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RC-14-2181
*0 V V�1� - �S Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-233796 Permit Number: RC -10-14-2181 Scheduled Inspection Date: May 04, 2015 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Owner: LYTLE, JAMES & JOYCE Work Classification: Alteration Job Address: 429 NE 101 Street Miami Shores, FL 33138-3163 Phone Number (305)546-2376 Parcel Number 1132060170640 Project: <NONE> Contractor: AROBUILT INC Phone: (305)982-8351 tsuuamg uepartment comments RENOVATION OF KITCHEN, 3 BATHROOMS, LAUNDRY ROOM AND REPLACE WINDOWS AND DOORS. INSPECTOR COMMENTS False May 01, 2015 For Inspections please call: (305)762-4949 Page 27 of 41 Inspector Comments Passed Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. May 01, 2015 For Inspections please call: (305)762-4949 Page 27 of 41 6�(21�15 fir,; r>i Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax (305) 756-8972 INSPECTION LINE PHONE NUMSER: (305) 762-4949 ❑BUILDING ELECTRIC ❑ ROOFING Master Permit Nofl6.- )D -j 4 -2)A I Sub Permit No - 1(4 -015 11 R ISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type. Flood Zone: BFE: FFE: OWNER: Names (()Fee Simple Titlehc A,4,4raee• 4-C71� City: •�-_�1.�� C� r Ill✓ �� State.FC Trp: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: le, 1 9 a�P�°1��� c�� t c Phone#:` Address: (j,3S nt�-; 1 3L'4 o u— City: +d I State: Zip: �J�J Qual'fier Name: r d 1 Q�,rq 1 Phone# State Certification or Registration #: G of Competency #: DESIGNER: Architect/Engineer: Phone#: Address City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Description of Work: New ❑ Repair/Replace ❑ Demolition Specify color of color ihru ills. Submittal Fee $ Permit Fee $ ������ CCE $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ ( 6 O ` M (Revkad02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address am 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work wilt 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 construci3on lien law brochure will be delivered to the person wh se p erty is subje to mens Also, a certified copy of the recorded notice of commencement must be posted at the job site for first spection k seven (7) days after the building permit is issued. In the absence of such posted notice, the insne n will t be app ve reinspection fee will be charged. /''�� ) OWNER of AGENT The foregoing instrument was acknowledged before me this day of Q . 20 —L�_, by ee7 -4--'"ho is personally known to me or who has produced identificat)on and who did take an oath. :r NOTARY PUBLIC: In Print: Seal: S'rriYE OF FLORIDA E;: retro# EE144213 °r Expires 11113/2015 as The foregoing instrumen was acknowledged before me this llday of , 2-0 , by o o+) H OIZ�410n , who is personally known to me or who has produced 0 LJ -S —,:9CQ identification and who did take an oath. NOTARY PUBLIC: Print: 3 WrATIE OF FLORIDA Seal: Comm# 8EW213 Erpiree 11913/2015 APPROVED BY Plans Examiner Zoning Structural Review Clerk (ReviseOZ124/2014) '1211to[14 .QfA-w'9 BUILDING PERMIT APPLICATION Miami Shores Village 1 RCFTN,TFD Building Department IOCT 06 2014 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY:_ Tel: (305) 795-2204 Fax (305) 756-8972 INSPECTION UNE PHONE NUMBER: (305) 762,4949 FBC 20 t'O Master Permit No. 12 C (y — z l �5- 1 Sub Permit No. MILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL MPLUMBING ❑ MECHANICAL PUBLIC WORKS CHANGE OF CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: t -I n e I ®r 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 Address: '+Iq f CL City:�nv1 - r) C_ i,5 CCt 4 C. S State: F -L Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 6 r -q U) �i. LC I '1' ( n@ Phone#: 305--qS 2 Address: ®� 4 (C)o O 1 < City: IM = State: -FL zip:,3 3 11 l �. QualifierName:L)JaA-L�C' � (-.\C, . Phone#: State Certification or Registration #:0 1-5 1 1 Certificate of Competency #: DESIGNER: Architect/Engineei,a -,-)- Phone#:/ 0 Address: 1 r� 6 City: State: ea Zip: Value of Work for this Permit: $ 4o� 1 y Square/Linear Footage of Work: oy 2 Type of Work: ❑ Addition Alteration M New F-1 Repair/Replace ❑_ �Demolition Description of Work: Z t7,0 (/" a Oftp -!,/ ,l C ` ,, CCaIJ� Specify color of color thru tile: ,. Submittal Fee $ Permit Fee $ ( CCF $ �d ` CO/CC $ Scanning Fee $ Radon FeDBPR $ " l Notary $ Technology Fee $ 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 Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 !!y7ise in good faith that a copy of the notice of commencement and construction lien low brochure will be delivered to the person wh a roperty is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for a inspection which ocfteven (7) days after the building permit is issued. ►n the absence of such posted notice, the inspe ' n illnot be apprAWed aeinspection fee will be charged v o OWNER or A NT The foregoing instrument was ackno edged before me this day of nC,4 - . 20by J who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign T (� Y Print: 1 Seal: STATE OF FLORIDA Comm# EE144213 Expires 11/1312015 Signature aa -CMCTOR The foregoing instrument was acknowledged before me this 2— day of �� ` 20 ) . by _��QLJ6 10 VZ1; who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: / L Seal:&.Comm#EE144213 ESTELA TAMAYO NOTARY PUBLIC STATE OF FLORIDA APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) STATE OF FLORIDA .- . DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 REINA, CLAUDIA ARQBUILT INC 8950 SW 74TH CT. SUITE 1605 MIAMI FL 33156 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfioridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about 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. and congratulations on your new license! DETACH HERE (850) 487-1395 RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY ISSUED: 08/06/2014 DISPLAY AS REQUIRED BY LAW SEO# L1408050001849 BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-1 00, Ft. Lauderdale, FL 33301-1895 — 954-831-4000 VALID OCTOBER 11 2013 THROUGH SEPTEMBER 30, 2014 DBA: ARQBUILT INC Receipt #:caz? CONTRACTOR Business Name: Business Type: (CONSTRUCTION) Tax Amount Transfer Fee " , NSF � Penalty #'!dor YRS _ ", -. Collection Cost, Total Paid 27.00 0.00 0.60.E 0. fFD ` b'`00" 0.00 27.00 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non -regulatory in nature. You must meet all County andfor Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have move the business location. This receipt does not indicate that the business is legal or that It is in compliance with State or local laws and regulations. Malling Address: ARQBUILT INC 9861 NW 2 CT PLANTATION, FL 33324 2013 -2014 Receipt #03A-12-00011495 Paid 08/26/2013 27.00. �► R� CERTIFICATE OF LIABILITY INSURANCE �411M 4 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 ELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES 13ELOW THIS CERTWIGhTE OF INSURANCE: DOES NOT CONSTI I' 11n A CONTRACT BETWEEN THE ISSUING OMREP44 AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER IMPORTANT. H the certificate holder is an ADDITIONAL INSURED, the poticy(ies) must be endorsed. N SUBROGATION IS WANED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer fights to the certificate holier In lieu of such endomeme s . PRODUCER Fbtda Bankers InSiffance 7278 SW 8 Street Miami, FL 33144 Phone (305)265-6493 Fax (305)282-M79 W. CT MARTA ALONSO PHONE (30) 2554493- F (3C5) 252-M7$ ftsinsuimmcom PRODUCER CUSTOMER ID It AFFORDINGCOVERAGE NAICB INSURED ARQBUILT INC 8950 SW 74 COURT SUITE # 1505 MIAMI, FLORIDA 33156 INSURER A : ESSEX INSURANCE CO. INSURER g ; INSURER C: INSURER D : INSURER E : INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE USTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REOUIREMENT, 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. Ifff TYPE OF INSURANCE ADDL SUN POLICY NUMBER Wan LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000.000.00 PREMISES f a oawrencre $ 100,000.00 ® COMMERCIAL GENERAL LIABILITY MED EXP (� ore ) $ 5,000.0D❑ A ❑ ❑ CLAnms-MADE © OCCUR Y N 3DR9947 12/17/2013 12117PZ014 PERSONAL & ADV INJURY $ 1,000.000.00 ❑ GENERAL AGGREGATE $ 2,000.000.00 GEWL AGGREGATE LIMIT APPLIES PER PRODUCTS - COMMPIOP AGG $ 1,OOD.ODO.00 © POLICY ❑ PRO- ❑ LOC $ AUTOMOBILE LIABILITY F-1ANY AUTO ❑ ALL OWNED AUTOS ❑ SCHEOULED AUTOS COMBINED SINGLE LIMIT $ (Ea m:dldWd) BODILY INJURY (Pm Demon) $ BODILY MARY (per wddwA $ ❑ HIREDAUTOSr PROPERTY DAMAGE $ eeddwM 1:1NON-OWNEDAUTOS $ F1$ ❑ UMBRELLA LIAB ❑ OCCUR EACH OCCURRENCE $ AGGREGATE $ ❑ EXCES'S LUIS ❑ CLAIMS -MADE ❑ DEDUCTIBLE $ $ RETENTION $ WORKERS COMPENSATION WC STATU OTH AND EMPLOYERS' LIABILITY ANY PROPRIETORIPARTNERO(ECUTIVE Y / OFFICERIMMEMBER EXCLUDED? (Myaenad,atory In NH) N I A E.L. EACH ACCIDENT $ E.L. DISEASE- EA EMPLOYE $ DESCR OF OPERATIONS below E.L. DISEASE- POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS t VEHICLES (Attach ACORD 101, Additional Rem fthedalP, B more space M3 mquhed) CGC 1515312 MIAMI SHORES VILLAGE BUILIONG DEPARTMENT IS LISTED AS ADDITIONAL INSURED. CERTIFICATE HOLDER CANCELLATION © 1888-2009 ACORD CORPORATION. All rights reserved. ACORD 25 (200M) OF The ACORD name and logo are registimui narks of ACORD SHOULD ANY OF THE -ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES VILLAGE BUILDING DEPARTMENT THE EXPIRATION DATE THEREOFM0710E ACCORDANCE WITH THE POLICYYPROVISION8. BE DEJlVBRED@N 10050 NE 2 nd AVENUE AUTHORIZED REPRESEWATME MIAMI SHORES, FLORIDA 33138 © 1888-2009 ACORD CORPORATION. All rights reserved. ACORD 25 (200M) OF The ACORD name and logo are registimui narks of ACORD AC40RD CES IFICATE OF LIABILITY INSURANCE 9/25!2014 THIS CERTIFICATE IS ISSUED AS A OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATI L OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSU CE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AN CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is DDITIONAL INSURED, the polcy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, n policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorse s). PRODucER SUNZ Insurance Solutions, L ID: (impact) NAME:°T Brid et Grimes C/O Impact Staff Leasing, In(. PHONE 561-743-0065 FAX No: 250 W. Indiantowm Rd. Suit 108 E-MAIL Jupiter, FL 33458 ADDRESS: briduetOOfskmaturestaffincitriccom INSURER A INSURED INSURER B: Aspen Re - London - Best Rating "A" Impact Staff Leasing, Inc. 25 0 W. Indiantown Rd. Suite 108 INSURER c: Catiin Syndicate - Lloyds -Best Rating "A" Jupiter FL 33458 INSURER D : Brit Syndicate - Uo ds - Bast Rating "A" INSURER E • INSURER F COVERAGES CFRTI tC TF Nl1MRFR• '21'737'3R3RFVISION NtIMRFR- THIS IS TO CERTIFY THAT THE POLICIES INDICATED. NOTWITHSTANDING ANY REO CERTIFICATE MAY BE ISSUED OR MAY PE EXCLUSIONS AND CONDITIONS OF SUCH POLK C F If JIR RT SURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD WENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS IN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, IES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. SR 'Al INTYPE OF INSURANCE DL U13R Vvo POLICY NUMBER POLIm EFF POLICY EXP Llmrs COMMERCIAL GENERAL LIABILITY CLAIMS -MADE M OCCUR AUTHORIZED REPRESENTATIVE �J EACH OCCURRENCE $ PREMISES $ MED EXP (Any one pan=) $ PERSONAL & ADV INJURY $ GFN'L AGGREGATE LIMIT APPLIES PER: 1'OUCYEl JEa LOC OTHER: GENERAL AGGREGATE $ PRODUCTS - COMPIOP AGG $ $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE $ Me goddenil BODILY INJURY (Per person) $ BODILY INJURY(Peraccidant) $ PROPERTY DAMAGE $ ffler acdderd UMBRELLA UAB EXCESS UAB OCCUR CLAIMS -MADE EACH OCCURRENCE S AGGREGATE $ Dm I I RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN ANY PROPRIETOR/PARTNERIEXECUTIVE OFRCERtMEMBER EXCLUDcD? ❑ (Mandatory In *Q if describe under DESCRIPTION OF OPERATIONS below N A I IWCPE00000046 05 WCPE00000046 04 8/15P2014 8/15/2013 8/1512015TH- 8115/2014 of STATUTE 011 E.L. EACH ACCIDENT $ 1,000,000 E L DISEASE - EA EMPLOYEE $ 1,000,000 E.I.. DISEASE - POLICY UMrr $ 1,000,000 B Workers Compensation C ;Excess Coverage D i This is for informational purposes and nothing shall Create any right under such reinsurance. DESCRIPTION OF OPERATIONS r LOCATIONS I VEHICLE Coverage provided for all leased employees Client Effective: 5/22/2014 License Number. CGC 1516312 I (A 3ut 'ORO 101, Additional Remarks Schedule, may be attached H more SPM Is reW" iot subcontractors of. Arqbuilt Inc CERTIFICATE HOLDER I I r-ANCFLLATION 1502 Miami Shore Village Bldg Det Miami h 2nd Avenue 9 p Miami Shores FL nue SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE �J Glen J Distefano ®1988 ZO14 ACORD CORPORATION. All r(gnts reserved. ACORD 25 (2014101) ACORD name and logo are registered marks of ACORD CERT 110.: 21727282 Pam Toombs 4/25/2014 9:5 :26 AM (CDT) Page 1 of 1 DFS*SVAC-26 r. RilF"lg O,F MCMAITOOM 9MMP T REVD 01-12 „.2'e�.cr_,�xrtr-”ria:e7F'utGs`,Y^d)w?`k•'i?e-s`$:^$.-I,+c..;"lin6+V'x'�ix°4i'1"iv,�+.H'ii<'gd.. - _'% -yr.`'cT ;,-Moen" -"pr Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305-795-2204 Fax: 305-756-8972 f 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: Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC -10-14-2181 Owner JAMES & JOYCE LYTLE Contractor ARQBUILT INC a Subdivision/Project NONE Date Issued 05/12/2015 Occupancy Construction Type V -B Load 4 OccupancyType Square Footage 2082 SINGLE FAMILIY Description of Applicable INTERIOR RENOVATION 2010 FLORIDA Code BUILDING Work Location Flood Zone X F.F.E NIA r_ ,# 429 NE 101 ST Miami Shores FL 33138 ra �3 Officials Approval Ismael aranjo, em ■■� ■■■■■� Building Not Transferable f.' r F IVW ► POST IN A CONSPICUOUS PLACE .y f , .. -- r31,1V" : 5, 7a� •(y'piF^+ • Y A. frl.`..w '.i=. h ,'ibd'C�a'R.'i�d:',-,i5li}�i.Gd�'•=.�t1�i��2'L�S` 1? !' k° < INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone (305)795-2204 Fax: (305)756-8972 Permit NO. RC -10-14-2181 1 Issue Date. 11/20/2014 I 0511 1 Expires; m INSPECTION REQuesTs: (305)762-4949 or Log on at httpsa/bldg.mlamishoresvlllage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:113206,017064Q," Owner's Name: JAMES & JOYCE LYTLE Owner's Phone: (305),5'' Job Address: 429 NE_101 Street Total Square Feet: 9Qi;3tllL;�lores. F 33138-3163x' Bond Number: Total Job Valuation: $ 42,190 00 WORK IS ALLOWED MONDAY THROUGH SATUR 7:30AM - 6:OOPM NO WORK IS ALLOWED ON S, Contractor(S) Phone Primary Contractor OR HOLIDAYS. ARQBUILT INC (305)982-8351 Yes BUILDING INSPEO THROUGH THURSDAY. ROOFING INSPECTIONS DONE MONDAY THROUGH FRIDAY. NO BUILDIN INSPECTIONS DONE ON FRIDAY. 