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DGT-16-886 Permit NO. DGT-4-16-886 ♦5N0RE�S yet Miami Shores Village -01 • Permit Type:Decks/Gazebos/Trellises 10050 N.E.2nd Avenue NE PwAftnill Work Classification:Pergola Miami Shores,FL 33138-0000 Phone: (305)795 2204 Permit Status:APPROVED �'toRioA issue Date:7/2912016 Expiration: 01/25/2017 Project Address Parcel Number Applicant 1350 NE 101 Street 1132050230020 Miami Shores, FL Block: Lot: DIRK&ELIZABETH PETERSON Owner Information Address Phone Cell DIRK&ELIZABETH PETERSON 1350 NE 101 ST MIAMI SHORES FL 33138-2611 Contractor(s) Phone Cell Phone Valuation: $ 7,875.00 THE PATIO DISTRICT (786)518-2307 �� . �•��, � Total Sq Feet: 450 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved:: In Review Date Denied: Slab Final Type Const:Pergolas Additional Info:SYNTHETIC WOOD DECK IN APPRC Framing Classification:Residential Scanning:0 Footing Scanning:0_ Review Electrical Review Electrical Review Planning Review Planning Review Planning Review Building Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Building CCF $4.80 Review Structural DBPR Fee Invoice# DGT-4-16-59259 $2.81 07/29/2016 Check#:7377 $287.92 $50.00 DCA Fee $2.81 Education Surcharge $1.60 04/01/2016 Credit Card $50.00 $0.00 Permit Fee $187.50 Plan Review Fee(Engineer) $120.00 Scanning Fee $12.00 Technology Fee $6.40 Total: $337.92 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore,I authorize the above-n ed contracto do the work stated. July 29, 2016 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy July 29, 2016 1 5 4 2\ to Miami Shores Village 7BY: - INSPECTION Building Department18 � 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 LINE PHONE NUMBER:(30S)762-4949 FBC 201 y BUILDING Master Permit No. ar 1& -686 PERMIT APPLICATION Sub Permit No. EdBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 135 o We Io 1 St' City• Miami Shores County: Miami Dade zip: 3 3 13 Folio/Parcel#: 1181 0 5 0 2 3 00 26 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type VA %d2ntifIlodZone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): F1 ;-7 c%lof_ VI Pe fir S on Phone#: -405-21-3,3-9955 Address: 1350 N1r 101 6+- city: M1 Cjm" 5110o(-eS State:FL- zip: 3313 Tenant/Lessee Name: Phone#: Email: 1►SQVP1b0;/Q VC41'100' COM CONTRACTOR:Company Name: TV%e PaT i o T)%Gt t'i C.i' Phone#: l�!o•5 1�' �3 7 Address:33[)5 QU) 79 Ale. City: MI QM*l State: FL• zip: 33122 Qualifier Name: M Q i l 4 54 n C VNj 1 Phone#: •7'%(0 5 17 Z 3 D 1 State Certification or Registration M G&C"j 52)(0 :)(.1 Certificate of Competency#: DESIGNER:Architect/Engineer: V 1 t OC' C'U oa Phone#: Address: 9(9q 3 F0 Qj G 1 nb l'tU City:-M QM I State: F l • zip: 331-12 Value of Work for this Permit:$ 1 Square/Linear Footage of Work: 45o oa . Type of Work: ❑ Addition ElAlteration ENew F-1 Repair/Replace ❑ Demolition Description of Work: S\jnthe+%*C Wnod Dea in gpptOX. OF 45o Sa. H • �oyu- ()Fcx- ,Fpm&1L Dg;- 1 —� �7n ►� y C,OLA'r-I' 20' x 1 S FSO LA Specify color Ioff ccolortthru tile: C / Submittal Fee$ ✓0 ' `r'�) Permit Fee$ CCF$ 'T' CO/CC$ /�✓p� Scanning Fee$ 12-- 00 d('1 Radon Fee$ c2- 4 ( DBPR$ Notary$ �30 ' C Technology Fee$ 6, 140 v Training/Education Fee$ 1 , 60 Double Fee$ Structural Reviews$ 0 Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address _ City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. t Signature �G� Signature L 7�OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1 day of /►1 a V C t 20 � 4 by 31 day of N` 20 ( Lt by p�,/ L1z�� 1 eC-= who is personally known to tl-A121A who is personally known to me or who has produced �� DL- as me or who has produced as identification and who did take an oath, identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: -9", ' ql�2 Sign: Sign: Print: It Print: Se Seal KARLA A GOMEZ KARLA A GUii'aEZ •` MY COMMISSION#FE889W MY COMMISSION 9 EE3SM4 $kWS#h 0WAQ9 0,67. # #################### *it >«### CiP► tAAb6�1�7k1 11.a 1iT# L ##### 1407,X396-0153 FlaidaNc m4ervbe _ /' t407i 3960153 Fs.,d rAft com APPROVED BYW71Y/ t Plans ExaminerLU Zoning (6' Structural Review Clerk (Revised02/24/2014) DATE(MM/DD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 07/05/16 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 fNSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Hemisphere Insurance Group PHONE M: (305)501-2801 ac No): (305)553-9010 11401 SW 40 St Ste 340 E-MAIL hemisphereinsgrp@aol.com Miami,FL 33165 INSURERS AFFORDING COVERAGE NAIC H Phone (305)501-2801 Fax (305)553-9010 INSURER A: UNITED SPECIALTY INS COMP INSURED INSURER B: LUXAPAVERS LLC DBA THE PATIO DISTRICT INSURER C: 3305 NW 79 AVE INSURER D: MIAMI,FL 33122 (786)200-5923 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 CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADD UBR POLICY EFF POLICY EXP LTR POLICY NUMBER MM DD MM D LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 F-/ RENTED COMMERCIAL GENERAL LIABILITY PREM SES DA AGE ToEa occurrence) $ 100,000.00 A ❑ ❑ CLAIMS-MADE ❑ OCCUR Y Y DCG00029-01 MED EXP(Anyone person $ 5,000.00 ❑ 07/15/2015 07/15/2016 PERSONAL&ADV INJURY s 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'LAGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000.00 ❑ POLICY ❑ PRO ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY Per accident $ ❑ AUTOS ❑ AUTOS ( ) ❑ HIRED AUTOS ❑ NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident ❑ ❑ $ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION ❑W C STATU- ❑ OTH- AND EMPLOYERS'LIABILITY Y/N DRYL'MISER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? N/A N (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ If as,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) CGC LICENSE NUMBER CGC1522626 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES BUILDING&ZONING DEPT. THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES,FL 33138 AUTHORIZED REPRESENTATIVE @ 1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)OF The ACORD name and logo are registered marks of ACORD ,acoR CERTIFICATE OF LIABILITY INSURANCE DATE 5/20/16 7/5/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Dolly Cardona Brown & Brown of Florida, Inc. PHONE (305)247-5121 FAX N (305)248-8543 dba T.R. Jones & Co. E-MAI ADDLRESS:dcardona@bbinsfl.com 1780 N Krome Ave INSURERS AFFORDING COVERAGE NAIC# Homestead FL 33030 INSURERA:Guarantee Insurance Company 11398 INSURED INSURER B: Luxapavers, DBA: The Patio District INSURER C: 3305 NW 79 AVE INSURER D: INSURER E: Miami FL 33122 INSURER F: COVERAGES CERTIFICATE NUMBER:2016 Liability 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 ADDL SUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE POLICY NUMBER LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ DAMAGE TO RENTED CLAIMS-MADE OCCUR PREMISES Eaoccurrence $ MED EXP(Any one person) $ PERSONAL&ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY �:] PRC JECT F-1LOC PRODUCTS-COMP/OP AGG $ OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS HIRED AUTOS NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident L $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION $ WORKERS COMPENSATION PERTOTH- AND EMPLOYERS'LIABILITY Y/N STAUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 1 000,000 OFFICER/MEMBER EXCLUDED? N/A A (Mandatory in NH) WCP101762801GIC 6/14/2016 6/14/2017 E.L.DISEASE-EA EMPLOYE $ 1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT 1$ 1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached H more space is required) CGC license #: CGC1522626 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Building Dept. THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores, FL AUTHORIZED REPRESENTATIVE 7� Norman Morris/VERINC ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD INS025(201401) VICTOR CERON 6 Consulting Engineer PE No. 63023 10/04/2016 Attention: Miami Shores Village Building Department 10050 Northeast 2nd Avenue Miami Shores, Florida 33138 Project: Elizabeth Peterson 1350 NE 101 St Miami Shores, FI 33138 SOIL CONDITIONS CERTIFICATE - CERTIFICATE OF INSPECTION I, Victor Ceron, P.E., after inspecting the footing substrate on the above mentioned project on 10/02/16, consider that bearing capacity of soil exceeds the assumed design conditions: Bearing capacity of soil exceeds 2000psf; undisturbed coral rock found. If I can be of further assistance please do not hesitate to contact me at 786- 2825292 Victor ro S PE PE. No 23 8883 Fontainebleau Blvd#105, Miami FI 33171 Ph: (786)-2825292 Fax: (786)-2847391 y � Rick Scott Mission: ; I o�enar G To protect,pranote&inprove the health of of all people in Florida through integrated OC.losb F%Illpp,MD,MPH state,�y&qty efforts. m HEALTH State on General and Secretary Vision:To be the Haaftliiest State in the Nation July 20, 2016 Statewide Septic Connections, Inc. JUC Q�Z®�B PO Box 54-0856 Opa Locka, FL 33054 RE: Modification to a Single Family Residence-No Bedroom Addition Application Document Number: AP1239476 Centrax Permit Number: 13-SC-1682000 1350 NE 101 Street Miami FL 33138r Lot: 2 Block: 1 Subdivision: Miami Shores Bay Park Estates Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 05/12/2016 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. No Objection: Addition of trellis, pavers, outdoor barbecue kitchen, and deck. Issued by E. Omisca on 07/2012016. This office has reviewed and verified the floor plan and site plan you submitted,for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted,the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at(305)623-3500. Sinc relly, wa_�Owwkz Erlande Omisca Engineering Specialist II Department of Health in Dade County FlK1Y D"arba.t of N"Nk in Dade County- -,Florida TWITTER:HealthyFLA PHONE: (305)623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE:fldoh • ., .t`�R E�� i u.nTf [ lR III t l ��"l v . .L f � r ti I(JU50NF 4' t AID VIAh1, 1;HORES Tr'-F!ici ie (3(15', 7c)� 2211 i Ftl:, .ill;,) 7", '-n7,f DAVID A DACQUISTO, ACP DEi/ELOPMEN7'ORDER File Number: PZ-05-15-2015199 �T I� Property Address: 1350 NE 101st Street 7BY- Property Owner/Applicant: Dirk and Lisa Peterson APR 0120 5 Address: 1350 NE 101st Street Agent: Victor Bruce Address: 390 NE 101 Street Whereas,the applicant Dirk and Lisa Peterson(Owner),has tiled 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, Sec. 534 and Sec. 600. Site plan review and approval required. Waterfront development. Detached accessory structure. Whereas, a public hearing. was held on June 25, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I. The application was made in a manner consistent +with the requirements of the land Development Code of Miami Shores Village. 2. The 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: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 340 sq. ft. gazebo. 2) Applicant to comply with all requirements of FEMA, the NFIP, the Miami Shores Village Code of Ordinances and the Florida Building Code for construction in the VE 11 special flood hazard area. 3) The site shall not drain onto neighboring properties, rights-of-way or Biscayne Bay. 4) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 5) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities.. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shalt be subject to review and ' t approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. 6) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 7) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 8) An erosion and sedimentation plan subject to review and approval by the building official is 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 as required by the building official. Required erosion control measures must be in place prior to footings inspection. 9) 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. 10) Ground cover shall comply 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. 11) Applicant to meet all applicable code provisions at the time of permitting. 12) 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 25`x`day of June, 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Absent Mr. Busta Yes Mr. Reese Absent Mr.Glinn Yes Chairman Fernandez Yes Yi Date V Richard M. FernanChairman, Planning I'a11e 2 of? tiNURET i,s„ ,�R� Vlit e41rti N^° 111() (f k C: �f,l'(.) if) 4�1t F�ORIDA�/ A'f/ti.'11 l-1-J,. ,l r P'DA 3:)1' 4 2.3_' ` Te'--rh,)n 1.051 745 220; s. n 75,i Sn 7� DAVID A. DACQUI STO, AICP t 1 sH DEVELOPMENT ORDER File Number: PZ-05-15-2015199 Property Address: 1350 NE 101st Street Property Owner/Applicant: Dirk and Lisa Peterson Address: 1350 NE 101st Street Agent: Victor Bruce Address: 390 NE 101 Street Whereas,the applicant Dirk and Lisa Peterson(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, Sec. 534 and Sec. 600. Site plan review and approval required. Waterfront development. Detached accessory structure. Whereas, a public hearing was held on June 25, 2015 and the Board, after having considered the application and after hearings testimony and reviewing the evidence entered. finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The 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: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a 340 sq. ft. gazebo. 