t e <_0.25 0.707 17 271 Page 15 of 32 ost Anchorage to Concrete: P.vertical P.horizontal Rpost P2 a P 7 hsf Kc, 1 11P c.al D.grout B.post ] B.grout VD.Post Ost w Bpost:= 2.0 Post Width(in) Dp,,,,t:= 2.0 Post Depth (in) hep:= 4.5 Post Embedment(in) Ca1:= 4.5 Minimum Edge Distance(in) •rout Size Qata: Bgront:= 2.65 Equivalent Grout Width (in) Dgrout: 2.65 Equivalent Grout Depth (in) g,-. := 10000.0 Grout Strength (psi) oncrete Slab lata: fbcone>ete:= 3000.0 Concrete Strength (psi) do:= 3.0 Hold diameter(Grout Diameter)(in) h,:= 6.0 Concrete Slab Deep(in) 17 271 Page 16 of 32 Equivalent Actual Hod; htaf j�Od at.T6p Railing Height Pd Pd:= MPT .= lbs Hpost Arm Effect: 2•he2 f + 3•Hpost•hef a:= a in 3-h, f+ 6.Hpost P P2:= d•a2 p;' 3j$5. lbs hef•(2•a— hef) P]:= P2— Pd x 3135.97: lbs Mextemal:= Pd•(Hpog+ a) extcrnat43 39 lbs— in Mintemal:= P2.3•a+ Pl'3•� hef— a) intemal' �37�139 lbs— in Vu:= 1.6•(ma4Pl,P2)1 Uu E .4+ lbs 17 271 Page 17 of 32 Stress-Analysis Between PostandGrout: f2.grout= 2•P2 1.6• 2 gout ',211 6. � psi a•Bpost fl.grout= 2.P1 1.6' 1't iro� 268,44 psi (hef— a)'Bpost Bearing Stress for Grout;: Fpgrout:= [0.65•(0.85feg out) •1.5 p ' �$7.5a psi Stressgrout:_ I"N.G." "O.K." if ma+l.grout,f2.grout) Fpgrout Stress Analysis BetweenGrout and Concrete: 2•P2 f2.concrete:= 1.6 f2.conerete_ psi a•Bgrout 2.P1 fl.concrete:= 1.6 f1rrT .$$ psi (hef— a)'Bgrout Oearing Stress for Concrete Fpconcrete:_ 0.65.(0.85•f econcrete)]'1 5 csncrete^ $$i psi Stressconcrete:_ N.G." I"O.K." if max(fl.concrete,f2.concrete) Fpconcrete Mss r'-O.K." 17 271 Page 18 of 32 Shea�rAnal` sis-Concrete Breakout Strength'. Avco:= 4.5•C,12 Avg;-i= . in2 AV.:= 2•(1.5•Ca1)•ha if ha< 1.5•Ca1 A1,00, ; in2 2•(1.5•Ca1)•(1.5•Ca1) if ha>_ 1.5-Cal 1.0 Modification factor for edge effect 1.4 Modification Factor in No cracked concrete at service loads yrc.v=1.4 Modification Factor in cracked concrete with y,c.v=1 w/ No supplementary reinforcement. y,c.v=1.2 w/Supplementary reinforcement of a No 4 Bar between the anchor and the edge. yic.v=1.4 w/Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in. I':= if(hef> 8.d, 8.do'hef) 1 = in 0.2 Vb:= 7[(7.) F' f cconcrete'Ca11.5lbs. lbs. AV'Vcb:= 'APed.V'*c.V'Vb V ,'- 8555.23 AVco := 0.7 Conditions c Vc1, 59$1.46 lbs �=0.75 w/Supplementary reinforcement are crossing concrete failure prism. �=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BREAKOUTshear:= if(Vu>(p•Vcb,"N.G.","OK") BR.I AKOUTihe,=';;R; 17 271 Page 19 of 32 Shear Ana sls'Concrete Burst-taut$treri the Calc= I Cal alc=4.5(3 in "N/A" if ha<Cal otal Cone Area for Failura Mahe, r r Dgrout Bgrout ^^ 2 Acone.total=V G'Calc'IT'I Calc— 2 } 2 Iri one Area for Failure Plane at Fust Acone.post �' B 2 ut 2 7r hepost_ 7 85 int � � Final Cone Area for Failure Plane Acone.total— Acone.post 2 Acone.final 2 Acottefluai ' in final Area for Failure Plane;; V 4 f c Ac lbs cone.cb concrete' one.final tunecb, := 0.7q Conditions � ,= 6297.15,,' Ibs 0=0.75 w/ Supplementary reinforcement are crossing concrete failure prism. 0=0.70 w/ No supplementary reinforcement are crossing concrete failure prism. BURSTOUTshear if(Vu>4•Vcone.cb,"N.G.","OK" $URST6t� = "Old" 17 271 Page 20 of 32 3401 NW 82nd Ave. rn Suite 370 Doral,FL.33122 Easte (305)599-8133 Engineering Group www.eastemeg.com Handrail Design Connected to post 17 271 Page 21 of 32 SCH 80 Aluminum Pipe - 6063-T52 x 20' Size in Inches Approx. tock Code (Size OD x ID x Wall) Wt/Lin ft. ILL ORDER 26-63-201 CM 1 1.315 x .957 x .179 (T5) 0.751 26-63-105 1-1/4 1.660 x 1.278 x .191 1.037 26-63-100 1-1/2 1.900 x 1-1/2 x .200 1.256 26-63-200 2 2-3/8 x 1.939 x .218 1.737 AISDAVAIIABIE.