3 Al'JOB ............. - - - - - . . . . . . . . . . . . . . . TN`:r,* ,. - i 4 0 1 U NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE, IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL' 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 WORD OR RECORDING YOUR NOTICE OF COMMENCEMENT. Tcc lHowl)e INSPECTION REC ZONING INSPECTION DATE I INS. Zoning Final ZONING COMMENTS ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Tem ra Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS l ORD ARQBUILT P.O. BOX 160218 MIAMI, FLORIDA 33116 786-493-0903 CGC1516312 ESTIMATE TO: James & Joyce Lytle E-mail: JLAle91770aol.com DATE: September 29, 2014 SUBJECT 429 N.E. 101 Street PROPERTY: Miami Shores, FL RE: Interior Remodeling We offer this proposal for the following scope of work to be performed at the above named project pursuant to the shop drawings/plans provided by Jose Diaz Architect dated 9-8-14 and J. Eduardo Gonzalez, P.E., Inc., Structural Engineers. Furnish materials and labor for the remodeling of the above referenced property. I. Including: 1. Demolition and debris removal 2. Floor protection, where required. 3. Construction cleaning. 4. Permit and processing costs. 5. 6. 7. A IV KITCHEN Manufacture and install as per shop drawings a kitchen. Manufacturing of kitchen shall be from Stone International as approved by Client. Manufacturing and installation of countertops and backsplash with a client approved material, 2 cm thick with a straight edge finish. Installation of under mount sink and gooseneck faucet. All electrical and all plumbing as per plans Installation of lamps as per plans 1 of 5 EXISTING GUEST BEDROOM (2'd FLOOR) (MASTER) 11. Paint all walls and ceilings. 18. All structural work as per drawings. 19. All sheetrock work as per drawings. 20. All electrical work as per drawings. 21. All mechanical work as per drawings. GUEST BEDROOM (2nd FLOOR) 22. Paint all walls and ceilings. 23. All structural work as per drawings. 24. All sheetrock work as per drawings. 25. All electrical work as per drawings. 26. All mechanical work as per drawings. MASTER BATHROOM (2"d FLOOR) 33. Construction of new bathroom as per plans. 34. All plumbing work required to accommodate new shower as per plans. 35. Installation of toilet. 36. Installation of new file in the shower area. 37. All electrical, mechanical and plumbing as per plans. 38. Installation of vanity including mirror, faucet and top. 39. Painting of all walls and ceilings. 40. In the shower area, Contractor shall install tile. 41. Installation of new shower pan. 42. All sheetrock and structural work as per plans. EXISTING BATHROOMMEW BATHROOM SUITE (2"d FLOOR) 48. Demolition of existing bathroom as per plans. 49. All plumbing work required to accommodate new bathtub. 50. Installation of toilet. 51. Installation of new file in the bathtub area. 52. All electrical, mechanical and plumbing as per plans. 57. Installation of vanity including mirror, faucet and top. 58. Painting of all walls and ceilings. 59. In the bathtub area, Contractor shall install tile. 60. All sheetrock and structural work as per plans. 2 of 5 GUEST BATHROOM (1 FLOOR) 62. All demo as per plans. 63. Construction of new bathroom as per plans. 64. All plumbing. 65. All plumbing work required to accommodate new shower as per plans. 66. Installation of toilet. 67. Installation of new tile in the shower area. 68. All electrical, mechanical and plumbing as per plans. 69. Installation of vanity including mirror, faucet and top. 70. Painting of all walls and ceilings. 71. In the shower area, Contractor shall install tile. 72. Installation of new shower pan. 73. All sheetrock and structural work as per plans. GUEST BEDROOM (1sr FLOOR) 74. All structural work as per plans. 75. All sheetrock work as per plans. 76. All electrical work as per plans. 77. All mechanical work as per plans. 78. Installation of tile. 79. Painting of all walls and ceilings. MECHANICAL 80. Installation of new A/C unit as per plans. 81. All electrical work required as per plans to install A/C unit. LAUNDRY ROOM/BASEMENT 82. All structural work as per plans. 83. All sheetrock work as per plans. 84. Baseboards as per plans. 85. All mechanical as per plans. 86. All plumbing as per plans. 87. All concrete as per plans. 88. All electrical as per plans. 89. Painting of ceilings and walls. 3 of 5 LIVING ROOM AREA 90. All electrical as per plans. 91. Painting of all walls and ceilings. 92. All sheetrock and structural work as per plans. 93. All mechanical as per plans. PAINTING 94. Painting of all walls (including ceiling) throughout the house. Painting of all baseboards and trims where required. 95. Patch and caulking where required. FLOORING 96. Demolition of existing flooring as per plans. 97. Installation of new flooring on the first floor with 1/8" separation. 98. It is contemplated under this Estimate that the wood floors in the second floor shall remain as the flooring for that area. WINDOWS AND EXTERIOR DOORS 99. Installation of windows and French doors as per plans. Windows and doors to be chosen by Client. 100. Closing of openings as per plans. 101. Stucco work where required (only on openings being closed or expanded). 102. Installation of entrance door including all hardware required. 103. All structural work as per plans. 104. New wood box. 105. Installation of bitumen barrier. 106. All exterior caulking to be sikaflex. 107. Installation of window sills. Client to choose window sills from a selection provided by Contractor. EXTERIOR ENVELOPE 108. All structural work as per plans. 109. Repair of stucco (only at the openings that are being closed or any stucco damage by the window installation). 110. Painting of exterior with one coat sealer and one top coat (paint to be used shall be Benjamin Moore Coronado 410 with a 066 sealer satin finish). 111. All electrical work as per plans. 4 of 5 112. All plumbing work as per plans. II. Notina: 1. All work to be done in normal working hours. 2. Offsite trash removal and related dumpster cost are included. 3. Client must provide utilities in order to perform the scope of the work 4. Client shall be responsible for the payment of any permits. III. Excluding: 1. Payment and payment bond. 2. Any tests or reports required by architect, engineer or governmental body. 3. No survey. 4. No asbestos work. 5. No mold remediation work or the repair of any sheetrock if this type of work is required. 6. No termite repair work. 7. No septic tank or drain field work except where it is required by the plans. 8. No landscaping work. 9. No sprinkler work. IV. Cost for described scope of work: ................................................ $67,390.00 Total Cost for described scope of work: ................................. $67,390.00 Method of payment to be negotiated If you have any questions regarding this Estimate, please contact Eddy at 786- 493-0903. Agreed & Accepted: 5 of 5 Miami Shores Village Building Department 90050 N.E.2nd Avenue Miami Shores, Florida 33938 Tel: (305) 795.2204 Fax: (305) 756.8972 I4 -7//y Permit No: kC c4 2-1 9-1 Structural Critique Sheet Page 1 of 1 STOPPED REVIEW Plan review Is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Mehdi Asraf j o s e 1. d i a z A R C H I T E C T 1's � 8592 S.W. 169TH TERRACE / MIAMI, FLORIDA 33157 AR -0015547 / (305) 310-5992 RESPONSES TO BUILDING DEPARTMENT COMMNENTS REVISION # 1 October 27, 2014 CITY OF MIAMI SHORES BUILDING AND ZONING DEPARTMENT RE: Permit No. RC14-2181 Lytle remodeling 429 NE 101 St. Building 1. 2. 3. 4. 5. 6. 7. 8. Plumbing 1. 2. 3. 4. 5. 6. 7. Requested legends have been added to revised sheet A-1. Garage dimensions have been added to revised sheet A-3. Direction of travel on existing stairs have been added to revised sheets A-2 and A-3. Partition detail was added to sheet A-2. Reference was change on wall legend. Door at first floor bathroom was revised to a 32" wide door providing a min of 30" clear opening. Existing adjacent bedroom door was also change to a 32" door. Room finish schedule and notations on flame spread and smoke indexes were added to revised sheet A-3. Change of elevation at doors have been added and indicated on revised sheet A-3. Acknowledged. The existing water heater is an 80 gal. Tank HWH and is now identified on the revised P-1 sheet. Note referencing section FBCR P2708.3 has been added to revised sheet P-1. Fixture clearance dimensions have been added to the architectural floor plan. Please refer to revised sheet A-3. Note referencing section FBCR P2703.5 has been added to revised sheet P-1. Note referencing section FBCR P2903.2 has been added to revised sheet P-1. Isometric drawings have been added to revised sheet P-1 as requested. Toilet is existing and is to remain. Lavatory was removed and relocated in adjacent laundry area. Electrical Acknowledged. Please refer to revised sheet E-1 showing existing electrical panel, riser and circuited floor plan. Mechanical Acknowledged. Heat load calculations are now attached to drawings. Structural Please refer to attached responses by the structural engineer of record. CALCULATIONS FOR JAMES & JOYCE LYTLE 6666 . .. 4666.. . .. 4446.• • AT ' • • . . • 4446•• •64.• 69 • • • 99.9 .• • • ' •94.6• • 429 NE 101 STREET . 464•• .• •• • • ..9.46 MIAMI SHORE,FLORIDA :••:•: •: 6666.. 6666 BY.. .. J. EDUARDO GONZALEZ, P.E., INC. STRUCTURAL ENGINEERS 717 PONCE DE LEON BLVD., SUITE 210 CORAL GABLES, FLORIDA 33134: �' ' ' 4.44;• .•• Tel. (305) 445-5100 • Registration No. PE 24927 •••••• • 6666.. 6666 .. EB No. 0006188• 6666 •69646 A This cover sheet is provided as per Florida Statue 61 G151111) 'too Q ssssi��.:••4 OO/n�� �• lieu of signing and sealing each individual sheet. An indeX s ' • �` �N'' •.. SF.'• attached which is numered. °°• :�"' ' s -7 . . ;� N . 09 f. R .�AEOF �s.,IORIDP• ��° s/ONA• 6666.• '•� LE SEP 1? 2014 INDEX 1. DESIGN CRITERIA. (PAGE # 1 ) 2. CONCRETE FOOTING DESIGN. (PAGES # 2 THRU # 6 ) 3. STEEL BEAM DESIGN. (PAGES # 7 THRU # 24) 4. RETROFIT EXISTING BEAM DESIGN (PAGES # 25 THRU # 26) 5.WINDOWS AND DOORS PRESSURES (PAGES # 27 THRU # 29) 0000...• • e 0000 .0000. 0000.... 000.0. 0 0000 •• • • • 0000• • • • • •• 0000•.• • • ...• • • •• .• 0000 •...e• • • • . • •0000• 0000 •-0•••• • • e 00.0.0 •• • 00000 • • • 0 -0••e•. 00000 .•.-0.• • 009.0. • • • 0000... 0000.• •e.. • • • • • • •••• 0000•. •.e.• • • 0000.•.• 0000.• 0000•• • • • IIl//O/iii .. •0 o/I�i !y_••• 0000.... ,low- P�OQ GO/�% 0000 o 00,00.. der k�.:+�•�+C�EN$••`'' 0000 ' pp1 N92T STATE OF s,S • 0000..1 0000.... 0000.... ••000• 0000••. • • • •-0..•. SEP t 2014 I , 3 0000•• • • • 0000•. s 0000 • 0000.• 0000••• • 0000.• • 0000•• 0000 • • 0000 • •• • • 0000 DESIGN CRITERIA •• • 0000.• 0000.. • • • 0000.. 0000.. • 00 .0090. 0000 • • sees . . ..•... • 066.0• 0000 . . 0000 • • 6• •• 0000•• • 0000.• • 0000•. s 0000 • 0000.• • • 0000.• 0000•• 0000 • • • •• 0.••• •..• 0000• •• • 0000.• •• • • • 0000.. 0000.. • .0090. 0000 • • sees 0000.. • 0000.• • 0000 • 0000 0000•• 0000•• 0000 • • 0000 0000• 0000 0000• •• • 0000.• • • • 0000•• 0000•• 0000•• 0000 • • J. EDUARDO GONZALEZ, P.E., INC. Structural Engineers JOB 717 Ponce De Leon Blvd. Ste. 210 SHEET NO. OF - Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 CALCULATED BY Lam' �t4 47 DATE IIICP014 - P.E. #24927 STATE OF FL EB -0006188 I CHECKED BY DATE 2 3 4 6 6 7 S 1 3 4 5 0 7 8 1 2 3+ 5 6 7 4 1 2 SCALE 3 4 5 6 7 6 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 �? 4e4z'Ai . ... . ....... .............................. -'.,j ........ ...... .................... ..................... ............0.......0......................... ............... ...... . ........... .........................0000................ .... ................ ........... ............ . ............ . .... .. /'-; ................................. ..................... .... .... . ........ .................... .. ........................... ............ ............ .. .............. .. ..... ........ ....... ............ 0 0 0000' 0000•• t .. 0000 •. • • � a 6�. 1_7e ... .................. .... . ......... .... . .......... ....................... !*sees, . ..... ............. ....................... . .................. .. ... ............ ............... .................. .... ................. ..... .......... IC116 a �o Osseo* so** 00 00 ***so ......... ...... ................................... .... ............ ................ ..... ........................ . . ....... ........... . ............................ ............... . ...... ...............................•..................i........ 0000.. .. 0 0 *000 0 Pu • 0000 y H ow - 7 ............ ......... .. ........ . . ........................................ ................... .......................... ..................................... ........... ........................... .......................... ........ ............................................ .......... 0000. 0000.3 p . .................. ............... ................... ................ 000 0: ...... ..................... ............................. ............... .......................... ... 0000 ..................... ............. 00,00 soosols .0000` 0000 :so@ 0 0000 0000 sees& 000009 0 0 •0 00000 00 so. so 0 0006 000000 . ... ........... . ......................... -- .............. ....................................... : .................... .......................... ........................... ...................................................... ................................ ........... .. .. ..... ....... .... .. ........ 0 0 a i so i 0*00 00*00 '6 0 ..... ....... .................. .......... ............ .................... .............. ........... .......................... ............................................... ..................................................... .......... ................ .................. ................. ...... :(D p. T 0000.. 0000.. 0000.. 0000 • .0000. 0000.. 0000 0 •00..00 0000.. a 0000 60.00 • •• 0000• 0000 0000. 0000 FOUNDATION DESIGN 90:6 .000.0 0000.. D 0000.. . 0000 0000.. •ecce. ..••.e 0000 e • 00e0 0000.. 0000.. 0000 Does e.•.•. 0000.. 0000.. 0000.. 0000 • .0000. 0000 0 •00..00 •0800• a • • • 60.00 • •• 0000• 0000 0000. sees 0000• 0 90:6 .000.0 0000.. D • . 0000 0000.. •ecce. ..••.e 0000 e • 00e0 0000.. 0000.. 0000 • 0000 .0000. 0000.. 0000 0000 60.00 0000 0000. • e . •• 0000.. . .000.0 0000.. • , 0000. . 