2) Applicant to comply with all requirements of FEMA, the NFIP, the Miami Shores Village Code of Ordinances and the Florida Building Code for construction in the VE 11 special flood hazard area. 3) The site shall not drain onto neighboring properties, rights-of-way or Biscayne Bay. 4) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 5) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities.. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and Pa_Jz I oh approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board, 6) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 7) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan, 6) An erosion and sedimentation plan subject to review and approval by the building official is 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 as required by the building official. Required erosion control measures must be in place prior to footings inspection. 9) 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. 10) Ground cover shall comply 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. 11) Applicant to meet all applicable code provisions at the time of permitting. 12) 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. I he application with conditions was passed and adopted this 25`h day of June, 2015 by the Planning and Zonin-Board as follows: Mr. Abramitis Absent Mr. Busta Yes Mr. Reese Absent Mr. Glinn Yes Chairman Fernandez Yes ` 7 V L G Date �` _ / , Richard M. Fernandez/ Chairman, Planning Board Pa_e 2 of 2 a R JOB: 13-7332 LOCATION SKETCH SCALE 1"=100' PLAN OF SURVEY SCALE'-=30' N.E. 102nd STREET BISCAYNE BAY . a w 6 l w l 1 z z r Q ¢ R,LP•1/C ISE cowx rt k r–�,p \ ME 5 2 t 2 O (ND I0 ? a �Ru•NL CCLONITIs R 1' W W £ So z 4 3 z 3 00 LINK FF NZ °3 k 1' PN1 k P ,rp COMIAM k Y Cusm Ron' ae A3, N.E. 101st STREET Fort O STiww k r XiS' 11.30' ,1nu wWFM X r� Pao POPS 4 1 3 a s; PERS IIS( d BISCAYNE BAY } eom Ba I&W ±M Hu LEGAL DESCRIPTION: LOT 2,BLOCK 1,MIAMI SHORES BAY PARK ESTATES,ACCORDING TO THE PUT THEREOF AS RECORDED IN PUT BOOK 55,PAGE 83 OF + I STORY C.B.S. cc I" THE PUBLIC RECORDS OF MIAMI–DADE COUNTY, FLORIN „ ' 04,Y r7 21.40' O ILNCD k ON GENERAL NOTES PAN 0. & 21•71f 1)OWNERSHIP IS SUBJECT TO OPINION OF TITLE. ._ -- Y16a k 25 2)IDMIINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS,IF ANY,AFFECTING POLE & ` P'AfiB'DI11E•� , '^ THIS PROPERTY FMO i PPE , OEC-+ f 3)(2.22) DENOTES THOSE ELEVATIONS REFERRED TO N.G.V. DATUM. (RID W) ._ __ FOM In, 4)LOCATION AND IDENTIFICATION OF UTILITIES ON AND/OR ADJACENT TO THE PROPERTY WERE NOT SECURED AS SUCH INFORMATION WAS NOT REQUESTED. FK WWW� - •••� 5)THIS PROPERTY IS WTHIN THE UMTS OF THE FLOOD ZONE_AF_BASE FLOOD ELEVATION:9 FEET, y MNIISSP - Px 6)NO UNDERGROUND LOCATIONS WERE DONE BY THIS COMPANY. AD= 1.1'1"` 1A1T16•• 8756'Ss' _.'per.• MY UPDATE:APRIL 29, 2015 A® a, D CERTIFIED TO: UPDATE:JANUARY 19, 2015 POIgNB 'a UPDATE:OCTOBER 28, 2013 — k 2' 9 �>r "v flN" DATE: MAY 06, 2013a y N.E. 101st ST. O APUCABLE ZONING,UNDERGROUND,ZONING AND BUILDING SET BACKS,MUST BE CHECKED BY OWN%• 000 • • • • •• �+ 6,4 ARCHTEC OR BUILDER BEFORE DESIGN OR CONTRUCTON BEGINS ON THIS PROPERTY. • • O I HEREBY CERTIFY:That the attached Plan of*s ol!jpe � • •• • � described propsrtv ie true and corset to the of L o ed�l, • • • nformation and 6eliet.os rece�tly rvayed•n•e�X m er rr�• • • •• PR ERTY ADDRE direction, also that there aro t abuove—ground croochments other 31 that those shown.This survey meets the minimun technical standards 13 N.E. 101st ST UNITEC that those shown.This survey meeb the minimun technical standards set forth by the Florida Board of Land Surveyors pursuant to chapter M . 33138 61G17-6,Florida Administrati a Code.Section 472-027,Florida Statutes. • • • • • • • SURVEYING, INC. • • • • • R.• • • L.B. No. 3333 • • • 6187 NW 167th STREET,H-5 jAZAR � NSO • r •A_�lc DISTwRCE A/c..Nt mmn•N C�CONCAEIE BlDtlt 58sICR1E 0.UL_.OiflMPAO LIMY UlE Cl_JXFM C/L.CDRER IlE PM_RNNL O1C...OFCpMCHYFM ��pFESS10 IAND SU OR 15 • z ori"/J1DI6 a IN1 FN..ials0 RDN H..MM WAD W.N_IV,TFR WU CJL_CHOFD DMN/CE P/L.J4 O11Y 111E am..CCNCAIDE F-H FIRE WDRW LIP...UDUIY POLE PHONE:(3051)5Dk 12'4940 THIS IS A BOUNDARY SURVEY CSTATE OF FLORIDA "- U.F_.UMYFASFtIDTr d. AICIE PL_PIANTER T_TNIGFNT C.B..DUCH TiA9N e...OAYEIFR H._IIBGHT S_SPAFM NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL Of BENCH MARK USED:DARE COUNTY 828 P.A. ELEVATION: 17.23' . . . . • . • • . • • .• .. . . • .. .• ••• • • • ••• • 0 , 4 , JOB: 13-7332 LOCATION SKETCH SCALE 1"=100' PLAN OF SURVEY SCALE 1"=30' N.E. 102nd STREET BISCAYNE BAY R•:,a,P .ray 6 1 1 ' N Q Q 1Px0,/Y Pff A Ll6 if R 1'-�J. ,� 5 2 t 2� OIDMIS R 1' .+ z 4 3 z 3 owl uK R1R 9Y B9 AS N.E. 101st STREET awe AW0` InN RNs O v srA>W'!R r xu' ��• ra rtr too a Pon RMG 3 4 B•RKR NR 1 , wa Nu z BISCAYNE BAY —� ,� 1I. _ •�•• ;a. • V< •••• .•..•• ton IE • • fit NW • LEGAL DESCRUMON: — •• • • T„•,t• • LOT 2.HACK I.MIAMI SHORES BAY PARK ESTATES.ACCORDING TO THE PUT THEREOF AS RECORDED IN PUT BOOK 55,PAGE 83 OF Y I STORY C.B.S. • THE PUBLIC RECORDS OF MMI-DAOE COUNTY.FLORIDA. _''W AI•••:4-o •-• •- ••• •••••• A x 1m tWNb R6( • • GENERAL NOTES PWNRr x' - •• ' •••• .••••. 1)OWNERSHIP IS SUBIECT TO OPINCH OF 111LE. •• •. WA'.G t•5 2)EXAMRMTCN OF NE ABSTRACT OF TRIE WILL HANE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS.IF ANY,AFFECINC ' PAEb Fq•A•• ••• ••••• THIS IMOPERIY Rub l/Y PPF •.�`9, • • J)(2.22)OENOIES THOSE ELEVATIONS REFERRED TO N.O.V. DATUM. {N6 A,) — .•-, ••••• 4)UO TION AND CENDFl—OF LRIUTIES ON AND/OR ADJACENT TO THE PROPERTY WERE NOT SECUREO AS SLKRt -•' —•-•— «¢, c '�,�� INFORMATION WAS NOT REOMESTEo. WORMt� •• • •••••• 5)TMS PROPERTY 5 WDWN THE UMRS OF THE 8000 ZONE-AL-BASE F——ATKIN:B FEET, e I a^.f w�•' gyyPE � �p.Y • 6)NO UNDERGROUND LOCATIONS WERE DONE BY MS CO~, '1'a� lV� •� •1�S•• • • UPDATE:APRIL 29, 2015 In® +•olm •'•. • CERTIFIED T0: UPDATE:JANUARY 19, 2015 �,R • —"--7�- •••••• UPDATE:OCTOBER 28, 2013 —� _ e _ •F — ,�••••• DATE:MAY 06, 2013 N.F•101s1•ST.• :*so*: APLCABLE ZONING.UNDERGROUND.ZOMNG AND BULONtG SET BACKS.MUST KCHECKED BY OWNER, •• • •••• • • ARCHBEC OR BUILDER BEFORE DESIGN OR CONTRUCTON BEGINS ON THIS PROPERTY. • • • •• • I HEREBY CERTIFY.Not the attoched Man of Survey a the above eeearlb.a I>.o w.ena eromwuoa and "f,ee.eaencLait wPROPERTY ADDRESS: o-aamn,ales ma u.r. I,, sew.