- MILL ORDER 3 3-1/2 x 2.900 x .300 3.547 MILL ORDER 52-63-8819 4 4-1/2 x 3.826 x.337 5.183 Brushed or Polished BDA Pipe SCH 80 Aluminum Pipe - 6061-T6 x 20' See the Marine section Size in Inches Approx. of our Catalog Stock Code (Size OD x ID x Wall) Wt/Lin ft. 26-61-025 1/4 0.540 x .287 x .119 (x 12') 0.182 26-61-200 1 1.315 x .957 x .179 0.751 26-61-205 1-1/4 1.660 x 1.278 x .191 1.037 26-61-210 1-1/2 1.900 x 1-1/2 x .200 1.256 26-61-215 2 2-3/8 x 1.939 x .218 1.737 26-61-215S 2 2-3/8 x 1.910 x.233 1.878 26-61-220 2-1/2 2-7/8 x 2.323 x .276 2.705 26-61-225 3 3-1/2 x 2.900 x.300 3.547 26-61-230 3-1/2 4.000 x 3.364 x .318 4.414 26-61-235 4 4-1/2 x 3.826 x.337 5.288 52-61-2343 5 5.563 x 4.813 x 3/8 (T6) 7.188 26-61-250 6 6-5/8 x 5.761 x .432 (T6) 9.884 26-61-255 8 8-5/8 x 7.625 x 1/2 15.010 SCH 10 Aluminum Pipe - 6063-T52 x 20' Size in Inches Approx. ;tock Code (Size OD x ID x Walll Wt/Lin ft. MILL ORDER 32-63-200(NC) 1 1.315 x 1.097 x .109 (T6) 0.486 32-63-205S 1-1/2 1.902 x 1.702 x .100 (Special ID) 0.679 SCH 40 Aluminum Pipe End Caps MILL ORDER 52-63-10742 2 2-3/8 x 2.157 x.109 (T5) 0.913 Mill Finish Pipe Size DOT-61-165 2-1/ 1.221 APC-100-MF 1 DOT-61-170 -1 Use for handrail 1.221 APC-125-MF 1-1/4 MILL ORDER 32-63-220(NC) 3 3-1/2 x 3.260 x .120 (T6) 1.498 APC-150-MF 1-1/2 MILL ORDER 4 4-1/2 x 4.260 x.120 1.942 APC-200-MF 2 MILL ORDER 32-63-311(NC) 5 5.563 x 5.295 x .134 2.686 MILL ORDER 6 6-5/8 x 6.357 x.134 3.214 APC-75C- 5Anodized 0 3/4 APC-100 1 APC-125 1-1/4 APC-150 1-1/2 APC-200 yypppp 2 0 R Items marked as MILL ORDER are non stock but available. 1"SCH 40 Black Plastic End Caps Product codes listed on MILL ORDER items are for die reference only. RN1-1/4DBK1 1 Customer must specify length,alloy B temper. Standards 22 EMS FL EMS NC EMS TX EMS MO s 1-800-432-2204 1-800-343-8154 1-800-996-6061 1-888-822-6061 (561) 588-4780 -fax (704) 391-2267-fax (281) 656-2297-fax (314) 344-3349-fax Eastern Metal Supply Additional Locations:West Palm Beach&Lakeland,FL; Newark,DE and Birmingham,AL Quality Shapes In Aluminum website: www.EasternMetal.com e-mail,: info@EasternMetal.com version: Eastern 3401 NW 82nd Avenue, PROJ. NAME: Suite 370,Miami,FL 33122 t (305)599-8133 PROJ No.: DATE: Engineering Group �nwwwea emeg.com DESIGNED BY- PAGE: REVIEWED BY: R.L. OR G.P. 1.660O DESIGNED FOR 1"442 1-1/4"PIPE SCH 10 DIA HANDRAIL HANDRAIL Area = 0.53 in"2 Ixx = 0.16 in-4 lyy = 0.16 in"4 Jz = 0.32 In-4 Pxy = 0.00 in"4 3/8"-16 rxx = 0.55 in ALLEN SCREW ryy = 0.55 in INCLUDED Sxx max = 0.19 in"3 Sxx min = 0.19 In-3 Syy max = 0.19 in-3 Syy min = 0.19 in-3 OP7KIINAL FLAT SADDLE CAT.NO.HBFP1 (SOLD SEPARATELY)7 0.8750 O BRACKET 3/8"-16 Area = 0.60 In-2 ALLEN SCREW Ixx = 0.03 In-4 INCLUDED mown NG HOLh"S lyy = 0.03 In-4 FOR SCRIM(2� � Jz = 0.06 0 in Pxy = —0.00 in-4 rxx = 0.22 in ryy = 0.22 in Sxx max = 0.07 In-3 Sxx min = 0.07 in"3 Syy max = 0.07 In-3 Syy min = 0.07 in-3 17 271 Page 23 of 32 Handrail'Bracket Desi n: IA ZI L L L P (Case 1) eneral Data: Railing Span(ft) e,h a P (Case 2) Horizontal Eccentricity ; } of Loads (in) e,v Vertical Eccentricity T of Loads (in) Base Plate andtciil Pa7t7a7:71 Pracket Data: Fbb,,,d.top 24000.0 psi Fbyenfl.bracket 24000.0 psi Fvshear.top 12000.0 psi Fvshw.bracket 12000.0 psi Sxtop:= 0.1 For Vertical Loads(in3) Sxb a k t:= 0.0 in Sytop:= 0.1 For Horizontal Loads(in3) Abraoket:= 0.6 in Atop:= 0.5 I10' abl Su art Stress Data: Fps„pp: 2100.0 Allowable compressive strength of support (psi) 0.35*f'o................................................for Full Area of Concrete Support 0.35*f"c*SQR(A2/A1)< or= 0.7*f"c.........for less than