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RC-16-718Hidalgo Construction Group, LLC Hidalgo Construction Group, LLC Construction Management CorMnraion Monogamn t 420 NW 43rd Place Design - Build Services Miami, FL 33126 420 NW 43rd Flow quoMiami, FL 33126 1 Juan C Medina Roberto E Fernandez Project Manager Vice President 781619 1197 305.219.6579 h 'da40con>t^'niongroup.— sf-: n,SwbC']NdolpaconskutliaWrouP.— .hidolpocon`trun:^^graap.coT hidolgocdnnucnongroup.com zil rill", , r iJf "�J � s a2jvc.v-.- r—tJl r_ _ - 9�7iatJ Hidalgo Construction Group, LLC Construction Management 420 NW 43rd Place Miami, FL 33126 Juan C Medina Project Manager 786.619.7197 Juan@hidalgoconstructiongroup.corr www.hidnlnnrnnctn iriinnnrni in ,-n Design / Build Services Construction Management Hidalgo Construction Group, LLC Construction Management Design - Build Services 420 NW 43rd Place Miami, FL 33126 Roberto E Fernandez Vice President 305.219.6579 I roberto@hidalgoconstructiongroup.com www.hidalgoconstructiongroup.com Design / Build Services Construction Management Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit Parcel Number Permit No. RC-3-16-718 Permit Type: Residential Construction Work Classification: Addition/Alteration Pe►7nit Status: APPROVED Issue Date: 9/12/2016 1 Expiration: 0 it VZ017 Applicant 17 NE 105 Street 1121360060100 Miami Shores, FL 33138- Block: Lot: OLIVER & ANDREE STEPHANIE Owner Information Address Phone Cell OLIVER & ANDREE STEPHANIE 17 NE 105 Street -- - - -- MIAMI SHORES FL 33138- 17 NE 105 Street MIAMI SHORES FL 33138- Contractors) Phone Cell Phone PUCHOCO DEVELOPMENT GROUP LI (305)226-6664 Valuation: $ 75,000.00 Total Scl Feet: 275 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: ENCLOSING EXISTING 231 SQ FT Occupancy: Single Family Stories: 1 Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: 2 Bathrooms: 1 Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: Bond Return : Classification: Residential Fees Due Amount Bond Type - Owners Bond $500.00 CCF $45.00 CO/CC Fee $50.00 DBPR Fee $33.75 DCA Fee $33.75 Education Surcharge $15.00 Permit Fee $2,250.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $160.00 Scanning Fee $63.00 Technology Fee $60.00 Total: $3,330.50 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-16-59070 09/12/2016 Check #: 647 $ 3,130.50 $ 200.00 03/18/2016 Check #: 489 $ 200.00 $ 0.00 Bond #: 3207 AuthYrized $ig'atureOwner / Applicant / Contractor / Agent Building DeApartment Copy Hvauauie inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final llnsulation mns Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Electrical Review Plumbino Plumb F. Elevation Certificate Review Structural Review Structural Review Planning Review Mechanical Review Mechanical Review Buildina of Use Seetemher 12- 2016 i September 12, 2016 2 BUILDING PERMIT APPLICATION Miami Shores Village ;M_CE' PL' Building Department MA 18 2016 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305) 795-2204 Fax: (305) 756-8972 ul INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 2014 5 Master Permit No. 20 ( b - 111 9 Sub Permit No. 0 BUILDING ❑ ELECTRIC ROOFING ❑ REVISION EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 17 NE 105 Street City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#:11-2136-006-0100 Is the Building Historically Designated: Yes NO X Occupancy Type: R Load: Construction Type: Flood Zone: X BFE: FFE: 12.28' OWNER: Name (Fee Simple Titleholder): Olivier Servat & Andree Stephanie Servat Lagattu phone#: 1-305-810-9161 Address: 17 NE 105 Street City: Miami Shores State: Florida Tenant/Lessee Name: Email: oservat33@gmail.com & servatlagattuphotography@gmail.com -Zip: 33138 / . 1-202-422-5622 5`i��-NON I CONTRACTOR: Company Name: / r, t / y c o 4et.. w 4ate. e.%, 7Z fro e b l Phone#: (3 C, '-6 --6C-6y Address: City: 2%1 ter.; State: / Zip: '*J'75 l'f Qualifier Name: Tys .,s Ga,. cFa Phone#: C3US %a �+ — •r State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Josue R. Cruz C(7C t5 24137 phone#: 305-772-5891 Address: 5810 SW 14th Street City: Miami State: FI, Zip: 33144 Y_ Value of Work for this Permit: $ 75,000 Square/Linear Footage of Work: ..... Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of work: Enclosing existing 231 sq. ft. one car garage and 44 sq. ft front porch, new 275 sq. ft._ master bedroom addition, converting existing master bathroom into new bedroom, new front conc. landing and steps, new rear conc. landing and steps, and extended driveway for 2 cars. Specify color of colorr'th�ru tile: 03 Submittal Fee $ c)�/�,\W Permit Fee $ `-�JCCF $ W CO/CC $ �� Scanning Fee $ W '� Radon Fee $ �� DBPR $ '� Notary $ Technology Fee $ CLJQ ' `�,\ Training/Education Fee $ � Q Double Fee $ XJ Structural Reviews $ • W (��/ '� Bond $ ��/� j� TOTAL FEE NOW DUE $ .` 0 � C. (Revised02/24/2014) 0• Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b p ve remspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged beforemethis day of 20 J 1/U by t; who is personally known to me or who has producedTL b LAG *5o13JAI-69'2?4"as identification and who did take an oath. NOTARY PUT IiI�I�nq .�_.➢T .V Print : .1digir`�p�l�!° Sea;: % No Fr ~' \G : O� t' PUB0 . • 5011 � APPROVED BY (Revised02/24/2014) The foregoing instrument was acknowledged before me this d day ofJ 20 (o by 1,1Es0S (2, iQ0 who its personally known to me or who has produced�ir7�� 7ll �Z 7 5'ZDas identification and who did tak n oath NOTARY PUBLIC: Sign =+?P •. FABIOLA ARIAS a 6PIRE!Ay GOA SAugust , 20jg Print: Seal: Plans Examiner v Zoning Structural Review Clerk Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b p ve reinspection fee will be charged. Signature Signature �' 26-1 OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this 4 day of 20 J (0 , by li • �Ln� who iisCs''personally // known to me or who has producedTL b U�- *-%0-'1-y0-,74-7s identification and who did take an oath. NOTARY PUB�JL"�� Print" - aZt*+�'M;"V V — No• F� Q Seal: : 4 PUB0. . �- O F . 0 APPROVED BY (Revised02/24/2014) The foregoing instrument was acknowledged before me this day of 120 / 6 by 11050S LRA-)I00 whoispersonally known to me or who has producedr� % '" ! } - 1 7Z.5"Das identification and who did tak oath NOTARY PUBLIC: Print: Seal: FABIOLA ARIAS 9.2019 Plans Examiner t!22 1�(/ Zoning Structural Review Clerk A R C H I T E C T U R A L G R 0 U P 5810 SW 14 Street, Miami, Florida 33144 Ph: 305-772-5891 skinarch@bellsouth.net Permit No: RC-3-16-718 ✓ Project: Single Family Residence Servet Home Address: 17 NE 15 Street Miami Shores 33138 Date of Inspection: May 10, 2017 Inspector: Josue R. Cruz AR97047 Owner Representative: Inspected Activities: Footing steel dowel depth, spacing, and epoxy. Steel reinforced masonry dowel depth and epoxy. Ubservations: The correct 6" depth was provided for each dowel and the correct 12" o.c. spacing was provided for each of the 10" dowels at all footing extension at rear addition, as specified on the structural plans. I observed crew provide the correct epoxy for each dowel for the footing extension. The correct dowel 5" depth was provided for each of the steel reinforced masonry as called for on the structural plans. I observed crew provide the correct epoxy for each dowel for the steel reinforced masonry. I requested the interior 2 *FC-1 at edges of east window opening, concrete be chipped out in order insure the steel reinforcement was in place show myself and building inspector that steel reinforcement was in placed, as was claimed by the crew a c�08 rete chipping was performed I observed steel was in place and did not be to be redone. • , F Contractor Signa K Date: 4 RCHo Owner Rep. Signature: Date: a _ 4 STATE OF FLORIDA F DEPARTMENT OF BUSINESS PROFESSIONAL R AND CGC 1524437 EGULATION ISSUED: 07/12/2016 CERTIFIED GENERAL CONTRACTOR CANCIO, JESUS M P.D.G CONSTRUCTION IS CERTIFIED under the provisions of Ch.489 FS. Expiration data AUG 31, 2018 1-1607120000169 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CRC 1328984 ISSUED: 06/ 16/2016 CERTIFIED RESIDENTIAL CONTRACTOR CANCIO, JESUS.M PUCHOCO DEVELOPMENT GROUP LLC IS CERTIFIED under the provisions of Ch.489 FS. Expiration date AUG 31, 2018 L1606160000978 Licensing Portal - License Search Page 1 of 1 9:43:23 AM 102412016 Data Contained In Search Results Is Current As Of 10/24/2016 09:37 AM. Search Results Please see our glossary of terms for an explanation of the license status shown in these search results. For additional information, including any complaints or discipline, click on the name. Name License License Type Name Type Number/ Status/Expires Rank Certified General CANCIO, 7ESU5 M Primary CGC1524437 Current, Active Contractor Cert General 08/31/2018 Main Address*: 10706 SW 46 STREET MIAMI, FL 33165 Certified General D P..G CONSTRUCTION DBA CGC1524437 Current, Active Contractor Cert General 08/31/2018 Main Address*: 10706 SW 46 STREET MIAMI, FL 33165 B'a'ck * denotes Main Address - This address is the Primary Address on file. Mailing Address - This is the address where the mail associated with a particular license will be sent (if different from the Main or License Location addresses). License Location Address - This is the address where the place of business is physically located. 2601 Blair Stone Road Tallahassee FL 32399 :: Email: Customer Contact Center :: Customer Contact Center: 850.487.1395 The State of Florida is an AA/EEO employer, Copyright 2007-2010 State of Florida. Privacy Statement Under Florida law, email addresses are public records. If you do not want your ernail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed tinder Chapter 455, F.S. must provide. the. Department with an email address if they have one. 1-he ema.ls provided may be used for official communication with the licensee. However email addresses are, public record. If you do not wish to Supply a personal address, please, provide the Department with an email address which can be made available, to the. public. Please see, our Chapter 455 page to determine if you are affected by this chance.. https://www.myfloridalicense.com/wlll.asp?mode=2&search=LicNbr&SID=&brd=&typ= 10/24/2016 DBPR - CANCIO, JESUS M, Certified Residential Contractor Page 1 of 1 9:44:43 AM 10/24/2016 Licensee Details Licensee Information Name: CANCIO, JESUS M (Primary Name) Main Address: 10706 SW 46 STREET MIAMI Florida 33165 County: DADE License Mailing: License Location: License Information License Type: Certified Residential Contractor Rank: Cert Residental License Number: CRC1328984 Status: Voluntary Null & Void Licensure Date: 11/16/2006 Expires: 08/31/2018 Special Qualifications Qualification Effective Alternate Names View Related License Information View License Complaint 2601 Blair Stone Road, Tallahassee FL 32399 :: Email: Customer Contact Center :: Customer Contact Center: 850.487.1.395 The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida. Privacy Statement Under Florida law, email addresses are public records. If you do not want your email address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The entails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. Please see our Chapter 455 page to determine if you are affected by this change. https://www.myfloridalicense.com/LicenseDetail.asp?SID=&id=4C4F92F6D3C99469D 1... 10/24/2016 .BUSINESS -AND ;EG1ULATION-7 ; ovisioons_of Ch''489' FS. L1409010000922, ''+� Local Business Tax Receipt Miami —Dade County, State of Florida —THIS IS NOT ABILL — DO NOT PAY 5959326 BUSINESS NAME/LOCATION PUCHOCO DEVELOPMENT GROUP LLC 10051 SW 45 ST MIAMI FL 33165 RECEIPT NO. EXPIRES RENEWAL SEPTEMBER 30, 2016 6216782 Must be displayed at place of business Pursuant to County Code Chapter 8A —Art. 9 & 110-'�—� .� OWNER N, 1 �' SEC. TYPE OF BUSINESS P_UCHOCO DEVELOPMENT GROUP LLC 196 SUB -BUILDING CONTRACTOR PAYMENT RECEIVED ' Worker(s)1 1 1 �CRC1328984 II BY TAX COLLECTOR k' $75.00 07/08/2015---, M CREDITCARD-15034489 \ Th' I. 'L 1 is oca usmess Tax Receipt only confirms payment of the Local Business Tax. The Receip is not a license, permit, or'a certification of the holder's qualifications, to do business. Holder must-com I ' with an �or nongovernmentil regulatory laws and requirements which apply to the business. P Y Y governmental t II I The RECEIPT NO. above must be displayed on all commercial vehicles — Miami —Dade Code Sec 8a-276. For more information, visit www.miamidade g vRax ollector , a CERTIFICATE OF LIABILITY INSURANCE 1 DATE14/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(fes) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the PRODUCER CONTACT NAM£: Beatrit Bruno Excellence Insurance Agency ((PA�/c NE Exty. (305)226-3900 FAX No): (305)226-3997 3801 SW 107 Avenue E-MAIL ADDRESS:— matvarez@Fxcelienceinsurance.net � Miami, FL 33165 INSURERS) AFFORDING COVERAGE NAIC # Phone (305)226-3900 Fax (305)226-3997 INSURER A: Western World Insurance Company :13196 - INSURED INSURER B : Puchoco Development Group, LLC. INSURER C : 10706 SW 46 Street INSURER D : _--- _ ._-- --- - ___-- MIAMi, FL 33165 INSURER E : - ------ --- I INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: --- -- O - - - - -- --- -- ---- -- &-i - -- - -- ,-- -- ----- --- ----- ---- ------ --- -- -- - -- --- - - THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH TH:S CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, E ' EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. I L S — TYPE OF INSURANCE ADDLSUBR POLICY EFF POLICY EXP - — — _ LIMITS _POLiCYNUMBERj(MM/DD/NYYY�L(MMIDDIYYYY) -- GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 _ I DAMAGE TO RENTED $ 1 OO,000.00 ) �/ COMMERCIAL GENERAL LIABILITY PREMISES (Ea ocwrre I U LJ CLAIMS -MADE OCCUR I� A I [�/] $250 Ded BUPD — i[j/ Contractual Liability _— II GEN'L AGGREGATE LIMIT APPLIES PER: r._, l�l E � r I POLICY LOC AUTOMOBILE LIABILITY ANY AUTO — ALL OWNED SCHEDULED J AUTOS AUTOS HIRED AUTOS NON -OWNED _.. AUTOS Y ; Y = NPP8287563 UMBRELLA LIAB LIAB OCCUR EXCESS LIAB CLAIMS -MADE ! DED RETENTION$ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ! ANY PROPRIETOR/PARTNER/EXECUTIVE i OFFICERIMEMBER EXCLUDED? N / A (Mandatory in NH) [Y�' i If as, describe under DESCRIPTION OF OPERATIONS below 05/16/2015 105/16/2016 MED EXP (Any one person) $ 5,000.00 PERSONAL & ADV INJURY $ 1,000,000.00 GENERAL AGGREGATE_ $ 2,00_0,000.00 PRODUCTS - COMP/OP AGG $_2,000,000.001 I COMBINED SINGLE LIMIT i $ �_(Ea accident) $ BODILY INJURY (Per person) BODILY INJURY (Per accident $ PROPERTY DAMAGE $ ! EACH OCCURRENCE $ f AGGREGATE $ ' - - WC STATU- OTH TORY_ LIMITS., E. L. EACH ACCIDENT $ i E1 DISEASE - EA EMPLOYE $ _ E.L. DISEASE - POLICY LIMIT' S ' DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) 17 NE 105 St Contractor Registration,. l License # CRC1328984 CERTIFICATE HOLDER Miami Shore Village Building Department 10050 NE 2 Ave Miami Shores Village FL 33138 Fax 305-756-8972 ACORD 25 (2010105) QF CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORED REPRESENTATIVE - © 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD `--R CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 08/19/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED I REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to ithe terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER - CONTACT NAME: geatriz Bruno Excellence Insurance Agency PHONE 305 226-3900 FA 226-3997 3801 SW 107 Avenue (A/C, No, Ext): ( ) (A/c, No): (305 ) ADDRESS: malvarez@Excellenceinsurance.net Miami, FL 33165 INSURER(S) AFFORDING COVERAGE NAIC # Phone (305)226-3900 Fax (305)226-3997 INSURER A: Western World Insurance Company 13196 INSURED INSURER B : Florida Citrus, Business & Industries (PDG Drywall) Puchoco Development Group, LLC. & PDG Drywall, Inc. ;_INSURER C : 10706 SW 46 Street INSURER D : MIAMI, FL 33165 INSURER E --- - __- - --- ._._..--------- INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE - — BEEN REDUCED BY PAID CLAIMS. ---- INSR iADDLSUBR LTR TYPE OF INSURANCE -LIAR ...._.INSR' WVD POLICY NUMBER - -- - ---- --- POLICY EFF I POLICY EXP (MM/DDlYYYY) (MM/DD/YYYY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 COMMERCIAL GENERAL LIABILITY _ DAMAGE TO RENTED ) PREMISES (Ea occurrence $ j OO,000.00 I_! CLAIMS -MADE 'Llj OCCUR Y Y NPP8288303 P $250 Ded BIlPD MED EXP (Any one person) $ 05/16/2016 ' 05/16/2017 �- - _ 5,000.00 - -_ -__ - -1 PERSONAL & ADV INJURY I $ 1,000,000.00 r' L; Contractual Liability -� ( GE_NERAL AGGREGATE $_ i 2,000,000:00 GEN'L AGGREGATE LIMIT APPLIES PER: PRO- f _ PRODUCTS - COMP/OP AGG i $ -- I 2,000,000.00 POLICY J CT LOC - $ - - -- AUTOMOBILE LIABILITY j1 COMBINED SINGLE LIMIT iTEaaaident) __$ ANY AUTO I BODILY INJURY (Per person) $ ALL OWNED SCHEDULED I AUTOS AUTOS !---------- - ----- -- --I i BODILY INJURY (Per accident $ HIRED AUTOS ;. AUTOSWNED PR01-ERTY DAMAGEPer $� acciden UMBRELLA LIAB OCCUR EACH OCCURRENCE j $ EXCESS LIAB CLAIMS -MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION WC STATU- OTH- AND EMPLOYERS' LIABILITY Y / N TORY LIMITS ER ANY PROPRIETORMARTNER/EXECUTIVE 10657013 B OFFICER/MEMBER EXCLUDED? N/A Y I- E.L. EACH ACCIDENT $ 08/25/2015 08/25/2016 — --- 100,000.00 (Mandatory in NH) Y i If yes, describe under r ; I I. DISEASE _ EA EMPLOYEE $ _ 100,000_00 DESCRIPTION OF OPERATIONS below I E.L. DISEASE- POLICY LIMIT; $ 500,000.00 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space is required) 17 NE 105 St Contractor Registration,. License # CRC1328984 CERTIFICATE HOLDER Miami Shore Village Building Department 10050 NE 2 Ave Miami Shores Village FL 33138 Fax 305-756-8972 ACORD 25 (2010/05) QF CANCELLATION 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 „ ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 5/28/2014 EXPIRATION DATE: 5/27/2016 PERSON: CANCIO JESUS M FEIN: 201829112 BUSINESS NAME AND ADDRESS: PUCHOCO DEVELOPMENT GF PDG CONSTRUCTION 10706 SW 46 STREET MIAMI FL 33165 SCOPES OF BUSINESS OR TRADE: LICENSED RESIDENTIAL CONTRACTR Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)413-1609 a•' r JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION " CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW " CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 5/27/2016 EXPIRATION DATE: 5/27/2018 PERSON: CANCIO JESUS M FEIN: 651216013 BUSINESS NAME AND ADDRESS: PUCHOCO DEVELOPMENT GROUP LLC 10706 SW 46 ST MIAMI FL 33166 SCOPES OF BUSINESS OR TRADE: LICENSED RESIDENTIAL CONTRACTR Pwwart to Chapter aw aysei. r s a,! on�an of a coryaaton who elects ece�tron corn tfns disoeer ay Waeg a certarcaa d eteaan onoar N.saaCiat mey trot tdcaMCeMCfi(na arfwahaet.nn Ui+tlFr Wld�egtN PureUent to CnA�er NO DS/f2j,f5 Gerohcates of HSAwn tone examq aeOi+mM wgh,n the scopo of r�. e.:eness w tretM GNAW M Aa no¢e A ebCf.vn to to erampt Perwent fo Cnaptr Ha OSt+31. K 5 NpOCvs d e!ed.on b to exemr f "d'wolwoo,iof eii"w tote evea0t t�Mt Do s.fofeCl to rewcason kl. at any eme aher the AfNq of the notice a tfie �SSUA+<e fie cerarKe+e. We pers<7 named en the noose o• coftncale no tunger meets the MgWef is of tna Becton for %SVence of ictaOk le, The dapartfnent &hart revoke a OFS-172.OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)4 113-1609 Puchoco Development Group LLC 7105 SW 8 ST Suite 405, Miami, Florida 33144 Telephone: 305-226-6664 • Email: jesuscancio@yahoo.com CRC1328984 March 15, 2016 State of Florida County of Miami Dade Before me this day personally appeared Jesus Cancio who, being duly sworn deposes and says: That he will be the only working on this project located at 17 NE 105 Street, Miami Shores, Florida 33138. Sworn to (or affirmed) and subscribed before me this 1�day of 2016, by Personally know Cam. c / ,> Or Produced Identification Type of Identification Produced 1 i;L-sc' 4-/cX-'1G--( MIML RIVERO Notary Publk • State of Florida = • Commission I FF 910086 _, My Comm. Expfm Aug 16, 2019 ,T, q Nftou0NdWwNawyAssn. rint, Type or Stamp Name of Notary Page 1 of 1 Notice to Owner- Workers' Com Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 nsation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. _ I ---- Signature: State of Florida County of Miami -Dade The foregoing was acknowledge before me this day of 20 is personally known to me or has produced —6 f 7 — ! 3 715 O r t entt ig _Dk ARIAS MY COMMISSION # FF 221958 Notary: y:;q EXPIRES: August 17, 2019 Mod rhru Notary Public Und-1-ILrc SEAL: 11 � redVi114ac`e ��/GGi�Yi� 1()0--)) Ni E SECOND AVE <oRtD� MiAMI T-IORES, FLOR.DA 3 i'l38-"2382 F(-IvI-h ,r ('10')) 795-2207 1--ar 13.:5r 756 8972 DAVID A. DACOUISTO, AICP PL ANN NC I u`. ')u � -F ' DEVELOPMENT ORDER File Number: PZ-01-16-20169 Property Address: 17 NE I05th Street Property Owner/Applicant: Olivier Servat & Andree Stephanie Servat Lagattin Address: 17 NE I05th Street Agent: Josue Cruz Address: -5810 SW 14'" ST, Miami, FL 33144 Whereas, the applicant Olin ier Servat & Andree Stephanie Servat Lagattu (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. Garage conversion. One-story addition Whereas. a public hearing was held on February 25, 2016 and the Board, after ha"ring 7)nsid��re( the application and after hearing testimony and reviewing the evidence entered, fit ds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of'Miami Shores Village. 2. -File conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan. drawings, and the conditions agreed upon at the hearing: I ) Approval is granted as shown on the plans submitted and made a part of this approval to convert a 200 sf attached garage to a master bath and to construct a one-story 275 sf master bedroom addition. 2) The applicant to maintain 2 legal parkin; spaces on the plot as shown on the approved plan. 3) The site shall not drain onto neighboring properties or any rights -of -way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on -site that detains the first one inch in natural or filtered structw-al facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site Pa«e I ot'21 will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. "Fhe installation of structures on site to control drainage shall require Planning and "Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to drainage structures approved by the Planning and Zoning Board shall require a new site plan review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building, permits before beginning work. 4) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 51) An erosion and sedimentation plan subject to review and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti - tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources. Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 7) Ground cover shall compl}, with the provisions Division 17 of Appendix A, Village of Miami Shores Code of' Ordinances, artificial turf and rock of any kind is specifically prohibited. 8) Applicant to meet all applicable code provisions at the time of permitting. 9) Applicant to complete a covenant in the form of a *'Declaration of Use" assuring the property is used only for a single family purpose, record the covenant with the Miami -Dade Countv Recorder and provide the planning director with a copy of the recorded document prior to the final inspection by the Building Official. 10) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 25Ih day of February, 2016 by the Planning and "Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Yes Chairman Fernandez Yes 3 )�12"/ Date i Richard M. Fernandez Chairman, Planni►-Board Page 2 of j :,��f E "b C► >�,� � `` Vie' A R C H I T E C T U R A L G R 0 U P Josue R. Cruz 5810 SW 14th Street MIAMI Florida 33137 305-772-5891 skinarch@bellsouth.net AR97047 Addition and Interior & Exterior Renovations, for Servat Residence 17 N E 105 Street Miami Shores, FL 33138 TOTAL PAGES: 30 ED FL ... RUZ _ :• K Page 1 of 30 2/27/16 t WIND LOADS . . .... ...... ...... .... ...... ...... .... . ....• . . ...... ... ..... . . .. .. .. . ..... . ...... . . . .00 ...... ...... . . ...... Page 2 of 30 2/27/16 t f 4 ` MECAWind Version 2.1.1.0 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.necaenterprises.con.. Date 2/27/2016 Project No. Company Name SKIN Designed By Address Description SERVAT RESIDENCE City MIAMI Customer Name SERVAT State FLORIDA Proj Location MIAMI SHORES, FLORIDA File Location: C:\PROJECTS\2 0 1 5\JOSUE CRUZ\SERVAT RESIDENCE\servat\CALCS\WIND LOADS.wnd • • •••• •••••• •••••• •• •• •••••• a 3� 2 3 320 1 *3 0 :•••• : Roof not •.•• •••••• 00:" •• 1•• •• • •••••• shown , 5 • • ' 2: 1 2 '' •� •' 5, :••••• •, •• •• 4 • • • • a 3r 2 �3 3� 2 �3 5 5: Walls Gable Roof 7 < 0 r- 45 a a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 4 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 GCp GCp psf psf -------------------------------------------------------------------------- ROOF TRUSS-1 2.00 13.00 56.3 1 0.35 -0.82 17.98 -34.11 ROOF TRUSS-1 2.00 13.00 56.3 2 0.35 -1.32 17.98 -51.07 ROOF TRUSS-1 2.00 13.00 56.3 3 0.35 -2.15 17.98 -79.07 ROOF TRUSS-1 2.00 13.00 56.3 2H 0.35 -2.20 16.00 -74.67 OPENING 10 2.50 4.00 10.0 4 1.00 -1.10 40.05 -43.45 OPENING 10 2.50 4.00 10.0 5 1.00 -1.40 40.05 -53.63 OPENING 15 3.00 5.00 15.0 4 0.97 -1.07 39.00 -42.39 OPENING 15 3.00 5.00 15.0 5 0.97 -1.34 39.00 -51.52 OPENING 20 3.33 6.00 20.0 4 0.95 -1.05 38.25 -41.64 OPENING 20 3.33 6.00 20.0 5 0.95 -1.29 38.25 -50.02 MASONRY WALL .00 10.00 33.3 4 0.91 -1.01 36.92 -40.31 MASONRY WALL .00 10.00 33.3 5 0.91 -1.22 36.92 -47.36 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf Page 3 of 30 2127/16 MECAWind Version 2.1.1.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 2/27/2016 Project No. Company Name SKIN Designed By Address Description : SERVAT RESIDENCE City MIAMI Customer Name SERVAT State FLORIDA Proj Location MIAMI SHORES, FLORIDA File Location: C:\PROJECTS\2 0 1 5\JOSUE CRUZ\SERVAT RESIDENCE\servat\CALCS\WIND LOADS.wnd • • • • Directional Procedure amplified • Diaphragrm Building (Ch•2farta) All pressures shown a e based upon ASD Design, with a Load Faobor•of .6•0.: Basic Wind Speed(V) = 175.00 mph •••:•• • Structural Category = II Exposure Category •;•• r Natural Frequency = N/A Flexible Structure '.i•.' Np****@ Importance Factor = 1.00 Kd Directional Factor,,:,,, 0.85.. • Damping Ratio (beta) = 0.01 • • • • • ••=••900.00 Alpha = 9.50 Zg ft At = 0.11 Bt �•=i•i 1.00 • Am = 0.15 Bm _ 0.6%00:0 Cc = 0.20 1 ;='6500.00 ft Epsilon = 0.20 Zmin •: • 15. OQ•'f.40,L-• Slope of Roof = 3.5 : 12 Slope of Roof(Theta) = 16.30-Deq Ht: Mean Roof Ht = 12.50 ft Type of Roof = Gabled RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 10.00 ft OH: Roof Overhang at Ea e= 1.00 ft Roof Area = 2159.00 ft^ 2 Bldg Length Along Ridg = 50.00 ft Bldg Width Across Ridge= 40.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 4.13 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 40 ft wall L/B = 1.25 ph: Net Pressure at top of wall (windward + leeward) = 37.44 psf p0: Net Pressure at bottom of wall (windward + leeward) = 37.44 psf ps: Side wall pressure acting uniformly outward = .57 * ph = 21.16 psf pl: Leeward wall pressure acting uniformly outward = .35 * ph= 13.20 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.24 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.24 psf Page 4 of 30 2/27/16 MWFRS-Wall Pressures for Wind Normal to 50 ft wall L/B = 0.80 ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 p%i•• pwh: Windward wall pressure acting uniformly outward = ph-pl = • 2.3.99 psf••• .•.... pw0: Windward wall pressure acting uniformly outward = p0-pl = ••.*2::.99 psf , •• • See Fig 27.6-2 for • • • • • ...... Parapet wind Roof Pressures � � , � � � • • • • pressures See Table 27.6-2 • . • , • .. .. .. . ...... Mean roof ht. • . . . . ...... ph Wind Wall Pressures —b. t3 See Table 27.6-1 h Plan Po Elevation Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.000 Zone Load Casel Load Case2 psf psf 1 -32.09 7.70 2 -23.89 -8.80 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of 10' indicates that the zone/load case is not applicable. Page 5 of 30 dewi I Gabled Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1• Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Roof edge �r.ocii•p firr%m ttikla Zones I or 3 PI Wind Dirccuon Page 6 of 30 _ -24.07 psf _ -27.03 psf �••� �.78 _ p:f • .' *00000-00 • • . • • • • 2/27/16 WOOD TRUSSES REACTIONS Page 7 of 30 . . ...• ...... .. . . . . . . . . ...... .• .. ...... ...... .... . ..... . . ...... ... ..... . . . . . .. .. .. . ...... ...... . , . . . . ...... ...... o..o .... 2/27/16 H Truss Reactions Calculation Sheet Sheet No.: Truss Roof 1 Slope= 3.5:12 Truss Spacing= 2 ft Calculated a= 4 ft Right Eave= 1 ft Left Eave 1 ft span= 13 ft Roof Pressures Regular roof At area 1= 34.11 psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf d= 0.283794 rad Vertical pressures Regular roof At area 1= 32.75 psf At area 2= 49.03 psf At area 3= 75.91 psf Eave or Overhang roof At area 1= - psf At area 2= 71.68 psf At area 3= - psf 49.03 49.03 49.03 32.75 32. 5 71.68 1.68 -1.5 8 -1.5 5 L Left Uplift Reaction= 777.62 Ibs Right Uplift Reaction= 777.62 Ibs Left Gravity Reaction= 825.00 Ibs Right Gravity Reaction= 825.00 Ibs Page 8 of 30 . ..... .. .. Truss Reactions Servat TruMpWf 1 Truss Reactions Calculation Sheet Sheet No.: Girder Truss Roof 1 (2 ply) Slope= 3.5:12 Tributary Width= 3.5 ft Calculated a= 4 ft Right Eave= 1 ft Left Eave 1 ft span= 13 ft Roof Pressures Regular roof At area 1= 34.11 psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf (D= 0.283794 rad Vertical pressures Regular roof At area 1= 32.75 psf At area 2= 49.03 psf At area 3= 75.91 psf Eave or Overhang roof At area 1= - psf At area 2= 71.68 psf At area 3= - psf L1 L I I I I L 1 L Left Uplift Reaction= 1,360.83 Ibs Right Uplift Reaction= 1,360.83 Ibs Left Gravity Reaction= 1,443.75 Ibs Right Gravity Reaction= 1,443.75 lbs Page 9 of 30 • • • Truss Reactions Servat Girder Truss Roof I/alplay) Truss Reactions Calculation Sheet Sheet No.: End Jacks Roof 1 (D= 0.283794 rad Slope= 3.5 :12 Vertical pressures Truss Spacing= 2 ft Regular roof Calculated a= 4 ft At area 1= 32.75 psf Eave= 1 ft At area 2= 49.03 psf Dist. from support to GT= 5 ft At area 3= 75.91 psf Eave or Overhang roof Roof Pressures At area 1= - psf Regular roof At area 2= 71.68 psf At area 1= 34.11 psf At area 3= - psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf 49.03 32.75 A B 71.68 1 5 1 •••• sees 6 .. *00:00 . so sees.. sees . s.e..a Uplift Reaction at A= 416.56 Ibs sees 0 * : a 0 • 0 Uplift Reaction at B= 162.57 Ibs sees.. • • • Gravity Reaction at A= 385.00 Ibs Gravity Reaction at B= 275.00 Ibs ' ..' ease e . Truss Reactions Servat Page 10 of 30 End JacM*Wf 1 sees.. sees.. sees.. sees. sees. sees.. sees.. sees.. Truss Reactions Calculation Sheet Sheet No.: Comer Jacks Roof 1 Slope= 3.5 :12 (D= 0.283794 rad Truss Spacing= 2 ft Vertical pressures Calculated a= 4 ft Regular roof Eave= 1 ft At area 1= 32.75 psf Dist. from support to GT= 5 ft At area 2= 49.03 psf A zone2= 8.75 sf At area 3= 75.91 psf A zone 3= 16 sf Eave or Overhang roof Roof Pressures At area 1= - psf Regular roof At area 2= 71.68 psf At area 1= 34.11 psf At area 3= - psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf Uplift Reaction= 1,457.69 Ibs Gravity Reaction= 398.75 Ibs Truss Reactions Servat Page 11 of 30 Corner JacMftof 1 WOOD LEDGER BEAM ANCHORING VERIFICATION Page 12 of 30 •••• • • . . .... ...... • • • • • • • •••••• 2/27/16 CALCULATION SHEET Anchors Calculation Uead Load Floor finish ROOF Trusses + superimposed= 20.00 psf Miscellaneous= 5.00 psf Total = 25.00 psf Live Load LL= 30 psf Total Load= 55.00 psf Span=j 13.00 Ift truss spa in = 2.00 Ift Anchor Diameter- 3/4 No. of Members= 1 Member Nom. Thick= 3.00 Ledger Nom. Thickness= 2.50 Type of wood= SYP Z er end.= 830.00 Reaction per liner ft= 715.00 Zperpend 830 x = Zperp.= 2.50 n 1i1 Ibs Ibs Per NDS Tables: Table: I 11E 830.00 Ibs No. of anchors per linear ft= 0.86 max anchors spacing= 13.93 in 2.50 Sheet No. ..• .... Ledger Beam Anchoring Calculation Page 13 of 30 2/27/16 CEILING BEAMS AND 3OISTS RE -LAYOUT WOOD DESIGN Page 14 of 30 • • •••• •••••• •••••• •• •• •••••• • •••• • ••••• •••••• •• • ••••• •• •• •• • •••••• • • • • • • • • • • • KPIN G: ROOF WOOD BEAM CALCULATION Sheet No. Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf Dead Load (p/0 16.25 psf Md= 3620.42 p-f Live Load (p/0 10.00 psf Mw= 2227.95 p-f Span f 12.20 ft Mt-- 5,848.37 p-f Tributary width/s acin = 11.98 ft = 5.85 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 50.86 in^3 Amax LL= 360.00 hmin req= 10.09 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 2 Lumber Nominal width= 2.00 in Ireq(LL)= 91.74 in14 . • Resulting b= 3.00 in Ireq(K*DL+LL)= 166.* siA44 Cd= 1.00 load durat. • Cr- 1.15 repetitive factor. hmin req= 8.73 . • fig. K for DL deflection = 0.50 .... . . ... hmin(net)= 10.09 in Areq= 0000 16.44.. jq'32 • • hmin req= 5.48.•'4p• �•• Results: •••••• 2 2 X 1 12.00 • Deflection Calculation for shorts an under Gravity Load E'=E*CM*C,*Ci A= 5 * w * L E= 1,600,000.00 384 * E' * I CM= 1 Ci= 1 wL= 9.98 lb/in Ci= 1 L= 146.40 in E'= 1,600,000.00 I= 355.96 in' AL limit U360 h= 11.25 AL= 0.10 in < AL limit 0.41 b= 3 wD= 16.22 lb/in L= 146.40 in 1= 355.96 in An+L limit L/240 AD+AL= 0.28 in < AD+L lia,it= 0.61 Page 15 of 30 WOOD BEAM DINING 2/27/16 ROOF WOOD BEAM CALCULATION Sheet No. Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 20.00 psf Total = 26.25 psf Live Load ATTIC= 10 psf Dead Load / 26.25 psf Md= 1246.88 p-f Live Load / 10.00 psf Mw= 475.00 p-f Span f _ 10.00 ft Mt-- 1,721.88 p-f Tributary widths acin = 3.80 ft = 1.72 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 14.97 inA3 Amax LL= 360.00 hmin req= 5.47 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 2 Lumber Nominal width= 2.00 in Ireq(LL)= 16.03 inA4 • Resulting b= 3.00 in Ireq(K*DL+LL)= 37.& .-i614 Cd= 1.00 load durat. • • • • • • • • Cr=l 1.15 repetitive factor. hmin req= 5.2�..:jR K for DL deflection = 0.50 00*0 . .. hmin(net)= 5.47 in Areq= 00*0 5.99...W2 hmin req= 1.9- •. n ' • Results: •••••• 2 2 1 X 1 6.00 1• E'=E*CM*Ct*Ci A= 5 * w * V E= 1, 600, 000.00 384 * E' * I CM= 1 Ct= 1 wL= 3.17 lb/in Cl= 1 L= 120.00 in E'= 1,600,000.00 I= 41.59 in AL limit L/360 h= 5.5 AL= 0.13 in < AL limit 0.33 b= 3 wD= 8.31 lb/in L= 120.00 in 1= 41.59 in AD+L limit L/240 AD+AL= 0.47 in < ADrL limit 0.50 Page 16 of 30 WOOD BEAM MASTER BATH 2/27/16 ROOF WOOD BEAM CALCULATION Sheet No. Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf Dead Load (p/0 16.25 psf Md= 406.25 p-f Live Load (p/0 10.00 psf Mw= 250.00 p-f Span f 10.00 ft Mt= 656.25 p-f Tributary width/s acin = 2.00 ft = 0.66 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 5.71 in'3 Amax LL= 360.00 hmin req= 4.78 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 8.44 inA4 Resulting b= 1.50 in Ireq(K*DL+LL)= 15.29: imA4 Cd= 1.00 load durat. • Cr=j 1.15 repetitive factor. hmin req= 4.96 • •; P• • K for DL deflection)=1 0.50 hmin(net)= 4.96 in Areq= 2.25...in:Z hmin req= 1.50 .. •icy. • • Results: .••••• 1 2 1 X 1 6.00 • •"• Deflection Calculation for shorts an under Gravity Load E'=E*CM*Ct*Ci A= 5 * w * L E= 1,600,000.00 384 * E' * I CM= 1 Ct= 1 wL= 1.67 lb/in C;= 1 L= 120.00 in E'= 1,600,000.00 1= 20.80 in' ALlimit L/360 h= 5.5 AL= 0.14 in < AL ]mit 0.33 b= 1.5 wD= 2.71 lb/in L= 120.00 in 1= 20.80 in' AD+L limit L/240 AD+AL= 0.35 in < AD+L hrnit= 0.50 Page 17 of 30 WOOD BEAM PORCH 2/27/16 ROOF WOOD BEAM CALCULATION Sheet No. Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf Dead Load (p/0 16.25 psf Md= 297.85 p-f psf Mw= 183.29 p-f ft Mt-- 481.14 p-f ft = 0.48 kip-ft Live Load (p/0 10.00 Span f 10.50 width/spacing= 1.33 SYP No. 2, Fb (psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 4.18 inA3 Amax LL= 360.00 hmin req= 4.09 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 6.50 inA4 .' Resulting b= 1.50 in Ireq(K*DL+LL)= 11.7t..444 Cd= 1.00 load durat. • Cr- 1.15 repetitive factor. hmin req= 4.54••;p• K for DL deflection = 1 0.50 • • • • • hmin(net)= 4.55 in Areq= 1.57....ia:2 . hmin req= 1.05•'.ip' '. Results: •••••• 1 2 X 1 6.00 @ 16 • 1 in• • Deflection Calculation for shorts an under Gravity Load ' E'=E*CM*Ct*Ci A= 5 * w * L4 E= 1,600,000.00 384 * E' * I CM= 1 Ct= 1 wL= 1.11 lb/in C;= 1 L= 126.00 in E'= 1,600,000.00 I= 20.80 in ALlimit U360 h= 5.5 AL= 0.11 in < AL limit 0.35 b= 1.5 wD= 1.80 Win L= 126.00 in I= 20.80 in' An+L limit L/240 AD+AL= 0.29 in < AD+L limit 0,53 Page 18 of 30 :l CEILING JOISTS DINING 2127/16 ROOF WOOD BEAM CALCULATION Sheet No. I Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 20.00 psf Total = 26.25 psf Live Load ATTIC= 10 psf Dead Load / 26.25 psf Md= 92.34 p-f Live Load (p/0 10.00 psf Mw= 35.18 p-f Span f 4.60 ft Mt= 127.52 p-f Tributary width/s acin = 1.33 ft = 0.13 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 1.11 in^3 Amax LL= 360.00 hmin req= 2.11 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 0.55 in^4 Resulting b= 1.50 in Ireq(K*DL+LL)= 1.26 : 1014 Cd= 1.00 load durat. • • • Cr= 1.15 repetitive factor. hmin req= 2.16 • •.*. • K for DL deflection = 0.50 . • • • • hmin(net)= 2.16 in Areq= 0.95...irt2 hmin req= 0.63..6in.' ' Results: •••••• 1 2 X 1 4.00 1 @ 1 16 in - • Deflection Calculation for shorts an under Gravity Load E'=E*CM*Ct*C; A= 5 * w * L E= 1,600,000.00 384 * E' * I CM= 1 Ct= 1 wL= 1.11 lb/in Ci= 1 L= 55.20 in E'= 1,600,000.00 I= 5.36 in' AL ji,,,it L/360 h= 3.5 AL= 0.02 in < AL limit 0.15 b= 1.5 wD= 2.91 Win L= 55.20 in I= 5.36 in' AD+L limit L/240 AD+AL= 0.06 in < AD+L hmit= 0.23 ...... .. . A. . MASTER BATH CEILING JOISTS Page 19 of 30 2/27/16 MASONRY DESIGN Page 20 of 30 2/27/16 DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY • The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council FPrjct:SERVAT Name: SKIN MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Design of a Reinforced Masonry Wall Using the 2005 MSJC ASD Code Wall Support: Simply Supported Wall Specified Load Components Load P (lb) a (in) W1(psf) W2 (psf) L (lb/ft) hi (in) h2 (in) Dead 0 0 0 0 0 0 120 Live 0 0 0 0 0 0 120 Soil 0 0 0 0 0 0 120 Fluid 0 0 0 0 0 0 120 Wind 0 0 47.36 47.36 0 0 120 Seismic 0 0 0 0 0 0 120 Roof 0 0 0 0 0 0 120 Rain 0 0 0 0 0 0 120 Snow 0 0 0 0 0 0 120 Load Reaction Components Load Rh (lb) Rv (lb) MT (lb -in) Rh (lb) • Case Bottom Bottom Bottom Top ' Dead 0 426 0 -0 •••••• Live 0 0 0 -0 •.•. Soil 0 0 0 -0 • Fluid 0 0 0 -0 •••••• Wind 236.8 0 0 236.8 "�"• Seismic 0 0 0 -0 • • • • • f Roof 0 0 0 -0 • Rain 0 0 0 -0 ' Snow 0 0 0 -0 Section Forces at Bottom Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 426 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 0 236.8 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at H/4 Page 21 of 30 2/27/16 t MAS ONRY,Western DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 319.5 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 5328 118.4 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at H/2 Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 213 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 7104 5.293e-006 0 0 • • • • Seismic 0 0 0 0 • • Roof 0 0 0 0 • Y • ' Rain 0 0 0 0 •��•�• �� •� Snow 0 0 0 0 Section Forces at 31-1/4 • • • • • • • • • Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 106.5 0 too:*: Live 0 0 0 0 • '•'••• Soil 0 0 0 0 • '0 *Sao Fluid 0 0 0 0 • • • Wind 5328 -118.4 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at Top Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 0 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 0.0006351-236.8 0 0 Seismic 0 0 0 0 Page 22 of 30 2/27/16 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association IntemaWnal Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Quarter -Point Forces for Load Combinations Load Combination Comp 0 H/4 H/2 3H/4 H D M (lb -in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+L+Lr+S+R M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D + L + Lr + S + R + W M (lb -in) 0 5328 7104 5328 0.0006351 V (1b) 236.8 118.4 ' 5.293e-006 -118.4 -236.8 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+L+Lr+S+R+E M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 ee.• P (Ib) 426 319.5 213 106.5 0 �....• E (in) 0 0 0 0 sees i 0 D + W M (lb -in) 0 5328 7104 5328•:•• 0.00066 : V (Ib) 236.8 118.4 5.293e-006-11&4••• -236.8 • P (Ib) 426 319.5 213 106.6•.. 0 E (in) 0 0 0 0 sees** 0 isssss 0.9D + E M (lb -in) 0 0 0 0 ••••• • 0 •• • V (Ib) 0 0 0 0 ••s••� 0 •••e•s P (Ib) 383.4 287.6 191.7 95 Q& • • • 0 • E (in) 0 0 0 0 s 0 D+L+Lr+S+R+H M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 •• 0 •••• P (Ib) 426 319.5 213 106.5 0 • • • • E (in) 0 0 0 0 0 D+L+Lr+S+R+F M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+ F M (lb -in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+ H M (lb -in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 Page 23 of 30 2/27/16 ..fees . oboe.. ....e .e.o.. ..sass 9 MAS DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) ONRYLWastem States Clay Product Association International Code Council Prjct: SERVAT T ame: SKIN Topic: MASONRY WALL DESIGN ate: 2-27-16 Page: hkd: jbalanced = 0.8969 k = 0.2445 j = 0.9185 Pmax (Compression) = 4.848e+004 Ibs (1.455e+004 Ibs/ft) OK Pmax (Tension) = 7440 Ibs (2232 Ibs/ft) OK The wall has adequate capacity. Development and Splice Lengths for Longitudinal Reinforcement • K = 3.1250 in. • ...... .. .. Required Development Length: Id = 25.17 in. ...:.. Required Lap Splice Length: = 25.17 in. • • • • • • ; • �; Some codes may require epoxy -coated reinforcement to have longer development and splibb lengths' Page 25 of 30 2/27/16 N d- • DESIGN SYSTEM FOR CONCRETE AND CLA The National Concrete Masonry Association Bricks Industry Association Western States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Reinforced Wall Interaction Diagram Using the 2005 MSJC ASD Code Masonry Unit Size = 8 in. (Partially grouted) Reinforcement Spacing = 40 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. x = 3.813 in. H = 120 in. (10 ft) Axial Compression, P (lbs/ft) 20000 18000 16000 14000 12000 10000 8000 6000 4000 2000 0 -2000 -4000 1 I I I I I I 1 I I I I 1 I I I 1 1 I I I I I I I 1 I 1 I I 1 1 I I I I I I 1 I I 1 I I ---'----'---' I -- '---'--- '---' ---'----I'- 1 1 I I I I I -- 1 I I I 1 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I 1 I 1 I I I I I I I I 1 I I I I I I I 1 I I I I I I I 1 1 I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I 1 1 I I I I I 1 I 1 1 I I I I --'----' --'----'---'-------'--- I I -, -- 1-- I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I 1 I I 1 I I I I I I I I 1 I I I I I 1 I I I I I I I I I I 1 I I I I I I 1 I I I I I I I 1 I I I 1 I 1 1 I I I I 1 I t I I 1 I I I I I I 1 I 1 I I I 1 I I 1 I 1 I I 1 1 1 1 I I I I t I I 1 I 1 I I I I 1 I I I 1 1 I I I 1 I I 1 I 1 I I I t 1 I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I • ...... .. .. I 1 1 I I I I I I I I I I I I �... , I• I I I I I I • I . I ... I I I I I 1 w••• I I• I I I I I 1 I I I I I I 1 I I I• . 1• I I I I 1 1 ••I •• I I •• I I I I I I I I 1 I I I 1 I •w•••• I I I I 1 I • I • • 1 I I I I I • • 1• I • • I 1 • I 1 I I I I • 1 • • 1 1 1 • • • 1 • • I 1 1 1 • I I I I I 1 I I •• I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I 1 I I 1 I 1 I I t I I 1 I I I I I I ---'-------'-------'--------------'- I I I I I I 1 - I I I 1 I I I 1 I I I 1 I I I I 1 I I 1 I I I I 1 I I I I I I I 1 I I 1 I I I I I I I I I I I 1 I I 1 1 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I 1 1 1 I I I I I I 1 I I I I I I I 1 I I I I I I 1 I I I I I I I 1 I I 1 I I I I I L___�____�___�_ I I I I I I I I I I I 1 I 1 I I I I I I I I I I I 1 I 1 1 1 1 I I I 1 I mI I I I I I I I I I I I I I I I 1 I 1 I I I I 1 1 I I I I 1 1 1 I I I 1 I I I I I 1 I I I I I I I 1 I I I 1 1 I I I I I I I I I I 1 I I I I 1 I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I 1 I I I I I I 1 I I I 1 I I I I I 1 1 I 1 I I -2000 -1 Rnn -1200 -Rnn -40n n 4nn R(N) 12nn 1 Rnn' 2000 Page 26 of 30 2/27/16 L CONCRETE BEAM RETROFIT Page 27 of 30 . . .... ...... ...... .... ...... .... . ..... ...... ... ..... .... ... ...... . . . . ...... .. . .... 2/27/16 � v 4 CONCRETE BEAM RETROFIT Dining Room Loads: Roof: 55 psf Tributary width= 3 ft load= 165lb/ft Masonry wall: 3 psf h= 7 ft load= 21 lb/ft Beam: a= 8 b= 12 load=1 1001b/ft Total Load=1 286.00 Ib/ft • " • ' •' • • • Moment Calculation: Simple supported beam M=w*L^2/8 * : 0 ` 00 * 0 Go**:. L= 7 ft .... . ..... M= 21.02 K-in • • Plates ' 0 0 0 verification: .. .. .. . ...... fs= 36 ksi ...... .' fallow= fs*0.60 ....:. fallow= 21.6 ksi . :*0600 •• • •..• • Sreq= 0.97 in^3 • • • Propose steel plate dimensions: thickness= 0.5 in height= 10 in S= 8.33 in^3 single plate number of plates 1.00 S. rovided= 8.33 in^3 S. rovided>Sre . Oki Reaction at Supports, Use Hilti Kwik Bolt-3 Anchor Bolt, per hilti catalog 2011- pages 299 & 310 R= 1,001.00lbs Allow. bolt capacity in shear= 3.91 Kips, 5/8" diam, 5" embedment Spacing adjustment facto—1 for 9" spacing Affected allow. bolt capacity in shea—3.91 (2) bolts allow capacity in shear--7.82 > Hilti Kwik Bolt-3 Anchor Bolts Spacing Total distributed load= 286.00 lb/ft Proposed bolt spacing= 0.75 ft Edge distance adjustment factor= 0.5 for 4.25" edge distance Affected allow. bolt capacity in shear= 1.96 kips Reaction per bolt= 0.21 kips Bolt capacity= 1.96 kips Proposed Spacing suffices demand, Ok Page 28 of 30 2/27/16 A. 4 7 FOOTING VERIFICATION . . .... ...... ...... .... ...... ...... . .... .... . ..... ...... ... ..... .. .. .. . ...... . . . . ...... . . ...... 0000 .. Page 29 of 30 2127/16 CAPLE CALCULATION SHEET t 0 f Sheet No Footing Calculation for Masonty Wall 77--71 Footing Band Width= 12 in Loads: Roof: 55 psf Tributary Width= 7 ft subtotal= 385.00lb/ft Tie Beam= 150.00 pcf b= 8.00 in h= 12.00 in subtotal= 1001b/ft Masonry Wall= 60 psf subtotal= 6001b/ft Footing= 150 pcf subtotal= 300lb/ft Total Load= 1,385.00 Ib/ft 1201 in 1 in • • •••• • •• • . • •..• •• •• n v • Allowable Soil Bearing Capacity=p;fo • • : • • • • • • •• •• •• • •••••• • • • • • • • •. . •••• •• Total Load= 1 1,385.00 Jibs Pressure= 692.50 psf allowable soilbearing OK! ca ac' 692.50 psf 24.00 in L Masonry Footing CONTINUOUS FOOTING CALCULATION Page 30 of 30 2/27116 DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY • The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 D. Chkd: Design. of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 2005 MSJC ASD Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 42.6 psf Type S Masonry cement / Air -entrained PCL Mortar, Coarse Grout CMU Density = 115 pcf f'm = 1500 psi (Specified) Gee* Em = 9001'rn = 1350000 psi . • . • . • • ..' . ; Wall Design Details • • • • • Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) • x = 3.813 in. #5 Bars, Fy = 60000.0 ' • Reinforcement Spacing = 40 in. On -Center Wall Design Section Properties •• • A0=142.6in2 to = 1122 in4 So = 294.4 in3 Ro = 2.805 in The following design calculations are for the specified section forces Section Design Forces Used V = -14.21 Ib/ft (Specified) ML = 7078.43 lb-in./ft (Specified) P = 200.2 Ib/ft at e = 0 in (Specified) Computed Design Values Note: 1/3 stress increase was not used Effective Width = 40 in. Web Width = 8.313 in. on effective width Allowable Shearing Force = 828.4 Ib/ft The wall is adequate in shear Required As = 0.2529 in2 each reinforced cell (0.07588 in2/ft) OK d = 3.813 in. n = 21.48 kbalanced = 0.3092 Page 24 of 30 2/27/16 i FOttM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method i Project Name: Servat Residence Builder Name: Street: 17 NE 105 ST Permit Office: Miami Shores City, State, Zip: Miami Shores, FL, 33138 Permit Number: Owner: Jurisdiction: 232600 Design Location: FL, Miami 1. New construction or existing Existing (Projecte 9. Wall Types (668.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 668.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1 d. N/A R= • • • • ft2 10. Ceiling Types (519.0 sqft.) • lnsulation 0 • *Area* 000 5. Is this a worst case? No a. Under Attic (Vented) • • •R --.30.0 P19.00.ft2 6. Conditioned floor area above grade (ft2) 519 b. N/A R= • • :ft2 c. ft2 Conditioned floor area below grade (ft2) 0 11. Ducts Ducts u 0 0.0d 0 • Ft ft2 7. Windows(61.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 1 • • • • 00000 6 :q3.8 • a. U-Factor: Dbl, U=0.87 61.61 ft2 • • • • • • • • • SHGC: SHGC=0.50 •••••• •• • ••• b. U-Factor: N/A ft2 12. Cooling systems • • kStu/hr •, Fqency • SHGC: a. Central Unit • 8.0 SEER:18.50 c. U-Factor: N/A ft2 SHGC: 13. Heating systems . i;Btu/hr : Wiuency • d. U-Factor: N/A ft2 a. Electric Heat Pump • • • ; 18.0 Wfp.60 SHGC: • • • Area Weighted Average Overhang Depth: 0.642 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (519.0 sqft.) Insulation Area EF: 0.998 a. Slab -On -Grade Edge Insulation R=0.0 519.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.119 Total Proposed Modified Loads: 25.29 PASS Total Baseline Loads: 31.92 I hereby certify that the plans as� Review of the plans and R'fiiE ST'11• this calculation are in co �vQh,3tfe FI a Br+ specifications covered by this __ t �0 Code. C*j: •� '9 calculation indicates compliance E with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: i -b - - '' this building will be inspected for compliance with Section 553.908 * „ ' AR97047 ,�% .3.deSigned, I hereby certify that this bui i is in corn' Florida Statutes. with the Florida Energy Cod ems'•. ' %� CDD WE r� ••• ••••G OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/26/2016 8:48 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 ' FOkM R405-2014 PROJECT Title: Servat Residence Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 519 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 17 NE 105 ST Permit Office: Miami Shores Cross Ventilation: County: Dade Jurisdiction: 232600 Whole House Fan: City, State, Zip: Miami Shores, Family Type: Single-family FL , 33138 New/Existing: Existing (Projected) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Mp% U C • Range FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 • • 11f;q §6 • Low BLOCKS • Number Name Area Volume • • • • • • • • • : • 1 Blockl 519 4152 •••••• •• • ••• SPACES ...... Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished • libelee Heated 1 Main 1 519 4152 Yes 3 1 1 • •'i'es• • om • • Y&5 FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 1 113 ft 0 519 ft2 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 535 ft2 0 ft2 Medium 0.9 No 0.1 No 0 14 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 150 519 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 1 30 519 ft2 0.11 Wood 2/26/2016 8:48 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 I-UKM, K4U5-ZU14 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below SpaceR-Vahle n Ft reaR-Vale 1 N Exterior Concrete Block - Int Insul Main 1 4.1 13 0 8 0 104.0 ft' 0.05 0 0.05 0 2 S Exterior Concrete Block - Int Insul Main 1 4.1 11 4 8 0 90.7 ft' 0.05 0 0.05 0 3 E Exterior Concrete Block - Int Insul Main 1 4.1 15 7 8 0 124.7 ft' 0.05 0 0.05 0 4 W Exterior Concrete Block - Int Insul Main 1 4.1 43 7 8 0 348.7 ft2 0.05 0 0.05 0 DOORS # Ornt Door Type Space Storms U-Value Width Area Ft In FHeightln 1 N Insulated Main 1 None .6 2 6 6 8 16.7 ft2 Wall V # Omt ID Frame Panes NFRC U-Factor SHGC 1 N 1 None Double (Clear) Yes 0.87 0.5 1 2 S 2 None Double (Clear) Yes 0.87 0.5 1 _ 3 E 3 None Double (Clear) Yes 0.87 0.5 1 _ 4 W 4 None Double (Clear) Yes 0.87 0.5 1 I # Scope Method 1 Wholehouse Proposed ACH(50) # System Type 1 Electric Heat Pump INFILTRATION SLA CFM 50 ELA EgLA .000254 346 18.99 35.72 HEATING SYSTEM None HSPF:9.6 COOLING SYSTEM :ntation. • • Overhane. • Area Depth SeparpUck% . Int SIT4#* . ; ScreeWiag 6.7 ft' 1 It 0 in • 2 ft4N* • • • None • None 1.9 ft' 1 ft 0 in 2 ft,06 • • • No§pq •„• Non; 8.4 ft' 0 It 4 in 2 It Din • • None None• a 4.7 ft' 0 It 4 in 2 ftpj�T. �' Nofi% •', None.. • • • • ... ACH • • AC& .••.•• .•.is • .1754 5 18 kBtu/hr Block Ducts 1 sys#1 # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 18.5 18 kBtu/hr 540 cfm 0.7 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Main 1 0.998 1 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name None None Collector System Model # Collector Model # Area ft2 Storage Volume FEF 2/26/2016 8:48 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 • FORM PAnr,-gnlA DUCTS / -- Supply — — Return— Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 103.8 ft Attic 25.95 ft Default Leakage Main 1 (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]] Jan [[ ]] Feb Mar Apr Ma Jun Jul Au Se Oct Nov Dec Heatin(Xj Jan (X] Feb Pq Mar E Apr May Jun Jul Aug Sep Oct Nov Dec Venting [[ ]] Jan [[ ]] Feb X Mar [X] Apr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 J$ 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 -A8 • 78 •678 • 78 eel PM 78 78 78 78 78 78 78 78 780 0. 78 0 78 0 78 Heating (1IVD) 66 66 68 68 • 66 66 PM 68 68 68 68 68 68 68 68 68 ...••. Heating (WEH) AM 66 66 66 66 66 68 68 68 68, 68 . 68 68 PM 68 68 68 68 68 68 68 68 68 . 68 • • 6G • . 66 2/26/2016 8:48 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 It FORM R405-2014 • TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Servat Residence Builder Name: Street: 17 NE 105 ST Permit Office: Miami Shores City, State, Zip: Miami Shores, FL, 33138 Permit Number: Owner: Jurisdiction: 232600 Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. X Breaks or joints in the air barrier sha!I be sealed. Air -permeable insulation shall not be used as a sealing material. • • e Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with thpr • • • • • • insulation and any gaps in the air barrier shall be sealed. • • • • Access openings, drop down stairs or knee wall doors to unconditioned a tic • e • spaces shall be sealed. ...:.. Corners and headers shall be insulated and the junction of the foypiiati I ' Walls and sill plate shall be sealed. 0000 • The junction of the top plate and the top or exterior walls shall be erect. • • x Exterior thermal envelope insulation for framed walls shall be installed 4rn • • • substantial contact and continuous alignment with the air barrier....... Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylightsand• • • • • • •:': framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. X Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of and cantilevered floors) subfloor decking. X The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. N/A Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or X unconditioned space shall be sealed. Narrow Cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by X insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. N/A Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. X Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior wa!!s, or insulation that on installation readily conforms to available X space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air X barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or X air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be X sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have N/A gasketed doors 2/18/2016 3:50 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 17 NE 105 ST Permit Number. Miami Shores, FL , 33138 MANDATORY REQUIREMENTS See individual code sections for full details. R 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. Ix R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. (C R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed ih accordance with the manufacturers instructions and the criteria listed in Table 402.4.1.1, as applicable to the riethod of construciion.*Where ....: required by the code official, an approved third party shall inspect all components and verify compliance. ' .' . ; ' . •••••• •• •• ••••• • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air le�cas�r�jp of not exceeding 5 air• changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted wittra • • blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing st!ial6be conaueied1v an * a approved third party. A written report of the results of the test shall be signed by the party conducting fittest and provided to the cddt. •' . official. Testing shall be performed at any time after creation of all penetrations of the building thermakm9olope. • • • • • • • • During testing: • 1. Exterior windows and doors, fireplace and stove doors shall be dosed, but not sealed, beyond t0d# ihth4ed weatherstripping or • other infiltration control measures; • • • • • • • • • • 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be dosed, but not sealed beyond n ended • • infiltration control measures; 9.6 ; .... 3. Interior doors, if installed at the time of the test, shall be open; • • • 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. 9( R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfnt per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. aC R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. Ix R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. (R R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. EX R403.2.2 Sealing (Mandatory)III ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free' by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (26 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/18/2016 4:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. Im R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. J0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 •C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. Q R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. • • EX R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies • • • • • • R403.4.4.1 Storage water heater temperature controls • • • : • • • • • • • • • • • : • • R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automgtic'ItAerature cont}ols capabl4 • • • • ; of adjustment from the lowest to the highest acceptable temperature settings for the intended use,11" Alr imum 11rr� q%r ij�re settifflg • range shall be from 100°F to 140°F (38°C to 60°C). 00000 . • • • • • • R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be providedto perir;t the power* applied to..... • electric service systems to be turned off. A separate valve shall be provided to permit the energy Aftlihs to the malh'bufher(s) of • • • • • combustion types of service water heating systems to be turned off. • • • • • • • • R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum: fftienaies of Table • • C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the :ype o{equipment installed. • • • • • • Equipment used to provide heating functions as part of a combination system shall satisfy all stated requiitfhentS for theADI Rate water • heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. • • • R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2• No ventilation or air-conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3• If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19, space permitting, or R-10 otherwise. 19 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. CX R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/18/2016 4:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 " MANDATORY REQUIREMENTS - (Continued) Q R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. X R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated accordirgftl!S%tion R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design coolimcpload. • • • • • • R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 Wof the design regyireinents • calculated according to the procedure selected in Section R403.6.1. • • • ; • • • • • • • • •' • • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumeis• • • • 0 shall not be less than the design load calculated in accordance with Section R403.6.1. • • • �. : • • •: • ' •••• • •.... O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or Beating equipment eapecity on apt* • • intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have,aquipaient sized 6 conirolled to • • • • • prevent continuous space cooling or heating within that space by one or more of the following options: • • • • • 1. A separate cooling or heating system is utilized to provide cooling or heating to the major en:ertamm¢nt areas. • . • • • ; • 2. A variable capacity system sized for optimum performance during base load periods is utilized. • • • • • • R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections 0406 and C404 of the Commercial Provisions in lieu of Section R403. " • R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. p R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. p R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. Where pumps are powered exclusively from on -site renewable generation. o R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/18/2016 4:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 61 The lower the EnergyPerformance Index, the more efficient the home. 17 NE 105 ST, Miami Shores, FL, 33138 1. New construction or existing Existing (Projecte 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 668.00 ftz b. N/A R= ft " 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1 d. N/A R= . • , ft2 10. Ceiling Types • 4W% • . • •: • 5. Is this a worst case? No a. Under Attic (Vented) •Insulation'. • • R �30.0 •519.OQ ft 2 6. Conditioned floor area (ft2) 519 b. N/A R= • • eft' • • • • • • 0*60 7. Windows— Description Area 11 Ducts """ R ft2 a. U-Factor. Dbl, U=0.87 61.61 ft2 a. Sup: Attic, Ret: Attic, AH: Main 1 • • • • 0 6 : 03.8 • • SHGC: SHGC=0.50 • • • 0009 • 0 • • • b. U-Factor. NIA ft2 SHGC: 12. Cooling systems .00000 • jBtu/hr •� • • EffCeMrcy �•�•�• c. U-Factor: N/A ft2 a. Central Unit • 18.0 SI=908.50 • • • • • SHGC: ••.••• • • • • • • d. U-Factor: N/A ft2 13. Heating systems • .kBtu/hr ; trititky . • • • •. SHGC: a. Electric Heat Pump • • • 18.0 y5 ;F� 9.60 • • • • Area Weighted Average Overhang Depth: 0.642 ft. • • • • Area Weighted Average SHGC: 0.500 •' • 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Slab -On -Grade Edge Insulation R=0.0 519.00 ft2 a. Electric EF: 1 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: % -nt]F Cam. -40 *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Residential System Sizing Calculation Summary Project Title: 17 NE 105 ST Servat Residence Miami Shores, FL 33138 2/26/2016 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidi data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. Winter design temperature(TMY3 99%) 49 F Summer design temperature(TMY3 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heating load calculation 7601 Btuh Total cooling load calculation 16067 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc AW. Total (Electric Heat Pump) 236.8 18000 Sensible (SHR - Heat Pump + Auxiliary(O.OkW) 236.8 18000 Latent Total Electric Heat 'i55.4 6'40D eat Pump) "':'T12.0 1Mob' WINTER CALCULATIONS .... . . """ . • Winter Heatino Load (for 519 salt Load component Load Window total 62 sgft 1126 Btuh Wall total 590 sgft 1834 Btuh Door total 17 sgft 210 Btuh Ceiling total 519 sgft 347 Btuh Floor total 519 sgft 2800 Btuh Infiltration 19 cfm 448 Btuh Duct loss 836 Btuh Subtotal 7601 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 1 7601 Btuh a .•••.• •.•• • 00000 • . • • a walls(24.1%) • • t.1mgs(4.e% • • •.. • • • 0 • • •.•.•. wrraw.l�i •.••.. •••• d . • •• • Ducts(11.0%) Floors(36.8%j SUMMER CALCULATIONS oummer Loonn coaa Tor o i v S rr Load component Load Window total 62 sgft 2833 Btuh Wall total 590 sgft 1485 Btuh Door total 17 sgft 320 Btuh Ceiling total 519 sgft 760 Btuh Floor total 0 Btuh Infiltration 15 cfm 272 Btuh Internal gain 5190 Btuh Duct gain 1232 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 500 Btuh Total sensible gain 12592 Btuh Latent gain(ducts) 321 Btuh Latent gain (infiltration) 554 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 2600 Btuh Total latent gain 3475 Btuh TOTAL HEAT GAIN 16067 Btuh MRM111r. I Walls(9.2%) Ducts(9.7%) Int.Gain(32.3%) EnergyGauge® PREPARED BY: DATE: EnergyGauge® / USRFZB v4.0 Geilings(4.7%) N, I Windows(17.61A) Blower(3.1 %j Latent int(16.2%j � � I 1� M . - MIAM11-DADE MIAMI—DADE COUNTY LTJUUU PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eoyleconomy RC Home Showcase, Inc. 2970 NW 75te Avenue Miami, FL 33122 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SH 100" Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W04-19, titled "SH100 Alum Single Hung Window (L.M.I.)", sheets 1 through 6 of 6, dated 03/09/04, with revision J dated 01/06/16, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has lieeu no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 13-1112.12 and consists of this page 1 and evidence pages E-1, E-2, E-3 and Green Sustainable Attributes (G.S.A.) page G-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 15-0512.25 MtAMI DADiE COUNTY Expiration Date: June 24, 2019 Approval Date: January 14, 2016 Page 1 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No. 11-092Z 07,10-0525.06and 06-1130.04) 2. Drawing No. W04-19, titled "SH100 Alum Single Hung Window (L.M.I.)", sheets 1 through 6 of 6, dated 03/09/04 with revision J dated 01/06/16, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an out§wing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6434, dated 06/24/11, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 11-0922.07) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5865, dated 05/14/09, signed and sealed by Michael R. Wenzel, P.E. (Submitted under NOA No.10-0525.06) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4024, dated 01/14/04 and FTL-4005, dated 01/14/04, both signed and sealed by Edmundo J. Largaespada, P.E. (Submitted render NOA No. 06-1130.04) 1_�VawdoA��__ Man rez, P.E. Product Cm xaminer NOA No. 15.0512.25 Expiration Date: June 24, 2619 Approval Date: January 14, 2016 E-1 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 511 Edition (2014), dated 04/01/15 and 12/08/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300.09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. 2. Notice of Acceptance No.14-0916.10 issued to Kuraray America, Inc. for their "ButaciteO PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC 5" Edition (2014), and of no financial interest, dated April 10, 2015, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letters for Test Report No. FTL-6434, dated 06/24/11, issued by Fenestration Testing Laboratory, Inc., signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 11-0922.0 7) 3. Laboratory compliance letters for Test Report No. FTL-5865 dated 05/14/09, issued by Fenestration Testing Laboratory, Inc., signed and sealed by Michael R. Wenzel, P. E. (Submitted under NOA No. 10-0525.06) 4. Laboratory compliance letters for Test Reports No. FTL-4024 dated 01/14/04 and FTL-4005 dated 01/14/04, issued by Fenestration Testing Laboratory, Inc., signed and sealed by Edmundo J. Largaespada, P.E. (Submitted under NOA No. 06-1130.04) Mandel Ppml P.E. Product ControlV iner NOA No. 2.25 Expiration Date: June 24, 2019 Approval Date: January 14, 2016 E-2 RC Home Showcase, Inc. I - NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED G. OTHERS 1. Notice of Acceptance No. 13-1112.12, issued to RC Home Showcase, Inc. for their Series "SH 100" Aluminum Single Hung Window — L.M.I.", approved on 12/26/13 and expiring on 06/24/19. 2. Simulation Performance, Solar Heat Gain Coefficient, Visible Transmittance, & Condensation Resistance Calculation Report on: 1) NFRC 100-2004 "Procedure for Determining Fenestration Product U-Factors" 2) NFRC 200-2004 "Procedure for Determining Fenestration Product Solar Heat Gain Coefficient and Visible Transmittance at Normal Incidence" 3) NFRC 500-2004 "Procedure for Determining Fenestration Product Condensation Resistance Values" Using computer simulation in accordance with NFRC: Frame and Edge Modeling: THERM 5.x, / WINDOW 5.x NFRC Simulation Manual (Approved at test date), of a RC Aluminum Series "CM100" outswing casement aluminum prime window, along with attached drawings and bill of materials included in Appendix A, marked —up by National Certified Testing Laboratories, Test Report No. NCTL-110-12449.01, pages 01 through 07 of 07, dated 11/12/09, -signed by Richard A. McVicker III, Simulator, and Steven H. Coble, NFRC Accredited Simulator, Simulator—hi--Responsible—Charge. 3. NFRC 102--2004 Thermal Performance Test Report on: 1) NFRC 102-2004 "Test Procedure for Measuring the Steady State Thermal Transmittance of Fenestration Systems" Test report of a series RC Aluminum's Series "CM100" Outswing Aluminum Casement Prime Window with Low E and Argon, along with submittal component drawings, with applicable part numbers, manufacturing and modeling details included in Appendix A, marked -up by National Certified Testing Laboratories, Test Report No. NCTL-110-12450-1, pages 1 through 4 of 4, dated 11/30/09, signed by Christian J. Mitchell, Technician, and Robert H. Zeiders, P. E., Vice -President Engineering & Quality Person -In -Responsible Charge. 4. Recycled Content Determination Report on: Name: Casement Window, CM100 Raw Material: Aluminum Including letter from Fundiciones Industriales S.A. (FISA) dated 03/22/10, certifying that the extruded aluminum products contained 30% recycled scrap material, signed by Henry Kronfle, Vice -President. Man et P rez, P.E. Product Control xa iner NOA No. 1 - 512.25 Expiration Date: June 24, 2019 Approval Date: January 14, 2016 E--3 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED GREEN SUSTAINABLE ATTRIBUTES (GSA) SCOPE: This document is solely for the purpose of verification of Sustainable Attributes of construction materials. The documentation submitted has been reviewed by Miami —Dade County Product Control. RECYCLEDCpivTENT_/IlllaaASnN�AIiALI-RAPIALY.RENEWABLT,MARIt1I. Component Name % Recycled % Recycled at Disposal % Bio—based Material % Renewable Material Content at Manuf. 1. Window Aluminum 30% 100% N/A N/A G.8: ID# Test Product Glazing Components: U— G'9' SHGCI VT C R I Report#: Number Factor Base lice 000 AL 3/16_BRNZ 240#2 SS—D ARG BRNZ—l/8-090 PVB_1/8_AL 0.64 N/A N/A N/ A Product — 1. 001 AL 5/32_BRNZ 24002_SS—DARG_BRNZ-1/8_090 PVB_1/8_AL 0.64 0.21 0.21 15 2. NCTL 002 AL_5132_CLR 240#2_SS—D_ARG_CLR-1/8_090 PVB_118 AL 0.64 1 0.22 0.29 15 3. 110-12453-1 003 AL_5/32_CLR_240#2_SS—D_ARG GRN-1/8 090 PVB_1/8 AL 0.64 0.21 0.20 15 4. 004 AL 5/32_CLR 240#2_SS—D_ARG_GRY-1/8_090 PVB_1/8 AL 0.64 0.21 0.27 15 Legend Abbreviations: Description: SS—D Desiccant —Filled Stainless Steel Spacer 24092 Cardinal Low E 240 @ #2 Surface Typical ARG 90% Argon PVB 0.090" Poly Vinyl But al PVB interla er CLR Clear Glass BItZ Bronze Tint Glass GRN Green Tint Glass GRY Gray Tint Glass AL Aluminum Frame Component Name C--Value 1, Whole Window 1.72 G--1 Manue er z, P.E. Product Conn l aminer NOA No.15-0512.25 Expiration Date: June 24, 2019 Approval Date: January 14, 2016 r 47 FALSE MUNTINS MAY BE USED 12' II II p II II n u e0 4 g 11 _n -u o I B II II 11 I I 3 ii n II II II II n n 0 1 3 I II ISH100 ALUMINUM SINGLE HUNG WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHART SHOWN ON SHEET 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF S.H./S.H. OR SINGLE HUNG WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI-DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (5TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (NVHZ). WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED 111 DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL. SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 47' � D.L. OPG. 49 1 /4' VENT WIDTH 53 1/8' WINDOW WIDTH TYPICAL ELEVATION FLANGE FRAME WINDOWS E 0 a (3) ANCHORS AT MTG. STILE ENDS AT 5' O.C. n z z 9 Or. lito O� O O G 'w mp 3) ANCHORS AT 0 G hje�9 0' OO z m g LTG. STILE ENDS Q 5'O.C. O 11 G Q 03 b 0 �c O LLIi o zV)_- 002 aL TYPICAL ELEVATION FLUSH FRAME WINDOWS THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. YYy Eng.. JAVAD AHMAD d� q CIVIL PRODUCT REVISED FLA- PE 70592 m cmnpl7ins will, Ow Flrrida CAN 538 p;clding Code, Acecpl.ntt lVol - i •25 J 2G6 ExpllwlonLbte ,ZDt`I � sl 6 % 10(S� drawing no. 'Saari •mlc Prodocl W04-19 r I DESIGN TOAD CAPACITY - PSF WINDOW DIMS. GLASS TYPES 'A', 'B' k 'D1' GLASS TYPES 'C' $ D. GLASS TYPE 'E' WIDTH HEIGHT EXT.(+) TNT.(-) E r.(+) TNT.(-) EKT.(+) TNT.(-) 19-1/8' 26-1/2' 37• 48' 53-1/8' (5• () 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 8D.0 80.0 140.0 80.0 140.0 80.0 8D.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 19-1/8• 26-1/2' 37• 48' 53-1/8' 38-3/8' 5 () BD.O BD.O 80.0 140.0 80.0 1"0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 eo.o 60.0 140.0 80.0 140.0 80.0 80.0 80.0 133.6 80.0 140.0 80.0 8D.0 80.0 116.2 80.0 140.0 19-1/8• 26-1/2' 37' 48" 53-1/8' S0-5/8' (7) 80.0 80.0 80.0 140.0 80.0 140.0 80.0 30.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 60.0 14D.O 80.0 80.0 80.0 111.2 80.0 140.0 80.0 80.0 50.0 95.5 80.0 140.0 19-1/8" 26-1/2' 37- 48" 53-1/8' 58' (7) 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 50.0 140.0 80.0 140.0 80.0 80.0 80.0 103.2 60.0 140.0 80.0 80.0 80.0 87.8 80.0 140.0 19-1/8• 26-1/2' 37' 48' 53-1/8• B3• (9) 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 99.3 80.0 140.0 80.0 80.0 80.0 80.0 80.0 140.0 19-1/8• 26-1/2' 37' 48' 53-1/8' 74-1/4' (9) 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 BD.D 80.0 140.0 80.0 140.0 80.0 80.0 50.0 80.D - - 80.0 60.0 80.0 80.0 - - 19-1/8" 26-1/2" 37' 48' 53-1/8' 76' (9) 90.0 90.0 80.0 1400 $0.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 80.0 - - 80.0 80.0 80.0 80.0 - - 19-1/8' 25-1/2' 37' 48• 78" (9) 30.0 80.0 00.0 140.0 80.0 140.0 80.0 80.0 50.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 80.0 - - 19-1/8' 26-1/2" 371 84• (14'1 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 140.0 80.0 140.0 80.0 80.0 80.0 1 140.0 80.0 1 140.0 • NO. IN PARENTHESIS INDICATE NO. OF ANCHORS PER JAMB. NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 1/8" HEAT STREMD GLASS 090" Interiayer Bulocite PV8 By 'Kuroroy America, Inc.' 1/8" HEAT STREN'D GLASS SILICONE C DOW CORNING 795 i m � ut tOOO GLASS TYPE 'A' -1/8' HEAT STREMD GLASS 1/4' AIR SPACE 1 /8' HEAT STREN'D GLASS 090' Intsrloyer SentryGias By "Kuroroy America, Inc.' 1/8' HEAT STREN'D GLASS 12 SILICONE i DOW CORNING 795 n � I II II � GLASS TYPE 'D1' 1/8' HEAT STREN'D GLASS -OR 5/32" TEMP. GLASS 1/4• AIR SPACE 1/8' HEAT STREMD GLASS 1/8" HEAT STREMD GLASS 090' Interlayer 090• Interlayer SentgGias Butaene PVB By 'Kuroroy America, Inc.' By 'Kuroroy America, Inc.' 1/8- HEAT STREMD GLASS 1/8• HEAT STREMD GLASS SILICONE SIUCONE DOW CORNING 795 DOW CORNING 795 to I I n J I I o Fe III: GLASS TYPE 'B' GLASS TYPE 'C' -5/32' TEMP. GLASS 1/4' TEMP. GLASS 1/4• AIR SPACE 3/16' AIR SPACE 1/8" HEAT STREMD GLASS 1/8" HEAT STREN'D GLASS 090" Intedoyer 090" Interloyer SentryGlas SentryGlas By 'Kuroroy America, Inc.' By 'Kuraray America. Inc.' 1/8- HEAT STREMD GLASS 1/8• HEAT STREMD GLASS SILICONE SILICONE i m DOW CORNING 795 = DOW CORNING 795 i y1� ilk � oc I, it I GLASS TYPE 'D' GLASS TYPE 'E' GLAZING OPTIONS NOTE: Y IN ORDER TO QUALIFY FOR SMALL MISSILE IMPACT RATING Engr. JAVAD All" � EXTERIOR PLY OF GLASS TYPE 'B', '0', 'D1' dt 'E' MUST BE TEMPERED. CIVIL PRODUCT REVISED F1A.. PE 1 70592 "cemPlyinE with Lhe Florida O A4 Imco No ✓ • "ice• L � o Ti ttxpinllan Dsle !4+ N 2N16 Hy drawing no. N4iemi sdeProdud W04-19 L 19Y OR 28Y WOOD BUCK � is 0 TYPICAL ANCHORS SEE ELEV. FOR SPACING EDGE DIST. .- I 0 8 TYPICAL ANCHORS K1 MINA—DADE COUNTY APPROVEI MULLION & MULLION ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING 2 19Y OR 28Y 15 WOOD BUCK . 8 TYPICAL ANCHORS SEE El". FOR SPACING ` . •. • o . . EDGE DIST. EDGE DIST, I WOOD BUCKS AND METAL STRUCTURE NOT BY RC HOME SHOWCASE MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE, Ip i J .s ` 0 TYPICAL ANCHORS: SEE ELEV. FOR SPACING F" gggFi 1/4" HILTI KWIK—CON 11 (Fa=138 KSI, Fy=137 KSI) Q 6 �. O INTO WOOD STRUCTURES 0 n $ 2" MIN. PENETRATION INTO WOOD (HEAD/SILL/JAMBS) Q. c THRU 18Y OR 2 BY BUCKS INTO CONC. OR MASONRY 0 t N ro 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) 1-1/4" MIN. EMBED INTO MASONRY (JAMBS) a m 8 0 G DIRECTLY INTO CONC. OR MASONRY C d 0 0 b � 2" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) d' i 0 a 2" MIN. EMBED INTO FILLED BLOCKS (JAMBS) LL m y LL m DTA. TFKS OR SELF DRILLING SCREWS J (GRADE 5 CRS) i Q W Ol E INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8' THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) J 0 J14 SMS OR SELF DRILLM SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK— 1/8'), (NO SHIM SPACE) TYPICAL EDGE DISTANCE S o U j INTO CONCRETE AND MASONRY = 2-1/2" MIN. J O < Y 0 INTO WOOD STRUCTURE = 1" MIN. N N n N INTO METAL STRUCTURE - 3/4" MIN. Ln n a WOOD AT HEAD, SILL OR JAMBS SG = 0.55 MN. j E 3 J n Z CONCRETE AT HEAD, SILL OR JAMBS f-c - 3000 PSI MIN. a 0 u- '^ C-90 GROUT FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. o_ toE = K O.2 SEALANT: o ALL FRAME AND VENT CORNERS AND INSTALLATION SCREWS SEALED WITH SILICONE. t WEEPHOLES: R W 8 W1 = 1" WEEP NOTCH AT EACH END TYPICAL ANCHORS SEE ELEV, FOR SPACING �0.-- 1 Engr, JAVAD AHMAD a CIVIL PRODUCT RfiYISED = FIA. PE / 70N2 m complying with the Fbdda CAN. 538 Bye"deg Code ,aaa Aaeptroue . �`. t3xpihlioaDMa lDq BAN e y , • 616 Dr -,•.-r �' •Miam Dade act 110t drawing no. W04-19 EDGE DIRT. shaot 3 of 6 TYPICAL FOI 1 V / 1 /4" MAX. 3/8' MAX. nD 1 MWN—DADE COUNTY APPROVED MULLION SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACING ANCHORS f. LING m4% P V SHIM —y MAX.. I � TYPICAL ANCHORS SEE ELEV. FOR SPACING Z 0 k O p WOOD RUCTURE 4' OC 0 G�� - s O�Coo8 w Oa�uz� � 7 lL iL N .,r � vZZ Q W 0 f g O N I 0 3 r 1/2' MAX. TYPICAL ANCHORS EV. C3 3 C n SHIMtF ACING d za z = v O > RUCTURE 0 v dpp r Z Ni N M O Z 12 �o W V m 1 F Eagr. dAVAD AHMAD PRODUCT REVISED f a o CIVIL as _.plyi% With &a Florida 8 Tv � FLA. PE C.AN.I 0592 D�dlding Coda J53B A=pisoce No E.m Dula N Gi6 nr mi ade ptMhKt droving no. �1 W04-19 •• Pat 2.940 .062 YR 1.750 1.250 750 --2.815 QQ FRAME HEAD MEETING RAIL VENT TOP RAIL FRAME JAMB .631 1 .135 1.093 .070 .598 VENT LATCH E.2�2 2 .70 - GLAZING BEAD 1.125 I .608 .078 1.153 .750 1-- VENT SIDE RAIL VENT BOTTOM RAIL 1 `2) FRAME SILL ITEM / PART / REQD. DESCRIPTION 1LATERIAL MANP./SUPPLIER/REMARKS 1 RSIOO-006 1 FRAME HEAD 6063-T6 - 2 RSIOO-007 1 FRAME SILL 6063-TB - 3 RSIDO-004 1 MEETING RAIL 6063-TB - 4 RSI00-OOIA 2 FRAME JAMB 6053-T6 - 5 RS100-003 1 VENT HEAD 6063-78 - 6 RSI00-006 1 VENT BOTTOM RAIL 6063-76 - 7 500Y-007 AS RE00. GLAZING BEAD 6063-T6 - g RSIOO-012 OPTIONAL HEM SNAP COVER ALUMINUM - 9 RSIOO-009 2 VENT SIDE RAIL 5063-To - 10 CHANNEL 2 VENT STOP 1-1/4'x 1-1/4' x 2-1/2' - - 12 W3323INK 4 WEATHER STRIPPING PILE (VENT JAMBS) - - 13 W33231W 1 WEATHER STRIPPING PRE (MEETING RAIL) - - 14 O-LON 1 Q-375 X 190 WHRE - - 15 V-033 1 WEATHER STRIPPING GASKET NEOPRENE SPONGE - 16 P-049 1 GLAZING INSERT RIGID PVC MELTPOINT 16A V-055 1 VINYL LAM, 91SUL GLASS PVC OUROMETER 75±5 SHORE A 17 P-020 2 VENT TOP GUIDE NYLON ATTACHED W/ IS X 3/8' FH SMS 18 P-022 2 VENT BOTTOM GUIDE NYLON - 19 P-035B 2 SPRING LOADED HANDICAP FINGER LOCK ALUMINUM 6' FROM EACH END 22 110 X 1' AS RE00. FRAME ASSY. SCREWS ST. STEEL P.H. PHL 23 2 1' X 1' X 4' I.G. FOAM PAD - - 24 2 ULTRA LIFT BALANCE / 23 x 30 LB - CADWELL 25 2 ULTRA UFT NON TILT BRACKET - - 26 - OPTIONAL SCREEN ALUMINUM - 27 RSIOO-025 AS READ. FLUSH MAPTER HEAD/SILL 6063-TG - 28 RSi00-029 AS REQ0. FLUSH ADAPTER JAMBS 6063-T8 - � 2.792-^j .9`1I` 2 .062 I .300 l� I� 2.697 -i FLUSH ADAPTER HEAD/SILL lctV CF QW i a d+00ry0 IL M 0 ~ a C Q dC 1 � '" ° n L4 � abma� -i .662 � F�:flaLL FENr: JAVM AHMM o CIVIL PRADUCT'RL•VISED a 2.792 rt FH:C'µ• ma 70592 . rplyips wish Lh6 Florida x .062 Hliiding Cods, 3' Aaeplmca No i �n,n �I F. 1TA110R Dale rim+ I � �. v` '8 7016 tTY drawing no. �.490 A4iain" ode Pteducl - W04-19 FLUSH ADAPTER JAMBS shun R 22 U 3 Z0 I o ", � N 0$Hh v'c urr+ papa Om Z a O fm Qa�i� N O O N C U a Q / to N A-0 N i 0ZU- A Sn.sR / o E . r> O VENT CORNER DETAIL `o Ki, ,0oe��8g �LL Dg RAD AHAND 1,RODUCTREVISED T •y g 2 I CML os complying with gte Flod& °i FIA. PE 1 70592 Rwlding Code e FRAME CORNERS DETAIL ��" nceemmatvnl5 051� } k - E><plration Date � � b r% 016 MiMt ado ►rodtn:t ea drowing no. W04-19 �'' sheet 8 of 6 MIAMI- MIAMI--DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315 2590 F (786) 315 2599 NOTICE OF ACCEPTANCE (NOA) www.mhmidade.eov/economy RC Home Showcase, Inc. 2970 NW 75" Avenue Miami, FL 33122 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County RER— Product Control Section to be used in Miami —Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami —Dade County Product Control Section (In Miami —Dade County) and/ or the AHJ (in areas other than Miami —Dade County) reserve the right to have this product or material tested for duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 11RD45" Single Outswing Aluminum Entrance Door — L.M.I. APPROVAL DOCUMENT: Drawing No. W11-11, titled "Series RD45 Alum. Entrance Door (L.M.I.)", sheets 01 through 05 of 05, dated 03/02/11 with revision "D" dated 09/22/15, prepared by Al—Farooq Corporation, signed and scaled by Javad Ahmad, P. E., bearing the Miami —Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small.Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. REVISION of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA No. 13-1112.07 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P. E. NOA No. 15-1007.03 MIAMI•DADE COUNTY Expiration Date: August 19, 2019 I Approval Date: May 19, 2016 Page 1 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS L. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 11-0421.03) 2. Drawing No. W11-11, titled "Series RD45 Alum Entrance Door (L.M.I.)", sheets 01 through 05 of 05, dated 03/02/11with revision "D" dated 09/22/15, prepared by Al— Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Side —Hinged Door Systems, per FBC 2411.3.2.1, TAS 202-94 and per AAMA 1304-02 along with marked —up drawings and installation diagram of single aluminum outswing door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6381, dated 12/17/10, witnessed and signed by Jorge A. Causo, P. E., signed and sealed dated 02/14/11 by reviewing engineer Marlin D. Brinson, P. E. (Submitted under previous NOA No. 11-0421.03) 1. B. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC Scn Edition (2014), prepared by Al—Farooq Corporation, dated 09/25/15, signed and sealed by Javad Ahmad,.P. E. 2. Glazing complies with ASTM E1300-04109 D. QUALITY ASSURANCE 1. Miami —wade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Interlayer" dated 06/25/15, expiring on 07/04/18. F. STATEMENTS 1. Statement letter of conformance, complying with FBC 2014, issued by AI—Farooq Corporation, dated 09/21/15, signed and sealed by Javad Ahmad, P. E. Jorge M. Plasencia, P. E. roduct Control Unit Supervisor NOA No. 15-1007.03 Expiration Date: August 19, 2019 Approval Date: May 19, 2016 E-1 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 2. Name changed to RC HOME SHOWCASE, INC. as registered in the Florida Department of State, Division of Corporation, Sunbiz document dated 10/11/13. (Submitted under previous NOA No.13-1112.07) 3. Asset purchase agreement dated 10/01/13, signed by Mr. Manuel A. Kronfle— Kozhaya, Mr. Henry F. Kronfle—Kozhaya, Mr. Raul Casares, Mr. Eusebio Paredes and Ms. Nancy Vias. (Submitted under previous NOA No. 13-IIIZ 07) 4. Statement letter of complying with the Sales - of Assets issued by RC Aluminum Industries, Inc., dated 10/30/2013, signed by Raul Casares, President. (Submitted under previous NOA No. 13-1112.07) 5. Department of State Certification of RC HOME SHOWCASE, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 10/11/13 and signed by T. Carter, the Secretary of State. (Submitted under previous NOA No.13-1112.07) 6. Department of State Certification of MANUHEN ENTERPRISES, LLC as a limited liability company, active and organized under the laws of the State of Florida, dated 08/22/13 and signed by N. Culligan, the Secretary of State. (Submitted under previous NOA No. I3-1112.07) 7. Laboratory compliance letter for Test Report No. FTL-6381, prepared by Fenestration Testing Laboratory, Inc., dated 12/17/10, witnessed and signed by Jorge A. Causo, P. E., signed and sealed dated 02/14/11 by reviewing engineer Marlin D. Brinson, P. E. (Submitted under previous NOA No. 11-0421.03) G. OTHERS 1. Notice of Acceptance No. 13-1112.07, issued to R.C. Aluminum Industries, Inc. for their Series "RD45 Single Aluminum Entrance Door — L.M.I.", approved on 12/26/13 and expiring on 08/19/19. Jorge M. Plasencia, P. E. P oduct Control Unit Supervisor NOA No. 15-1007.03 Expiration Date: August 19, 2019 Approval Date: May 19, 2016 E-2 1/4- HEAT STREN'D. (LASS By 'KOrarcy AT Americo, Inc: 1/4' HESTREN'D. GLASS SILICONE DOW CORNING 705 m i I \ DOOR [INC SEE CHI MAX. MAX. N0. OF FRAME FRAME HINGES MOTH BRIGHT PER LEAP 36' 3 42" 84' 3 48' 4 36' 3 42' 96' 4 48" 4 36' 4 1. 108' 4 4V 5 36" 4 42" 120' S 46" 5 ( A17 GTA2.ING DETAIL THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. SERIES RD45 ALUMINUM: OUTSWING ENTRANCE DOOR APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE (MULLED) COMBINATIONS OF FRENCH DOOR/FRENCH DOOR OR FRENCH DOOR WITH OTHER APPROVED DOOR TYPES IN MODULES OF TWO OR MORE DOORS USING MIAMI-DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM DOORS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. DOORS APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (5TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE 20NE (HVH2). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOAD$ TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT. NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE & ADOPTED STANDARDS. 4' MAX. SURFACE APPLIED FALSE MUNTINS MAY BE USED 48" 2 --- Al" \\ $10 / '. \\ 11 if -'m 34 3/8- D.L. OPG 44 3/8- MAX. LEAF WIDTH FRAME WIDTH — 3.625" LEAF HEIGHT = FRAME HEIGHT — 2.8125" TYPICAL ELEVATION MAX. FAAMB WIDTH MAX. FRAME HEIGHT HO. OF LOCIONG POINTS PER LEAF 3; 42' 46' 90' 4 4 5 36' 42' 48' 1 96" 4 5 5 36' 42' 48' 108' 4 5 6 36' 42' 45' 114' S S 6 36' 42' 41V 120" S 6 6 4 POINT 5 POINT 6 POINT !_ f-d. LOCK LOCK LOCK MAXIMUM DESIG�LOAD ATING = + 125.0PSF (FOR SIZES SHOWN,ALLER) — 125.0 PSF AS ALLOWED BY FO PRODUCT REVISED as complying with the Florida Building code NOA-No. 15-1007.03 NOTE' GLASS CAPACITIES ON THIS SHEET ARE Expiration Date 08/19/2019 BASED ON ASTM E1300-09 (3 SEC. GUSTS) By AND FLORIDA BUILDING COMMISSION Mlaml- • roduct contra (AAY 10 DECLARATORY STATEMENT DCA05-DEC-219 No. 2DR- 1 k ir •,�y_.� drawing no. �.I '��.� W11-11 TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING 2BY W CK 1BY WOOD BUCK OR SEE NOTE SHEET 1 STRUCTURE METAL STRUCTURE �� Z 3 ' EDGE DIST - e NOTE SHEET 1 EDGE OIST Q F 3'KSI:CANE, I 2 n Qi t-I �j A. iO n HORSTYPICAL Q ANCHORS SEE ELEVATIGNS ONS FOR SPACING yy�� PS FOR SPACING jl COUNTY APPROVEDI- MUMn-DAOE I I CLIPPED MULLION I SEE SEPARAT NOA I II II WOOD BUCKS AND METAL STRUCTURES NOT BY RC HOME SHOWCASE �� v s a MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM ANO TO THE BUILDING STRUCTURE. 0 O TRANSFER THEM � N u TYPICAL ANCHORS: SEE ELEV. FOR SPACING (Fu -13S KSL fy-137 KS) TYPICAL ANCHORS ; 1/4X 24HILTI CN(N INTO 2BY WOOD BUCKS OR WOOD STRUCTURES SEE ELEVATIONS FOR SPACING L ? p u N N M 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/JAMBS ) � o £ THRU 1BY BUCKS INTO CONC. OR MASONRY INTO CONCRETE (HEAD/JAMBS) ^ �} _ N g 1-1/4" MIN. EM13ED DIRECTLY INTO CONC. OR MASONRY E e 1-3/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) G� 1-3/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) OR SELF DRILLING SCREWS (GRADE 5 CRS) �,/4 DIA. TEKS INTO MIAMI-DARE COUNTY APPROVED MULLIONS (MIN. THK. INTO METAL STRUCTURES MIN.) STEEL : 1/8" THK36 KSI . MIN. (Fy = '� D K 8 ALUMINUM : 1/8" THK• MIN. (6063-T5 MIN.) TO BE PLATED OR PAINTED) c (STEEL IN CONTACT WITH ALUMINUM �Irel FDCE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. WOOD STRUCTURE = 1" MIN. N c a d m INTO INTO METAL STRUCTURE - 3/4" MIN. PRODUCT REVISED u o ° o R WOOD AT HEAD OR JAMBS SO - 0.55 MIN. as aamplying with the Florida Building CCodd• 1$•1007.03 u g e o 0 CONCRETE AT HFAD, SILL OR JAMBS fc 3000 PSI MIN. FILLED BLOCK AT JAMBS f'In = 2000 PSI MIN. NOA-No. j71LL11 I f7jA - Euplration Date 08/19/2019 C-00 GROUT �P----, SFAT ANTS: MI - NO 70582 o ^ ALL FRAME AND PANEL JOINT, INSTALLATION SCREWS AND = ; * _ { H 4 HEADS OF ANCHOR SCREWS AT SILL 70 BE SEALED WITH - no. WHITE/ALUM COLORED SILICONE. TATEOF drawing WEEPHOLES: WAY 10 201fi ��rrr�OP1A``aheet 2 of 5 NGIf W1 = 1/2" Dw. HOLES AT 4" FROM ENDS AND AT MIDSPMi. 11 PRODUCT REVISED PM cometyIng with the Florida Building Cade 15.1007.03 NOA-No. Expiration Date08/1912019 By MI Produet Contra WCHORS ;aJC v c R W U N LL U > ;ate <nNM10 1C) M q � U n 0z�„ M. R w1 m°:f a.701592 s ® TATE OF • �`� drawing no. .'�:' •. f<gmq�. W 11-11 , �. MAYY 10 U 2 6 '� p�RNII 1.0 `` sheet 3_of Z j1-31750 .125— AOO 1.625 A25 2.125 jl_ I I� E1 DOOR HEAD FRAME JAMB 500 r .052 I 1.844 .625 VERT. JAMB STOP (+ 1.875 II 1.375 .875 .070 .188 3,750 E2 FRAME SILL 500 1.540 { I 1.0100 n SHEAR BLOCK E4 TOP RAIL 4.209 .100 1.750 II .158l 4.125--�1 Ee HINGE STILE 4.209 .100 1.750I LOCK STILE 5) BOTTOM RAIL NUMBER READ. DESCRIPTION 1045-023 1 FRAME HEAD 1045-024 I FRAME SILL 1045-022 2 FRAME JAMB t045-004 1/LEAF TOP RAIL R045-021 1/ LEAF 80TTOM RAIL iD45-oo6 2 LFAF "NNE STILE 1D45-002 2 VERpI JAMB STOP R04S-010 AS REOD. INTERIOR GLAZING BEAD RD43-007 AS REOD. VERTICAL EXTERIOR GLAZINI R045-OI7A AS REGO. LOCK STILE W31421NK AS READ. WEATRERSTUIPPING - 2/ LITE 3116' x 3/4" a 4" SET* R045-M13 4/ LEAF HANDICAP OFFSEI H NOE A 6 X 1-1/4' LG. g X 2" LG. FULI X 3/4' LG. PHI -1/4' LG. PHL Y 1/0 FM MS MATERIAL MANP./SUPPGgR/RBNARXS 71� $005-75 6063-76 - Z o 0063-T6 - C ` 8053-76 6063-T5 0 6005-T5 8 6083-T6 - {u 1� 6063-T6 6063-T6 6005-T5 FROM ENDS EPDN DUROMETER 80l5 SHORE A O 6005-T5 SULLNAN h ASSOCIATES AlU►gNUM AT THRESHOLD y ALUMINUM - 'j 03 � � ALUMINUM - Q 0 F ALUMINUM - .� LOCK: (SEE LOCKING SCHEDULE SHEET 1) FLUSH MOUNT METALLIC MULTI POINT LOCK SYSTEM BY 'HOPPE! WITH SURFACE MOUNT LEVER TYPE HANDLE AT 36' FROM BOTTOM KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR. LOCK FASTENED TO LUCK SIDE USING (14) 16 X 1" FH SMS KEY OPERATOR FASTENED USING (1)) 12'/ 28 X •10S 7/6OH MS .184 O O 1.248 .875 0 4.250 gREVISED PRODUCT But ng Olodewith the Florida INTERIOR GLAZING 13EA0 0 0 NOMNo� 15-1007.03 Expiration Date 08119/2019 .552 .062 By Mia I- s Product on ro 4 ® 1.240 .875F143 EB I'l Ay VERT. EXT. GLAZING BEAD M4 HANDICAP OFFSET HINGE � Ur SCREWS g C Ti � 3 0 v -t - t -0 V) v u1 n 0 z t,. E2 x : E S O: tO : 70582 LTE OF drewing no. DOOR TOP CORNER 11 7 DOOR 8070M CORNER f 12-24 X : 112-2, "I" IFAF TOP CORNER IFAF BOTTOM CORNER PRODUCT REVISED as eomplyIn Building Cods gg with the Florida NOA-No. 15-1007.03 Expiration Da OSI19/2019 By Mia 6 r Product Control .70592 STATE OF r��/ � drowingo no. MAY 9 0 20 � SSioAI�� '�� ,-- -:— l MIAM I -DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT Or REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy RC Home Showcase, Inc. 2970 NW 70 Avenue Miami, FL 33122 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "CM100" Outswing Aluminum Casement Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W04-16, titled "CM100 Aluminum Casement Window (L.M.I.)", sheets 1 through 11 of 11, dated 03/01/04, with revision J dated 11/10/15, prepared by AI-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Section Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 13-1112.10 and consists of this page 1 and evidence pages E-1, E-2, E-3 and E 4 and Green Sustainable Attribute (G.S:A.) page G-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 15-0416.02 MIAWDADE COUNTY Expiration Date: July 29, 2019 • ' ' ' ! Approval Date: January 14, 2016 Page 1 A RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No.11-0932.06) 2. Drawing No. W04-16, titled "CM100 Aluminum Casement Window (L.M.I.)", sheets 1 through 11 of 11, dated 03/01/04, with revision J dated 11/10/15, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6439, dated 02/21/11, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No.11-0922.06) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Drop Load Test (400 Ft. Lb.), per ANSI Z97.1 along with marked -up drawings and installation diagram of an outswing aluminum Casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5867, dated 05/02/09, signed and sealed by Julio E. Gonzalez, P. E. (Submitted under NOA No.10-0426.09) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of aluminum casement window, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-03-1346, dated 09/16/03, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted tinder NOA No. 06-1130.01) /Ujjj II)Q,4 Mande-] Pe z, .E. Product Control E a ner NOA No. 15-0 16.02 Expiration Date: July 29, 2019 Approval Date: January 14, 2016 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of aluminum casement window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-03-1848, dated 09/17/03, HETI-03-1856, dated 09/17/03 and HETI-03-1859, dated 01/16/04, all signed and sealed by Rafael E. Droz-Sella, P.E. (Submitted under NOA No. 06-1130.01) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1 and TAS 202-94 along with marked -up drawings and installation diagram of aluminum casement window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-03-1350, dated 10/14/03 and HETI-03-1344, dated 09/12/03, all signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 06-1130.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 51n Edition (2014), dated 03/31/15 and 11/090/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. ' Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. mnCol er z,P.E. (� Product ContE miner NOA No. 5.0416.02 Expiration Date: July 29, 2019 Approval Date: January 14, 2016 E-2 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC 5"' Edition (2014), and of no financial interest, dated March 31, 2015, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letters for Test Report No. FTL-6439, dated 02/21/11, issued by Fenestration Testing Laboratory, Inc., signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No.11-0922.06) 3. Laboratory compliance letters for Test Report No. FTL-5867, dated 05/02/09, issued by Fenestration Testing Laboratory, Inc., signed and sealed by Julio E. Gonzalez, P. E. (Submitted under NOA No. 10-0426.09) 4. Laboratory compliance letters for Test Reports No. HETI-03-1346, dated 09/16/03, HETI-03-1848, dated 09/17/03, HETI-03-1856, dated 09/17/03, HETI-03-1859, dated 01/16/04, HETI-03-1350, dated 10/14/03 and HETI-03-1344, dated 09/12/03, issued by Hurricane Engineering & Testing, Inc., all signed and sealed by Rafael E. Dtoz-Seda, P. E. (Submitted under NOA No. 06-1130.01) G. OTHERS 1. Notice of Acceptance No. 13-1112.10, issued to RC Home Showcase, Inc. for their Series 11CM100" Outswing Aluminum Casement Window - L.M.I., approved on 12/26/13 and expiring on 07/29/19. 2. Simulation Performance, Solar Heat Gain Coefficient, Visible Transmittance, & Condensation Resistance Calculation Report on: 1) NFRC 100-2004 "Procedure for Determining Fenestration Product U Factors" 2) NFRC 200-2004 "Procedure for Determining Fenestration Product Solar Heat Gain Coefficient and Visible Transmittance at Normal Incidence" 3) NFRC 500-2004 "Procedure for Determining Fenestration Product Condensation Resistance Values" Using computer simulation in accordance with NFRC: Frame and Edge Modeling: THERM 5.x, / WINDOW 5.x NFRC Simulation Manual (Approved at test date), of a RC Aluminum Series 11CM100" outswing casement aluminum prime window, along with attached drawings and bill of materials included in Appendix A, marked —up by National Certified Testing Laboratories, Test Report No. NCTL-110-12449.01, pages 01 through 07 of 07, dated 11/12/09, signed by Richard A. McVicker III, Simulator, and Steven H. Coble, NFRC Accredited Simulator, Simulator —In —Responsible --Charge. DAZ&X )-01 Manuel P— - — ez P.E. Product Control x finer NOA No. 15.0416.02 Expiration Date: July 29, 2019 Approval Date: January 14, 2016 E-3 RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED G. OTHERS (CONTINUED) 3. NFRC 102-2004 Thermal Performance Test Report on: 1) NFRC 102-2004 "Test- Procedure for Measuring the Steady State Thermal Transmittance of Fenestration Systems" Test report of a series RC Aluminum's Series "CM100" Outswing Aluminum Casement Prime Window with Low E and Argon, along with submittal component drawings, with applicable part numbers, manufacturing and modeling details included in Appendix A, marked -up by National Certified Testing Laboratories, Test Report No. NCTL-110-12450-1, pages 1 through 4 of 4, dated 11/30/09, signed by Christian J. Mitchell, Technician, and Robert H. Zeiders, P. E., Vice —President Engineering & Quality Person —In —Responsible Charge. 4. Recycled Content Determination Report on: Name: Casement Window, CM100 Raw Material: Aluminum Including letter from Fundiciones Industriales S.A. (FISA) dated 03/22/10, certifying that the extruded aluminum products contained 30% recycled scrap material, signed by Henry Kronfle, Vice —President. Manue er z, P.E. Product Cont of E miner NOA No. .0416.02 Expiration Date: July 29, 2019 Approval Date: January 14, 2016 E-4 t t RC Home Showcase, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED GREEN SUSTAINABLE ATTRIBUTES (GSA) SCOPE: This document is solely for the purpose of verification of Sustainable Attributes of constinietion materials. The documentation submitted has been reviewed by Miami —Dade County Product Control. ..... — G:Ri :RECY LED CbNTENT:I B 4ASEAMATERUII. / RAPIDS,Y',E MATEM.. = .:.... Component Name % Recycled % Recycled at Disposal % Bio—based Material % Renewable Material Content at Manuf, 1. Window Aluminum 30% 100% NIA N/A 1D# Test Product Glazing Components: G.8: G.9: VT CR Report#: Number U—Factor SHGC Base line 000 5/32 CLR 240#2—SS—D ARG BRZ-1/8 090 PVB 1/8 0.62 0.19 0.19 17 Product — — — — — 1. - NCTL 110-12450-1 001 5/32 CLR 240#2—SS—D ARG BRZ-1/8 090 PVB 1/8 0.62 0.19 0.19 17 2. 002 5/32 CLR _240#2—SS—D ARG CLR-1/8 090 PVB 1/8 0.62 0.20 0.25 17 3. 003 5/32 CLR 2402—SS—D_ARG GRN-1/8 090 PVB 1/8 0.62 0.19 0.17 17 4, 004 5/32 CLR 240#2—SS—D ARG GRY-1/8 090 PVB 1/8 0.62 0.19 0.23 17 Component Name 1. Whole Window Legend Abbreviations: Description: SS—D Desiccant —Filled Stainless Steel Spacer 24092 Cardinal Low E 240 @ #2 Surface Typical ARG 90% Argon PVB 0.090" Poly Vinyl But al PVB interla er CLR Clear Glass BRZ Bronze Tint Glass GRN Green Tint Glass GRY Gray Tint Glass C -Value l ,94 G—1 YV Manuel ferz, P.E. Product ControIjUaminer NOA No.15.0416.02 Expiration Date: July 29, 2019 Approval Date: January 14 2016 CMI00 OPERATING/FIXE➢ ALUMINUM CASEMENT WINDOWS FOR FLANGE FRAME WINDOW CAPACITY SEE SHEETS 2 & 4. FOR FLUSH FRAME WINDOW CAPACITY SEE SHEETS 3 & 4. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (WHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON—METALUC AND NON —COMPRESSIBLE MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. APPROVAL APPLIES TO SINGLE VENT WINDOWS //y &\ OR DUAL VENT WINDOWS USING INTEGRAL { g IMPOST. \ \ / MULLION CAPACITY / FOR THIS OPTION ALSO TOP AND BOTTOM COMBINATIONS OF FIXED SEE SEPARATE AND CASEMENT WINDOWS USING STACKING / \ MUIINON NOA HEAD/SILL WITHOUT MULLION. ALSO TO SIDE BY SIDE COMBINATIONS- OF CASEMENT/FIXED, CASEMENT/CASEMENT OR WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS \ \ \ USING APPROVED MULLIONS. RATING OF FIXED WINDOWS UNDER SEPARATE NOA. g J i w e Or o c Z W W Q Z � CJ O a =iS .. N W ^ M m 0 ;j o =o0 _ R o_ o N 2 V �A 8o c R � o 0 Fn oaf THESE WINDOWS ARE RATED FOR LARGE &SMALL MISSILE IMPACT. c SHUTTERS ARE NOT REQUIRED. Engr. JAVAD AWMD PRODUCT REVISED i CML m —plying wilh the Fbdda ilA. PE / 10592 DaDdiag Cade t . C.A.N. 538 AcceptatKe No LrJ�«F� ADI s �' Rx 'rela Dax �19 i 0 11 ny �li;v,�;Z. r,.k Pradtny Ca drawing no. 11 201 W04-16 ahon 35 3/8' MAX. VENT WIDTH 30 1/8' MAX. j F O.L. �OPG. 8 � ia 1 K I N R 8 5/8' MAX. _t HEAD/SILL CORNERS SINGLE VENT WDW. 74• MAX. WINDOW MOTH 35 3/8" MAX- 35 3/8' MAX. AISE VENT WIDTH VENT WIDTH MUNTINS 30 1/8- MAX. 30 1/8' MAX MAY BE USED O.L/ � D.L. OPG. ,OPG. 8 � e 8 \\ IMPOST _ \ co 0 r 1 h I i. = iv O I1111 'I � \III �j B 1), / 6 \ i -E z o U v, 1 (a Z n > e 3 LLN 8 5/8' MAX. 3 ' 76 TWO ANCHORS 8 — MAX HEAD/SILL AT EACH SIDE OF IMPOST HEAD/SILL CORNERS nUAl VENT WDW, SEE CHART SHEET 4 CORNERS 35 3/8' MAX. VENT WIDTH 30 1/8' MO.- D.L. OPG. 8 / /e / B / MUW01 \ e\ 6 \ 35 3/8' MAX. VENT WIDTH 30 1/8' MAX. D.L. OPG. I /I' l I ;I Ij 1I II 1 \ LOCKING POINTS SEE CHARTS SIDE 0Y SIDE WDY S, ON SHEET 4 Trio ANCHORS AT EACH SIDE OF MULLION SEE CHART SHEET 4 DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 4. F"'°MvAHIRBVR0 FLANGE FRAME WINDOWS �a-mmyi with the Florid• Y I= TuµNE. r2 Building Code C ^A ' }• Acceplance No 1Jf�}IGvo�L yy 8xpireiion Cale �� i b 12015 Mimni eProdl,clC drawing no. W04-16 -E z o U v, 1 (a Z n > e 3 LLN 8 5/8' MAX. 3 ' 76 TWO ANCHORS 8 — MAX HEAD/SILL AT EACH SIDE OF IMPOST HEAD/SILL CORNERS nUAl VENT WDW, SEE CHART SHEET 4 CORNERS 35 3/8' MAX. VENT WIDTH 30 1/8' MO.