-yeNna eMremNrMat.om.r IIMt tlxw WMWn.TNW etNvy nMw tI»nNINInNn teennoW aanao.ae 1350 N.E. 101st Si. uwt mow WM.e.mM e,Nf'oi nwte TIM nWumul t•ehnwa ma d, UNITEC a m me b WR mo a a aM sH yo. ,ewom:o ahePt. MAMI SHORES,f1.33138 61 GI 7-6.Fb6.PGminiatralive Code.Semen a)2-02].Flonao m-tee. SURVEYING, INC. L.B. No.3333 6162 NW,elm STREET.H-5 IAURO o.ALONso rn A..As o6TWCE A/c.Aw roIGlwloa olrvmlunE Wna slRKnxE b.ut_.nnrAo unnr uc a_.aEPA c/L.IxMw WE vAu...wmL mc..DKimwMar WWI,RORKK 33015 PROfTSS10NAL LAND SU RJEYOR Z R/W..adT 6 uv m_meo nox PPE Ox.DTI IVa N.W_W1Tm ROa[x_ngW]ArW1¢P/L..PRIPERF!uC cbx._oMw[R Fx.ME Md+ uP..,Nurc IVE PHONE: 306 5,2-4sRo THIS IS A BOLANDARY SURVEY CERTIFlGTE m.)550 0l a.bw uE_uRm FAsooR 6.mIaw NIDE a_F,NRa c..Twm+r ae.._a,a llcR PnuETa N..xFIOR s._mRuo ( ) STATE OF FLORIDA 41' NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL �I BENCH NRK USED:DADE COUNTY 826 RA.GEVAMN:17.23• >, 1 7 JOB: 13-7332 LOCATION SKETCH sCaLE 1"=100' PLAN OF SURVEY SCALE 1"=30' N.E. 102nd STREET BISCAYNE BAY 6 L 1 * 1/r 5 2 5 26 vN A, g, RLG wA n a � InmMrs A Y "16.+ z4 3 z 3 GWI AN RIR °� �A1 mer .. � mmFmnr se A3' N.E. 101st STREET MTN RRZ O c R/GWF<r 2Ats „'0' 4 Q aeP 1 3 BISCAYNE BAY "� -' 9000 09 LEGAL DESCRUMON: - •• • •.* • • LOT 2.BLOCK I,MINI SHORES BAY PARK ESTATES.ACCORDING TO THE PUT THEREOF/S RECORDED IN PUT BOOK 55,PAGE 83 OF `I, t STORY C.B.E. • • THE PUBLIC RECORDS OF MALI—RADE COUNTY.FLORIDA. �••:• Y"p•••• 000000 GENERAL NOTES •••••• ND.r m' •• •••• • • 1)OWNERSHIP IS SUBJECT TO OPINK)N OF TIRE. • •IOJ Fi3 2)EIfAMINATION OF THE ABSTRACT OF TITLE MILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS.IF ANY,REFECTINGp2F v 'K' 0000 ••• ••••• r,6 PROPERTY aO0,K Art ua• 'Np IT • • 3)(2.22)DENOTES THOSE ELEVATIONS REFERRED TO N.C.V. DATUM. _.'1� _—•�! •.••. • pgO i��qE ••••• 4)LOCARON AND IDENTInUTgN OF MUTES ON AHO/OR M ENT TO NE PROPERLY WERE NOT SECURED AS SUCH �w •——•� !� •(•m•• INFOR ATKIN WA5 NOT REQU1 O. F6[MOWN •• •• •••••• 5)TMS PROPEREY IS W N THE LINKS OF THE FLOOD ZONE_AL_EASE FLOOD EtEVATiON:g FEET, AAr86C 6)NO UNDERGROUND LOCATIONS WERE WINE E BY 11COAPANY. A6CrU F.rte'® rADa•• • CERTIFIED T0: UPDATE:APRIL 29, 2015 q e1• r • UPDATE:JANUARY 19, 2015 raKWM • �,FAAM>R • •••••• UPDATE:OCTOBER 28, 2013 — •> � _ �A__•!�.• • DATE:MAY 06, 2013 N.B•t0•-- lst�5�.• • • •••••• APUGBIE CHTTEC OR BUILDER BE.RE AND BlI6ONT SET HACKS.MUST RE CHECKED BY OYMER, •• • •••• • • ARCHREC OR GUIDER BEFORE DESIGN OR CGNIRI1CfgN BEGINS ON THIS PROPCRTY •• • I HEREBY CERT6Y:i tna Ue ottacM1W Man o/Surveeyy of Ma above MK111wE pageHY s irw eM<arxt to the best Of my b,owledga, belief.w.e<enLN earv.vee ane gauea Nada mr PROPERTY ADDRESS: a.etaN,a.o that<n...a.e not aW.e-g.ana anaoanmWee g•ne1 ua ua..a,e.n.tn'a eury mean m•mY,Imwn aennlwl aaaore. 1350 N.E. 101st ST. UNITED tML mow aNW".TNa HWNy m.as me mgumun twnnca ewmerde MIAMI SHORES.FL.33138 t lam y me Flonm IbaM a Isnd Surwe,•an2Na,l m enw,e. B1C1 7-6.Flodtlo Admino4aGve Code.Section 4]2-0-02).Florida SmWtaa. SURVEYING,INC, L.B. No.3333 6187 NW 167th STREET,H-5 t O D.ALDNSO N A..Az 6•Wa yaAa m•nGIRIc cm_we6uE RED slRKsbE b.G�.IM»Em unn.uc a.Gr CJI-.—Art Rn.R,ow.DIc...D+aoFnwn MALI.flDRKA,33015 PROFESSIONAL LUNO BURJEYOR Z R/W. W W I—— IK 0.H..AQ IE.r6 R.ILMgW IR1lA Ck.01010 OST.RICF P/L.AI6FOIT IlE WC.DOOKR T.N..11[HIpMVT LP..UIIIRY TUE PHONE:(3D5)512-49w TH'S IS A BOUNDARY SURVEY elExlshla�Fiomw" a-i R.Rars aF_uluR u+DIDn 6..maRN NAGE a.RN"ER T_TAeISIRT e6._u,DI 6�ERI e..DwlETfx K...MCM s...sPRDD NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL BENCH NARK USED:OADE COUNTY 826 RA.ELEVATION:17.23' COVER SHEET Structural Calculations for Wood Deck Project: Elizabeth Peterson 1350 NW 101 St Miami Shores, FI 33138 . . .... .. ... ...... .... .. ... .... .... . . .... .... .. .. .. •• . .. ... Victor Ceron, PE .,,.,, ,• Civil ;,,,;, •• ••• PE#63023 8883 Fontainebleau Blvd#105 Miami,FL 33172 Tel:786-282-5292 63(3t�/ib Victor Geron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 DESIGN WIND LOADING FOR SYSTEM ASCE 7-10(30.8.1 ) Z= 14ft jr� t := 105tf �= 25fit V= 175-mph Exposure—Category="C" Krt= 1.0 1 := 0.85 KZ=0.85 tom;= 0.00256 KZ Kn Kd V2 qz=56.57 psf Z= 0.85 CN:= 1.2 6666 . . 6666 .. ... gz•O'CN Pdesign =57.7-psf. ASS 01b , 30.8-360. 600.00 6666.. ASD Factor: 0.6 •• ••• 6666 6666 . . PdesignWp design 0 0 0 6••6 6666 •• 66 • 666666 • • 66 66 • • 6.6.6• PdesignWp= 34.62•ps .. .. .. ... 6666.. 6666.. . . ..a 666 LOAD ANALYSIS •• •••• • 00 6 DL:= 20psf LL:= 40psf C1 := DL+ LL C1 =60•psf (Down) C2:= DL+ PdesignWp C2= 54.62•psf (Down) C3:= DL+ 0.75•Pdesignwp+ 0.75LL C3= 75.97•psf (Down) C4:= —0.6DL+ Pdesignwp C4=22.62•psf (Up) Pdesign C3 Pdesign =75.97•psf PdesignW C4 Pdesignw=22.62•psf 3 Victor Geron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD RAFTERS 2x6 (NDS 2005) Section Properties H I := 5.5in B:= 3.5in :_ — 2 H3 12 I=48.53•in4 A= 19.25•in2 Spacing:= Length 16 Distributed load on rafter w:= Pdesign•Spacing w= 118.7-ft Adjusted_Length:_ (Width)•0.9+ 3•H (NDS-Table3.3.3) Adjusted-Length= 10.82ft Adjusted_Length 2 M := w• M = 1738.61 lb-ft 8 Calculation of streses c . Y .... ••4•t• Sigma := M. Sigma = 1182.34•psi .... Select Structural Spruce-Pine-Fir Table 4A (NDS) • .... .... .. ... Fb:= 1250psi .... .... . . . .... .... .. .. Cd:= 1.0 Cm:= 0.85 Ct:= 1.0 CI:= 1.0 ...... .. ..• Cf:= 1.0 Cfu:= 1.0 Ci:= 1.0 Cr:= 1.1 1 ** (Fbp) := Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr •• ••• Fbp= 1221.88•psi Checking Interaction Sigma - 1� Fb ! =0.97 P if(I <- 1.0,"O.K." ,"N.G.") _"O.K." 4 rctor Geron PE 8883 Fontainebleau Blvd#105 Miami, F133172 LOAD IN WOOD JOIST US(NDS 20051 Section Properties H I := 5.5in := 3.5in cam. 2 l - B H3 B H Length =25 ft Nr 12 I =48.53•in4 A= 19.25•in2 Spacing = 1.56ft Distributed load on rafter Ib Z= Pdesign•Spacing w= 118.7•It (Spacing-4).0.9+ 3•H (NDS—Tabie3.3.3) Adjusted—Length=7ft Adjusted_Length 2 W. M =727.01 lb-ft 8 •••• Calculation of streses •• • i••• •• • M- Sigma =494.4•psi •••• •••• �•� Select Structural Spruce-Pine-Fir Table 4A (NDS)*•• 0000 •• •• ...... . . .. F v 1250psi ...... .. .. .. . .. ... = 1.0 = 1.0 := 1.0 j= 1.0 :...:• .. ... x:= 1.0 = 1.0 = 1.0 := 1.0 '..' .... := Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1250-psi Checking Interaction Sigma '�^' Fb i=0.40 P if(I <_ 1.0,"O.K." ,"N.G.") ="O.K." 5 r fictor Ceron PE 8883 Fontainebleau Blvd#105 Miami, F133172 LOAD IN WOOD COLUMN 6X6 Section Properties H I := 5.5in := 5.5in := 2 3 lw= B H2 -H Spacing= 1.56 ft I =76.26•in4 A=30.25•in2 Length =25ft Lateral Load on Column -Moment Inducing h:= 0.66ft Width At= h• 2 'PdesignWp Wb= 119.96 Ib Mc:= Wb-aft Mc= 359.88 lb-ft Tension Load In Column Pu := Pdesignw•4Spacing Width2 Pu= 742.24 lb 0000 . . 0000 0000. Calculation of streses Pu 0000.. Sigma_T:_ — Sigma_T =24.54-psi •• ••• A 0000 0000 0000 0000 Soo** Mc•c 0000.. .. ..' Sigma B.- I Sigma_B= 155.74-psi 0000.. .. .. . .. ... BENDING • 0000.. F := 1250psi Select Structural Spruce-Pine-Fir Table 4A (NDS); ;oe•; 00 . 