Full Area of Concrete Support 0.7*f m................................................for Full Area Concrete Block Support 17 271 Page 24 of 32 andralil„DeSNgm ctual Moment: Concentrated Load = 200 lbs. Mpmax:= 200-L jMpmax160.00' ft— Ib 5 Uniform Load = 50 plf Mwmax:= 0.1012-50-L 2 M znax= $0,96, ft— Ib Mmax:= max(Mwmax,Mpmax) AZ=—_ 660.00 1 ft— Ib dual Shear: Concentrated Load =200 lbs. Vpmax:= 200lbs lVpmax Y 200.00;' lbs Uniform Load = 50 plf Vwmax:= 0.6.50•L vwma = lit)„' lbs Vmax:= max(Vwmax,Vpmax) IVZ 7100,00 lbs ect on'Requited: Bending Design: Section Modulus Required Mmax•12 Shr:_ 11r=�. �i.;. in3 Fbb,nd.top Shear Design: Area Required in2 Ahr:_ 1.5•Vmax Wit'=0_t13 FVshear.top ection Provided: BENDINGtop:= if(Shr>_min(Sxtop,SYtop),"N.G”,"OK") BENIAN t.1,= '10W',, SHEARtop:= if(Ahr>:At,,,"N.G","OK"1 17 271 Page 25 of 32 racket Design: Actual.Reactlon: Concentrated Load = 200 lbs. .p �F: j lbs Uniform Load = 50 plf Rwmax:= 1.1.50•L k� 2 000 lbs Rmax:= max(Rwmax,Rpmax) max,.=,22{3.00 I lbs dual Moment: Mbracket:= Rmax•ma,+H,ev) br kit 7. in-Ib �Ikctual Shear (For Vertical Load) Vbracket:= Rmaxraket= 22{1.{30 lbs. �Ikcttjil Axial (For Horizontal Load): Nbracket:= Rmax lbrack t20,00 lbs. action Required: Bending Design: Section Modulus Required: Sbracketreq:_ Mbracket bi�ketreq 7-0-071 in3 Fbbend.bracket Shear Design: Area Required: Abracketreq:= 1.5•Vbracketb e = 0,0fl in2 FV shear.bracket action Provided: - BENDINGbraoket:= if(Sbracketreq>_ Sxbmcket,"N.G","OK" "CCK"' SHEARbracket= if(Abracketreq>_Abrackev"N.G","OK"� txiaeket "© u; 17 271 Page 26 of 32 3401 NW 82nd Ave. Eastern Suite 370 122 Doral,FL.33122 (305)599-8133 Engineering Group www.easterneg.com Handrail Desi n Connected to CMU Wall 17 271 Page 27 of 32 Pipe Brackets 2All -1/4" x 3-7/8" Centerline 2-1/2" x 3-7/8" Centerline Projected Pipe Bracket Projected Pipe Bracket x16' - 163 x16' - 162 31-63-135 22 31-63-120 2.5M wt/ft: 1.940 wt/ft: 2.012 iZ ' I 9.875 I 3.878 Al •• 1875 2.875 0 �o a \ 2-7/8" x 3-1/2" Centerline_Projected 2-1/2" x 4-3/8" Centerline Projected Pipe Bracket x 16' - 160 Pipe Bracket x 16' - 164 31-63-105 wt/ft: 1.853 31-63-140 wt/ft: 2.154 2,500 2.875 3.499 ` 4 378 2.937 3.000 2-7/8" -7/8" Centerline Projected 3-1/8" x 4.409" Centerline Projected Pipe B cket x 161 - 165 Pipe Bracket x 12' 3.125 ---� 31-61-14 wt/ft: 2.1815 31-61-150 wt/ft: 2.264 Meets NFPA I 901 Life Safety Code CI4.375 3.875 2.8178 3.000 k SCH 40 SCH 40 Pipe x 24' - T4 Temper(for bending) APC-750 3/4 Stock Code Size in Inches APC-100 1 18-63-231 1-1/4 x 1.660 OD x 1.380 ID x .140 Wall APC-125 1-1/4 18-T4-500 1-1/2 x 1.900 OD x 1.610 ID x .145 Wall APC-150 1-1/2 Many other Pipe sizes,Alloys SCH40 APC-200 2 & Temper are Available Inserts F «,. Pipe Inserts (6063-T52) 18-63-259(FL) 1-1/4 SCH 40 x 10' n0 sert� 18-63-260 1-1/2 SCH 40 x 10' 51-00-051 1-3/8 Serrated Tube x 20' (insert for 1-1/4 pipe) Handrailing 11 EMS FL EMS NC EMS TX EMS MO 1-800-432-2204 1-800-343-8154 1-800-996-6061 1-888-822-6061 (561) 588-4780 -fax (704) 391-2267-fax (281) 656-2297-fax (314) 344-3349 fax Eastern Metal Supply Additional Locations:West Palm Beach&Lakeland, FL; Newark,DE and Birmingham,AL QUIRIShapes in Aluminum website: www.easternmetal.com e-mail: info@easternmetal.comPa9gr*sf43h: 08/20/12 Handrail & Bracket Design: LI L L L P (Case 1) eneralData: Railing Span(in) e,h a P (Case 2) ` iv T Base Plate racket Data: Oase Plate Data: Fbb.cket 19000.0 psi BPlate:= 2 Plate Width. (in) Fvbmeket:= 12000.0 psi HP��e:= 2.9 Plate Heigth (in) Sxbracket 0.02qin 3 Sx,late= 0.02 in3 Abracket 0.625 int Apte:= 0.62 in Z 2.5000 Aluminum 