0000 0 • I , V J. EDUARDO GONZALEZ, P.E., INC. JOBR/Y1-es Structural Engineers /91 J-7 717 Ponce De Leon Blvd. Ste. 210 SHEET NO. OF Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 CALCULATED BY DATE --74 `7 /Cp P.E. #24927 STATE OF FL EB -0006188 CHECKED BY DATE SCALE 1 ED11ARDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr. FLORIDA ,33134 Title Block Line 6 f General Footing File=\\SERVERI\dwgt\DWG1YE1898-1\1451kCALCUL-1\STEELB-i.EC6 ENERCALC, INC. 1983-2013, Bu7d 613 5.31 Ver613.5 31 Description : existing foundation design Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-02 General Information Macer:at Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.*30 cp Values Flexure = 0.90 Shear Anaivsis Semnos = 0.750 Increases based on footing Depth Min Steel % Bending Reinf. = Footing base depth below soil surface = 1.50 It Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension • • Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot Of dept r, ;""'ksf 6666.. Use ftg wt for stability, moments & shears Yes when maximum length or width is grnter:t: • • ft • Add Pedestal Wt for Soil Pressure No 660046 :00000 0.09 0 Use Pedestal wt for stability, mom & shear No 0.6:6 0 0 • 9 Dimensions • 0.0..0 9 Width parallel tOXXAxis = 4.50 ft 000000 _66.66 6666• 6 .. 6666. Length parallel to Z -Z Axis = 4.50 ft Z 6009990000 • • • •6i.•• Footing Thicknes = 12.0 in * .. 0. 6 6.6 •0 6 0 • • 1.0" 0 . 9 00.006 0600.0 • !o0o 696909 • 0690 6 • Pedestal dimensions... �� 0009A px : parallel to X -X Axis = 12.0 in pz : parallel to Z -Z Axis = 12.0 in _ Height = 12.0 in m Rebar Centerline to Edge of Concrete.. `V CL I at Bottom of footing = 3.0 in m ♦....�._. ... y Reinforcing 2'-3" ++ w _ 4 � Bars parallel to X -X Axis s • • Number of Bars = 4.0 :'6666 • • • • • • Reinforcing Bar Size = # 5 • •0 • 0 0 Bars parallel toZ-Z Axis 0000 '66.66 0 0000•• Number of Bars = 4.0 I • 9 Reinforcing Bar Siz( 666669 isan�r +dir, i;iglrt i:::i0i +Teck 15 t.� C; 906• __� _ 6666. _ ._.-_ J „ - • 9 9 9_ • 0 0 0 0 _0 pf_. • 6 0 0 6 • .4.c) Direction Requiring Closer Separation n/a io.. _ s.zs.,ea%..e ,.i -i'- I 9-09 We0:.�.��.�,,.��.�. 6666 •• 00.90 # Bars required within zone n/a 9 9 • • 9 • 6 6 6 0 0 9 '• # Bars required on each side of zone n/a 6666.. 6 6666.• Applied Loads ;••••• DLr L S W 9660E: •690 •_ 0 0 P: Column Load = 15.790 14.850 • • 6' k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k 0 1 EDIJARDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descc FLORIDA ,33134 Title Block Line 6 General F®O$9tt File=\\SERVER1\dwgl\DWG\YE1898-1\1451\CALCUL-1\STEELB-1.EC6 ENERCALC INC. 1983.2013 Build 613 5.31 Ver 613 5 31 IT Description: existing foundation design DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8290 Soil Bearing 1.658 ksf 2.0 ksf +D+L+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PAISS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Upiift PASS 0.3229 Z Flexure (+X) 3.495 k -ft 10.825 k -ft +1.20D+0.5ULr+1.60L+1.60H PASS 0.3229 Z Flexure (-X) 3:495 k -ft 10.825 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3229 X Flexure (+Z) 3.495 k -ft 10.825 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3229 X Flexure (-Z) 3.495 k -ft 10.825 k -ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2509 1 -way Shear (+X) 20.611 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2509 1 -way Shear (-X) 20.611 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PncS 0.2509 1 -way Shear (+Z) 20.611 psi 82.158 psi +1.20D+0.50Lr+1.,60Ll•1460H PASS 0.2509 1 -way Shear (-Z) 20.611 psi 82.158 psi +4.20D-P0.50Lr+1.%0L+1.60H • • • •; • PASS 0.3126 2 -way Punching 51.368 psi 164.317 psi J.015401-WA&J69H •• Detailed Results • • • • • • • • • • °' SoilBearing 00 , • • • • • Rotation Axis & Actual Soil BearingSjrM • A"ll / Allowapl®. Load Combination... Gross Allowable Xecc Zecc +Z +Z -X • • • • • -X • • • Ratio • • ; • • • Overturning Stability • • • Rotation Axis & Load Combination... Overturning Moment Resisting Moment ; StdbilQy Ratio • • • Status....:. Footing Has NO Overturning Sliding Stability • .. • : 401ginits k • • • • • • Force Application Axis see* Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ As Req'd Gvm. As Actual As Phi'Mn Status k -ft Side ? Bot or Top ? inA2 inA2 inA2 k -ft X -X. +1.40D 1.982 +Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X, +1.40D 1.982 -Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X. +1.200+0.50Lr+1.60L+1.60H 3.495 +Z Bottom 0.2592 Min Temp % 0.2756 10.825. OK X -X. +1.20D+0.50Lr+1.60L+1.60H 3.495 -Z Bottom 0.2592 Min Temp % 0.2756 VMS MS 0 .. OAC• • X -X. +1.20D+1.60L+0.50S+1.60H 3.495 +Z Bottom 0.2592 Min Temp % 0.2756 . • . 10.825 or X -X. +1.20D+1.60L+0.50S+1.60H 3.495 -Z Bottom 0.2592 Min Temp % 0.2738' 1 O At• • . QK• X -X. +1.20D+1.60Lr+0.50L 2.260 +Z Bottom 0.2592 Min Temp % .0.291& • • • 10.85" ' • �jk• • X -X. +1.20D+1.60Lr+0.50L 2.260 -Z Bottom 0.2592 Min Temp % 0.2156.:.. 10.825 • X -X, +1.20D+1.60Lr+0.80W 1.699 +Z Bottom 0.2592 Min Temp % 0.2756 10.825.. • OK • X -X, +1.20D+1.60Lr+0.80W 1.699 -Z Bottom 0.2592 Min Temp % 0.2b5'6 • 10%4 ..014 • X -X, +1.20D+0.50L+1.60S 2.260 +Z Bottom 0.2592 Min Temp % 0.275Eo 10.825 .. .' X -X. +1.20D+0.50L+1.60S 2.260 -Z Bottom 0.2592 Min Temp % 0.2-P56; • •; 10.al� . QK X -X, +1.20D+1.60S+0.80W 1.699 +Z Bottom 0.2592 Min Temp % 0.2746 • • 10.82-T ' • : • X -X. +1.20D+1.60S+0.80W 1.699 -Z Bottom 0.2592 Min Temp % 0.2756.... 10.825 • OK. X -X, +1.20D+0.50Lr+0.50L+1.60W 2.260 +Z Bottom 0.2592 Min Temp % 0.2716 • ; 10.225 04m • • X -X. +1.20D+0.50Lr+0.50L+1.60W 2.260 -Z Bottom 0.2592 Min Temp % 0.2756 10.Vr . OK • X -X, +1.20D+0.50L+0.50S+1.60W 2.260 +Z Bottom 0.2592 Min Temp % 0.27:6 . 10.825 ' br •: X -X, +1.20D+0.50L+0.50S+1.60W 2.260 -Z Bottom 0.2592 Min Temp % 0.275ti ' ' 10.825 • • OK X -X, +1.20D+0.50L+0.20S+E 2.260 +Z Bottom 0.2592 Min Temp % 0.2756 10.M o o OK X -X. +1.20D+0.50L+0.20S+E 2.260 -Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X, +0.90D+1.60W+1.60H 1.274 +Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X. +0.90D+1.60W+1.60H 1.274 -Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X, +0.90D+E+1.60H 1.274 +Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK X -X, +0.90D+E+1.60H 1.274 -Z Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.40D 1.982 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z. +1.400 1.982 +X Bottom 0.2592 Min Temp % 0.2756 10.825 0 EDUARDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr: FLORIDA ,33134 Title Block Line 6 General Footing F9Ie=11SERVER11dwg11DWG1YE1898-1114511,CALCUL-flSTEELB-1.EC6 ENERCALC. INC. 1983-2013. Build 613 5 31 Ver613 5 31 nit tk R' 45.O�11"� 7 vY t ! i Description : existing foundation design Z -Z, +1.20D+0.50Lr+1.60L+1.60H 3.495 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 3.495 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK •0.0.9 0 666609• 000000 • • • 0.000. • ...g.. • 0000 ....% • 0000•• • • 0000••9 96960 .. i 6 9 • • 0000 0000• 0000 • • •6••69 •6066 0000• ...... .... ..... •• •• • •• 66 9699 ...... • •• • 60 99666• .909.6 696••9 00 • • 60 6 • 9609••60 . . . . 09090• • 9 . •0000• •• . 9999 • • e99• 0 666609• 000000 • • • 0000 • 0000•• • 0000 0000•• • 0000•• • • 0000••9 0000 0000 • 6 • • • • 0000 0000• 0000 • • •6••69 •6066 0000• • • 0 • 9 69 • 66.6.9 •• •• • ••666• 6 • •• • 60 99666• 696••9 • • 60 6 • 9609••60 6 6•• • 9.606 •0000 0 1 EDUARDO GONZALEZ PE 717 PONCE DE LEON BLVD CORAL GABLES FLORIDA ,33134 Title Block _Li_ne_6 Genera! Footing Project Title: Engineer:. Project ID: Project Descr. File = \\SERVE FRt\dwgt\DWG\YE1898-1\1451\CALCUL-11STEELS-1.EC6 ENERCALC. INC. 1983.2013. Build:6.13.5.31. Ver.6.13.5.31 �t is E!wS Description: existing foundation design Footing Flexure _ Flexure Axis &Load Combination Mu Which Tension @ As Req'd Gvm: As Actual As Phi*Mn Status k -ft Side ? Bot or Top ? inA2 inA2 inA2 k -ft Z -Z. +1.20D+1.60L+0.50S+1.60H 3.495 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 3.495 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+1.6OLr+0.50L 2.260 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z. +1.200+1.6OLr+0.50L 2.260 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z. +1.20D+1.6OLr+0.80W 1.699 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+1.6OLr+0.80W 1.699 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z. +1.20D+0.50L+1.60S 2.260 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50L+1.60S 2.260 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+1.60S+0.80W 1.699 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+1.60S+0.80W 1.699 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.5OLr+0.50L+1.60W 2.260 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50Lr+0.50L+1.60W 2.260 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50L+0.50S+1.60W 2.260 -X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50L+0.50S+1.60W 2.260 +X Bottom 0.2592 Min Temp % 0.2756 10.825 OK Z -Z, +1.20D+0.50L+0.20S+E 2.260 -X Bottom 0.2592 Min Temp % 0.2756 10.825. OK Z -Z. +1.20D+0.50L+0.20S+E 2.260 +X Bottom 0.2592 Min Temp % 0,2756 , V..TA. • , 0 pit. Z -Z. +0.90D+1.60W+1.60H 1.274 -X Bottom 0.2592 Min Temp % OP2756o . 10.825 OK Z -Z, +0.90D+1.60W+1.60H 1.274 +X Bottom 0.2592 Min Temp % 0.2M a 01, Z -Z, +0.90D+E+1.60H 1.274 -X Bottom 0.2592 Min Temp % 0293 t. 10.825 `•' 0'' Z -Z. +0.90D+E+1.60H 1.274 +X Bottom 0.2592 Min Temp % 042f i t. r 0000•• 0000•• • 0 0000•• • 0000.. • 0000 • 0000•. • • 0000•. 0000.. 0000.• 0000 • 0 0000 ••9•• • 00 :09 0000 0000 0800 **Oct* •�K •0000• • • 0000 STEEL BEAM DESIGN 0 :'t�: 0000 ••..•• 0000 0000 • •.•• 0000•. • .s • • 0000.• • 0000 0000 0000•• 0000•• • 0 0000•• • 0000.. • 0000 • 0000•. • • 0000•. 0000.• 0000 • • 0 0000 ••9•• • 00 :09 0000 ..•6k 0800 **Oct* •�K •0000• • • 0000:• •04.00 • ••009• 0000 ••..•• 0000 • • • •.•• 0000•• 0000•• 0000 • • s•.•• 0000•• • •0009• 0000 • • 0 0000 ••9•• • 00 :09 • • 0 • 099••• • • • • • :0 •0000• ... • ••009• 0000 • . MacaWxnd Pro v2.2.5.1 per ASCE o(N..6 by Fitrei pri. c. InC. ..� I^, i rr1lC Dcita : 9/9/3014 Project No. 1451 Company Name EDUARDO GONZALEZ PE Designed By MM Address 717 PONCE DE LEON BLVD Description City CORAL GABLES Customer Name grate FLORIDA Proj Location Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind epeed(V) - 175.00 mph • • • Strur-tural Category = II • Exposure Category - C Natural Frequency = N/A 0000 Flexible Structure - No Importance Factor = 1.00 0000•• Rd Directional Factor = u.4 Alpha = 9.50 •ees Zg = 906.00 it At = 0.11 0 so Bt = 1.00 Ant - 0.15 Bm • • rc = 0.20 1 = 50(!.011 tr Epsilon = 0.30 6006 Zmin :. 15.00 1'r Slope of Roof - 3 : 12 Slope of Roof(Theta) = 1.4.04 Dr>n fit: 1 -lean Roof Ht = 19.45 ft Type of Roof = HIPPED PHt: Ridge Ht = 32.41 ft Eht: Eave Height = 16.59 ft OH: Roof Overhang at Eave= 3.00 ft Overhead Type OH wi .3orf.ir Bldg Length Along Ridge = 55.00 ft Bldg Width Across Ridge- 43.31- fr t,engeh of Flipped Ridge - 30.00 ft Roof Slope on Hip End = 32.16 Deg Gust Factor Calculations •• • a .;•' E',. ;'t. '.. ,it r?rl is 1'j [ :,i: ,! :r i'J i'C.0 Li:: .i ltrq�l;jjrp,,.i 11�•r l'.th! 0000•• Custl: Fot Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0..35 66.46• ll:.. �c .; it -Et �'�'`l iii 'j 1_ .11 ':) "C[llr; .'Uig-:.. l:!�Iflplt:�:' .c �'�':.., 0000 • • Zm: 0. 6114t = 15.00 tr. •66• 1•rm: Cc*(33/Zm)"0.167 = 0.33 •0000• Lzn1: 1*(Zm/33)"Epsilon = 437.06 f • • O: (1/11+0.63'((B+Ht)/Lzm)^0.63))"0.5 = 0.93 •• •• Quer-,: 0.9'5'((1+1.7*lzir'3.4*Q)/(1+1.7*3.4*lzm)) = 0.8'8.1 0000•• Nor a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 : ••• Table 26.11-1 internal Pressure Coefficients for Buildings, GCpi C:CPi : Inernal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MFRS) - Ref Figure 27.4:-1 b:h: 3.01*(Hr_/Zg)"(3/A2pha) = 0.90 Kht.: Topographic Factor (Figure 6-4) 1.U0 Oh: .003511(V)'-2*I*Fh1Rht*C.d = 35.35 psf Cpww: Windward Wall Cp(Ref Fig 6-6) 0.30 Roof Area = 3935.15 ft Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 55 ft Wall (Normal to Ridge) • • Wall CP Pressure Pressure •66.6• • +GCpi (Psf) -GCpi (Psf) •00000 --------------- ----------------- ----------- 0000 Leeward [Nall -0.50 -21.69 -8.78 0•••60 Side walls -0.70 -37.78 -14.58 •0•••• Wall Elev Kz Kzt Cp gz Press Press Total •••0•• ft Psf +GCpi -GCpi +/-GCpi 0060.0 ------------------------------------------------------------------- • • a • • Windward 16.50 0.87 1.00 0.80 34.63 17.10 30.00 38.3 Windward 6.50 0.85 1.00 0.80 33.94 16.63 29.53 3P 3' • • Roof Location CP Pressure Pressure +GCpi(psf)-GCpi.(psf) --------------------------------------------------------------------------- Windward - Min Cp -0.70 -37.76 -14. � Windward - Max Cp -0.15 -11.u2 1.81.. Leeward Norm to Ridge -0.49 -31.19 8.46 Hipped End (.00 to 9.73 ft) -0.90 -33.8P -29.97 0000•• • 6.66•• 0000•• • • • 6 •0906• • 0000 0 0000 6••••• •• • • • 9 • • 0000•• • •• 9.000 •• 0000 • • •ees 0900• • • •••9• 0 0 so •• • 000000 • •• • • • 6600•• •66••9 • 60•••• 6006 • • • •0 • • 0 0000•• 0000•• 0000 • 0000 0000•• 0000•• •••• • • •• 0000 0000• 0900 •••9• • • • •• • 000000 • • • 00.0.0 0000•• • 0000•• •00• • • • •• • 0 I ' t i Hipped End (9.73 to 19.45 ft) -0.90 -33.53 -3u.97 Hipped End (19.45 to 33.91 ft) -0.50 -31.69 -;;.'/ Hipped End (38.91 to 47.35 ft) -U.30 -15.60 -2.69 Overhang Bottom Side (windward only) 0.80 33.55 -3.55 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base talcs on Mean Ht Note (2) Wall & Roof Pressures = Qh'(G'Cp - GCPi) Not.e (3) +GCpi = Positive Internal Bldg Press, -GCPi. = Negative Internal Bldg Prc.- Note (4) Tonal Pressure = Leeward Press + Windward Press (For + or - GCPi) Holt (5) Hipped ends considered as parallel to ridge for all theta. Nate (6) Fret Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 14.0 Deg, h,l= u._": Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. [Mote (8) x= Along Building ridge, Y = Normal to Building Ridge, Z = vertical Mote (9) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note. (10) Area' = Area of the surface projected onto a vertical plane normal. to wind. MWFRS-wall Pressures for Wind Normal to 43.25 ft wall (Along Ridge) Total Base Reaction Summary Description FIC Fy Fz Mx My Nz Kip Kip Kip K -ft K -ft K -ft -------------------------------------------------------------------------------------- Normal to Fidge Walls+Roof +GCpi -0.0 33.4 72.5 433.2 (i.n 1.11 Normal to Ridge Walls Only +GCpi .0 35.0 .0 389.8 .0 .4 • Normal to Ridge Walls+Roof -GCpi -0.0 37.7 18.8 310.6 0.0 C', *0400 Normal to Ridge Walls Only -GCpi0 35.0 .0 239..3 �.0 •00 Normal to Ridge Walls+P.00f MIN .0 11.2 .0 119.9 .W 0 n 0000 Along Ridge ldalls+Roof +GCpi 33.7 0.0 69.3 -0.0 -49W000• •-n. �••••• -.long Ridge Walls Only +GCpi 26.4 .0 .0 .0 -210.:' • ! • Airing Ridge Walls+Roof -GCpi 33.7 0.0 31.4 -0.0-515st" " 0.0 Along Ridge Walls Only -GCpi 36.4 .0 .0 .0 -218.4 o•• O Osseo Along Ridge walls+Roof MIN 8.3 .0 .0 .0 -1',2!4•••0 00000 Notes Applying to MWFRS Reactions: 00i00i 0e000• Note (1) Per Fig37.4-1, Note 9, Use Ott: 00 • greater of Shear calculated with or ��t:ho t ruoE. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = verti•tllse•• • Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf 0 s • Note (4) MIN area is the area of the surface onto a vertical plane normal ro wind.�••••• Note (5) Total Roof Area (incl OH Top) = 2933.15 sq. ft s 0 e •• • •••• Wind Pressure on Components and Cladding (Ch 30 Part 1) see* Width of Pressure Coefficient Zone "a" = 4.31 ft Description Width Span Area Zone Max Min Max P Min P 6666•• • • • ease** • • ease** • 0 ••0•• • • s•••• ••s••• • • 6666•• Wall CP Pressure Pressure ---------------- +GCpi (psf) -GCPi (psf) ------ Leeward Wall -0.45 ----------- -30.03 ----------- -7.13 Gide Walls -0.70 -27.75 -14.83 Wall Elev Kz Kzt Cp gz Press Press Total •606.6 ft +GCPi -GCpi +/-GCpi• • • •••s•• psf • • • -------------------------------------------------------------------0 Windward 32.41 0.92 1.00 0.80 36.93 18.66 31.57 38.70006000 6666•• • • •0ess• Windward 16.50 0.87 1.00 0.80 34.63 17.10 30.00 37.13 0 Windward 6.50 0.85 1.00 0.80 33.94 16.63 29.53 36.66•••000 0 :see 0 000* • • 0 • • Roof - Dist from Windward Edge g Cp Pressure Pressure 6666 • •• 6666• +GCpi(psf)-GCpi(psf) 000.00 0000 00000 --------------------------------------------- ------------------- • • • • Roof: 0.0 ft to 9.7 ft -0.90 -33.88 -30.97 00 00 •000 000010 Roof: 9.7 ft to 19.5 ft -0.90 -33.88 -20.97 000000 • • Roof: 19.5 ft to 30.9 ft -0.50 -21.69 8.700 0 0 • • • • 0 •••sae Roof: 33.9 ft to 59.0 ft -0.30 -15.60 2.69 •••0•• • • • 6666•• Notes - Along Ridge •e 0 :000 0 0 Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.35 0000 Note (2) ..= Along Building ridge, Y = Normal to Building Ridge, Z = vertical Note (3) MTN = Minimum pressures on walls = 9.6 psf and Roof = 4.8 psf Note (4) Areal = Area of the surface projected onto a vertical plane normal ru wind. Total Base Reaction Summary Description FIC Fy Fz Mx My Nz Kip Kip Kip K -ft K -ft K -ft -------------------------------------------------------------------------------------- Normal to Fidge Walls+Roof +GCpi -0.0 33.4 72.5 433.2 (i.n 1.11 Normal to Ridge Walls Only +GCpi .0 35.0 .0 389.8 .0 .4 • Normal to Ridge Walls+Roof -GCpi -0.0 37.7 18.8 310.6 0.0 C', *0400 Normal to Ridge Walls Only -GCpi0 35.0 .0 239..3 �.0 •00 Normal to Ridge Walls+P.00f MIN .0 11.2 .0 119.9 .W 0 n 0000 Along Ridge ldalls+Roof +GCpi 33.7 0.0 69.3 -0.0 -49W000• •-n. �••••• -.long Ridge Walls Only +GCpi 26.4 .0 .0 .0 -210.:' • ! • Airing Ridge Walls+Roof -GCpi 33.7 0.0 31.4 -0.0-515st" " 0.0 Along Ridge Walls Only -GCpi 36.4 .0 .0 .0 -218.4 o•• O Osseo Along Ridge walls+Roof MIN 8.3 .0 .0 .0 -1',2!4•••0 00000 Notes Applying to MWFRS Reactions: 00i00i 0e000• Note (1) Per Fig37.4-1, Note 9, Use Ott: 00 • greater of Shear calculated with or ��t:ho t ruoE. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = verti•tllse•• • Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf 0 s • Note (4) MIN area is the area of the surface onto a vertical plane normal ro wind.�••••• Note (5) Total Roof Area (incl OH Top) = 2933.15 sq. ft s 0 e •• • •••• Wind Pressure on Components and Cladding (Ch 30 Part 1) see* Width of Pressure Coefficient Zone "a" = 4.31 ft Description Width Span Area Zone Max Min Max P Min P 6666•• • • • ease** • • ease** • 0 ••0•• • • s•••• ••s••• • • 6666•• 1 , ' J. EDUARDO GONZALEZ, P.E., INC. Structural Engineers 717 Ponce De Leon Blvd. Ste. 210 Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 P.E. 024927 STATE OF FL EB -0006188 JOB -j-G/%ZPS Zo y G� SHEET NO. CALCULATED BY Op 14,67 CHECKED BY DATE SCALE , 2 3 a 5 6 i d + 2 3 a � u ] e , I I , 1 ,, r . . + , . Y . . _ . • • • 0000• 0000•• • • 0000•• • • 0000• � 0000: •• • • • • • 6 0 0000; • of •••s• • 00 . 00• •••• •••s• • • • • •• •o so 00 00.00 02 •0••0• • •0 ........•.....i ...... .................. _................ ............... ..................•.. g • s 00000 Q• yam• • • • • 0 0000 ° • • 0000 • • e•0 • ............... .......:................ ..... ................................. :.......................... g 5 0 . • assess e • :• • asi• 0600 • • • •+ •••••• • • 0000 • • • • • •o1• 0000 5 0.00 • • ••sees •••� sees 6. :• 6 6 6 3 60 ss: 00 • ease • • .• •0••6• • w • • • • :• •see • oo ie sot• • • e. e ••s• 3 ...................................................................................................... + g ti Y D PRODUCT 207 ' EDUARDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr: FLORIDA ,33134 Title Block Line 6 Steel Be, a -m File=\\SERVERI\dwgl\DWG1YE1898-1\1451\CALCUL-1\STEELB-1.EC6 _ ENERCALC. INC. 1983.2013, Build:6.13.5.31, Ver.6.13.5.31 Tzm-g, ti`;�.p tzo-s -.•..a ,.�.„ ..mv , Description : STEEL BEAM DESIGN CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-02 D(0.30) L(0.350) i s s V Span = 16.250 ft • W8x21 • • :0000• 0000•• Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans D = 0.30, L = 0.350 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.435: 1 Section used for this span W8x21 Me: Applied 22.147 k -ft Mn / Omega: Allowable 50.898 k -ft Load Combination +D+L+H Location of maximum on span 8.125ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Combinatiorn Load Combination Max Stress Ratios Segment Length Span # M V D Only 62.10 41.40 Dsgn. L = 1625 ft 1 0.208 0.063 +D+L+H 50.90 1.00 1.00 Dsgn. L = 16.25 ft 1 0.435 0.132 +D+Lr+H 19.26 19.26 Dsgn. L = 16.25 It 1 0.208 0.063 +D+S+H Summary of Moment Values • • • • • • Dsgn. L = 16.25 ft 1 0.208 0.063 +D+0.750Lr+0.750L+H Va Max 6 Vnx • Vnx/Qmega . Dsgn. L = 1625 ft 1 0.378 0.115 +D+0.750L+0.750S+H 0000 • 0000•• • Dsgn. L = 16.25 ft 1 0.378 0.115 +D+W+H 2.61 • • • fVl o • fiL406 Dsgn. L = 16.25 ft 1 0.208 0.063 +D+0.70E+H 5.45":92610 6111 0 • Dsgn. L = 16.25 ft 1 0.208 0.063 +D+0.750Lr+0.750L+0.750W+H •6 • 699996 Dsgn. L = 16.25 ft 1 0.378 0.115 +D+0.750Lr+0.750L+0.5250E+H 2.61 •62.10 41.40•0 Dsgn. L = 16.25 ft 1 0.378 0.115 +D+0.750L+0.750S+0.750W+H Dsgn. L = 1625 ft 1 0.378 0.115 +D+0.750L+0.750S+0.5250E+H 0000•. • 00. 0.. . 0000.. Service loads entered. Load FactogwW be applied.for calculations. 6 - -- --- --- 000600 0000 .• • • • 0000 • •6 0000• 6.6..• 0000 0000• Maximum Shear Stress Ratio= ;06;6; • ' i : 1 06 Section used for this span • • 0 ,,! ►$x21 06 •' • 0 Va:Applied •00 • 5.452 K96.9i Vn/Omega : Allowable • • • :-',6-1.40 It • Load Combination ago* +D+L+H Location of maximum on span 0 000 ft Span # where maximum occurs Span R 1 0.253 in Ratio= 0.000 in Ratio = 0.486 in Ratio = 0.000 in Ratio = Mmax+ Mmax- 10.59 22.15 10.59 10.59 1926 1926 <360 4101 <180 10.59 85.00 50.90 • 2.61 62.10 41.40 10.59 0000•. 85.00 50.90 1.00 1.00 2.61 • • • 0000•. 19.26 19.26 85.00 50.90 1.00 1.00 4.74 Summary of Moment Values • • • • • • SuTg VW pfShear Vil".; Ma - Max Mnx Mnx/Omega Cb 6 6Qrt; • 6 Va Max 6 Vnx • Vnx/Qmega . 4.74 62.10 41.40 0000 0000 • 0000•• • 10.59 85.00 50.90 1.00.44 • • 2.61 • • • fVl o • fiL406 22.15 85.00 50.90 1.00.11 • : 5.45":92610 6111 0 • 66 00 •6 • 699996 10.59 85.00 50.90 1.00:'I At: • 2.61 •62.10 41.40•0 10.59 85.00 50.90 1.00.1.00 6 2.0 6' • 62:10 . 41.40 • 1926 85.00 50.90 • . • 1.00 1.50 • 4.74 : • 62.10 0000•• 41.40 • 0000 19.26 85.00 50.90 1.00 1.00 4.74 62.10 41.40 10.59 10.59 85.00 50.90 1.00 1.00 2.61 62.10 41.40 10.59 10.59 85.00 50.90 1.00 1.00 2.61 62.10 41.40 19.26 19.26 85.00 50.90 1.00 1.00 4.74 62.10 4140 1926 1926 85.00 50.90 1.00 1.00 4.74 62.10 41.40 1926 19.26 85.00 50.90 1.00 1.00 4.74 62.10 4140 t j 7 EDUAADO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr. FLORIDA ,33134 Title Block Line 6 j File =\\SERVERI\dwgl\DWG\YE1898 1\1451\CALCUL 1 STEELS 1 EC6 j Steel Beam ENERCALC INC 1983-2013 Bw1d6135.31 Ver613531 : ! b� ( , ,.;�,, - `r "':ts••"✓,{ L Description : STEEL BEAM DESIGN Load Combination Max Stress Ratios Segment Length Span # M V Dsgn. L = 16.25 It 1 0.378 0.115 +0.60D+W+H 62.10 41.40 6.36 Dsgn. L = 16.25 ft 1 0.125 0.038 +0.60D+0.70E+H 6.36 85.00 50.90 1.00 1.00 1.56 Dsgn. L = 16.25 It 1 0.125 0.038 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-' Dell D+L 1 0.4859 Vertical Reactions - Unfactored 0000 Load Combination Support 1 Support 2 Overall MAXimum 5.452 5.452 D Only 2.608 2.608 L Only 2.844 2.844 D+L 5.452 5.452 0000•• • • • 0000•• • 0000•• *sees • 0000• • • • •0060• • •••e•• 0000•• 0000•• • 0000• 0000• 0000•• • • • 0000•• 0000•• • • (31Z Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 19.26 19.26 85.00 50.90 1.00 1.00 4.74 62.10 41.40 6.36 6.36 85.00 50.90 1.00 1.00 1.56 62.10 41.40 6.36 6.36 85.00 50.90 1.00 1.00 1.56 62.10 41.40 Location in Span Load Combination Max. '+' Defl Location in Span 8.206 • •• 0.0000 0.000 Support notation : Far left is #1 Values in KIPS •• •• 0000•• • • • 0000•• • 0000•• *sees • 0000• • • • •0060• • •••e•• 0000•• 0000•• • 0000• 0000• 0000•• • • • 0000•• 0000•• • • (31Z • 0000•• • • • •• • 0000 0000•• 000 0 •• • • 00.000 • 0006 •• • • • • • • 0000 • •• 0.000•• 0000 •• •• 0000 •••e•• • • • • • • • • •• • 6000 • 0000 0000•• • • • 0000•• • 0000•• *sees • 0000• • • • •0060• • •••e•• 0000•• 0000•• • 0000• 0000• 0000•• • • • 0000•• 0000•• • • (31Z • 0000•• •• • 0000 0 • 60 • 0000•• • •••• 0000 • • • • 0000 0009 0000•• • •• • 0000 • 0000 0000•• • • • 0000•• • 0000•• *sees • 0000• • • • •0060• • •••e•• 0000•• 0000•• • 0000• 0000• 0000•• • • • 0000•• 0000•• • • (31Z EDUAKDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr: FLORIDA ,33134 Title Block Line 6 Steel ���� File=11SERVERI\dwgl\DWG\YE1898-1\1451\CALCUL-1\STEELB-1.EC6 ENERCALC. INC. 1983.2013. Build:6.13.5.31, Ver:6.13.5.31 Description : STEEL BEAM DESIGN TO WIND LOADS CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ;ASCE 7-02 Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: W = 0.520 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection W(0.520) V Span =16.250 ft • W8x21 . :0000. 0000.• •. • . 0 0 •0000• • 0000•• • 0000•• Service loads entered. Load Fgi;WjCW:l be appliedefor calculedions. • goes** 0000.• 0000 0000• 0.351: 1 Maximum Shear Stress Ratio = • • •• • • • W8x21 Section used for this span • • • • • • • p •e••�iigx�� 17.856 k -ft Va : Applied • • 4.395 • 50.898 k -ft Vn/Omega : Allowable • • • • a • •41.40 R • •. • • +D+W+H Load Combination • • • *-D+W+H 8.125ft Location of maximum on span 0 000 ft Span # 1 Span # where maximum occurs -Span n 1 Maximum Forces & Stresses for Load Combination Load Combination Ratio = Max Stress Ratios Segment Length Span 8 M V D Only 0.000 in Ratio = Dsgn. L = 16.25 It 1 0.014 0.004 +D+L+H 0.392 in Ratio = Dsgn. L = 16.25 ft 1 0.014 0.004 +D+Lr+H 0.000 in Ratio = Dsgn. L = 16.25 ft 1 0.014 0.004 +D+S+H Dsgn. L = 1625 It 1 0.014 0.004 +D+0.750Lr+0.750L+H S Dsgn. L = 16.25 ft 1 0.014 0.004 +D+0.750L+0.750S+H 00000• e Dsgn. L = 16.25 ft 1 0.014 0.004 +D+W+H Ma - Max Mnx Mnx/Omega Cb a egj e e Dsgn. L = 16.25 ft 1 0.351 0.106 +D+0.70E+H 0000 Dsgn. L = 16.25 ft 1 0.014 0.004 +D+0.750Lr+0.750L+0.750W+H 85.00 50.90 1.00' j pq • • Dsgn. L = 16.25 ft 1 0.267 0.081 +D+0.750Lr+0.750L+0.5250E+H 85.00 50.90 1.00.1 V • : Dsgn. L = 1625 ft 1 0.014 0.004 +D+0.750L+0.750S+0.750W+H e• as Dsgn. L = 16.25 ft 1 0.267 0.081 +D+0.750L+0.750S+0.5250E+H 85.00 50.90 1.000 44 , • 0.000 in Ratio = '0 <360 0.000 in Ratio = '� <360 0.392 in Ratio = 498 0.000 in Ratio = ` <180 • 0000.. S e .. • 00000• e Summary of Moment Values .. e e s e e s 0000 Stifr W pfShear VjlyW. ; Mmax + Mmax - _ Ma - Max Mnx Mnx/Omega Cb a egj e e Va Max e Vnx s Vnx/pmega e 0000 ee•e 0000•• • • 0.69 0.69 85.00 50.90 1.00' j pq • • 0. fl• s • 5210 04l`p. 0.69 0.69 85.00 50.90 1.00.1 V • : 0.140 0 X2,10 •1 h e e• as •e • 000000 0.69 0.69 85.00 50.90 1.000 44 , • 0.17 •62.10 • 41.40. 0.69 0.69 85.00 50.90 • • 1.000 1.00 a • r 0. d"' 62.1 0 0000•• a 41.40 e 0.69 0.69 85.00 50.90 • • • 1.00 1.a0 • 0.17 :*12.10 00000• •41.40 0 0000 0.69 0.69 85.00 50.90 1.00 1.00 0.17 62.10 41.40 17.86 17.86 85.00 50.90 1.00 1.00 4.40 62.10 41.40 0.69 0.69 85.00 50.90 1.00 1.00 0.17 62.10 41.40 13.57 13.57 85.00 50.90 1.00 1.00 3.34 62.10 41.40 0.69 0.69 85.00 50.90 1.00 1.00 0.17 62.10 41.40 13.57 13.57 85.00 50.90 1.00 1.00 3.34 62.10 41.40 / 3 EDUARDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr. FLORIDA ,33134 Title Block Line 6 _ Beare _ Flie=\1SERVERI\dwgl\DWG\YE1898 1\1451\CALCUL 11STEELB 1 EC6 l Steel see••• • • ENERCALC INC 1983.2013 613 5 31 Ver 613 5 31 y1� ••0• >•w...wnwe51W?.., • • • • e IBuild Description : STEEL BEAM DESIGN TO WIND LOADS seg• Load Combination Max Stress Ratios sees•• Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - • Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 16.25 ft 1 0.014 0.004 0.69 0.69 85.00 50.90 1.00 1.00 0.17 62.10 41.40 +0.60D+W+H egg• • Dsgn. L = 16.25 ft 1 0.345 0.105 17.58 17.58 85.00 50.90 1.00 1.00 4.33 62.10 41.40 +0.60D+0.70E+H Dsgn. L = 16.25 ft 1 0.008 0.002 0.42 0.42 85.00 50.90 1.00 1.00 0.10 62.10 41.40 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ° ° Dell Location in Span Load Combination Max. °+° Defl Location in Span D+W 1 0.3918 8206 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.395 4.395 D Only 0.170 0.170 W Only 4.225 4 225 D+W 4.395 4.395 • • aoo*g• • • o •a 00a• •s••• e • • • • •••••• 0 ease** see••• • • **ease a ••0• of • • • • • e eggs • 9• ••:s•• seg• sees•• • •o a0•• • • •• • egos egg• • • • aoo*g• • • o •a 00a• •s••• e • • • • •••••• 0 •••••• •••• • 0000•• • 0009 •••• • • • • •••• ••9• •••6069• •so• g••eo• • •9999• 00 0 0000 • • aoo*g• • • o •a 00a• •s••• e • • • • •••••• 0 J. EDUARDO GONZALEZ, P.E., INC. JOB S t r u c tmrsI Eog i nmmro 717 Ponce OaLeon Blvd. Ste. 210 SHEET NO. Gables, Florida 33134 5100 Fax (305) 445'6644 uxuCUunso DATE P.E.#24927 STATE OFFL EB'0006I88 uxsrKEo BY o^nE SCALE . ^ ""," . , `^ ^ " ` " . " , ^ `^ , , . ,^ ^ `° , , . ",^ "^ , " . ",^ °^ 1 . 1 ' ` ., . � ---_--___----___-�_'__-" | ' / . . . / ' 0 obese I- 000000 00 I www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: -^Y�Wi�.'