0000 0 = 1.5 (Wind) = 1.0 := 1.0 = 1.0 �f:= 1.0 AW= 1.0 = 1.0 := 1.0 �tw:= Fb•Cd•Cm•Ct•CI•Cf-Cfu•Ci•Cr Fbp= 1875•psi TENSION Ft:= 700psi Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.5 = 1.0 := 1.0 Z= 1.0 = 1.0 (Ftp):= Ft•Cd•Cm•Ct•Cf•Ci Ftp = 1050-psi 6 Uic or Geron PE 8883 Fontainebleau Blvd#10 • y Miami, F133172 Checking Interaction I := +Sigma_T Sigma B 011 - I = M, Ftp Fbp- F (ligma_T)bp• Ftp if(11 1.0,"O.K.","N.G.") "O.K." 00• ...... ... .. .. . .... ... .. 7 Victor Ceron PE 8883 Fontainebleau Blvd°#105 • • Miami, FI 33172 • LOAD IN WOOD RAFTERS (2X6)TO WOOD BEAM (4X6)CONNECTOR Using LUC26Z Connector Section Properties IA:= 5.5in R:= 3.5in Spacing= 1.56 ft Ib ,X:= Pdesignw•Spacing w= 35.34•ft Distributed load on rafter Width Rte:= w R= 185.56 lb 2 Checking Interaction 4951b Allowable Uplift as per manufacturer specs if(R<_A,"O.K." ,"N.G.")_"O.K." .... .... •••• 00 ...... ... .. .... % 8 Victor Deron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD BEAM (2X6)TO WOOD COLUMN(6X6)CONNECTOR Using (2) 1/2" THRU BOLT Pu =742.24 Ib 1 Lb:= 2.1.5in Solt Diameter:_ —in 2 Ab:= Lb—Bolt—Diameter Ab= f.5-in 2 SigmaC:= Ab SigmaC=494.83-psi (Compression) SigmaC Allowable:= 1900psi 6" Wide Compression Parallel to Grain, Select Structural Spruce-Pine-Fir Table 4A(NDS) ,qZ= 1.6 (Wind) = 0.8 := 1.0 ,9,f:= 1.0 = 0.8 Cp:= 0.86 NDS EQ 3.7-1 SigmaC Allowable•Cd-Cm•Ct•Cf•Ci•Cp SigmaC Allowable= 1673.22-psi SigmaC •••• SigmaC Allowable •• •••• I_=0 if(l < 1 ,"O.K.„,"N.G.") _"O.K." ...... •• .. .. . .... .. ... • • • so 0 9 rc1pr Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 UPLIFT LOAD CRITERIA Width:= 4.16ft Length := 4.16ft 2N in := 4.16ft Pdesign =75.97•psf h =0.66ft Width Pu = 742.24 Ib Pdesignw•4Spacing• 2 Width , = h• 2 Pdesignft Wb=47.531b Wb•3ft Mc= 142.58lb-ft .... .... ..... .. .. . .. ... ...... .. ... 10 Victor Ceron PE 8883 Fontainebleau Blvd#105 • Miami, Fl 33172 COLUMN FOOTING SIZING INPUT Moment:= Mc 1I' := Pu Lateral:= Wb Moment= 142.58 lb ft Uplift=782.93 lb Lateral =47,53 lb LWidthF:= 16inLengthF := WidthF, Deptt f:= WidthF 'Ysoii:= 120• l3 �soii:= 30-deg Volume:= LengthF•WidthF•DepthF ft CALCULATE DEPTH REQ'D TO RESIST UPLIFT Uplift=78� Volume Uplift Volume 8.70•ft3 Required= Ib Required 0. -15 -- ft3 '6n.= WidthF2 Area= 1.78ft2 VolumeReguired DepthRequired:= DepthRequired=58.72-in Area •••• • • .... .. • OVERTURNING CHECK • 060:96 0 :4000: WidthF •.., ..•• •••••. M:= Moment+ Uplift • + Lateral•DepthF •••••• •••••. 2 .. .. . . ...... :::::oM =727.9lb•ft 00 •• •• • •• ... Ib WidthF 3 WidthF •• ••; MR:= 150 ft3Volume• 2 + 37soi1DepthF 2 • MR= 805.93lb•ft if(M <_ MR,"O.K.",."N.G.") ="O.K." 11 Victor Ceron PE 8883 Fontainebleau Blvd#105 • Miami, FI 33172 CHECK COLUMN FOR LATERAL STABILITY OF STRUCTURE Lateral =47.53 lb (FBC - 1807.3.2)Design Criteria---EQ 18-1 I := 3ft psf DepthF S3:= 2.150— ft 3 WidthF= 16-in 2 2 0.5 1 := (WidthF + WidthF b= 1.89ft Lateral A:= 2.34• A=0.44 Nw S3•b l d:= 0.5•A•11 + C4.36•H0.5 A)J d= 14.67-in if(d s DepthF,"O.K." ,"N.G.") _"O.K." •••••• • • • • • •• •• •••••• • ••• •• •••••• •••••• see*** •• • •••• •• ••• 12 Y-I Qr Geron PE 8883 Fontainebleau Blvd#105 • Miami, F133172 LOAD IN WOOD COLUMN(6X6)TO CONCRETE FOOTING CONNECTOR 6 x 6 column embeded 6 in into concrete footing Embedment:= 6-in Pu = 782.93 lb Contact Area:= 4 x 5.5in•Embedment Contact Area=0.92ft2 F- 30 12 Wood to concrete friction coefficient in P:= F-Contact Area P =3960 lb Pu All P 1,"O.K.","N.G.") _"O.K." .. ... .... **:Doe .. .. . ... .. 13 COVER SHEET Structural Calculations for Wood Trellis Project: Elizabeth Peterson 1350 NW 101 St Miami Shores, FI 33138 . . .... .. ... ...... .... .. ... .. ... .... •••• .. .. .. Victor Ceron, PE •• •• •• ••• Civil • • .. ... PE#63023 •"" 8883 Fontainebleau Blvd##105 Miami,FL 33172 Tet:786-282-5292 �3(30�f6 Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, F133172 DESIGN WIND LOADING FOR SYSTEM ASCE 7-10( 30.8.1 ) Z= 14ft h�= 20ft V= 175•mph Exposure—Category="C" Kzt= 1.0 1 := 0.85 Kz=0.85 = 0.00256•Kz•K t,Kd•V2 qz= 56.57•psf = 0.85 CN:= 1.2 0606 • 0 • • P yy&,-= gz'G'CN Pdesign =57.7-psf ASC VP1 j , 30.80100•• ...... 0 ... ... PdesignWp 0•6Pdesign ASD Factor. 0.6 . .. 0 6•• 0 6.6 :0 0 6 6 6 • • o • •000 0000 06 •• PdesignWp= 34.62•psf 066 •0 06• •• •• • 60 0 •6 66.606 LOAD ANALYSIS66 ... 6• 6 DL:= 10psf LL:= Opsf C1 := DL+ LL C1 = 10•psf (Down) C2:= DL+ PdesignWp C2=44.62-psf (Down) C3:= DL+ 0.75•Pdesignwp+ 0.75LL C3= 35.97•ps€ (Down) C4:= —0.6DL+ PdesignWp C4=28.62•psf (Up) Pdesign:= C2 Pdesign =44.62-psf PdesignW C4 Pdesignw=28.62•psf 3 Victor geron PE 8883 Fontainebleau Blvd#105 .ti Miami,FI 33172 LOAD IN WOOD RAFTERS 2x6 (NDS 2005) Section Properties H A:= 5.5in B:= 1.5in :_ — 2 3 Mi= B'HZ A:= B-H 1 =20.8•in4 A=8.25•in2 Distributed load on rafter w:= (Pdesign)•B w= 5.58•lbft WB := w Adjusted_Length:_ (Width).0.9+ 3•H (NDS-Table3.3.3) Adjusted-Length= 14.88ft Adjusted_Length 2 M w 8 M = 154.27lb•ft es Calculation of streses •• . . 9999 .. ... .. . 9999 Sigma := M. Sigma =244.79•psi •• •% Select Structural Spruce-Pine-Fir Table 4A (NDS1"" 9 • • ... 9999 Fb:= 1250psi • 9999 96.09. • 9999.. .. ... Cd:= 1.0 Cm:= 0.85 Ct:= 1.0 CI:= 1.066 ' 9999.. • Cf:= 1.0 Cfu:= 1.0 Ci:= 1.0 Cr:= 1.15 % • . 004000 9999.. 000 99 999 69 . 0 699 . 0 (Fbp) := Fb-Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr 00 Fbp= 1221.88-psi Checking Interaction Sigma Fb [—I =0.2 P 0 if(I 5 1.0,"O.K.","N.G.") _"O.K." 4 Victor Ceron PE 8883 Fontainebleau Blvd#105 ' Miami, FI 33172 .ti LOAD IN WOOD BEAM 4x8 (NDS 2005) Section Properties I := 7.25in := 3.5in cam. H2 H3 I = 111.15•in4 A=25.37•in2 Distributed load on rafter Width•1.51 Ib ,vw_ (Pdesign) B + Pdesign 20 I w=63.21 ft Aa�6 n ,:= (Length)•0.9+ 3•H (NDS-Table3.3.3) Adjusted-Length= 19.81 ft Adjusted_Length 2 M:= w• M =3101.641b•ft 8 •••••• . . 0000 .. ... • . • ..o 0000 Calculation of streses 000000 • 0000.. c •....0 •0000• M• Sigma = 1213.89-psifees •• •0 Select Structural Spruce-Pine-Fir Table 4A (ND$�••0• • ••0 F := 1250psi 00000' �••••• .. ... 0000.. • ;= 1.0 ;= 1.0 := 1.0 = 1.0 ;••••• := 1.0 r= 1.0 = 1.0 = 1.0 • f := Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1250•psi Checking Interaction Sigma IV Fb I =0.97 P if(1 <_ 1.0,"O.K.","N.G.") _"O.K." 5 Victor Geron PE 8883 Fontainebleau Blvd#105 .4 Miami, FI 33172 LOAD IN WOOD COLUMN 6X6 Section Properties H 1 := 5.5in := 5.5in :_ — 2 H3 I =76.26-in4 A=30.25•in2 Lateral Load on Column -Moment Inducing h:= 0.66ft Width , = h 2 'Pdesignwp Wb= 171.37 lb Mc:= Wb•9ft Mc=771.17lb•ft 2 Tension Load in Column Pu:= Pdesign' 3.5 Width Length 1.5 Width Length 48 ' 2 2 + Pdesign' 20 ' 2 2 Pu =495.01 Ib .... . . .... .. ... Calculation of streses • Pu .... .. ... Sigma-T:= A Sigma_T= 16.36-psi ...:.. .. ... .... .... . . Sigma-B:= I Sigma_B=333.73•psi •• •• •• .. .. . ... .. BENDING • o F := 1250psi Select Structural Spruce-Pine-Fir Table 4A (NDS) •' ••• •• = 1.5 {Wind} ,== 1.0 t:= 1.0 := 1.0 •• • .q.f:= 1.0 Zw= 1.0 = 1.0 := 1.0 FLW:= Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1875-psi TENSION Ft:= 700psi Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.5 &m;= 1.0 := 1.0 �f:= 1.0 = 1.0 (Ftp) := Ft•Cd•Cm•Ct•Cf•Ci Ftp = 1050•psi 6 Victor Geron PE 8883 Fontainebleau Blvd#105 ti Miami, FI 33172 Checking Interaction 1 _ Sigma_T + Sigma_B 1 =0.20 ^^j Ftp Fb Fb . Sigma_T p p ( Ftp ) if(1 <_ 1.0,11O.K.11,"N.G.") ="O.K." . . .... .. ... ...... .... .. ... .... .... . . .. .. .. .. . ...... • ... .. . . 