6061 — T6 o.?1500 Area = 0.6250 In^2 Ixx = 4.0033 In-4 Iyy = 43^255 In^4 Ja = 0.3288 In^4 Pxy = 0.0000 In^4 rxx = 0.0722 In Ilin owable $u ort Stress Data. Sxx r,ax = 07�17 0O26O In^3 Sxx min = 0.0260 In^3 Syy max 022644 I n^3 FpsuPP'- 133Allowable compressive strength of support(psi) yy min 0.2604 in3 0.35*f'c................................................for Full Area of Concrete Support 0.35*f'c*SQR(A2/A1) <or=0.7*f'c.........for less than Full Area of Concrete Support 0.7*f m................................................for Full Area Concrete Block Support 17 271 Page 29 of 32 IB racket Desig . Maximum Reaction Concentrated Load=200 lbs. Rpmax:= 200.0 lbs Uniform Load=50 plf Rwmax:= 1.1• 50 L R�wmax,= 220.Uftl lbs 12 Rmax:= max(Rwmax,Rpmax) 111max= 220.000 lbs kki m: Hplate a= 1.4701 in 2 om `fess on,Len th {Case 1). Kdl= x<- 0.01 2 while (Hplte— a)-(0.5•Fpsupp'x'Bplate)— 0.5•Fpsupp'Bplate 3 <Rmax•ev x E—x+ 0.01 ension in Bots {Case ' Tcasel:= 0.5•Fpsupp'Kdl'Bplate New= 365.f5O '', lbs ompression Length Case 2). Kd2:= x F- 0.01 2 while (Hplate— a)•(0.5•Fps„pp•x•Bplate— Nbracket) +Nbracket H�atel — 0.5•Fpsupp Bplate' 3 <Rmax 'eH xf-x+ 0.01 ` /I enson in Baits (Case 2 Tcase2:= 0.5•Fpsupp'Kd2'Bplate+ Nbracketlbs MaximfUth,Tenslowin Bolts: T,u:= ma�Tcasel+Tcase2) Tom= 58.5 5f1 lbs 17 271 Page 31 of 32 Bracket Connected to CAM Inti ate'Tension L (L s/ )in Concrete Block ' (anchors should be installed by hand in hollow block) ANCHOR DIA. EMBEDMENT HOLLOW CONCRETE BLOCK GROUT FILLED CONCRETE BLOCK In.(MM) DEPTH In.(mm) TENSION SHEAR TENSION SHEAR Lbs.(kN) Lbs.(kN) Lbs.M) Lbs.NN) 3/8 (9.5) 1-1/2 (38.1) 916 (4.1) 3,176 (14.1) 1,592 .1 3,900 (17.3 1/2 (12. 2-1/2 (635) N/A N/A 5,924 26.4 6,680 (29.7) Allowable Tension and Shear*(L s/k )in Concrete Block 7ANCHOR ' (anchors should be installed y hand in hollow block) IA EMBEDMENT HOLLOW CONCRETE BLOCK GROUT FILLED CONCRETE BLOCK ) DEPTH In.(mm) TENSION SHEAR TENSION SHEAR Lbs.(kN) Lbs.M) Lbs.(kN) Lbs.NN) 5) 1-1/2 (38.1) 229 (1.0) 794 (35) 398 (1.8) 975 (4.3) 1/2 (12.7) 1 2-1/2 (635) N/A N/A 1,481 (6.6) 1,670 VA) Allowable values are based upon a Oto 1 safety factor.(Ultimate/4) Max tension in Bolt= 585.70#. Aa Allowable Tension 1481 # $. Gppu Flute 10 Gauge-i O° ..b choriig Overheadin 3000 PSI Lightwei t Mao tIDT Inoulledin WANCHOR e on et l ec ImrFluie DRILL HOLE EMBEDMENT 3000PSI(20.7 MPs CONCRETE DIAMETER In.(mm) ULTIMATE TENSION LOAD ALLOWABLE WORKING LOAD In.(mm) Lbs.(kN) Lbs.(kN) 3/8"LDT 5/16 (7.9) 1-1/2 (38.1) Upper Flute 2,889 (12.9) 722 (32) Lower Flute 1,862 (8.3) 465 (2.1) The Easy,Fast,High Performing, e v le Tapcon Anchor,NowAvailable in 3/ " '/ " i eter t For use In conaete and concrete block w - i S xr f r �(l6lli$tT512E11Ek11CBEfl'.! � � � � � '.! LDT anchors specify a •_ �,p �¢� {,��_ r ��w � '.� O� smaller&less expensive drill bit than those ' required with the 1/2" '��'-�����. � �m� C �, '.,� ,�, „•� �`� � adhesive threaded rod or they/rwed a 401 At41/2"embecimem Q +p b a p the LDT anchor vri0 . o`. }� j give you performance -0 Kai "�%kis (2000 PSI concrete) similar to 11r adhesive anchor of the same depth or 5/8"wedge anchors at 7"deep. Q a • d s a „ a «M a s (2000 PSI concrete) a 04j a a nwRed Ham' y,) RED HEAKaCaflour tog free number800.8W7ft@es62x;fs32orthe most 6 current product and technical bdormatlon at www.ltwWhead.com Eastern Engineering Group 3401 NW 82nd Avenue Sufte 370 Miami,FL 33122 (305)599-8133 info@eastemeg.com www.eastemeg.com BARR Y- - UNIVERSITY- RAILS 11300 NW 2nd Ave , y Miami Shores , FL 33160 a Nva MISC° ® SHOP DRAWINGS RM OF DRAB SHEET DESCRIPTION LIIL®I��G J 3 ��c cccCD SD-0.0 COVER PAGE w SD-0.1 GENERAL NOTES ppP ®y�[� 'o SD-1.0 KEY PLANS , cn v A co SD-3.0 GUARDRAIL AT STEPS & RAMPS ELEVATIONS >- N o SD-3.1 GUARDRAIL & HANDRAIL AT STEPS & RAMPS ELEVATIONSaf SD-4.0 SECTION AND BRACKETS DETAILS M STRUCTURAL REVI W APPROVED DATE ----------- $ • • ❑ ado o: STIJA ®9 21 SD-0.0 GENERAL NV 1W- 18. EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR BUILDING 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2014. COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA BUILDING CODE AND -,Nu. DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY.THE EXISTING STRUCTURE MUST Llr= 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND BUILDING OR CERTIFIED PROFESSIONAL ENGINEER SHALL VERIFY THE STRUCTURE FOR SUCH APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. LOADINGS. Eastern Engineering Group 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE 19. ELEMENTS WILL BE AS DESIGNED BY EASTERN ENGINEERING GROUP AND AS APPROVED BY 3401 NW 82nd Avenue CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL ARCHITECT AND/OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND Suite 370 UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. SPECIFICATIONS. Miami,FL 33122 ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT (305)599.8133 EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO 20. FLORIDA BUILDING CODE, 2014 EDITION LOADS: Info@eastemeg.com REPAIR OR REPLACE ALL DAMAGES. GUARDRAIL AND HANDARIL: www.eastemeg.com 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS P=CONCENTRATED LOAD OF 200 # IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER. OBTAINED. W= DISTRIBUTED LOAD OF 50 PLF AT TOP MEMBER WIND LOAD AS PER ASCE 7-10 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO KD=0.85, CATEGORY 2 COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. WIND LOAD AS PER ASCE 7-10 KD=0.85 7. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTIONmy( SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. WIND VELOCITY AS PER ASCE 7-10 Z N�� 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, CATEGORY 2 ----------- MIAMI-DADE -- 175 mph ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 21. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR ENGINEER ON RECORD OF THE BUILDING SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. NOTIFICATION TO THE OWNER. 22. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL 10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR DRAWINGS. THE SEQUENCES AND PROCEDURES TO BE USED. 23. ALL DIMENSIONS TO BE SITE VERIFIED. z_ LL 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH w 0 z E CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO w N o STARTING WORK. 1. ALUMINUM SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE > o m DRAWINGS: ccnnCD 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR TYPE Fb Fb(WELDEDI Fv FV(WELDED) REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING 6063-T5(ROUND& OVAL) 11.5 KSI 5.5 KSI 5.5 KSI 2.8 KSI m BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT 6063-T6(TUBES & SHAPES) 15.0 KSI 4.8 KSI 8.5 KS 2.8 KSI THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 6061-T6(ROUND & OVAL) 24.0 KSI 10.5 KSI 12.0 KSI 5.0 KSI 13. CONTRACTOR TO VERIFY THE LOCATION OF ANY EXISTING UTILITY LINE AND IMPROVEMENTS, AND 2. WELDING: ALUMINUM ALLOY 5356. CLEANING: SSPC-SP2 "HAND TOOL CLEANING". ow SHALL BE RESPONSIBLE FOR REPAIRS FOR ANY DAMAGE AS A RESULT OF THE WORK. PAINT ALUMINUM AND STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH 14. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND 3. N�� PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF ALKALI-RESISTANT COATINGS, SUCH AS HEAVY-BODIED BITUMINOUS PAINT OR WATER-WHITE WORK. METHACRYLATE LACQUER. ¢� oi ,olie Ol 4. ISOLATE DISSIMILAR MATERIALS WITH ALKALI-RESISTANT COATINGS, SUCH AS HEAVY-BODIED N%% � a w 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ° s� ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE BITUMINOUS PAINT OR WATER-WHITE METHACRYLATE LACQUER. SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL_ ---A71AVC'l Vl\L`�L A71iL --+- :•- 2 � g - -- - DRAFTING-TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND- SEALING OF � • DRAWINGS WILL RESULT IN ADDITIONAL COST. 1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE =�•• ® 9 ° 16. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH AND AISC SPECIFICATIONS NINTH EDITION. SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. •.�0,�••• 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OR • '`� o 17. EASTERN ENGINEERING GROUP HAS GENERATED THESE SHOP DRAWINGS BASED ON A PROVIDED OTHERWISE ON THE DRAWINGS: i��i'', �� ®© DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED o� DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA TYPE ASTM GRADE FY BUILDING CODES. ALL STANDARD STEEL SHAPES A36 ----- 36 KSI SD_0.1 ; SCOPE OF WORK GUARDRAIL SCOPE OF WORK GUARDRAIL SCOPE OF WORK GUARDRAIL AT RAMP AT RAMP AT RAMP SEE A/SD 3.1 & B/SD-3.1 SEE A/SD 3.1, B/SD-3.1 & SEE A/SD 3.1 & B/SD-3.1 D/SD-4.0 SCOPE OF WORK Eastern r — <._ GUARDRAIL STEPS �� Engineering Group —_ .. _ . u SEE A/SD-3.O P 3401 NW Suite 370 venue r Miami.FL 33122 _ -- 305( )5 99-8133 {{pp } k i Info@eastemeg.com aY wx e z , www.eastemeg.com X-4 wwwBaste 4 _ G A SCOPE OF WORK GUARDRAIL a k T ¢ c < ` AT RAMP SEE A/SD 3.1, B/SD-3.1 " & D/SD-4.0 A PARTIAL KEY PIAN - rB-"**-N -__ -- m?no PARTIAL KEY FLAN �10 SCALE: NTS SD-1.0 SCALE: NTS Z N2 U) Z_ LL s o Clca E SCOPE OF WORK SCOPE OF WORK j o °' T m m N > GUARDRAIL AT STEPS GUARDRAIL AT STEPS z = Y j B/SD-3.0U)-3.0 `) >- U Z ~� SCOPE OF WORK Q g GUARDRAIL AT RAMP m SCOPE OF WORK GUARDRAIL '= _________ = E( ! SEE C/SD-3.0 ..� ,r i AT STEPS SEE A/SD 3.0 v II 1 1 7_ SCOPE OF WORKs GUARDRAIL AT STEPS2-5 - G-1 C/SD-3.1 -- _. .._ a _ - It .. ...._........ SCOPE OF WORK GUARDRAILi0 AT RAMP a �// _. - s SEE A/SD 3.1, B/SD-3.1_& D/SD 4.0 C PARTIAL KEY PIAN - i SCALE: NTS \17e..._ j SD-1.0 USN 1 _ TATE OF e�c,• 1. OA, -Z �94K"hf Am "I ddGB@O6® SD-1 .0 C r 4'-0" MAX. O.C. 4'-0" MAX. O.C. 4'-0"MAX.O.C. 4'-0"MAX. O.C. TYP D-4. SEE BRACKET 2 DETAIL Eastern D-3. B/SD-4.0 1 Engineering Group (T 1 P.) 3401 NW 82nd Avenue 1 Suite 370 -0" Lt_ Miami,FL 33122 1'-0" Q C Q (TYP.) 1/8 1 I (305)599-8133 o D-4. TYP o 1/8 1 (nfo@eastemeg.com 6 EXISTING M 2 I I v wmeastemeg.com LL L. i " 2 Lt_ 3 LL 1 -0 CONCRETE ---f- ----- Q ¢ STAIR 4 _ _—III -=r1=III=III ° EXISTING '� T r �I I—I I—IIII CONCRETE _ _ _ �ri"1-1 III-1I 1=1I r'=_1�°��T1I1=1I I—I I1=1I i -----a =_ _ _ — STAIR a e� ; I 1—I I—III—III—III—d1l a > III II III III II _ _ _ _ 1=1 I EA I=1 11=1 =I 1 1EA I I 3 I m"> a . s 5 HANDRAIL AT STEPS i II rA_"� GUARDRAIL STEPS ELEVATION (1'YR) B ELEVATION C M.) 4 I I in �3O �3OSCALE: 1/2"=1'-0" SSCALE: 1/2"=1'-0" I I � o cu (TYP.) 1/8 1 0 _i Z W J k9'_07 1/8 1N cn E4'-0" MAX O.C. MAX O.C. 4'-0" MAX O.C. - cu to z 1 LEGEND: 5 z c a o = � m LL -� 1. TOP RAIL 2 OD X 0.125 WALL ALUMINUM ROUND TUBE, c5 �- ALLOY 6061-T6. - a 2. POST RT 2 X 2 X 0.25 ALUMINUM SQUARE TUBE, ALLOY 4 MIN. Q 0 to 2 3 LZ 6061-T6. 0° " Q 3. PICKETS RT 1 X 1 X �" ALUMINUM TUBE, ALLOY 2 SF)MON 4 1 0 6063-T6. 