- D.L. OPG. 8 / /e / B / MUW01 \ e\ 6 \ 35 3/8' MAX. VENT WIDTH 30 1/8' MAX. D.L. OPG. I /I' l I ;I Ij 1I II 1 \ LOCKING POINTS SEE CHARTS SIDE 0Y SIDE WDY S, ON SHEET 4 Trio ANCHORS AT EACH SIDE OF MULLION SEE CHART SHEET 4 DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 4. F"'°MvAHIRBVR0 FLANGE FRAME WINDOWS �a-mmyi with the Florid• Y I= TuµNE. r2 Building Code C ^A ' }• Acceplance No 1Jf�}IGvo�L yy 8xpireiion Cale �� i b 12015 Mimni eProdl,clC drawing no. W04-16 _ 37' MAX. 74' MAX. WINDOW WIDTH WINDOW WIDTH 35 3/8' MAY- 35 3/8' MAX. VENT WIDTH VENT WIDTH VENT WIDTH 30 1/8' MAX. tn� FALSBEE 30 1/8' MAX. 30 1/8' MAX. Ia D.L. OPC. iv z D.L. OPG. ' D.L. OPG. 1 I o Al \ u All 8 / e I / 7 GT+x x, a No 1li % II Z ri r \II I� 81 1;\ LLII 6 \ 8 y/ /lii $ OST I 2 � -,�'-1✓j--_-f __ ICII _ •'+ y� � � , II � II iiJi i4i 9 B i _ r= 3�`T 6 \ / tE V � V N N Y m Y lW x N 8 1/2-MAX. 5 3/4' MAX.6'J TWO ANCHORS HEAD/SILL HEAD/SILL HEAD/SILL AT EACH SIDE IMPOST CORNERS SINGLE VENT WOW. CORNERS Del AI VENT WDW. SEE CHART SHEEE T 4 5 3/4' MAX. I I 11 1 18 1/0MAX. 5 3/4' MAX. 37' MAX. WINDOW WIDTH 35 3/8' MAX. VENT WIDTH 30 1/8' MAX. O.L. OPG. Ai 37' MAX. �LL.� ICI WINDOW WIDTH I 35 3/8' MAX. VENT WIDTH Z J 30 1/8' k D.L OPG. f F ie fi �N 0 a O y 0 j 8 Q�i`�f i —r= _ 3 r I \ Z CNTF 13Y SIDE WDWS TWO ANCHORS AT EACH SIDE OF MULLION SEE CHART SHEET f a w Lfl L nu Q W ffii > LOCKING POINTS CHARTS LT N SEE ON SHEET 4 = x o Lie- 0 ;i v^) R o =o _ U of N DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER �C c�— CHARTS SHOWN ON SHEET 4. �--- 3 4 Engr. JAV PRODUCT REVISED FLUSH FRAME WINDOWS CML Iu—.,ply;ny wish the Flan& FlA PE Y AHMAD 0592 Bull Aing Code . C.AN. 5 Accepmnco No l5-c".,C M 1 B Inli nDaro ''. By m" I Produce Con drawing n0. 4J40YI15 W04-16 DESIGN LOAD CAPACITY - PSF SIDE BY SIDE SINGLE VENT WOWS. WINDOW DIMS. GLASS TYPES 'A' A: 'B' l X 9 MULL I X 4 MULL WIDTH (W) HEIGHT (4) Exr'(4) INf.(-) ENT.(+) INT.(-) 18-1/B" 24' 26-1/2" 30' 37• 42' 48' 53-1/8' 38-3/8' 50.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 30.0 80.0 80.0 80.0 50.0 80.0 19-1/8' 24' 26-1/2' 30• 37- 42' 48 . 53-1/a- 48- B0.0 80.0 80.0 50-0 80.0 80.0 80.0 80.0 B0.0 800 80.0 50.0 90.0 50.0 80.0 80.0 19-1/8' 24' 26-1/2' 30• 37' 4Y 48- 53-1/8" SO-5/8' 80.0 80.0 80.0 80.0 50.0 Bowl) $0.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 50.0 80.0 19-1/8' 24' 26-1/2' 30' 37' 42' �• 80.0 1 80.0 50.0 80.0 .0 6080.0 80.0 80.0 50.0 80.0 80.0 80.0 18-1/6' 24 26-1/2- 30• 37' 42' 63• 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 19-1/8' 24• 26-1/2• 30• 37 . 66' 80.0 80.0 80.0 80.0 60.0 80-0 80.0 80.0 80.0 BOA 19-1/8' 24' 26-1/2' 30' 37- 72" 80.0 80.0 80.0 80.0 80.0 BOA 80.0 600 72.8 $0.0 119-1 X 24" 26-1/2' 30' 37• 74-1/4' 00.0 80.0 80.0 80.0 80.0 80.0 7&4 80.0 659 80.0 DIRECTION OF VENT OPNG. OPTIONAL W W / 41'ION0N / / I MULLION TV10 ANCHORS AT EACH SIDE /OR XED WINDOW CASEMENT WINDOW FOR FIX. WOW. RATING SEE SEPARATE NOA NO. OF HINGES AT SASH 2 W KATsASH 2 3 3 3 DESIGN LOAD CAPACITY - PSF DUAL VENT WINDOWS GIA9S WINDOW DIMS. TYPE, 'A' k 'B' WIDTH (W) HEIGHT (H) IXf (+) 37' 48' 53-1/a- 60' 72" 74• 84" 96' 38-3/8- 80.0 80.0 80.0 80.0 80.0 _ 80.0 80.0 B0.0 48' 53-1/8" 60' 72' 50-5/8- 84' 96' 80.0 80.0 53-1/8..0 Go' 7Y.0 74'.0 Be.0 48j-8W.O-O .V .0 37'.0 48.0 53-1/8'.0 60' 72".0 74'.0 84'.0 .0 37'.0 1..053-1/8-.0.0.074"0.0 37- 48" 53-1/8- W. 72" 74' 72' 80.0 80.0 B0.0 B0.0 80.0 50.0 37• 48 53-1/8" 60so 7Y 74' 74-1/4' 80.0 80.0 300 80.0 80.0 NOTE: GLASS CAPACITIES ON THIS SHEET ARE EASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION nFCIARATORY STATEMENT DCA05-DEC-219 T1Y0 ANCHORS AT FACH SIDE . OF WIF GES SASH 23 DESIGN LOAD CAPACITY - PSF SINGLE VENT WINDOWS CLASS TYPE WINDOW DIMS. 'A' h 'B' WIDTH (W) HEIGHT (H) EXT.(4) INf.(-) 19-1/8" 80.0 24• 50.0 26-1/2' 80.0 Jo 800 37' 80.0 42 W-0 48• 80.0 53-1/8. 60.0 19-1/B' 60.0 24' 80.0 26-1/2' 80A 30' 50-5/8- B0.0 37' 80.0 42" 80.0 48' 80.0 24' -1 26-1/2• 80.0 80.0 30' 6o' 37' 80.0 42• BLO 19-1/6" Bob 24' 80.0 26-1/2' _ $0.0 80_0 30' 37• 80.0 42' 30.0 19-1/e' 80.0 24' BO.O 26-1/2- 66" 80.0 .30 80.0 37' 80.0 19-I/6" BOX 24' 80.0 26-1/2' 72- 80.f �• Box 37' B0.( 19-1/8" BOA 24- 8OA 26-1/2' 74-1/4' 801 30' 80. FLANGE AND FLUSH FRAME WINDOWS Z p 3 J WIL / / K \'• O x a \ i \ / / - 00•<Qp 0O�E \ \ LLz 41 W 3 a / 8 $. W W � U W > 9 \ W m3j� o I o o U a LL'N f n � a i NO. OF NO. OF WOW. HEIGHT KEEPERS HINGES UPTO AT SASH AT SASH 42' 2 2 74-1 4- 3 3 gr: JAVAD AHIAAD PRODUCE REVISED CML a o,,u0yin[Whhkw Fkd" i 1e_ FIA. PE 0592 BuildiAvd.Prftcci c I a CAN. Acap E ilT ByMiamdrawing no. 0/ 117.015 W04-16 HEAT STREN'D GLASS 090' Intertayer Butocite PVB BY 0 'Kuroray America, Inc.' 090' Interloyer SentryGlae By 'Kurarcy Amer", Inc.' 1/8' HEAT STREWD GLASS SILICONE FDOW CORNING 795 z i e 2 S VENT GLASS TYPE 'A' HEAT STREN'0 GLASS ' TEMP. GLASS 1/4" AIR SPACE 1/8' HEAT STREN'D GLASS 090' Inlerlger Butocita PVB 0 'Kuroray Americo, Inc.' 090' Inlerlayer SenlryGlae By 'Kuroray Americo, Inc.' O ['FDOWSILICONE CORNINC 95U55 O_ Z 3 VENT FIX. LITE GLASS TYPE 'B' GLAZING OPTIONS NOTE: IN ORDER TO QUALIFY FOR SMALL MISSILE IMPACT RATING EXTERIOR PLY OF GLASS TYPE 'B' MUST BE TEMPERED. z :o FIX. LITE 795 795 Engr. ,I g AW AD PRODUCT REVISED Tp1 a c CML ., mPlyinSwilh0w Florid- d FIA. PE 170592 Building Code 1 d6 C.AN. 538 ACCCPIenCet`1a• B ira' Dslo Miami adc Praducl drawing no. W04-16 TYPICAL ANCHORS TYPICAL. ANCHORS SEE ELEV. SHEET 2 RE EET 2 FOR SPACING ley WOOD BUCK EDGE GIST. • e e. . (., r a j 0 II mm-OADE COUNTY APPROVI MULLION & MUwON ANCHOR SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. SHEET 3- FOR SPACING EDGE 2 W000 OR WO RU Al TYPICAL. ANCHORS SEE ELEV. SHEET 3 FOR SPACNG 2 F7 WOOD BUCKS AND METAL STRUCTURE NOT BY RC HOME SHOWCASE MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM u� m i AND TRANSFER THEM TO THE BUILDING STRUCTURE. o 3 J Z n a 0 TYPICAL ANCHORS: SEE ELEV. FOR SPACING f' 1 /4" p ULTR�ON�FLGO" p ULTR�O��FI CO' (Fu-177 KSI. Fy-153 K51) iQQQ ii�GG 3 1/41/4" HILTI��K-00�-00� (Fu-i38 KSI. Fy=137 KSI) INTO 28Y WOOD BUCKS OR WOOD STRUCTURES a c 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/SILL/JAMBS) 39 N v=i THRU 18Y BUCKS INTO CONC. OR MASONRY V e1 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) C o a x n —ll 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) Q DIRECTLY INTO CONC. OR MASONRY 1-3/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) METAL 1-3/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) J ; rSTRUCTURE , DLd TEKS OR SELF DRILLING SCREWS (GRADE 5 CRS) a INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.)ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)E u(nz) w cuc OR SELF DRILLNRSCREWS (GADE 2 CRS)INTO MIAMI-DARE COUNTY APPROVED MULLIONS (MIN. THK.= 1/8 z n m (NO SHIM SPACE) w Typeset Fnr.F DISTANCE 3a INTO CONCRETE AND MASONRY - 2-1/2" MIN. z V) in M N NTO WOOD STRUCTURE = 1" MIN. w m INTO METAL STRUCTURE = 3/4" MIN. Q z ^ WOOD AT HEAD, SILL OR JAMBS SG a 0.55 MIN. AT HEAD, SILL OR JAMBS Ye = 3000 PSI MIN, %3: oCONCRETE C-90 GROUT FILLED BLOCK AT JAMBS I'm - 2000 PSI MIN. N + SEALANTS: FT� ALL FRAME AND VENT CORNERS SEALED WITH JOINT SEALANT. ANOR YPICASEE I CH2 OR SPACING V i 30 TYPICAL ANCHORS 2 SEE ELEV. SHEET 3 21 FOR SPACING 19 iffy WOOD BUCK I 21 2 WEEP SLOT AT EACH EN0 Ai I "SEE ELEV.CAL SWEET 2 �_.. D n SEEIELLEV�EEET v ' FOR SPACING 2 EDGE DIST. EDGE DIST^ FOR SPACING EDGE DMT. i MVAD AM PRODUCT REVISED •1 2 gr. CML ffi complying wish On Florida t FIA. PE 70592 Building Code ,! CAN. �S AcccpWrce No S Bxphation Date $ b By Mwn' Product Con drawing no. V I. ?. 201 W04-16 F SINGLE VENT WINDOWS TYPICAL ANCHORS SEE ELEV. SHEET 3 FOR SPACING C' 1 D •� 3/8' MAX. SHIM SW45 METAL STRUCTURE z TYPICAL ANCHORS SEE Elul. SHEET 3 FOR SPACING 0 ° ADAPTER Fi ONLY B 5w5�� • tl • n. Ergr. JAYAD AHIMD CML FIA. PE Y 7059Z C.AN. 38 1 21 2015 z 0 ILI 0 ti 7 agig a 04ao 0 ""I I aj;° 16 9 PRODUCT REVISED as cornplYina with me FbridA 3 OZ_ 411-1- ucPwiO nq no. 4-16 2B , �1 " BI1CK 1-/4',,SF-IIM \ OR 1 r�nn. WOODSf CiVRE � SEE ELEV. FOR SPACNG I k I� MS v.. WOOO BUCKS SIDE BY SIDE WINDOWS IM PRODUCT REVISED u mngdyin6 wilh the Florid Uildk�$Cde Accepwr N01 QRy Miami )ede Product M v� Z 0 F' 0- Igo a g68 0:2 m IM jum � o drawing 00. W04-16 L i e. �- � 0 � ZJZ a 0U a �o TYPICAL ANCHORS g L Q C g SEE ELEV. SHEET 2 C FOR SPACING 1/4' MAX. Q �; SHWSO- N jlsa�a � 5 0 N I N 1 3/4'. - z - - - - W W 5 W uIBYy� WOOD BUCKS _ = N H [n h WINDOW WIDTH 0 Z' a 0 TYPICAL ANCHORS On v SEE ELEV. SHEET 3 R SPACING,N. FO 1/2' MAX. (^-- . SHIMS L I II I I I I I n N1 I Iryl I I AIgI 2'MIN. m�arc kT FUTSH ADAPTER. _-_- ONLY'. of non., omos o 1BY dcuz_ WOOD BUCKS Engr. JAVAD AHMAD PRODUCTRHVISED •c i Cm m cnnlplyina wish the Flmida FLA. PE 170592 Bnildi%Code �. C.A.M. 3538 Aa pl— No .WZ •• S 4R iwli-Dec. $ Y By Miami a& c1 nl drawing no. 1120 5 woa—i s r-2.028� •562 .062 1. 2.685 .090 L 1.885 �1.938 875 1.375 L .062 88 1.828 .062 TYP. 2.525 .078 1.399 1.9D6 F -.978 � �-1.738 2 FRAME HEAD/SILL 4 HORIZ. IMPOSE 1.704 ,9 VENT STILE C F 3A 2.5.562 -8.124 .181 2.000 H2. W. NP •062 1.708 F.14, .j' 625 1.250 2.500 L] in FRAME JAMB t3 VERT. IMPOST .750 j- I 062 1YP 2.000 1-2000-1 .082 1.175 -T �I 2.500 L.500 .875 L .875 1 312 "2.5.00---�� 2.125 3 FRAME JAMB (FIX.) O FRAME HEAD/SILL (FIX.) 20 CORNER KEY 1.203 .969 907 062 --j �.,,D .050 TYR I .875 � .734 'tea TYP. �I .912 I� U 9O GLASS STOP (FIX. M. GL.) 11 SNAP COVER (FIX. LAM. GL.) 5 JAMB ANCHOR CLIP 102 64 0P h- .050 TP. 871I5 25- 61 .969 .907 _ .5 9I� f0 .542 I .945- 12 .7318 GLASS STOP (FIX. LAM. INSUL GL) SNAP COVER (FIX. LAM. INSUL. GL.) 7 FRAME HINGE U1� 683 o 3 Z M1 j O �. 125 I• f N a 1.934 O c3 .062 Q r OCQOg LUSH ADAPTER HEAD/SILL LI. Z m p_ t -y .883 Q Z l l l u .125 = ul �' N 1.906 .062 3 r 0 I I z_ o L1.500 3 W W (/� Z Q W t� U FLUSH ADAPTER JAMB O a N r 2 n M .304--{ j� z W M P .062.469 0 !i N U GLAZING INSERT 22 RIGID PVC I II i I I I 1 IMPOST ANCHOR CLIP Engr: JAVAD WAD PRODUCT REVISED Cm as conydying wi91 Rle Florida M. PE f 70592 Building Code ♦ qq CAN. 3538 Acceplona No is-c I IO.�ii�-1 E pimlim Date -1 By Miani adc ro" V l l 2Q1`: Y q a r $H-o b -{•562r O .535 1.699 drawing no. L W04-16 sheet 10 oT 1_ («1 VENT HINGE f I L m qr: JAVAD All-D PRODUCT REVISED O rr q CML as canYAyiW wilh W Florida 1 � � flA PE 7a592 p�dldi� Code d �, cA rl. ncapuwe Mo I6.0416.02 By Mian Dade Pre uel drawing no. 2UI3 W04-16 U.S:MPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL 'MERGENCY MANAGEMENT AGENCY National l od Insurance Program Important: Read the instructions on pages 1-9 Ah SECTION A - PROPERTY INFORMATION Al. Building Owner's Name OLIVER SERVANT AND ANDREE STEPHANIE OMB No. 1660-0008 Expiration Date: July 31, 2015 FOR INSURANCE COMPANY USE Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number: I 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 10 BLOCK 202 DUNNING'S MIAMI SHORES EXTENSION No. 2 PB 41 PG 78 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25°52'17.70"N Long. 80°11'50.55'W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT 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) 1261 sq ft a) Square footage of attached garage 227 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade N/A .c) Total net area of flood openings in A8.b 1152 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 o •.. •.' ...... B1. NFIP Community Name & Community Number B2. County Name I. BZ.State '. • • •; • MIAMI SHORES 120652 MIAMI-DADE FL:.. • • B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood ••• 19 Base givod levationts) (ZortQ 12086C 0302 L 09/11/09 Effective/Revised Date Zone(s) AO, uSe base flood dep*# • 09/11/09 X ••!••! +"AN.G.V.D.. B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. • • • 0 • • • ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: • • . • B11. Indicate elevation datum used for BFE in Item 139: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source; •"• B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?•..0 ❑ %s ® No:..*.: Designation Date: N/A ❑ CBRS ❑ OPA • • . • • •. • SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. 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, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: # N-567 (MIAMI DADE) Vertical Datum: N.G.V.D 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) 10.4 ® feet ❑ meters b) Top of the next higher floor 12.29 ® feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ® feet ❑ meters d) Attached garage (top of slab) 10.37 ® feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 10.91 ® feet ❑ meters (Describe type of equipment and location in Comments) 0 Lowest adjacent (finished) grade next to building (LAG) 10.3 ® feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 10.4 ® feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. ® feet ❑ meters 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. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false 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 PLACE, ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No (J S Certifie Name RENE IGUESVIVES License Number 4327 ri E Title ROF LA RVEYOR Company Name ALVAREZ AIGUESVIVES AND ASSOCIATES. Address 57 SW 107 AVENU f'9A--City MIAMI State FL ZIP Code 33173 Signature Date )0/20/15 Telephone 305-385-0385 �s E MA/Form 086-03 /12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. I FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIL Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides,of this Elevatio Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C2.e) MACHINE ELEVATION REFER9 TO A/C UNIT PAD LOCATED ON LEFT SIDE OF THE HOUSE LATITUDE/r ITUDE TAI EED USING A GPS MAGELLAN MAESTRO 4210 BENCH K USED: -567 (MIAM; DADE), EL TION = 10.54 FT (N.G.V.D.) 15-21762 r Signature �! Date 10/20/15 SECTION E — BUIL NG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and 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 El—E4, 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).wG[Ahe lowest adjacent grade (LAG). 0 : rQp of bdttp�yfjoor (incl udirg basement, crawlspace, or enclosure) is [I feet [I meters El above or El below the HAG. • b) Top of bottom fjpor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. • For Building giA%r6prhs 6-9witltii" nanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor televation C2. yin the diagr@Wjj (;f the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3:. Aitaohed garage (top of slab),is. • El feet El meters El above or ❑ below the HAG. E4! Top of platform"?*chinettr.Vd/p? equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5• Zone AO only If.V flood dQptb"mber is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ••••0 _ ordinance? '[aW ❑ No• 0 *Unknown. The local official must certify this information in Section G. • SECT913I116r: PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owneP8r &*r's authorizedrepresentative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or ZoQaAOKn st sigrrg6e. The si:abA anis in Sections A, B, and E are correct to the best of my knowledge. Property Owner's of OwPaPs Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) 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 G8—G10. 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. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) 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 G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. 0 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: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number:' 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 10/20/15 sees sees.. .. .. sees.. sees.. sees sees.. • sees sees.. . • sees. sees.. .. .. .. . **sees sees.. • � e sees.. sees.. 000 e sees • e • 00 • BACK VIEW 10/20/15 JQL 6617 FEMA Form 086-0-33 (7/12) Replaces all previous editions. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAIEMERGENCY MANAGEMENT AGENCY National Floo'Irance Program146 Important: Read the instructions on pages 1-9 OMB No. 1660-0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION I FOR INSURANCE COMPANY USE Al. Building Owners Name OLIVER SERVANT AND ANDREE STEPHANIE SERVANT Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIC Number: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 10 BLOCK 202 DUNNING'S MIAMI SHORES EXTENSION No. 2 PB 41 PG 78 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25*52'17.70"N Long. 80°11'50.55'VV Horizontal Datum: ❑ NAD 1927 E NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT 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) 1261 sq ft a) Square footage of attached garage 227 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b 1152 sq in c) Total net area of flood openings in A9.b N/A sq in a) Engineered flood openings? ❑ Yes E No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATICN . • • • • • •. •. • • B1. NFIP Community Name & Community Number B2. County Name S% tete �•+�•: ++++;, MIAMI SHORES 120652 1 MIAMI-DADE ,Fl+•• _ B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood �•++E, Base titiedf evation(s (Zone 12086C 0302 L 09/11/09 Effective/Revised Date Zone(s) AO, use base flood dL tr700 09/11 /09 X : Tt/* t%.G. V. D • • • • • B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. "•'; • ❑ FIS Profile E FIRM ❑ Community Determined ❑ Other/Source: ; • �• B11. Indicate elevation datum used for BFE in Item B9: E NGVD 1929 ❑ NAVD 1988 ❑ Other/Sources • •••••• •••••• + B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?* • • 0 : ❑ Y%% . E No• • • • • • Designation Date: N/A ❑ CBRS ❑ OPA . • • • SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. 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/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: # N-567 (MIAMI DADE) Vertical Datum: N.G.V.D 1929 Indicate elevation datum used for the elevations in items a) through h) below. E 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) 10.4 E feet ❑ meters b) Top of the next higher floor 12.29 E feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. E feet ❑ meters d) Attached garage (top of slab) 10.37 E feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 10.91 E feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 10.3 E feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 10.4 E feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. E feet ❑ meters 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. I certify that the information on this Certificate represents my best efforts to interpret the data available. l understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. E 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? E Yes ❑ No Certifier's Name RE IGUESVIVES License Number 4327 -` Title PROF LA D S VEYOR Company Name ALVAREZ AIGUESVIVES AND ASSOCIATES. ` / Address 57 107 AV E #204 City MIAMI State FL ZIP Code 33173 Signatur Date-/7 10/20/15 Telephone 305-385-0385 b �DJ/Jl" FEMA FormC086;K33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 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: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elev�tion Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C2.e) MACHINERY ELEVATION REFERS TO A/C UNIT PAD LOCATED ON LEFT SIDE OF THE HOUSE LATITUDE/LONGITUD 'OBTAINED USING A GPS MAGELLAN MAESTRO 4210 B CHMARK USED # N-567 (MIAMI-DADE), ELEVATION = 10.54 FT (N.G.V.D.) 15-21762 Signature 1-,' 1'/1 / Date 10/20/15 SECTION E—)3UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El—E4, 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 arCl TtLe lowest adjacent grade (LAG). ...al Top of bottowofOoor (inclLorLg ba.Sement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. ' h) Top of bottom floor (includinga&asement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2.;; p6guilding"aWs;is 6-9 Mtn ptftranent 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).afOhe building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E_* • AltAlied garage (top of slab)*is • • El feet El meters El above or ❑ below the HAG. E, lip. if platfoVIi'o'f%chineryfacal/a of quipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5' .7.Qryp„AO only, Ifroflood depth n umber is available, is the top of the bottom floor elevated in accordance with the community's floodplain management �gr� "nce? *V`Las ElNo• F] 60nknown. The local official must certify this information in Section G. SECT;6N*F i PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The propeV owner or owner's auth a iized0epresentative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or ZOen �e Pk".must sign"6e. The sl r»ts in Sections A, B, and E are correct to the best of my knowledge. Property Owner's op Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) 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 G8—G10. 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. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued I 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 G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. f ELEVATION CERTIFICATE, page 3 Building Photographs i 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: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: 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 10/20/15 • YEwa, _. • • • • •••••• to to ••f•• •••• • • • 4 • • • f • • •••••• • • 666696 a• • BACK VIEW 10/20/15 a . .01 FEMA Form 086-0-33 (7/12) Replaces all previous editions. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood hxsurance Program Important: Read the Instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name OLIVER SERVANT AND ANDREE STEPHANIE SERVANT Policy Number: l A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number. 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 10 BLOCK 202 DUNNING'S MIAMI SHORES EXTENSION No. 2 PB 41 PG 78 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25"52'17.70'N Long. 80'11'50.55'W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number j 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) 12611 sq ft a) Square footage of attached garage 227 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b 1152 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 (D No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State MIAMI SHORES 120652 MIAMI-DADE FL 0090 84. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood • o". Base Flood Elevation(s) (Zane 12086C 0302 L 09/11/09 Effective/Revised Date Zone(s) 0 AO, us�A e:floo Pth1 e/iis9 • • D • • B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. • • • • • • :....: ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: . • • • •. ...:. • • .... . ..... B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source- • • • • : • • • B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? • • ❑ Y • No,,,,:, Designation Date: N/A [I CBRS [IOPA 0 •� SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) • ; • • •;. 000000 Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction* '..® ::inishedJ;Wtruction;"•'; `A new Elevation Certificate wi:l be required when construction of the building is complete. 9.6 • 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/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: # N-567 (MIAMI DADE) Vertical Datum: N.G.V.D 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. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support Check the measurement used. 10.4 ® feet ❑ meters 12.29 ® feet ❑ meters NIA. ® feet ❑ meters 10.37 ® feet ❑ meters 10.91 ® feet ❑ meters 10.3 ® feet ❑ meters 10.4 ® feet ❑ meters N/A. ® feet ❑ meters 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. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false 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 PLACE ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No SF AL Certifier's Name RENE AIGUESVIVES License Number 4327 HER= Title PROF LAND SURVEYOR Company Name ALVAREZ AIGUESVIVES AND ASSOCIATES. Address 5701 SW 107 AVENUE #204 City MIAMI State FL ZIP Code 33173 Signature Date 10/20/15 Telephone 305-385-0385 ELEVATION CERTIFICATE, page 2 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. Po,icy Number: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C2.e) MACHINERY ELEVATION REFERS TO A/C UNIT PAD LOCATED ON LEFT SIDE OF THE HOUSE LATITUDE/LONGITUDE OBTAINED USING A GPS MAGELLAN MAESTRO 4210 BENCHMARK USED: # N-567 (MIAMI-DADE), ELEVATION = 10.54 FT (N.G.V.D.) 15-21762 Signature Date 10/20/15 SECTION E —BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and 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 El—E4, 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 [I meters ❑ above or elow the HAG. 0000 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 ❑ at%ye or C] below4he HpG. .' E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with thecowwwnity's Wplain manages-hAt ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. ...:.. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIF'IL'ANON :...:. ' The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FSUA4esaed or carmunity-issued UFi)' or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. ..' ..' ' ..' .' ...... Property Owner's or Owner's Authorized Representative's Name • • • • • • • • Address City State . ZIP Cold? Signature Date Telephone • • Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) 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 G8—G10. 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. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I 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 G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. 4 '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: 17 NE 105TH STREET City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: 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 AS. If submitting more photographs than will fit on this page, use the Continuation Page. FRONT VIEW 10/20/15 •••••• •• •• •••••• •••• • • • • •• •• of• ••1••• • • • • • • • • • • • . • • • • • BACK VIEW 10/20/15 e • 'ELEVATION CERTIFICATE, page Building Photographs Continuation Page IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code FOR INSURANCE COMPANY USE Policy Number. Company NAIC Number. 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. •••• • • • • •••• •••••• • • • • • • • • •••••• •• •• •••••• • •••••• •••• • ••••• •••••• •• • ••••• • ••f••• • • • • • • • • • • •••••• • • • • • •• • �1 e I Building Comment Responses Reviewer: Ismael Naranjo 1 R: Explanation provided with architects signed and sealed letter within yellow envelope attached to plans 2R. Please see beam schedule, roof framing plan, and section 1 with new note on sheet S2.0, Also detail 18: New to Exist. Tie beam on sheet S4.0 and section 2 on sheet S5.0 to reflect new ' tie beam condtion. 3R. New signed and sealed report by engineer provided with yellow envelope attached to plans 4R. Third party engineer forensic inspection and certification for all required vertical reinforcement for project within yellow envelope attached to plans 5R. Concrete test reports are provided within yellow envelope attached to plans 6R. Grout test confirmed with third party engineer forensic inspection and certification for all required vertical reinforcement within yellow envelope attached to plans 7R. Letter from third party engineer for soil statement provided within yellow envelope attached to plans 8R. New soil compaction test provided by All State Engineering and Testing Consultants f".all lift and natural grade within envelope attached to • • • • • • • • • • • • yellow plans ...... . .. ....% .... .... . . 9R. Letter from third party engineer for soil statement provided within yellowl-jwglbpe aRt,,aghed •..•. to plans •••••• •• ..... .. .. . .. ...... . . . . ...... .. . ... . 1 1 OR. Explanation provided with architects signed and sealed letter within yellow envelope attached to plans 11 R. New soil compaction test provided by All State Engineering and Testing Consultants for foundation within yellow envelope attached to plans 12R. Termite Treatment for will be provided at later date when termite treatment company needs to go back before slabs are repaired from corrective work and selective demo work. 13R. Location of all vertical reinforcement not installed as required by original plans that is required to be installed under new revised plans is shown in columns schedule and foundation plan on sheet S1.0 14R. Detail 1/ S5.0 on sheet S5.0 has been change to reflect the correct new tie beam. New detail 11 on sheet S5.0 reflects foundation condition and also reflected at foundation plan on sheet S1.0 with wall section symbol. 15R. Change of elevation of slabs was reflected at floor plan on sheet A2.0. K LI Structural Comment Responses Reviewer: Blanco 2R. Report was certified with signed and seal letter by third party All State Engineer & Testing Consultants. Letter is attached to X-ray Report within yellow envelope attached to plans. 3R. Items A-J can be found on original structural calculations copy of first submittal to the City of Miami Shores Building Department, which is duplicated and attache to current revised plans with current revision pages in resubmittal. Item K: Beam on detail 4/S2.0 and 5/S2.0, which is currently corrected to 4/S4.0 and 5/S4.0 on sheet S4.0 is not connected to existing roof rafters by any means, thus not affecting existing roof diaphragm, thus not having any wind uplift. Beam is a replacement for a non load bearing wall that was removed (please see demolition sheet D1.0), which only carries the gravity load of the existing ceiling joist. New beam calculations are provided on page 15 of structural calculations. Item L: Can be found on new page 31 of new Diaphragm Shear Verification structural calculations. 4R. Two copies of structural calculations have signed and sealed and attached to current submitted plans 5R. Two copies of special inspector forms for soil compaction and special case: all epoxy dowel installtion have been fully executed and attached to current submitted plans. r r 6R. Please see beam schedule, roof framing plan, and section 1 with new note on sheet S2.0, Also detail 18: New to Exist. Tie beam on sheet S4.0 and section 2 on sheet S5.0 to reflect new tie beam condition. . .. .. ....... . ...... ... . 7R. Detail 1/ S5.0 on sheet S5.0 hag.begp;cllabgWote1Ied1he correct new tie beam. New detail 11 on sheet S5.0 reflects foundation condition and also reflected at foundation plan on sheet S1.0 with wall section symbol* ... . • • • • • • . . .. .... .. . ..... . .. . .... . . ... . E 8R. New detail 11 on sheet S5.0 reflects foundation condition and also reflected at foundation plan on sheet S1.0 with wall section symbol. 9R. Typo corrected at beam schedule on sheet S2.0 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • • ♦ • • • • • w • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • v u 4 A R C H I T E C T U R A L G R 0 U P Josue R. Cruz 5810 SW 14th Street MIAMI Florida 33137 305-772-5891 skinarch@bellsouth.net AR97047 Addition and Interior & Exterior Renovations, for Servat Residence •••• •• • 17 N E 105 Street • • Miami Shores, FL 33138 TAILPAGES: 30 • • • ,1 VIEW Page 1 of 30 2/27/16 Page 2 of 30 WIND LOADS .... ...... ••.... 00 MECAWind Version 2.1.1.0 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 2/27/2016 Project No. Company Name SKIN Designed By Address Description : SERVAT RESIDENCE City MIAMI Customer Name SERVAT State FLORIDA Proj Location : MIAMI SHORES, FLORIDA File Location: C:\PROJECTS\2 0 1 5\JOSUE CRUZ\SERVAT RESIDENCE\servat\CALCS\WIND LOADS.wnd 3 3;_2_:-3 Roof not shown ,5 1 1 1 51 4 �� a 3 i 2 3 3i 2 r3 '4VAS G:�ble Roof 7 < 6 =�_ 4� a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 4 ft Description Width Span Area Zone Max Min Max P Min P . 9009 • ft ft ft^2 GCp GCp psf psf•'• sees •••••• ----------------------------------------------------------------0--t .• . • ROOF TRUSS-1 2.00 13.00 56.3 1 0.35 -0.82 17.98 !-t64:t!t • •• •.••:• ROOF TRUSS-1 2.00 13.00 56.3 2 0.35 -1 .32 17.98 '-'5'1'.T 7 • • ROOF TRUSS-1 2.00 13.00 56.3 3 0.35 -2.15 17.98 •-�.'07 •••• : " ": ROOF TRUSS-1 2.00 13.00 56.3 2H 0.35 -2.20 16.00 -?4!67 �.•••' �•�� OPENING 10 2.50 4.00 10.0 4 1.00 -1.10 40.05 •-e43.45 •. 0 • • • ••••• OPENING 10 2.50 4.00 10.0 5 1.00 -1.40 40.05 •-.13•d'3 • • •.6 OPENING 15 3.00 5.00 15.0 4 0.97 -1.07 39.00 ebi;' 9 OPENING 15 3.00 5.00 15.0 5 0.97 -1.34 39.00 ;-51.:2 ' •� OPENING 20 3.33 6.00 20.0 4 0.95 -1.05 38.25 -41i64 :•••:• " '••• OPENING 20 3.33 6.00 20.0 5 0.95 -1.29 38.25 •-50.D2 ' • • MASONRY WALL .00 10.00 33.3 4 0.91 -1.01 36.92 *'40.'31 •••� 0 0 MASONRY WALL .00 10.00 33.3 5 0.91 -1.22 36.92 -47.36 •• Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 0.85 33.94 psf Page 3 of 30 2/27/16 MECAWind Version 2.1.1.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 www.mecaenterprises.com Date 2/27/2016 Project No. Company Name SKIN Designed By Address Description SERVAT RESIDENCE City MIAMI Customer Name SERVAT State FLORIDA Proj Location MIAMI SHORES, FLORIDA File Location: C:\PROJEC7S\2 0 1 5\JOSUE CRUZ\SERVAT RESIDENCE\servat\CALCS\WIND LOADS.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 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 = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof - 3.5 : 12 Slope of Roof(Theta) = 16.30 Deg Ht: Mean Roof Ht - 12.50 ft Type of Roof = Gabled RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 10.00 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 2159.00 ft^ 2 Bldg Length Along Ridge = 50.00 ft Bldg Width Across Ridge= 40.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft ++•• Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = ; 0..-9.3 �••••• •••••• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = •'0.89 •• , ' •••••• • •• • Gust Factor Summary •••**o Not a Flexible Structure use the Lessor of Gustl or Gust2 =�•.4.85 Voss: +... Table 26.11-1 Internal Pressure Coefficients for Buildings, **so" oee000 GCp�..+ ••:••. GCPi Internal Pressure Coefficient • = +f-5e18 :'• ' • ••••• •• •• oo Topographic Adjustment :";'; • •' 0.33*z • o =: .13 • 000*• Kzt (0.33*z): Topographic factor at elevation 0.33*z •': = •• •1.00... .+•••: • • Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mpn.: Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 40 ft wall L/B = 1.25 ph: Net Pressure at top of wall (windward + leeward) = 37.44 psf p0: Net Pressure at bottom of wall (windward + leeward) = 37.44 psf ps: Side wall pressure acting uniformly outward = .57 * ph = 21.16 psf pl: Leeward wall pressure acting uniformly outward = .35 * ph= 13.20 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.24 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.24 psf Page 4 of 30 2/27/16 MWFRS-Wall Pressures for Wind Normal to 50 ft wall L/B = 0.80 ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Ph 6 Wall Pressures Wind—> B See Table 27.6.1 h Plan Po Elevation •••• Net Wind Pressures on Roof (Table 27.6-2): •••••• •••••• ••• •• Exposure Adjustment Factor = ••••41.000; •••• Zone Load Casel Load Case2 •••••• • • • psf psf •••••• ---- ---------- ---------- 1 -32.09 7.70 ••�••: •• • ••�••• 2 -23.89 -8.80 •••••• 3 -36.05 .00 :••:•: • •• 4 -32.18 .00 • ' ;•••�• •..•:. 5 -26.37 .00 ; .•• • • Note: A value of 10' indicates that the zone/load case is not applicable. Page 5 of 30 2/27/16 Gabled Roof Roof Overhang Loads (Figure 27.6-3): Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Load Case 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 R()(7t ed iF, rt*cotirp rnrrt tnklp Zones I or .1 Pt Win(I Direction a.�rrrrrr0.- -24.07 psf -27.03 psf 5.78 psf .00 psf ...... . .. ...... .... ...... .... .... ..... .. .. . .. ...... Page 6 of 30 2/27/16 WOOD TRUSSES REACTIONS Page 7 of 30 ...... . .. ...... .... ...... .... .... ..... ..•..• : 2�1706 ...... Truss Reactions Calculation Sheet Sheet No.: Truss Roof 1 Slope= 3.5:12 Truss Spacing= 2 ft Calculated a= 4 ft Right Eave= 1 ft Left Eave 1 ft span= 13 ft Roof Pressures Regular roof At area 1= 34.11 psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf 1 (D= 0.283794 rad Vertical pressures Regular roof At area 1= 32.75 psf At area 2= 49.03 psf At area 3= 75.91 psf Eave or Overhang roof At area 1= - psf At area 2= 71.68 psf At area 3= - psf -1.5 L 8 L -1.5 Left Uplift Reaction= 777.62 Ibs Right Uplift Reaction= 777.62 Ibs Left Gravity Reaction= 825.00 Ibs Right Gravity Reaction= 825.00 Ibs ...... Truss Reactions Servat Page 8 of 30 Tru�,Q jWf 1 Truss Reactions Calculation Sheet Sheet No.: Girder Truss Roof 1 (2 ply) Slope= 3.5:12 Tributary Width= 3.5 ft Calculated a= 4 ft Right Eave= 1 ft Left Eave 1 ft span= 13 ft Roof Pressures Regular roof At area 1= 34.11 psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf 49.03 49.03 32.75 71.68 -1.5 8 Left Uplift Reaction= 1,360.83 Ibs Right Uplift Reaction= 1,360.83 Ibs Left Gravity Reaction= 1,443.75 Ibs Right Gravity Reaction= 1,443.75 Ibs (D= 0.283794 rad Vertical pressures Regular roof At area 1= 32.75 psf At area 2= 49.03 psf At area 3= 75.91 psf Eave or Overhang roof At area 1= - psf At area 2= 71.68 psf At area 3= - psf 49.03 11� sees • • • sees • lee e• • •e•• ..•. s • ••e• sees•• • sees.. of • ••• • • • Truss Reactions Servat Page 9 of 30 Girder Truss Roof I/JR,play) • • sees sees• • • sees• ••e ss • Truss Reactions Calculation Sheet Sheet No.: End Jacks Roof 1 (15= 0.283794 rad Slope= 3.5 :12 Vertical pressures Truss Spacing= 2 ft Regular roof Calculated a= 4 ft At area 1= 32.75 psf Eave= 1 ft At area 2= 49.03 psf Dist. from support to GT= 5 ft At area 3= 75.91 psf Eave or Overhang roof Roof Pressures At area 1= - psf Regular roof At area 2= 71.68 psf At area 1= 34.11 psf At area 3= - psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf I Uplift Reaction at A= 416.56 Ibs Uplift Reaction at B= 162.57 Ibs Gravity Reaction at A= 385.00 Ibs Gravity Reaction at B= 275.00 Ibs Page 10 of 30 . .... . . .... .. . .. . . . 000000 ..• . Truss Reactions Servat End JacM7FA(gof 1 Truss Reactions Calculation Sheet Sheet No.: Corner Jacks Roof 1 Slope= 3.5 :12 4>= 0.283794 rad Truss Spacing= 2 ft Vertical pressures Calculated a= 4 ft Regular roof Eave= 1 ft At area 1= 32.75 psf Dist. from support to GT= 5 ft At area 2= 49.03 psf A zone2= 8.75 sf At area 3= 75.91 psf A zone 3= 16 sf Eave or Overhang roof Roof Pressures At area 1= - psf Regular roof At area 2= 71.68 psf At area 1= 34.11 psf At area 3= - psf At area 2= 51.07 psf At area 3= 79.07 psf Eave or Overhang roof At area 1= - psf At area 2= 74.67 psf At area 3= - psf Uplift Reaction= 1,457.69 Ibs Gravity Reaction= 398.75 Ibs Truss Reactions Servat Page 11 of 30 Corner JacM-A(gof 1 :C WOOD LEDGER BEAM ANCHORING VERIFICATION Page 12 of 30 . . .... ...... ...... . .. ...... •••••• 2/2W1600 00000* • . . . CALCULATION SHEET Sheet No. Anchors Calculation D—eaffload Floor finish ROOF Trusses + superimposed= 20.00 psf Miscellaneous= 5.00 psf Total = 25.00 psf Live Load LL= 30 psf Total Load= 55.00 psf Span=j 13.00 Ift truss spacing=1 2.00 Ift Anchor Diameter= 3/4 No. of Members= 1 Member Nom. Thick= 3.00 Ledger Nom. Thickness= 2.50 Type of wood= SYP Z er end.= F--Reaction 830.00 per liner ft= 715.00 Zperpend. in in Ibs Ibs 2.50 2.50 x = Zperp.= 830.00 Ibs No. of anchors per linear ft= 0.86 max anchors spacing= 13.93 in Ledger Beam Anchoring Calculation Page 13 of 30 2/27/16 CEILING BEAMS AND JOISTS RE -LAYOUT WOOD DESIGN Page 14 of 30 • . . .... ••.... .• . •r . . .. . ...... . .. ...... • • . i .. 2/27/4 6 . 0 •. •• • •. Soso•• •....r • • • • • •Soso• ROOF WOOD BEAM CALCULATION Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf BEAM Sheet No. Dead Load / 16.25 psf Md= 3620.42 p-f Live Load / 10.00 psf Mw= 2227.95 p-f Span f 12.20 ft Mt= 5,848.37 p-f Tributary width/s acin = 11.98 ft = 5.85 kip-ft Moment Coeff 8.00 SYP No. 2, Fb (psi) 1,200.00 psi E (psi) 1,600,000.00 psi Smax= 50.86 inA3 Amax LL= 360.00 hmin req= 10.09 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 2 Lumber Nominal width= 2.00 in Ireq(LL)= 91.74 inA4 Resulting b= 3.00 in Ireq(K*DL+LL)= 166.27 inA4 Cd= 1.00 load durat. Cr-- 1.15 repetitive factor. hmin req= 8.73 in K for DL deflection = 0.50 hmin(net)= 10.09 in Areq= 16.44 inA2 hmin req= 5.48 o • in '... Results: �•.� .. 2 2 X 1 12.00 1•••• • • :1 Deflection Calculation for shorts an under Gravity Load Uwe.•"" E'=E*CM*Ct*Ci A= 5 * w * L4 : ' • •' • •' • •' E= 1,600,000.00 384 * V * I �••�.� • M- 1 • • Ct= 1 wL= 9.98 lb/in • • Ci= 1 L= 146.40 in E'= 1,600,000.00 1= 355.96 in AL limit L/360 h= 11.25 AL= 0.10 in < AL limit 0.41 b= 3 wD= 16.22 Win L= 146.40 in I= 355.96 in' Ap+L limit L/240 AD+AL= 0.28 in < Ap+L limit 0.61 WOOD BEAM DINING Page 15 of 30 2/27/16 ROOF WOOD BEAM CALCULATION Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 20.00 psf Total = 26.25 psf Live Load ATTIC= 10 psf Sheet No. Dead Load / 26.25 psf Md= 1246.88 p-f Live Load / 10.00 psf Mw= 475.00 p-f Span f) 10.00 ft Mt= 1,721.88 p-f Tributary width/s acin = 3.80 ft = 1.72 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 14.97 inA3 Amax LL= 360.00 hmin req= 5.47 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 2 Lumber Nominal width= 2.00 in Ireq(LL)= 16.03 inA4 Resulting b= 3.00 in Ireq(K*DL+LL)= 37.07 inA4 Cd= 1.00 load durat. Cr-- 1.15 repetitive factor. hmin req= 5.29 in K(for DL deflection)= 0.50 hmin(net)= 5.47 in Areq= 5.90 inA2 hmin req= 1.97 in Results: (2)1 2 X 1 6.00 1' J • Deflection Calculation for shorts an under Gravity Load E'=E*CM*Ct*Ci A= 5 * w* L* 6606 • 6 • E= 1,600,000.00 384 E I ...... . • • CM= 1 .. •. • .. Ct= 1 wL= 3.17 lb/in • C;= 1 L= 120.00 in • E'= 1,600,000.00 I= 41.59 in4 AL limit L/360 .. ... • •; h= 5.5 AL= 0.13 in < AL limit 0.33 b= 3 wD= 8.31 lb/in L= 120.00 in I= 41.59 in' AD+L limit L/240 AD+AL= 0.47 in < Ap+L limit 0.50 WOOD BEAM MASTER BATH Page 16 of 30 2/27/16 ROOF WOOD BEAM CALCULATION Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf BEAM Sheet No. Dead Load / 16.25 psf Md= 406.25 p-f Live Load /f 10.00 psf Mw= 250.00 p-f Span f 10.00 ft Mt= 656.25 p-f Tributary width/s acin = 2.00 ft = 0.66 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 5.71 in13 Amax LL= 360.00 hmin req= 4.78 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 8.44 in14 Resulting b= 1.50 in Ireq(K*DL+LL)= 15.29 inA4 Cd= 1.00 load durat. Cr=j 1.15 repetitive factor. hmin req= 4.96 in K for DL deflection = 0.50 hmin(net)= 4.96 in Areq= 2.25 inA2 hmin req= 1.50 in Results: Deflection Calculation for shorts an under Gravity Load ••"•• .... .... . . E'=E*CM*Ct*Ci A= 5 * w * L° .... .... ..... E= 1,600,000.00 384 * V * I CM= 1 .. .. . .. ...... • Ct= 1 wL= 1.67 lb/in : ....:. Ci= 1 L= 120.00 in ;.�..; •'. E'= 1,600,000.00 I= 20.80 in4 OL limit L/360 .. ... ' • h= 5.5 AL= 0.14 in < OL limit 0.33 b= 1.5 wD= 2.71 lb/in L= 120.00 in 1= 20.80 in' 4D+L limit L/240 4D+AL= 0.35 in < OD+Llimit 0.50 WOOD BEAM PORCH Page 17 of 30 2/27/16 ROOF WOOD BEAM CALCULATION Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 10.00 psf Total = 16.25 psf Live Load ATTIC= 10 psf DINING ROOM CEILING JOISTS Sheet No. Dead Load (p/9 16.25 psf Md= 297.85 p-f Live Load / 10.00 psf Mw= 183.29 p-f Span f 10.50 ft Mt= 481.14 p-f Tributary width/s acin = 1.33 ft = 0.48 kip-ft Moment Coeff 8.00 SYP No. 2, Fb(psi) 1,200.00 psi E(psi) 1,600,000.00 psi Smax= 4.18 inA3 Amax LL= 360.00 hmin req= 4.09 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 6.50 inA4 Resulting b= 1.50 in Ireq(K*DL+LL)= 11.77 inA4 Cd= 1.00 load durat. Cr=j 1.15 repetitive factor. hmin req= 4.55 in K(for DL deflection)= 0.50 hmin(net)= 4.55 in Areq= 1.57 inA2 hmin req= 1.05 in Results: J Deflection Calculation for shorts an under Gravity Load .... .... • • • • • • . . E'=E*CM*Ct*Ci A= 5 * w * L4 ....' '....' ..... E= 1,600,000.00 384 * E' * I CM= 1 .. .. . .. ...... • Ct= 1 1.11 lb/in wL= ....:. C = 1 L= 126.00 in • E'= 1,600,000.00 I= 20.80 in4 AL limit L/360 .. ... ' •; h= 5.5 AL= 0.11 in < ALlimit= 0.35 b= 1.5 wD= 1.80 Win L= 126.00 in I= 20.80 in' AD+L limit L/240 AD+AL= 0.29 in < AD+L limit 0.53 CEILING JOISTS DINING Page 18 of 30 2/27/16 t ROOF WOOD BEAM CALCULATION Sheet No. Load Calculation Dead Load Floor Finish Tiles= 0.00 psf Roof Structure WD Joists= 6.00 psf Sheathing= 0.25 psf Miscellaneous= 20.00 psf Total = 26.25 psf Live Load ATTIC= 10 psf EILING JOISTS Dead Load / 26.25 psf Md= 92.34 p-f Live Load / 10.00 psf Mw= 35.18 p-f Span (f) 4.60 ft Mt= 127.52 p-f Tributary width/s acin = 1.33 ft = 0.13 kip-ft Moment Coeff 8.00 SYP No. 2, Fb (psi) 1,200.00 psi E (psi) 1,600,000.00 psi Smax= 1.11 inA3 Amax LL= 360.00 hmin req= 2.11 in Amax DL+LL= 360.00 F'v si = 175.00 psi No. of members 1 Lumber Nominal width= 2.00 in Ireq(LL)= 0.55 inA4 Resulting b= 1.50 in Ireq(K*DL+LL)= 1.26 inA4 Cd= 1.00 load durat. Cr=j 1.15 repetitive factor. hmin req= 2.16 in K for DL deflection = 0.50 hmin(net)= 2.16 in Areq= 0.95 inA2 hmin req= 0.63 in Results: .' (1) 2 X 1 4.00 @ 16 • n. E'=E*CM*Ct*CI E= 1,600,000.00 CM= 1 Ct= 1 Ci= 1 E'= 1,600,000.00 h= 3.5 b= 1.5 Deflection Calculation for shorts an under Gravit Load • """ .... .... . . .. .. . .. ...... ' • wL= 1.11 lb/in • . • •.:. L= 55.20 in • • .. . ••• I= 5.36 in' AL L/360 limit AL= 0.02 in < AL limit 0.15 wD= 2.91 lb/in L= 55.20 in I= 5.36 in AD+L limit L/240 AD+AL= 0.06 in < AD+L Iim t 0.23 MASTER BATH CEILING JOISTS Page 19 of 30 2/27/16 ff Page 20 of 30 MASONRY DESIGN •••• . . •••• •••.•• .. • .. . ;•212PW • • • •••••• • • • • • • •••••• •• • ••••• • • • • 600000 • •••.•• • • • • • • •••••• r DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4. Western States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Design of a Reinforced Masonry Wall Using the 2005 MSJC ASD Code Wall Support: Simply Supported Wall Specified Load Components Load P (lb) e (in) W 1(psf) W2 (psf) L (lb/ft) h1 (in) Dead 0 0 0 0 0 0 Live 0 0 0 0 0 0 Soil 0 0 0 0 0 0 Fluid 0 0 0 0 0 0 Wind 0 0 47.36 47.36 0 0 Seismic 0 0 0 0 0 0 Roof 0 0 0 0 0 0 Rain 0 0 0 0 0 0 Snow 0 0 0 0 0 0 Load Reaction Components Load Rh (lb) Rv (lb) MT (lb -in) Rh (lb) Case Bottom Bottom Bottom Top Dead 0 426 0 -0 Live 0 0 0 -0 Soil 0 0 0 -0 Fluid 0 0 0 -0 Wind 236.8 0 0 236.8 Seismic 0 0 0 -0 Roof 0 0 0 -0 Rain 0 0 0 -0 Snow 0 0 0 -0 Section Forces at Bottom Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 426 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 0 236.8 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at H/4 h2 (in) 120 120 120 120 120 120 120 120 120 Page 21 of 30 2/27/16 M • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council 7Prjct:SERVA:T Name: SKIN NRY WALL DESIGN Date: 2-27-16 Page: Chkd: Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 319.5 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 5328 118.4 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at H/2 Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 213 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 7104 5.293e-006 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at 31-1/4 Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 106.5 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 5328 -118.4 0 0 Seismic 0 0 0 0 Roof 0 0 0 0 Rain 0 0 0 0 Snow 0 0 0 0 Section Forces at Top Load ML (lb -in) V (lb) P (lb) En (in) Dead 0 0 0 0 Live 0 0 0 0 Soil 0 0 0 0 Fluid 0 0 0 0 Wind 0.0006351-236.8 0 0 Seismic 0 0 0 0 0 Page 22 of 30 2/27/16 •]►1I: Prjct: SERVAT Topic: MASONRY WALL DESIGN Page: Roof 0 0 Rain 0 0 Snow 0 0 DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4. Western States Clay Product Association International Code Council Name: SKIN Date: 2-27-16 Chkd: 0 0 0 0 0 0 Quarter -Point Forces for Load Combinations Load Combination Comp 0 H/4 H/2 3H/4 H D M (lb -in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+L+Lr+S+R M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D + L + Lr + S + R + W M (lb -in) 0 5328 7104 5328 0.0006351 V (1b) 236.8 118.4 5.293e-006 -118.4 -236.8 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+L+Lr+S+R+E M(Ib-in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D + W M (lb -in) 0 5328 7104 5328 0.0006351 V (1b) 236.8 118.4 5.293e-006 -118.4 -236.8 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 0.9D + E M (Ib-in) 0 0 0 0 0 •�� V (Ib) 0 0 0 0 0• • P (1b) 383.4 287.6 191.7 45.86 • 0 E (in) 0 0 0 0" 0:•• .• D+L+Lr+S+R+H M(Ib-in) 0 0 0 Q..;.. 0 . V (Ib) 0 0 0 0 .... 0 .... P (Ib) 426 319.5 213 N6.5.0 0•.... • E (in) 0 0 0 0 ..... 0.. . D+L+Lr+S+R+F M(Ib-in) 0 0 0 Q.'..' 