7 ,Victor Ceron PE 8883 Fontainebleau Blvd#105 ti Miami,FI 33172 LOAD IN WOOD RAFTERS (2X6)TO WOOD BEAM (4X8)CONNECTOR Using Simpson LUC26Z Connector Section Properties 1 := 7.25in := 3.5in lb (Pdesign)•B w= 13.01•ft Lengthb:= (Width) Lengthb= 15ft Distributed load on rafter Lengthb .... .. W. R=97.61 Ib • 2 • ...... .... .. ... .... .... . . Checking Interaction •••• •••• .. .. ...... . . .. .. .. .. . .. ... 8951b Allowable Uplift as per manufacturer SaeCO, •• if(R<A,"O.K." ,"N.G.") _"O.K." 8 Victor Ceron PE 8883 Fontainebleau Blvd#105 ` Miami, FI 33172 LOAD IN WOOD BEAM (2X10)TO WOOD COLUMN(6X6)CONNECTOR Using (2) 1/2"THRU BOLT Pu =495.01 Ib 1 Lb:= 2.1.5in Bolt Diameter:_ —in 2 Ab:= Lb—Bolt—Diameter Ab= 1.5•in2 SigmaC:= Ab SigmaC=330.01-psi (Compression) SigmaC Allowable:= 1900psi 6"Wide Compression Parallel to Grain, Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.6 (Wind) = 0.8 := 1.0 •••• •• ••. 1.0 0.8 Cp:= 0.86 NDS EQ 3.7-1 ...;.. .... .. ... (4 I := SigmaC Allowable•Cd•Cm•Ct•Cf•Ci•Cp •••••• ••••.• '•; .... .... .. .. SigmaC Allowable= 1673.22-psi •••••• .. .. . .. ... SigmaC • SigmaC—Allowable ;••••• • I =0.2 if(1 <_ 1,"O.K.","N.G.") _"O.K." 9 Victor Geron PE 8883 Fontainebleau Blvd#105 Miami, F133172 UPLIFT LOAD CRITERIA Width= 15ft Length =20ft Pdesign =44.62•psf h=0.66 ft 3.5 Width Length Width 1.5 Length ,�= Pdesign' 48 2 2 + 2 'Pdesign20 2 Pu =495.01 Ib Width , = h' 2 PdesignWp Wb= 171.37 Ib 2b•9ft Mc= 771.17 lb-ft . . .... •• or o .. .... *se ...... .... .. ... .... .... . . .... .... .. .. .. .. . .. ... . .. ... 10 r ctgr Geron PE 8883 Fontainebleau Blvd#105 4 Miami, Fl 33172 COLUMN FOOTING SIZING INPUT Moment:= Mc li .= Pu Lateral:= Wb Moment=771.17Ib•ft Uplift=495.01 Ib Lateral = 171.37 lb WidthF:= 27W LengthF := W— idt F DepthF:= WidthF, jsoil 120' l3 0soii 30•deg Volume:= LengthF•WidthF•DepthF ft CALCULATE DEPTH REQ'D TO RESIST UPLIFT Uplift=495.01 lb Volume Uplift Volume -5.50•ft3 Required�- Ib Required — 0.6-15 — ft3 r �:= WidthF2 Area=5.06ft2 0000 Volume "•• •• ••• Required •• • •�•• •• DepthRequired:= DepthRequired= 13.04-in • Area .09.00 0000 00 4 000 0000.. .. 000 ...• 0000 0 OVERTURNING CHECK •••• 000: 9 9• 00,00 . 00 00000. . . .. .. 000000 WidthF •• •• • •• ••• M:= Moment+ Uplift• 2 + Lateral•DepthF *06:0: 0 •• • 0000.. 0000.. M = 1713.65lb•ft ••• •• 00 0 0000 . 0 . . WidthF 3 WidthF MR:= 150 Ilb b Volume• 2 + 37soii DepthF 2 MR=6535.37lb-ft if(M _< MR,"O.K." ,"N.G.") ="O.K." 11 Victor Geron PE 8883 Fontainebleau Blvd#105 ,4 Miami,A 33172 CHECK COLUMN FOR LATERAL STABILITY OF STRUCTURE Lateral = 171.371b (FBC - 1807.3.2)Design Criteria ---EQ 18-1 FL.= 9ft S3:= 2.200 psf DepthF ft 3 WidthF=27-in tom:= (WidthF 2 + WidthF 2 0.5 b=3.18ft Lateral 2.34• A=0.42 S3•b rr H 110.5 d:= 0.5•A•L1 + C4.36•A)J d=24.49-in .... if(d:s DepthF,"O.K." ,"N.G.") _"O.K." • • 10.00 •• ••• 0 .. . •..• . ...... .... .. ... •• •.• *met 00*000 00 ...... .. .. . .. ... . . :04•.• 12 Victor Geron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD COLUMN(6X6)TO CONCRETE FOOTING CONNECTOR 6 x 6 column embeded 12 in into concrete footing Embedment:= 12-iri Pu =495.01 lb Contact Area:= 4 x 5.5in•Embedment Contact Area= 1.83f? ,,;= 30 12 Wood to concrete friction coefficient in P := F•Contact Area P =7920 lb Pu Ir P 0000 0 . . . 0000 0000. .. . ...0 0000 000000.. 0000 0000. • 0000 0000 ... ... 1,"O.K.","N.G.") _"O.K." 00 00 0000.. .000: 0000 0 0 .0000. 00 so 0 00 ...... • 0000.. ... . . 00 000 0 0 13 ESR-2613 Used for Florida State Wide Product Approval # a FL10456 a Products on this Report which are auarovedm Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 HI 10456.5 LTS 12 10456.29 H10 10456.6 LTS 16 10456.30 H10-2 10456.7 LTS 18 10456.31 H15 10456.8 LTS20 10456.32 H15-2 10456.9 MTS 12 10456.33 H2 10456.10 MTS16 10456.34 .... H2.5 10456.11 MTS18 10456.35 •••• ••.... H2.5A 10456.12 MTS20 10456.36 •• •••• • H3 10456.13 MTS30 10456.37 H4 10456.14 RSP4 10456.38 •••••• .... .... . . H5 10456.15 RST-1 10456.39 ' .... .... ..... H6 10456.16 RST-2 10456.40 •••••• ..:..' H7Z 10456.17 SP1 10456.41 •• •• •••••• HGT-2 10456.18 SP2 10456.42 . . . . ...... HGT-3 10456.19 SP4 10456.43 •••••• HGT-4 10456.20 SP6 10456.44 •••••• HS24 10456.21 SP8 10456.45 ' HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 �y SIMPS®N STRONG-TIE COMPANY, INC ESR-2613* 45REPORTT"" Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaidation Service, Inc. Bueinesaftional Olflce■5360 Women M' Poacl.Whittler,Caimiia 90601'(562)699-0543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)598-9600 www.icc-es.org Regional Office■4051 West Flossmoor Road,Country Club Hills,IBkrois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of Installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 TIE COMPANY,INC. connector is formed from No.18 gage galvanized steel.See SIMPSON STRONG-TIE 5956 WEST LAS POIES BOULEVARD Table 2 for required fasteners and allowable loads.See Figure PLEASANTON,CALIFORNIA 94588 2 for a drawing of the HS24 be and a typical installation detail. (800)925-66099 3.1.3 RST4 and RST-2 Hurricane Ties:The RST hurricane www.stroncitio.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC -ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusses with lumberoriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No.18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ■ 2006/ntemational Building Codee(IBC) drawings of the RST-1 tie and a typical installation detail. ■ 2006 International Residential Codee(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, MTS, and HTS series twist straps are used to anchor wood ■ Other Codes(see Section 8.0) trusses or rafters to wood wall double top plates,wood studs, Propertles evaluated: wood beams, or wood rim boards.The LTS, MTS,and HTS Structure) series twist straps are formed from No.18,No.16,and No.14 gage galvanized steel, respectively. See Table 4 for strap p lengths,model numbers,overall stra len ,re uired fasteners,and 2.0 USES g .q allowable uplift loads when installed Uth Odforent%I&hgr The Simpson Strong-Tie hurricane and seismic straps and ties schedules.See Figure 4 for a drawing of atm L1%12 twist Iftif • described in this report are used as wood framing connectors and two typical MTS strap installations "" •••'•• in accordance with Section 2304.9.3 of the IBC.The products ••••Li• may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:Tb; TA lightfWl;te ;•••• an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tenSigg JiV•and is9f9g1gd R301.1.3 of the IRC. from No.16 gage galvanized steel.Seg Tg121g�for an chor tie • dimensions, required fasteners, and thhgessigned aliovmble, 3.0 DESCRIPTION uplift load.See Figure 5 for a drawing of the EFTA connector. 