�tr'v::�v.Td, eru .reseii 'c'S:•I Profis Anchor 2.4.8 EDUARDO GONZALEZ PE Page: 1 Project: JAMES AND JOYCE 717 PONCE DE LEON BLVD Sub -Project I Pos. No.: Date: 9/9/2014 Seismic loads (cat. C, D. E. or F) Geometry [in.] & Loading [lb, in.lb] Kwik Bolt TZ - CS 5/8 (4) h = 4 000 in h = 4 438 in of .. nom . Carbon Steel ESR -1917 5/1/2013 5/1/2015 design method ACI 318 / AC 193 eb = 0.000 in. (no stand-off); t = 0.375 in. 6666 IX x ly x t = 7.000 in. x 12.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) • .A 6666•• no profile • • • cracked concrete, 2500, fc' = 2500 psi; h = 12.000 in. " • : • • •: • 6666•• • tension: condition B, shear: condition B: no supplemental splitting reinforc erijer=;rgsent • edge reinforcement: none or < No. 4 bar 0090 • • • no 666690 • •• •••••• 6666 66 66 0000 0000•• • Ti. 6 • • • 6666.• 6 • • • 0• • 6666 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor (c) 2003-2009 Hilb AG, FL -9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan 6666•• • • • 6666•• 6666•• 6666• 6666• 6666•• • • • 6666•• 6666•• . 6666.. 6666.. 6666.. 6666. 6666. 6666.• • 6666•. •0000• 6666 .A IV wt 6666.. a .. 6666 - � • ---- ------- a s --. 0006 0006 "�, --�- . ? -- oc, 00.0 •6406 ----------------- - ... __9996•• 0000 ............. ;6666 0009•• .. •000.0 0 .• •••• •. �7� 6666 �—� X Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor (c) 2003-2009 Hilb AG, FL -9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan 6666•• • • • 6666•• 6666•• 6666• 6666• 6666•• • • • 6666•• 6666•• . 6666.. 6666.. 6666.. 6666. 6666. 6666.• • 6666•. •0000• I . 1 0 www.hilti.us Company: EDUARDO GONZALEZ PE Specifier: Address: 717 PONCE DE LEON BLVD Phone I Fax: i E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2115 0 0 0 2 2115 0 0 0 max. concrete compressive strain: - [%] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 4230 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [ib] 3 Tension load Load N,,, [lb] Steel Strength" 2115 Pullout Strength' N/A Concrete Breakout Strength" 4230 anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Naa = ESR value refer to ICC -ES ESR -1917 !� N•eel z Nua ACI 318-08 Eq. (D-1) Variables n Na.. fn 2] futa [psi] 1 0.16 106000 Calculations Nva [lb] 17170 Results Nsa [lb] +t teel �_ N. [lb) N _ ua [lb]_ 17170 0.750 12877 2115 Profis Anchor 2.4.8 Page: 2 Project: JAMES AND JOYCE Sub -Project I Pos. No.: Date: 9/9/2014 i y2 i I i I Tension Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c 12003-2009 Hdh AG. FL -9494 Schaan HIM is a registered Trademark of Hdti AG, Schaan 9090 • 9090•••• • 9090•••.• 0000 • • 9090•• 0 9090•••• • •• •• •••••• so . • • •• • • 0 9090•••• • •0000..• Status •• • 9090 N/A •••• ' ..4K' • •.•••• • 0000 • 9090•• ••0•.. • 9090•• 9090•• 9090•• 9090•• 9090•• 9090 • 9090•••• • 9090•• x 9090•••• 9090•••• 9090••• 9090••• 9090•••• 9090•••• 9090•••• 9090•••• • • • 0000•• • • 9090•••• 9090••• • 9090••• 9090•••• • • • 9090•••• 9090•••• • • • 9090 • .•90••00 Capacity �Nn [lb] Utilization RN=-Nu;/$Nn 12877 1700 " • N/A 4:0 00 4420 •9090• 96 ••.• 9090 9090 9090•••• •• . Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c 12003-2009 Hdh AG. FL -9494 Schaan HIM is a registered Trademark of Hdti AG, Schaan 9090 • 9090•••• • 9090•••.• 0000 • • 9090•• 0 9090•••• • •• •• •••••• so . • • •• • • 0 9090•••• • •0000..• Status •• • 9090 N/A •••• ' ..4K' • •.•••• • 0000 • 9090•• ••0•.. • 9090•• 9090•• 9090•• 9090•• 9090•• 9090 • 9090•••• • 9090•• x 9090•••• 9090•••• 9090••• 9090••• 9090•••• 9090•••• 9090•••• 9090•••• • • • 0000•• • • 9090•••• 9090••• • 9090••• 9090•••• • • • 9090•••• 9090•••• • •00•.• • • • 9999.• f 1 •. • 9999 • 9999•• 9999 9999.• • www.hilti.us 9999•• • • • Profis Anchor 2.4.8 Company: EDUARDO GONZALEZ PE 9999 Page: 3 Specifier: 9999 Project: JAMES AND JOYCE Address: 717 PONCE DE LEON BLVD • • Sub -Project I Pos. No.: 9999 Phone I Fax: Date: 9/9/2014 •• • E -Mail: • 9999.• • 3.2 Concrete Breakout Strength • • • • Ncny — (1(ec.N tlled.N 111c.N 111cp.N Nb ACI 318-08 Eq. (D-5) lA co/ • • • 9999.• •• • 9999 (U N,, 2: Nua ACI 318-08 Eq. (D-1) AN, see ACI 318-08, Part D.5.2.1. Fig. RD.5.2.1(b) AN,. = 9 hzt ACI 318-08 Eq. (D-6) 1 ,I,ec.N= 2 e.eN 1 s 1.0 1+3het ACI 318-08 Eq. (D-9) C.- / � 1.0 yled.N = 0.7 t 0.3 Q. -M):5 1.5he, ACI 318-08 Eq. (D-11) llcp N = MAX 1.5h 5 1.0 ACI 318-08 Eq. (D-13) `` bac bac l Nb = kc ), Vf7c hei5 ACI 318-08 Eq. (D-7) Variables • • hef [in.] eel N [in.) ec.N [in.) Ca.mm [in.) ill 9999•• • • . •. • • 4.000 0.000 0.000 4.000 1.000 • • 0 •' ' • 9999•• 900.90 • 0009•• cec [in.] kc )- fo [psi] . • • : • • •: 9 000: 6.750 17 _ 1 2500 • • 0 • 99.0 • ••• 90•06 Calculations • • • • • • •"" AN. [in.-'] AN. [in.-'] I lecLN Ilec2.N (r l.ed.N. 000000 • • • • 0800 41cp.N Nb [Ibl • 9 9 • : • 160.00 144.00 _ - - _ 1.000 _... _ ... 1.000 ... 0.900 1.000000000 6800 ' � • Results ' ' ;••0:• N cey [lb] Q concrete d) NS y Ilb] Nye [lb].- ' i • 9 ' 0 • • • 0 • 6800 0.650 _ 4420 4230 000 0 000 0 9000 •00•.• • • • 9999.• •. • 9999 • 9999•• 9999 9999.• • 9999•• • • • 9999•• 9999 9999 • • 9999 •••9 • ••.•• • • 9999.. 9999 9999• •• •• •• • 9999•• • 9999.• • • • • • • 9999.• 9999•• • • • 9999.• •• • 9999 • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c 120032009 Hilu AG FL -9494 Schaan Hdu 1s a registered Trademark of Hilb AG. Schaan www.hilti.us Company: EDUARDO GONZALEZ PE Page: Specifier: Project: Address: 717 PONCE DE LEON BLVD Sub -Project I Pos. No.: Phone I Fax: Date: E -Mail: 4 Shear load A Profis Anchor 2.4.8 4 JAMES AND JOYCE 9/9/2014 Load V. [Ib] Capacity �V„ [lb] Utilization pv = V1JOV„ Status Steel Strength* N%A NIA N/A N/A Steel failure (with lever arm)* N/A NIA N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff. in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The ® 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. • • • • • • *000:0 • Refer to the manufacturer's product literature for cleaning and installation instructions. ' 00 0 . • • 0000•.•• • • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC -0 the relevant standard!• 0.0 • Fastening meets the design criteria!.. • 0. :•...� . . • 0 0900 0 .• •0.0. •0900. 0000 60.00 .. .. 0 0.9 0 090.0 . • .. . . . . 00000• 0000.. • . . .. 0000.. .9 • 0000 . 9 Input data and results must be checked for agreement with the existing conditions and for plauslbildy! PROMS Anchor I c) 2003.2009 HIM AG FL -9494 Schaan Hilti is a registered Trademark of Hilb AG, Schaan •0009• 0 0000.. .. 0000 0000.. ..9. ••..6. 0.0000 0 . • 0000.•• 0000.• 066• • • • • • • 0000• •0060 60990 0000•..• .6.. .•.6• •0000• • • • 0000 .. . •.9... • 0000.•• • • • • • a 0000.••• • • 0 • • •• • 0000 • • •9.9 0 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 6 Installation data EDUARDO GONZALEZ PE 717 PONCE DE LEON BLVD I Profis Anchor 2.4.8 Page: 5 Project: JAMES AND JOYCE Sub -Project I Pos. No.: Date: 9/9/2014 Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (4) Profile: no profile: 0.000 x 0.000 x 0.000 in. Installation torque: 720.001 in.lb Hole diameter in the fixture: dt = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.375 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. *y 3.500 3.500 I ` I l ' .000.0 ' o i • • 0000•• •, •• • • • 0000•• • • 0000•• • 0000•• �. L••••• • • • 0000•• 0000 •s • • • iI o 0000 • •• 0000• p, qQ90006 0966 • • • • • • • • • • • • • • • • , 1• • • • 0000•• • 0 • •0000• •• • 0000 • • • I 00 I I p'. • • 0 6*09.0• • 0000 0000•• 9000 0000 • • 9696 •9•• 0000• I OI N•90•• •0• • •666• O, I • • to •• • • • 06 6 •6.69• N! 0000•• • •• • • • •666•• _ _ ♦ � .0000• I 3.500 I 3.500 • ••�• • • t j 6.6• 0••••0 • Coordinates Anchor in. Anchor x y c -x c+x c -y c+y 1 0.000 -4.000 4.000 4.000 - 2 0.000 4.000 4.000 4.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hllti AG. FL -9494 Schaan Hilti Is a registered Trademark of Hilb AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: EDUARDO GONZALEZ PE 717 PONCE DE LEON BLVD I 7 Remarks; Your Cooperation Duties Page: Project: Sub -Project I Pos. No.: Date: n tE-i Profis Anchor 2.4.8 6 JAMES AND JOYCE 9/9/2014 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert. particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement vwth the existing conditions and for plausibility! PROFIS Anchor( c )2003-2009 HiltIAG. FL -9494 Schaan Hilti is a registered Trademark of Hilb AG. Schaan ••008• • • • 0000•• • •0 •• • • • •• • 0000•• • 0000••• • 0000•• • • •8600 • • 0000•• • • • 0000 • • 0000•• 0000 •• • • • 6 • • • • 60099 0000 • •• 0000• •• es • 0000•• 0000 0000• •• •• 0000 0000•• • • • 0000•• • • •• • • • • • 0000•• 0000•• • . • 0000•• •• • 0000 • • • • 0000•• 0000•9 • •0 • • 0000 •• • .:.0• 0.000• 0000•• 0000 • • •6• •66. • •8600 • • •66• • 0000 • • •••0• 000 0000 60099 •69• 6 •• es • •••••s •• 00•••• 9 • 680••• • • • • •69.90 • • • • 0000 • •• • 0000 J. EDl1ARD0 GONZALEZ, P.E., INC. JOB /r�PS )P �J:e!5/02 Structural Engineers 717 Ponce De Leon Blvd. Ste. 210 SHEET NO. OF /4l.4-7 Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 CALCULATED BY �` f DATE 41A / P.E. #24927 STATE OF FL EB -0006188 CHECKED BY DATE SCALE 1 Z 3 4 5 6 7 6 1 2 3 4 4 6 7 8 1 .. 3 4 ,, 5 1 6 1 4 8 0 7 6 1 2 3 1„ 6 7 8 1 3 4 5 6 7 8 1_ 3., , a,? I ..� i �♦ Q © G(i .............:........................... ......:..... ......... ..................... .................. :.................... ...... ............... ... 0000 0 _00_0..................... ............... . 0000............... ............ . ................. 0000...... _......... - i ................... y —2 z 2 9-s e 0000• ... *00 >�...X......Zz. - a .......... " •....... .0.0.0.0 :000:0 . ........_. ' • •000• ........ ... ... c� X 0000•• 0000 0 .. .. . 0000. . • • •00• . .. 00000 0 • • • 000000 . 0000 • 00000+ l00 n�......a .....:a...�/�z......=...:.a_ .1�/��.- .. .. •••• •0000 0000.•. 0 0 0 0 0 . GL r/Y . T� �/ li - �s! /�I �- • • 0000 0000 _ 3 ...............,...;.... ............. 5 0000• ... *00 ... 000• • 3 •••�1 0000.. 0000 .. • ,. 0000.. of 14 • • ••9004i 064• • • • 0000 • 4 s'• • • 0...........000.. _.................................................................................... 0000 3 G S D PRODUCT 207 • ` EEWPIDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Protect Descr. FLORIDA ,33134 Title Block Line 6 File=\\SERVERI\dwgl\DWG\YE1898-1\1451\CALCUL-1\STEELB-1.EC6 Steil Beam ENERCALC. INC. 1983-2013, Build:6.13.5.31. Ver.6.13.5.31 MEN, Description : check existing steel beam design CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination ASCE 7-02 D(0.77 L(0.77) D(0.5) L(0.44) D(0.77) L(0.77) v v � v `•�iT v v v v v Span = 15.830 ft Span = 15.830 ft ;•.•;. W10x33 W1 0x:3 • 0.00•• 0 00 • • • ...... . ...... Applied Loads Service loads entered. Load FaciowSv**l be appliedefor calculatiQrlc•.0 Beam self weight calculated and added to loads .0000• :'. '. • Load for Span Number 1 • • • • • ' ` 00:00. Uniform Load : D = 0.50. L = 0.440 k/ft, Extent = 0.0 » 15.580 ft. Tributary Width =1.0 ft • • • • • • • • • • • • • • • Uniform Load: D = 0.770, L = 0.770 k/ft, Extent =15.580 -->> 15.830 ft, Tributary Width =1.0 ft • • . .. • foe* • • + • • • Point Load D = 2.50. L = 2.80 k @ 15.580 ft ...... . •' Load for Span Number 2 p • • • • ' 00.00• Uniform Load : D = 0.770. L = 0.770 k/ft, Tributary Width =1.0 ft • • • `• • DESIGN RY uMaximumd T Bending Stress Ratio = 0 419: 1 Maximum Shear Stress Ratio = • •: • C: ; : 1 Section used for this span W10x33 Section used for this span W10x33 Me : Applied 40.533 k -ft Va : Applied 15.627 k Mn / Omega: Allowable 96.806 k -ft Vn/Omega : Allowable 56.4.34 k Load Combination +D+L+H Load Combination -D+L+H Location of maximum on span 15.834ft Location of maximum on span 15 830 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Sian � 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.117 in Ratio = 1,6' Max Upward L+Lr+S Deflection -0.006 in Ratio = 29,626 :000:0 16000* Max Downward Total Deflection 0.232 in Ratio = 8 i 8 • • Max Upward Total Deflection -0.009 in Ratio = 20,: 11 : • • • • • ' • •• • • 0000•• Maximum forces & Stresses for Load Combinations 0000•• • • Load Combination Max Stress Ratios Summary of Moment Values 000000 Summing gf•Shear • • � • • • Values ' Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb •RV e * •Va Max • 0 .1(,n:' Vnx 0 a4 • • D Only0000 .••• •0000 Dsgn. L = 15.83 ft 1 0.219 0.143 7.98 -21.24 21.24 161.67 96.81 1.00 1-M:**: 8.09 • ;.65;' 56.03.0 • Dsgn. L = 15.83 ft 2 0219 0.136 15.66 -21.24 2124 161.67 96.81 1.00 10 • • 7.70 ' 84,65 56.43 • +D+L+H •00.00 •••••• Dsgn. L = 15.83 ft 1 0.419 0.277 14.03 -40.53 40.53 161.67 96.81 15.63 • 1.00 1.10 • :tj,44 • 56.43 0 Dsgn. L = 15.83 ft 2 0.419 0.266 31.09 -40.53 40.53 161.67 96.81 1.00 1.00 0 15.01 i'84.65 54a...: • +D+Lr+H ; • • sees • • Dsgn. L = 15.83 ft 1 0.219 0.143 7.98 -21.24 21.24 161.67 96.81 1.00 1.00" 8.09 �1.a5 56.43 Dsgn. L = 15.83 ft 2 0.219 0.136 15.66 -21.24 2124 161.67 96.81 • 1.00 1.00 7.70 84.65 56.43 +D+S+H Dsgn. L = 15.83 ft 1 0.219 0.143 7.98 -2124 2124 161.67 96.81 1.00 1.00 8.09 84.65 56.43 Dsgn. L = 15.83 ft 2 0219 0.136 15.66 -21.24 2124 161.67 96.81 1.00 1.00 7.70 84.65 56.43 +D+0.750Lr+0.750L+H Dsgn. L = 15.83 ft 1 0.369 0.244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 13.74 84.65 56.43 Dsgn. L = 15.83 ft 2 0.369 0.234 27.23 -35.71 35.71 161.67 96.81 1.00 1.00 13.18 84.65 56.43 +D+0.750L+0.750S+H Dsgn. L = 15.83 ft 1 0.369 0.244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 13.74 84.65 5643 Dsgn. L = 15.83 ft 2 0.369 0.234 27.23 -35.71 35.71 161.67 96.81 1.00 1.00 13.18 8465 +D+W+H ` EDUAFiDO GONZALEZ PE Project Title: 717 PONCE DE LEON BLVD Engineer: Project ID: CORAL GABLES Project Descr: FLORIDA ,33134 Title Block Line 6 Steel Beare 0000•• 0000•• • • • • 0000 • •• File =\\SERVER?\dwgt\DWG\YE1898-111451\CALCUL-1:STEELB-1.EC6 0000•• 0000•• 0000 � • • 0000•• • •00• 00 � • ENERCALC, INC. 1983-2013. Build -6.13.5.31, Ver.613.5.3i 0000 • • • 60.90 • 0000 � • 0000•: 0000• • • .