4. BOTTOM RT 1 X 1 X ALUMINUM TUBE, ALLOY 6063-T6. SD-3.0 SCALE: 1 1/2"=1'-0" _ - _--- 5. DEEP, MIN.03 CORE DRILL 4 DEP W/ 4 � M N EDGE DIST TO �- <. ... _.;° ---- EDGE OF CONCRETE SET POST IN NON-SHRINK 10 000 l`T r --- ----- PSI GROUT. 6. HANDRAIL 01j" ALUMINUM PIPE SCH. 10, ALLOY 6063-T5. e� <_ / /\ \ \ �\,. \ � \ \ \ � :.�\�� �\� � \\:._ - �� 15 fps �\ T - --- ---' _ --- — ' r 7 neo �e a�aw � - 2-7/8-X3-7/8'X2- CENTERLINE PROJECTED PIPE f .... _....._ — BRACK BY ALLOY6061-T6 EASTERN METAL SUPPLY. --- - -- - -- -- - - - --- --- - - - EXISTING - - - --- - -- - - - - - -- - ---- -- - - - - - - - �, - - @,• •moo CONCRETE m=$ w SLAB lit rC'**`N RAMPS GUARDRAM ELEVATION p • % STP VN®j 9 �3O SCALE: NTS 4FSS4 � R becj y` ©�®® °��3.0 s , C 4'-0" MAX O.C. LEGEND: D-4. TYP 1"_0" 1 4'-0" MAX O.C. B 1 SEE BRACKET TYPD-4. 1. TOP RAIL 2 OD X 0.125 WALL ALUMINUM ROUND TUBE, DETAIL 6 A/SD-4.0 (TYP.) ALLOY 6061-T6. Eastern 2. POST RT 2 X 2 X 0.25 ALUMINUM SQUARE TUBE, ALLOY Engineering Group 6061-T6. 3. PICKETS RT 1 X 1 X �" ALUMINUM TUBE, ALLOY 3401 NW Su370kto 370nd enue B 6063-T6. Miami,FL 33122 Q D-4. TYP 3FO " (305)599.8133 � 4. BOTTOM RT 1 X 1 X ALUMINUM TUBE, ALLOY 6063-T6. LL5. 03" CORE DRILL 4 J" DEEP, W/ 4 j" MIN. EDGE DIST. TO info@easte � meg.com EXISTING 2 r L': a EDGE OF CONCRETE, SET POST IN NON-SHRINK 10 000 CONCRETE SLAB Q cD PSI GROUT. www.eastemeg.com _ 3 o 6. HANDRAIL 014" ALUMINUM PIPE SCH. 10, ALLOY 6063-T5. 7. 2-7/8"X3-7/8"X2" CENTERLINE PROJECTED PIPE -meg . —< 3 BRACKET BY ALLOY 6061-T6 EASTERN METAL SUPPLY. lz d N 7- A RAMP WAILMOUNTED HANDRAIL ELEVATION SD-3.1 SCALE: NTS 0 ca 4'-0"MAX. 4'-0"MAX. w 1 1'-0" J cn D-4. SEE BRACKET 1 z mOf LL 1'-0" DETAIL D-4.4'-0" MAX O.C. 4'-0" MAXC.C. 4'-0" MAX O.C. A/SD-4.0 � � S Of0 SEE BRACKET (TYP.) of w E cn 1 DETAIL LL LLz � a A/SD-4.0 (TYP.) LL: fn - 6 z co c z 6g 2 3 2 0 2 � 3 3 1'-0 MIN. a �`a a 'L 0 d m 0 � I1 — 4 N o I I 4 -- - �r1 I I r 1 � ............. ;� ; a _ — — — ETE `�� -- t I­ III III EXISTING w g i5 b 4 - — -_ . a STAIR RA a� \�/ !\ \ D \ J -- o a 1 I I=I I —III—I III III—III !` --_-- -- -_.. -_ --. ��\ '\, .. ._.._..' I _.... ' _..... I .__�- - ...._.. i __.__I- ...., '....'._I _-- I— ..--_-- _------_- __—_- -- ----_--- ----_ .._..... is iI- -- --- ------ --- _`�,, -• i - REJECT A foo• �® SPHERE OF 0 6". GUARDRAM W/ HANDRAIL t rB-'*\N RAMP GUARDRAIL W/ HANDRAIL ELEVATION s 26 C AT STEPS ELEVATION o= �E of m SD-3.1 SCALE: NTS SD-3.1 SCALE: 1/2"=1'-0" 'T1/8T/8 1 100 1 _. 6 ..........--...........__... ----................_.... _........ 6 2 " A 6 Eastern TYP D-4. — — — — — Engineering Group -------- (2) —20 S.S. SELF 3401 NW 8Sufte 370 Avenue 2 DRILLING SCREWS —— — _ Miami,FL 33122 7 (305)599-8133 2 I 7 info@eastemeg.com www.eastemeg.com HANDRAIL. SEE 7 (1) J"O L.D.T. OR APPROVED PLANS EQUAL 2-1/2" MIN. EMB. FILL C.M.0 CELL W/ 3000 PSI GROUT 2" a AS PER MIN. SPECS. 3 (1) S.S. 3/8"-16 KC D T♦n' c ALLEN SCREW J.Jri iCllir EXISTING CMU WALL �4O SCALE: 3"=1'-0" In A DETAILd cz a a DLTAL Z ^=)M " SCALE: 3"=1'-0 SD-4.0 SD-4.0 SCALE: 3"=l'—O" 1/8 1 (TYP.) 4 c/) J_ v7 fr 4'-0" MAX. 4'-0" MAX. 5 - N iz LEGEND: L) W X 2 W a m e ° a � 1. TOP RAIL 2 OD X 0.125 WALL ALUMINUM ROUND TUBE, z x ALLOY 6061—T6. U) � rn 4 " MIN. Q 2 2. POST RT 2 X 2 X 0.25 ALUMINUM SQUARE TUBE, ALLOY > V o z cn 6061—T6. � C° 3. PICKETS RT 1 X 1 X J" ALUMINUM TUBE, ALLOY Q C M 1 SF�G''TiON Cl'YP) " ;� 6063—T6. SD-4.0 SCALE: 1 1/2"=1'-0" 1: 4. BOTTOM RT 1 X 1 X J" ALUMINUM TUBE, ALLOY 6063—T6. 5. 03" CORE DRILL 4 in DEEP, W/ 4 in MIN. EDGE DIST. TO ° a ° $ EDGE OF CONCRETE, SET POST IN NON—SHRINK 10 000 ° PSI GROUT. 4" MIN. 4 " MIN. 6. HANDRAIL 01j" ALUMINUM PIPE SCH. 10, ALLOY 6063—T5. 