3.1 General: 3.1.6 FTA FloorTte Anchors:The F"tA floontie anchors are ....:. The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizofifal . recognized in this report are installed to resist design forces wood diaphragm assemblage with %of j3isLs ha%4gg.a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTQS lar@ time most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel,and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchordimensions,required fasteners,and allowable wood rafters or joists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor to defining overall length and clear span,and Figure ties are formed from No. 16 gage galvanized steel;the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10, H10A, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steel;and the H4 tie is SPI connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for be contiguous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See Figures 1 a and 1 b for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPH4, hurricane ties recognized in this report, and Figure 1c for SPH6,and SPH8 are 1'/;inch-wide(32 mm)U-shaped straps *Corrected July 2008 REPORTS- are not to be construed as representing aesthetics or any other attributes not specoca ly addressed,nor are they to be construed as an endorsement ofthe subject ofthe report ora recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any finding or other matter in this report or as to any product covered by the report. 0) . . Fm— FRODU aMERC-9 ax Copyright 0 2007 Page 1 of 12 Page 2 of 12 ESR-2613 Vv l horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown backet is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SP1 and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4,and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RSP4 tie as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads.See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI:1 inch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653.Some from No. 18 gage galvanized steel.See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hot-dip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2),total for both sides. Model numbers ig tgis heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,byrt the infWNalios •• ••• connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end •• ' '• reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HT&6wia:straps.bdi•ae"a ...... connector is a U-shaped bracket that is installed over the top painted finish and may also be availablo JtWhe HDG firysh. • chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this r9 ft&?(NmpsorLSRAr1% • • to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for"Ctitnmendatiotrs on ••••• connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of stern ttMrVtors in,contact ..:..• down devices,that must be used to form a complete load path ••• • P P with the specific proprietary presen�tira treate or fire .•.... to resist design uplift forces from their point of origin to the retardant treated lumber. :09:0:• . .• load-resisting elements, that is, the vertically aligned i •.••;• onn supporting wood post,must be designed and specified by the conn Wood: Supporting wood membersectors are fastened must be► sdiao lumber, sawn whim the • registered design professional.The HGT tiedown brackets are c •••••• fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engineefit lumber [SB&I%s • • plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand tember connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads.See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie connectors,which permits 3.2 Materials: lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: Unless otherwise noted, the connectors and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie described in this report are fabricated from ASTM A 653,SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43.The lumber used strength,FY,of 33,000 psi(227 MPa)and a minimum tensile with the connectors described in this report must have a strength,F,,,of 45,000 psi(310 MPa).The FTA floor anchor maximum moisture content of 19 percent (16 percent for ties are fabricated from ASTM A 1011,SS designation,Grade engineered lumber)except as noted in Section 4.1. 33,hot rolled steel with a minimum yield strength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa).The HTS twist straps,the SSP and DSP stud-to-plate in this report, except if noted otherwise in the tables and ties,and the H2.5A hurricane tie are fabricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel with a minimum yield member design,whichever controls. Page 3 of 12 ESR-2613 12.3 Fasteners: Bob, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTMI A 36 or A 307.Nails used for connectors,straps,and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturers published installation instructions.A copy and have theTollowing minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(F,,): times during installation. FASTENERS NAIL NAIL FA 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (inch) (inches) be prepared by a registered design professional where 8 x 1'/2 0.131 1'/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 2'/2 100,000 project is to be constructed. ff101 x 1% 0.148 1'/2 190,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 0.148 3 90,000 applicable codes must be considered,where applicable. For SI 1 inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable.The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 4.A DESIGN AND INSTALLATION 5.6 The FTA series be anchors are factory-welded connectors manufactured under a quality control 4.1 Design: program with Inspections by Professional Service Industries,Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA,Inc.