` . S I Description : check existing steel beam design •••••: 0000•• • • • • • • 0000•• • • • Load Combination • • Max Stress Ratios 0 • • • • Summary of Moment Values 00 Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.63 ft 1 0.219 0.143 7.98 -21.24 21.24 161.67 96.81 1.00 1.00 8.09 B4.65 56.43 Dsgn. L = 15.83 ft 2 0.219 0.136 15.66 -21.24 21.24 161.67 96.81 1.00 1.00 7.70 84.65 56.43 +D+0.70E+H Dsgn. L = 15.83 ft 1 0.219 0.143 7.98 -2124 2124 161.67 96.81 1.00 1.00 8.09 84.65 56.43 Dsgn. L = 15.83 ft 2 0.219 0.136 15.66 -21.24 21.24 161.67 96.81 1.00 1.00 7.70 84.65 56.43 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 15.83 ft 1 0.369 0244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 13.74 84.65 56.43 Dsgn. L = 15.83 ft 2 0.369 0.234 27.23 -35.71 35.71 161.67 96.81 1.00 1.00 13.18 84.65 56.43 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 15.83 ft 1 0.369 0.244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 1374 84.65 56.43 Dsgn. L = 15.83 ft 2 0.369 0.234 27.23 -35.71 35.71 161.67 96.81 1.00 1.00 13.18 84.65 56.43 +D+0.750L+0.750 S+0.750W+H Dsgn. L = 15.83 ft 1 0.369 0.244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 13.74 84.65 56.43 Dsgn. L = 15.83 ft 2 0.369 0234 27.23 -35.71 35.71 161.67 96.81 1.00 1.00 13.18 84.65 56.43 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 15.83 ft 1 0.369 0.244 12.52 -35.71 35.71 161.67 96.81 1.00 1.00 13.74 84.65 56.43 Dsgn. L = 15.83 ft 2 0.369 0.234 2723 -35.71 35.71 161.67 96.81 1.00 1.00 13: 1� ... `8 .65 56.43 +0.60D+W+H • • • *do*** Dsgn. L = 15.83 ft 1 0.132 0.086 4.79 -12.74 12.74 161.67 96.81 1.06.10 ; 4.J5 .84.65 56.f3 Dsgn. L = 15.83 ft 2 0.132 0.082 9.39 -12.74 12.74 161.67 96.81 1.01;. ,601 • • 4.:2 • • %4.65 • • i13 • +0.60D+0.70E+H • Dsgn. L= 15.83 ft 1 0.132 0.086 4.79 -12.74 12.74 161.67 96.81 1.061"•' 4.65 • 84.65 1.66.133: Dsgn. L = 15.83 ft 2 0.132 0.082 9.39 -12.74 12.74 161.67 96.81 1.0% •1". • • 4.g2 • %.65 ' 56.43 • Overall Maximum Deflections- Unfactored Loads "" " ••:'•. Load Combination Span Max. =° Deft Location in Span Load Combination .... . .... ..... •a*. °+^ De* $cation in S�iry • • • D+L 1 0.0741 5.967 D+L • • • • • 14.491 •' D+L 2 0.2322 8.889 • • • •-0.0094 • 0.0000 14.491 • • • Vertical Reactions - Unfactored Support notation : Far left is #1 • • :Value] in KIPS ; • • • • • • Load Combination Support 1 Support pP 2 Support Pp 3 '••' : 0000 :•0••: Overall MAXimum 6.226 36.639 9.89b 0000 D Only 2.918 15.786 5.015 L Only 2.308 14.853 4.875 D+L 5.226 30.639 9.890 0000•• 0000•• • • • • 0000 • •• • • 0000•• 0000•• 0000 � • • 0000•• • •00• 00 � • 0000 0000 • • • 60.90 • 0000 � • 0000•: 0000• • • •0-000 •0 • • •••••: 0000•• • • • • • • 0000•• • • • 0000•• • • 0 • • • • 0000 00 1111.. 1111.. 1111 '1111' REROFIT EXIST. BEAM DESIGN;;:;;: 1111.. . .... ,00. kee 100.0 J. EDUARDO GONZALEZ, P.E., INC. JOB ,-7-ame!3 a12':/ Structural Engineers 717 Ponce De Leon Blvd. Ste. 210 SHEET NO. OF 1447 Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 CALCULATED BY. DATE P.E. #24927 STATE OF FL EB -0006188 CHECKED BY DATE SCALE 1_ 3 4 5 6 7 8 1 .1 3 4 5 6 7 5 1 2 3 4 5 6 7 8 1- 3 .1 5 6 1 a 1 2 3 4 5 6 7 d 1 2 j 4 5 b 7 a 1 2 3 .1 5 �, 7 8 1 2 , ell 00 .00 ... . ..................... . ................... ................... . ... .. ...... .. . ............... . . ......... . ... .... ...................... ........... ................ ....... ....... ...... ........................ ........ ........ ..... ........ ........... ... ... .... . ....... .......................... ........... &1W ....... ......... .. .. ..... ........ .. . . ....... .. ......... 0, ........ .................. . ..... . . ..... ..... . ................ ................. ...... ....... ... ... ............... 0, -3 07� .. . .. ....... ................. ........ "see* ................... 00.00• • 0000....990 7 0 .. ........ ........... .. — ................ ......................... ..... so 00! 00*0 00000 0' ell 00 .00 D PRODUCT 207 7 7-,00e) .............. . ........... ............ ............ ...................... ............ ....... . - .............. ...................................... .......... ... .. ........ ........... .. — ................ ......................... ..... ......... .. A- .......... .... ............. ............... ,0 0.00 .... We goes 0 '000,00 0001 x Z. A 0000 00400 0 *so, 9 **so 0 39 ........ .. . ... .... ....... ................ ............... . ........ ............ ................ ............ ....... ............ ... . ...... ....... .................... ................................ ........... ............................. ... **go 0 44 . ........ 00; 1. a 7/— 0 74 68604 • ................................................. ..... . ................................... ............................... ............. ..... ... ...... ...... ........... . ................. .................. ....... 6009 D PRODUCT 207 , • )I&. I I J. EDUARDO GONZALEZ, P.E., INC. Structural Engineers 717 Ponce De Leon Blvd. Ste. 210 Coral Gables, Florida 33134 (305) 445-5100 Fax (305) 445-6644 P.E. #24927 STATE OF FL EB -0006188 JOB J7, rl O S ;"/' % CQ SHEET NO.t , OF ZV-1 CALCULATED BY A— 'J � DATE CHECKED BY DATE SCALE t2 3 M1 6 7 8 1 2 3 e I 2 3 7 8 1 1 3 a 1 G 7 d 1 2 3 G, d 1tl t /fie......... C.. �.. %....... 0000 .. 0000.. _0000 .. 0000...,.. 00,00.. ... 0000 .. ......_ . .... _ ........ .:_. g ....... . r 3 u� x /- > f (®• 9.11 X 6/33 _ 2,6-3 w ................0..........0...0....0 .. '.........-. ............. ....:.....000.............0.............. ..... 0000... 0000 0000. ..... -.. :00...0...........0........ 00...0.0.. 0:...0............0.0.. .....� ........A.. 0000. _ • .............. .. Z • • • '•• • 0000 Y...G :. • • 0000oft •.. 0000.00 .:......Z .U•.d�L...._.X...r'J.....e..........:..................... ............... ... .............. ........ 0000 ... 0000 0000 0000. .......... •..3� r -c- • •� ''// •/� 0000•• • :see:* 0000• , • - 0660 • 0000.0 0 • 0000 00.0 •• • • 0 ......_.................... 0000.. 0000... y�'� r ............. _l.R.! � � /i� 0000- ......... ... - 0000. .. �..�V 00_00... .._ �u- 0000 •� - • • v/ 0000 /, Kf/• LTi ;0000 ..i_•; •.• a 00000 , • •0• c• .. •. 0006•. 0000 0000.„ •: .. _0000.. g • 6••:••: •• •1 • :0 • . • • 0000•• 0000. 0000••: • 00 a • • • 900 0000• 0000 ........ 0000. ... ...., --_ _......... ....... • .. • •. • D PRODUCT207 3 a • • 0000•• _ 0000 ................0..........0...0....0 .. '.........-. ............. ....:.....000.............0.............. ..... 0000... 0000 0000. ..... -.. :00...0...........0........ 00...0.0.. 0:...0............0.0.. .....� ........A.. 0000. _ • .............. .. 0000 0000... �.. d • • • '•• • 0000 • • 0000oft •.. 0000.00 0000 . •': 0000:•• • • I ••• t 0000 • - 0660 • • • E ••• 'f • 0000 •••• • .- 041.0 •0• c• ........_ ............................ ......00..........0.0 ......... ................ _.__........,........ 0000. 0000 ................... ........... • ............. .� .......... ......_.........,......._.. • : : • •. •.•............... 0 0000.*. • .......... .. _0000.. g • 6••:••: •• •1 • :0 • • • • 0000••: • • • �• • Soso; 0a .. • •. • 0 3 ......... ........... ......... ........................ . .. ..................... ...0 000 ......................... ... ........... .. ................ .. 0000.. ........ .................. 0000 .......... •••• 0000. ..................... H CR D PRODUCT207 M /'`1 i 0000•• • 0000•• 0000 0000•• WINDOWS AND DOOR PRESURES•:••: 0000 0000.. •• • 0000.. 0000.. 0000 0000 _0000. 0000.. 0000.. 0000 0 • • 0 00 .00.00 0 • 00000. 0 0 0 0 • . 0000. ,• 0000 0000. . . • 0000.. •• • • •0 0 0000.. 0000.. .0.000 • 0000 . 0000 0000.• • 0000.• • 0000•• • • 0000•• 0000•• • •• 0000• 0000 0000. 0000 0000.. 0000.. 0000.. 0000.. 0000 0000.. 0000.. 0000 0 • • 0 00 .00.00 0 • 00000. 0 0 0 0 • . 0000. ,• 0000 0000. . . • 0000.. •• • • •0 0 0000.. 0000.. .0.000 • 0000 . 0000 Meta ind Fro v2-2. 5 9 I per ASCE 7 .. 1. . Developed lr! NEC., Cnriipr7.:: _•. Tnc. !2op'-i Date. 9/9/2014 Project No. 1451 Company Name EDUARDO CONZALEZ PE Designed By MM AddresE 717 PONCE DE LEON BLVD Description City CORAL GABLES Customer Name Slate FLORIDA Proj Location Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic wind Speed(V) = 175.00 mph Structural Category = II Exposure Category - C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.1:� Alpha = 9.50 Zg At = 0.11 Bt - un Fun = 0.15 Bm d Cc 0.30 1 500.0n I:t Epsilon = 0.20 Zmin - 15.00 ft Slope of Roof = 3 : 12 Slope of Foof(Theta) _ )4.04 Deg Ht: Mean Roof Ht = 19.45 ft Type of Roof = HIPPED RHt: Ridge Ht = 22.41 ft Eht: Eave Height = 1i.50 it OH: Roof Overhang at Eave= 3.,00 ft Overhead Type = OH W% elo =it Bldg Length Along Ridge = 55.00 ft Bldg Width Across Ridge= 43,35 tt Length of Hipped Ridge = 30.00 ft Roof Slope on Hip End = 23!!(• :A1 •0000• Gust Factor Calculations 0000 i:.: -r ,- :,:,:i � i,�, 1 .::'t ..:.:' .:iPil7': f ;::.. I,.•?_r•,• • • Gustl: For Rigid Structures (Nat- Freq.>l Hz) use 0.85 = 0.85 0000 0000•• .usr Factor C<<te cvy TI I.i•.Iid Strucrnu:?:. - Complexe •• •• Zm: 0.6'Ht = 15.00 tr••g••• lzm: Cc'(33/Zm)^0.167 = 0.21 • • • L --m: l'(Zm/33)^Epsilon = 437.06 fro • Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.9 • • Gust : 0.925'((1+1.7*1::m'3.4*Q)/(1+1.7*3.4*lzm)) = 0.86 • • • Not a Flexible Structure use the Lessor of Gustl or Gust2 U."5 Table 26.11-1 internal Pressure Coefficients for Buildings, GCPi GCPi : Internal Pressure Coefficient = wind Pressurs Main Wind Force Resisting System (MFRS) - Ref Figure 27.4-1 1•:h: 1.01'(Ht/Zg)^(2/Alpha) = 0.90 F:ht: Topographic Factor (Figure 6-4) = 1.06 Qh: .00256*(V)'2*I*Khxhht-Rd = 35.85 pst C'pww: Windward wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 3935.15 tt Reduction Factor based on Roof Area 0.50 111WFRS-Wall Pressures for Wind Normal to 55 ft Wall (Normal to Ridge) • .. lh•.: .: it .. .si �i�i as .. .. y:'�.:i' (i ,�i'i i•':,. • • Wall Cp Pressure Pressure g••• ••• +GCpi (psf) -GCpi (psf) 000000 --------------- --------------- ----------- • Leeward wall -0.50 21.69 -8.78 0000 • Side Walls -0.70 -27.78 -14.818 •••o 60.00• Wall Elev Kz Kzt Cp qz Press Press Total •• •• ft psf +GCpi -GCpi +/-GCpi •g•g•• ------------------------------------------------------------------- • • • • windward 16.50 0.87 1.00 0.80 34.63 17.10 30.00 38.78 • Windward 6.50 0.85 1.00 0.50 33.94 16.63 39.5''• 35.3:; : ••+ •• • Roof Location Cp Pressure Pressure +GCpi(psf)-GCpi(psf) -----------------------------------------------------------------,--------- Windward Min Cp -0.70 -27,7E -14.6;: Windward - Max Cp -0.15 -11.02 Leeward Norm to Fidge -0.49 Hipped End (.00 to 11.74 ft) -n.90 ?;-8S 0000•• • 0000•• • 0000 0000 • 0000•• • 0000 • 0000 • 0000•• • 0000• • 0000 • 0000 0000 0000 • 0000•• • • 0000 0000•• • • • 0000•• 0000•• 0000• 0000• 0000•• • • 0000•• • 0000•• ••••e* • • •••••• 0000•• 0.060 • • *goes •••• o• • • 0060•• •••see • • Hipped End (9.73 to 19.45 ft) -0.90 -33.;88 ::0.97 Hipped End (19.45 to 38.91 ft) -0.50 -21.69 Hipped End (33.91 to 47.25 ft) -0.30 -15.60 --'.69 Overhang Bottom Side (Windward only) 0.80 213.55 ....55 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht Note (2) Wall & Roof Pressures = Qh'(G'Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldq Pros6 Note (4) Total Pressure _ Leeward Press + Windward Press (For + or - GCPi) Note (5) Hipped ends considered as parallel to ridge for all theta. Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta)=10), Theta= 14.0 Deg, hit= 0.3� Note (7) Overhang bottom based upon windward wall Cp and GCpi = 0. Note (8) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (9) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (10) Area* = Area of the surface projected onto a vertical plane normal to wind. IOFRS-Wall Pressures for Wind Normal to 43.25 ft wall (Along Ridge) Wall Cp Pressure Pressure Roof: 9.7 ft to 19.5 ft +GCpi (psf) -GCpi (psf) ft to 38.9 ft --------------- Leeward wall ------ -0.45 ----------- -20.03 ft to 59.0 ft ----------- -7.13 • • Side walls -0.70 27.'io 14.x8 0 Wall Elen Kz Kzt Cp qz Press Press Total •Oe V e ft psf +GCpi -GCpi +/-GCpi •••••• ------------------------------------------------------------------- •••• windward 22.41 0.92 1.00 0.80 36.93 18.66 31.57 33.70•••••• Windward 16.50 0.87 1.00 0.80 34.63 17.10 30.00 37.13 windward 6.50 0.85 1.00 0.80 33.94 16.63 29.53 36.66•••6•0 Roof - Dist from Windward Edge Cp -------------------------------------------- Roof: 0.0 ft to 9.7 ft -0.90 Roof: 9.7 ft to 19.5 ft -0.90 Roof: 19.5 ft to 38.9 ft -0.50 Roof: 38.9 ft to 59.0 ft -0.30 Pressure Pressure •••••• +GCpi(psf)-GCpi(psf) • -33 • • .tib -30.9'; • • • -33.33 -20.9'1 •• • -21.69 -8.7R -15.60 -2.69 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h;1= 0.35 Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on walls = 9.6 psf and Roof = 4.8 psf Note (4) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description FX FY Fz Mx My Nz Kip Kip Kip K -ft K -ft K -ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi -0.0 33.4 7.2.5 433.2 1.0 u.i. Normal to Ridge Walls Only +GCpi .0 35.0 .0 289.8 .0 n• • Normal to Ridge walls+Roof -GCpi -0.0 37.7 18.8 310.6 -O.k) • t,e Normal to Ridge Walls Only -GCpi .0 35.0 .0 289.E y0 • • •••• Normal to Ridge walls+Roof MIN .0 11.2 .0 119.9 .rim• • • • ., Along Ridge Walls+Roof +GCpi 23.7 0.0 69.3 -0.0 491-66000 i..(1 •••• Along Ridge Walls Only +GCpi 36.4 .0 .0 .0 -218.2 •• f, • ! Along Ridge Walls+Roof -GCpi 23.7 0.0 31.4 -0.0 -515.••••-.t ,r 0000 Along Ridge Walls Only -GCpi 26.4 .0 .0 .0 218.::••• •• u • • Along Ridge Walls+Roof MIN 8.3 .0 .0 .0 S2.� 00•• n •••• ••0••• Notes Applying to MWFRS Reactions: • • •••• i •• Note (1) Per Fig 37.4-1, Note 9. Use greater of Shear calculated with or wi�tiour rc,nr. 0 Note (2) i:= Along Building ridge, Y = Normal to Building Ridge, z= Vertical• 2••• Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf • i • • Nore (4) MIN area is the area of the surface onto a vertical plane norma) t-,) -.+i1 • Note (5) Total Roof Area (incl OH Top) = 2938.15 sq. ft06 • • • • •••• Wind Pressure on Components and Cladding (Ch 30 Part 1) •••• t.tidth of Pressure Coefficient Zone "a" = = 4.33 ft. Description Width Span Area Zone Max Min Max p Min P • • • mesa** •• •••••• ••••• ••••• •ecce♦ • • 0000•• •0•••: • ft ft ft^2 GCp cce asf psf WINDOW 2.00 5.00 10.0 4 1.00 -1.10 42.30 4'.13;) WINDOW 2.00 5.00 10.0 5 1.00 -1.40 42.30 Sd.•4 DOOR 3.00 6.67 30.0 4 0.95 -1.05 40.40 43.9,; DOOR 3.00 6.67 20.0 5 0.95 -1.39 40.40 -521.S I;hcc:Comp. & Clad. Table 6-3 Case 1 Qlicc:.00256`V^2*Ahcc*Rht*I;d = 0.90 = 35.85 pst 0000•• • • • 0000•• • 0000• 0000• 0000•• • • 0000•• 000••0 W-1 •000.0 • • • 0000•• 0000•• • 0000••• • 0000•• 0000•• • • • 000000 •0000• 0000 6 •• •ge•e ••g••• •••• ••i••• s• •• ••e• 6600•• 000.0• • • • • • • 0 000•• 000.0• •• s e • e•••s••• • 0000 : 0000•• • • • 0000•• • 0000• 0000• 0000•• • • 0000•• 000••0 W-1 U-%DFJiNIRirKMkOfHOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANABENIM AGENCY Notional F!" In== hogaw M/PORTANT: Follow the Instructions on pages 1-9. OMS No. 1660-0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION i FOR'INWRANCE COMPANY USE Al. Building Owner's Name JAMES AND JOYCE LYTLE Policy Numbxri, A2. Building Street Address (Including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. j Company NAIO Number 420 NE 1010 STREET ¢ City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 15 AND 16,13LOCK 91,0F MWMI SHORES,SEC 4,PLAT BOOK 15,PAGE 14,PUBLIC RECORDS OF DADE COUNTY,FL. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Let 250 57 OR 9Z n Long. 800 1 t120.6JN Horizontal Datum: ❑ NAD 1927 9 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate Is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 1,688 sq it a) Square footage of attached garage 400 sq ft b) No. of permanent flood openings in the crawlspace or 9b) Number of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade R!A c) Total net area of flood openings in A8.b 1,310 sq in c) Total net area of flood openings In A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. Nh7P Co m iri Name & ommunity Number 82. Co�nDty N E e 83� State B4. Map/Panel Number 815. Suffix B6. FIRM Index Date B7. FIRM Panel Effective/ 88. Rood Zones) 89. Base Rood Elevation(s) (Zone ❑ meters b) Top of the next higher floor 13 - 5 ® feet ❑ meters Revised Date ❑ meters A0, use base flood depth) 12086C0302 L 09/11/2009 09/11/2009 X N/A 810. Indicate the source of the Base Rood Elevation (BFE) data or base flood depth entered in Item 89: ❑ RS Profile ® FiRM ❑ Community Determined ❑ Other/Source: 811. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: N/A B12. is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes IN No Designation Date: N/A / / ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: MIAMI -DAME COUNTY BENCH MARK Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in Items a) through h) below. ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 10 00 ® feet ❑ meters b) Top of the next higher floor 13 - 5 ® feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) WA ❑ feet ❑ meters d) Attached garage (top of slab) 10 19 IN feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 10 26 ® feet ❑ meters (Describe type of equipment and location In Comments) f) Lowest adjacent (finished) grade next to building (LAG) 9 . 80 ® feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 10. _ 25 IN feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A ❑ feet ❑ meters structural support SECTION D - SURVEYOR, ENGINEER OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation Information. l certify that the informatlon on this CertlfJcate represents my best efforts to Interpret the data available. I understand that any feise statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here If attachments. licensed land surveyor? ® Yes ❑ No L 2Q�'F 6 c a Number JOHN A.1 RP ESID T JTitle OHN Company & ASSOCIATES, INC. Address city State ZIP code 777 NW 2 AV MIAMI FL 33126 Signature Date Telephone 08/19/2014 (305)262-000 08/19/2014 FEMA Form 086 /12) See reverse side for continuation. Replac s all previous editions. ELEVATION CERTiRCATE, page 2 IMPORTANT: In these spaces, am the corresponding Information from Section A. FPR 04SURANCf COMPANY USE,. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 06110y Number'! A2Q NF 1(11ct STRFFT City State ZIP Code �^CoMpany NAIiI.Number. I MIAMI SHORES FL 33138 SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both s .of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. 10.27 FEET; SECTION C2(E) LOWEST ELEVATION OF MACHINERY = THE A/C PAD, LOCATED ON REAR SIDE EPRTY; LATITUDE AND LONGITUDE DETERMINED BY SURVEYOR USING GOOGLE EARTH; ELEVATION IS N.G.V.D. OF 1929 Date 08/19/2014 BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A For Zones AO 40 A (without BFE), complete Items E1 -E5. if the Certificate is Intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1 -EA use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is []feet ❑meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is []feet ❑ meters . ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: if no flood depth number is available, Is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -Issued or community4ssued BFE) or Zone AO m sa�iign hire. The statements in Sections A, B, and E are correct to the best of my knowledge. Authorized Representative's Name JAMES AND JOYCE LYTLE St STREET City Date 08/19/2014 SECTION G - COMMUNITY INFORMATION (OPTIONAL) State FL ZIP Code 33138 ❑ Check here If attachments. The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used in items GFIG10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ ❑ The following Information (items G4 -G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building. ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G1O.Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here H attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 429 NE 101st STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FRONT VIEW 08/19/2014 REAR VIEW 08/19/2014 FEMA Form 086-0-33 (7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 429 NE 101st STREET City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. LEFT VIEW 08/19/2014 RIGHT SIDE 08/19/2014 FEMA Form 086-0-33 (7/12) Replaces all previous editions. JOHN MARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers W W W.IBARRALANDBURVEYORS.COM 777 N.W. 72nd AVENUE 2804 DEL PRADO BLVD SOUTH SUITE 3026 SUITE NO. 202 UNIT 1 MIAMI, FLORIDA 33126 CAPE CORAL, FL 33904 PH: (306) 262-0400 PH: (239) 640-2660 FAX: (305) 262-0401 FAM (239) 640-2664 MAP OF BOUNDARY SURVEY E' T_""E 429 NE 101st STREET, MIAMI SHORES, FL 33138` �� a 1 + ? &� OCT 0 0 2014 LOT -11 LOT -10 L(3�p'9 �` t a ' ° <r BLOCK -91 I BLOCK` LOT -8 �_ -- BLOCK -91 O_H OVERHEAD WIRE c F.I.P.I/2" NO CAP r 0.73' CL F.I.P. 1/2' NO CAP P.C. E ..F. U.P 9.67' 1, A#3 w.' .. LOT - 14 BLOCK -91 c LOT -15 I LOT -1 pBLOCK -91 IBLOCK- TWO STORY RES. # 429 0.30' CL _ C,.. WEST UNE OF 9.85' 23.40' , LOT -15 FCONC. 5' C. STE5' C.B.W. _1 3' ASPHALT F.LP.I/2 PVmT. NO CAP 25.00' 0.38' CL I 4' C.L.F. 0.50' CL o) 0 LOT -17 REMAINDER r OF BLOCK -91 LOT - 16 BLOCK - 91 (N.A.P) I EA5T UNE OF LOT- 16 THE WEST 112 OF LOT -16 IN 74.96' F.N*D o�` os F.I.P.1/2' NO ID 0' NO CAP 25.00' .75:00. . . 5'.CONC. SWK . . ....'..I .'.'.".'.'. A5PHALT DRIVE 20 A5PHALT I PVMT. 75' TOTAL RICHT-OF-WAY NE 101st STREET ....... . .. .. . ......... . VP RjIF��grF'9 0'. NO. 6770 : ® O: srarE of W ALLEY � RN (N.A.P.) 75.00' DRAWN BY: o , 5' C.L.F., SCALE: ••_ 1 =20 FIELD DATE: 06/02/2014 ' . ip •'�toR�o?' ry L LAS L.B.# 7806 SEAL 4ER77FICAYON. • JAMESLYTLEAND JOYCE LYTLE • • • • • • • • • • • • LEVINE & PARTNERS, RA : :.: •: CHICAGO T/TLEINSUPANCECOMPANY' • • • ' • • • • • • • • • • • • • • ITS SUCCESSORSAND ORASSIGNS, AS THEIRINTERENS7' YWPERR • JOB NO: 14-001932-1 SHEET: 2 OF 2 ............. 2' C.B.W. ASPHALT DRIVEWAY .CONC. BLAB- •.�'CONC:'.51'Aq:'. 9.67' 1, A#3 w.' .. LOT - 14 BLOCK -91 c LOT -15 I LOT -1 pBLOCK -91 IBLOCK- TWO STORY RES. # 429 0.30' CL _ C,.. WEST UNE OF 9.85' 23.40' , LOT -15 FCONC. 5' C. STE5' C.B.W. _1 3' ASPHALT F.LP.I/2 PVmT. NO CAP 25.00' 0.38' CL I 4' C.L.F. 0.50' CL o) 0 LOT -17 REMAINDER r OF BLOCK -91 LOT - 16 BLOCK - 91 (N.A.P) I EA5T UNE OF LOT- 16 THE WEST 112 OF LOT -16 IN 74.96' F.N*D o�` os F.I.P.1/2' NO ID 0' NO CAP 25.00' .75:00. . . 5'.CONC. SWK . . ....'..I .'.'.".'.'. A5PHALT DRIVE 20 A5PHALT I PVMT. 75' TOTAL RICHT-OF-WAY NE 101st STREET ....... . .. .. . ......... . VP RjIF��grF'9 0'. NO. 6770 : ® O: srarE of 4Raa DESCRIPTION.• LOT 15AND THEWEST 1/2OFLOT 16, BLACK $Z,.AMENDED.PaTOF... ... MWM(SHORES, SEC TIONNo 4, ACCORD4jVR�T077HEP4A . HF•IFEOFA�S RECORDED IN PLATBOOK15, PAGE 14, OFCHE+PUBL/ERE'GORDSOF• • • • • • • • • • . • • MIAM/-0ADECOUNTY, FLORIDA. • . • • • DRAWN BY: NGH SCALE: ••_ 1 =20 FIELD DATE: 06/02/2014 ' . ip •'�toR�o?' ry L LAS L.B.# 7806 SEAL 4ER77FICAYON. • JAMESLYTLEAND JOYCE LYTLE • • • • • • • • • • • • LEVINE & PARTNERS, RA : :.: •: CHICAGO T/TLEINSUPANCECOMPANY' • • • ' • • • • • • • • • • • • • • ITS SUCCESSORSAND ORASSIGNS, AS THEIRINTERENS7' YWPERR • JOB NO: 14-001932-1 SHEET: 2 OF 2 JN MARRA & ASSOCIATES, INC. )fesslonal Land Surveyors & Mappers W W W.IBARRALANDSURVEYORS.COM 777 N.W. 72nd AVENUE 2804 DEL PRADO BLVD SOUTH SUITE 3025 SUITE NO. 202 UNIT 1 MIAMI, FLORIDA 33126 CAPE CORAL, FL 33904 PH: (305) 262-0400 PH: (239) 540-2660 FAX: (305) 262-0401 FAX: (239) 640-2664 Kim LEGAL -NOTES TOACCOMPANYSMEMNOFSURVEY: • THERE MA Y BE EASEMENTS RECORDED /N THE PUBLIC RECORDS NOT SHOWN ON rim SURVEY. •THEP7/RPOSEOF7H/SSURVEYFSFOR USEINOB7A/N/NG Tl7LEINSURANCEANDF/NANmAfGANO SHOULDNOTBE USED FOR CONMUCT/O/V PURPOSES •EX44fM7/ONSOF MEABSTRACTOF IKQEWILL HAVE70BEMADE TO DE7ECM/NERECORDED /NSTRWEWS, IFAW AFFECTING 7HEPROPERTY. •7H/SSURVEY/sSUB/EC770DED/CA770AW LLWTAWAA RESTRIC770W AESMVA77ONS OREASEM MOFRECORD. .LEGAL DESCRFPnONSPROV/DED BYCLCEW'ORATIESTFNO 77TLECOMPANY. •BOUA/DARYSURVEYMEANSADRAW/NGAAWORA GRAPH/CREFRESENTAT/ONOF7 HESURVEYWOPXPERFORMEDW 7NE RaACOLCOREDR NNA7ASIOWNSLALEAACCRNOTTOSCALfa•THEWALLSORFENCESMAYBEEYAGGERATEDFOR CLARFTYPURPOSES. •EASEVEN7VASSHOANAREPE AWROOX UAQESSOEP/CTEDOTHERW/SE •THE TERM ENCR04CMlfi97'AfFANS V/SBLEAF/DABOVEGROUND ENCROACNA¢MS •ARCHI EMSRU WWFYZ0NNGREGULAT70NS, AWTR/CTFONS, SEMCKSAW W2L BERESPOAMMEFORSUB RUM ROMANS WITHCORREC7IAMMM77ONFOR APPROVAL FORAUTHORMA77ON'70 WEPROPEtAU7HOAMES MAEW CONSTRUCTION •6N2ESS 07HERWWN07ED, THISF/RMHASNO7ArM PTSD 70L0C307EF007/NGAND/7RFOUNDA770NS •ASWOKINE tSNIPNO70t7E1 g IRB •7HISPLANOFSURVEY, HASBEJYPREPAREDFOR7HEEYCLUSVE"CF7HEEV7IT/ESNAMEDFAAEOA; 7HECOMRCQF DOESNOMYTEND 70 ANY LPWAMIDPARM.. FLOOD ZONE INFORMATION.• SURVEYOR'S NOTES.• 4 /F SHOWN, BEAR/NGSAREREFERREO TOANASSUAW A99 /DOWN, 8Y SW PLA T/NTHE DESCRIP77ONOFTHE PRCPERTY, FNOT BEAR/NGSARE MEN REFERRED7000UNTY, TOWAWAPMAPS 2 THE aOSURE/N MEBOLINDARYSC/RVEYISABO ME f.MV FT. 1 CERTFF/C4TEOFAMORQA770NLBN78M SURVEYORW CERTIRCATION.' IHEREBYCERAFY IN/SWOLWARYSM'ErOFTHEPROPERMDESORMOASWON, HAS AECOMYAM SUR VEY®AND DRAAOWI NVERMYSUPERV/S/ON, AAV COMPIJES WITH MEAf/NA{I7W WOWCAL STANDARDSAS SETFORAYBY7W FLOR/DABOARD OF PROFESSIONAL LAND SURVEYORS IN CNAP7ER S LfT, FLOR/DAADMINISTRA77VECOVE PURSUANT 70472027, FLORIDA STATUTES BY 0 610 212 0 1 4 THENF/PFLOODMAPSHAVEDESIGNATED 7HEHEREINDESCRIBED LAND TOBERMWEDIN. CARLOS MARRA (DATEoFREto womv FLOODMAe 9C' BASEFLOODELEV91770N' N/A COMMUNITY.• 110652 FROFEswoNALLANDSURVEroRNo.:6770 s7ATEcFR0R/DA PANEL.' 0302 (NOT VALA)WRNOLITTHESGNATU)?EAND 7HEOR/GINAL RAISED SEAL OFA r-LaWA SUFFIX L LICENSED S/RVEYORANOMAPFER/. DATEOFRRAt 09/71/2009 REVASL�ont THE SUB,/ECTPROPERTYDOES NOTL IEINA SPECIAL FLOOD ARMADARE.4 TITLE COMPANY • M78T6A,4•ET 5 *AT LAW • • • • • • L. DRAWN BY. NIGH UNDERWRITER ...... ... ... VOS 03q i i •• i i i •• i OQ�'R'f I FIC;gT��Q FIELD DATE. 06102/2014 . i , ..�::...• No. Eno Ul AGO • __ t'f O' STATE OF JOB NO: 14-001932-1 A,�oR�oP-"' !• 1'� S" A Zit` i i:a�� SHEET. 1 OF 2 • • • • • • • • • L.B.# 7806 SEAL LOCATION SKETCH I SCALE -N.T.S. VIEW OF SUBJECT PROPERTY 429 NE 101st STREET, MIAMI SHORES, FL 33138 ASSREM TIONS A - ARC. ETP. =EZECTR/CTRANSFOM ER PAD O.RB =OFFICIAL RECOROSBOOK T -TANMW A/C -A/RCOND CAERPAD ELEV =ELEVATION 0..V.IL =OVEtHANG TO = 7E/FPHOWBOOTH AE=ANCHOREASMENr ENCR =DUCROACRAIEW PVMT. =PAVEMENT T.B.A ASWORARYBENCAWAW AR -AL&?AAWMRWP FA =RREHYDRAW PL -PEWTER T.UE-7ECIDVOLOGiYU77IJTYEASBNENT As =ALUM/NUMSHED FLP. =FOUWRONP/PE Pt =PROPERTY W TSB-7RAFRCRONALBOX Asm.. =ASPHALT F.IJL =FOUND/RONROO P.C.C. =PO/NTOFCOMPOUNOCURVATURE T. S.P. -TRAFRCSGNALPOLE BC =BLOCKCORVER FFE =RN/S"FLOORELEVA770N P.C. -PO/NTOFCtWATURE 7WP =70WNS1/P BLOQ =BU/LOWG F.IKD. =FO&ADNNLADISK P.O.T. -PDWTOFTANG9VCY 0771. eujy BAA dC.R -BENCHMARK -BROWARDCOUNTYRECORDS FT. FN/P. =FEET - FEDERAL NAT/ONAL/NSURANCEPROGRAM P.O.0 P.OB =POWOFW -PO/NTCFBEGMffG U.E-MIrYEASEMEW (CJ (c) -BASS ATEAR/NQ -CALCHA7En FA( K -F GH 0Rt 6 =N/GHOR(HEDEG ARC. PO/W OFREVERSE CL07VATLDiE U.P. -U fiffYPOLE W-M-WAYERMETER CB =CATCHBAS/N AIL -INORES7ONCONTRO PWY ARM = =PAF7KWAY -PERMAA/ENTREFBWNCEM0NIVUMEW W.F-WOODFDVCE CBS =CONCRE/EBLOC/CS7RL/CTURE 1.C.1/. V VASHNFNT =/RRlOA770NCON7ROLVALVE PLS -PROFESSONALLAWSURVEYOR W.P.-W000PORCH C.BW.. =CONCRETEBLOCKWALL LF -MONFEVCE PJ? -POWERPOLE W.R =WOOD ROOF CH. =CHORD L.B. -LAMSMSED&MAESS P.P.S -POOL PUMP" WV -WA MR VALVE LHLB -CHOROBEARINO L.P -UQHTPOLE =RECO L?IMANCEEMEW =MONYERUAL/NE CY..L - CHORD LENG7H LFE -LOWESTFLOORELEVAT/ON (R) /t IIDCEN7FJiL/NE CL =CLEAR LLE -LAKEMAIWSMOEMSEMENT RR a�RO�lSTANCE C.O. -CLEANOUT -Af/NUTES AKS �SmENCE CLF=CMWLOVKF£VCE (Ml -MEASUREDDISTANCE R/W =R1QHT80RR4 CME -OANALMAWMANCEEASEMENT ALB -MA260X ORF7AD/AL CONC =CONCRETE MD.C.R-MIAM/DADECOUN YRECORDS aq aU�S, LEGEND CUP. -CONCRETEUT/LITYPOLE ME =AMWA NANCEEASEMENT RO.E -ROOFOVEAMMUEASSMW C.P. -CONCR¢/EPORCN ATFL -MANHOLE SEC. =STORY -0MWEADUrWrYIJASS Ca -CONCRETE SLAB MAP. =NOrAPARrQF STY. -STORY -CONCWN&OCKWALL CW. =CONOREIEWALK NOW =NA770NALGEODE770VER77CALDATUM SWK -SVE1NALK --C�IAINLhWRWCE — DZ =DRA/N4GEEASSWNr ALTS =NOTTO SCALE SLP. -SET/RONPRE - -A40NFEWE DME -DRNMAGEMA/NTENANCEEASEAMW 90RN0. -NUMBERS e S0 =WDODFEA7CE DRIVE -DEGREES =DEGREES O/9 =OFFWT SP. -SOMMEDPORCY =BW WOSE734CIMAW EB -EZECTR/CBOY O.H. OWL =OVEWSW -OVOWEADMWYL/NES SV -SEWER VALVE — — — —-UT//JTYEASENSW -SECONDS =L017EDACCESSRAV = NON- M SWCUL AR ACCESS FYW • OM -EkV7 NGELEVAnONS LEGAL -NOTES TOACCOMPANYSMEMNOFSURVEY: • THERE MA Y BE EASEMENTS RECORDED /N THE PUBLIC RECORDS NOT SHOWN ON rim SURVEY. •THEP7/RPOSEOF7H/SSURVEYFSFOR USEINOB7A/N/NG Tl7LEINSURANCEANDF/NANmAfGANO SHOULDNOTBE USED FOR CONMUCT/O/V PURPOSES •EX44fM7/ONSOF MEABSTRACTOF IKQEWILL HAVE70BEMADE TO DE7ECM/NERECORDED /NSTRWEWS, IFAW AFFECTING 7HEPROPERTY. •7H/SSURVEY/sSUB/EC770DED/CA770AW LLWTAWAA RESTRIC770W AESMVA77ONS OREASEM MOFRECORD. .LEGAL DESCRFPnONSPROV/DED BYCLCEW'ORATIESTFNO 77TLECOMPANY. •BOUA/DARYSURVEYMEANSADRAW/NGAAWORA GRAPH/CREFRESENTAT/ONOF7 HESURVEYWOPXPERFORMEDW 7NE RaACOLCOREDR NNA7ASIOWNSLALEAACCRNOTTOSCALfa•THEWALLSORFENCESMAYBEEYAGGERATEDFOR CLARFTYPURPOSES. •EASEVEN7VASSHOANAREPE AWROOX UAQESSOEP/CTEDOTHERW/SE •THE TERM ENCR04CMlfi97'AfFANS V/SBLEAF/DABOVEGROUND ENCROACNA¢MS •ARCHI EMSRU WWFYZ0NNGREGULAT70NS, AWTR/CTFONS, SEMCKSAW W2L BERESPOAMMEFORSUB RUM ROMANS WITHCORREC7IAMMM77ONFOR APPROVAL FORAUTHORMA77ON'70 WEPROPEtAU7HOAMES MAEW CONSTRUCTION •6N2ESS 07HERWWN07ED, THISF/RMHASNO7ArM PTSD 70L0C307EF007/NGAND/7RFOUNDA770NS •ASWOKINE tSNIPNO70t7E1 g IRB •7HISPLANOFSURVEY, HASBEJYPREPAREDFOR7HEEYCLUSVE"CF7HEEV7IT/ESNAMEDFAAEOA; 7HECOMRCQF DOESNOMYTEND 70 ANY LPWAMIDPARM.. FLOOD ZONE INFORMATION.• SURVEYOR'S NOTES.