0: '..' V (Ib) 0 0 0 Q..... 0 P (Ib) 426 319.5 213 1p6.5 0. E (in) 0 0 0 Q 0;.."' D+ F M (lb -in) 0 0 0 6-.6 0••• - V (Ib) 0 0 0 0 0 '•: P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 D+ H M (lb -in) 0 0 0 0 0 V (Ib) 0 0 0 0 0 P (1b) 426 319.5 213 106.5 0 E (in) 0 0 0 0 0 Page 23 of 30 2127/16 0 • M DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4. Western States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Design of a Reinforced Masonry Wall with Out -of -Plane Loads Using the 2005 MSJC ASD Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight = 42.6 psf Type S Masonry cement / Air -entrained PCL Mortar, Coarse Grout CM Density = 115 pcf f'm = 1500 psi (Specified) Em = 900f-m = 1350000 psi Wall Design Details Thickness = 7.625 in. Height = 120 in. (Simply Supported Wall, Effective height = H) x = 3.813 in. #5 Bars, Fy = 60000.0 Reinforcement Spacing = 40 in. On -Center Wall Design Section Properties Ao = 142.6 in2 to = 1122 in4 So = 294.4 in3 Ro = 2.805 in The following design calculations are for the specified section forces Section Design Forces Used V = -14.21 Ib/ft (Specified) ML = 7078.43 lb-in./ft (Specified) P = 200.2 Ib/ft at e = 0 in (Specified) Computed Design Values Note: 1/3 stress increase was not used Effective Width = 40 in. Web Width = 8.313 in. on effective width Allowable Shearing Force = 828.4 Ib/ft The wall is adequate in shear Required As = 0.2529 in2 each reinforced cell (0.07588 in2/ft) OK d = 3.813 in. n = 21.48 kbalanced = 0.3092 Page 24 of 30 2/27116 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council FPrjct:SERVAT Name: SKIN MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: jbalanced = 0.8969 k = 0.2445 j = 0.9185 Pmax (Compression) = 4.848e+004 Ibs (1.455e+004 Ibs/ft) OK Pmax (Tension) = 7440 Ibs (2232 Ibs/ft) OK The wall has adequate capacity. Development and Splice Lengths for Longitudinal Reinforcement K = 3.1250 in. Required Development Length: Id = 25.17 in. Required Lap Splice Length: = 25.17 in. Some codes may require epoxy -coated reinforcement to have longer development and splice lengths. Page 25 of 30 2/27/16 r=SDESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY 'jlL k anThe National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1. )) Western States Clay Product Association International Code Council Prjct: SERVAT Name: SKIN Topic: MASONRY WALL DESIGN Date: 2-27-16 Page: Chkd: Reinforced Wall Interaction Diagram Using the 2005 MSJC ASD Code Masonry Unit Size = 8 in. (Partially grouted) Reinforcement Spacing = 40 in. Fy = 60 ksi fm' = 1500 psi As = 0.31 sq.in. x = 3.813 in. H = 120 in. (10 ft) Axial Compression, P (lbs/ft) 20000 18000 16000 14000 12000 10000 8000 6000 4000 2000 0 -2000 -4000 I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I I 1 1 I I I I I I 1 1 - ------- -I I 1 1 ------- ------------------- I I I I I I I I I I I I I 1 1 I I I I I 1 I 1 I I I I I 1 I I I I I 1 I 1 I I 1 I I I I I I 1 I I I I I 1 1 I 1 I I I � I I I I I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I L/ --'-- - -' - -T - - -' - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 I 1 I I I I I I I I I I 1 I \ I I I I I I 1 I I I I I I I I I I\ I I I I I I 1 I I I I I I I I I 1 I I I I 1 I \ I I I I I I I \ I I I I I 1 I I V I 1 1 1 I I I I I I I I I \ I I I I I I I I I I I I I \ I I I I I I 1 I I ----------- I I I I I I 1 I I I I I I I 1 I I 1 I I I I 1 I I I I I I 1 1 I I I I -2nnn -1 Fnn -1200 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - -------------------- -------'- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I I I I I i I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I • I I I I I I• I• I ••••/ I I I I I• •I • I I I I I •• I • I • I I I 1 •I I I I I I I I•••• I•• I • I I I I I • I/ • 1• I I I I I I 1 0 0 O'• • _ _I _ _ _ 1 _ • _ I I I I I• �•I • I I I I I I• / I • • I • I I I l i I •••••� � I I I � I• • 1 I I I I I• •I • I I I I I I I•• 1 • • R• I I I I I I I I • I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I 1 I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I -Rnn -400 n 4nn Rnn 120n 16M) Page 26 of 30 2nnn 2/27/16 I CONCRETE BEAM RETROFIT Page 27 of 30 . . .... ...... �2i2rils •••••• ••••�• • • I ,0 r CONCRETE BEAM RETROFIT Dining Room Loads: Roof: 55 psf Tributary width= 3 ft load= 165lb/ft Masonry wall: 3 psf h= 7 ft load= 21 lb/ft Beam: a= 8 __ b= 12 load=1 100 1b/ft Total Load= 1 286.00 Ib/ft Moment Calculation: Simple supported beam M=w"LA2/8 L= 7 ft M= 21.02 K-in Plates verification: fs= 36 ksi fallow= fs`0.60 fallow= 21.6 ksi Sreq= 0.97 inA3 Propose steel plate dimensions: thickness= 0.5 in height= 10 in S= 8.33 inA3 single plate number of plates 1.00 S. rovided= 8.33 inA3 S. rovided>Sre . Ok! . . • • .... ...... • • • • Reaction at Su orts ...... ' . .. ...... Use Hilti Kwik Bolt-3 Anchor Bolt, per hilti catalog 2011- pages 299 & 310 •.•• •••• :"": R= 1,001.00 Ibs '••.•• •••••• ••.•. Allow. bolt capacity in shear= 3.91 Kips, 5/8" diam, 5' embedment • • : • •; : • • 00000 Spacing adjustment factor= 1 for 9" spacing • • • • • • • • • 000000 Affected allow. bolt capacity in shear= 3.91 ;":': • •• (2) bolts allow capacity in shear= 7.82 > R, OK.' """ . . • • • • • ...... Hilti Kwik Bolt-3 Anchor Bolts Spacing • Total distributed load= 286.00 lb/ft Proposed bolt spacing= 0.75 ft Edge distance adjustment factor= 0.5 for 4.25" edge distance Affected allow. bolt capacity in shear= 1.96 kips Reaction per bolt= 0.21 kips Bolt capacity= 1.96 kips Proposed Spacing suffices demand, Ok Page 28 of 30 N11"i11 .p v Page 29 of 30 FOOTING VERIFICATION • • 00 y J 0 1 CAPLE CALCULATION SHEET Footing Calculation for Masonry Wall Footing Band Width= 12 in Wall Band Width= 12 in i. 1201 in 121 in m Sheet No Loads: Allowable Soil Bearing Capacity= 2000 psf Roof: 55 psf Tributary Width= 7 ft subtotal= 385.00lb/ft Tie Beam= 150.00 pcf b= 8.00 in h= 12.00 in subtotal= 100lb/ft Masonry Wall= 60 psf subtotal= 600lb/ft Footing= 150 pcf subtotal= 300lb/ft Total Load= 1,385.00 Ib/ft TotalLoad=j 1,385.00 Ilbs a owa a soileanng Pressure= 692.50 psf ` ca acit OKI .... .... ...... ...... . .. ...... .... .... . . .... .... ..... ...... .. . ..... .. .. . .. ...... . . . . ...... 692.50 psf • • • ), 24.00 in Masonry Footing CONTINUOUS FOOTING CALCULATION Page 30 of 30 2/27/16 DIAPHRAGM SHEAR VERIFICATION New Roof Addition (Plan View) 22.25' T T T T W= Lateral wind load W= 38.7 psf x (H/2) H= 10.5' W= 38.7 psf x (10.5/2) W= 38.7 psf x 5.25 = 203.175 Ib/ft R= 203.175 x 22.25' = 2260 Ibs 2 13' V= R = 25146.08 Ibs V= V = 2260 = 173.8462 /ft Value taken:ropi'. �••'•� ••••;• 13 13 Table 4.2A %dj.W�S, 008;*•:,• V all= 755 = 377.5 Ib/ft for : ."". ."". ...... • 2 .... .... 2" framing ..... • ...... .. . •.•• ..... 8d Nails ••�••� ...... To make value NDS 2012 6" nailing sliac1Q: ' '. compatiable with ASD SDPWS 2008 15/32" sheeting jconse omtK;e :0000: per 4.2.3 of SDPWS2008 00.0 ... . . of V all > V = OK Revision 02-01-2017 Revision Pg.31 r Table 4.2A Nominal Unit Shear Capacities for Wood -Frame Diaphragms Blocked Wood Structural Panel DiaphragmS1.2.3.4 Mirimm Fastener 1.1inmLm inmun Nominal Wdth Penetrationin Norriret of Neled Face Stwttrrtg Corrmcn Framing Pawl atAdj-aring Grade Nail Size Member Thickness Panel Edges 61oc:kng (in.) and Botrrdades (in.) in. 6d 1.1r4 5/16 2 3 8d 1.3A 3/8 L StrucwralI 3 10d 1-1& 15M 3 5/16 L 6d 1.1.4 3�8 --3 L 3 L Sheathing 3 7/16 L 3 and 8d 1-18 Sirgle-Floor 15A32 2 3 15R2 L 3 10d 1-1/2 7 10.02 3 A SEISMIC hbil Spacing (in.) at dapt-ragn bardaries (all cases). at cortirnrus panel edg?s parallelto load Cases 3 & 41 and at JI and a _s Cases 5 & 6 L- rL Rail Spacin3 fin. I at otherpanel a _s f Cases 1 2 3 & d b b Td V. C% V, Ca V. G. v, Ca fkipsAn.1 Of I fkipsAn.L._8 W An. ff I fkpsAn.1 OSB PLY OSB PLY OSB PLY OSB PLY 370 15 12 600 8.5 7.5 750 12 10 840 20 15 420 12 9.5 560 7D 6.0 840 95 8.6 950 17 13 54) 14 11 ilI Nll 7.5 1060 13 lu 120u 21 15 15i0 12 10 800 7.55 6.5 1200 10 9.0 1360 18 13 6 24 17 850 15 12 1280 20 15 1460 31 L 720 20 15 960 12 9.6 1440 16 13 1640 26 18 u all u tsru Y. -160 21 13 380 12 9.0 510 7D 6.0 760 10 8.0 860 17 12 r S 00 Ili 6.5 r U U 8.0 840 18 Y 420 10 8.0 560 56 5.0 840 8;5 7.0 950 14 10 u 15 a atiu s 9.5 1 U90 21 17 54D 12 9.5 720 76 6.0 1080 11 8.5 1220 18 12 U 14 10 6 $15 7.101 1010 12 9,5 1150 20 570 11 9.0 760 7D 6.0 1140 10 8.0 1290 17 12 54) 13 9.5 72) 75 6.5 1060 11 8.6 12CO 19 13 6CO 10 8.5 8l0 6 D 5.5 1200 9 D 7.5 1350 15 11 580 25 15 770 15 11 1150 21 14 1310 33 18 6M 21 14 860 12 9.5 1300 17 12 1470 28 16 M 21 14 S-0 13 9.5 1280 18 12 1430 28 17 720 17 12 960 10 8.0 1440 14 11 1640 24 15 -' 1. ITomb alurdishearcapactiesshallbeadjusted naccaedaeucewi4i42.3todetennau ASDallowableunashe acapacityandLRFD fut,oredunitresistance. For general m consMt»nrequiremerdssee 4.2b. Ferspecificnequuemeras,see42.7.lforwood strucwralpaneldiaplr %&ns. Set AppendixAforcomtnonmildimewions. z2. Fbrspecies andgadesofframingother t1unDouglas- Fir -Larch orSouthemPint, reduced nominal unit shear capacities shall be dew.rmimd by multipbIng the tabuhtednomatalunitshefacapacitybythe Specific Grac,ia}•Adjustmem Factor= (1-(0.5-G)),Aure G=Specific Gravity of theframaigbsnbexfromthe A1S(Tible 113.2A). Me Specific Gravity Adj%bqueVig4ctar !;It&U Wtbegv6at,er jpp 1. v 3. App artnt slue ar st.ffine ss w1ue s, G.•ate base dtm tLaibsli� ir�fraaau�waithtno vase eont,em.ltssthanorequalto194b�ii¢neoft�'bricat�manapa��st3itlessvahres for diapi+ragus c enstputed wi!h a W0 ,J441 3!pj?*p1%dbd:uj ]s . Wl%n 4-ply ycc5-ply plywood panels orcompositepanelsart used, G.vahms shalit ptnnitted to b e i ncre ase d by 1.2. w4. V&ere mo inure content of the frar k-atat,er than 19% a2 titne of fabrication, G.vabaesshtllbenwhipliedby0• ••i ••• ••: ••• L' • % • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Case t Loan Franany Mr7 M wont uws Ow*d Cacti 2 Block ' i uctd C R Case 5j 133001ng, it used T B WIND d I Spacial in. ap gn boundaries (all cases) at corti rLKx s panel edges parall d to I oad (Cases 3 & 41, and at all rel a _s t�sPs 5 & 6 L- Mil Spacing(in.)atetherpanel edges Cases 1 2 3 & 4 is I ti 4 a V. V. V� V. fr011 fDtfl frlfl 110 520 700 1050 1175 590 785 1175 1330 U Ge5 840 1120 1680 1890 895 11 au 17W L 1010 1345 2015 2295 476- �3� 530 703 1065 1205 1U LLU Ur r 590 785 1175 1 1330 t5 80 1345 1 526 755 1 1010 1510 1710 715 950 is 800 1065 1595 18D5 755 1010 1485 1680 840 1120 1680 1890 810 1080 1610 1835 910 1205 18201 2060 8P5 1190 17W 2045 1010 1345 2015 2A5 Cato 3 Case B � FromYV t".Or gnuous coned Joints WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants CONTRACTOR: PROJECT: Process No Rev 11-16-3035 LOCATION: 17 NE 105th St., Miami Shores, FL REPORT NO.: ORDER NO.: P.O.: PERMIT NO.: 1 17-1097 RESULTS OF TESTS: Laboratory Number: 1598 1599 1600 1601 Sample Number: 1 2 3 4 Specified Strength in 28 Days: 3,000 3,000 3,000 3,000 Location: East column East column (Top) Corner East footer North tie beam (Bottom) Condition of Core: Good Good Good Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 7.88 7.63 12.13 8.00 Core Length, as capped: (Inches) 5.50 5.50 5.50 5.50 Core Diameter: (Inches) 2.750 2.750 2.750 2.750 Core Area: (Sq. Inches) 5.94 5.94 5.94 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 03-16-17 03-16-17 03-16-17 Date Tested: 03-23-17 03-23-17 03-23-17 03-23-17 Age of Core: Curing Days: 7 7 7 7 Curing Method: Air Air Air Air Total Load: (lbs.) 31,455 24,863 12,945 19,873 Compressive Strength (PSI): 5,300 4,190 2,180 3,350 Length ----------- Ratio: Diameter 2.00:1 2.00:1 2.00:1 2.00:1 L/D Correction Factor: 1.00 1.00 1.00 1.00 Corrected Compressive Strength: (PSI) 5,300 4,190 2,180 3,350 Type of Fracture: Shear Shear Shear Shear Remarks: .... ...... All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation 000 •. C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive Strengths. • • • • • Load Direction: 1-Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Horizontal Plane as Placed •••••• •••• • • • • • • •••• • •• ••••• DRILLER: Luis Rodriguez Continued on tht'iolibwmg pages • • • • • TESTED BY: Thurston Lovett • • • • .. 0.• The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants CONTRACTOR: PROJECT: Process No Rev 11-16-3035 LOCATION: 17 NE 105th St., Miami Shores, FL REPORT NO.: ORDER NO.: P.O.: PERMIT NO.: 1 17-1097 RESULTS OF TESTS: Laboratory Number: 1602 1603 1604 1605 Sample Number: 5 6 7 8 Specified Strength in 28 Days: 3,000 3,000 3,000 3,000 Location: North footer below East tie beam above West Center column East tie beam above window door window Condition of Core: Good Good Good Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 14.50 8.13 7.75 8.00 Core Length, as capped: (Inches) 5.50 5.50 5.50 5.50 Core Diameter: (Inches) 2.750 2.750 2.750 2.750 Core Area: (Sq. Inches) 5.94 5.94 5.94 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 03-16-17 03-16-17 03-16-17 Date Tested: 03-23-17 03-23-17 03-23-17 03-23-17 Age of Core: Curing Days: 7 7 7 7 Curing Method: Air Air Air Air Total Load: (lbs.) 13,677 27,598 19,572 24,444 Compressive Strength (PSI): 2,300 4,650 3,290 4,120 Length ----------- Ratio: Diameter 2.00:1 2.00:1 2.00:1 2.00:1 L/D Correction Factor: 1.00 1.00 1.00 1.00 Corrected Compressive Strength: (PSI) 2,300 4,650 3,290 4,120 Type of Fracture: Shear Shear Shear Shear Remarks: •.•. • • 0000 All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation • • C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive Strengths. • • • • • • • • Load Direction: 1-Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Horizontal Plane as Placed so*:** • • • • • • • • • DRILLER: Luis Rodriguez Continued on tlfe�folfowing page TESTED BY: Thurston Lovett • • • • • •• • • •..so The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants CONTRACTOR: PROJECT: Process No Rev 11-16-3035 LOCATION: 17 NE 105th St., Miami Shores, FL RESULTS OF TESTS: Laboratory Number: 1606 Sample Number: 9 Specified Strength in 28 Days: 3,000 Location: North footer Center Condition of Core: Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 7.88 Core Length, as capped: (Inches) 5.50 Core Diameter: (Inches) 2.750 Core Area: (Sq. Inches) 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 Date Tested: 03-23-17 Age of Core: Curing Days: 7 Curing Method: Air Total Load: (lbs.) 12,751 Compressive Strength (PSI): 2,150 Length ----------- Ratio: Diameter 2.00:1 L/D Correction Factor: 1.00 Corrected Compressive Strength: (PSI) 2,150 Type of Fracture: Shear REPORT NO.: 1 ORDER NO.: 17-1097 P.O.: PERMIT NO.: Remarks: • • • • All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation • • • • C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive p60 •., • •••••• Load Direction: 1-Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to HoritoVj,Pg1.fi s ech "• • • • • • Respectf@ly sub tttgd, . • . • . M .. • E Qy;p INC..... DRILLER: Luis Rodriguez`' �� • • • . • • TESTED BY. Thurston Lovett 4� '.. Sip L� FLQ\ �,� Schuler, P.t., P.G. •..... . • ..•... 'Flop a License 1"o 4 15 • • • • The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 13'-0" '-4' L 2'-0' L r W-4" Fa"(40) 2'-0" V. L It r------------------i I S WF-24 FCtl S3 0 FCV I I I I I /- NEW 4- (MIN.) THICK (CONCRETE 4 AT SlA6 I MID OEPTH OXG 1OVER �6 Mil. • I VAPOR ON RVERWa N fUL SHALL BE COMPACTED IN 12- MAX DYERS TO FcT' I 1 —4J 95X OF STANDAIRD PROCTOR DENSITY TEST. OW)L F• I 7 FC 1 T IN I I� I I i FC41 ►k I P I 1 �---moo 1 h FC—I FC 1 _ _ F 1 2#4 REW. BARS 4 PLACED DNGONAL LY CENTERED 1+0 THE 1 I I 120 APART. wnH n 2' FROM CORNER. MOM W,,51NGFRTBR RATORIES INC. Professional Engineering & Testing 1820 N.E. 144w St., North Miami, F133181 PosRpNEp IN THE THIRD OF THE SLUE I •••• . •• • CLIENT: All State EnginearW % Testing: a a a :1 PROJECT: Process No. REri f-16-303- LOCATION: 17 NE I O5th ��.� My I Sbores FL W.O. 4: 17-1097 Page 49T .. . •a• W,,51NGFRTBR RATORIES INC. Professional Engineering & Testing 1820 N.E. 144w St., North Miami, F133181 PosRpNEp IN THE THIRD OF THE SLUE I •••• . •• • CLIENT: All State EnginearW % Testing: a a a :1 PROJECT: Process No. REri f-16-303- LOCATION: 17 NE I O5th ��.� My I Sbores FL W.O. 4: 17-1097 Page 49T .. . •a• , . ... . . . ... <iWv_miQi npifc I. HH&Ltl06! A E W(E M NDMOYmT ewl Y I,G0.d Male fmL x'f mIW k Rrt6 a xi HtlrIMS M NnK4 9Nl wtAr xl MM4 oepm6 FW E61em IXYPId6. 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FM rY �� JI`IE I�q1 WOOD HEADER DETAIL SIA 1'•1'-0' -- CD M9 agmw �Ke rmlw r r DgIK md�c im n5 N }q��' i rb1AN mL • Ilpum1t41ultd� YM) OF9Gf1 f%IF%S PfN AC0-10 oA NEW TO EXISTING WALL AND FOOTING DETAIL :m omox� r.,m,.,l 0 NEW REINFORCEMENT IN 3 EXIST. BLOCK WALL (TYP.) 51A 1' • 1'Q I�q1 WOOD HEADER DETAIL SIA 1'•1'-0' -- CD M9 agmw �Ke rmlw r r DgIK md�c im n5 N }q��' i rb1AN mL • Ilpum1t41ultd� YM) OF9Gf1 f%IF%S PfN AC0-10 oA NEW TO EXISTING WALL AND FOOTING DETAIL :m omox� r.,m,.,l 0 NEW REINFORCEMENT IN 3 EXIST. BLOCK WALL (TYP.) 51A 1' • 1'Q COLUMN SCHEDULE YV S � �H � �� f«e• • �we6 • r } e• , p `i. • ♦ !oo•r! rle.omur-rum aIL _ e'e IY •elf �'�• COIUHN NWES RerOgOpt. WWNG ,Mma e01Oc9pt u v � i-t LYII E n�ld d Ew OA Nm F COIM6 � eH.dmeen FC-I C-' COLUMN LAYOUT 5 FOUNDATION PLAN S1D 1N'•1'-0' WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 SOILS LABORATORY TEST REPORT PROCTOR TEST CLIENT: All State Engineering & Testing Consultants REPORT NO.: 1 PROJECT: Process No Rev 11-16-3035 ORDER NO: 17-1097 CONTRACTOR: PERMIT NO.: LOCATION: 17 NE 105th St., Miami Shores, FL P.O. NO.: Sampled By: Luis Rodriguez Date Sampled: 03-23-17 Tested By: Michael Major Date Tested: 03-27-17 Visual Soil Description: Dark Tan Rock with Sand Sample Location: In Place Material MOISTURE DENSITY RELATIONSHIP (PROCTOR) Lab No.: Test Specification Optimum Moisture Maximum Dry Density PCF 19058 "MODIFIED" PROCTOR, ASTM D 1557-B 6.5 130.5 MOISTURE DENSITY RELATIONSHIP TEST RESULTS AND GRAPH 131 128 5.5 I I I I I I I I 11 1 1 I I I I I I I I I I I I I I I I I I I I I I I - I I I I 1I I I I I I I I I I I I I I I I I I I I I I I I I_ I I I I I I I I I I I I I I_ _I_ L J _I_ I I I I I_ J _I_ L J_ I I I I I 7-1-r�--r�- I I I I I I 1 1 1 r I I I -1-r7 I I I I _ I -T- I I I _ _ I -r-T -rr I I I I _ 11 1 1 -i r-1-r I I I I I 1 1 1 1 -1-1-r-1- I I I I I I I I 1 _I_ L _l __ I I I 1 _I- L I I I I 1 I I I I I 11 1 1 I I I I I I I I I I I I I 7 I I I I -1-r _I_ -1- I I I I I -1 F I i _I_ I I I I I I I I 1 rr �--r I I I I 1 1 i -r I I I I I I -1-r I I I I I I I I 1 1 1 r-i- I I I I I I I I I I I 1I I I I I - I - r '1 - I -- I I I I I I I I I I I I I I I 1_I L1__L I I I I I I I__ I I I I I-I-L I I I I I I I_ I I I I _I_LJ J_ I I I I I I I I J_I_LJ __LJ_I_L I I I I I I I I I I I I I I I I LJ_1_ 1 I I I I I I J_1_LJ_ I I i l I I I I I I I I I I I I I I I I I I I I I 1 T-I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I 1I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I - I I I 6 6.5 7 7.5 8 8.5 9 MOISTURE CONTENT (PERCENT OF DRY WEIGHT) PARTICLE SIZE ANALYSIS Sieve Size: 3" 2 1/2" 2" 1 1/2" 1" 3/4" 1/2" 3/8" 24 % Passing 100.00 94.50 83.80 73.60 65.8r(. 51.20 Remarks: H 1 Using the Unified Soil Classification System, the following terminology and definitiorlgTri plie4 to d B) SAND C) SILT or CLAY C 1) COARSE SAND: Passing No. 4 sieve minus that passing the No. 10. `O••• •�,�V E� 2) MEDIUM SAND: Passing No. 10 Sieve minus that passing No. 40. n 3) FINE SAND: Passing No. 40 Sieve minus that passing No. 200. _� MCA. 347 C) SILT OR CLAY: % of soil passing the No. 200 sieve. • vrn:L • • -•••• ••••=• percentages o?Ae) GRAVEL •••••• lly submitle.&, • • • • • _ • • t Schuler, P.E., P.G. (License No. 34715 The original of this report was signed and sealed by the above Registered Professions h * dd►��ortf�rTce with Rule 61G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as A6-!on 1d&N1%roperty of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 - TELEPHONE: 305-944-3401 FACSIMILE: 305-949-8698 FIELD DENSITY TEST CLIENT: All State Engineering & Testing Consultants REPORT NO: 1 PAGE NO.: 1 of 1 PROJECT: Process No Rev 11-16-3035 ORDER NO.: 17-1097 P.O. #: CONTRACTOR: TEST DATE: 3/23/2017 PERMIT th PROJECT LOCATION: 17 NE 105th St., Miami Shores, FL TIME IN: 12:00 PM TIME OUT: 01:30 PM INSPECTOR: Luis Rodriguez Description of 19058- Dark Tan Rock with Sand PROCTOR SUMMARY OF Material: DENSITY TEST INFORMATION RESULTS Retest Dry Probe Optimum Max. Dry Percent Percent Lab Field Fill Field Test Location: of Moisture Density Depth Proctor Moisture Density Field Compaction Test No. Test # Lift Slab on grade addition area: Lab No % (PCF) (In.) Lab No. (%) (PCF) Compaction Requirement Status 705 1 F Southwest side of house 10.4 115.7 12 19058 6.5 130.5 88.7 95.0 FAILED 706 2 F Northwest side of house 11.2 114.3 12 19058 6.5 130.5 87.6 95.0 FAILED 707 3 F Trench at Northeast corner of addition 6.7 110.9 12 19058 6.5 130.5 85.0 95.0 FAILED Remarks: . •. • • • • •.• • .. ... .. . .... • • ••• • ••• • • . . .••. ..... ... • Field density lqt vps peri'prWed&in ewwrdrnce �th ASTM D 2922. This report is:ub4tted a: taJnfidsntia;propotty of the client. The original 4thisre`QF4was s;necl:ind eenled 'by the herein referenced Registered Engineer in (accordance with Rule 61G15 - 18.011 of Florida Administrative Code. No. 34Telliectfu ly WINGERTI �'. �Tp•fiE 8/6w� is a £ices er—, P.E., P.G. No. 34715 f T ViWINGERTER LABORATORIES INC. Engineering Testing and Inspection Service Established 1949 All State Engineering & Testing Consultants, Inc. Attention: Mr. Asad I. Siddiqui, AIA 12949 West Okeechobee Road, #C-4 Hialeah, Florida 33018 Services: Construction Review - Engineering Opinion Project: Servat Residence Addition Location: 17 N.E. 105`h Street Miami Shores, Miami -Dade County, Florida WLI W.O. No. 17-1097 Gentlemen: April 14, 2017 An addition and conversion of the attached garage for the above referenced single story residential building, constructed in 1940, has been undertaken. It is our understanding that All State Engineering & Testing Consultants, Inc. ("All State") had been performing construction inspections, and the Village of Miami Shores Building Department's Building Inspector requested a second opinion. At that time, Wingerter Laboratories, Inc. ("Wingerter") was retained to begin inspection work on March 7, 2017. We were provided with the design drawings prepared by Skin Architectural Group prepared in March 2016, and copies of the engineering and inspection X-rays (no report). On the first day Wingerter was on site, the contractor PDG Construction ("PDG") drilled a concrete core at the southwest corner of the addition with a handheld coring drill. Unfortunately, the X-ray of that location was misread, and the core cut three vertical rebars and a tie. Subsequently, the concrete core could not be tested with the inclusions present. All State sent a technician with a handheld drill and a core drill that was smaller than required. The work was postponed. Subsequently, on March 16, 2017, the Wingerter technician performed the nine concrete cores for testing. The Wingerter concrete cores were tested, and the results are attached. Concrete cores are known to have lower strengths when tested than concrete cylinders collected when concrete is plac cLand the cylinders cured and subsequently tested. ACI stipulates that acceptance is laased on the tm, gage .... • of at least three cores tested must reach at 85 percent of the design strength, wi h4o cores less Man • 75 percent of the design strength. The design drawings for this project specifie7. JJDQ psi concrete, • so the average would need to be between 2,550 (85%) and 2,250 psi (75%). Ak-concrete• c%es • exceeded the minimum requirements except for Core #3 at 2,180 psi and Core #9vt2,150 ps*i. S'nce 0.• these cores were obtained near the areas where the footings have been jackl*aTl0ered•(144 the ...... contractor requested three additional cores be obtained further away from the.dzed concrete. •. These new cores met the 85 percent rule and all exceeded the 75 percent strength. • :... :. • . . ...... 1820 N.E. 144" Street • North Miami, FL 33181 • (305) 944-3401 • 1-800-345-SOIL • Fax: (305) 949-86N: Broward: (954) 764-0472 • Dispatch Fax: (305) 949-1328 STEEL • CEMENT • CONCRETE • PAVEMENT INSPECTIONS • TEST BORINGS • SPECIFICATIONS • CONSULTATIONS Florida Certificate # F-614 Wingerter Laboratories, Inc. Project: Servat Residence Addition The reason the footing sections were removed was to correct an error in the layout of the footing, resulting in the wall not being centered on the footing. If the three areas are strengthened with adequate concrete (as tested), we find that the footing will meet Code. Bearing Statement A four inch diameter hand auger was used to verify that the design assumption of 2,000 psf bearing is correct to this site. The fill used under the concrete slab is a very good quality fill with a proctor of 130 pcf optimum compaction. Two holes were cut in the concrete slab with a jackhammer rather than a concrete saw, which resulted in compaction results of 85 to 89 percent, less than the 95 percent standard. Additionally, the wire mesh reinforcing was located at the bottom of the slab. The location of the wire mesh in the garage section is not significant since this part of the slab is almost 12 inches thick. The soil under the slab had less than one percent organics. Filled Cells and Columns The contractor assumed that the cells to be filled would fill up during the concrete placement in the tie beams. The attached drawing shows the location where the cells were not filled. The contractor has stated that he is willing to open the cell blocks that are not filled, fill them and bring the walls up to Code. The column that has damaged vertical rebar southwest column at the start of the addition. The tie beams have four bars near the bottom of the tie beam, so we recommend that the hurricane straps be extended eight inches from the top of the tie beam. With the approval of the Engineer of Record, we recommend allowing the contractor to complete the construction. We appreciate this opportunity to be of service to you during this phase of the project. If you have any questions or comments regarding the information contained in this report, please contact the undersigned at 305-944-3401, extensi'dh'j2`-..•.," ems,+w........ Respectfully submitted, .�` �,,�''�,� ��' •.� `'r% F �_ WI R BO O IlYC.4715 • • • • • • • • • • • rt H. Schh er, P.E., P.G <'XA$"Or '....' '.. ..�..• Florida Registration No. 34715'' `S��Q AL R-�� Florida • In accordance with Rule 61 GI 5-23.001 of the Florida Administrative Code, an original signature is hereby pibvided forthe owner ...... (or owner's representative) and the building official. .....• , • •.. • • • WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants CONTRACTOR: PROJECT: Process No Rev 11-16-3035 LOCATION: 17 NE 105th St., Miami Shores, FL REPORT NO.: ORDER NO.: P.O.: PERMIT NO.: 1 17-1097 RESULTS OF TESTS: Laboratory Number: 1598 1599 1600 1601 Sample Number: 1 2 3 4 Specified Strength in 28 Days: 3,000 3,000 3,000 3,000 Location: East column East column (Top) Corner East footer North tie beam (Bottom) Condition of Core: Good Good Good Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 7.88 7.63 12.13 8.00 Core Length, as capped: (Inches) 5.50 5.50 5.50 5.50 Core Diameter: (Inches) 2.750 2.750 2.750 2.750 Core Area: (Sq. Inches) 5.94 5.94 5.94 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 03-16-17 03-16-17 03-16-17 Date Tested: 03-23-17 03-23-17 03-23-17 03-23-17 Age of Core: Curing Days: 7 7 7 7 Curing Method: Air Air Air Air Total Load: (lbs.) 31,455 24,863 12,945 19,873 Compressive Strength (PSI): 5,300 4,190 2,180 3,350 Length ----------- Ratio: Diameter 2.00:1 2.00:1 2.00:1 2.00:1 L/D Correction Factor: 1.00 1.00 1.00 1.00 Corrected Compressive Strength: (PSI) 5,300 4,190 2,180 3,350 Type of Fracture: Shear Shear Shear Shear • • • • Remarks: • • .'0 • • • • All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation • • • • • • • • • • C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive Strengths. • • • : • • • Load Direction: I -Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Horizontal Plane as Placed 0000 • • • DRILLER: Luis Rodriguez TESTED BY: Thurston Lovett • • • • • •••• 9 •• •••••• •••• Continued on th;follbvZng pages • .••••• 000 The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing -Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants REPORT NO.: 1 CONTRACTOR: ORDER NO.: 17-1097 PROJECT: Process No Rev 11-16-3035 P.O.: LOCATION: 17 NE 105th St., Miami Shores, FL PERMIT NO.: RESULTS OF TESTS: Laboratory Number: 1602 1603 1604 1605 Sample Number: 5 6 7 8 Specified Strength in 28 Days: 3,000 3,000 3,000 3,000 Location: North footer below East tie beam above West Center column East tie beam above window door window Condition of Core: Good Good Good Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 14.50 8.13 7.75 8.00 Core Length, as capped: (Inches) 5.50 5.50 5.50 5.50 Core Diameter: (Inches) 2.750 2.750 2.750 2.750 Core Area: (Sq. Inches) 5.94 5.94 5.94 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 03-16-17 03-16-17 03-16-17 Date Tested: 03-23-17 03-23-17 03-23-17 03-23-17 Age of Core: Curing Days: 7 7 7 7 Curing Method: Air _ Air Air Air Total Load: (lbs.) 13,677 27,598 19,572 24,444 Compressive Strength (PSI): 2,300 4,650 3,290 4,120 Length ----------- Ratio: Diameter 2.00:1 2.00:1 2.00:1 2.00:1 L/D Correction Factor: 1.00 1.00 1.00 1.00 Corrected Compressive Strength: (PSI) 2,300 4,650 3,290 4,120 Type of Fracture: Shear Shear Shear Shear • • • • Remarks: • 000 ; 0000 All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation • • • • • • • • • • C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive Strengths. *Go:** • Load Direction: I -Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Horizontal Plane as Placed 0000 • • • DRILLER: Luis Rodriguez TESTED BY: Thurston Lovett • • • • • •••••• •••• Continued on th l folto4ing pages The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing -Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: All State Engineering & Testing Consultants CONTRACTOR: PROJECT: Process No Rev 11-16-3035 LOCATION: 17 NE 105th St., Miami Shores, FL RESULTS OF TESTS: Laboratory Number: 1606 Sample Number: 9 Specified Strength in 28 Days: 3,000 Location: North footer Center Condition of Core: Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 7.88 Core Length, as capped: (Inches) 5.50 Core Diameter: (Inches) 2.750 Core Area: (Sq. Inches) 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-16-17 Date Tested: 03-23-17 Age of Core: Curing Days: 7 Curing Method: Air Total Load: (lbs.) 12,751 Compressive Strength (PSI): 2,150 Length ----------- Ratio: Diameter 2.00:1 L/D Correction Factor: 1.00 Corrected Compressive Strength: (PSI) 2,150 Type of Fracture: Shear I Remarks: REPORT NO.: 1 ORDER NO.: 17-1097 P.O.: PERMIT NO.: All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Designation 000000 0000 C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive Strengths. • • �..••• Load Direction: 1-Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Haab''ht•• ••• a! a Placed. `��y p��•.ti . i ii 000000 • • • • • • • • • • • `` • 'Retclfull su uted • ? • • ��VI T OitAT DRILLER: Luis Rodriguez % ' �� ' • • • • • TESTED BY: Thurston Lovett �� "' • ' C',v^•'• • r� Qf obe r c ul � ;P.G. ... • '> �• •, Q`�?(D 9 dagicense No. 34715 6C,•' The original of this report was signed and sealed by the herein referenced registered engineer in a X 3Ace�wit R\le 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. S O I N 13'-0' —4"L 2'—Of L r 6'-4' r"ft*5(40) 2'-0- V— L L r---— — — — — — — --I WF-24 FC 1 s3so FCV I I I I NEW 4' (MIN.) THICK OMCRETE SLAB I W/ 6X6 W1.4/1.4 AT MID -DEPTH OVER 6 Mil. j i VAPOR u eE 1I COMPACTED IN 12' MAX LAYERS TO FC I 1 _ J 95X OF STMIO►ARD PROCTOR DENSITY TEST. (M.) L FCT1 7 FCT I IN I I� I i I FC11 I Fp I I :7, T FC_1 FC 1 F I PLACED DIA(MAL LY I � / CENTERED 1+0 THE + I 12' MART. WITH n I 2' FROM CORNER, I'm-ON .1WINGERTEIR0RAT0RIES INC. Professional Engineering & Testing 1820 N.E. 144 h St., North Miami, F1 33181 P06f11pNED M THE THIRD OF THE SL AF CLIENT: All State Engineerill%Testing : • PROJECT: Process No. RFu JJ 16-3035 - LOCATION: 17 NE 105th &* .,1C 161 SljgwgxL W.O. 4: 17-1097 ••Page e 4 STRUCTURAL NOTES 1. GENERAL NOTES A AL CONSTRUCTION SILL BE MADE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, 2014 EDITION h PLANS OF ALL DISCIPLINES. THE CONTRACTOR S 41 VERIFY ALL PUNS, OMEN"IS AND EXISTING CONDITIONS, AND NOTIFY IN WRITING, PRIOR TO CONSTRUCTION, OF: a. ANY CONFLICTING DETAIL OR DISCREPANCY WITHIN PLANS, SPECIFICATIONS, OR BETWEEN THEM. b. ANY INTERFERENCE OF NEW WGH EXISTING CONSTRUCTION TO REMAIN, OR Of INSERTS, CONDUITS, OPENINGS OR ANY INSTALLATION WITH ANY STRUCTURAL ELEMENT, NEW OR DOSING. c. ANY MISSING INFORMATION (DIMENSIONS SHALL NOT BE SCALED FROM PUNS) d. ANY DISCREPANCY WITH FIELD VERIFIED EXISTING CONDITIONS INCLUDING, BUT NOT UMTTED TO. DETAILS. SIZES, ELEVATIONS AND DIMENSIONS OF, TO, OR FROM EXISTING ELEMENTS AND/OR INSTALLATIONS. 8. THE CONTRACTOR DWI BE SOLELY RESPONSIBLE AND TAKE ALL THE MEASURES NECESSARY, SO THAT ALL CONSTRUCTION. DEMOLITION, D(CAVATION SHALL BE MADE AND PROTECTED AS TO PREVENT FAILURE OF SIDES OR SLOPES, HARM TO LIFE. PROPERTY, AND TO ANY DOSING STRUCTURE. C. PROVISION FOR DEALS NOT SPECIFICALLY SHOWN SMALL BE MADE BY THE CONTRACTOR IN ACCORDANCE WITH RECOMMENDED STANDARD PRACTICES AND/OR CLARIFIED WITH THE A/E IN WRITING PRIOR TO PRICING AND CONSTRUCTION. DETAILS AN SECTIONS SHOWN IN THE DRAWINGS SMALL BE CONSTRUED TO APPLY TO SIMILAR CONDITIONS ELSEWHERE IN THE PROJECT. UNLESS A DIFFERENT DETAIL OR SECTION IS SHOWN. 2. GOBS A ALL CAST N PLACE CONCRETE SHALL BE READY MIX, SEAL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4.000 psi AT 28 DAYS B. CLEAR CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOW: a. CONCRETE AGAINST AND PERMANENTLY EXPOSED TO EARTH ........... .3' b. AFFRMED CONCRETE D(POSED TO EARTH OR WEATHER: GRADEBEAMS... ..................................... - ............................. 2' GROUND FLOOR SUB (W/ VAPOR BARRIER) .............. 1 1/2- ELEVATED SALB............................................................. 1 1/2• c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: SLAB AND WALLS.......................................................................3/4- BEAMS AND COLUMNS......................................................... 1/2' d. ANY DISCREPANCY WITH FIELD VDBfED EXISTING CONDITIONS INCLUDING, BUT NOT LIMITED To. DETAILS, SIZES, ELEVATIONS AND DIMENSIONS OF. TO, OR FROM EXISTING ELEMENTS AND/OR INSTALLATIONS. C. ALL CONCRETE WORK SHALL COMPLY WITH REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318) CHAPTERS 3, 4, 5, 6, AND 7, THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). D. FORWNDRK SHALL COMPLY WITH ACI 347. 'RECOMMENDED PRACTICE FOR CONCRETE WORK' E NO WATER SHAI.L BE ADDED TO CONCRETE AT THE JOB SITE. F. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE CIUNDER TESTS AS FOLLOWS: a. FOUR CYLINDER TESTS FOR ANY 50 CUBIC YARDS OF CONCRETE POURED, OR THREE C"jT TESTS PER ANY DAYS POUR LESS THAN 50 CUBIC YARDS. b. ONE CYLINDER SALL BE TESTED AT 7 DAYS AND TWO AT 28 DAYS. G. CONCRETE WATER CEMENT RATIO FOR EXTERIOR STRUCTURES SHALL NOT EXCEED 0.40 BY WEIGHT. H. ALL REINFORCING STEEL SHALL BE MANUFACTURES FROM HIGH STRENGTH BILLET CONFORMING TO ASTM DESIGNATION A615, GRADE 60. I. REINFORCING STEEL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHAII. BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MACE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPES OF SHOP DRAWINGS A MINIMUM OF TWO WEEKS PRIOR TO PLACEMENT. THE RENEW OF SOP DRAWINGS BY THE ARCHITECT IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. J. REINFORCING STEEL SAL BE DETAILED AND PLACED IN ACCORDANCE WRAP ACI 318-08 K. REINFORCING SOUL BE HELD N POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. L ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCONTINUOUS EDGES OR ENDS. M. ALL BOTTOM BARS SHALL BEAR 6' MNMUM OVER SUPPORTS, U.O.N. 3. li65@1®f A ALL MASONRY CONSTRUCTION SHALL BE DONE N ACCORDANCE WITH BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES' (ACI SM), 'SPECIFICATIONS FOR MASONRY STRUCTURW (ACI 530.1) AND THE FLORIDA BALING CODE 2010 (LATEST REVISION). 8. ALL MASONRY WALLS SAL BE BUILT ON CONCRETE MASONRY UNITS (CMU) CONSISTING OF LOAD BEARING TYPE, HOLLOW CONCRETE BLOCKS STRENGTH 3750 PSI ON NET AREA (MIN. f'M=2500 PSI) C. THE MORTAR SAL BE TYPE 'M', OF PORTLAND CEMENT AND CONFORMING TO ASTM SPEC. C-476, HAVE A MIN. COMPRESSION STRENGTH OF 2500 PSI., AND BE REPLACED WITH A SLUMP OF 9' + OR -1'. THE VERTICAL REINFORCEMENT SHALL BE PROVIDED COASTING OF 9 GAGE LADDER TYPE RDNF., SPACED VERTICALLY O 16' AND EXTENDING 4' MIN. INTO TIE COLUMNS. D. THE GROUT FOR FILLING THE CELLS SHALL COMPLY WITH ASTM SPEC. C-476, HAVE A MNMUM COMPRESSION STRENGTH OF WOO PSI, AND BE PLACED WITH A SUMP OF 9' + OR -I'. E. VERTICAL CELLS TO BE GROUTED SILL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN CLEAR. UNOBSRUCTED. CONTINUOS• VERTICAL CORES MEASURING LESS THAN 2' BY 3' IN Siff. PROVIDE ONE CIEAN-OUT AT BOTTOM OF EACH GROUTED CELL F. GROUT SAL BE PLACED BEFORE ANY INITIAL SET HAS OCCURRED, BUT IN NO CASE MORE THAN 90 MINUTES AFTER THE MIX -DESIGNED WATER HAS BEEN ADDED. G. GROUTING SMALL BE CONTNUOUS OPERATION IN LIFIS NOT EXCEEDING, 4'-0' AND MAXIMUM POUR OF 12'-0' H. GROUTING SMALL BE CONSOYVITED BETWEEN LIFTS BY PUDDLING, RODDING OR MECHANICAL VIBRATION, I. GROUT SHALL..BE USED TO CAST TIE COLUMNS OR TIE BEAMS. J. VERTICAL REINFORCING N CMU WALLS SHALL BE SPLICED NTH 48 BAR DIAMETER UP SPLICE. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. 4. SHOP DRAWINGS A THE CONRALTOR (G.C.) SHALL SUBMIT TO THE A/E FOR REVIEW AS TO CONFORMANCE WITH THE DESIGN CONCEPT AND CRRTERLA SHOP -DRAWINGS. STAMPED AS APPROVED BY THE G.C., FOR ALL REINFORCED CONCRETE, AND STRUCTURAL STEEL 5. EXPANSION BOAS A EXPANSION BOLTS SHALL BE HILD KWIK BDLT-3 OR APPROVED EQUAL INSTALL EXPANSION BOLTS ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 6. TRUSS BRACING NOTES A TRUSSES SHALL BE LATERALLY BRACED WITH CONTINUOUS 2X4 MEMBERS NAILED WITH 2-16d NAILS TO THE UPPER SIDE OF THE BOTTOM CHORD AT PANEL POINTS BUT NOT TO EXCEED 10'-0' APART. THIS LATERAL BRAWL SHALL BE RESTRAINED AT EACH END AND AT 20,_0' INTERVALS. SEE TYPICAL BRACING DETAILS. B. SEE TRUSS SHOP DRAWINGS FOR ADOTIONAL BRACING REOUIREMENTS. 7. TRUSS SHOP ORAY'NGS A SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH DIFFERENT TRUSS. SIGNED AND SEALED By A FLORIDA REGISTERED PROFESSIONAL ENGINEER. FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION. B. SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL TRUSSES. B. W000 FRAMING A ALL WOOD FRAING MATERIAL SHALL BE SURFACED DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT. B. ALL NEW JOISTS, RAFTERS (IF APPLICABLE) TO BE NO. 2 GRADE, SOUTHERN PINE. PROVIDE FULL -DEPTH (OR METAL) BRIDGING AT MIDSPMI AND AT MAXIMUM SPACING OF 8'-0' O/C N BETWEEN (U.N.0). C. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVES ASSOCIATION SPECIFICATIONS. WHERE POSSIBLE. ALL CUTS AND HOLES DUE TO ON SITE -FABRICATION SHALL BE BRUSHED WITH 2 COATS OF COPPER NAPHTMENATE SOLUTION CONTAINING A MINIMUM OF 2% METALLIC COPPER IN SOLUTION (PER AWPA SID. M4). D. THE CONTRACTOR SAL CAREFULLY SELECT LUMBER TO BE USED N LOAD BEARING APPLICATIONS. THE LENGTH OF SPLIT ON THE WOE FACE OF 2' NOMINAL LOAD BFNONG FRAMING SHALL BE LIMITED TO LESS THAN 1/2 OF THE WIDE FACE DIMENSION. THE LENGTH OF SPLIT ON THE WIDE FACE OF 3- (NOMINAL) AND THICKER LUMBER SHALL BE LIMITED TO 1/2 OF THE NARROW FACE DIMENSION. E. STRUCTURAL STEEL PLATE CONNECTORS SHALL CONFORM TO ASTM A-36 SPECIFICATIONS AND BE 1/4- THICK MUSS OTHERWISE INDICATED. BOLTS CONNECTING WOOD MEMBERS SHILL BE PER ASTM A-307 AND BE 3/4' DIAMETER UNLESS OTHERWISE INDICATED. PROVIDE WASHERS FOR AL DOLT HEADS AND NUTS IN CONTACT WITH WOOD SURFACES. F. BOLT HOES SAL BE CAREFULLY CENTERED AND DRILLED NOT MORE TRW 1/16' LARGER THAN THE DOLT DIAMETER. BOLTED CONNECTIONS SAL BE STAGGERED HIGH BUT NOT TO THE EXTEND OF CRUSHING WOOD UNDER WASHERS. G. ALL PLATES, ANCHORS, NABS, BOLTS, NUTS, WASHERS, AND OTHER MISCELLANEOUS HARDWARE SHALL BE HOT DIP GALVANIZED. 9. cmlrnlR�.,.,�,crFTl A STRUCTURAL STEEL SHALL COMPLY WITH AISC 'SPECIFICATIONS FOR DESIGN FABRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS' B. STRUCTURAL STEEL PLATES 8 CHID IIS SHALL CONFORM TO ASTM A36, Fy=36 KSI. C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B. Fy=46 KSL D. WELDING BALL BE DONE WITH E-70XX ELECTRODES. WELDERS SHALL BE AWS-CERTIFIED. ff A ROOF SHEATHING SHALL BE RATED FOR EXPOSURE 1 WITH SPAN RATING OF 32/I6 AND HAVE A MNMUM NOMINAL THICKNESS OF 5/8' AND SHALL HAVE STAGGERED JOINTS. SHEATHING SAL BE CONTINUOUS OVER TWO OR MORE SPANS AND PLACED WITH FACE GRAN PERPENDICULAR TO SUPPORTS. PLYWOOD PANELS SHALL BE NAILED TO SUPPORTS WITH 8d RING SHANK NAS WITH SPACING NOT TO EXCEED 6' O.C. AT PANELS EDGES AND INTERMEDIATE SUPPORTS. AND 4' O.C. AT GABLE ENDS. PROVIDE 2X4 BLOCKING AT RIDGE LINES, HIP UNITS, AND AS INDICATED IN ROOF FRAMING PLAN AND DETAILS. CONNECT BLOCKING ENDS TO TRUSS TOP CHORD W/ 2-16D TOE NAILS, NAIL PLYWOOD TO BLOCKING WITH BD RING SANK NAILS AT 6' O.C. 17 SOIL CONDITIONS AT THIS SITE ARE PRESUMED TO BE SAND AND ROCK WITH A MIN. BEARING CAPACITY OF 2000 PSF (FBC 2014, TABLE 18062) SIOUD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED, THE ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO PROCEEDING WITH THE WORK. A REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER SHALL SUPPLY THE BUILDING OFFICIAL WITH SIGNED AND SEAL LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED ON. REF. F.B.C. 2010 SECT 1806.1. 1806.2. 12. TERMITE TREATMENT STATEMENT ALL BUILDINGS SAL HAVE A PRE -CONSTRUCTION TREATMENT PROTECTION AGAINST SUBTERRANEAN TERMITES. THE RUES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES SHALL BE DEEMED AS APPWAD WITH RESPECT TO PRE CONSTRUCTION SOIL TREATMENT FOR PROTECTION AGAINST SUBTERRANEAN TERMITES. A CERTIFICATE OF COIPUANCE SHAL BE ISSUED TO THE BUILDING DEPARTMENT BY LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: 'THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES, TREATMENT ACCORDANCE WITH THE RUES AND LAWS ESTABUSHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES.' 8' 215 O CONT. TO BE EXTENDED 4' INTO NEW FC (BOT, ENDS. TYP.) ' NC NEW CONC. WIND WINDOW SILL /3 O 12- O.C. /5 VERT. IN GROUT FILLED CELL W/9D STD. HOOK AT TOP SPACED 48' O.C. MAX. EMBED DOWELS WITH !s EPDXY 5' HMO EXISINC FOOTING. 8' CMU WALL NEW CONC. WINDOW r), SILL DETAIL (TYP.) INFILL EXISTING OPENING W/ 8- CMU. PROVIDE No 9 GA LADDER TYPE HOR. JOINT REINFORCEMENT EVERT SECOND COURSE (16- O.C.) SEE PLAN FOR VERTICAL REINFORCEMENT EXISTING COLUMN PROVIDE 1' X 16' GAUGE X 6' LONG DOVETAIL (BENT 2'x4') CONNECT WITH ONE DN-SERIERS HILT POKER ACTUATED PINS SPACED 16' O.C. AT OPENING ON BOTH SIDES. �E7tr.LIIAT.III7 2 /5 EPDXY DOWELS. 6- INTO EXISTING FOOTING. DOWELS TO LAP WITH 2 15 LONGITUDINAL REINFORCEMENT OF FOOTING EXISTING FOOTING TO REMAIN O mw cote COLUMN Q NDW CONC. omm EDGE OF SLAB -------------- FWM4TDN IK ---•----- MNATIN LINE EXISTING B' cm WALL J_LLJ_LL.LLLLWJ NEW CMU ANAL o" �^ IN FILM wL BNS(40) VERCCR REINFORCEMENT DOMMIN (TNO0N�B"LOWDKfwPIGNG 6) 2 /5 LONGITUDINAL REINFORCEMENT OF FOOTING BADDESIGN �� NEW TO EXISTING WALL AND FOOTING DETAIL C� BASICWINDSPEEDi5 MP„ (FOR ULTIMATE ANALYSIS) 51.0 1'=,'-0' WIND EXPOSURE = C EXPOSURE CLASSIFICATION - BLDG ENCLOSED Cpi.+/-0.18 Kd-0.85 qh--33.94 PSF (FOR ASD ANALYSIS) WINDOWS AND DOORS COORDINATION NOTE 1. G.C. To VERIFY ALL wwoows AND ooaR oPETnNcs 2 . 4e'5'c�!� 1� 1-� o 6 P_ cal- -) ,4 HOT 1 � _ T J� '-4' 2•-0- - 6•_4• 6W5(10> 2.-0. (/�LIE� IEI�►//�TL�/�%/] 6 ( GAT 3 �� -i- -EXISTING PE BEAM �. �G I •I -----� 24--- - MATCHING DOWEL EMBEDDED 5' INTO EXISTING FOOTING ANCHORED WITH TWO PARTS EPDXY RE-500 BY HILTY VERT. BAR CAREFULLY SAW -CUT EXISTING BLOCK FACE, INSTALL NEW REINFORCEMENT AND FILL EXISTING CELL WITH 3,000 PS (AT 28 DAYS) GROUT EXISTING BLOCK WALL TCNING DONEE EMBEDDED 5'IMD EXISTING FOOTING ANCHORED WITH TWO PARTS EPDXY RE-500 RY HATY &�MA EXISTING FO NG TO 000000 es •••• • ...WEW RE&ORCEMEWIN ••..EXIST. BLOCK WALL:gyps . 0• HH4 BY SIMPSON STRONG TIE FASTENED WITH (7)6dx2 1/2 NAILS TO 2'x4' WOOD STUDS AND (4)6dx2-1/2 TO NEW WOOD BEAM EACH SIDE. ALLOW GMVIIY LOAD-1.140 LOS. FLORIDA STATE APPROVAL FL10H6 8'-10' (4:1/S.40) V-4 (4:2/S.40) WOOD HEADER DETAIL 31.E 1•=V-On 39'-0' •••• •IF •••• T& PLATE • SI EOM . 2'x4' ••0• • ••0•• • •wD. D WALL• TOP PLATEOE . • • No.2•MOOC iFiEAM WITH • • 0 0 0 0 • SDI 12 SCPIE"S 0 6'O.CO STAGGERED. • • • • • • • EXIST. yx4' O • • • 0 0 0 . • 6. • •6VD "ALL. 000 • (2)2'x4' FASTENED • • TOGETHER O EACH . • SIDE Of OPENING I I I I z , I I I j MEW 4- (MIN.) MICK CONCREIE YA8 o I 1.4 AT 10VE/R I I I ND GPM 6 ML WPDR I ARIL D ON SURE N6ED C(MPALRIT F11L GILL SHALL BE i I COMPMIED N 12, WJ( MATINS M �I 95% OF SNNOND PROCTOR ss. Fq1 DEN41Y TEST. (".)7 I.. Pd IX6TNG FWTNG I I TO REYMN I I I J I I I I • '-MOIL 4• (WIN.) THICK WNCRETE SLAB W/6X6 I W1.4/1.4 AT MID-290 • • D•FR 6 MIL V BNNIER suPF 13 ;ZIEI•- • •DY FILL FILL �aE• • �I WIIPICIED N 12• MAY • LAYD6 TD 95i or syHynp I I PRacroR MNsm TEST ITMP� .I•.• •• I• I • I • . . • c I• IX61Nc 1 I • I. •mREWAN I "T-z4_ , I L -- - • •T•s• Dz• - • As. •••••• I • • • • • • I 114' = V-D" DIMENSIONS W/ MANUFACTURE AND .IAII DADE PRODUCT OL PRIOR TO STARTING CONCRETE BLOCK ERECTION VINO RING OF CONCRETE SUB COLUMN SCHEDULE THINKS SIZE REINFORCING OR BASE PLATE TIES OR CAP PLATE f."ly REMARKS FC 8' X 8' 1 /5 VERT. - 3000 PSI FULLY GROUT -FILLED CELL FC-1 8' X 8' 1 t6 VENT. - 30M PS FULLY GROUT -FILLED CELL C-1 8' X 12' 4 / 5 /308- 4,000 PSI CONCRETE COLUMN COLUMN NOTES: 8" ' 88' 1. HOOKED DOWELS, SANE SIZE AND NUMBER AS REINFORCEMENT, REINFORCEMENT,, BE EMBEDDED TOVERTICALBOTTOM TO BOTLR OF BEAT BEAU BELOW AND &VERTICALnj SHALL LAP MINIMUM 30 BAR DIAMETERS WRAPVERTICAL REINFORCEMENT IN COLUMNS 2. HOOK ALL VERTICAL COLUMN REINFORCEMENT M�B FC-1 AT TOP AND BOTTOM C-1 COLUMN LAYOUT SCALE 1'=1'-0' FOOTING SCHEDULE MARKS SIZE REINFORCING DOT. SHORT REINFORCING LONG TOP SORT Rc REMARKS DEPTH WIDTH LENGTH LONG WF-24 12' 24' COM. 305 CONT. /5012- O.C. - - 4000 PSI COAT. WALL FOOTING NOTES: 1. TE 12' MINIMUM. PROVIDE A VMUM OF 8' BELOW GROUND 2. AT ALL FOOTING CORNERS INTERSECTIONS, PROVIDE PER EACH LONGITUDINAL FIG. REINF. BAR AN'L'-SHAPED 3. LAP SPLICE BARS MINIMUM 36 INCHES. - - - - - - - - - - - - - - / I I I I J NEW 4• (YIN.) WNcxrz MAB I I • c /THIS ARIA/I.4 AT A MO-OEPM OVER 8 MIL PAC e"'1 ssEBEo I m (XMPA= N 12' YM I " 7 LAYERS TD lDT Qi STNNOVN PROCTOROENSIIY TIT. (M. �,EVISMNG FODRNG 1-- - ro-- ----- I F------- - r---------------- ---1 2I4 RDK. 8AM 48' IONC I D I I I A R C N I T E C T U R A L CEACW TO CENTERED 10 THE WRIER, ( I G R O U P 12' MIH FIRSTOBAR I I Josue R. C_ FROM 2' TINY CORNER. BOTH POSMONED N TIE UPPER Street 5MI-I MIFD Of ME SLAB NEW 4' (MIN.) MCC CONCRETE SVR W/ F14 MWnl 6X6 ARIA/1.4 AT YID-DEPM OVER IX61NG 30S772d891 72-6894 DOSIYNG FOOLING CONC. BIAS. APPLY B]HDHG SCENT AS RECOMMEND BY IONUB FACTJ EMIGRE N'd ''I@bew N., To nowx NEW caNCRErE 6 PLAcm. M97047 - - EXISTING �T_TD RDYNF�NG REVISIONS 1 I I L-T I- - - r--h -- -, I I EXISTING ROOMING L----------------J , I I W RONAN I I r----------------, I I I i BEAL: • • i 1 I / I I I I � • • • I I I I • •• I I I I I I I AGE •NOTING vn T MKI( CONCRETE SLAB W/6X6 THAW" SEW /14 AT Mo-rc DATER DOSINNG •��) i ry - -I- - CONK- UAIL IWpuNT OAsJ eD i NEW CONCREIE 6 PLACED. 0--F-,.--I--- / r 3'-5"• • }-0• 3'-5- " L • • • •� • 8 REMyNFWTINC J NEW 4' (MN) THICK COMCINEIE $TAB IX6TNG FWTND TO ROAN I PROJECT: •- = i - - - I W/6X6 W1.4/1.4 A MD-DEPM OVER 6 - J - - - - - - - - - - - - - - ` MIL MwoR BARMEII ON SUPEM6[D SERVAT RESIDENCE m 12 WJ(L -- ADDITION, GARAGE ENCLOSURE, - + • •-•- - - WMa. IN LAYERS TO 95R OF STANDARD - - - - - - - - - - - - - - - - - AND INTERIOR REMOLDING • • PRWTOR DDNmr TEST.lTn.1 / r 17 NE 105 ST " • ------- / MIAMI SHORES, FL. 33138 SHEET TITLE: ,-------- -----------------J - --------- FOUNDATION PLAN, DETAILS J.b N.. De N.. _5" Drawn By:S RG Del.: p3e12016 1.0 Sca e: AS NOTED I OF 6 WINGERTER LABORATORIES, INC. Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 SOILS LABORATORY TEST REPORT PROCTOR TEST CLIENT: All State Engineering & Testing Consultants REPORT NO.: 1 PROJECT: Process No Rev 11-16-3035 ORDER NO: 17-1097 CONTRACTOR: PERMIT NO.: LOCATION: 17 NE 105th St., Miami Shores, FL P.O. NO.: Sampled By: Luis Rodriguez Date Sampled: 03-23-17 Tested By: Michael Major Date Tested: 03-27-17 Visual Soil Description: Dark Tan Rock with Sand Sample Location: In Place Material MOISTURE DENSITY RELATIONSHIP (PROCTOR) Lab No.: Test Specification Optimum Moisture Maximum Dry Density PCF 19058 "MODIFIED" PROCTOR, ASTM D 1557-B 6.5 1 130.5 MOISTURE DENSITY RELATIONSHIP TEST RESULTS AND GRAPH 131 128 5.5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I - 1I I I I I I I I I I I L 1 _I_ L I I I I I I I I ILL,- 1 _I_ I I I I I I I I I 1 _I_ L 1__ I I I I I I I I I I I I - 1 -I- I I I I I I I I I -I_ _I_ I I I I I I I I _ I I I I I �-1-rT--r�- I I I I I I I I I I r 1 1 I _ _ I 1 1 -1-rT-1- I I I I _ _ _ _ _ _ I I I I �-rT--r�-1-r I I I I I I I 1 1 1 I I I I I I I I 1 1 1 -rr�-r I I I I I I I I 1 1 1 1 �-rr�- I I I I I I I I I I I I I I I L I I I I I I I _I_ L -1 _I_ I I I I I I I J -1- L \1 I I I I I I I I L -I- L I I I I I I I I -1- L J -I- I I I I I I I I J -I- L J _ I I I I I I I I I I I I I- r- I I I I I I I I _ r T I- r I I I I I I I I -I- F 17 I I I I I I I I r T I I I I I I l 1 - r I I I I I I I I r 1 -I I I I I I I I I I l r 1- 1I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7-1-r�- I I I I I I I 1 _I L I I I I 1 I I I I I I I I I 1 I_ I I I I I I I I I I I I J__ I I I I I I 1 1 L J _I_ L I I I I I_ I I I I L J _1- I I I I I I I J J_ I I I I I I_ I I I I T -I- r 7-- I I I I r T -I- r I I I I -I- r-1 -I- __ I I I I T -I- r T-- I I I I r-1 -1- r I I I I I I I r-I- I I I I I I I I I I I I I I I I I I I I I I I I -i-I-+1- 11 1 6 6.5 7 7.5 8 8.5 9 MOISTURE CONTENT (PERCENT OF DRY WEIGHT) PARTICLE SIZE ANALYSIS Sieve Size: 3" 2 1/2" 2" 1 1/2" 1" 3/4" 1/2" 3/8" #4 % Passing 100.00 94.50 83.80 1 73.60 6%.96"1 51 0 Sieve Size: 1 #10 1 #20 1 #40 1 #60 1 #80 % Passine 1 41.40 1 34.60 1 28.50 1 19.80 1 8.30 #140 #2pP O Vasked 3.40 2-.M a Dry' Remarks: �•••• : •• ••:••• • • • • • Using the Unified Soil Classification System, the following terminology and definitions Ina Ilto�€°the percentages of A}OFiPt✓EL • • • • • B) SAND C) SILT or CLAY 1 COARSE SAND: PassingNo. 4 sieve minus that No. 10. '""' �••� ;� •.•'' -I esp ysubmitted, ��C ` •*•• '900�* • • passingthe fi R AI�OItA'>� C. 2) MEDIUM SAND: Passing No. 10 Sieve minus thapassing No. 40. , ...... 0 000000 3) FINE SAND: Passing No. 40 Sieve minus that passing No. 200. ; �. 3471 . • :0 C) SILT OR CLAY: % of soil passing the No. 200 sieve. • • -e� �, • _+ 0 0 STA;E '• e, &. ,ohuIer, P.E., P.G. �it`,�•. , Iola ,:r6icense No. 34715 The original of this report was signed and sealed by the above Registered Professional �ngkj�€jAr� pacorpwith Rule 61 G15 18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the cor�fdA� 1.pTperty of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. WINGERTER LABORATORIES, INC. Engineering Testing -Inspection Services 1820 NE 144th Street, North Miami, FL 33181 - TELEPHONE: 305-944-3401 FACSIMILE: 305-949-8698 FIELD DENSITY TEST CLIENT: All State Engineering & Testing Consultants REPORT NO: 1 PAGE NO.: 1 of 1 PROJECT: Process No Rev 11-16-3035 ORDER NO.: 17-1097 P.O. #: CONTRACTOR: TEST DATE: 3/23/2017 PERMIT #: PROJECT LOCATION: 17 NE 105th St., Miami Shores, FL TIME IN: 12:00 PM TIME OUT: 01:30 PM INSPECTOR: Luis Rodriguez Description of 19058- Dark Tan Rock with Sand PROCTOR SUMMARY OF Material: DENSITY TEST INFORMATION RESULTS Retest Dry Probe Optimum Max. Dry Percent Percent Lab Field Fill Field Test Location: of Moisture Density Depth Proctor Moisture Density Field Compaction Test No. Test # Lift Lab No (%) (PCF) (In.) Lab No. (%) (PCF) Com action Requirement Status Slab on grade addition area: 705 1 F Southwest side of house 10.4 115.7 12 19058 6.5 130.5 88.7 95.0 FAILED 706 2 F Northwest side of house 11.2 114.3 12 19058 6.5 130.5 87.6 95.0 FAILED 707 3 F Trench at Northeast corner of addition 6.7 110.9 12 19058 6.5 130.5 85.0 95.0 FAILED Remarks: .• . . .. ••• • ...... ... . . .. .. • • • . . . •.. . . •• . . .. .. • Gee Field density j%6was performed in aeeordatice with ASTM D 2922. This report is sybm4ted asaho:wnfidlial iroveri of the client. The original .this •�yrori * as:sig�e ` *nd sedledt j the herein referenced Registered Engineer in accordance with Rule 61 G l5 - 18.011 of Florida Administrative Code. ................. V •. ,. -o,f�5• i'c•.cjSisS�A�'iE Q .pecXfIullys. ubmitted, 347N BO Ai•�AR PSchu er, . 