4 EXISTING `n CONCRETE SLAB 7. 2-7/8"X3-7/8"X2" CENTERLINE PROJECTED PIPEo BRACKET BY ALLOY 6061—T6 EASTERN METAL SUPPLY. D DETAL -- - - J4 SCALE:SCALE: 1/2"=1'-0" 95& do tat 10 40 J 6 19 S TE OF +FS. R8X � �,° a Is Vpe4®0 J •aw.e.- ..v:� eY� �aa:A.+ �_ '+m--• ,�.� '�.-m=� y�. -•mow'° _ _ P' �_ s` � _ -_'�_ .'��-. "'� rY --e„�,u” `� '� _ _ _ - _ �•D' 1,_ �`- '� P(' ■ J �' _F._.n _. ,-t' ,. s�•+ _i•f::1. su�.L�. .dr._..4u._. ...,• ..�e . ._E�� .. ?5-f�"..e,, �ti.v1•�E4!+s...-car s .1 :.. Z- Certificate of Completion r `� Miami Shores Village _ . l 10050 NE 2 Ave, Miami Shores FI, 33138 x� Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department ' This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: d Permit Type COMMERCIAL CONSTRUCTION Bldg. Permit No. CC-6-16-1762 r. ' r � BARRY UNIVERSITY Owner Contractor EMERALD CONSTRUCTION CORP Subdivision/Project NONE Date Issued 10/19/2017 - Occupancy ` r Construction Type III—B Load 15 Occupancy _ Square Footage 12000 B Type �-' Description of EXTERIOR ALTERATION—ADA RAMPS Applicable 2014ern FLORIDA BUILDING Z Work Code -` Location + 4I 1 11300 NE 2 AVE : ADRIAN HALL-DUNSPAUGH HALL AND LIBRARY d Miami Shores FL 33138 b ■■■■ ■■■■■A Building Officials ApprovalIsmael ara*, O Not Transferable a 1fi y fiLpR�pA POST IN A CONSPICUOUS PLACE r I �, b�. ',tom �t' a ,.+�{ �u .iS�. a�.� � R`R �.: ice'� •9, .,.. '� R INSPECTION RECORD . POST ON SITE PermitNO. CC-6-16-1762 Miami Shores Village Pemut Type:Commercial Construction g 10050 N.E.2nd Avenue esu nm� =,.. Miami Shores,FL 33138-0000 Wbi*C/assffic kfion:Alteration Phone: (305)795-2204 Fax: (305)756-8972 Issue Date:3/7/2017 Expires: 09/03/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https:llbldg.miamishoresvillage.condcap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Commercial Construction Parcel #:1121360000050 Main Campus Owner's Name:BARRY UNIVERSITY Owner's Phone: Job Address: 11300 NE 2 Avenue Total Square Feet: 12000 Miami Shores, FL 33138-0000 Total Job Valuation: $ 60000., 00 Bond Number: WORK IS ALLOWED: MONDAY THROUGH FRIDAY,8:OOAM-7:OOPM. Contractor(s) Phone Primary Contractor SATURDAY 8:00AM-6:0013M. EMERALD CONSTRUCTION CORK (305)310-4543 Yes NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. 001,1le dv a kr NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 1." 5� 1 INSPECTION RECORD PLUMBING STRUCTURAL INSPECTION DATE SP INSPECTION DATE INSP INSPECTION DATE INSP Foundation Zoning Final Stemwall ZONING COMMENTS Rough Slab Water Service Columns(1st Lift) 2nd Rough Columns(2nd Lift) Top Out Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing _ Sewer Hook-up Bucks Roof Drains Windows/Doors ELECTRICAL Gas Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid 30 Day Temporary , Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground ,interceptor Pool Deck Footer Ground Catch Basins Final Pool Slab lCondensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling Rough Driveway Rough PLUMBING COMMENTS Driveway Base Telephone Rough Tin Cap Telephone Final Roof in Progress TV Rough Map in Progress TV Final Final Roof Cable Rough Shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final MECHANICAL ADA compliance A Alarm Rough INSPECTION DATE INSP L Alarm Final Underground Pipe DOCUME Fire Alarm Rough Soil Bearing CertFire Alarm Final Rough Soil Treatment Corm-, Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test Spot Survey Final Hood Final Survey Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS I Final Vacuum MECHANICAL COMMENTS INSPECTION DATE JINSP Final Sprinkler Final Alarm