• 4 /F SHOWN, BEAR/NGSAREREFERREO TOANASSUAW A99 /DOWN, 8Y SW PLA T/NTHE DESCRIP77ONOFTHE PRCPERTY, FNOT BEAR/NGSARE MEN REFERRED7000UNTY, TOWAWAPMAPS 2 THE aOSURE/N MEBOLINDARYSC/RVEYISABO ME f.MV FT. 1 CERTFF/C4TEOFAMORQA770NLBN78M SURVEYORW CERTIRCATION.' IHEREBYCERAFY IN/SWOLWARYSM'ErOFTHEPROPERMDESORMOASWON, HAS AECOMYAM SUR VEY®AND DRAAOWI NVERMYSUPERV/S/ON, AAV COMPIJES WITH MEAf/NA{I7W WOWCAL STANDARDSAS SETFORAYBY7W FLOR/DABOARD OF PROFESSIONAL LAND SURVEYORS IN CNAP7ER S LfT, FLOR/DAADMINISTRA77VECOVE PURSUANT 70472027, FLORIDA STATUTES BY 0 610 212 0 1 4 THENF/PFLOODMAPSHAVEDESIGNATED 7HEHEREINDESCRIBED LAND TOBERMWEDIN. CARLOS MARRA (DATEoFREto womv FLOODMAe 9C' BASEFLOODELEV91770N' N/A COMMUNITY.• 110652 FROFEswoNALLANDSURVEroRNo.:6770 s7ATEcFR0R/DA PANEL.' 0302 (NOT VALA)WRNOLITTHESGNATU)?EAND 7HEOR/GINAL RAISED SEAL OFA r-LaWA SUFFIX L LICENSED S/RVEYORANOMAPFER/. DATEOFRRAt 09/71/2009 REVASL�ont THE SUB,/ECTPROPERTYDOES NOTL IEINA SPECIAL FLOOD ARMADARE.4 TITLE COMPANY • M78T6A,4•ET 5 *AT LAW • • • • • • L. DRAWN BY. NIGH UNDERWRITER ...... ... ... VOS 03q i i •• i i i •• i OQ�'R'f I FIC;gT��Q FIELD DATE. 06102/2014 . i , ..�::...• No. Eno Ul AGO • __ t'f O' STATE OF JOB NO: 14-001932-1 A,�oR�oP-"' !• 1'� S" A Zit` i i:a�� SHEET. 1 OF 2 • • • • • • • • • L.B.# 7806 SEAL ILL Environmental Services, LLC September 29, 2014 EE&G Project # 2014-2659 Mr. James Lytle 4304 Alton Road, Unit 231 Miami Beach, Florida 33140 F,EWED OCT 0 0 2014 BY: SUBJECT: Results of Limited Asbestos Renovation Survey Lytle Residence 429 NE 101"t Street Miami Shores, Florida 33138 Dear Mr. Lytle: 5751 Miami Lakes Drive Miami Lakes, Florida 33014 Tel (305) 374-8300 Fax (305) 374-9004 www.eeandg.com A limited asbestos inspection was performed at the above -referenced location on September 25, 2014 by EE&G AHERA Certified Inspector Hiram Aguiar of EE&G Environmental Services, LLC (EE&G). The purpose of the survey was to determine the presence and condition of asbestos -containing materials (ACM) in the interior, windows and doors at the above mentioned address. DESCRIPTION OF SURVEY AREA The two-story residence was observed to be constructed of concrete, wood, and steel. Interior walls were finished with plaster board. Ceilings were finished with plaster board and ceiling tiles. Floors were finished with wood and ceramic tile. The heating ventilation and air-conditioning (HVAC) was observed to be fiberglass insulated sheet metal. Plumbing components observed were metal or PVC construction. No fireproofing was observed during this inspection. INSPECTION METHODS AND LIMITATIONS Each observed suspect material was described and sampled. All samples were collected according to procedures established by EPA in 40 CFR 763. Some ACM may have not been discovered due to inaccessibility (no reasonable access prevented by lack of large-scale destructive sampling). The results, conclusions, and recommendations contained in this report pertain to conditions observed at the time of the survey. By this report, GE&G ti'iARR no 99...9 representation or assumptions as to the nature of past conditions or future occuAnces. • • • • •; .00.09 0000 0000.. INSPECTION RESULTS AND RECOMMENDATIONS 0:::•• • • 0000.. 0000 9 0000 0000 0000. Asbestos was not detected in any of the samples of the drywall system,. XxV ceWgl& tiles, window caulking, and exterior stucco. No further asbestos-related action is-rec iced at thi$ time....... .9999. 0 on If any other suspect materials not listed herein are encountered duping ftovatiorc 4e.g. • 9 •• • insulation on pipes behind walls), then work must cease and sampling AVpIlbe performed to:.... determine material composition. When roof decks are replaced, these materials muAt:i o be • sampled to comply with NESHAP regulations. See Appendices for laboratory results and photographs. Miami Melbourne Orlando Tampa Mr. James Lytle September 29, 2014 Page 2 If the inspected areas are to be renovated, notification to the Miami -Dade County Department of Regulatory and Economic Resources (DRER) of intent to renovate is not necessary; however, the general contractor should have a copy of this survey at the site during the entire project as proof of compliance with 40 CFR 61 (NESHAP). If you have any questions or comments concerning this matter, please do not hesitate to contact me directly at 305-374-8300. Submitted by Hiram Aguiar Senior Staff Professional Attachments: Appendix A: Laboratory Report Appendix B: Photographs Appendix C: Certificates 429 NE 101 STREET SURVEY Reviewed by Daniel J. CottIl, Ph.D., P.G. Senior Technical Advisor, EE&G Asbestos Consultant #DD0000010 .009.0 0 •000.0 .. . 0000 9 • 9 0000.. 0000 0000.. 0000.. 0000.. 0000 0000 . . • 0 . • 0000 0000 0000. ....9. 0000 0000. 0 . . . 9 .9 99 .. • 0000.. •..9.9 . . 0 000000 . 0000.. 9 • 0.90. •• • 0000 s • AAL Monday, Sep 29 2014,4:01 PM American Asbestos Laboratories SENT JAMES LYTLE TO: 4304 ALTON ROAD, UNIT 231 MIAMI BEACH, 33140 JAMES LYTLE Phone: 305-546-2789 Fax: Email. Thank you for your business. REPORT PREPARED AAL BY: Asbestos Department 5005 WEST LAUREL STREET SUITE 110 TAMPA, FL 33607 NVLAP Lab Code 101775 (813)287-1005 Analysis: Polarized Light Microscopy (PLM) with dispersion staining techniques according to the United States (US) Environmental Protection Agency (EPA) "Method for the Determination of Asbestos in Bulk Building Materials", EPA160&R-93-996, July 9993. Sample Type: BULK # of Samples: 8 Date in: Monday, September 29, 2014 Date out: Monday, Sep 29 2014 Transported: Work Order# T1409075 Sampled by: AAL Project# 2014-2659 Received by: Project: 429 NE 101 STREET, MIAMI SHORES, FL FEDEX H.A.A. KIA • • • • 0000.,• 0000.• •• • 0000 • • • Due to the small size ofasbestos fibers associated with vinyl Boor tiles, TEM analysis is recommended for all Boor Nett 8fitaining 0 or no detectable asbestos by visual estimation. This report may not be reproduced except in full, without the written approval of AAL. AAL will not be held responsible for the use of Its reports issued in part to third parties or authorized agents of the client. This report shall not be used by the client to claim product endorsement by NVLAP nor any agency of the United States Government. All NVLAP reports displaying NVLAP logo must have at least one signature to be valid. The following analytical results presented In this report pertain only to the samples analyzed. American Asbestos Laboratories assumes no responsibility for whether the samples accurately represent the material in question 0000.. 0000.• 026- � 0000 006600 Authorized Analyst LaboratoLV Manager6 • • • • KHANDAKER ANAM KHANI!1 41i%ANAM ' • • • 6' 66:094 606.66 00•0 00000 •• •• •• • •6.66• ••666• • 0 • • • • • • • • 0000.,• 0000.• •• • 0000 • • • Due to the small size ofasbestos fibers associated with vinyl Boor tiles, TEM analysis is recommended for all Boor Nett 8fitaining 0 or no detectable asbestos by visual estimation. This report may not be reproduced except in full, without the written approval of AAL. AAL will not be held responsible for the use of Its reports issued in part to third parties or authorized agents of the client. This report shall not be used by the client to claim product endorsement by NVLAP nor any agency of the United States Government. All NVLAP reports displaying NVLAP logo must have at least one signature to be valid. The following analytical results presented In this report pertain only to the samples analyzed. American Asbestos Laboratories assumes no responsibility for whether the samples accurately represent the material in question Monday, Sep 29 2014,4:1 PM AAL Page 1 of 1 LABORATORY BULK SAMPLE ANALYSIS REPORT CLIENT: JAMES LYTLE PROJECT: 429 NE 101 STREET, MIAMI SHORES, FL Samples were analyzed in accordance with the Interim Method Work Order. T1409075 as described in 40 CFR, Part 763, Vol. 52, No. 210 Dash No. ANA DESCRIPTION LOCATION Sample No. CHRY PERCENT ASBESTOS FIBERS AMOS CROC TREM ANTH OTHER %NON -ASB FIBERS 01 A KIA WHITE WALL PLASTER SYSTEM SE BEDROOM / NO ASBESTOS DETECTED 1 - 2 01 B KIA WHITE WALL PLASTER SYSTEM SW BEDROOM 2 NO ASBESTOS DETECTED 1 - 2 01 C KIA WHITE WALL. PLASTER SYSTEM LIVING ROOM 3 NO ASBESTOS DETECTED 1 - 2 02 A KIA WHITE WINDOW CAULKING SE BEDROOM 4 NO ASBESTOS DETECTED 1 - 2 02 B KIA WHITE WINDOW CAULKING NE BEDROOM 5 NO ASBESTOS DETECTED 1 - 2 02 C KIA WHITE WINDOW CAULKING LIVING ROOM 6 NO ASBESTOS DETECTED 1 - 2 03 A KIA BEIGE 1'XI' CEILING TILE GARAGE -STORAGE 7 NO ASBESTOS DETECTED 60-70 04 A KIA GREY EXTERIOR STUCCO LIVING ROOM 8 NO ASBESTOS DETECTED t - 2 •• ••• • • • • • •• •• ••• •• • • • •• Quality Control Officer Analytical results pertag&ly% tlae sagtp%(l►) znaly$ed.:All Samples analyzed were acceptable for analysis. ABBREVIATIONS: ANA = A9alys4;•ASB q Asbestps; CHA't t ChL?sotile; AMOS = Amosite; CROC = Crocidolite; TERM = Term/Act; ANTH = Anthophylite; ACT = Actinolite; AL = Aluminum; BLK = Black; BACK = Backing; BL = Blue; BRN = Brown; C = Cellulose; CALC = Calcareous; CPT = Carpet; GTL = Ceiling Tile; CEM = Cement; COV = Cover; DEB = Debris; FG = Fiberglass; FIB = Fibrous; MAS = Mastic; MAT = Material; MIC = Micaceous; MW = Mineral Wool; ORG = Orange; PAI = Pairrt;PA�P = Piper; RL =;IaSler; PLAS = Plastic; PWDR = Powder; RCF = RefractoryCeramic Fiber; RUB = Rubber; SIL = Silver; SR = Sheet Rock; S = Synthetic, SUB = SubstarvcelTr9Xli=;extgred; TRS Trace; TRAN = Transite, TREM = Tremolite; VERM = Vermiculite; VYL = Vinyl; W = Woliastonite; WH = White; YEL = Yellow ••• • • • ••• • • 7-r EE&G Environmental Servicer EEbG 5751 5751 Miami Lakes Drive Miami Lakes, Florida 33014 T RANSIVIIT BULK f� — , , ,TAL FORM CHAIN OF CUSTODY CLIENT: James Lytle PROJECT: 429 NE 101 Street CLIENT CONTACT: PROJECT NUMBER: -�'1 DATE COLLECTED: 9-25-14 PHASE/TASK: DATE SENT: 9-25-14 DATE VERBAL NEEDED: 24 Hours STOP AT FIRST POSITIVE: Y N (circle one) DATE WRITTEN NEEDED: SAMPLE PREFIX SAMPLE NUMBER COLOR SAMPLE DESCRIPTION SAMPLE LOCATION 2. S 1rf tiP 3. 4.� vl/L?s✓ Coal✓/ ,.i S /:i c m�00< f� S.6. 7. a 8. Gam/ �-���. ,o,' Sf���U, L,✓,:.�m� 9. 10. 11. 12. 13. 14. 15. • • 16. • • • • . • 0000•• 17. 0006*• • 0000-• -000:0 18. 0.0.00 l • 60000010 0000 0000 20. 0000.0 0000 logo. 00 go 00 0 0000.0 CHAIN OF CUSTODY. ..logo • • • 0 • DATE/TIME PRINT NAME/SIGNATURE • : • •�P;*post* 0 g l: Hiram Aguiar g 0• • gl l --- 0000• lg(i� `T 0 �`� _ — 0 .,•. ET 1EtjT A a C= Collection T= Transportation A= Analysis ,� ;n 1 Mr. James Lytle September 29, 2014 Appendices APPENDIX B INSPECTION PHOTOGRAPHS 429 NE 101 STREET SURVEY •000.0 • . . 0000.• ...... ...• 0000•• 060.69 • • 6 0000 0006 . . • • 6 66.6.6 6••e 06•06 00000 •• • 6600•• • •0•••• 0 • • • • 666••66 ••66•• • • • 666••6 Voo 0000 Mr. James Lytle September 29, 2014 Appendices m •••••• • 429 NE 101 STREET SURVEY .... ...... IS. .. ...... • 0000 Mr. James Lytle September 29, 2014 Appendices Photo #3: Typical interior finish observed during this inspection. Photo #4: Typical interior finish observed during this inspettittn. 429 NE 101 STREET SURVEY • • • • • • • • • • Mr. James Lytle September 29, 2014 Appendices APPENDIX C CERTIFICATES 429 NE 101 STREET SURVEY .606.9 9999.. .. 9999 9999.. 9999 9999.. 9999.. 9999•. 6666 6666 • • 6666 6666 6666• 6666•• 6666 6666• •• •• •• • 6666•• • 6666•• + • • • • • 6666•• 6666•• • • • 6666•• •• • 6666 • • AC# 6 4 3 7 6 5 8 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ASBESTOS LICENSING UNIT SEQ# L12100303316 Under the provisions of Chaptex- ,469- FS. Expiration date: NOV 30, 2014 COTTRELL, DANIEL.aOSSEPH 6367 SSS 44 ST MIAMI FL 33155-5142 ... . . . . . .. • • • • • ItI cr eSCOTT. GOVERNOR DISPLAY AS REQUIRED BY LAW . ... . . . ... . . . . .. . . . . . . . .. ... .. .. ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . KEN LAWSON SECRETARY Asbestos ConswIting & Training Systems 40271.5689CERT18IR 900 N.W. 5TH Avenue, Fort Lauderdale, Florida 33311 11, 954) 524-7208 This is to Certify that This By: .t T• 11111111111 Illll Illll IIIII lilll111111lu111111111111111 � ��� To Authenticate trainigftE co XXX X X 9> 0 33012 0-96 3 11042 NW 59th P1, Hialeah, •,� I has successfully completed an English .Asbestos 4 -Apr -14 TO 4 -Apr -14 AND OF PAIS Meets state requirements of FL49-0001020/CN-0008273 and UT (6.0 core). F"IOMR 8MNA�KINGA OR U.8.C�1, 1 NDAAC Provider #451 Trainer(s): Mark Knick Training Address: 900 NW 5 AV, Fort Lauderdale, FL, 33311 •• •. Successful course completion based on exam score on: 04/04/14 amen F. Stump, Course Sponsor Thht Edd9idate Expires: Certificate Number....... 11111111111111111 I�IN "•"'•"•.0''"• 111111111111111111111111111111111111111 "DNS 0 4/ 0 4/ 1 5 Course Number SE1414 . ..... . ... . ...... . .... .... . . .... . United States Department of Commerce National Institute of Standards and Technology Certificate of Accreditation to ISO/IEC 17025:2005 NVLAP LAB CODE: 101775-0 American Asbestos Laboratories, Inc. Tampa, FL is accredited by the National Voluntary Laboratory Accreditation Program for specific services, listed on the Scope of Accreditation, for: BULK ASBESTOS FIBER ANALYSIS .00 ff s SaQor.4tork i3 aeeredited in accordance with the recognized International Standard ISO/IEC 97025:2005. *This 0tcr6&flt&n:dSf6onstrates technical competence for a defined scope and the operation of a laboratory quality ..: ' .: 0 dhab*9 Bent system (refer to joint ISO-ILAC-IAF Communique dated January 2009). ••• • • • • • • • • • • • • •• • • • • • • 20 4-04 Wflf oligh 2015-01-31 Effective dates ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • p�S_ 1K OF *04, O�V q O R 6r4rEg Of For the National Institute of `Standards and Technology NVLAP-01C (REV. 2009-01-28) '011 OF mly National Voluntary Lf. Laboratory Accreditation Program IvNres 0* t/ SCOPE OF ACCREDITATION TO ISOJEC 17025:2005 American Asbestos Laboratories, Inc. 5005 W. Laurel St., Suite I 10 Tampa, FL 33607 Mr. Khandaker 1. Anam Phone: 813-287-1005 Fax: 813-2854545 E -Mail: akhandaker@eeandg.com BULK ASBESTOS FIBER ANALYSIS (PLM) WLAP LAB CODE 101775-0 NVLAPCode Designation IDescription 18/AO I EPA 600/M4-82-020: Interim Method for the Determination of Asbestos in Bulk Insulation Samples 18/AO3 EPA 600/R-93/116: Method for the Determination of Asbestos in Bulk Building Materials 2014-04-01 through 2015-03-31 Effective dates Page I of I : 0 0 a : 0 --- 4VU.- V. QIQ For the National Institute Of Standards and Technology NVLAP-01S (REV. 2005-05-19) "fees :0000: 0000 **so 0 0 :.*so 00 a** 00 Osseo* 0 0 0 0 --- 4VU.- V. QIQ For the National Institute Of Standards and Technology NVLAP-01S (REV. 2005-05-19)