'P.GP.G. 1' icense No. 34715 INC. WINGERTER LABORATORIES, INC. w- - Engineering Testing Inspection Services 1820 NE 144th Street, North Miami, FL 33181 TELEPHONE:305-944-3401 FACSIMILE:305-949-8698 CONCRETE TEST CORES CLIENT: P D G Construction REPORT NO.: 1 CONTRACTOR: P D G Construction ORDER NO.: 17-1135 PROJECT: Servat Residence P.O.: LOCATION: 17 NE 105th St., Miami Shores, FL PERMIT NO.: RESULTS OF TESTS: Laboratory Number: 1780 1781 1782 Sample Number: 1 2 3 Specified Strength in 28 Days: 3,000 3,000 3,000 Location: Addition footers; Addition footers; Addition footers; Northeast corner Adjacent to stair Northwest corner Condition of Core: Good Good Good Direction of Load with Respect to Horizontal Plane of Concrete Placed: Core Length, as received: (Inches) 9.13 7.75 6.50 Core Length, as capped: (Inches) 5.50 5.50 5.50 Core Diameter: (Inches) 2.750 2.750 2.750 Core Area: (Sq. Inches) 5.94 5.94 5.94 Nominal Maximum Size of Aggregate (In): Date Poured: Date Drilled: 03-31-17 03-31-17 03-31-17 Date Tested: 04-07-17 04-07-17 04-07-17 Age of Core: Curing Days: 7 7 7 Curing Method: Air Air Air Total Load: (lbs.) 14,555 14,737 16,148 Compressive Strength (PSI): 2,450 2,480 2,720 Length ----------- Ratio: Diameter 2.00:1 2.00:1 2.00:1 L/D Correction Factor: 1.00 1.00 1.00 Corrected Compressive Strength: (PSI) 2,450 2,480 2,720 Type of Fracture: Shear Shear Shear 1 Remarks: All samples were cut with a diamond bladed saw before being capped. Tests were performed in accordance with ASTM Desipn tigp ,. C-42-84a Standard Method of Securing, Preparing and Testing Specimens from Hardened Concrete for Compressive,v$ti't< "* T LJ •n�`• Load Direction: 1-Load Applied Perpendicular to Horizontal Plane as Placed 2-Load Applied Parallel to Horizontal] 1a��eld f T` RespL€fu .�. ® 'r DRILLER: Luis Rodriguez TESTED BY: Luis Rodriguez o17ra�otiuJe o. .. The original of this report was signed and sealed by the herein referenced registered engineer in accordance with Rule 61 G15-18.011 of the Florida Administration Code. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. �o 1 N c1 S 130-00 -4' 2'-O' r W-4' f-6W5(40)L 2'-O» It. L r-----------------I I S WF-24 FCt1 Sa.o FCTI I I � I NEW 4- (MIN.) THICK CONCRETE slAe W/ 6X6 W1.4/1.4 AT I MID -DEPTH OVER 6 Mil.VAPOR N I supuma COMPACTED BARRIER �FUL 94ALL BE COMPACTED IN 12' MAX LAYERS TO F1r I 1 '-t-' 95X OF STMIOARD PROCTOR 1 DEI�STT1' TEST. (M.) fCT1 I 7 FC 1 T IN I I 1 I FC1 I � I Z TI I I FirIFC 1 _ _F I ( 2J4 RE1NlF. BARS 4 I I / FIACED WQOWLLY CE1rTiM TO THE f I I 12• APART. WON FM 1 I . FROM CORNER. POUTIO ED IN THE I THIRD OF THE SLAE --—— —— — — — ——� i JSMINGIERTER RATORIES INC. Professional Engineering k Testing 1820 N.E. 144 ° St., North Miami, Fl 33181 INTERNATIONAL CODE COUNCIL C ICC EVALUATION SERVICE REC01114 Certification of Independence for Evaluation ICC Evaluation Service, LLC ICC Evaluation Service, LLC Western RegionalOffice, Suite ioo 3060 Saturn Street Brea, CA 92821 USA tel: 562.699.OS43 fax:562.695.4694 www.icc-es.org 1) ICC Evaluation Service, LLC, does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products for which evaluations are issued. 2) ICC Evaluation Service, LLC, is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3) ICC Evaluation Service, LLC, does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products for which reports are being issued. 4) ICC Evaluation Service, LLC, does not have, nor will it acquire, a financial interest in any other entity involved in the approval process of the product. aQte,,: Shahin Moinian, President ICC Evaluation Service, LLC *see . . .... •••••• • • . .. 0 • • .... . .. ..... .. .. .... ...... . . . • ••• • • 0000 t 4/24/201 7 Florida Building Code Online ten.,..... 4 V BCIS Home I Log In ( User Registration j Hot Topics I Submit Surcharge Stats & Facts I Publications FBC Staff BCIS Site Map Links 11 Search db r Product Approval �J USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail •� Application Type Code Version Application Status Comments Archived FL17240-R1 Revision 2014 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Jim Collins P.E. jcollins@mii.com Jim Collins, P.E. 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com 0000 Todd Asche • • • •• • •••• 14305 Southcross Drive Suite 200 • • 0000 • 0660 Burnsville, MN 55306 • • • • • • • (952) 898-8602 • • • • • • • tasche@mii.com • • 0000 • • • • • • • • • • • • • • • • Structural Components •• " '•" Wood Connectors •' ' • a •• • :*a:*: • • • • • Evaluation Report from a Product EvAyatfbn*.Entity • • • • ICC Evaluation Service, LLC ICC Evaluation Service 12/31/2020 Terrence E. Wolfe P.E -': Validation Checklist - Hardcopy Received FL17240 R1 COI Certification of Independence for Evaluation.pdf Standard Year AF&PA N.D.S 2012 ASTM D7147 2011 https://www.floridabui Iding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVm PYvLAupTStwW VSj 7gXepXcpON4ZutFwR Ig%3d%3d 1/3 ' 4/24/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option C Date Submitted 04/06/2015 Date Validated 04/07/2015 Date Pending FBC Approval Date Approved 04/11/2015 Summary of Products FL # -- — — Model, Number or Name Description 17240.1 — -- KGH46-6,KGH46-8, KGH48-6, Floor Girder Hanger KGH48-8, KGH66-6, KGH66-8, KGH68-6, KGH68-8 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17240 R1 II ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf Verified By: ICC Evaluation Service, LLC Approved for use outside HVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17240 R1 AE ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf 17240.2 LUGT2, LUGTC2 Girder Tiedowns Limits of Use -- Installation Instructions Approved for use in HVHZ: Yes FL17240 R1 II ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf Verified By: ICC Evaluation Service, LLC Approved for use outside HVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17240 R1 AE ESR-3447 ...(KGH MPH MUGT15 hangers).pdf ---------------- --------- 17240.3 MPH2O925-2020, MPH23925-2330, - Masonry Hangers MPH25925-2526, MPH26925-2620, MPH27925-2720, MPH35925-3520, MPH52925-5220, MPH55925-5520, MPH15925-2 to 1514-2, MPH17925-2 to 1716-2, MPH2O925-2 to 2020-2, 000000 MPH23925-2 to 2320-2, MPH25925-2 • • • • • • • • • • • to 2520-2, MPH35925-2 to 3520-2 + • • • Limits of Use Approved for use in HVHZ: No Installation Instruction9 • • • • • • • • • • • • • •' FL17240 R1 II ESR-3447...jC..W MPH MUG115 hanger%).Ddf Verified By: ICC Evaluation.55 Bice, LLC• • + ; • • • Approved for use outside HVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: • + • Design Pressure: N/A Evaluation Reports • • • • + • • • •: • •I Other: FL17240 R1 AE ESR-34491 •MR"IH MPH MUCIrIZS ••••• hangers).Ddf •• •+ •+•• +++•• 17240.4 MPH210 to 216, MPH210-2 to 216-2, Masonry Hanger ; • ; . • +• ••: MPH310 to 316, MPH410 to 416, • • • • •+ • MPH610 to 616, MPH810 to 816, . ••• �•••• MPH325, MPH525, MPH687, •• • •+• • • MPH15925-1514, MPH16925 -1614, •• MPH17925-1716 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17240 R1 II ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf Verified By: ICC Evaluation Service, LLC Approved for use outside HVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17240 R1 AE ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf 17240.5 MUGT15 Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17240 R1 II ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf Verified By: ICC Evaluation Service, LLC Approved for use outside HVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17240 R1 AE ESR-3447 ...(KGH MPH MUGT15 hangers).Ddf https://www.floridabui ldi ng.orglprlpr_app_c tl.aspx?param=wGEVXQwtDgvOQpGQvtVm PYvLAupTStwW VSj7gXepXcpON4ZutFwR Ig%3d%3d 2/3 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: USP STRUCTURAL CONNECTORS, MiTek® USA, INC. 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS ICC ICC ICC Q)F:�� C PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" .0 SR A Subsidiary of CODECOUN r khb ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not CB„3 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC express or implied, as to any finding or other matter in this report, or as to any product covered by the report. PRODUCT CERIVICATM :N Copyright © 2015 IMES Evaluation Report ESR-3447* Reissued October 2014 This report is subject to renewal October 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic and Composite Fastenings REPORT HOLDER: USP STRUCTURAL CONECTORS, MiTek® USA, INC. 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952)898-8772 www.uspconnectors.com info anuspconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code® (IBC) ■ 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 6 for complete listing) are used for connecting wood framing members in accordance with Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors may also be used in structures regulated under the IRC when an engineered design is submitted to, and approved by, the code official, in accordance with Section R301.1.3 of the 2012, 2009 and 2006 IRC. 3.0 DESCRIPTION 3.1 KGH Floor Girder Hanger: The KGH Floor Girder Hanger is designed to support girders and beams, and transfer loads onto a concrete or masonry foundation wall. The KGH Floor Girder Hanger is cold -formed from No. 12 gage steel, and consists of a U-shaped strap factory -welded to a top -flange angle. The U-shaped strap is prepunched for 16d common nails. See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 LUGT and LUGTC Girder Tiedowns: LUGT and LUGTC Girder Tiedowns are designed to connect girder trusses and other framing members to the top of light -frame wood walls or posts. The LUGT and LUGTC series tiedowns are cold -formed from No. 14 gage steel and prepunched for 10d common nails. See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.3 MPH Masonry Hanger: The MPH Masonry Hanger is designed as a top flange hanger to support nominally dimensioned wood joists, I -joists or glued -laminated beams on concrete block walls. The hanger is fabricated from No. 12 gage hot -rolled steel plate; and is prepunched for 16d double -headed nails to be embedded into the grouted cells of the masonry wall, and either 10d common nails or 10d-by-11/2-inch nails driven into the joist. The U-shaped saddle is factory -welded to the flange. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.4 MUGT15 Truss Anchor: The MUGT15 Truss Anchor is designed to secure trusses to the top of a wall system, in a face -mounted or wrapped configuration. The MUGT15 is cold -formed from No. 12 gage steel. The load transfer plate is fabricated from 3/8-inch-thick (9.5 mm), cold -rolled, hot dipped galvanized steel. The MUGT15 Truss Anchor is prepunched for 10d common nails, and the load transfer plate is prepunched for a 5/8-inch-diameter (15.9 mm) bolt. See -6-"% 4 and Figure 4 for product dimensions, fastener 9W;lWlb and ...... allowable loads. 0• • 3.5 Materials: ...... 0000 ...... 3.5.1 Steel: The specific typeS•Cf• Steel and Corrosion ; • • • •; protection for each product are described in Tptle b of this • • report. Minimum steel base -steel' •thicknesses• for the • • • • • different gages are shown in thEb"awing table: o o so 00000 • MINIMUM ENSEMEEL TAINkhESS GAGE NO. ...Qd�) 14 • 0.06t0 *sees* 12 . 099 so**:* .Osseo •r0- • • For SI: 1 inch = 25.4 mm. • • 3.5.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood I -joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber), except as noted in Section 4.1. For connectors installed with nails, the thickness of the wood member must be sufficient such *Revised February 2016 lCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject ofihe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. ooE Copyright® 2015 Pagel 06 ESR-3447 I Most Widely Accepted and Trusted Page 2 of 6 that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current evaluation report. Refer to Section 3.5.4 for issues related to treated wood. 3.5.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this report are specified in Sections 3.5.3.1 and 3.5.3.2, and Tables 1 through 4. 3.5.3.1 Bolts: At a minimum, bolts must comply with ASTM A307, Grade A, and must have a minimum bending yield strength, Fyb, of 45,000 Ibf/in2 (310 MPa). Required bolt diameters are specified, in inches, within the applicable tables of this report. 3.5.3.2 Nails: Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging requirements specified in ASTM F1667; and must have lengths, diameters and bending yield strengths, Fyb, as shown in the following table: FASTENER FASTENER SHANK MINIMUM DESIGNATION LENGTH DIAMETER REQUIRED (inches) (inch) Fyb (psi) 10d x 1% 1.5 0.148 90,000 10d common 3.0 0.148 90,000 16d common 3.5 0.162 j 90,000 16d double- 3.0' 0.162 90,000 headed For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. 'Indicates the length of the shank, not including the length between the two heads. 3.5.4 Use in Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant - treated wood must comply with Section 2304.9.5 of the 2012, 2009 and 2006 IBC; Section R317.3 of the 2012 and 2009 IRC; or Section R319.3 of the 2006 IRC. The lumber treater or the report holder (USP Structural Connectors), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative -treated or fire - retardant -treated lumber. 3.5.5 Concrete and Masonry Construction: Materials and quality of concrete and masonry construction must comply with the applicable provisions of Chapters 19 and 21 of the IBC. The compressive strength of the concrete and masonry construction must be in accordance with the approved design and with applicable provisions of the building code. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 1 through 4 are based on allowable stress design. The use of the allowable load values for the products described in this report and listed in Table 6 must comply with all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal load duration or short load duration, or both, based on load duration factors, Co, in accordance with Section 10.3.2 of the NDS. No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100T (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Ct, specified in Section 10.3.4 of the NDS. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, Co, is 1.0, in accordance with NDS Section 11.5.1, unless otherwise noted in this report. Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 10.1.2. For connectors with anchors intended to transmit loads into concrete or masonry, adequate embedment length and anchorage details, including edge and end distances, must be determined by a registered design professional in accordance with Chapter 19 or 21 of the IBC, as applicable, for design of anchorage to concrete and masonry structural members. Where design load combinations include earthquake loads or effects, the design strength of anchorage to concrete for the MUGT15 Truss Anchor (Table 4) must be determined based on strength design in accordance with Section 1909 of the 2012 IBC, or Section 1912 of the 2009 or 2006 IBC, except for detached one- and two-family dwellings, assigned to Seismic Design CategoryA.B or C, or located where the mapQed §hort-peMgq .;Pectral ...... response acceleration, Ss, is le96�then 0.4g. • • • • 4.2 Installation: ...... • • i • • . • • i • Installation of the connectors n1LM4ti2'in accordthce with ;....; this evaluation report and the 1ltentifacturej'E•pdb�ished • • installation instructions. Mechanical• fasteners "ist be • • • • • installed in wood members "•aocordance with• NDS ••*•• Section 11.1. .0*000 ..:. ....•. 4.3 Special Inspection: """ ' . . . 4.3.1 Main Wind -force -resisting � ystemj •ttrtd'2r the...... : IBC: Periodic special inspection roust be conducted for:*-: components within the main wind -force -resisting. s)eostem, where required in accordance with Sections 1701t and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. IF ESR-3447 j Most Widely Accepted and Trusted Page 3 of 6 5.0 CONDITIONS OF USE The USP structural connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.5.2 and 3.5.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered in the design of the connections where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant- treated lumber must be in accordance with Section 3.5.4. 5.6 The design of the anchorage to, and bearing upon, concrete or masonry construction, inclusive of cast -in - place and post -installed anchors, used to attach the connectors described in this report to concrete or masonry construction, is outside of the scope of this report. 5.7 Connectors with factory welds are identified in Table 6 as being manufactured at the designated facilities under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), approved October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock) number, the number of the ICC-ES index evaluation report for USP Structural Connectors, (ESR-2685), and by one or more of the following designations: USP Structural Connectors, MiTek® USA, Inc., or USP Structural Connectors, a MiTek® Company. Labels on connectors identified in Table 6 as being manufactured under a quality control program. TABLE 1—KGH FLOOR GIRDER HANGER ALLOWABLE LOADS''1,3,4 STOCK NO. GIRDER SIZE STEEL GA, DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS lbs. Download W L D S H Oty Ty e Co = 1.0 Co = 1.15 Co = 1.25 KGH46-6 4 x 6 12 39/16 1 5 31/4 6 4 4 16d Common 2050 2050 2050 KGH46-8 4 x 6 12 39/16 5 3'/4 8 4 4 16d Common 2050 2050 2050 KGH48-6 4 x 8 12 39/16 5 3'/4 6 6 4 16d Common 2050 2050 2050 KGH48-8 4 x 8 12 3966 5 3'/4 8 6 4 16d Common 2050 2050 2050 KGH66-6 6 x 6 12 5% 61/4 3'/a 6 4 4 16d Common 2035 2035 "2U�5 KGH66-8 6 x 6 12 51/z 6'/4 31/4 8 4 4 16d Common 2035 : . *Z035 2035 KGH68-6 6 x 8 12 5'/2 6'/4 31/4 6 6 4 16d Common 2035 035 !035 KGH68-8 6 x 8 12 51/2 6'/4 31/4 8 6 4 16d Common 2035 .. ;,W35 •2035 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 9000 • • • 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The • • • • • • • allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durati•ASR • • • • •. See Sections 4.1 and 4.2 for additional design and installations requirements. 3See Section 3.5.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.5.2. `A wood sill plate must be applied over the top of the hanger as shown in the following installation figure. -L • • KGHI Typical KGH Installation FIGURE1—KGH FLOOR GIRDER HANGER r • .' ESR-3447 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 2—LUGT AND LUGTC GIRDER TIEDOWN ALLOWABLE LOADS''2,3 GIRDER DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) STOCK MEMBER STEEL NO. WIDTH GAGE Plate Stud Rafter/Truss F, F2 Uplift (in.) W H A B City Nail Type City Nail Type City Nail Type Co=1.6 Co=1.6 Cp=1.6 LUGT2 3 14 3'/4 12'/6 1% 3'/4 2 10d Common 14 10d Common 16 10d Common 1015 440 2260 LUGTC2 3 14 3'/,6 14"/16 11/2 1 33/4 2 10d Common 14 10d Common 16 10d Common 575 -- 2260 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten-minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.5.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.5.2. Typical LUGT2 wood installation Typical LUGTC2 Installation FIGURE 2—LUGT AND LUGTC GIRDER TIEDOWNS •••••• •••• •••••• • • • • • • •••••• ,4F ESR-3447 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 3—MPH MASONRY HANGER ALLOWABLE LOADS STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) Masonry Joist Fc.pa,p = 460 psi Fc.p.,p = 625 psi W J H D L City. Type Qty. Type Cp = 1.0 Co = 1.15 Cp = 1.25 Co = 1.0 Co = 1.15 Cp = 1.25 MPH210 to 216 12 19/,5 91/4 to 151/e 21/2 7 2 16d Duplex 2 10d x 02 1965 2000 2025 2585 2620 2645 MPH210-2 to 216-2 12 3'/B 91/4 to 151/8 2% 7 2 16d Duplex 2 10d Com. 3705 3740 3770 4280 4280 4280 MPH310 to 316 12 29/,6 91/4 to 151/e 21/2 7 2 16d Duplex 2 10d x 1 % 3115 3150 3175 3240 3240 3240 MPH410 to 416 12 3B/,6 91/4 to 151/e 21/2 7 2 1 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH610 to 616 12 5B/,6 91/4 to 151/e 21/2 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH810 to 816 12 79/,e 9'/4 to 15'/B 21/2 8 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH325 12 31/4 Spec. 21/2 7 2 16d Duplex 2 10d Com. 3850 3885 3910 4280 4280 4280 MPH525 12 5'/4 Spec. 21/2 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH687 12 6% Spec. 2% 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH15925-1514 12 19/1B 91/4 to 14 2% 7 2 1 16d Duplex 2 10d x 11/2 1965 2000 2025 2585 2620 2645 MPH16925-1614 12 1 "/16 9'/4 to 14 21/2 7 2 1 16d Duplex 2 10d x 11/2 2110 2145 2170 2780 2815 2840 MPH17925-1716 12 113/15 91/4 to 16 21/2 7 2 16d Duplex 2 10d x 02 2255 2290 2315 2975 3010 3035 MPH2O925-2020 12 2'/,e 9'/4 to 20 21/2 7 2 16d Duplex 2 10d x 02 2540 2575 2600 3240 3240 3240 MPH23925-2330 12 2% 91/4 to 30 21/2 1 7 2 16d Duplex 2 10d x 02 2900 2935 2960 3855 3890 3915 MPH25925-2526 12 21/2 9'/4 to 26 2'/2 7 2 16d Duplex 2 10d x 02 3115 3150 3175 4145 4180 4205 MPH26925-2620 12 2% 9'/4 to 20 2% 7 2 16d Duplex 2 10d x 11/2 3260 3295 3320 4280 4280 4280 MPH27925-2720 12 23/4 91/4 to 20 2% 7 2 16d Duplex 2 10d x 11/2 3405 3440 3465 4280 4280 4280 MPH35925-3520 12 3% 91/4 to 20 2% 7 2 1 16d Duplex 2 10d Com. 4280 1 4280 4280 4280 4280 4280 MPH52925-5220 12 53/B 91/4 to 20 2% 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH55925-5520 12 554 91/4 to 20 2% 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH15925-2 to 1514-2 12 3'/8 91/4 to 14 2'/2 7 2 16d Duplex 2 10d Com. 3705 3740 3770 4280 4280 4280 MPH17925-2 to 1716-2 12 3% 9'/4 to 16 2% 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH2O925-2 to 2020-2 12 4'/8 9114 to 20 2'/2 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH23925-2 to 2320-2 12 4% 9'/4 to 20 21/2 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH25925-2 to 2520-2 12 5 9'/4 to 20 2'/2 7 2 16d Duplex 2 10d Com. 4280 4280 4280 4280 4280 4280 MPH35925-2 to 3520-2 12 71/8 9'/4 to 20 21/2 8 2 16d Duplex 2 10d Com. 4280 4280 4280 4280• *Z&O 4280 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. • • • • • 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads jig p;t fppply to I%V:9f other durjtog% • and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.5.3 for required fastener dimensions and mechanical properties. • • 0000 • 0 • • • • ; 3Allowable loads shown are for installations in wood members complying with Section 3.5.2. Wood members must also have a n n referen"corrspression • • perpendicular to grain design value, Fc3, of either 460 psi (3.17 MPa), or 625 psi (4.31 MPa), as specified in the table above. • • .. • • : 0.. • • • • • • `Allowable loads shown do not apply to the anchorage to, or bearing upon, concrete or masonry. Anchorage to, and bearing ups �, �rc� to or masc�n�4rrust be • • • • • designed by a registered design professional . . . •• •• •••• •••••• Instal wAlo(R� tEid dapltx iiail� :d GCge r� 3 3/4" H W.�`�D MPH Typical MPH Installation FIGURE 3—MPH MASONRY HANGER ESR-3447 I Most Widely Accepted and Trusted Page 6 of 6 TABLE 4—MUGT15 TRUSS ANCHOR DESIGN LOADS''4 STOCK NUMBER STEEL GA. CONNECTOR DIMENSIONS (in.) MOUNTING CONDITION FASTENERS ALLOWABLE UPLIFT LOAD (Ibs) Width Depth Unbent Height Strap Width Rafter/Truss Anchor Top Face Back Type Qty Dia. CD =1.6 MUGT15 12 3"/,6 2'/,6 145/8 121/32 Face -Max - 28 - 10d 1 /a 4,495 Top -Min 4 6 1 12 10d 1 /e 4,175 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Mounting Conditions: Face -Max: All rafter/truss nails installed into the wide face of the rafter/truss. Top -Min: The hanger is applied in a top mount condition with at least six nails installed on the rafter/truss face, four nails on top of the rafter/truss, and twelve nails into the back face. 3See Section 3.5.3 for required fastener dimensions and mechanical properties. `Allowable loads shown are for installations in wood members complying with Section 3.5.2. Install a minim of (6) 10d nails into the face Install a minimum of (12) 10d nails Into back Install a minimum In o t nails � Into thee top 1 114" Install a n of(28110 inro the 8 FIGURE 4—MUGT15 TRUSS ANCHOR •••• TABLE 5—STEEL TYPE, STRENGTH AND CORROSION RESISTANCE • • PRODUCT STEEL •• C AG KGH Floor Girder Hanger ASTM Al011, SS designation, Grade 33 • Painted LUGT / LUGTC Girder Tiedown ASTM A653, SS designation, Grade 33 000000 • • G961 MPH Masonry Hanger ASTM Al011, SS designation, Grade 33 •••• ' PaRed MUGT15 Truss Anchor ASTM A653, SS Grade 40 • • Load transfer plate: ASTM A108, type 1018 • • • • Mt?t"pped2 'Corrosion protection is a zinc coating of sheet steel in accordance with ASTM A653. : • •: •: 2Corrosion protection is a minimum 1.0 ounce of zinc per square foot as determined in accordance with ASTM Q153. • TABLE 6—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT • SECTIONS, TABLES AND FIGURES PRODUCT NAME REPORT SECTION TABLE NO. FIGURE NO. KGH Floor Girder Hanger' 3.1 1 1 LUGT Girder Tiedown 3.2 2 2 LUGTC Girder Tiedown 3.2 2 2 MPH Masonry Hanger' 3.3 3 3 MUGT15 Truss Anchor 3.4 4 4 'Products are manufactured at the USP manufacturing facilities in Largo, FL; Tolleson, Arizona; and Montgomery, MN under a quality control program with third party inspections by PFS Corporation (AA-652). • ••• • •• DocuSl. , Envelope ID: EDCCODEA-6068-469F-908D-1D7138C777A8 � Tj Yct r�, RECEIVED Eli ' F` APR 2 4 2017 ''` ! eAP E X April 29, 2015 Jax Apex Technology, Inc. 4745 Sutton Park Court Suite 402 Jacksonville, FL 32224 Simpson Strong -Tie 2221 Country Lane McKinney, TX 75069 RE: Statement of Independence .... . . .... ...... To Whom It May Concern: 00 0 0000• As a duly licensed structural engineer licensed to practice in the state of Florida, I heretw.Lrtify that.I haveitd•': financial interest, currently or at present, in the manufacturing, sales, or distribution bf wi kind 44 oever• • • • • associated with Simpson Strong -Tie or any of its holdings. • • • • • • • • • • • • • • • .. .. •••• ...... Respectfully, 011�Y , P' ARN� 4C DocuSigned by. `�.,��. •.��G E NSF':r0No 58544 079614DO26EB432... a' * -'Crf/29/2015 : 3 STATE OF ' 44/ Jax Apex p�c�b Cy' ��'nc. Jeffrey P. Arneson, P.E. P.E. No.58544 . . . • ...... Jax Apex Technology, Inc.: 4745 Sutton Park Court, Suite 402, Jacksonville, FL 32224: 904-821-5200 4 Architectural Testing Randall Shackelford, P.E. Simpson Strong -Tie Company 2221 Country Lane McKinney, Texas 75069 April 19, 2015 RE: Equivalence of Published Versions of ASTM D1761 and ASTM D7147 Dear Mr. Shackelford: At your request, I have reviewed several ASTM test method standards to evaluate their equivalence to the same test method standard but with a different publication date as referenced by the Florida Building Code — Building 5th Edition (2014). Specifically, I am comparing: ASTM D 1761-88(2000)e 1 Standard Test Method for Mechanical Fasteners in Wood to ASTM D 1761-06 Standard Test Method for Mechanical Fasteners in Wood. ASTM D7147-05 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers to ASTM D7147-11 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers. Our laboratory in York, Pennsylvania is accredited to perform the above:referenced Wf'` methods. I have reviewed and compared the above referenced test method standards, 0 0 0 * •••.•• it is my professional opinion that the test method standards are equivalent,A.t that: 1. ASTM D 1761-06 does not include methods and procedures for joist harrge'tests. `• • ` ...... .... 2. ASTM 137147-11 has additional requirements for extending I joist tit•;e.S.tilts such, that joist hangers proven by testing with I joists, when extended to other I joists, shall . be limited to other I -joists having equal or greater flange thicknesl agd•equal• or thinner flange width. Product evaluations based on ASTM D7147-05 ftultl need It% : recognize this restriction to be equivalent to ASTM D7147-11, if applicable. ARCHITECTURAL TESTING, INC. DVUly Signed by: MkhW D. Sbe mel Michael D. Stremmel, P.E. Senior Project Engineer JARJar/cmd cc: E6309.01-122-34 © 2015 Architectural Testing, Inc. 130 Derry Court I www.archtest.com . www.intertek.com/building I P. 717.764.7700 York, PA 17406 f. 717.764.4129 4 4/24/201� Florida Building Code Online FL ��( 6 BCIS Home Log In I User Registration ( Hot Topics Submit Surcharge Stats & Facts I Publications FBC Staff BCIS Site Map Links Search Fbrida Product Approval (�k USER: Public User Product Approval Menu > Product or ADDllcation Search > Application List > Application Detail • ''• FL # FL11473-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive ...• McKinney, TX 75069 • • (800) 999-5099 ••• •••• ••••�• rshackelford@strongtie.com • • • • • • ' • Quality Assurance Representative Shelby Troth •••••• • :•.•.. • • Address/Phone/Email 5956 W. Las Positas Blvd • • • • • • : • • • • Pleasanton, CA 94588 • • • • • • • • • • • • (925) 560-9000 Ext 9049 • • • • • • • • • • • • • • • stroth@strongtie.com • • • . • • see* . • • • • . Category Structural Components • • • • • • •• • • Subcategory Wood Connectors • • • • • Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Jeffrey P. Arneson the Evaluation Report Florida License PE-58544 Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2017 Validated By Joseph A Reed, PE ,1 Validation Checklist - Hardcopy Received Certificate of Independence FL11473 R3 COI Cert of Ind Simpson.odf Referenced Standard and Year (of Standard) Standard Year AF&PA NDS 2012 AISI S100 (S1, S2-2010) 2007 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By Approved Testing Lab https://www.floridabuilding.org/pr/pr app_ctl.aspx?param=wGEVXQwtDgv8JygqZ9WuEl9bViKyWeNZd59lfOxYJdSRql OiZYeShwp/o3dp/o3d 1/4 ' 4/24/2017 Florida Building Code Online FL11473 R3 Ea6v D1761 and D7147 Equivalence.pdf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/01/2015 Date Validated 05/01/2015 Date Pending FBC Approval 05/09/2015 Date Approved 06/22/2015 Summary of Products FL # Model, Number or Name Description 11473.1 Double Embedded Truss Anchor — _DETAL — —� Limits of Use -- Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.2 FGTR, FGTRHL, FGTRHR — Girder Retrofit Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68.6"-k-%) Design Pressure: N/A Created by Independent third Harty: Yes • • • • • • • • • Other: Evaluation Reports 00.0 : •.•. •� FL11473 R3 AE SIM201V1 jrw to Products Seal 04292015.odf • Created by Independent 7111i"Pa1ty: Yes ' ;.... • 11473.3 HETA12, HETA16, HETA20, HETA24, Embedded Truss Anchor • • • • • • • • • • • • HETA40 •••••• •••• ••i•• ` Limits of Use Installation Instructions' • • • • • • • "•' • 1p Approved for use in HVHZ: Yes FL11473 R3 II SIM20150fl•Ta-e"to MasonryProducts EOR• Seal 04292015.odf . I • • • • • ••: M Verified By: Randall Shackelford P.E. 68L69311X) • Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Tihird•Party: Yes • • • • • Other: Evaluation Reports " • 000 FL11473 R3 AE SIM201501 Truss to Masonry-Ffoducts FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.4 HETALI2, HETALI6, HETAL20 Embedded Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 111473.5 1 HGAM10, HM9 I Masonry retrofit connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 111473.6 1 HHETAI6, HHETA20, HHETA24, I Heavy Embedded Truss Anchor https://www.floridabui ldi ng.org/pr/pr_app_c tl.aspx?param=wGEVXQwtDgv8JygqZ9W uEl9bVi KyW eNZd59lfOxYJdSRq] OiZYeShw%3d%3d 214 1 � 4/24/2017 Florida Building Code Online _ H H ETA40 —� — --� Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Approved for use outside HVHZ: Yes Seal 04292015.odf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.7 -- LGT2, LGT3-SDS2.5, LGT4-SDS3 Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes ------------------------------------------- --- 11473.8 LTA2 Lateral Truss Anchor Limits of Use —` Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Approved for use outside HVHZ: Yes Seal 04292015.Ddf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.9 META12, META16, META18, META20, Embedded Truss Anchor META22, META24, META40 Limits of Use Installation Instructions • • • Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masoor";o'ducts EDQ• • Seal 04292015.odf • • • • Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackerford P.E. 6867E (TX) •• Design Pressure: N/A Created by Independent 1'M1nlfafty: Ye? • • • • • • • • Other: Evaluation Reports • • • • • • • • FL11473 R3 AE SIM201501 Jsuss to Masonry Products: �af� • Seal 04292015.odf • • • • • --- Created by Independent Third Party: Yes •_•_•_•.• • •_•�• • • • •�•J 11473.10 — MET, VET, VGTL, VGTR �— —` — Girder Tiedown 00 Limits of Use Installation Instructions• • • 'OE Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to MaseAmt4eductS OR Seal 04292015. odf . •'�W . • • • • • Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall ShackQlford•P.E. 68M154T)r • i Design Pressure: N/A Created by Independent Third Party: Yes • • Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.11 MSTAM24, MSTAM36, MSTCM40, Strap Tie for Masonry MSTCM60 Limits of Use �— Installation Instructions Approved for use in HVHZ: Yes FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 (TX) Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Created by Independent Third Party: Yes 11473.12 MTSM16, MTSM20, HTSM16, I Twist Strap for Masonry HTSM20 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 R3 II SIM201501 Truss to Masonry Products FOR Seal 04292015.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 R3 AE SIM201501 Truss to Masonry Products FOR https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgvBJygqZ9WuE19bViKyWeNZd59ifOxYJdSRqlOiZYeShw%3d%3d 314 DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determine! frQmthe • • • • • • substantiating data. We reviewed the substantiating data to a degree that allowed us to dt;termine; • • • whether or not the work performed is consistent with the intended use of the product!aod that thto • • methods used are in compliance with, or meet the intent of, the Florida Building Cod2!Ail test reports were prepared by an approved testing laboratory. • • • • • • • REPORT NO.: SIM201501 CATEGORY: Structural Components • SUB CATEGORY: Metal Connectors • SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Rule 61 G-20. Page 1 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 2. PRODUCT NAMES Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Embedded Truss Anchors META12, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA16, HHETA20, HHETA24, HHETA40, LTA2, DETAL20 Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns LGT2, LGT3, LGT4, MGT, VGT, VGTL, VGTR, FGTR, FGTRHL, FGTRHR 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the 5th Edition (2014) Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common or 10d x 1'/2" nails, and fastens to the wall with either %x2%" Titen Masonry Screws for a masonry wall, or %xl%" Titen Masonry Screws for a concrete wall. These connectors are manufacturr�•• from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanizes coating •.... • complies with the G90 requirements of ASTM A653. Twist strap fastend; 66hodules, .... dimensions and allowable loads are shown in Table 1. See Figure 1 foradditicnal details of twist straps for masonry. ...:.. . .... .. 4.2' HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The ;*T•906 and •••• HTSM20 are used to anchor wood trusses, rafters, or beams to mason"recgncrete ; • • • walls. The HTSM fastens to the wood member with 10d common or 10d'x 111/" nailS'2llId fastens to the wall with either %x2%" Titen Masonry Screws for a masooyf'41, or %xl " Titen Masonry Screws for a concrete wall. These connectors are manufactured frort.14% gauge steel meeting ASTM A653 SS Grade 40. The galvanized coating osnplies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions an8• • allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or joists to masonry or concrete walls. The HM9 fastens to the wood member with Simpson '/4x1'/2" SDS screws (provided with the part), and fastens to the wall with either'/4x2Y4" Titen Masonry Screws for a masonry wall (provided with the part), or %4xl%" Titen Masonry Screws for a concrete wall (sold separately). The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, joists, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson'/4 X 1'/z' SDS screws. The HGAM10 fastens to a masonry wall with'/4x2%" Titen Masonry Screws and to a concrete wall with %4x1%" Titen Masonry Screws. The HGAM10 is sold as a kit (HGAM10KTA) that includes 10 connectors with Page 2 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 the required SDS screws and 23/" Titen Masonry Screws. 13/" Titen Masonry Screws are sold separately. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, and HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx11/2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/8" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 2. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA2 Lateral Truss Anchor. The LTA2 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA2 fastens to the wood member with 10dx 1 %" common nails and has legs which are embedded into the wall system. The LTA2 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 40. The galvanized coating complies with the G90 requirements of ASTM A653. Lateral truss•.. anchor fastener schedule, dimensions and allowable loads are shown h Table 2. SLse...' Figure 5 for additional details of the LTA2. ' ...... .... 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a highpeapracity • connector used to anchor single -ply wood trusses or rafters to mason ry•or•earlcreteYqlls+• The DETAL fastens to the wood members with 10dx11/2" nails. They are'rrmbedde&in •• the masonry or concrete wall to a depth of 4'/z inches. The strap portiorlbjthe ancholt" 11/8" wide. The strap anchors are manufactured from steel meeting AS1 VI R653 SS'•'' Grade 50, Class 1, and the truss seat is manufactured from steel meetidIVTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 gaysteel* The :•..•* galvanized coating complies with the G90 requirements of ASTM A653.• ErAedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See • �; Figure 6 for additional details of the DETAL. 4.8 MSTAM, and MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1 %4' wide for use on 1'/2" and thicker members. They are installed with 10d common nails to the wood and either '/4X21/4' Titen Masonry Screws to masonry, or %4x1%" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either %x2%" Titen Masonry Screws to masonry, or'/4X1'/4" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. Page 3 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 4.9 FGTR, FGTRHL, and FGTRHR Face Mount Girder Tie Down. The FGTR is a non - pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS'/4"x3" wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie'h" diameter Titen HD fasteners, which are supplied with the connector. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A-1011 Grade 33 steel and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss or beam (3" wide) to a wood, concrete or masonry wall. The LGT2 fastens to the wood truss or beam with 16-16d sinker nails. It attaches to wood studs beneath with 14-16d sinker nails, to a masonry wall beneath with 7-%x2'/4" Titen Masonry Screws, or to a concrete wall beneath with 7-%4x13/4" Titen Masonry Screws. The LGT2 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 40. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedule are shown in Table 6. See Figure 9 for additional details. 4.11 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used to anchor a three- ply wood truss or beam (maximum 5" wide) to a wood, concrete or masonry wall. The LGT3-SDS2.5 fastens to the wood truss or beam with Simpson Strong -Tie SDS screyvrs,, It attaches to wood studs with 16d sinker nails or to a masonry or concrete Voll with'fpJJr.• 3/8 x 5 Titen HD Screws. The LGT3-SDS2.5 tiedown is manufactured ftppi'1: gage .... ASTM A653 Grade 40 steel. The galvanized coating complies with the "!aQ jQquireW-AJts of ASTM A653. Allowable loads and fastener schedule are shown in Tabj& See Figure 10 for additional details. ..�. .. 4.12 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedefvrri%used to:*** anchor a four -ply wood truss or beam (maximum 61/" wide) to a wood, Wndilrte or •••• masonry wall. The LGT4-SDS3 fastens to the wood truss or beam with*.8"p4on Strong - Tie SDS screws. It attaches to wood studs with 16d sinker nails. The LGT4-SDS3:...:. tiedown is manufactured from No. 12 gage (0.099 inch) ASTM A653 StIctwN Quarity Grade 40 steel. The galvanized coating complies with the G90 requirements of ASf. A653. Allowable loads and fastener schedule are shown in Table 6. See Figure 10 for additional details. 4.13 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple -ply wood truss or beam (3" minimum width) to a wood or masonry wall. The MGT fastens to the wood truss or beam with 22-10d common nails. A minimum of six nails must be into the face of the truss adjacent to the MGT. A minimum of four nails must be into the top of the truss. The base of the MGT attaches to a single %" diameter anchor bolt or rod. For masonry construction, this %" anchor must be designed by the building designer to provide at least as much anchorage as is required of the MGT. For wood frame construction, this `/6" anchor may be a length of all thread rod that is attached to an anchor fastened to the studs beneath the girder. This anchor must provide at least as much anchorage as is required of the MGT. For example, a Simpson Strong -Tie HDU4 Holdown attached to multiple studs below of at least Spruce -Pine -Fir lumber will provide anchorage equivalent to the anchorage of the MGT to the truss. The stud to which the anchor is attached must be anchored to the foundation in such a manner as to transfer this uplift to the foundation. The MGT is manufactured from 12 gauge steel meeting Page 4 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 ASTM A-653 SS Grade 40, coated with a G90 galvanized finish. The washer in the seat is %" plate steel that meets the provisions of ASTM A36 steel. Allowable loads and fastener schedule are shown in Table 6. See Figure 11 for additional details. 4.14 VGT, VGTL, and VGTR Variable Girder Tiedown. The VGT girder tiedown is used to anchor a multi -ply wood truss or beam (minimum 3" wide) to a wood or masonry wall. The VGT fastens to the wood truss or beam with Simpson Strong -Tie SDS Strong - Drive Screws. It then fastens to a threaded rod or anchor bolt. The rod can be fastened to a connector mounted to framing below the girder or extend to and be anchored into the foundation. The anchor bolt can be anchored to a concrete or masonry wall that is designed by the building designer to resist the high concentrated uplift load at that location. The VGT can be installed singly or in pairs for higher uplift resistance. The crescent washer allows the VGT to be installed at an angle from 3:12 to 8:12. If the VGT is installed on a member sloped less than or greater than that amount, the VGT must be rotated so that it is sloped between 3:12 and 8:12. The VGTR and VGTL have one of the side flanges concealed so they can be placed at the end of a truss or beam. The VGT is manufactured from 7 gage ASTM A653 SS Grade 33 steel. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedule are shown in Table 6. See Figure 12 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. .... 5.2 Wood. Wood members to which these connectors are fastened shall be solid S%V4.• lumber, glued -laminated lumber, or structural composite lumber having 8"gnlions ...* consistent with the connector dimensions shown in Tablesl through 6. rl "eas other+mu noted, lumber shall be Southern Pine or Douglas Fir -Larch having a mir'+I�x -specific • gravity of 0.50. Where indicated by SPF, lumber shall be Spruce -Pine- F.il'fievjng a :•• •• minimum specific gravity of 0.42. •••• •• ...... .... 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common n2fls"Nails sflafl• comp)y with ASTM F 1667 and shall have the minimum bending yield stwil ft Fyb: • •• ...... Common Nail Pennyweight Nail Shank Diameter inch Fyb (psi) •• Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot - dipped zinc coated galvanized steel with coating weights in accordance with ASTM Al53. Fasteners for stainless steel connectors shall be stainless steel. 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f'c - 2500 psi Masonry, f'm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) Page 5 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supersedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Bryan Wert, P.E., performed in accordance with the 5th Edition (2014) Florida Building and Residential Building Codes. Product Test Number Test Lab MTSM H756 Testing Engineers, Inc. HTSM 1841 Testing Engineers, Inc. MTSM & HTSM F1 0555 Testing Engineers, Inc. MTSM & HTSM F2 0564 Testing Engineers, Inc. HM9 Uplift 02-3793 Product Testing, Inc. HM9 F1 Direction 02-3793 Product Testing, Inc. HM9 F2 Direction 02-3793 Product Testing, Inc. HGAM10 Uplift L007 Product Testing, Inc. HGAM10 F1 Direction H046 Testing Engineers, Inc. HGAM10 F2 in to part H141 Testing Engineers, Inc. HGAM10 F2 away from part L018 Product Testing, Inc. META Uplift one part L008 Product Testing, Inc. META Uplift 2 parts 1 ply; 2 ply CMU; 2 ply conc. L011, L020, P670 Product Testing, Inc. META F1 1 ply; 2 ply N218, L012 Testing Engineers, Inc.; • ••• Product TQstin , Inc. --- META F2 1 ply; 2 ply L019, L021 Product T&s*6 *_Inc. •• HETA Uplift L013 Product TeaSj !Inc. • • • • HETA F1 N218 Product Testin "Inc. • HETA F2 L019 Product T 8t1A Inc. •• HHETA Uplift K996 Product TeSt111 , Inc. ' HHETA F1 N218 Testing En i its', Inc. HHETA F2 L019 Product Te9tin , Inc. HETAL Uplift L013 Product To IA -Inc. HETAL F1 D793 Testing Engineers, Inc. • • • • HETAL F2 D844 Testing Engijigmrj, Inc. DETAL Uplift 0797 Testing Engineers, Inc. ' DETAL F1 0795, 0799 Testing Engineers, Inc. DETAL F2 0796, 0798 Testing Engineers, Inc. LTA2 Uplift DF Truss Perp P966 Testing Engineers, Inc. LTA2 F1DF Truss Perp P967 Testing Engineers, Inc. LTA2 F2 DF Truss Perp P968 Testing Engineers, Inc. LTA2 Uplift Steel Truss Parallel Q018 Testing Engineers, Inc. LTA2 F1 DF Truss Parallel Q019 Testing Engineers, Inc. LTA2 F2 DF Truss Parallel Q020 Testing Engineers, Inc. LTA2 Uplift SYP Truss Perp Q856 Testing Engineers, Inc. MSTAM24 Uplift L004 Product Testing, Inc. MSTAM36 Uplift L004 Product Testing, Inc. MSTCM40 Uplift N471 Product Testing, Inc. Page 6 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 Product Test Number Test Lab MSTCM60 Uplift N471 Testing Engineers, Inc. FGTR Uplift 1 art; Uplift 2 parts K930, K931 Product Testing, Inc. FGTRHL/R Uplift K932 Product Testing, Inc. LGT2 Uplift wood wall; masonry wall H429; 1839 Testing Engineers, Inc. LGT2 F1; F2 both wood to wood L921; L922 Testing Engineers, Inc. LGT3 Uplift wood wall; masonry wall L431; L918 Testing Engineers, Inc. LGT3 F1; F2 both wood to wood L233; L234 Testing Engineers, Inc. LGT4 Uplift wood wall; masonry wall 0113; 0587 Testing Engineers, Inc. LGT4 F1; F2 both wood to wood 0393; 0394 Testing Engineers, Inc. MGT Uplift straps straight; Uplift straps wrapped over L870; 1134 Testing Engineers, Inc. VGT Uplift 3:12 itch; 8:12 pitch M950; M985 Testing Engineers, Inc. VGT-2 arts/2 I Uplift 3:12; 8:12 N074; N075 Testing Engineers, Inc. VGT-2 arts/3 I Uplift 3:12; 8:12 N142; N149 Testing Engineers, Inc. VGTUR Uplift 3:12; 8:12 M988; M989 Testing Engineers, Inc. VGTUR-2 parts Uplift 3:12; 8:12 M990; M991 Testing Engineers, Inc. 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this reportA•• Allowable loads listed in this report are based on allowable stress design•. •The loads - in this report are not applicable to Load and Resistance Factor Design! • ; • • • 2. Capacity of wood members is not covered by this report. Capacity (5 V% Rl membVs must be checked by the building designer. """ 3. Allowable loads for more than one direction for a single connection C.51188tbe added'. together. A design load that can be divided into components in the directions given" must be evaluated as follows: ' •: •' : : ... Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/AlllAkle •••� Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral • Perp. to Plate < 1.0 0 ...... 4. As and alternate to Note 3, the embedded truss anchors in Table 2 8WAble 3... can be evaluated using the following when subject to loads in more than one direction: The design load in each direction shall not exceed the published allowable load in that direction multiplied by 0.75. 10. CODE REFERENCES Florida Buildina Code. Buildina. 51h Edition Section 104.11 Alternative materials, design, and methods of construction and equipment Chapter 1711.1 Joist hangers and connectors Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 7 of 15 Simpson Strong -Tie t w DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 Florida Buildina Code. Residential. 5" Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model No. Ga Length (in.) Fasteners Allowable Uplift Loads 160 Truss/Rafter CMU Titen Concrete Titen DF/SP SPF MTSM16 16 16 7-10d 4-'/4x2'/4 4-%xll/4 875 755 MTSM20 16 20 7-10d 4-'/4x2'/4 4-'/4x13/4 875 755 HTSM16 14 16 8-10d 4-'/4x2'/4 4-'/4x11/a 1 1175 1010 HTSM20 14 20 1010d 4-'/4x2'/4 4-%xl% 1175 1010 HM92 18 - 4-SDS'/4X1'/2 5-'/4x2'/4 5-'/4xl% 805 805 HGAM103.6 14 4-SDS''/4X1'/2 4-%x2'/4 4-'/4x1'/4 850 610 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 670 Ibs, and allowable F2 load shall be 200 lbs. 3. HGAM10 allowable F1 load shall be 1005 Ibs (DFUSYP) & 870 Ibs (SPF), and allowable F2 load shall be 1105 Ibs • • •. (DFUSYP) & 950 Ibs (SPF). • • 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 Yz" must lie ussa when • • • framing anchors are installed on each side of the joist or truss. • • • ;"• 5. F1 = 120lbs and F2 = 90lbs lateral loads apply for the MTSM and HTSM twist straps when the wall 6ide•Tit@n scre" • • are install into the first four hexagonal holes from the bend line and on the truss/rafter the first seveg iijitlaWes near • the bend line are filled. Any other fasteners required can be installed in any open hole. 0000 • • • • • • • HGAM10 HM9 •;� • • • Moisture barrier not shown Figure 1 Figure 2 Typical MTSMM/HTSM Application Typical HM9 Installation Page 8 of 15 F, • • • Fz • • Figure 3 Typical HGAM10 Installation Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift (Southern Pine) Lateral Loads (SP) 1 Ply Truss 2 or 3 Ply Truss F, (parallel P wall) F2 (pato jular Fastener Load Fasteners Load META12 18 8 7-10dx1'% 1420 6-16d 1450 340 795 META16 12 8-10dx1'% 1450 6-16d 1450 340 795 M ETA18 14 8-10dx1'% 1450 6-16d 1450 340 795 META20 16 7-10dx1'% 1420 5-16d 1210 340 795 8-10dx1'% 1450 6-16d 1450 340 795 META22 18 8-10dx1%2 1450 6-16d 1450 340 795 META24 20 8-10dx1'/z 1450 6-16d 1450 340 795 META40 36 8-10dx1'% 1450 6-16d 1450 340 795 HETA12 16 8 7-10dxI% 1455 7-16d 1730 340 795 HETA16 12 9-10dx1% 1810 8-16d 1810 340 795 HETA20 16 8-10dx1'/z 1665 7-16d 1730 340 795 9-10dx1'% 1810 8-16d 1810 340 795 HETA24 20 9-10dx1'% 1810 8-16d 1810 340 795 HETA40 36 9-10dx1'% 1810 8-16d 1810 340 795 HHETA16 14 12 11-10dx1'/z 2235 9-16d 2235 340' 815 HHETA20 16 9 10dx1'/ 1935 8-16d 2030 340 815 11-10dx1'% 2235 9-16d 2235 340 815 HHETA24 20 11-10dx1'% 2235 9-16d 2235 340' 815 HHETA40 36 11-10dx1'% 2235 9-16d 2235 340 815 HETAL12 16 7 10-10dx1'/, 1040 10-16d 1235 415 1100 HETAL16 11 14-10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'% 1810 13-16d 1810 415 1100 LTA2 Perpendicular to wall installation 18 - 10-10dx1'% 1425' 10-10dx1% 1425' 415 875 LTA2 Parallel to wall installation 18 - 10-10dx1'/z 1390' 10-10dx1'/ 1390' 950 220 •••• • • • • • • • • • Notes: • 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed H the Florida • Building Code. No further increases are permitted. Reduce loads where other loads govern. ' •' •' 2. For the META, HETA, and HHETA, the lowest 4 nail holes must have nails installed in them. • • • • • • • 3. Five nails must be installed into the truss seat of the HETAL • • • • • • : • • • • 4. Parallel -to -plate load towards face of HETAL is 1975 lbs. • • • • • • • • • • 5. Minimum fc is 2,000 psi, minimum fm is 1500 psi. • • • 6. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. Tile • • load per nail can be approximated by dividing the allowable load by the number of fasteners. This conttf �:es to all • member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 • fasteners are used with the HETA and HHETA anchors or less than 6-16d or 7-10dx1'%" fasteners are olsed ,Acth the MW • • • anchor. • • • 7. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 • •• nails are installed. 8. LTA2 allowable uplift on DF is 1210 lbs. for both perpendicular and parallel to wall installation. _t. FJ Typical META Installed with TSS Figure 4 META/HETA/HHETA Tvpical Installation LTA2 Perpendicular to Wall Installation FZ^ P2 ti•. .., �� `G r y- r5 R/<Uer: = Faipes lac<n LTA2 Parallel to Wall Installation Figure 5 Options for LTA2 Installation Page 9 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS 1 Ply Truss (SP) 2 or 3 Ply Truss (SP) Fasteners Uplift Load F, (parallel to wall) F2 (perp. to wall) Fasteners Uplift Load(parallel F1 to wall) Fz (perp. to wall) Model No. Qty. Application DETAL20 1 CMU 18-10dxll/2 2480 20006 1370 N/A Concrete 18-10dxll/2 2480 2000 1505 META 2 CMU 10-10dX1'/2 1985 14-16d 1900 1285 1160 Concrete 10-10dX1'/2 1985 14-16d 2575 1285 1160 Refer to Table 25 HETA 2 CMU 10-10dX1'/z 2035 12-16d 2500 1350 1520 Concrete 10-10dx1'/z 2035 12-16d 2700 1350 1520 HHETA 2 CMU 10-10dx1'/2 2035 12-16d 2500 1350 1520 Concrete 10-10dx1'/z 2035 14-16d 3365 1350 1520 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. Minimum fm is 1,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAIL lateral load apply to single -ply application. 6. Noted F, lateral loads for the DETAL20 in masonry may cause an additional 1/32" deflection beyond the standard 1/8" limit. • 05F (R ...... .... • - TyptQjLVtatlatiop • VjlD jVV METAs Figure 6 DETAIL and Double META/HETA/HHETA Application Page 10 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions Simpson Strong -Tie 6 Model Ga inches Titen Screws Tension Load No. Nails DF/SP SPF W L CMU Concrete 160 160 MSTAM24 18 1'/4 24 5-'%x2'/4 5-%xl% 9-10d 12505 12505 MSTAM36 16 1'/4 36 8-'/4x2'% 8-%x1% 13-10d 1870 1870 MSTCM40 16 3 40'% 14-'%x2'% 14-'/4x1'/4 26-16d Sinker 4220 4220 MSTCM60 16 3 5 9 % 14-%x2'% 14-'/4x13/4 26-16d Sinker 4220 4220 Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/z" for Titen Masonry Screws. 3. Minimum fm = 1500 psi and minimum f'C = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. 5. MSTAM24 allowable loads when fastened to reinforced concrete are 1500 Ibs (DF/SP) and 1460 Ibs (SPF) 6. Tension load is uplift load when strap is oriented vertically. I v0 e V,h. I 0 0 40', a 0 •I o • I 0 3. U o { 0 r Typ. 0 0 0 h, I o 1 -T- 1 MSTAM36 MSTCM40 Typical MSTAM36 Installation. Figure 7 MSTAM/MSTCM Typical Dimensions and Installation ..•. ....•• • • • • • • • • • • • • .... •..... Typical MSTCM60 Installation Page 11 of 15 Simpson Strong -Tie • DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS ' Fasteners Allowable To Block and Model No. Qty. Uplift Load To Truss DF/SP Concrete Wall (160) 1 2-Titen HD %x5" 18-SDS1/4x3 5000 FGTR 2 4-Titen HD'/X5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD'/2x5" 18-SDS1/4x3 3850 Notes 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. Titen HD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. FGTR used for corner applications shall be limited to 4685 Ibs allowable yt 1 28� t FGTR Two FGTRs Figure 8 FGTR/FGTRHL/FGTRHR Typical Installation FGTRHL FGTRHL TOPVIEW •••• •••••• • •••• •••••• • •••• •••••• • • • Page 12 of 15 Simpson Strong -Tie • DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 TABLE 6 ALLOWABLE LOADS FOR GIRDER CONNECTORS Allowable Uplift Allowable Fasteners Loads (160) Lateral Loads Model No. QtY No. of Wood F1 F2 Plies Girder Studs or CMU Concrete DF/SP SPF DFISP DFISP Framing LGT2 (Wood) 1 2 16-16d 14-16d _ 2050 1785 7004 1704 Sinker Sinkers LGT2 (Masonry) 1 2 16-16d 7 %x2% 7-'/^X13/4 2150 1850 7004 1704 Sinker Titen Screw Titen Screw LGT3-SDS2.5 1 3 12- 21-16d 3685 2655 795 410 Wood SDS'/<X2'/2 Sinkers LGT3-SDS2.5 1 3 12- 4 - %IIX5' 4 - %IIX5' 3285 2365 Mason SDS%x2'/2 Titen HD Titen HD LGT4-SDS3 1 4 16-SDS'/<X3 30-16d _ 4060 2925 20005 6755 Wood Sinkers LGT4-SDS3 1 4 16-SDS%x3 4 - %IIX5" 4 - %11XY 3285 2365 - - Mason Titen HD Titen HD MGT 1 2(min) 22-10d 1-%" anchor 3965 3330 (Wood or Masonry) 1 2(min) 16-SDS'%x3 1-%" anchor 4940 3555 - - VGT (Wood or Masonry) 2 2(min) 32-SDS''/4X3 2-%" anchors 7185 5175 3(min) 32-SDS%x3 2-%" anchors 8890 6400 VGTL or VGTR 1 2(min) 16-SDS'/<X3 1-%" anchor j 2230 j 1605 - - (Wood or Masonry) 2 2(min) 32-SDSI/ 2-%" anchors 5545 1 3990 Notes: • ' 1. Loads include an increase of 60% for wind loading where permitted by the code for fasten;41rtwQod. No • • •+ further increases are permitted. Reduce loads where other loads govern. • 2. Attached members must be designed to resist applied loads. • • •: • • • • • • 3. For MGT and VGT application to wood framed wall, provide equivalent anchorage to wood fPan A5 to provide resistance to applied load on the MGT or VGT. Provide continuous load path to the foundatlblti'•Fpr MGT% '. VGT application to masonry/concrete wall, provide %" anchor designed by building designeM81ftovide • resistance to applied load on the MGT or VGT. Provide continuous load path to foundation. • • • 0 ; • • • 4. LGT2 lateral loads require installation of optional 4-16d sinkers in triangle fastener holes in4atop4lates. • • • • 5. LGT4 lateral loads require installation of optional 7-16d sinkers in triangle fastener holes intagmAates. • \\\GT2 Applicationto.Masonry LGT2 Application to • • • 0000 • 3r �� Wood Framing 0 0 Moisture barrier not shown 0 Figure 9 Typical LGT2 Application Page 13 of 15 Simpson Strong -Tie DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 t ~ j—• e, L LG13-SOS2.5 I,.C,Il]OSJ urrularJ n Figure 10 Typical LGT3 and LGT4 Application Ur M .1 natrnun N G•I3f nAs ItNA Me txe Typical MGT Installation with HDU4 Figure 11 Typical MGT Application Ine7i1 e MMUM of e•1O4 mR, Into Me tap MAistun f Application to Masonry • • •• • • • •s• • Typical VGTR Single Typical VGT Double Instailalion with HDU4 lnstaHation with HDU4's Figure 12 Typical VGTNGTR Application Page 14 of 15 Simpson Strong -Tie -4 r, b DocuSign Envelope ID: 947B04CE-AC5C-42A6-8F2E-AAE7CFFFD253 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. ``,`P ```�Y ARN�'�i E Vc �`� Fe:• � E N S � DocuSgned by. No 58544 _ 79614DB26EB432... STATE OF 463/29/2015 Jax 214iTetr8nology, Inc. Jeffrey P. Arneson, P.E. P.E. No. 58544 April 20, 2015 •••• • • •• • • • •• ••••• .••• ••..•• • • • •••••• ••• • • • 00 Page 15 of 15 Simpson Strong -Tie t rao RECEIVED'' APR 2 4 1017 �i .� -� � � '�' }• UNIFo. ES Certificate of Independence Dated September 16, 2014 IAPMO UNIFORM ES 5001 East Philadelphia Street Ontario, California - USA 91761.2816 Ph:909,472.4100 1 Fax:909-472-4171 http://www.uniform-es.org IAPMO Evaluation Service LLC ("IAPMO Uniform ES") is an independent, ANSI accredited organization providing services to the construction materials industry. IAPMO Uniform ES is completely independent in ownership, operation, and control from any entity for which testing, inspection, or litigation support services are rendered. IAPMO Evaluation Service LLC: 1. Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. if. Does not have, nor does it intend to acquire a financial interest in any entity for which official reports are issued. Does not have, nor does it intend to acquire a financial interest in any other entity for which testing, inspection, or litigation • • •' support services are rendered. . . 0000 ..... . IV. Does not have, nor does it intend to acquire a financial interest in any other'entify involvea•in the �• • • • • • • • • • • • approval process for construction materials. .... . .. ..... ...... .... ..... .. .. .... ...... . . . . ...... Richard Beck • • Vice President IAPMO Evaluation Service, LLC 4 Architectural Testing Randall Shackelford, P.E. Simpson Strong -Tie Company 2221 Country Lane McKinney, Texas 75069 April 19, 2015 RE: Equivalence of Published Versions of ASTM D1761 and ASTM 137147 Dear Mr. Shackelford: At your request, I have reviewed several ASTM test method standards to evaluate their equivalence to the same test method standard but with a different publication date as referenced by the Florida Building Code — Building 51h Edition (2014). Specifically, I am comparing: ASTM D 1761-88(2000)e 1 Standard Test Method for Mechanical Fasteners in Wood to ASTM D 1761-06 Standard Test Method for Mechanical Fasteners in Wood. ASTM D7147-05 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers to ASTM D7147-11 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers. Our laboratory in York, Pennsylvania is accredited to perform the above referenced test methods. I have reviewed and compared the above referenced test method standards, and it is my professional opinion that the test method standards are equivalent, except that: 1. ASTM D1761-06 does not include methods and procedures for joist hanger tests. 2. ASTM D7147-11 has additional requirements for extending I joist test results such"• that joist hangers proven by testing with I -joists, when extended to oth q:t;jQlsts, sl}4C • be limited to other I joists having equal or greater flange thickness. ".equal or. thinner flange width. Product evaluations based on ASTM D7147-05 wotl4d neeq tq • • recognize this restriction to be equivalent to ASTM D7147-11, if applicJ-M ' ' ...... .... ARCHITECTURAL TESTING, INC. • •, • • DAM Signed by: Michael D. ftemmel Michael D. Stremmel, P.E. Senior Project Engineer JARJar/cmd cc: E6309.01-122-34 © 2015 Architectural Testing, Inc. 130 Derry Court www.arclitest.com . www.intertek.com/building P. 717.764.7700 York, PA 17406 f. 717.764.4129 4/24/201- BCIS Home i Log In User Registration Hot Topics Product Approval USER: Public User Florida Building Code Online Submit Surcharge Stats & Facts 1 Publications FBC Staff I BCIS Site Map ( Links Search Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL10446-R4 Revision 2014 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford (new) 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Shelby Troth 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext9049 stroth@strongtie.com Structural Components Wood Connectors • •••••• •••• • •••••• •••• Evaluation Report from a Product EvaRCatl'Cfi Entity ' • • • IAPMO Uniform Evaluation Services 1C. : • • • • Benchmark Holdings, L.L.C. : ••• ' 12/31/2017 • • IAPMO Uniform ES • • FL10446 R4 COI CERTIFICATE OF INDEPENDENCE IAPMO UES.PDF Standard Year ASTM D1761 2000 ASTM D7147 2005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2012 Approved Testing Lab FL10446 R4 Equiv D1761 and D7147 Eauivalence.odf https://www.floridabui ldi ng.org/pr/pr_app_dti.aspx?param=wGEVXQwtDqudsD rIH 61487bAmTOOafx%2fhK01xzb6YCaGgN H IRJ4y%2bQ%3d%3d 1/4 1. 4/24/201'r Florida Building Code Online 10446.8 �H2A, H2.5T, H8, HGA10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if 112A, H2.ST, or HGA10 is used to resist FL10446 R4 AE ER 0112 Clips-Ties.pdf roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10446.9 HH4, HH6 Header Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Use F3 direction load, CD=1.6 for uplift load when FL10446 R4 AE ER 0112 Clips-Ties.pdf installed per installation drawing. 10446.10 1-30, 1-50, 1-70, L90 Angles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if L30 or L50 are used to resist roof uplift FL10446 R4 AE ER 0112 Clips-Ties.pdf provide supplemental connection to achieve minimum 700 lbs. uplift 10446.11 LCE4 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R4 AE ER 0112 Clips-Ties.pdf 10446.12 — — LS30, LS50, LS70, LS90 Skewable Angle Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A 0*000 Evaluation Reports 0 Other: In HVHZ, if LS50 or LS70 are installed with 1-1/2" FL10446 R4 AE ER 0112•Clips•Ties.odf •••• •••••• nails, or LS30, is used to resist roof uplift provide '•�' ..•• •� supplemental connection to achieve minimum 700 lbs. uplift • ' 10446.13 LTP4, LTP5 Tie Plate • • • • • • Limits of Use —� Installation Instruction. - Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 CIyVmT V,Ddf • • • •.; • Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaleation S cruces LLC. Impact Resistant: N/A • • • • Created by Independent MrdVarty: • Design Pressure: N/A Evaluation Reports +• • • • • • ' • Other: FL10446 R4 AE ER 0112bios-Ties.0f• • ••.••• 10446.14 RBC, RBCP — Roof Boundary Clip ' • •' : ... + • • i Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: I FL10446 R4 AE ER 0112 Clips-Ties.Ddf 10446,15----------�.TIC37 Truss Jack Clip` Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if used to resist roof uplift provide FL10446 R4 AE ER 0112 Clips-Ties.Ddf supplemental connection to achieve minimum 700 lbs. uplift 10446.16 Z2, Z4, Z44 Panel Stiffener Clips Limits of Use Installation Instructions https://www.flori dabui Idi ng.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqudsDrIH61487bAmTOOafx%2fhK01xzb6YCaGgN H IRJ4y%2bQ%3d%3d 3/4 4/24/201t Sections from the Code Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 06/05/2015 Date Validated 06/09/2015 Date Pending FBC Approval Date Approved 06/15/2015 Summary of Products FL # Model, Number or Name Description _ 10446.1 A21, A23, A33, A34, A35, A44 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift Angle Installation Instructions FL10446 R4 II ER 0112 Clips-Ties.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clios-Ties.pdf 110446.2 1 DSP, SSP I Stud Plate Ties Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10446.3 I FC4, FC6 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10446 R4 II ER 0112 Clips-Ties.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.pdf Framing Clips Installation Instructions FL10446 R4 II ER 0112 Clips-Ties.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.pdf 10446.4 FSC Floor Span Connector • • Limits of Use Installation Instructions • • • • • • • • • Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Cliw=-Ui s.gdf .•.• •��•; Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent -l'h?ri•FPaTty: • :•••• Design Pressure, N/A Evaluation Reports • • • • • • • • Other: FL10446 R4 AE ER 0112•G",l1ies.pdf: •••• ••••• 10446.5 1 I FWANZ —^— Foundation Wall Angles ��•� •.;• ••••• Limits of Use -- — — Installation Instructions"•••' • — •� Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 ailips Tiss.pdf • • ••••• Approved for use outside HVHZ: Yes ••• Verified By: IAPMO Uniform Evaluation y`ervic•gs I.I.C. • Impact Resistant: N/A Created by IndependentThiir�dPaPty: •'•• Design Pressure: N/A • Evaluation Reports • • Other: FL10446 R4 AE ER 0112 Clips-Ties.pdf 00 10446.6 1 GA1, GA2 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift Angles Installation Instructions FL10446 R4 II ER 0112 Clips-Ties.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.pdf 110446.7 1 H10A, H10A-2, H10S, H14 I Hurricane Tie I Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R4 AE ER 0112 Clips-Ties.pdf https://www.floridabui lding.org/pr/pr_app_Otl.aspx?param=wGEVXQwtDqudsD rIH 61487bAmTOOafx%2fhKOlxzb6YCaGgN H I RJ4y%2bQ°/a3d%3d 2/4 Originally Issued: 08/2008 EVALUATION SUBJECT: Simpson Strong -Tie Angles, Clips, and Ties REPORT HOLDER: Simpson Strong -Tie Company Inc. 5956 West Las Positas Boulevard Pleasanton, California 94588 (800) 999-5099 www.stronetie.com Revised: 08/29/2014 Valid Through: 08/2015 CSI Division: 06—Wood, Plastics and Composites CSI Section: 06 05 23—Wood, Plastic, and Composite Fastenings 1.0 SCOPE OF EVALUATION 1.1 Compliance to the following codes & regulations: • 2012 International Building Code® (IBC) • 2012 International Residential Code® (IRC) • 2009 International Building Code® (IBC) • 2009 International Residential Code® (IRC) • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) 1.2 Evaluated in accordance with: • IAPMO UES Evaluation Criteria for Joist Hangers and Miscellaneous Connectors (EC 002-2011) 1.3 Properties assessed: • Structural 2.0 PRODUCT USE Simpson Strong -Tie structural angles, clips and ties are used as wood framing anchors and mechanical fastenings in accordance with Section 2304.9.3 of the IBC. The products may be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 PRODUCT DESCRIPTION 3.1 Product information: 3.1.1 A Series Angles: The A series angles transfer shear loads between wood members and are formed from No. 18 gage steel. Table 1 provides model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.2 A34 and A35 Framing Angles: The A34 and A35 framing angles connect wood framing members and are fabricated from No.18 gage steel. The connectors have cutouts on each leg and a prong to aid in installation. The A35 angle has slots and bend lines to permit field adjustments of the legs for two- and three-way tied connections. Table 2 and Figure 2 provides model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.3 DSP and SSP Stud Plate Tie Connectors: The SSP stud plate ties transfer uplift loads from a double top plate to a stud or from a stud to sill plate. The SSP is formed from No. 18 gage steel. The DSP is used to connect a double wood stud to a single or double wood plate, and is formed from No. 18 gage steel. Table 3 and Figure 3 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.4 FC Series Framing Clips: The FC series framing clips transfer shear loads between wood members and are formed from No. 16 gage steel. Table 4 and Figure 4 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.5 FSC Floor Span Connectors: The FSC connector transfer tension loads from member to member and may be used as an alternative to floor -to -floor strap connectors. The connector is formed from No. 12 gage steel. Table 5 and Figure 5 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.6 GA Series Gusset Angles: The GA.6wies gusset angles connect wood framing aiemlyers and Are fg0ed fro".... No. 18 gage steel. Table 6'a9d'Fiture 6 cWVjip model .' numbers, dimensions, fasten q.spbgdu les, a ;Vble loads,..;. and installation details. 3.1.7 H2A, H2.5T, H8, 11101CAl1ffA-2, j154,.H14 arm... HGA10 Hurricane Ties: Thg jVgrjcane ties cpppgct wood.:,, • rafters' or trusses to wood wiLVeWitts or slil(t. The H24.... H2.5T, H8, H10A, H10A-2,.1a1JQ§ti and H14 jare formed •• from No. 18 gage steel, and tIr HCACI0 is fYrme jfrom Np,, 14 gage steel. Table 7 and Figure 7contain RiodeloRumbers, • dimensions, fastener scheduleso allowable loads, at4 • • • • installation details. • 3.1.8 HH Series Header Hangers: The HH series header hangers transfer wind uplift and lateral loads between wood roof and wall members and are formed from No. 16 gage steel. Table 8 and Figure 8 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.9 L Series Reinforcing Angles: The L series reinforcing angles connect wood framing members and are formed from No. 16 gage steel. Table 9 and Figure 9 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with urws the intent of the provisions of the code as noted in this report and for at least equivalence to that prescribed in the code in quality, strength effectiveness fire resistance durability and safely,E � P P 9 P 4 Y. 9 Y as applicable, in accordance with IBC Section 104.11. Copyright © 2014 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. No part of this publication may be reproduced, stored in r an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of the publisher. Ph: 1-877-41ESRPT • Fax: 909.472.4171 • web: www.uniform-es.org • 5001 East Philadelphia Street, Ontario, California 91761-2816— USA �n Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2016 3.1.10 LCE4 Post Cap: The LCE4 post cap transfers uplift and lateral forces from a wood beam to a wood post and is formed from No. 20 gage steel. Table 10 and Figure 10 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.11 LS Series Skewable Angles: The LS series skewable angles transfer loads between wood framing members and are formed from No. 18 gage steel. The angles are designed to allow field skewing from 0 to 135 degrees. Table 11 and Figure 11 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.12 LTP4 and LTP5 Lateral Tie Plates: The LTP4 and LTP5 lateral tie plates transfer shear loads from the wood top plate to wood rim joist or blocking members and is formed from No. 20 gage steel. Table 12 and Figure 12 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.13 RBC and RBCP Roof Boundary Clips: The RBC/RBCP roof boundary clips transfer loads between the roof diaphragm perimeter blocking and wall top plates and are formed from No. 20 gage steel. Table 13 and Figure 13 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.14 TJC37 Jack Truss Connector: The TJC37 is a field skewable connector that transfers loads from jack trusses, joists, rafters and blocking members to supporting members and is formed from No. 16 gage steel. Table 14 and Figure 14 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.15 Z Series Panel Stiffener Clips: The Z2 and Z4, Z44 panel stiffener clips are formed from No. 20 and No. 12 gage steel, respectively. The Z clips are used to support nominally 2-by-4 or 2-by-6 wood blocking between joists or trusses that provide solid backing for ceiling panel material. Table 15 and Figure 15 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.16 FWANZ Foundation Wall Angles: The FWANZ foundation wall angles are used to attach the foundation or basement walls to the floor system to resist out -of -plane loads imposed by soil pressure. Each angle fastens to the wood rim -board and wood mudsill with nails. The FWANZ is formed from No. 14 gage steel. Table 16 and Figure 16 provide model numbers, dimensions, fastener schedule, allowable loads, and installation details. 3.2 Materials 3.2.1 Steel: The DSP, FWANZ, H2A, H2.5T, H8, H14, LCE4, LTP5, RBC, RBCP, SSP and TSP connectors described in this report are manufactured from galvanized steel complying with ASTM A 653, Grade 40, SS designation with a minimum yield strength of 40,000 psi (227 MPa) and a minimum ultimate tensile strength of 55,000 psi (358 MPa). All other connectors described in this report are manufactured from galvanized steel complying with ASTM A 653, Grade 33, SS designation with a minimum yield strength of 33,000 psi (227 MPa) and a minimum ultimate tensile strength of 45,000 psi (310 MPa). Base metal thicknesses for the connectors in this report are as follows: GAGE BASE METAL THICKNESS inches No. 12 0.0975 No. 14 0.0720 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For Sl: 1 inch = 25.4 mm The connectors have a minimum G90 zinc coating designation complying with ASTM A 653. Some models also are available with a G185 zinc coating designation in accordance with ASTM A 653 (denoted by model numbers ending in the letter Z). Some models are available with a batch hot -dipped galvanized coating in accordance with AS110A0123, with a minimum specified coating v:eig�t• of 2.0 orereei of zinc•per• e • square foot of surface area (600 g4n'), total•fcx•both sides* (denoted by model numbers oonv V with 414i!etters HDG�.• • Model numbers in this report flenoi kst the Z orkMG endini, but the information shown apek" o .. .... . .. ..... The holder of this report (Sinop Strong-Tie4.or lun&44.. • treater shall be contacted for.reconamendatiorLon minimum... corrosion resistance of steel. consectors in .contact with.' specific proprietary preserv.ativ&tZeated or fire -retard tatr. % treated lumber. 0 0 ...... 0 . . . ..... . 3.2.2 Wood: Wood members with which the dWectors are used shall be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber), except as noted in Section 4.1. The thickness (depth) of the wood main member shall be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. Page 2 of 21 Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 3.2.3 Fasteners: Common nails shall comply with ASTM F 1667 when used with connectors in this report and have the following minimum fastener dimensions and bending yield strengths (F,,b): SHANK FASTENER Fyb FASTENER DIAMETER LENGTH (psi) inches inches 8d x 1 %2 0.131 1'/2 100,000 8d 0.131 2'h 100,000 10d x 1 %2 0.148 1'h 90,000 10d 0.148 3 90,000 16d 0.162 3'/z 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with fire -retardant -treated or preservative -treated lumber shall comply with IBC Section 2304.9.5 or the 2012 and 2009 IRC Section R317.3 (2006 IRC Section R319.3), as applicable. The report holder or lumber treater shall be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. SDS wood screw fasteners described in Table 7 shall be Simpson Strong -Tie SDS wood screws recognized in ICC- ES ESR-2236. 4.0 DESIGN AND INSTALLATION 4.1 Design The tabulated connector loads shown in this report are for allowable stress design and include the load duration factor, CD, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Further load duration increases are not permitted other than those shown. Tabulated allowable loads apply to products connected to wood used where sustained temperatures are 100°F (37.8°C) or less and under dry conditions. The allowable loads shall be adjusted by the wet service factor, Cm, specified in the NDS for dowel -type fasteners, when products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected. The allowable loads in this report shall be adjusted by the temperature factor, G, specified in the NDS when connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C). 4.2 Installation Installation of the connectors shown in this report shall be in accordance with the manufacturer's published installation instructions and this evaluation report. If there is a conflict between this report and the manufacturer's published installation instructions, the more restrictive prevails. 4.3 Special Inspection 4.3.1: Periodic special inspection shall be conducted in accordance with the 2012 IBC Section 1705.10, 2009 IBC Section 1706 or 2006 IBC Section 1704, as applicable, when the product series are components within the main wind - force -resisting system of structures constructed in areas listed in the 2012 IBC Section 1705.10, 2009 IBC Section 1706.1 and Section 1705.4 for the 2006 IBC. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under the 2012 IBC Sections 1704.2, 1705.3, 1705.10.1 or 1705.10.2, 2009 IBC Sections 1704.1, 1704.4, 1706.2 or 1706.3 and 2006 IBC Sections 1704.1 and 1704.4. 4.3.2: Periodic special inspection shall be conducted in accordance with the applicable subsections of Section 1705.11 of the 2012 IBC and Section 1707 of the 2009 and 2006 IBC when the product series are compog"i within the seismic -force -resisting systerp of StructureS.rWtructed,". • • Seismic Design Category C, 11.2 or F. Specjg4 inspection . • requirements do not apply to star UVes, orApNons thereof,..;. that qualify for exception undgr.Zq"IBC Sections 1704.2,or • 1705.11, 2009 IBC Sections j JgJ.1, 170Z.� or. 1707.4;Or• • • 2006 IBC Sections 1704.1 or I J4 J.63! • • • 4.3.3: For installations under �h :SRC, special �nspectior# I: • • not normally required. Howev erg for an engineered design • • where calculations are required to y a registered to signed bistered • design professional, periodic special inspecbron rarrirements • • and exemptions are as stated:in Sections e3.1 and 4.3.24s+..: applicable for installations under the IRC. • * • . : • 00 5.0 LIMITATIONS The Simpson Strong -Tie products described in this report are in compliance with, or are acceptable alternatives to what is specified in those codes listed in Section 1.0 of this report subject to the following conditions: 5.1 The connectors shall be manufactured, identified and installed in accordance with the manufacturer's published installation instructions and this report. A copy of the instructions shall be available at the jobsite continuously during installation. 5.2 Where applicable, adjustment factors noted in Section 4.1 and the applicable codes shall be considered. Page 3 of 21 Originally Issued: 08/2008 Revised: 08/29/2014 5.3 Connected wood members and fasteners shall be in compliance, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.4 Use of connectors with fire -retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.1 of this report. Use of fasteners with fire - retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.3 of this report. 6.0 SUBSTANTIATING DATA Data in accordance with IAPMO UES Evaluation Criteria for the Testing and Analysis of Joist Hangers and Miscellaneous Connectors (EC 002-2011), inclusive of tests and calculations. 7.0 IDENTIFICATION A label shall be affixed on at least one of the following: product, packaging, installation instructions or descriptive literature. The label shall include the company name or trademark, model number, and the IAPMO Uniform ES Mark of Conformity the name of the inspection agency (when applicable) and the Evaluation Report Number (ER- 112) to identify the products recognized in this report. A die - stamp label may also substitute for the label. Either Mark of Conformity may be used as shown below: IgpMO UES ES 0® of TM IAPMO ER #112 Brian Gerber, P.E., S.E. Technical Director o Uniform Evaluation Service Richard Beck, PE, CBO, MCP Director of Uniform Evaluation Service rY� � GP Russ Chan y CEO, The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.ore or email at info(a uniform-es.om Page 4 of 21 Valid Through: 08/2015 . . .... ...... ...... .... ....% .... . .. ..... ...... .... ..... ...... .0 . . . ...... 00. •• • •00 • • . . VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 1: ALLOWABLE LOADS FOR THE A ANGLES MODEL NO. ANGLE DIMENSIONS' (in) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,3,4,6 (Ibs) L W1 W2 Supporting Member (Base) Supported Member (Post) F1 where Co = F2 where Co = 1.0 1.16 1.25 1.66 1.0 1.15 1.25 1.66 A21 13/8 2 11/2 2-10d x 1'/z 2-10d x 1'/2 235 270 290 365 175 175 175 175 A23 23/4 2 11/2 4-10d x 1'/z 4-10d x 1'/z 475 540 580 715 475 540 565 565 A33 11/2 3 3 4-10d 4-10d 565 625 665 800 330 330 330 330 A44 11/2 49/16 43/8 4-10d 4-10d 565 625 665 800 295 295 295 295 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Refer to Figure 1 for definitions of angle dimension nomenclature (L, Wi, W2) and allowable load directions (F1 and F2). 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 3. Fi and F2 loads cannot be combined. 4. The Fi allowable loads are for one connector. When angles are installed on each side of wood member, the minimum member thickness shall be 3 inches. 5. The F2 allowable loads apply only when the connectors are used in pairs. 6. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. • • •••• •••••• •••••• •••• •••••• • •••• • •• ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• • Figure 1 — A21 and A23 Angles Page 5 of 21 OUE TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 2: ALLOWABLE LOADS FOR THE A34 / A35 FRAMING ANGLES MODEL NO. FASTENERS (Quantity -Type) DIRECTION OF LOAD ALLOWABLE LOADS1,2 (lbs) Joist Header/Plate Co=1.0 CD=1.15 CD=1.25 CD=1.6 A34 4-8dx1'h 4-8dx1'/z F1 395 450 485 515 4-8dx1'/2 4-8dxl'/z F2 395 450 455 455 3-8dxl M2 6-8dx1'/2 Al 295 335 365 395 3-8dx1 % 6-8dx1'/z C1 210 210 210 210 3-8dxl'/2 6-8dx1'/2 E 295 335 365 425 A35 6-8dx1'/2 6-8dx1'/z A2 295 335 365 380 6-8dx1'/z 6-8dx1'/2 C2 295 335 365 370 6-8dx1'/2 6-8dxl'/z D 230 230 230 230 6-8dxl'/2 6-8dx1'/2 Fi 595 670 695 695 6-8dx1'/2 6-8dxl'/2 F2 595 670 670 670 OI: l Incn = Lo.4 mm, 1 IDS = 4.40 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Connectors are required on both sides of joist to achieve F2 loads in both directions. p • • • ,11116 F1 •••••• a 'I FZ a . IA1 • • or 1 Figure 2 — A34 and A35 Framing Angles Page 6 of 21 OUE TM Originally Issued: 08/2008 1'/0" Revised: 08/29/2014 Valid Through: 08/2016 TABLE 3: ALLOWABLE LOADS FOR SSP AND DSP STUD PLATE TIES MODEL FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADSI(Ibs) NO. Studs Double To Plate Sill Plate Double To Plate' Sill Plate4 CD=1.60 CD=1.60 4-10dX1'/2 3-10dX1'/2 - 350 - - 1-10dX1'/z - 420 SSP 4-10d 3-10d - 435 - - 1-10d - 455 8-10dX1'/2 6-10dX1'/2 - 775 - -I 2-10dX1'/2 - 660 DSP 8-10d 6-10d I - 825 - - 1 2-10d - 825 6v 1 Inca = zb.4 mm, 1 IDS = 4.40 N 1. The allowable uplift loads have been increased for wind or earthquake loading using the tabulated value of CD with no further increase allowed. Allowable loads shall be adjusted when other load durations govern. 2. When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement of the wood members to resist such loads shall be considered. 3. For Double Top Plate allowable load, all round and triangle holes shall be filled with the tabulated nails. 4. For Sill Plate allowable load, all round holes shall be filled with the tabulated nails. 13/a. SSP 1'A' SSP Sill Plate Installation (DSP Similar) 0*0 0 0°.0 060 000600 ° • • • •••• • • • • !, •••••• • fin"' 611 ••• • • • • t Ali ♦ • • •••• •• ••••• t • • • • • • •• •• •••• •••1•• • • • • •••••• •••••• • • • • • DSP 0 0 • Figure 3 — SSP and DSP Stud Plate Ties Page 7 of 21 DSP Top Plate Installation VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2016 TABLE 4: ALLOWABLE LOADS FOR THE FC FRAMING CLIPS MODEL NO. CONNECTOR WIDTH (W) (in) FASTENERS (Quantity -Type) ALLOWABLE DOWNLOAD, Fi1,2 (lbs.) CD=1.0 CD=1.15 CD=1.25 FC4 39/16 8-16d 865 920 920 FC6 51/2 10-16d 1,010 1,145 1,235 w: l Incn = Lb.4 mm, 1 IDS = 4AD N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Minimum thickness of the supporting member (post) shall be 21/2 inches to achieve the tabulated load value (similar to Figure 8). FC Connector Dimensions Typical FC Connector In§tallatid111000• ...... .... ...... Figure 4- FC Framing Clips ...:.. .... . .. ..... ...... .... ..... .... .... ...... . . . . ...... Page 8 of 21 f OUE TM Originally Issued : 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 5: ALLOWABLE LOADS FOR FSC FLOOR SPAN CONNECTOR MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADSf,2(lbs) Stud Anchor Rod3,4 CD=1.6 FSC 15-10dxl '/2 3/8 inchdiameter 1,830 ATR SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 1. The uplift loads have been increased using the tabulated value of Co for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when other load durations govern. 2. Load values are based on a minimum lumber thickness of 1'/2 inches. 3. Standard cut washer is required with the 3/8 inch diameter all -thread rod. 4. The all -thread rod shall comply with minimum requirements of ASTM A307 Grade A. 1a/4" •• • • d Nutand washer • • required .• • • Max. 18" • • �� Max. 18, Nut and washer required FSC Stud to Stud Installation Figure 5 — FSC Floor Span Connector Page 9 of 21 . . .... ...... ...... .... ...... •••• • •• ••••• •••••• •••• ••••• •• •• •••• •••••• • . . . . ....•• • Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 6: ALLOWABLE LOADS FOR GA GUSSET ANGLES MODEL NO. ANGLE LENGTH (L) (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS' (Ibs) F, where CD = F2 where CD =' 1.0 1.15 1.25 1.62 1.0 1.15 1.25 1.62 GA1 23/4 4-10d x 1 % 235 270 290 330 235 270 290 365 GA2 31/4 6-10d x 1 % 355 405 435 550 355 405 435 550 -jr 1 Incn = 15.4 mm, 1 IDS = 4.45 N. 1 Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads have been increased using the tabulated value of CD for wind or earthquake loading. No further increase is allowed. 3. Connectors are required on both sides to achieve F2 loads in both directions. GA1 Typical GA Installation Figure 6 — GA Gusset Angles Page 10 of 21 . . .... ...... ...... .... ...... .... . .. ..... ...... .... ..... .. .. .... ...... . . . . ...... VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 7: ALLOWABLE LOADS FOR H HURRICANE TIES MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS1,2,3,5,6 (Ibs) Uplift' CD=1.6 Lateral CD=1.6 To Rafter To Plates To Studs F14 F2 H2A 5 - 8d x 1'/z 2 - 8d x 1'/2 5 - 8d x 1'/z 575 130 55 H2.5T 5 - 8d 5 - 8d - 5457 135 145 H8 5 — 10d x 1 '/2 5 —10d x 1 '/2 - 795 95 90 H 10A 9 - 10d x 1 '/2 9 - 10d x 1 % - 1,140 590 285 H 10A-2 9 — 10d x 3 9 — 10d x 3 - 1,245 815 260 H10S 8 - 8d x 1'/2 8 - 8d x 1'/z 8 - 8d 1,0107.8,9 6608,9 2158 H14 12 - 8d x 1'/z 1 13 - 8d - 1,350 725 285 12 - 8d x 1'/2 2 15 - 8d - 1,465 670 230 HGA10 4 — SDS 1/4 x 1'/2 4 — SDS 1/4 x 3 - 695 1,165 94010 SI: 1 inch = 25.4 mm. 1 Ibs = 4.45 N 1. Allowable loads are for one anchor. A minimum rafter thickness of 2 '/2 inches shall be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector shall be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependent on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading using the tabulated value of CD with no further increase is allowed. Allowable loads shall be adjusted when other load durations govern. 4 Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or prevent cross -grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided in the members, mechanical reinforcement of the wood members to resist such loads shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable.•for -a - Continuous Load Path against uplift loads, connections in the same area (i.e. truss to plate connector and plate to stlidvnnector)SRAII• be on same side of the wall. . • • • 7. Allowable uplift load for the H2.5T and H10S with 8dX1'/2 fasteners is 425 Ibs and 550 Ibs, respectively. 000000 8. H10S nails to plates are optional for uplift loads but required for lateral loads. • 9. For H1OS, the stud may be offset 1 inch maximum from center of rafter for reduced uplift and Fi load capacities*& 8"lls and 545 IbS, respectively. 0000 • • 10. HGA10 F2 value is for load acting toward the connector. For load away from the connector, F2 = 780 lbs.' • • • • Page 11 of 21 M M3ATypico| Installation . ~ ,5" � H10S H10S Typical Installation Revised: 08/29/2014 Valid Through: 08/2016 H3.5T HD HiVA 1-12TTypicu| H8Typical Installation Installation \ � � `: 1. \ s` Top plate) HGA10 Typical Installation ad ColmonS to irWas FM ons of Whom flange. H14Typical Top Plate Installation Figure 7 — H Hurricane Ties Page 12 of 21 VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2016 TABLE 8: ALLOWABLE LOADS FOR THE HH HEADER HANGERS HANGER FASTENERS ALLOWABLE LOADS2,e DIMENSIONS' (Quantity -Type) (Ibs) MODEL (in) NO. F1 where Co = 4 F2 where CD = F3 where CD = F4 where CD = W H Stud Header 1.0 1 1.15 1.25 1.0 1.63 1.0 1.63 1.0 1.63 HH4 31/2 213/16 9-16d 4-16d 1,295 1,470 1,585 575 780 575 795 1,085 1,085 HH6 51/2 51/8 12-16d 6-16d 1,730 1,960 2,115 865 1,025 865 1,105 1,700 1,700 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Figure 8 describes definitions of dimension nomenclature (Wand H). 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 3. Allowable loads have been increased using the tabulated value of Co for wind or earthquake loading. No further increase is allowed. 4. Duration of load increase shall not exceed 1.25. 5. Minimum lumber thickness shall be 21/2 inches to achieve tabulated allowable load values. F1 HH4 Hanger Dimensions Typical HH Installation Figure 8 — HH Header Hangers Page 13 of 21 VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 9: ALLOWABLE LOADS FOR THE L REINFORCING ANGLES MODEL NO. ANGLE LENGTH (L) (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS1,3,4 (Ibs) Fi where Co = F2 where CD = 1.0 1.15 1.25 1.62 1.0 1.15 1.25 1.62 L30 3 4-10d x 1 '% 245 250 250 250 245 275 295 370 L50 5 6-10d x 1 '/2 365 415 445 555 365 415 445 555 L70 7 8-10d x 1 '/2 485 550 595 740 485 550 595 740 L90 9 10-10d x 1 '/2 610 690 740 925 610 690 740 925 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. 3. Minimum member thickness shall be 1% inches to achieve the tabulated allowable load values. 4. Connectors are required on both sides to achieve F2 loads in both directions. L 90�0 I L70 L50 0 T L30 ° 0 • L Angle • F2 •••• Typical L50 Installation and• • • • - s • Figure 9 — L Reinforcing Angles Page 14 of 21 r J VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 10: ALLOWABLE LOADS FOR LCE4 POST CAP MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS1,2 (lbs) Uplift3 Lateral Beam Post CD=1.60 CD=1.60 LCE4 14-16d 10-16d 1,955 1,425 LCE4 (Mitered Corner) 14-16d 10-16d 985 - 51: 1 Incn = Lb.4 MM, 1 IDS = 4.4b N 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading, with no further increase allowed. Allowable loads shall be adjusted when other load durations govern. 2. Loads apply only when used in pairs. Loads in table above are for each connector. 3. Uplift loads do not apply to splice conditions. 5w 1�'TYP LCE4 LCE4 (Mitered Corner) Figure 10 — LCE4 Post Cap Page 15 of 21 A 11 OUE TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 11: ALLOWABLE LOADS FOR LS SKEWABLE ANGLES FASTENERS ALLOWABLE LOADS1,2 (Ibs) MODEL L (Quantity -Type) NO. (inches) Carried Carrying Member Member CD=1.0 Co=1.15 Co=1.25 CD=1.6 3-10d x 1'/z 3-10d x 1'/z 325 325 325 325 LS30 3 % 3-10d 3-10d 355 395 395 395 4-10d x 1'/2 4-10d x 1'/2 475 540 565 565 LS50 4 7/a 4-10d 4-10d 475 540 585 730 5-10d x 1'/2 5-10d x 1'/2 595 640 640 640 LS70 6 % 5-10d 5-10d 595 675 730 915 6-10d x 1'/2 6-10d x 1'/2 715 810 845 845 LS90 7 Y8 6-10d 6-10d 715 810 875 1,040 SI: 1 Inch = 2b.4 mm, 1 Ibs = 4.4b N. 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Figure 11 indicates load directions. ILoad Direction Adjustable LS B from to Bend onea timea only. Shipped at 45° LS Bend Angles Figure 11 — LS Skewable Angles Page 16 of 21 Load Direction .... LS Installed . . VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 12: ALLOWABLE LOADS FOR LTP4 AND LTP5 LATERAL TIE PLATES I FASTENERS (Quantity -Type) ALLOWABLE MODEL NO. CONNECTOR LATERAL CONFIGURATION Rim Board Plates LOADS' (Ibs) CD=1.6 LTP4 G 6-8d x 1 '/2 6-8d x 1 '/2 670 H 6-8d x 1% 6-8d x 1% 600 LTP52 G 6-8d x 1 '/2 6-8d x 1 '/2 620 H 6-8d x 1 '/2 6-8d x 1 '/2 545 br 1 Incn = 25.4 mm, 1 IDS = 4.4b N. 1. The loads have been increased using the tabulated value of CD for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when other load durations govern 2. The LTP5 may be installed over wood structural panel sheathing no greater than'/2" thick. m m LTP4 0 0 • 0 4%" pIrTE LINE --#' • 4 0 0 i 0 0 LTP4 . . •... ..•... •••••• •••• •••••• H • r• • • . • • • •• • •••• ••••• •• •••• •••••• • • • • •••••• 0 LTP4 Typical Installations • • • •• Figure 12 — LTP4 and LTP5 Lateral Tie Plates Page 17 of 21 CUES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 0812015 TABLE 13: ALLOWABLE LOADS FOR RBC/RBCP ROOF BOUNDARY CLIPS MODEL NO. CONNECTION TYPE BENDLATERAL ANGLE° FASTENERS (Quantity -Type)— ALLOWABLE LOADS',2,3(lbs) CD=1.6 Plate Blocking RBC Inside 45 to 90° 6-10dx1 'Y2 6-10dx1 'Y2 445 Outside 0 to 29° 435 30 to 45° 480 bl: 1 inch = 2bA mm, 1 IbS = 4.4b N. 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when other load durations govern. 2. Allowable loads are for one clip attached to blocking minimum 1'/2" thick. 3. RBCP replaces blocking fasteners with prongs. All load values are identical. Bend holes shall be aligned along lower edge of block as shown in Figure 13 below. All prongs in the RBCP shall be pressed (not hammered) into the block such that there is no more than a 1/32 inch gap between the face of the block and the bottom surface of the RBCP. RBCP prongs shall be installed in clear wood (no knots, etc.). 4. RBC/RBCP is shipped flat. Bending angle is measured from initial flat orientation. For inside installation, the bend angle = 90° - roof slope. For outside installation, the bend angle = roof slope. RBC 4W O b b O O O O O O=3 O o O O o o m m 5 Ile SWAMIi m 6, RBCP I RBC Inside Installation (RBCP Similar) up to ')4' gaP • • • • RBC Outside tnstallation ; • • • ...... .... ...... .... _-- up to • • gap . • RBCP Outside Installation Figure 13 — RBC and RBCP Roof Boundary Clips Page 18 of 21 VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2016 TABLE 14: ALLOWABLE LOADS FOR TJC37 TRUSS JACK CONNECTOR ALLOWABLE LOADS1,2 Where CD=1.0 FASTENERS (Quantity -Type) CD=1.15 MODEL NO. Co=1.25 CD=1.6 lbs. Carrying Carried 0° Skew 1 to 60° Skew 61 to 67.5° Member Member Skew 4-8dx1 1/24-8dx1 '% 340 300 320 TJC37 6-8dx1 %. 6-8dx1 '/z 580 485 425 t.r l Incn = Z0.4 MM, 1 IDS = 4.40 N. 1. No load duration increase allowed. 2. Allowable loads are for vertical direction (uplift or download). e ° j 9 SIMPSON I ° s ° e ° TJC37 Jack Truss Bottom Chord TJC37 Typical Installation Figure 14 — TJC37 Truss Jack Connector Page 19 of 21 0°-67.50 • • •••• •••••• • TJC3T BM Angles • .... . .. ..... ...... .... ..... .. .. .... ...... . . . . ...... VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 15: ALLOWABLE LOADS FOR Z PANEL STIFFENER CLIPS CLIP DIMENSIONS' FASTENERS ALLOWABLE DOWNLOAD2,3 (in) (Quantity -Type) Where MODEL Co=1.0 NO. Co=1.15 CD=1.25 W H B TF Top Seat CD=1.6 (lbs.) Z2 25/16 11/2 1 3/8 1 3/8 2-10d x 1'/2 2-10d x 11/2 465 Z4 11/2 31/2 1 21/e 113/4 1-16d 1-16d 465 Z44 21/2 31/2 2 13/8 2-16d 2-16d 865 31: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Figure 15 provides definitions of clip dimension nomenclature (W, H, B, TF). 2. No load duration increase permitted. 3. Compression perpendicular -to -grain capacity for the joists bearing on the clips shall be verified in accordance with the applicable NDS edition and shall not exceed the allowable loads noted in the table. 1F 0 i� h U 0 Figure 15 —Z Panel Stiffener Clips •••�•• • .... . .. ..... ...... ..•• ••••• ...... . • • • • • • • • • •••••• • • • • •000000 Page 20 of 21 r VES TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2016 TABLE 16: ALLOWABLE LOADS FOR FWANZ FOUNDATION WALL ANGLES Model No. Sill Plate Fastener (Quantity -Type) Rim Board Material Allowable F2 Load Sill Plate Rim Board Co = 0.90 Co = 1.00 CD = 1.60 1" OSB 895 895 895 1%" OSB 945 970 970 2x4, 1%" I -Joist 945 1,050 1,275 3x4, (8) (5) 1'W LSL 945 1,050 1,315 2-2x4, 4x4 10d x 1'/2 10d x 1'/2 2x DF/SP 945 1,050 1,410 1%" LVL 945 1,050 1,485 FWANZ 1" 0S13 895 895 895 '/a 1' OSB 1,110 1,110 1,110 2x6, 1%" I -Joist 1,135 1,135 1,135 34 (11) (5) 1%" LSL 1,220 1,220 1,220 2-2x6, 4x6 10d x 1'/2 10d x 1'/2 2x DF/SP 1,300 1,440 1,445 1%" LVL 1,300 1,440 1,645 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. FWANZ lateral F, load is equal to 310 lbs. No further increase in load permitted. 3. For simultaneous Fr and F2 loads, the connector shall be evaluated as follows: Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plates 1.0. The number of terms in theAeliibrl is dependent on the utilization of the connector in the structural system. • • • • • • 4. For joist/blocking spacing up to 16 inches on center FWANZ shall be centered between joists/blocking. For j&#t$ocYing spacinilQreater than 16 inches on center but not exceeding 48 inches on center. The FWANZ shall be located within 4 inches of the adjacent joist/blocking. 5. Splice joint not permitted on rim board in same bay as FWANZ unless blocking is placed on both sides of the pliaiAt. • • • - 6. When floor joists are parallel to the rimboard, the structural design professional shall ensure proper load tr2hsR P05 n rimboard Ato the diaphragm. •••• •• • 7. When 1-joist rim material is used, backer blocks shall be used and installed according to the I -Joist manufactuftr's instRactions.• • • •••••• •••• • 3• -►1 R..b-d- • o •v F \ • • FWANZ Typical Installation and Allowable Load Direction Figure 16 — FWANZ Foundation Wall Angles Page 21 of 21 a I _.`SyIOREsy,� Miami Shores Village Building Department 10050 NE 2"d Ave. —o 1 Miami Shores, FL 3313 305-795-2204 / Fax 305-756 9 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Olivier Servat to PE Building Code 5th Edition (2014) and Miami Dade County Admi pro ect on the below listed structure as of 02-01-2017 architect/ ofessional engineer licensed in the State of Florida. Process Number: REV16-3053 x Special Inspector for Reinforced Masonry, Section 21 _ Miami Dade County Administrative Code, Article II Sc Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or d X Soil Compaction Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. X Other Epoxy Dowels —�gatgj Q AS SPECIAL rctor services under the Florida the 17 NE 105 Street, Miami Shores, a registered Fl . 33138 . . .... ...... 9of��} 5th dition (2014) ...... • ...... .... •... . . n ci -Inspector for " ..... .... .... ...... .. . ..... . . . . . •..... . . . . .•.... Note: Only the marked boxes apply. The following individual(s) employed by this firm or the is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. 1 (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel perfonning inspection services. I (we), understand that a Special Inspector inspection log for each building mast be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed ment indicating that, to the best of my knowledge, belief and of the project outlined above meet the intent of the Florida Building e with the approval plans. Enginee rchitect Name Josue R. Cruz Print Address5810 SW 14th Street, Miami F1. 33144 I NOTICE OF COMMENCEMENT A WA<*ftM 00"M=U TOP= W= $011SMAT"a Of VDW ESMUI" MWMMNO, Re-%-JK-7lt TAX KUOM� sr,or (W RX*.DA coulwy or DAM M WDU=,NIW bmft om notmat dw unrovemsts wW be made sa *Tftim raw pw�"w =4 in wi* 13. Florida SWs W. ft fAcowbg k*rAmmsm is pwi&d 1. Uld ftscr#otiom of p"Verry WW Nux ad &6*m of he simpletiochWer C costracwN num md CfN 2,01702,47413 BOOK V549 PAGE 617 VATEOUrSWI, 06374SAM -A-VEY RWN CktPK ()F C"T, WA -CAM CTY 1. (PqmttA hand mquioW by owart from conoww, it my) Nong Wd AS&M, Amomme o, S C Ltada4 amomt od 7. po"m *A%& tor Sul of Florida awword by Oww %wo *%am o*ocs at odw 6xw000ft mq bt, WXVW ss potidcd ty $actiao 711.13 (1) (x) 7- Flarib Suawt NAM and Aft"L S As 6WAam so umwv, owsm Ars4woen *C (pow -in POW* (s) w ftftv".,k cc" o(da Lwow *s Notkv " pmvi&A in Seatim 713.13 (t} 0) 1- PA&U suk*s- --- NWK wo 04amul- 9. eicammooemm (dx upwAdN dirt is I )Vw fto dot 4w of mox*Ag who a dArm d1w Is V06600 ........ . ....... .. ss cotNlyy or WAM 014M t P-1—d b� *,,CAXCl*- Zco—m-o-orow?z expots0#421.200 6 ■ Complete items 1, 2, and 3. Also complete A. Signature Item 4 if Restricted Delivery is desired. O Agent X ■ Print your name and address on the reverse ❑ Addressee i so that we can return the card to you. R ■ Attach this card to theback of the mailpiece, B. Received by (Printed f::EDate of Delivery or on the front if space permits. ! 1. Article Addressed to: D. Is delivery address different from item 1? E3 Yes If YES, enter delivery address below: [J No PUChoco 0oic Qlpry-<_ ,-t- i S.w 8 s + SUi+'t (AQ 3. Service Type Certified Mali® ❑ Priority Mall Express- i ❑ Registered Return Receipt 49 Mere' mi dise I 13,insured Mail ❑ Collect on Delivery 4 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. ArticleNumber ._ 7 015 1660 0000 (Transfer from set 4361 9 713 PS Form 3811, July 2013 Domestic Return Receipt � •+ US POSTAGE Atailti 06.46§ 1 0050 N E z.. First -Class F L O R ti �tow�d' 3313 ti = Mailed Frorc� 33138 10121/2016 7D15 166❑ DDDD 4361 9713 532A00618Q3107 PUCHOCO DEVELOPMENT GROUP LLC 7105 SW 8 ST SUITE 405 ^` MIAMI, FL 33144 1 RETURN TO,SENDER � tpgCL A!MED g UNABLE TO FORWARD i nn 0C '--*C. $ far +ter A w � 'f ��-'•.�� UNCi 12niv�KL rnV♦. KGti ''iIi'ii�ii i 1 �r Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 STOP WORK ORDER DATE: October 21, 2016 TO: Puchoco Development Group, LLC 7105 SW 81h St # 405 Miami, Florida 33144 RE: RC-3-16-718 17 NE 105 St. Miami Shores, Florida 33138-2030 FOLIO: 11-213 6-006-0100 Legal Description: DUNNINGS MIAMI SHORESEXT NO 2, PB41-78, LOT SIZE 75.000X123 OR 17699-3084 0697 1 COC 23585-2677 06 2005 4 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami -Dade County. The building official has found work regulated by this code being performed in a manner contrary to the provisions of this code that are dangerous or unsafe. Thereby the building official has issue a stop work order for your project. Type of Violation: Failure to pass required building inspections. Chapter: 1, Section 110.1 of the 5th Edition, 2014 Florida Building Code. To wit: [A] 110.1 General. Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain accessible and exposed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of this code or of other ordinances of the jurisdiction shall not be valid. It shall be the duty of the permit applicant to cause the work to remain accessible and exposed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection. REQUIREMENTS FOR CORRECTION. 1. Remove all work performed without authorization and approved inspection from the building official up to the point of the first required inspection. 2. Request inspections as required under section 110.3 of the 2014 Florida Building Code and as specified on the permit card issued for the project. Therefore, you are hereby directed that on or before Monday, November 21, 2016 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s) will result in one or more of the following actions: Disconnect utilities services, initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami - Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required, please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life -safety hazards, you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension, please contact the Building Department by telephone at (305) 795-2207 or by e-mail to naranioi@miamishoresvillage.com. Thank you fo r cooperation in this matter. Ismael Naranjo, B.O, CFM Building Director. Mail Date Mailed: ((DI 2 1 l f By: Return Receipt Number: 4015 1(0(000000 y 3(01 Q� 13 CC: Mr. and Mrs. Servat Cl 0 C0 q 2 0 Miami Shores Village RECEIVED Building Department OCT 17 2016OC - 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201y BUILDING Master Permit No. CZ6 21 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: X 7 E /,o S 5,74 City: �o,; rrdVliami Shores County: Miami Dade Zip:_ Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): AQQEE STrP W R t ► F PC Phone#: 2 o A Address: 7 &L /O S5� CO Vt r:Q gEf�UH City:,SAa,,a S State: /__/ Zip: '95 (39 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Alc4o c oy/�/oy��., Pie (pro v n Phone#.6 O j Address: 2/ D s wS'c, ; le ,/,/O T In City: /i-41 State: Z/lz Zip: 75 31 `f�{ Qualifier Name: P S c. S Cat„ a _i a Phone#:•!30 5 State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: 5 v5Phone#: i3 -0 Address: S 8 / (— 5 u—• / S` 5 %` City: State: �_ Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: Py Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: r/us 5 .S1eo F10 --,,A3 5 Specify color of color thru tile: 1.,A,N It Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ 1 ZD so_ _ ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ a TOTAL FEE NOW DUE $ ZO I u^ (Revised02/24/2014) S Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection f ill be charged. Signature Signature -s+ OWN R or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 16 by -- 1 �h day of r0C-.A 7�`F 1- 20 (� by v�J GG�-1- who is personally known to 1 SQL ; M . l QY�C 0, who is personally known to me or who has produced "t V V e.t �� V1.S� as me or who has produced 1 J ��tV�Q r t �'� C lS%-C as identification3nd who did take an oath. identification and who did take•an oath. NOTARY UBLIC: NOTARY UBLIC: Sign: Sign: o Print: 1'L� - Print: d Seal: *- Seal: _'_�. YANADY PRIEiO '1�`� "Y''•• ,�a "' •' YANADY PRii 7;- } + MY COAIMISSi0hJ :,k; MY COMMISSION q FF 214031 EXPIRES: March 25, 2019 --XPIRES: �,1arch 2^, IX),- 'i od h4`' Bonded Thru Notmry Public Underwriters APPROVED BY (Revised02/24/2014) Plans Examiner Structural Review Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 11-03-2017 Permit No. 17-2515 R302.11 Fireblocldng. In combustible construction, fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 5. For the fireblocking of chimneys and fireplaces, see Section R1003.19. 6. Fireblocking of cornices of a two-family dwelling is required at the line of dwelling unit separation. Ismael Naranjo, BO, CFM Building Director. Arlenis Silvera From: Sindia Alvarez Sent: Wednesday, September 06, 2017 2:15 PM To: Arlenis Silvera Subject: test Good afternoon Mr. Hernandez, This email is in regards to the address mentioned above. Due to the hurricane Irma the Village of Miami Shores is reaching out to all contractors with ongoing projects, to notify that all portable restroom and dumpsters needs to be remove, secure all tools, debris, construction material, etc. If you have any additional questions please do not hesitate to contact us. Be safe Best Regards! 4tt StS1 0 i Sindia Alvarez Permit Clerk, New Business Help Desk/Business Coordinator Miami Shores Village Building Department 10050 NE 2 Ave Miami Shores Village FL 33138 Office: 305-795-2204 Ext: 4852 Fax: 305-756-8972 www.miamishoresvillage.com 1 Arlenis Silvera From: Arlenis Silvera Sent: Wednesday, September 06, 2017 2:22 PM To: Ioaservat@gmail.com' Subject: FW: 17 NE 105 ST - Hurricane Irma From: Arlenis Silvera Sent: Wednesday, September 06, 2017 2:21 PM To: 'Jesus Cancio' <jesuscancio@yahoo.com> Cc: 'OSERVAT33@GMAIL.COM' <OSERVAT33@GMAIL.COM>; Ismael Naranjo <Naranjol@msvfl.gov> Subject: 17 NE 105 ST - Hurricane Irma Good afternoon, This email is in regards to the address mentioned above. Due to the hurricane Irma the Village of Miami Shores is reaching out to all contractors with ongoing projects, to notify that all portable restroom and dumpsters needs to be remove, secure all tools, debris, construction material, etc. If you have any additional questions please do not hesitate to contact us. Be safe Best Regards, Arlenis Silvera Permit Clerk Supervisor Miami Shores Village 10050 NE 2 AVE Miami Shores, FI 33138 305-795-2204 www.miamishoresvillage.com 1 2� Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING PLUMBING ❑ MECHANICAL PUBLIC WORKS JOB ADDRESS: 17 N f—' l C) � �' ` T t f- RAC IVIF<'!�l� F e 2 p 018 B FBC 201'G Master Permit No.Z4-- 6 — S Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL [] CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS *33 13 V Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): t 1 V t"C �� Y-yA- Phone#: 70S 52/ 0 .q/ b % Address• 1-7 Al 10 City: A Ate^ 1 S 11`1%IL S State: Zip: -73 / j Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: �iwxfo /Ghone#:��6` � Address: V-0 Ntv 3 PL City: fuow I State: R, Zip: G Qualifier Name: yfG (A iv t h )� A2 i, 0 Phone#: � State Certification or Registration #: C6 C 15-1 S l 74� Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Value of Work for this Permit: $ g Z>) L(� ` ' Square/Unear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $. CCF DBPR $ Zip: ❑ Demolition CO/CC $ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ I Bonding Company's Name (if applicable) _ Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approv and a . spection fee will be charged. `_ n OWNENor AGENT The foregoing instrument was acknowledged before me this ?-0 day of 20 19 , by OLIVI��Z-Pt1Dl„ `" o is personally known to me or who has producedT-L.—D2JV�L �"a , identification arnN who did take an oath. NOTARY Print: al CONTRACT The foregoing instrument was acknowl ged before me this l day of —Z;z=Zf , 20 A,y, by / / G' who is personally known to me or who has produced as identification and who did tak — — — — ."� a.N ZADIS FROMETA NOTARY PUBLIC: '*` Notary Public • Side of Florda Commission # FF 102203 • My Comm. Expires Dec 9, 2018 •�'' f.;,; Y. `` &6 spry Naionat Notry Assn. Sign: WNW rint: 1 Seal: 09 Put Notary Public State of Florida SEal: 2a Sindia Alvarez 11 $ My Commission FF 156750 v�OF Fi�p Expires 09/0312018 " A A „" *ss*************sssss*ssssss'ss�irsis#iss>Esssssssssssssssssssssss**sssss*sssssss*sass*ss***ss*****s*ssssssssss APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) ucrr��,n-nc�c RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CGC1515178 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 3-1, 2018 HIDALGO, ALIAN HIDALGO CONSTRUCTICIN GROUP LLC 420 NW 43RD PLACE MIAMI FL 33126 10 ISSUED' 08l08=16 DISPLAY AS REQUIRED BY LAW SEQ # L1608080001270 Qn 1190 Local Business Tax Receipt Miarni-Dade County, State of Florida TIIIS IS N07 A Bll l - DO NOT PAY 6290183 BUSINESS NAME/LOCATION RECEIPT NO. HIDALGO CONSTRUCTION GROUP LLC RENEWAL 420 NW 43 PL 6555982 MIAMI FL 33126 EXPIRES SEPTEMBER 30, 2018 Must be displayed at place of business Pursuant to County Code Chapter 8A - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS HIDALGO CONSTRUCTION GROUP LLC 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED CG01515178 BY TAX COLLECTOR Worker(S) 1 $45.00 08/09/2017 ECHECK-17-189331 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dade Code Sec 8a-276. For more information, visit yvww.mi nid�le.go taxcollector •SCR f' CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYY1) 02/14/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy (ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER FrankCrum Insurance Agency, Inc. 100 South Missouri Avenue Clearwater, FL 33756 CONTACT NAME PHONE A/C, No, Ext : 800 277-1620 X 4800 FAX A/C, No): 727 797-0704 E-MAILADDRESS: INSURERS AFFORDING COVERAGE NAIC# INSURER A: Frank Winston Crum Insurance Company 11600 INSURED FrankCrum L/C/F Hidalgo Construction Group, LLC 100 South Missouri Avenue Clearwater, FL 33756 INSURER B: INSURER C: INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 477139 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSRD SUBR WVD POLICY NUMBER POLICY EFF (MMIDDIYYYY) POLICY EXP (MMIDDIYYYY) LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS -MADE OCCUR TO DAMAGEPREMISES S( wRENTED Ea ocnence $ MED EXP (Any one person) $ PERSONAL 8 ADV INJURY $ AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ GEN'L PRODUCTS-COMP/OP AGG $ POLICY = PROJECT O LOC OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea ccldent $ BODILY INJURY Per arson $ ANY AUTO OWNED AUTOS SCHEDULED ONLY AUTOS BODILY INJURY (Per awldent) $ HIREDAUTOS NON -OWNED ONLY AUTOS ONLY PROPERTY DAMAGE Per accident $ $ UMBRELLA LIAB OCCUR EACH OCURRENCE $ AGGREGATE $ EXCESS LIAB CLAIMS -MADE DED I I RETENTION $ $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y/N WC201800000 01/01/2018 01/01/2019 x PER STATUTE OTH- ER E.L. EACH ACCIDENT $1 000 000 ANY PROPRIETOR/PARTNER/EXECUTWE OFFICERIMEMBER EXCLUDED? N/A (Mandatory in NH) If yes, describe under E.L. DISEASE -EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS below E.L. DISEASE -POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) Effective 11/17/2014, coverage is for 100% of the employees of FrankCrum leased to Hidalgo Construction Group, LLC (Client) for whom the client is reporting hours to FrankCrum. Coverage is not extended to statutory employees. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village Building Department 10050 2nd Avenue AUTHORIZED REPIv Miami Miami Shores, FL 33138 ©1988-2016 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD o- rq m _o N a Ln 0 a a c 0 0 N c N 0 N iv ■ Complete Items 3. ■ Print your name ' ddrees on the reveres X so that we can return the card to you. B. by (Printed Aletrrs) C. ■ Attach this card to the back of the nagptne, or on the front if apace pernita. 1. At1Jae Addressed ix D. y YES, enter d*MY address below: ? o s su)C� . /' 1'a ei.4:. FL . 0 _ 3.:;eAN D � Il l llllll lilt f li 111 l llll l Il l 11l11l 111 111 11 l lil G AduR Bfpmhn oafa D R�SOered Ma4�■ a O Aduit Shoe ResMOd DODMY D PAWbUad gaff Rued 1 9590 9402 3551 7305 2522 79 0 dD*M D t to D cOW on D* y rLc~w wmy Rimed Degmy D Signon OwrWa tfn'r r Orin Nurtrber (1hww m ftnm 8 pim Ado 7017 1070 0000 0507 6319 _ _ RIW IP n -DOOM D Ps Form 3811, July 2015 PSN 763D-M4X 4= Danesno Retum ReCKIA :` B U S I N E S S L A W January 25, 2018 VIA CERTIFIED MAIL/EMAIL P.D.G Construction Attn: Jesus Cancio 7105SW8St Suite 405 Miami, Florida 33144 jesuscancio@yahoo.com OSCAR A. GOMEz, ESQ. DIRECT DIAL: (786) 837-6787 DIRECT FAX: (305) 718-0687 E-MAIL: OSCAR@EPGDLAW.COM RE: CONSTRUCTION OF RESIDENCE AT 7105 NE 105 ST., MIAMI SHORES, FL 33138. Dear Mr. Cancio: I am writing you to you today on behalf of my client, Oliver Servat. As you are fully aware, you were working on the Servat's residence at 7105 NE 105 St., Miami Shores, FL 33138. You have advised the owners of the property, Oliver and Stephanie Servat, that you will no longer be working on the construction of the residence at 7105 NE 105 St., Miami Shores, FL 33138. Therefore, because you will no longer be working on the job there will be a change of contractor on the job and it will need to be recorded with the Village of Miami Shores. If you do not respond within 10 days of receipt of this letter we will file the change of contractor with the Village of Miami Shores. Should you have any questions or concerns regarding anything in this letter, please do not hesitate to contact me at the address or phone number provided in herein. Best Regards, Oscar A. Gomez, Esq. CC:oservat33@gmail.com TEL (786) 837-6787 / FAX (305) 718-0687 - www.EPGDLAW.COM - DAN@EPGDLAW.COM 2701 PONCE DE LEON BLVD, SUITE 202, CORAL GABLES, FLORIDA 33134 2/6/2018 USPS.com® - USPS Tracking® Results USPS Tracking' FAQs > (http://faq.usps.com/?articleld=220900) Track Another Package + Tracking Number: 70171070000005076319 Remove X Your item was delivered to an individual at the address at 1:00 pm on January 30, 2018 in MIAMI, FL 33144. C✓ Delivered January 30, 2018 at 1:00 pm Delivered, Left with Individual MIAMI, FL 33144 Get Updates \/ Text & Email Updates Select what types of updates you'd like to receive and how. Send me a notification for: Text Email ❑ ❑ All Below Updates ❑ ❑ Expected Delivery Updates Q ❑ ❑ Day of Delivery Updates Q ❑ ❑ Package Delivered Q ❑ ❑ Available for PickupQ' n https://tools.usps.com/gofrrackConfirmAction?tLabels=7017%201070%200000%200507%206319 115 2/6/2018 USPS.com® - USPS Tracking® Results ❑ Delivery Exception Updates iQ ❑ ❑ Package In -Transit Updates iQ' Tracking History January 30, 2018,1:00 pm Delivered, Left with Individual MIAMI, FL 33144 n Your item was delivered to an individual at the address at 1:00 pm on January 30, 2018 in MIAMI, FL 33144. 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If SUBROGATION IS WAIVED, subject to , the terms and conditions of the policy, certain policies may require an ondorsomeriL A statement on this cortl(Icate does not confer rights to the certificate holder In lieu of such endorsement(s), PRODUCER CONTACT Beatriz Bruno Excellence Insurance Agency PgHONE (305)226-3900 a No): (305)2263997 3801 SW 107 Avenue ADDRESS: . malvorez®Excellenoeinsurance.not Miami, FL 33165 INSURR 8 AFFORDING COVERAGE NAIL@ Phone (305)226-3900 Fax (305)226.3997 NSURRRA; KINSALE INSURANCE COMPANY 13195 INSURED .. _—..—. .... _ .... . .._ INSURER B : Florida Cltrua, Business & IndU$tnes (PDG Drywall) Puchoco Development Group, I.I.C. PDG Construction and PDG Drywall, In INSURERC: 10706 SW 46 Street INSURER D : c MIAMI, FL 33166 INSURER E INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THATTHE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMEDABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, NSR EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, I TYPE OF INSURANCE AODLSUFM POLICY EFF POLICY EXP POLICY NUMBER MIDDIYYYYI I (MM1DD/YYYY1 I LIMIT$ GENERAL LIABILITY 2 COMMERCIAL GENERAL LIABILITY A ❑ ❑ CLAma_mADE © occuR 0100061547-0 © $250 Dad BIIPD Y Y Contractual Liability GERL AGGREGATE LIMIT APPLIES PER: ❑ ANY AUTO ALL ❑ OWNED SCHEDULED AUTOS WNED ElHIRED AUTOS ❑ AUTOS MED EXP (Any orw e"! nl, 05/16/2017 05/18/2018 _____._. _ .cOMProP i 100,000.00 s 5,000.00 $ 1,000,000.00 s 2,000,000,00 _ s 2,000,000.00 i BODILY INJURY (Per person) 2 BODILY INJURY (Per sccklsnt S PROPER DAMA E S i ❑ UMBRELLA LIAB ❑ OCCUR EACH OCCURRENCE s ❑ EXCESS LU113 ❑ CLAIMS-MA05 AGGREGATE _ DED RETENTION! WORKERS COMPENSATION TAT AND BMPLOYIRG' LIABILITY YIN © - ❑ H. FFEEXCD0EC�10657013 E.LEACH ACCIDENT s 1,000,000.00B OICEERIENREXCLUE7NIA Y 08/25/2016 08/25/2017IManH N hasMdescribe under E.F.L.DISEASE - EA EMPLOYE s 1,000,000.00 DRIPTION OF OPERATIONS below E.L. D18ME -POLICY LIMIT i 1,000,0D0.00 DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space Is required) 17 NE 105 St Contractor Registration,. Gt:RTR ICATE HOLDER Village of Miami Shores Building Department 10050 NE 2 Ave Miami Shores Village FL 33138 �I Fax 305-756-8972 CANCELLATION _ 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 REPAYSENTATIv! 01988-2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010105) QF The ACORD name and logo are registered marks of ACORD ..,, �i,C— 3�i�—�i�' d 6 �,J ��/ �� , � �-�. � .___ , I u,iiy STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGC 1524437 ISSUED: 07/12/2016 CERTIFIED GENERAL CONTRACTOR CANCIO, JESUSM P.D.G CONSTRUCTION IS CERTIFIED under the provisions of Ch.489 FS. Expiration date AUG 31, 2016 1.L1607120000169 •''ab •e tT' JEPF ATWAIER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION a CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW' CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compenselion law. EFFECTIVE DATE: 5127/2016 EXPIRATION DATE: 512712018 PERSON: CANC10 JESUS M FEIN: 651216013 BUSINESS NAME AND ADDRESS: PUCHOCO DEVELOPMENT GROUP LLC 10706 SW 46 ST MIAMI FL 33165 SCOPES OF BUSINESS OR TRADE: LICENSED RESIDENTIAL CONTRACTR Pws W nt to Chapter 440 d5(s41:, F S , an Whoa, 016 corpetabon V" elects a■snpbon from fta chapter t Ming a owdicab an of *to under Mrs sed+on mar r 1 recover bear Ak or ,rmpensathah:under ovs chopter Pursuant b Chapaa 440 opt VI F S Car �eetesof eredhon to ne e.er"A sopty only walan o+# V< a Of ete twvsneso a Iran# Wool On the notice d 616~ b be esempt Pursuant 10f>apkr 440 ON 13t F S Notices d eMd— a be eremftT antl cerdhrate4of eeaceon to Of nbrnot snot besuopeetto m eca"Aa at any Idle alter the bmg d me rtotxe Of tae rest:ancs d the ce/bscate, the Pew- named on thenoece or owtAnate no tonger meets ere tagorernelts of 011s seetort for awance of a cerbhcato The deo&#n0nl shaft *evo+ie a OFS-F2•DM-252 CERTIFICATE OF ELECTION TO BE EXEAWT REVISEO08.13 CIUESTIOHS7 (050)4110609 Local Business Tax Receipt Miami —Dade County, State of Florida —THIS IS NOT A BILL — DO NOT PAY 5959326 BUSINESS NAME/LOCATION PDG CONSTRUCTION DBA PUCHOCO DEVELOPMENT GROUP LLC 10706 SW 46 ST MIAMI, FL 33165 OWNER PDG CONSTRUCTION DBA PUCHOCO DEVELOPMENT GROUP Ilr Worker(s) 1 RECEIPT NO. EXPIRES RENEWAL SEPTEMBER 30, 2017 6216782 Must be displayed at place of business Pursuant to County Code Chapter 8A — Art. 9 & 10 SEC. TYPE OF BUSINESS 196 SUB -BUILDING CONTRACTOR CGC1524437 PAYMENT RECEIVED BY TAX COLLECTOR 75.00 07/18/2016 C R E D I T C A R D-16-041754 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. immilk The RECEIPT NO. above must be displayed an all commercial vehicles — Miami —Dade Code Sec 88-276. MAM For more information, visit www.miamidade.gov/taxcallector .. D --q TRUSS COMPANY, INC. - Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis. The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing. includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web I:emD2l; Planes. The Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of ThelfLildfhg Desert.0. Truss to Truss Connections shall be The Responsibilit of The Truss Manufacture. Refer to Docuroients ANSI7M- 00 • 95 & WTCA-95 for further information) 0. • • 0 0 * • • •000 TRUSS ERECTOR / INSTALLER (Builder) ": :000:0 The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned t3 seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced,.Ps per the attreheel • HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The,Vgideering alberl erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. PropLr: Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: 'The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet .0000 . CiAmft .f # Deco Truss Company, Inc. -- 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses & Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re: 9461: ADDITION: SERVAT Site Information: Project Customer:P.D.G. CONSTRUCTION Job Name ADDITION: SERVAT Lot/Block: Subdivision : Site Name: Site Address: 17 NE 105 ST. MIAMI SHORES St: FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TP12007 Design Program: 7.61 Jan 29 2015 Roof Load: 55.Opsf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 12 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 08/08/16 Al 0001 2 08/08/16 A2 0002 3 08/08/16 AG3 0003 4 08/08/16 CJ5 0004 5 08/08/16 A 0005 6 08/08/16 AA 0006 7 08/08/16 J3 0007 8 08/08/16 J3A 0008 9 08/08/16 J5 0009 10 08/08/16 V12 0010 11 08/08/16 V4 0011 12 08/08/16 V8 0012 •••••• •••• •••••• • •••• • ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 NOTE: The suitabilityh and use of each component for any particular building 1s the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. b ! b Page 1 of 1 Engineers Name Date Job Truss Truss Type Oty Ply ---- ADD: SERVAT (R.C.) 9461 Al Common 5 1 Job Referen(optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Mon Aug 0814:18:23 2016 Pal ID:t?LKRUZ2jpXC6tXy7OKBOoypylY-n—bJs4BIiskL3gFdm?gIDr6gL4TfKbXZFUhv4ypuuE ' Q-2r0 6-6-0 13-0-0 14-7-0 0-2-0 6-6-0 6-6-0 0-2-0 Scale = 1:22.0 4x4 = I9 3x4 = 3x4 = LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 6-6-0 SPACING- 2-0.0 CSI. Plate Grip DOL 1.33 TC 0.55 Lumber DOL 1.33 BC 0.72 Rep Stress Incr YES WB 0.07 Code FRC2014/rP12007 (Matrix-M) REACTIONS. (Ib/size) 2=721/0-8-0 (min. 0-1-8), 4=721/0-8-0 (min. 0-1-8) Max Horz2=-44(LC 7) Max Uplift2=229(LC 4), 4=-238(LC 5) 13-0-0 DEFL. in (loc) I/defl Ud • •PLATES a •(taF219 • • • • • • • Vert(LL) O.66 6-9 >999 360 • • W20 244/190 • Vert(TL) -0.22 6-9 >704 240 • • • • • • • • HorzTL 0.02 4 n/a n/a • • • • Weight: 43 lb FT = 0% 4111* BRACING- • • • • • • TOP CHORD Structural wood sheathing directly applier or 4-4-2m pLaiina • • BOT CHORD Rigid ceiling directly applied or 61IMS Sc bracing. • 00000 MiTek recommends that Stabilisews�earrrequireduoss baacing be •— install. • durin Wss erection in accordantwitA Stabiliz r"tslletlbn guide. • • • • • •••••• •••••• FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. • • • • • TOP CHORD 2-8=1486/1107, 8.13=-1259/847, 13-14=11931849, 3-14=1186/857, 3-15=1186/857, 15-16=1193/849, 11-16=1259/847, 4-11=-1484/110111 • 0• • • • • BOT CHORD 7-17=119611582. 9-17=-1196/1582. 9-18=707/1139, 6-18=-707/1139, 6-19=707/1139, 12-19=707/1139, 12-20=-1196/1582, • • • • • • • 0 0 10-20=-1196/1582 • • • WEBS 3-6=0/328, 2-7=-825/629, 8-9=-256/327, 7-8=997/1374, 2-9=1577/1151, 4-10=825/628, 11-12=-256/327, 10-11=997/1374, 4-12=-1577/1151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=151t; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -0-2-8 to 2-9-8, Interior(1) 2-9-8 to 3-6-0, Exterior(2) 3-6-0 to 6-6-0. Interior(1) 9-6-0 to 10-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2 and 238 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live toads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahntowid 7.olfaghari, P.E. Consulting En-ineers 13901 S.W- 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 �Joh �9461 Truss Truss Type Qty Ply ADD: SERVAT (R.C.) A2 Common 4 1 Job Reference(optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -Q-2-0 6-6-0 2-0 6-6-0 3x4 = Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Mon Aug 08 14:18:24 2016 Pa I D:t7LKRUZ2jpXC6tXy7OKBOoypylY-FA9i3Kgg30—bzDFRATWvrQOHdkRHOmnhnvEESXypuu[ 10-5-0 3-11-0 4x4 = Scale = 1:17.6 6-6-0 10-5-0 6-6-0 3-11-0 Plate Offsets (X,Y)— (5:0-2-8,0-1-0] _ • • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff L/d • -PLATES • GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LQ 0.06 6-9 >999 360 • • Nj1`20 • • TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) -0.21 6-9 >599 240 • • •14J/l90 • • • BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a • • • • • • 0000 • • • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix-M) 41 lb = 0% • • • •VXeight: •FT • • LUMBER- BRACING- ii •i ii— 0000 • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire" appliet or4-9-81&1A Nhf, exceptgrgd vgrgcals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7- o1 bracing. • • WEBS 2x4 SP No.2 MiTek recommends that StabllilElS`ati11requiree lb of & ding be in t I 6 Burin instal truss erection in accorj)�n uY.8 Stabiliz lafion guide• • • • REACTIONS. (lb/size) 2=607/0-8-0 (min. 0-1-8), 5=529/0-2-8 (min. 0-1-8) • Max Horz2=71(LC 6) • • • • • • • • Max Uplift2=-198(LC 4), 5=-158(LC 5) • • • • • • ••••• • •• FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. • • • • • TOP CHORD 2-8=-1380/1123, 8-10=832/592, 10-11=767/594, 3-11=-759/602, 3-4=-802/617, 4-5=509/441 • • • • • • • • • BOT CHORD 7-12=1267/1484, 9-12=1267/1484, 9-13=-533/729, 6-13=-533/729 • • • WEBS 4-6=470/668, 2-7=771/641, 8.9=-227/332, 7-8=-1191/1385, 2-9=-1577/1314 • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -0-2-8 to 2-9-8, Interior(1) 2-9-8 to 3-6-0, Exterior(2) 3-&0 to 6-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 2 and 158 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zciiaghari, P.E. Consulting Entvi:iters 13901 SAV. 108 Ave. Miami, Florida 33176 Pilone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Jog Truss Truss Type Oty Ply ADD: SERVAT (R.C.) 9461 JAG3 Hip Girder 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 3x8 = 5-0-0 5x8 = Run: 7.610 s Jan 29 2015 Print: 7.510 s Jan Z9 2015 Mi I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-FA9i3Kgg31 8-0-0 , 3-0-0 5x6 N 3.50 12 3 13 4 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 TCDL 15.0 Lumber DOL 1.33 BC 0.75 BCLL 0.0 Rep Stress Ina NO WB 0.26 BCDL 10.0 Code FRC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.1D WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=109410-8-0 (min. 0-1-8), 5=1094/0-8-0 (min. 0.1-8) Max Horz2=-35(LC 6) Max Uplift2=451(LC 3), 5=461(1_C 4) Max Grav2=1484(LC 19), 5=1484(LC 24) 08 14:18:24 2016 Scale = 1:22.4 8-0-0 13-0-0 3-0-0 5-0-0 DEFL. in (loc) Udefl Ud • &PLATES • GRIP 000000 Vert(LL) -0.10 7-8 >999 360 • • M� 20 2 44r/190 • Vert(TL) -0.40 7-8 >388 240 •• • Horz(TL) 0.08 5 n/a n/a 000004, • •••••• •••• • •••••• • Weight: 60 lb • FT = 0% ••• •• • • BRACING- 0000 • • • • TOP CHORD Structural wood sheathing directly applied or 2-5-80• pAilist BOT CHORD Rigid ceiling directly applied or 73-15bCbracing. • • • • • • MiTek recommends that Stabiliamieiixlrrequired Cross bocing be a a insta8•dP • durin truss erection in acco �aap?q wi_� ittA StabiqLdJMI2L11t1bn guide,T�•� • •••••• • • • • • • •••••• FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=4526/1259, 3-9=-4530/1313, 3-13=-4450/1298, 4-13=4450/1298, 4-11=4528/1308, 5-1 l=-4524/1254 BOT CHORD 2-14=1218/4333, 10-14=1218/4333, 10-15=-1222/4338, 8-15=-1222/4338, 8-16=1240/4459, 7-16=1240/4459, 7-17=1193/4336, 12-17=1193/4336, 12-18=1189/4331, 5-18=-1190/4331 WEBS 3-8=-185/1173, 4-7=179/1104 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 461 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 53 lb up at 5-0-0, and 49 lb down and 53 lb up at 6-6-0. and 49 lb down and 53 lb up at B-0-0 on top chord, and 774 lb down and 161 lb up at 5-0-0, and 219 lb down and 16 lb up at 6-6-0, and 774 lb down and 161 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-30, 2-3=90, 3-4=-90, 4-5=90, 5.6=30, 2-5=-20 Concentrated Loads (lb) Vert: 3=49 4=-49 8=280 7=280 13=4916=-39 Nlal,mound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD: CJ5 Diagonal Hip Girder 2Job SI�ERVATC.)9461 Rtiona0 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA r 9 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Mon Aug 08 14:18:24 2016 Pa I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-FA9i3Kgg30_bzDFRATWvrQO LFkU P012hnvEESXypuuC -0-2-13 1 3-6.1 7-0-2 N 3-6-1 3-6.1 0-2-13 Scale = 1:74.0 3x8 11 15 1-4 4 1-9-14 1 4 4 0-5-10 7-0-2 5-2-4 Plate Offsets (X Y)— [2:42-7,Edgel, [2:0-0-5,2-0-11), [2:0.1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.30 Vert(LL) -0.01 7-12 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.14 7-12 >586 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FRC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2 REACTIONS. (lb/size) 7=27010-2-8 (min. 0-1-8), 2=452/0-11-5 (min. 0-1-8) Max Horz2=85(LC 19) Max Uplift7=-131(LC 19). 2=-180(LC 3) Max Grav7=583(LC 18),2=667(LC 14) 2x4 11 GPLATES • GRIP 969990 • • • W20 i i/L� • • ••••• •••• •••••• • Weight: 31 lb FT = 0% BRACING- • • • • • • 0 • TOP CHORD Structural wood sheathing dire•ty applied or 5-2-94be Au01*0 except end verticals. BOT CHORD Rigid ceiling directly applied or 19-8-8 Sc bracing. • • • • • • MiTek recommends that Stabdit•1�s•1•dKequiredRross b,cing be in�talI" • Burin truss erection in acco �v4tR Stabil17 4 fiSt�lldtibn guide.•_ • •••••• • • • • • • •••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=51/379, 9-11=-457/59, 3-11=-1125/222 BOT CHORD 8-14=346/50, 10-14=-346/50, 10-15=111/419, 12-15=111/419, 12-16=-263/1174, 16.17=263/1174, 7-17=-263/1174 WEBS 3-7=11941268, 9.10=-374/118, 11-12=0/550, 10-11=477l14, 9-12=84/414 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 7 and 180 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 100 lb up at 4-2-8 on top chord, and 17 lb down and 39 lb up at 1-4-9, and 400 lb down and 34 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=30, 2-4=-90, 4-5=-90, 6-8=-20 Concentrated Loads (lb) Vert: 10=-17 13=100 16=25 MahnlOLlnd Zolfaghari, P.E. • • • Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fay: 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Tr Truss Truss Type oty Ply AD�SERVAT�IRC.1, 9461 Jack -Open 3 1Jo DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Kun: f.biu s Jan za zuio Print: f.biu s Jan za zuio mi i eK mausrnes, inc. mon Aug uo iq: io:zozuib va I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-BZGSUOh4adEJCXOgl uYNwrTgSYB2siU_FDjLWPypuu I _2_0 5-0-0 2_ 5-0-0 q� I 3x6 11 Scale = 1:11.3 1-0-0 1-4-0 5-0-0 1 1-0-0 0-4-0 3-8-0 Plate Offsets (X,Y)— (2:0-3-6,0-0-9), [2_0 1-2,1-5-5) LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) 0.03 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(TL) -0.07 4-9 >882 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FRC2014lrP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left: 2x4 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=139/0-1-8 (min. 0-1-8), 4=59/0-1-8 (min. 0-1-8), 2=352/0-8-0 (min. 0-1-8) Max Horz2=85(LC 4) Max Uplif13=-81(LC 4), 4=-6(LC 4), 2=-104(LC 4) Max Grav3=139(LC 1), 4=239(LC 17), 2=403(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=160/355 BOT CHORD 5-10=309/155, 7-10=309/155 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ: TCDL=5.Opsf; BCDL=5.Opsf: h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3, 4. • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3, 6 lb uplift at joint 4 and 104 lb uplift at joint 2. • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chor, • • • • • • • • • nonconcurrent with any other live loads. • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • 0000 000000 LOAD CASE(S) Standard • • • • • • • • •••••• A lahmound -o;fa) hari, RE Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply ADD: SERVAT (R.C.) 9461 �J3 Jack -Open 2 1 - Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.510 s Jan Z9 2015 Print: 7.610 s Jan 29 2015 Mi I ek industries, Inc. Mon Aug 06 14:16:2 5 ZU16 Pa( I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-jNj4HggSpK6SaNgekB 18NexYI8uN7FEgOZzo_zypuuC 0-2-0 3-0-7 0-2-0 3-0-7 ZX4 = 3-0-7 o_ N LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.13 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FRC2014frP12007 (Matrix-M) Weight: 10lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=100/0-1-8 (min. 0-1-8), 2=190/0-8-0 (min. 0-1-8), 4=44/0-1-8 (min. 0.1-8) Max Horz2=51(LC 4) Max Uplift3=55(1_C 4). 2=-55(LC 4), 4=-4(LC 4) Max Grav3=100(LC 1), 2=290(LC 13), 4=229(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-344/251 BOT CHORD 5-8=320/354.7-8=-320/354 WEBS 2-7=296/229 Scale = 1:8.1 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3, 55 lb uplift at joint 2 and 4 lb uplift at joint 4. • • 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chor4 • • • • • • • • • • nonconcurrent with any other live loads. • • • • • • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • •••••• •••• •••••• LOAD CASE(S) Standard • • • • • • • •••• • ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• fvlaim, ound l..cha,Nllarir 1�.%.. Com.,uitin Er1-i:leer 13901 S.VI. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 345-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 9461 .13A FL 33WZ, MAKIU tSNINtIKA Kun: r.blu s Jan Z%f Zulb Print: 1.blu s Jan zv zul0 MI IeK Inausl I D:t?LKRUZ2jpXC6tXy7OKBOoypylY-jNj4HggSpK6Sa N r0-2-Q 3-0-7 0 2 0 3-0-7 3x6 11 3 0 N Scale = 1:8.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) -0.00 9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(TL) -0.01 5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2014/rP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed Left: 20 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=55/0-1-8 (min. 0-1-8), 4=26/0-1-8 (min. 0-1-8), 2=25310-8-0 (min. 0-1-8) Max Horz2=51(LC 4) Max Uplift3=-35(LC 4), 4=27(LC 14), 2=-71(LC 4) Max Grav3=62(LC 16),4=216(LC 17),2=403(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=27/351 BOT CHORD 5.10=-305/34, 7-10=305/34 NOTES - I) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3, 4. • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3, 27 lb uplift at joint 4 and 71 lb uplift at joint 2. • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Char • • • • • • • • nonconcurrent with any other live loads. • • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000000 0000 • • • • • • LOAD CASE(S) Standard • •••• • • • • •••• • ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• Nlahniound Zolfaghari, P.E. • • • Consultin<- Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4212 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply ADD: SERVAT (R.C.) 9461 J7 Jack -Open 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: i.bi us aan zy zuu Print. 7.610 s uan za a Ia MI I erc inausines, Inc. Mon AugHug ua : I8:25 zu ib Pa! I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-jNi4HggSpK6SaNgekB 18 NexT28rN7F EgOZzo_zypuuC -0-2-0 1-0-7 20-2_" 0 1-0-7 3.50 12 3x4 = LOADING(pst) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 TCDL 15.0 Lumber DOL 1.33 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=56/0.1-8 (min. 0-1-8), 2=63/1-0-7 (min. 0-1-8) Max Horz2=20(LC 4) Max Uplift3=-23(LC 4), 2=14(LC 4) Max Grav3=228(LC 13). 2=232(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:5.4 1-0- DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 244/190 Vert(TL) -0.06 4 >223 240 Horz(TL) 0.00 3 n/a n/a Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone;C-C for member and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer a per ANSI/rPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 3 and 14 lb uplift at joint 2. • • 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • • • • • 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord • • • • • • • • • • nonconcurrent with any other live loads. • • • • • • • • 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • •••••• • •••• •••••• LOAD CASE(S) Standard • • • • • • •0009 • • •••••• •••• • ••••• • • •••••• •• •• • ...••• • • • • • •••••• • • •••••• • • • • • • Mahmound Zclfaghari, P.E. • • • Consulting Engineers 1390! S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job uss Truss Type Qty Pty ADDITION: SERVAT ' 0006 9461 A rJ Jack -Open 2 1 Job Reference (optional) UtGU r KUbb UUMYANT nVG., erinceron, rL JiUJe, MAIVU CJrINMIrW van - m n u is n� y �o o rays I D:t?LKRUZ2jpXC6tXy70KB0oypylY-?ijkga HNeufAKAcvBm N 1 SU HTKGety1?hYx9ZRiypup) -0-2-0 1-0-7 0-2-0 1-0-7 Plate Offsets (X,Y)— (2:0-6-2,0-0-6] I2:0-0-4,Edael LOADING(psf) SPACING- 2-0-0 CS1. TCLL 30.0 Plate Grip DOL 1.33 TC 0.14 TCDL 15.0 Lumber DOL 1.33 BC 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=45/0-1-8 (min. 0-1-8), 2=53/0-1-8 (min. 0-1-8) Max Horz3=10(LC 4), 2=1 O(LC 4) Max Uplifl3=-25(LC 4), 2=22(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 3.50 12 3 1�11 0-'0-10 Scale = 1:5.4 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 244/190 Vert(TL) -0.00 2 >999 240 Horz(rL) 0.00 n/a n/a Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc puriins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing I installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=1519t; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as • applicable, or consult qualified building designer as perANSI/rPI 1. • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • 4) Gable studs spaced at 2-0-0 oc. • • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 22 lb uplift at joint 2. 000000 7) Non Standard bearing condition. Review required. 0000 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • • 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0000 LOAD CASE(S) Standard •••••• • • •••••• • •••• •••••• • •••••• • • •••••• •••• • • • • • MArnoultd <:oir"aghari, P.E. Consui(ing Engineers 13901 S.W. 103 Ave. Miami, Florida 33176 Filone 305-253-2428 Fax 395-235-424,', Florida Professional Engineering License No. 36921 Special Inspector License NO.: 36 Job Truss Truss Type city Ply ADD: SERVAT (R.C.) 9461 V12 1 1 (GABLE Job Reference (optional) ULGU I KUSs I:UMYANT INLk rrinceron, tL JJUJL, NIAKIU CJrnvclK 3x4 R 11.-IVJ J 11 LJ LVIJ rlllil. /.VIViJc11 L=LV 1:J rvlilcn liiVuauica, ti lv. I i0 r ID:t?LKRUZ2jpXC6iXy76KB0oypylY-fl4;laiLxM9ghzOsb3cT30pgy Ob8b7TtSu3sypuuF 10-2-0 4x4 = 2 5 4 6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 TCDL 15.0 Lumber DOL 1.33 BC 0.53 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FRC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 1x4 II DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 31 lb FT = O% Scale = 1:16.4 3x4 = BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) 1=237/10-2-0 (min. 0-1-8), 3=186/10-2-0 (min. 0-1-8), 4=583/10-2-0 (min. 0-1-8) Max Horz 1=32(LC 6) Max Uplift)=89(LC 4), 3=-78(LC 7), 4=-159(LC 4) Max Grav1=306(LC 17), 3=282(LC 19), 4=583(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-408/414 •••••• NOTES- • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • • • 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf,, BCDL=5.Opsf, h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFR:4•enveb•pe) and C•C•F•clerior(2) zorkg;6C•tor fkembe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 3 Plates checked fora plus or minus 0 degree rotation about its center. • • • • • • • • • 4) Gable requires continuous bottom chord bearing. 0000 • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 1, 78 lb uplift at joint 3 and 159 lb upliR at joint 4! 000000 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom ChordMOMAncurrent Ah any other live IoM.: • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 090000 • • 00000 LOAD CASE(S) Standard • • • • • • • • • • • • • • • • •••••• • • • OuI-1d .Z Oi iag}1ar1, i .F. C.,,insufting Engineer.; 13901 S.W. 108 AvA. Miami, Florida 33176 Phone 305-253-2428 Fax ?n'-235-42,18 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Truss Truss Type Qty Pty, ADD: SERVAT (R.C.) �Ic�b 61 V8 Valley 1 I 1 Job Reference (optional) DEGU I KU55 UUWANT INN., rnnceton, I-L JsusZ, MAKIU tsrrrvtIKA 4-0-0 4-0-0 2x4 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FRC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 3.50 F12 nun: f.o I-u5 Jan4wzuro rant: f.orus Jan Ly Guiumrr—mu—n—, inc. mur quo —Io.Lf Zu IOra I D:t?LKR UZ2jpXC6tXy7OKBOoypylY-flggiMiiLxM9q hzOsb3cT30sfyZvb9w7TtSu3sypuw Scale = 1:14.6 2 4x4 = 5 4 6 1x4 II 2x4 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.23 Vert(LL) n/a n/a 999 MT20 2441190 BC 0.30 Vert(TL) n/a n/a 999 WB 0.05 Horz(TL) 0.00 3 n/a n/a (Matrix) Weight 22 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=159/8-0-0 (min. 0-1-8), 3=159/8-0-0 (min. 0-1-8), 4=337/8-0-0 (min. 0-1-8) Max Horz1=-19(LC 7) Max Upliftl=-64(LC 4), 3=-66(LC 5), 4=-78(LC 4) Max Gravl=268(LC 17), 3=268(LC 19), 4=362(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=262/296 •••••• NOTES- • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • • • 2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFj2 k9VJppe) and%r,,Wnor(2) zoryr;FFyf4rpembe and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • • 4) Gable requires continuous bottom chord bearing. • • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1, 66 lb uplift at joint 3 and 78 lb upliftat joint 4.• 000000 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord!rA"nicurrent wRlt any other live IoAd6.0 • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000000 • • • • 0 • • • LOAD CASE(S) Standard 000000 • •••••• • • • • • •••••• Maninoun d ;:'Ciiaghari, P.E Onsulting Engineers 13901 S.W. 1C8 Ave, 'v,iami, Florida 33176 Phone 305-253-2428 Fax 3 Y-235-4218 Florida Professional Engineering License No. 36921 Special Inspector License i -0. 636 Truss Truss Type oty Ply ADD: SERVAT (R.C.) r1161 V4 Valley 17 1 Job Reference (optional) utuu i Kuaa uumr„ry r im—, rnnceion, rL o coat, ivi auv rarincuw 3.50 12 2 C 1 LOADING(psQ SPACING- 2-0-0 I CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.05 TCDL 15.0 Lumber DOL 1.33 BC 0.00 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x6 SP No.2 REACTIONS. (lb/size) 1=106/4-0-0 (min. 0-8-12), 3=106/4-0-0 (min. 0-8-12) Max Horz1=7(LC 6) Max UpliM=-53(LC 4), 3-53(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. rtun. +.o ius dan<o<u io run. +.oiu>uan �a cu �o mn en uiuwu�es, mc. mom r�uy vo w:io.co trio ray ID:t?LKRUZ2jpXC6tXy70KB0oypylY-BZGSUOh4adEJCXOgIuYNwrTkc7 siU_FDjLWPypuuE 4-0-0 2-0-0 --� 4x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 10 lb FT = 0% Scale = 1:7.5 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- • • 1) Unbalanced roof live loads have been considered for this design. • • : • • • • • • • • • 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.OpsF, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWRRS (apveWpe) and C-C Extedor(2) zone;t-C fir• membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • so** • 3) Plates checked for a plus or minus 0 degree rotation about its center. 000000 • • • • • • • • • • : • 4) Gable requires continuous bottom chord bearing. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 53 lb uplift at joint 3. • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord•ripacipncurrent with any %they live lorg.• • • • 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • • • • • •••• • ••••• LOAD CASE(S) Standard •• •••••• • • ••• •• • • • • o. 1`vi8.111110U110 i hff;, P.E 13901 S.W. 108 Aw-. Miami, Florida 33176 Flione 305-253-2428 Fw; 2005-235-42? ; Florida Professional Engineering License No. 36921 Special Inspector License No. 636 STANDARD LATERAL WEB BRACING SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. 2x4 LATERAL BRACE 7EE RUSS DESIGN WITH 2-10d PER WEB FOR FORCES 4600 Ibs. FORCES IN S OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 Ibs. LATERAL BRACING DETAIL Al_T. LATERAL BRACING DETAIL •••••• . .. .• • .••• • • 000000 i@.14.6 • f Q•G, •LYP. • . • •••••• f—'BRACE S4E SIZE TRUSSES ® 24" •AnD80RADE O.C. TYP. • • • • •• •• • rWEEr (' 6 MAX.) • WITH • • • WEB SECTION DEfi��i�L 219111121 BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 Mahmoud Zoifoghori 13901 S.W. 108 Ave. T.0...... SEE STRUCTURAL SHEET. Revised:UD F\/ Miami, FL.. 33176 B.0...... SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 WEBS ... SEE STRUCTURAL SHEET. 03/2012 P.E. No. 36921 0 OO Lj / LOADING PLF L. D• STIR. INCR.: 33% DRAWN BY: G.L.H. jv T.C. 30 t5 CHECKED BY: J.A.I. B.C. 0 10 SPACING: 24 INCH O/C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. 601 STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT STRAP @ 48" O.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (a). SUPPORTING TRUSSES @ 2'-0" O.C. MAX. NOTES: (a) Provide continuous bracing on verticals over 6'-3". Connect bracing to verticols w/2-8d nails and bracing must be tied to a fixed point at each end. (b) Max. spacing for verticals studs =8'—O". On trusses with spans over• 24'-0 the •'•• verticals should be spaced o't 6' .(1`64 . max. • (c) Conn. for wind uplift w7*14" 1 1/ '*, 16 go. twist strap at 4'-0" in{ervals w/4 1N nail••• each side of strap. ...•.• �•••:• Max. 175 mph wind spec d:?Q'-0"• max. wall • height. (ASCE 7-10). •.•..• i•.•.• 0000 ...... . .... 12 VALLEY TRUSSES AT . . . •••• •• • ••.• . . . Note: Plywood sheathing may be extended below valley trusses. Provide opening for straps to connect to trusses below. 6" WEDGE NAILED TO TRUSS W/2-8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING FBC-2010 SHEETS. LOADING (PLF) L. D. T.C. 30 15 B C. 0 10 SPACING: 24 INCH 0/ STIR. INCR.: 33% DRAWN BY: CHECKED BY: REP. STRESS: YES DECO TRUSS COMPANY 13980 S.W. 252 ST. PRINCETON, FL. 33032 Mahmouo Zc:fonhori 13901 S.W. 108 Ave., ^) Miami, FL. 33176 fdp 305-253-2428 P.E. No. M91. TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND T-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT8A (UR) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND I F-0" SETBACK, USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP 2. FOR F-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE . (3) —16D NAILS AND USE USP RT8A (UR) HURRICANE CLIP A'F TWP. & BOTTOM. ...... .... 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER *0:j)IOTTQM . CHORD AND NAIL. TOP CHORD WITH THREE (3) —16D NAILS ANDXSE MY RT8A (UR) HURRICANE CLIP AT TOP • • • • • • .. •• • 4. FOR COMMON JACKS 9'-0" TO I F-0", USE USP THD 26 HANGERS *Old BOTTOiYi CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND.USE LISP"' RT8A (UR) HURRICANE CLIP AT TOP NOTE: Refer to attached Miami -Dade County Product and/or Florida Approvals for nailing and proper use of hangers. Hanger / Strap I.D. Number State of Florida or Miami -Dade County Approval Number HJC26 & HJC28 Miami -Dade Approval Number 11-0510.01 SKH26 UR Miami -Dade Approval Number 11-0510.01 RT8A —Hurricane Clips Florida Approval Number FL17236.11 JUS 26 Florida Approval Number FL17232.13 a `o HHC - Designed to support 1 ply hip and jack truss/rafters. Contact USP when using multi -ply applications. i� HJHC -Allows for hip/ hip support and hip/jack/hip installations. HJC & HTHJ - Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. '=-= j46, Materials: HHC, HJC, & HJHC - 12 gauge; HTHJ j'i -18 gauge Finish: G90 galvanizing ��.F4"`44o'. - '� ` __� Codes: Load values are derived from data submitted to various North American building code evaluators. Installation: Typical HJC/HTHJ - Use all specified fasteners. See Product Notes, page 10. installation 45° Typical HJC/HTHJ installation top view N, �45° 45°� Typical HHC installation top view V HI �101/2.; 3 /4- �i" HJHC 45° ', I•-450 Typical HJHC installation top view •••• I�THJ • ••• 0000 Description LISP Stock No. Ref. No. Steel Gauge H (in) Fastener Schedule3A Factored Resistl t:eZ•• • Carrying Member Carried Member DF-L (Lbs) DF-L (kN) Q*: • S-P-F (kN) Type per Hip per Jack Vertica Uplift Vertica Uplift' Vertiira Uplift Vertical4W9 Type Tie 100% 115% 100% 115% 100t • 11b% 100% 115% 2 x 6 right / left HJC26 LTHJA26, THJA26, THJU26 12 I 5-3/8 16 ' 16d 5 10d 7 10d 5740 3070 25.53 13.66 4075 • 2180 18.13 • 19.1100 I 2 x 8 right / left HJC28 - - 12 7-1/8 20 16d 6 10d 8 10d 5740 3070 25.53 1 13.66 4075 ` 2180 18.13 9.70 2 x 6 terminal HHC26 THJA26 LTHJA26, 12 5 7116 20 16d 5 10d -- - -- -- 4235 2075 18.84 9.23 3660 ' f 1810 16.28 8.05 2 x 8 terminal I HHC28 - - i 12 7-3116 24 16d 6 10d -- 5085 2490 22.62 11.08 14390 2175 19.53 9.68 2 x 6 terminal t HJHC26 12 5-7/16 20 16d 5 10d 2 10d 4235 2075 18.84 9.23 3660 1810 16.28 8.05 2 x 8 terminal j HJHC28 12 7-3/16 24 16d 6 10d 2 10d 5085 2490 22.62 1 11.08 4390 2175 19.53 9.68 2 x 6 terminal HTHJ26 1 B 18 ( 5 i 16 16d 7 16d 5 16d 4375 1125 19.461 5.00 3105 B00 13.81 3.56 1) Factored uplift resistances have been increased 15 % for short-term bads such as wind and earthquake; reduce for other load durations in accordance with the code. 2) Loadinq published for total load of hip / jack connection. 3) Minimum nail embedment shall be 8 nail diameters (tvo). 4) NAILS: 10d nails are 0.148" dia. x 3" long. 16d nails are 0.162" dia. x 3-1/2' long. HJC Specialty Options Chart Option Hip Truss Skew Ran a 30' to 60' Factored 100%of table value Resistance Add SK, angle of hip Ordering required, to product number. Ex. HJC26-SK55 I l Specify angle max) 3 t/4" 8" max. width-, Typical HJC (skewed) installation HJC (skewed) with alternate skew angle top view 1-800-328-5934 • www.USPconnectors.com USP2240-131 ... . • . ... .. .. . . . .. .. . . . . . . . •. . . . ••• HJC HIPIJACK ALLOWABLE LOAD$ STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE • • • • • • • • • SPACLOWABWE10Aet6 (Ibs) 3' • • •• W H D Carrying Truss Carried Tru95 • Jack city Hip tlty • • • • Zyps • • Ilbwnload2 • • Uplift 2 Qty I Type C• i 10 • =1.15 60h =1.85 Co =1.6 HJC26 HJC28 12 12 6 6 53/8 7'/a 31/4 Y. 16 20 1 16d Common 16d Common 7 8 5 6 1Od Common 1Od Common 2090 3220 2090 3705 1 2090 3985 2005 2010 VVK .Si7 1 •ncn = Z0.4 mm, n IDT = 4Ab N, 1 Psi = b.tt`J We 'A 10d Common Nail is a nail with a diameter of 0.148" and length of 3". A 16d Common Nail is a nail with a diameter of 0.162' and a length of 3'/Z'. 2Loads have been increased as shown in accordance with code. 15% and 254/o for snow and construction loads. No further increase is permitted. 60%for wind or seismic loading, No further increase is permitted. fire lumber species is Southern Pine `The published toad is for the total of the hip at 45 degrees and jack at 90 degrees combined. s1'he minimum header thickness shall be 2 inches for the 16d common nails. JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS • • • • • • • • HJC STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' 2 SP ALLOWABLE LOADS (Ibs.) 4 yy H D A Header Joist Download s Uplift"s city Type city Type Co ■ 1.0 I CD =1.15 CD =1.25 CD =1.8 JUS24 JUS25 18 18 19/76 19/16 3'/s 4"It5 1 /, 1% 1 1 4 4 10d Common 10d Common 2 4 10d Common 10d Common 710 925 815 1065 890 1080 NIA 1040 JUS28 18 191'. 0/a 13/. 1 6 10d Common 4 10d Common 1170 1350 1465 1160 JUS210 1 18 1 ts/ 73/, 1% 1 8 10d Common 4 IOU Common 1420 1635 1700 1115 r'vr 01: l mcn = L0.4 mm, 7 •Dr = 4.40 N. 7 psi - b.09 KYa 'A 10d Common nails is 3 inches long and 0.148 inches in diameter 2The 1 Od Common Nails nails driven into the ioist shall be installed at 30 to 45 degrees horizontally toward the header. "Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. "The lumber species is Southern Pine st.lplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS TYPICAL HJC INSTALLATION ;ri i• � i l J UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 �lrxv/ BURNSVILLE, MN 55306 PH:800-326-5934 NAME: FACE MOUNT HANGERS 7 HJC JUS DATE: STEVEN A. BREKKE 3/28/2011 PROFESSIONAL ENGINEER I\ ''"' • :� LICENSE NO.70432 SHEET: DRAWING NO.: 1 OF 2 MD-HJC-JUS �P SKH — Standard 45° skew hanger allows for a 40' to 50° skew range, without hanger modification. SKHH — For heavier applications. Materials: 14 or 16 gauge Finish: G90 galvanizing; SKH26UR-GC & SKH210L/R-GC — Gold Coat Options: SKH26L/R, SKH28UR, SKH210UR, SKH210L/R-2, SKHH210UR-2, SKHH210L/R-21F, SKHH410L/R, SKHH410URIF, SKHH414L/RIF, SKHH46L/R & SKHH46L/RIF are available in Triple Zinc. To order, add TZ to stock number, as in SKH26L-TZ. SKH26L/R & SKH21OL/R are available in Stainless Steel. To order, add SS to stock number, as in SKH26L-SS. Codes: ESR-3446, FL13285, LA City RR 25971 Installation: • Use all specified fasteners. See Product Notes, page 11. • The hangers listed are for standard sizes and will accommodate a 40° to 50' skew range. • Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. • Illustrations show left and right skews. (SKH_L = skewed left; SKH_R = skewed right) • For I -Joist installations, web stiffeners are required. • Refer to illustration for staggered I -Joist application for double 2 ; 25/16", and 21/2- models. • For double I -Joist installations, web stiffeners between I -Joists are required. I Right skew ; Left skew Drive nails at angle °1q SKH26R Right skew SKH26L Left skew AVAILABLE IN CO AT ..'•: �•••. •••••• •••• • Dimensions (in) Fastener Schedulez; AllowableOLMI ( bs.) :soot* Header Joist DF-L I SP • • • S.P.F • Floor Roof UpV tl8dj: Roof • yai4' Beam I Joist Size USP Stock No. Ref. No. Steel Gauge W H D Qty Type (4ty Type e Ref. 100% 115% 125% 16&, 1001 115% 125-11160%1 2x4 SKH24/R SUR/L24 16 1-9/16 3-1/4 1-7/8 4 16d 4 10dx1-1/2 510 510 1 510 5854 •t5 S10 1 510 40 2x6-8 SKH26UR SUR/L26 16 1-9116 51/4 1-718 6 16d 6 10dx 1-1/2 830 890 890 10g5 715 �20 8 •5$9, • SKH26UR-GC __ 6 N16C-GC 6 N10-GC 2 x 8 -10 -12 SKH28UR 16 1-9116 7-1/4 1-7/8 1 10 16d 8 10d x 1-1/2 1380 1465 1465 1300 1100 g370 1465 117 2 x 10- 12 -14 SKH210UR SUR/L214 16 1-9/16 9-1/4 1-7/8 14 16d 10 10d x 1-1/2 1790 1790 1790 1565 1665 1790 1790 1`1145 • SKH210UR-GC 1 14 N16C-GC 10 N10-GC 1314 x 9-1/4-14 SKH1720L/R SUR/L1.8119 16 1-13/16 9-1/8 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 14DO 1610 1750 1345 1-314 x 11-114 -18 SKH7724L/R SUR/L1.81111, 16 1-13/16 11-1/8 1-7/8 16 10d 10 10d x 1.112 1855 2135 2320 1565 1600 1840 2000 1345 SUR/L1.81/14 2 - 2-1/8 x 9-1/4 -14 SKH2O20L/R SURIL2'0619' 16 2-1/8 9 1-7/8 14 10d 10 10dx 1-1/2 1625 1870 2030 1565 1400 1610 1750 1345 SUR/L2.1/9 2-2-1/8x 11-114. 18 SKH2O24UR SURIL2.06/11, 16 2-1/8 11 1-7/8 16 10d 10 10dx 1-1/2 1855 2135 2320 1565 1600 1840 2D00 1345 6, F30, SUR/L2.1/11 2-1/4 - 2-5/16 x SKH232OUR SUR/L2.3719 16 2-3/8 8-7/8 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 1400 1610 1750 1345 R11 9-1/4-14 2-1M - 2-5/16 x SKH2324UR SUR/L2.37/11, 16 2-3/8 10-7/8 1-718 16 10d 10 10d x 1-112 1855 2135 2320 1565 1600 1840 2000 1345 11-1/4 -18 SURIL2.37114 3x6-8 SKH36L/R 16 2-9/16 43/4 1-3/8 6 16d 6 10dx1-112 830 950 1025 1085 715 820 895 960 3 x 8 -10 -12 SKH38UR 16 2-9116 6-3/4 1-3/8 10 16d 8 10d x 1-1/2 1380 1585 1585 1360 1190 1370 1490 1170 3x10-12-14 SKH31OUR -- 16 2-9/16 8-3/4 1-3/8 14 16d 10 10dx1-1/2 1930 2220 2250 1565 1665 1915 2085 1345 3 x 12 -14 -16 SKH312L/R 16 2-9/16 10-3/4 1-3/8 16 16d 10 10d z 1-1/2 2210 2500 2500 1565 1905 2190 2380 1345 2-1/2 x 9-1/4 - 14 SKH252OUR SUR/L2.56/9 16 2-9/16 8-518 1-7/8 14 10d 10 10d x 1-1/2 1625 1870 2030 1565 1400 1610 1750 1345 2-1/2x 11-1/4 -16 SKH2524UR SUR/L2.56/11, 16 2-9/16 10-314 1-7/8 16 10d 10 10dx 1-1/2 1855 2135 2320 1565 1600 1840 2000 1345 SUR/L2.56114 2-SISx9-114-14 SKH26201IR 16 2-11116 8-11/16 1-7/8 14 10d 10 10dx1-1/2 1625 1870 2030 1565 1400 1610 1750 1345 2-5/8 x 11-114 -16 SKH2624UR 16 1 2-11116 10-11/16 1-7/8 16 . 10d 10 10d x 1-1/2 1855 2135 2320 1565 1600 1840 2000 1345 1) Uplift loads have been increased 60%for wind and seismic bads; no further increase shall be permitted. 2) Minimum nail embedment shall be 1-1/2'for 10d nails and 1-5/8- for 16d and N16C-GC nails. 3) NAILS: 10d x 1-1/2 and N10-GC nails are 0.148" dia. x 1-1/2- long, 10d nails are 0.148- dia. x 3- long, 16d and N16C-GC nails are 0.162- dia. x 3-1/7 long. New products or updated product information are designated in red font. Continued on next page 1-800-328-5934 • www.USPconnectors.com USP N 0 H H 1—a W!� SKH21OR SKHH21OL-2 ZZ r Typical SKH26L Typical SKH252OR-2 installation staggered I -Joist installation Left skew Right skew �I. HI� yj D�\W� SKH252OR-2 Beam I Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule2" Allowable Loads (Lbs.) Code R W H D Header Joist DF-L I SIP S-P-F Qty Type cl<y Type Floorl Roof Uplift' floor Roof Uplift' 100% 115% 125 % 160% 100% 1 0 m 160% (2) 2 x 6 - 8 i SKH26L/R-2 ' ' SURIL26-2 16 3-1/16 1 4-112 1 1-3/8 6 16d 6 10d 830 950 &1035 191116 715 1 820 i 895 1 960 6, (2) 2x8-10-12 SKH28LIR-2 ` -- 16 3-1/16 6-12 I 1-3I8 10 16d 8 10d 1380 1585 1MI 136V 1190 1170 F30, 22x10-12-14 )SKH210LIR-2 SURA-210-2 16 3-1/16 8-12 1-3/8)14- 16d 10 10d 1930222042*1961F6916651919. Al 13451 RPl (2 2 x 12 -14 -16 SKH212UR-2 ' SURA-214-2 16 3-1116 10-1/2 1-3/8 1 16) t6d 10 { 10d 2210 2540 Q •tf�6i 1905 2190 3080 1345 130 3-1/2x8-14 SKH410L/R' SURIL410 14 3-9/16 8-12 2-1/2 16 16d 10 16d 2255 2540 2 1 5 1935 5 24 1345 • 3-1/2 x 12 -18 SKH414UR ' SUR/L414 14 3-9116 12-12 2-12 22 16d 10 16d 3100 3565 i880 1566 2660 3/6A!3530' 345 • 4 x 6 - 8 SKH46UR ' SUR/L46 14 3-9/16 4-314 2-12 10 16d 6 16d 1410 1590 1 5 121011790 1515 1160 4 x 10 -12 -14 ) SKH410LIR ' SUR L410 14 9/16 8 12 2-12 16 16d 10 16d 2255 2540 t94 e1�6 1935 1345 • 4 x 14 -16 -18 SKH414UR ' SURI1_414 14 3-9/16 12-1/2 2-12 22 16d 10 16d 3100 3565 4"S 4*5 2660 3060 3330 1345 t 0 (2) 2 - 2-1/8 x 9-1/4-14 SKH2020L1R-2 ' HSU4.1219, HSURIL4.2R/L819 14 ) 4-3/16 0-1/4 3-12 14 10d 10 10d 1665 r 1915 fl00 • 490P E • • 1440 1660 1e05 1645 (2)2-2-1/8x 11-1/4-18 ' HSUR/L4.12/11, HSURIL4.12114,: HSURIL4.12/16,SKH2024LIR-2 HSUR/L4.28/11 14 4-3/16 i [ 11-1/4 3-1/2 16 10d 10 10d 1905 2190 �011 • i9a •f 1650 • 18951 WO• • [ 2060 W. • 1645 • • 6! R11 2 2-5/16 x 9-1/4 -14 SKH2320UR-2 ' HSUR/L4.7519 14 4-7/8 9.1/4 3-1/2 14 10d 10 10d 1665 1915 2085 1905 1440 1660, 1805 1645 (2) 2.5/16 x 11-1/4- 18 SKH2324L/R-2 ' HSUR/L4.75/11, HSUR/L4.75/14, HSURIL4.75/16 14 4-7/8 11-1/4 3-1/2 16 10d 10 10d 1905 2190 2380 1905 1650 1895 2060 1645 (2) 2-1/2 x 9-1/4 -14 SKH2520L R-2 ' HSUR/L5.12/9 14 5.1/8 9.1/4 3.1/2 14 10d 10 10d 1665 1915 2085 1905 1440 1660 1805 1645 (2) 2-1/2x 11-1/4- 16 SKH2524L/R-2 ' t HSUR/L5.12/11, i HSUR/L5.12/14, HSUR/L5.12/16 14 5-1/8 11-1/4 3-112 16 10d 10 10d 1905 2190 2380 1905 1650 1895 2060 1645 2x6-8 SKHH26UR -- 14 1 1-5/8 5-1/8 1 3-1/4 18 16d 12 10dx1-1/2 1 1510'1740 18901 21901 1305 1505116351 1900 2 x 8-10-12 SKHH28UR -- 14 1-5/8 7 3-1/4 26 16d 16 ; 10d x 1-112 2185 2510 27301 2920 1890 2170 2360 2535 2 x 10 -12 -14 E SKHH210L/R -- 14 1-518 9 4-1/4 34 16d 20 10d x 1-1/2 2855 3285 3570 3650 ' 2470 2840 3085 3170 (2) 2 z 6 - 8 i SKHH26UR-2 HSURIL26-2 14 3-1116 5-1/4 2 12 16d 4 16d x 2-112 1 1680 1930 2100 895 1450 1670 1815 775 SKHH26UR-21F HSUR/LC26-2 14 3-1/16 5-1/4 2 12 16d 4 16d x 2-12 ' 1680 1930 2100 895 1450 1670 1815 775 (2) 2 x 10 - 12 -14 $KHH210L/R-2 HSURIL210-2 , HSUR/L214-2 14 3-1/16 8-1/2 2 20 16d # 6 16dx2-1/2 28M 3220 3500 1345 2420 2785 3025 1160 1 SKHH210UR-21F I HSURILC210-2 14 3-1/16 8-12 2 20 1 16d 6 16d x 2-112 2800 3220 3500 1345 2420 2785 3025 1160 4 x 6 - 8 SKHH46UR HSUR/1_46 14 3-9/16 5 114 2-1/2 12 1 16d 6 16d 1680 1930 2100 1345 1450 1670 1815 1160 SKHH46URIF HSUR/LC46 14 3-9/16 5 114 2-12 ' 12 16d 6 16d 1680 1930 2100 1345 1450 1670 1815 1160 SKHH410UR HSUR/L410 14 3-9116 61/2 2-12 20 16d 10 16d 2800 3220 3500 2240 2420 2785 3025 1935 4 x 10 -12 -14 SKHH410L/RIF HSUR/LC410 14 3-9/16 8-1/2 1 2-12 20 16d 10 16d 2800 3220 3500 2240 2420 2785 3025 1935 1 SKHH414L/R HSURIL414 14 1 3-9116 12-12 j 2-12 ( 26 16d 10 16d 3640 4185 4550 2240 3145 3620 3935 1935 4 x 14 -16 - 18 SKHH414URIF HSUR/LC414 ) 14 ) 3-9/16 12-12 2-12 26 1 16d 10 1 16d 1 3640 4185 4550 ( 2240 3145 3620) 3935 i 1935 1) Uplift bads have been increased 60%for wind and seismic loads; no further increase shall be permitted. 2) Minimum nail embedment shall be 1-12- for 10d nails and 1-5/8- for 16d nails. 3) NAILS: 10d nails are 0.148" dia. x 3- long, 16d nails are 0.162" dia. x 3-1/2- long, 16d x 2-1/2 nails 0.162- dia. x 2-1/2" long. •Miler cut required on end of joist to achieve design loads. New products or updated product information are designated in red font. b•• ••• 1-800-328-5934 • www.USPconnectors.com USP2241-131 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . SKH SKEWED HANGER ALLOWABLE LOADS STOCK NUMBER STEEL GAGE DIMENSIONS inches FASTENER SCHEDULE SP#LLOWABUE LOAQB Ibs 3 W H D Header Joist • • • • • • DQwrljoaa • • Upji$ 2 Face Type Oty Type C�=1.0: 1 OD =1,15 Co = C0 = j.6 SKH26L/R 16 19/ 5'/ tl/ 6 16d Common 6 1 10dx1-112 1030 1 ITI . _.........,... - _..._ ......, . ram. - .,..,., ,.� a...... - �.�., .. 'A 10dx1-1/2" Common nails is 1'/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 31/2 inches long. 2Loads have been increased as shown In accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 31'he lumber species is Southern Pine JL JOIST HANGER ALLOWABLE LOADS SKH SKH26R INSTALLATION TOP VIEW STOCK NUMBER STEEL GAGE DIMENSIONS (inches)FASTENER SCHEDULE' ALLOWABLE LOADS (Ibs) 3 Header Joist Download Uplift., W H D Qty Type Qty Type CD =1.0 C0 =1.15 CD =1.25 CD - 1.6 JL24 20 19/ 3 11/ 4 10d Common 2 10dx1'/ 490 565 615 WA JL26 20 1 / 4 ! 1'/ 6 10d Common 4 10dx1'/ 740 850 925 700 JL28 20 19! 63/ 1'/ 10 10d Common 6 10dx11/ 1230 1415 1515 940 J1210 20 19! 8'/ 1'/ 14 10d Common 8 tOdxt'! 1720 1980 2070 1170 'A 1od Common nail is S inches long and 0.148 inches in diameter A 10dx1'/2 nail is 1'/2 inches long and 0.148 inches in diameter 2Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction bads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 'The lumber species is Southern Pine °Uplift loads for connectors fisted as N/A had an uplift Capacity less than the required 700 pounds. TYPICALJL INSTALLATION PIN t>icomp1jift Vd*AW Via" � 1111111"Moac4fti'fe By I� UNITED STEEL PRODUCTS COMPANY - 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS SKH JL DATE: STEVEN A. BREKKE 3/28/2011 PROFESSIONAL ENGINEER Lr'• LICENSE NO.70432 SHEET: DRAWING NO.: 2 OF 2 MD-SKH-JL I -- Truss & Rafter HC520 / HCPRS / HHCP / LFTA6 / RT Rafter Ties These anchors tie trusses and rafters to top 1-7/16',- plates and may be used to tie wood framing members to resist uplift and lateral forces. 1-1/2" Materials: See chart Finish: G90 galvanizing; HHCP4-TZ — G-1 85 galvanizing. 4-i/2" Options: See chart for A Corrosion Finish Options 1-1/2" 0 Codes: See page 11 for Code Reference Chart IRC 802.10.5. 113C 2308.10.1 RT3A A, 1-9/16" ar 2-1;2 5-1/4" 1-3/8" 3-9/16" 2-15/ RT6 RT7 1-1/4" -9/1 # A -01 2-3/8 4 15/16� 3-1/16 7-13/16' 10-3/4" 1-1/4" RT8A RT10 i 2-1/16" .3-3/8" N 6-1/2" RT16AR HC520 6-1/2" 3-1/8'. 6-1 121, RT16-2 HCPRS a USP" STRUCTURAL CONNECTORS Mffek AVAILABLE IN 2" ............ 56 --j- 0A_T A j " 1-1/4 /4 3-3/4j" A 5-1/4" 2-781, 1-7/8" RT4 RT5 j -9/167_�' 3-11/1 61 4" 6-7/16" 6-1/2"1 JF 2-1/2' 2-7116" jA: RT7A RWAT 1-9/161, i A A ;3-1/2" 2-5/ j �4> 5- ! 1/4" RT15 RT19A- - 0 0 0 0 6-5/V: A CZ 13-/ 3". HHCP2 HHCP4-TZ 2-1/4" A A 8-3/8" 14-5/8"j. 19-1/81, i +4-1/441 2 6-1/12" 1-1/8" iA 2-1/4" LFTA6 RT20 184 Continued on next page • Truss &Rafter ^ HC520 / HCPRS / HHCP / LFTA6 / RT Rafter Ties USP* STRUCTURAL CONNECTORS MiTek Installation: • Use all specified fasteners. See Product Notes, page 17. • All nail holes must be filled with specified nails to achieve loads listed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. Fastener Shcedule �� DF/SP Allowable Loads (Lbs.)' S-P-F Allowable Loads (Lbs.)1 USP Stock No. Ret. No. Steel Gauge Truss/Rafter Plate Stud Uplift Lateral Uplift with x 1-1/2" Uplift , Lateral Uplift with Bd x1-1/2", o a code Ref. F1 F2 Fy T e Type _ Type 1611y. 16044 160% 160°G 160% 1609G 160% 160°G RT3A H3 18 4 8d 4 8d 610 190 190 610 525 160 160 525 RT4 H4 18 4 8d 4 Bd - 410 215 215 410 345 180 180 345 10 RT5 H5 18 4 8d 4 8d 540 265 265 540 450 225 225 450 RS R16 HS24 18 8 10d x1-1/2 6 10d x1-112 ---- — 665 800 800 665 560 670 670 560 F5 RT7 18 5 Bd 5 8d 585 195 195 585 495 160 160 495 RT7A H2.5A 18 5 8d 5 8d 670 210 210 670 565 175 175 565 MAT H2.5T 18 5 8d x 1-1/2 5 8d x 1-1/2 ---- 555 210 210 555 465 180 180 465 130 RTBA H8 18 5 10d z 1-1/2 5 10d x 1-112 ---- — 775 215 215 775 650 180 180 650 RT10 H2,1-12A 18 6 8d 8 8d 6 8d 585 195 195 585 495 160 160 495 10, RT15 H 1 18 5 1 8d x 1-112 5 Bd -- -- — 530 500 340 530 445 285 1 410 445 R8, RT16A M10H14A' 18 9 10d x 1-1/2 8 10d 1380 800 645 1380 1160 670 545 1160 F5 RT16AR H10AR 18 9 10dx1-1/2 8 10d 1380 800 645 1380 1160 670 545 1160 130 RT16-2 H10-2 18 8 8d 8 8d -- — 1160 655 415 1160 975 550 345 975 10, R8, HHCP2 HCP2 18 10 10d x1-112 10 10d x1-1/2 ---- 800 370 — -- 800 670 310 ---- 670 F5 HHCP4-TZ HCP4Z 16 8 10d 8 10d 1100 410 - 920 345 130 HC520 G8C 18 --- 11 8d 6 Bd 515 470 430 515 445 405 370 445 L1 HCPRS 18 -- - - 5 8d 6 8d x 1-1/2 540 500 3443 540' 455 375 285 455 10, R8, F5 1FTA6 H6 16 8 1 8d 8 Bd — -- 1210. 700 90 1210 1015 1015 14,R9,F7 RT20 16 9 10d x 1-1/2 4 lod 9 10d x 1-112 1200 -- -- -- -- 1200 1005 1005 10, RB, F5 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFTA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral Ft and F2 load directions do not apply to roof truss -to -top plate installations. 3) 8d common nails may be substituted for 8d x 1-112 nails, and 10d common nails may be substituted for 10d x 1-1/2 nails. • • 4) NAILS: 8d x 1-1/2" nails are 0.131" dia. x 1-1/2" long, 8d nails are 0.131" dia. x 2-1/2" long, 10d x 1-112" nails are 0.148" dia. x 1-12" long, • + • • 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue font. • • • • • Typical RT3A installation Typical RT7A installation —4 c W N m may. Corrosion Finish E Sta bless Steel 0 Gold Coat 12 HDC y Inple Zinc • • • • • • • •••• • •••• •••••• •••••• •••• • • • • • • •••••• •••• • ••••• uplift; j i• •• • f` r •••••• iFl• • ( i •• • ••Y' • • f F2/ ••t'' • Typical RM Typical RT5 Typical RT6 Typical RT7 installation installation installation installation Uplift: Ft ,-/ .d•- .•4f IrF12 2-1r` Typical MAT installation Typical MA Typical RT10 Typical RT15 installation installation installation Continued on next page 185 • 6 U W 0 U U N a N 7 s t a 0 U The HUS, JUS, & MUS hanger series offers double shear nailing. USP's dimple allows for 30' to 45' nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: See chart Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS28-GC, JUS210-GC, JUS26-2GC & JUS210-2GC — Gold Coat Options: HUS26, HUS28, HUS210, HUS28-21F, HUS210-21F, JUS24, JUS26, JUS24-2, JUS26-2, JUS28, JUS28-2, JUS210, JUS36, JUS210-2, JUS44, JUS46, JUS48, JUS410, JUS28-3 and JUS210-3 are available in Triple Zinc. To order, add TZ to stock number, as in JUS24-TZ. HUS212-2, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, and JUS210-3 are available in Stainless Steel. To order, add SS to stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: Load values are derived from data submitted to various North American building code evaluators. Installation: • Use all specified fasteners. See Product Notes, page 10. • Joist nails must be driven at a 30' to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS 16d sinkers (9 gauge x 31/4-) may be used where 10d commons are specified with no load reduction. Double shear nail ae�ign features fewer nails and faster installation HUS Specialty Options Chart — refer to Specialty Options pages 210 to 211 for additional details. Option Inverted Flange Not available in Range widths less than 2-114-. 100% of table value. Factored 65% of table value when Resistance nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS4101F U5Us standard length nails Typical HUS4101F inverted flange installation CUSP r , Typical JUS46 installation —LA r -% Dimple allows 300 H to 45° 1 nailing i JUS28 AVAILABLE IN Pa I m CC O AT i " -'" `P L ••••••000000 /l'•••�l 3� 0000 •• •• • .••••• .. • • -• i i • ."• Typical HUS46 HUS28-2 installation 1-800-328-5934 • www.USPconnectors.com USP2240-131 USP Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule'*"4 Factored Resistance W I H I D A Header Joist DF-L (Lbs) DF-L (M) S-P-F (Lbs) I S-P-F (W) Qty Type I Qty Type Vertical Uplift' I Vertical Uplift' I Vertical Uplift' I Vertical Uplift' 100% 115% 10R. 115% 100% 115% 100% 1157. ( JL24 LU24, LU24L 20 1 1-9/16 3 1-12 15/161 4 1 10d i 2 1 10d x 1-1/2 I 970 1 460 4.31 2.05 689 327 3.06 1.45 ( ST24 -- 1-9/16 3-1/4 1-7/6 1.1/4 4 1Od x 1-112 3 8d x 1-1/2 670 370 2.98 1.65 670 370 2.98 1.65 JL241F-TZ -- 1-9116 3-18 1-1/2 -- 4 10d HDG 2 10d x 1-112 HDG 670 380 2.98 1.69 475 270 2.11 1.20 2z4 JUS24 LUS24 1-9/16 318 1-314 1 4 10d 2 , tOd 1595 960 7.10 4.27 1132 682 5.04 3.03 JUS24 GC -- :22 1-9/16 3 1/8 1-3/4 1 4 (N10CGC' 2 1, N10C GC 1595 960 7.10 4.27 1132 682 5.04 3.03 SUH24 U24 1-9/16 3-1/4 2 1-3/16, 4 10d 2 10dx1-1/2 1390 795 6.18 3.54 985 565 4.38 2.51 HD26 HU26 1-9116 3-12 2 1-1181 4 1 16d 2 10d x 1 12 1975 545 8.79 2.42 1402 387 6.24 1.72 JL26 LU26, LU26L 20 1-9/16 4-3/4 1-12 15/16 11 6 i 10d 4 tOd z 1-12 1430 915 6.36 4.07 1015 650 4.52 Z89 ST26 22 1-9/16 5 1-718 1-1/41 6 110d x 1-1 5 8d x 1-1/2 1000 620 4.45 2.76 1000 620 4.45 # 2.76 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1.1/2 -- F 6 1 10d HDG 4 10d x 1-1/2 HDG 1000 755 ( 4.45 3.36 710 1 535 3.16 ( 2.38 JUS26 LUS26 18 1-9/16 4-13/16, 1-3/- 4 1 4 i 10d 4 10d 2855 2100 12.70 9.34 2027 ! 1491 9.02 t 6.63 JUS26-GC -- 18 1 1-9116 4-13/16 1-3/4r 1 1 41N10C-GC 4 NtOC-GC 2855 2100 12.70 9.34 2027 14911 9.02 1 6.63 2x6 MUS26 MUS26 18 11-9116 5-1/16: 2 1 6I 10d 6 10d 3245 1625 14.44 7.23 2305 1155 10.25 5.14 SUH26 U26 16 1-9/16 5-1/8 j 2 1-3/16 6 10d 4 10dx 1-12 2345 1505 10.43 6.69 1665 1070 ' 7.41 i 4.76 HUS26 HUS26 16 1-5(8 5-7/16 3 2 114 16d 6 16d 5480 3625 24.38 16.13 3891 2574 17.31 11.45 HD26 HU26 14 , 1-9/16 3-1/2 2 1-18 4 16d ' 2 10d x 1 12 1975 545 8.79 2.42 1402 387 6.24 1.72 HD28 r HU28 14 ' 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1 12 2720 1555 12.10 6.92) 1931 1104 8.59 4.91 J126 LU26, LU26L 20 1-9/16 4-3/4 1-1/2 151161 6 10d 4 10d x 1-12 1430 915 6.36 4.07 1015 650 4.52 2.89 JL28 LU28 20 1-9116 6-3(8 1-12 15116 10 1Dd 6 10dx1-12 2120 1665 9.43 j 7.41 1505 1182 6.69 5.26 ST26 22 1-9/16 5 1-7/8 1-1/4 6 10d x 1.1/ 5 8d x 1-1/2 1 10D0 620 4A5 2.76 1000 620 4.45 2.76 ST28 22 1-9116 6-3/4 1-7/8 1-1/4 8 10d x 1-1 7 8d x 1-12 1340 870 5.96 3.87 ( 1340 870 5.96 3.87 JL261F-TZ LUC26Z 18 1-9/16 4-12 1-1/2 - 6 10d HDG 4 10d x 1-112 HDG 1D00 755 4.45 3.36 710 535 3.16 2.38 JL28IF-TZ ! -- 18 1-9/16 6-1/3 1-12 -- 8 10d HDG 4 10d x 1-112 HDG 1340 755 i 5.96 3.36 950 535 4.23 2.38 JUS26 I LUS26 18 1-9/16 4-13116 1-3/4 1 4 10d 4 10d 2855 1 2100 12.70 3 9.34 2027 1491 9.02 6.63 JUS26-GC 18 1-9116 4-13/16 1-3/4 1 4 N1OC-GC 4 N10C-GC 2855 2100 12.70 9.34 2027 1491 9.02 6.63 JUS28 LUS28 ( 16 1-9/16 6-58 1-3/4 1 6 10d 4 ; 10d 2855 2100 12.70 9.34 2027 1491 9.02 6.63 2 x 8 JUS28-GC ; 18 1-9/16 6-5/8 1-3A 1 6 N10C-GC 4 N10C-GC 12855 2100 12.70 9.34 2027 1491 9.02 6.63 MUS26 MUS26 r 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1 3245 6 1625 j 14.44 7.23 2305 1 1155 1 10.25 5.14 I MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 i 10d 4400 2315 19.57 10.30 3125 , 1645 •13.90 7.32 SUH26 U26 16 1-9116 5-1/8 2 1-3/16 6 10d 4' 10dx11/2 2345 1505 1W3 6i9 1665 ` 1070 7.41 4.76 SUH28 16 1-9116 6-518 2 1.3/16 8 10d 6 1Dd x 1 12 2345 1505 1 .4 .6 1665 7.41 4.76 HUS26+- j HUS26 16 1-518 5-7/16 3 2 14 16d 3 6 16d 5480 3625 24.38 16.13 3891 42574 ( 10.31 11.45 i HUS28 HUS28 16 1-518 7-3116 3 2 22 16d 8 j 16d 7115 4840 3 .6 1.5 5052 22.47 15. HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 1 10dx112 2720 1555 121E 1612 1931 1 11040 8.59 4.9t j HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1 12 3820 1555 1 16.90 fiA2 2712 6 1104 L.12.06 1 4.96 JL28 LU28 20 1-9116 6-3/8 1-12 15/16 10 10d 6 10dx1-12 2120 1665 9. 1505 ` 1 V .69 5.29, JL210 LU210 20 1-9/16 8-1/4 1-12 15116 14 10d 8 10dx1-12 3070 2065 13.66 919 2180 1466 9.70 ! 6.52 ST28 22 1-9/16 6-3/4 1-78 1-1/4 8 10d x 1-1 7 10d x 1-1/2 1340 870 5. . • 1340 • 87S • S96 ° 3.8 ST210 22 1-9116 8 1-78 1-1/4 10 tOd x 1-1/2 8 10d x 1-12 1520 990 616 0440 1520 • 990 6.76 ; 4.4E JL281F-TZ -- 18 1-9116 P 6-1/8 ) 1-121 -- 8 j 1Od HDG 4 10d x 1-1/2 HDG 1340 755 569 4 1 4346i 950 535 a 4.23 2.38 JL210IF-TZ LUC210Z 18 , 1-9/16 8-7/32 1-12 -- 11 1 10d HDG 6 10d x 1-112 HDG 1835 1135 8 6 1305 805 5.81 3. JUS28 LUS28 18 .1-9/16 6-% r 1-314 1 6 10d 4 10d 2855 2100 12.70 9.34 2027 09494 0902 6.63 2 10 JUS28-GC -- 18 1-9/16! 6-518 ) 1-3/4 1 6 1 N1OC-GC 4 N10G-GC 2855 2100 1 70 .0. 2027 , 1491 9.02 , 6.6� x JUS210 LUS210 18 1-9/16 7-314 1-3/4 1 8 10d 4 IN 2855 2100 12.7E• 9.34' 2027 14l) =09.02 6.6E JUS210-GC - 18 1-9/16 7-3/4 1 1-3M 1 8 N1DG-GC 4 N10C-GC 2855 2100 ' 12.70 9.34 2027 Mw i02 6.63 MUS28 MUS28 18 11-9/16 7-1/16 2 1 8 tOd 8 tOd 4400 2315 19.57 10.30 3125 1645 1 13.90 7.32 SUH28 -- 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-12 2345 1505 10.43 6.69 ( 1665 1070 . 7.41 4.76 SUH210 U210 16 1-9/16 8 2 1-3/16 10 10d 6 10d x 1-12 4080 2505 18.15 11.14 2895 1780 ' 12.88 7.92 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 1 16d 7115 4840 1 31.65 21.53 5052 ! 3436 22.47 15.28 HUS210 HUS2t0 16 1-5/8 9.3/16 3 2 30 16d 10 16d 9025 6035 40.15 26.85 6408 4285 28.51 19.06 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 1 10dx11/2 3820 1555 ( 16.99 6.92 2712 1104 12.06 4.91 JL210 LU210,LU210L 20 1-9/16 8-1/4 1-12 15/16 14 10d 8 10d x 1-12 3070 2065 1 13.66 9.19 1 2180 1466 9.70 6.52 ST210 -- 22 1-9/16 8 1-7/8 1-1/41 10 10d x 1-1/2 8 8d x 1-1/2 1520 990 6.76 4,40J 1520 990 6.76 4.40 JL2101F-TZ 1 LUC210Z 18 1-9/16 8-7/32 71/2 - - 11 10d HDG 6 10d x 1-112 HDG 1835 1135 8.16 5.05 i 1305 805 5.81 3.58 11 JUS210 LUS210 18 1-9/16 7-314 1-3/4 1 8 i 10d 4 i 10d 2855 2100 j 12.70 9.34 2027 1491 9.02 6.63 JUS210-GC -- 18 1-9/16 7-3/4 1-314 1 8 NtOC-GC 4 N10C-GC 2855 2100 12.70 9.34 2027 1491 9.02 6.63 2x12 SUH210 i U210 16 1-9/16 8 10 10d 6 , 10d x 1-12 4080 2505 1 18.15 11.14 2895 1780 12.88 7.92 HUS210 HUS210 16 1-5/8 9-3/1630 16d 10 i 16d 9025 6035 40.15 26.85 6408 ' 4285 28.51 19.06 j HD210 HU210 14 1-9116 7-3/16 +21-1/8 12 16d 4 10d x 1 12 3820 1555 16.99 6.92 2712 1104 12.06 4.91 HD212 HU212 14 1-9116 9-114 16 16d 6 10d x 1 112 4545 2005 20.22 8.92 3227 1424 14.35 6.33 HD2121F HUC212 14 1-9/16 9-1/4 16 16d I '6 ( 10dx 1 12 4545 2005 20.22 8.92 3227 1424 14.35 i 6.33 11 Factored uDlift resistances have been increased 15 % for short-term bads such as wind and earthquake: no further increase allowed. 2) Minimum nail embedment shall be 8 nail diameters (tvD). 31 16d sinkers may be used at 0.84 of the table load where 16d commons are soecified. 4) NAILS: 8d x 1-12" nails are 0.131- dia. x 1-1/2- lono. 10d x 1-12- nails are 0.148" dia. x 1-1/1" IDnD.10d and N10GGC nails are 0.148- dia. x 3" Iono. 16d nails are 0.162- dia. x 3-1/2" Iona. New products or updated product information are designated in red font continued on next page ••• 1-800-328-5934 • www.USPconnectors.com USP2240-131 a •••• • • 1) Factored resistances have been increased 15%for short-term bads such as wind and earthquake: reduce for other bad durations in accordance with the code. 000000. 0000 2) Joist nails need to be toe nailed at a 30° to 45' angle to achieve allowable loads shown. • 3) Mfinimum nail embedment shall be 8 nail diameters (W.). • • • • • • 4) NAILS: 16d nails are 0.162"dia. x 3-12" long. • • r • °-'�• • New products or updated product information are designated in red font. • ,: • � �'• • • • Slant Nail Truss Hangers MUS & HUS series • • 4 f f! • • • • • Materials: See chart Finish: G90 galvanizing Options: HUS26, HUS28, & HUS210 are available in Triple Zinc. To order, add TZ to stock number, as in HUS26-TZ Codes: Load values are derived from data submitted various North American building code evaluators. Installation: • Use all specified fasteners. See Product Notes, page 10. • Joist nails must be driven in at a 30' to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. Joist/ Truss Size USP Stock No. Ref. No. Dimensions(in) Fastener Schedule Factored Resistance W H D Header I Truss DF-L (Lbs) I DF-L (M) S-P-F (Lbs) S-P-F (kN) T e T Vertical Uplife Vertical Uplift' Vertical Uplift' Vertical Uplift' 100% 115% 100% 1 115% 100% 1 115% 100% 115% 2z6-8 i THDH26 I HGUS26 1-58 1 5-7/16 5 1 201 16d 1 8 1 16d 7970 1 4410 1 35.45 19.62 5660 1 3130 25.18 13,92 2 x 8 -10 € THDH28 HGUS28 1-58 7-3116 5 1 36 16d 121 16d E 11860 1 82330 1 52.76 t 36.61 8420 5945 37.46 26.00 2x10-12 1 THDH210 1-58 9-3116 5 i 46 16d 15250 ` 10170 67.844 45.24 10830 7220 48.18 32.12 2-11116x9-1/4-14 THDH27925 HGUS2.75l10 2-3/4 9-1/8 4 46 16d #616d 16d135251 6575 160.16 1 29.25 9605 4670 42.73 20.77 2-11/16 x 11-1/4 -16 { THDH27112 HGUS2.75/12 2-3/4 10-7/8 4 56 16d 16d 16130 i 9845 , 71.75 1 43.79 11450 6990 50.93 31.09 2-11116 x 14 -16 THDH2714 HGUS2.75/14 2.3/4 12-1/4 4 66 16d 16 16d 1 16130 11335 ' 71.75 1 50.42 11450 8050 50.93 35.91 3-1/4 x 9-1/2 THDH3210 HGUS3.25/10 3-3/16 9-38 4 46 16d 12 t6d 14760 : 7480 65.66 33.27 10480 5310 46.62 23.62 3-1/4x10-5/8 THDH3212 HGUS3.25/12 3-3116 10-5,1 4 % 16d 141 16d 16130 1 11335 1 71.75 50.42 11450 8050 50.93 35.81 (2 2) x 6 - 8 THDH26-2 HGUS26-2 3.7116 5-3/8 4 20 16d 8 i 16d I 9035 4215 40.19 18.75 6415 2995 28.54 13.32 2 2 x 8 -10 THDH2&2 HGUS28-2 3-7/16 1 7-118 4 1 36 16d 10 I 16d 13075 ' 5020 S1i.16 22.33 9285 3565 41.30 15.86 2 2 x 10 -12 THDH210-2 HGUS210 2 3-7116 : 9 1/6 4 46 i 16d 12 16d 13525 1 6575 60.16 29.25 9605 4670 42.73 20.77 4 x 6 - 8 THDH46 HGIJ 4 39/16 5-3/8 4 20 ' 16d 8 i6d 8290 j 4905 36.88 21.82 5885 3485 26.18 15.50 4 x 8 -10 THDH48 HGUS48 1 3-9116 ( 7-1/8 4 36 : 16d i 10 16d 12825 i 6000 1 57.05 26.69 9105 4260 40.50 18.95 4 x 10 -12 THDH410 HGUS410 3-9116 l 9-1/8 4 ; 46 1 16d (12 16d 14760 7480 1 65.66 33.27 10480 5310 46.62 23.62 4 x 12 -14 1 THDH412 I HGUS412 3-9116 , 10-112 4 1 56 1 16d 14 16d 16130 9B45 71.75 43.79 11450 6990 50.93 31.09 4x14-16 THDH414 HGUS414 3-9/16 1 13-1/16 a 4 i 66 16d 16 16d t 16130 11335 71.75 50.42 11450 1 8050 50.93 35.81 3 2 x 6 - 8 THDH26-3 HGUS26-3 5-1/8 5-7/16 4 i 20 16d 8 1 16d I 9035 4215 40.19 18.75 6415 1 2995 28.54 13.32 3 2 x 8 -10 THDH28-3 HGUS28-3 5-1/8 s 7-3/16 4 36 16d 121 16d 13075 5020 58.16 22.33 9285 3565 41.30 15.86 3 2x10-12 THDH210-3 HGUS210-3 5-1/8 9-3/16 4 i 46 16d 161 16d 13190 7030 58.67 31.27 9365 4990 41.66 22.20 3 2x12-14 THDH212-3 HGUS212-3 5-1/8 11-3116 4 56 16d 201 16d 15465 9105 68.79 40.50 10980 6465 48.84 28.76 3 2 x 14- 16 THDH214-3 HGUS214-3 r 5-1/8 13-3/16 ? 44116d 22 16d 18810 10760 83.67 47.86 13355 7640 59.41 [ 33.99 6 x 10 -12 THOH610 j HGUS5.25/10, HGUS5.50/10 j 5-1/2 9 416 16d 13190 7030 58.67 k 31.27 9365 4990 41.66 22.20 6 x 12 -14 THDH612 HGUS5.25/12, HGUS5.50n2 i 5-12 i 11 420 16d 15465 9105 68.19 i 40.50 1 10960 6465 48.84 28.76 _ 6 z 14 - 16 THDH614 HGUS5.50/14 5-1/2 13 i 422 16d 18810 10760 83.67 47.86 1 13355 7640 59.41 33.99 6-3/4 x 9 -14-1/2 THDH6710 I HGUS210d, HGU56.88/10 6-7/8 { t B-13/16 412 16d 13525 i 6575 60.16 ' 29.25 r 9605 4670 42.73 20.77 6-3/4 x 11 -18 ' THDH6712 s HG�S2 8 -4, 6-7/8 10-13/16 4 56 16d 14 16d 16130 9845 1 71.75 43.79 11450 6990 50.93 31.09 6-3/4x13-20-1/2 4 THOH6714 HGUS21441, HGUS6.88114 6-7/8 12-13116 4 66 16d 16 16d 16130 11335I 71.75 50.42 11450 8050 50.93 35.81 7 x 9.1/4 -14 ! TFIDH7210 HGUS7.25/10 7-1/4 9 4 46 16d 12 16d 14160 7480 7 65.66 33.27 10480 5310 46.62 23.62 1 x 11-1l4 -16 ° THDH7212 HGUS7.25/12 7-1/4 I 10-1/2 4 56 16d 14 16d 16130 9845 71.75 143.79 11450 6990 4 50.976 W.09 7 x 14 -18 ; TFIDH7214 HGUS7.25/14 7-1/4 12-1/4 4 66 -16d 16 16d 16130 11335 { 71.75 1 50.42 1 11450 i 8050 1 43^3 95.81 Double shear nail design features fewer nails and faster installation • ••••i• Typical HUS • `` isastialiation • • •• • • • :.... �-J. Raised• •^: • -...?y dimple allows • • • 1 T 30' to 45 IT nailing t :• i r uses standard length nails HUS ,_1" Joist) Truss Size USP Stock No. Ref. No. Steel Gau e Dimensions ()n) Fastener Scheduler's Factored Resistance W H Header Truss' DF-L (Lbs) DF-L(W)kS-P-F(Lbs) S-P-F(kN) T T Vertical Uplift' Vertical Uplift'ical Uplift' Vertical Uplift' 100% 115% 100% 115% k 115% 100•h 115% MUS26 MUS26 18 1-9116 5.1/16 6 1 10d 1 6 1 10d 1 3245 ( 1625 1 14.44 1 7.23 2305 1 1155 1 10.25 5.14 2x6-8 HUS26 HS26DS 16 1-5r8 5-7/16 14 16d 6 16d 5480 3625 24.38 16.13 3891 2574 17.31 IlA5 MUS28 MUS28 18 1.9/16 7-1116 8 1 10d 1 8 10d 4400 2315 19.57 10.30 3125 1 1645 1 13.90 7332 2x8-10 HUS28 HUS28 16 1-5B 22 16d 8 16d 7115 4840 31.65 21.53 5052 3436 22.47 15.29 2 x 10 - 12 HUS210 HUS210 16 1-W 30 16d 10 t A 9025 6035 40.15 26.85 6408 4285 28.50 19.06 1-3/4x5-12-7-1/4 HUS175 HU1.81/5 16 1-13/16 17-IM/8 14 16d 6 16d 5480 3625 24.38 16.13 3891 2574 17.31 11.45 1-3/4 x 7-1/4 - 11-1/4 HUS177 16 1-13/16 22 16d B 16d 7115 4840 31.65 21.53 5052 3436 22,47 15.291-3/4x9-1/4-14 HUS179 HUSI.81/10 16 IA3/16 30 16d 10 16d 9025 6035 40.15 26.85 6408 4285 28.50 19.06 1) Factored uplift resistances have been increased 15% for short-term loads such as wind and earBwuake: reduce for other bad durations in accordance with the code. 21 Nails must be driven at a 30' to 45' anale throuah the last a truss into the header to achieve the table loads. 3) Minimum nail embedment shall be 8 nail diarnetew MD.). 4) HUS 175 and HUS179 load values assume the icist is 1-3/4- wide and has a bearino strenoth of not less than 675 Dsi. 5) NAILS: 10d nails are 0.148' dia. x 3" Iona. l6d nails are 0.162' dia. x 3-112' Iona. 1-800-328-5934 • www.USPconnectors.com L MUS 2" USP2240-131 GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no esters marcados de ningrin modo que frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizacionderestriccionlateral and diagonal bracing. Follow the recommendations y andostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining de manejo, instalacion, restriction yarriostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses Vea el folleto'B�1- Guia de Buena Prictica Good Practice for Handling Installing Restrainino Ora el Mangjo Instalacion Restriction y Arriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para informacion mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizadones de restriction lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent holia resumen BCSI-B3*** pars, mas informacion. El bracing design is the responsibility of the building resto de los diseros de arriostres permanentes son la designer. responsabilidad del disefiador del edificio. A WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacion, restriccion y arriootre incorrecto puede ser la caida de la estructura o a6n peor, heridos o muertos. A'U ] Exercise care when rem in banding and handling trusses to avoid 9 9 9 damaging trusses and prevent injury. Wear personal protective equipment for the eyes, O feet, hands and head when working with trusses. m tlL a 4 Utilice cautela al quitar las ataduras - o los pedazos de metal de sujetar para evitar di a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ci A pies, manos y cabeza cuando trabaja conk i(°�Use Utilice trusses. special care in cuidado especial en windy weather or dias ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. KlAvoid lateral bending. Evite la Flexion lateral. The contractor is responsible for prop- erly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratlsta tiene la responsabilidad de recibir, descargar y almacenar adecuadamente ins trusses en la obra. Descargue los trusses en la trerra Ilso para prevenir el darn. f r.f.Y Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. St los trusses estarin guardados para mas de una semana, pi bloqueando de altura suficiente detras de la pill de IDS trusses a 8 hasta 10 pies en Centro (o.c.). © For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubs los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacion mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. Spreader bar for truss \ i O O 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. froprovisar. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sue/tos. DO NOT store on NO almacene en Berra uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of�� top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 rl Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- A "=r Do not over load supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch - I No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7 m). trusses. Puede usar un solo lugar de levantar para pa- Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en una position Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45: Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45' MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el Pico para levantar puede hacer dan"o al truss. so°X APprox.1/2 truss length STEPS TO SETTING TRUSSES LAS MED/DAS DE LA /NSTALAC/ON DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tiers. 2) Instale el primero truss y ate seguramente al arriostre de tiers. 3) Instale los prciximos 4 trusses con restriccion lateral temporal de miembro corto (vea abago). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para IDS planos de los miembros secundarios para estabilice los primeros onto trusses (vea abajo). 6) Instale la restriccion lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el resrimen BCSI-B2*** para mas informacion. RESTRAINTIBRACING FOR ALL PLANES OF TRUSSES RESTRICC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES FO Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres es la madera minima utilizada para restriccion lateral y arriostramiento di- agonal. Atarlas a cada braguero con al m/nimo 2 clavos 10d(0.128x3'�, 12d (0.128x3.25) o 16d (0.131x3.5). This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas (Pi 3x2 y 4x2. Vea la parte superior de la columnar pare la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Tagline DO NOT proceed with construction until all lateral E TRUSSES UP TO 30' (9.1 m) restraint and bracing is securely and properly in place. TRUSSES HASTA 30 PIES NO proceda con la construccion hasta que todas las restric- Anach mid -height M10. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). c/Ones Idterdles y 105 drriOstreS esters tOlOcdd05 en forma Locate Spreader bar ,y *Consulte a on Professional Registrado de Diseno para trusses mas de 60 pies, / apropiada y Segura. reader bar above or stiffback Toe -in _.Too e-in o� [✓( See BCSI-B2*** for TCJCgpqp oj1: DO NOT exceed maximum stack heights. Refer to BCSI-B4*** • • • • • aI *** - J for more information. • r • • • • • • " Vea Y��i� para las opcionegde TCTLR. • , Spreader bar 1/2 to • • • • •1, g - ► I NO exceda las alturas maximas de mouton. Vea el resumen 2/3 truss len th • + - a- • • • • • ' Tagline • •Spreader bar 2/3 to • :,let t0 BCSI-636** • '" BCSI-H4***para mas informacion. TRUSSES UP TO 60' (18.3 nt) • • • • • �i 3/4 truss6"t• • 9 for Gable EAdrRant Pestraint bran" TRUSSES HASTA 60 PIES i "`fir •. • , 4 A • Tagline reinforcem t inform tion. • • • • • • • TRU•SES UP TO ANOQVER 60' (1�.3 m) � � • qF --- Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60(18.3m) 60' (18.3 m) - 4' (1.2 m) o.c. max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 21 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' 4.6 in every 15 truss spaces 30' BCSI-B7*** for more y : / (g.1 m) max. information. < 4 Vea el resumen BCSI-B7- pare mas informacion. �( 1 ti :5 2'o.c., tYP• Apply diagonal brace to vertical webs at end of cantilever and at % bearing locations. All lateral restraints lapped at least two trusses. `Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Out -of -Plane yj Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3l4" 12.5 Max. Be. D/50 D (ft.) 19 Tom) 3.8 m Lengthy 7/a" Iasi %r<- 1/4" 6 mm r 0.3 m 22 mm 4.5 m Le� Max. Bow 9 1l2" 2' 1" 16.7' Max. Bow o 13 mm 0.6 m 25 mm 5.1 m -------- --.--- a 3/4" 3' 1-1/8" 18.8' ' � Length -► Plumb 19 mm 0.9 m 29 mm 5.7 m c) ./line 1" 4' 1-1/4" 20.8' R1 Tolerances for i 25 mm 1,2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max ( 32 Firm) 1.5 m 35 mm 7.0 m Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0 (38 Tom 1.8FT 38 To 7.6m 1-3/4" 7' 1-3/4" 29.2' CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m CARGA DE CONSTRUCC16N 2 '>_8' 2" >_33.3' 51 mm z24m) (51 mm) (10.1 m) Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8 (203 mm) Clay Tile 3-4 tiles high TRUSSES HASTA YGS•a•E65• INES Para inforrriT"igb� restriccion/ TCTLR arriostre/rc�verzo par! Armazone! Hold each truss in position with the trection equipment I�rAflrtap:Ial temporary lateral restraint • + • is installed and the truss is fastened tootl(Noearing points. • • • • • Hastiales veaCV654i BCSI- • 604 10" or • • Notes C4rst�1� I�racing not �1own fc� clarity. • • NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. Sostenga cada truss en position cor�E�Vboi:grfia hasta q� �/llrgstriccion 1bi�,6•tlnporal de la + • • • • + + Truss attachment NUNCA apile los materia/es cerca de un pica, a Centro de /a luz, en cuerda superior este instalado y e/ All efitij aseguradoign los soportes. • • • • • • 0 Repe�l�Qripl braces for eaclyset of 4 tr•sces• • equired at supports) cantilevers o aleros. • Repita4os arrisotres diagonales para cada SrjtQo c 4 trusses. Section A -A INSTALLATION OF SINGLE TZM;F_* BY HAND• • • • � DO NOT overload small groups or single trusses. • 2) WEB MEIVOER PLANE - PLANO DE LOS MIBMBROS SECUNDARIOS NO sobrecargue a uen"os grupos o trusses individuales. RECOMMENDACCIONES DE APEVANMMIENoTO Dre TRUSSES • • • • • • • • • • • • + 9 P q 9 P INDIVIDUALES POR LA MANQ • • • • • • • • • • + LATERAL R�•A•IEIT &DIAGONAL BRACING ARE � Place loads over as many trusses as possible. • • • VERY IMPORTANT • • • Coloque las cargas sobre tantos trusses Como sea posible. J Trusses 20' - " " , x ' - IJ Truss �• • - t - • 6.1 m or Position loads over load bearing walls. ( ) (9.1 � or • f iLA RESTRICCION LA 0ML Y EL ARRIOSTRE DIAGONAL less, support less, support at SON MUY IMPORTANTFcI Diagonal Coloque las cargas sobre las parades soportantes. near peak. quarter points. a\� bracing CLR splice reinforcement ALTERATIONS - ALTERACIONES So orte So orte de Truss Member p p / \ � 0 I � ., 2x_ CLR � Refer to BCSI-65.*** Truss bracing not shown for clarity. cerca al pico - - los Cuartos Vea el resumen BCSI-B5.*** los trusses E Trusses up to 20' -► de tramo los E Trusses up to 30' � Web members -' de 20 pies o trusses de 30 (6.1 m) (9.1 m) � A z 451 � DO NOT cut, alter, or drill any structural member of a truss unless menos. Trusses hasta 20 pies pies o menos. Trusses haste 30 pies ' \p \\ �1specifically permitted by the truss design drawing. NO Corte, altere o perfore ningun miembro estructura) de un truss, TEMPORARY RESTRAINT & BRACING RESTRICC16N Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more information. Top Chord Temporary Vea el resumen BCSI-B2*** para mas informacion. / Lateral Restraint (TCTLR) 0 Locate ground braces for first truss directly in line 2x4 min. with all rows of top chord temporary lateral restraint (see table in the next column). 5 2'o.c, tYP. Coloque los arriostres de tiers para el primer truss directamente en linea con cada una de Iasi Brace first filas de restriccion lateral temporal de la cuerda =90" truss superior (vea la tabla en la proximal column). securely G DO NOT walk on unbraced trusses. before NO camine en trusses sueltos. t- erection of additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 NO se pare en voladizos cerchas haste I Revestimiento estructura/ ha sido aplicado a la armadura y voladizos. r� \\ �I A a menos que este especificamente permitido en el dibujo del diseno G / Bottomhords Minimum 2' 2x Scab block centered over splice. Attach del truss. Trusses that have been during the Truss Man - Diagonal braces to CLR with minimum 8-16d overloaded construction or altered without every 10 truss spaces (0.135x3.5") nails each side ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. 10' (3 m) - 15' (4.6 m) max. 20' (6.1 m) max. of splice or as specified by the Building Designer Trusses que se han sobrecargado durante la construccion o han sido alterados sin la autor- Same spacing as bottom Note: Some chord and web members izacion previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garanba limitada del chord lateral restraint not shown for clarity. SECTION A -A Fabricante de Trusses. 3) BOTTOM CHORD - CUERDA INFERIOR Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view anon -printing For of this document, visit sbc ndustry.coo 1. Lateral Restraints - 2x4x12' or TrussMember greater lapped over two trusses or CLR splice reinforce- Note: Some chord ment. Bottom and web members not shown for chords �� ,.- clarity. 10' (3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (If applicable) are professionals with the capability to undertake the work they have agreed to do on any given project If the contractor believes it needs assistance -n some aspect of the construction project, -t should seek assistance from a competent parry. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the Ilea experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities Involved, be presented only nl as a GUIDE for use by a qualified building designer or contractor It is not intended that these recommendations be interpreted as superior to the building des ghers design specification for handling, -installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SECA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. sac- �� ' ' woxxtxusscouxct TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608-274-4849 • sbcindustry.mm 703-683-1010 • tpinstorq 11 m DVERrumnA 1 HOJA RESUMEN DE LA GU%A DE BUENA PRAC77CA "PARA EL MAMEJO, INSTALACION, RESTRICC/ON Y ARRIOSTRE DE n i:' . Z" r ��- U p' %- - g k `ems" 4�,i `' a. fat• a a} t ' �.-.�' ?4Ce�_ ir.'.�_77f.hi&. �3; •_ .....ti T n +i.a3ls�eii._.t . _.?�..�._) .a. Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: ENCLOSING EXISTING 231 SQ FT ONE CAR GARAGE AND 44 SQ FT FRONT PORCH, NEW 275 SQ FT. MASTER BEDROOM ADDITION, CONVERTING EXISTING MASTER BATHROOM INTO NEW BEDROOM, NEW FRONT CONC. LANDING AND STEPS, NEW REAR CONC. LANDING AND STEPS, AND EXTENDED DRIVEWAY FOR 2 CARS. Permit Type Building (Residential) Bldg. Permit No. RC-3-16-718 Owner OLIVER & ANDREE STEPHANIE SERVAT Contractor HIDALGO CONSTRUCTION GROUP Subdivision/Project Date Issued 02/07/2019 Construction Type V-B Occupancy R-3 Type Square Footage 1837 Flood Zone X Location If the building is located in a special flood hazard area documentation of the as -built lowest floor 17 NE 105 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the ,SNORES V� time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE . _ � 4J �? :�'�`S �r = �t w.`Yv��'c`` --�k� • � °' ';�a7J _`�t �Y •a�.�`+� y .�,, .1 � Ismael Naranjo, CBO r 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE. PRETREATMENT AND CERTIFICATE OF COMPLIANCe. •••• •••••• ...... .... ...... Purchaser: Address of Treated Pre s'& : • • • OLIVIER SERVAT RESIDENTIAL0000 • • • • • • Address 3146 MCDONALD STREET/MIAMI, FL Lot- 0 Block- 0 •••••• ..;..' Phone (305) 810-9161 17 NE 105 STREET/ MIANtl•SHORES, FL Number of Structure(s) to be treated : ONE Prod4t Used : ; • • • • • • Square Footage: 570 Gallons Used: 57 DOMINION 2L Linear Footage : 96 Gallons Used: 38 IMIDACLOPRID (0.05 ) Permit #: Date Initial Treatment : 5/31/2016 8:00 AM Date of Completion : 9/ 5/2018 8:00 AM Technician : ALEXIS AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. aN� (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) O 0 0 ;N .:uoSEAL ; " 1978 ,r � :ct nR\O�•' AI -Flex Exterminators, Inc. by President Dated: 9/ 5/2018 This is not valid without a Company Seal 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE . . . .. .. .. ...... .... 0 ...... Purchaser: Address of Treated Pp"" ...... OLIVIER SERVAT RESIDENTIAL ;...;. • .... . ..... Address 3146 MCDONALD STREET/MIAMI, FL Lot- 0 Block- 0 Phone (305) 810-9161 17 NE 105 STREET/ "A11Al•9HORffIrl! ....�. Number of Structure(s) to be treated : ONE Product Us6d • • • • • • 000 . . . . .. . .. . . Square Footage : 570 Gallons Used: 57 DOMINION 2L •• Linear Footage: 96 Gallons Used: 38 IMIDACLOPRID (0.05 ) Permit #: Date Initial Treatment: 5/31/2016 8:00 AM Date of Completion Technician : ALEXIS 9/ 5/2018 8:00 AM AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES)�.(R.M//�.9�. LL LL SEAL • 1978 AI -Flex Exterminators, Inc. by President Dated: 9/ 5/2018 This is not valid without a Company Seal )�0 --- (y 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: Address of Treated Premises: OLIVIER SERVAT RESIDENTIAL Address 3146 MCDONALD STREET/MIAMI, FL Lot- 0 Block- 0 Phone (305) 810-9161 17 NE 105 STREET/ MIAMI SHORES, FL Number of Structure(s) to be treated : ONE Product Used Square Footage : 570 Gallons Used : 57 DOMINION 2L Linear Footage : 96 Gallons Used : 38 IMIDACLOPRID (0.05 ) Permit #: Date Initial Treatment: 5/31/2016 8:00 AM Date of Completion : 9/ 5/2018 8:00 AM Technician: ALEXIS AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was *p011GyMPNtRli9lpn�.rp� completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. �/ (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) ++`Ot AI -Flex Exterminators, Inc. by President Dated: 9/ 5/2018 This is not valid without a Company Seal Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit NO. RC-3-1 6-71 V Issue Date: 9/12/2016 Permit Type: Work Classification: Addition/Alteration Expires: OOd 1 9/201 8 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUS;NESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1121360060100 Owner's Name: OLIVER & ANDREE STEPHANIE SERVAT LAGATTLI Job Address: 'W110,11MIMtreet Mi2mi Shores, C• •Number: HIDALGO CONSTRUCTION GROUP PUCHOCO DEVELOPMENT GROUF ,ems Phoe Prim (786)2(29-3596 Yeu (305)426-6664 No Owner's Phone: Total Square Feet_ 275 Total Job Valuation: $ 75,000.00 W�RlE 3S ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. C3ntractor. . SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE I MONDAY THROUGH FRIDAY. .4� 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 ENT>i'_ED !N THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU f INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN .ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks All — Interior Framing Insulation Ceiling Grid Drywall Firewaii Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS&... INSPFf TION LATE I �i,�in Attachment PUBLIC WORKS DATE INSP Excavation ELECTRICAL INSPECTION DATE INS. Temporary Pole 30 Day Tempor Pool Bonding _ Pool Deck Bonding Pool Wet Niche i Underground Footer Ground Slab Wa!! Pough Ceiling Rqugh Rou Telep one 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 WiS' 4 /2 Jf. 1 / ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm iir'SPciTlvw DATE 1 IjP Rough Water Service 2nd Rough _ Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor I_ Interceptor Catch Basins Condensate Drains HRS Final r I / PLUMBING C MMENTS INSPECTION DATE INSP Underground Pipe Rough v ci,u,a uvi, ,wug„ Hood Rough Dr o Tnot Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL CO MENTS