(AA-688). on allowable stress design (ASD) and include the load duration factor,Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100°F(37.80C)or less.When products are 7.0 IDENTIFICATION installed to wood having a moisture content greater than 19 696* percent(16 percent for engineered wood products),or when The products described in this report are identified witb ai(id wet service is expected,the allowable loads must be adjusted stamped label indicating the namepi•tho manufap"T • by the wet service factor, CM, specified in the NDS. When (Simpson Strong-Tie),the model nurro@SAN the nyrrpgr of connectors are installed Inwood thatwill experience sustained an index evaluation report (ESR-25Z .apt is used a% an exposure to temperatures exceeding 100°F (37.80C), the identifier for the products recognized in this report. :0.00: allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA senes tie encAo*Ps temperature factor, C,specified in the NDS. manufactured in the United States a4laentified will?(heir Connected wood members must be analyzed for load- acronym of the inspection agency(P9Q:&Tdfactor;-Iii*1dW carrying capacity at the connection in accordance with the FTA series tie anchors manufactured fir,&ada are itlent�led *00000 NDS. with the name of their inspection ageQCy o tjrrtek). . . . . ...... 4.2 Installation: 8.0 OTHER CODES ;""' Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: ' evaluation report and the manufacturer's published installation instructions.In the event of a conflict between this report and In addition to the codes referenced in Section 1.0, the the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 Intematlonal Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ■ 2003 Intemadonal Residential Code®(2003 IRC) Installation of connectors described in this report that are ■ 2000 Intemationa/Building Code®(2000 IBC) designated as components of the seismic-force-resisting system for a structure in Seismic Design Category C,D,E or ■ 2000 Intemational Residential Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying under Section 1704.1. ■ 1997 Uniform Building CodeTm (UBC) 4.3.2 IRC:Special inspections are not required. The products described in this report comply with, or are suitable alternatives to what is specified in,the codes listed 5.0 CONDITIONS OF USE above,subject to the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8,2 Uses: Ties described In this report comply with, or are suitable alternatives to what is specified in, those codes listed in 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 IRC: See Section 1.0 of this report,subject to the following conditions: Section 2.0 of this report. Page,4 of 12 ESR-2613 8.2.2: UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: followigg: Simpson Strong-Tie hurricane and seismic straps 8,5.1 2003 IBC,2003 IRC 2000 IBC, and 2000 IRC: The and ties are used as wood framing connectors in accordance Simpson Strong-Tie products described in this report comply with-Section 2318.4.8 of the UBC. with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of use described in Section 5.0 of this report. 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC,subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. See Section 6.0 of this report. 8.4 Design and Installation: 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. See Section 7.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete Section 4.3 since special inspection is not required. . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... . . ..... .. .. . ...... . . . . ...... P3agg 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS"' MODEL (Quantity-Type) Ibs NO. Connection Uplift°', Lateral' To Rafter To Plates To Stud Configurations' Co=1.33 or Co=1.6 Co=1.33 or Co=1.6 F, F2 H1 6-8dx1'/2 4-8d — 490 485 165 H10 8-8dx1'/2 "dx11/2 — 1 995 590 275 H10A 9-10dx1'/2 9-10dx1'/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 5-8d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d "d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 13 1,300 480 — H15-2 I 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 1,300 480 For SI:1 Inch=25.4 mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must 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 must 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 s 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the*0000 •••• method of calculating wind forces and the assumed load path that the connector is designed to resist. ° . 3."Connection Configurations"shown in Figure 1c(next page)indicate the load directions F,and F2,and are details shggMg t,*Pnnector .... 0' installations on the outside of the wall for clarity.Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. • 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the sama side of the WaiN •�•�•� achieve the tabulated allowable uplift loads and ensure a continuous load path. 009000 • ; •••; 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allo *0000* able4oads must be*•• • • reduced when other load durations govern. e°°. 666960 •e e e° 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or r M Sglid blocting . ••; •• required by code to laterally support the ends of joists/rafters. • • 000000 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension arthe truss or ••••;• rafter members. •••••• • t9ry5' air t7, I e• • •.•• • • • • 19�j6 I� • • • •. o m e e e • c e a tea•• ° o m o � e e � t�t6 • e ® o 1 16' ey�+e� o • ° f/•I ° 3116 0 � n oT ttjfi •• Zara o 7^ ° ° 9/16" 19/ie° H1 H2 H2.5 H2.5A H3 FIGURE 1a—H1,H2,H2.5,H2.5A,AND H3 HURRICANE TIES Page 6 of 12 ESR-2613 4 Ph • ® ♦ • as • e • a e �4,y e ••• 133:• o t9�fi 20Y.• 141• 5•�� I . •• a• 20a/ia h -•� H10A \� 1 1'�"I I .° (H10 similar) •°• e _ o 4Y• 6�. ° .° `�` 3• o ° •° ° I ° 22 o ° °. o ` , H5 H6 H7Z H10-2 � • H15 7. . F(H15-2 similar) FIGURE 1b—H4,H5,H6,H7Z,H10,H10-2,AND H15 HURRICANE TIES °1 H1 Installation ❑2 H2 Installation •••• (1-110,H10A,H10-2 similar) (Allowable Uplift Load Only) • • • 0000 00.00• 0000.• •••. 0000.• • ° 0.000. . . • 1 F, 61 Z- 0• •• 0000 00000 °° • • • 0000•• 0000•• 3 � B ° 9 •e 1 • 0000•• H2.5 Installation H4 Installation H4 Installation • • • • 000• • 0000•• (Nails Into both top plates) (1-12.5 similar) (Nails into upper top plate)* • . • • (H2.5A,H3,H5 similar) °••� 0000 i°°°°0 Use aminimum T, H6 offuoildlails this side of eus(total lour 8dJJH6 nails IntoPilch 0:12 trus) to 7:12 d to Stud to TwoWWn into pules.e Top and12 Plate 12 oist 13 Elphtaa13nails intoInstallation stallation s'°� H7Z Installation HIS Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE • FASTENERS'(Quantity-Type) ALLOWABLE LOADS(lbs)where Ce=1.33 or Cu=1.6 MODEL Lateral3'4'5 NO. To Rafter or Truss To Double Top Plate Uplife F, F2 HS24 8-8dx1'/2 & 2-8d(slant) 8-8d 605 645 1,025 B-8dxl'/2 8-8d 1 605 590 640 For SI:1 inch=25.4 mm,1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. i! • •e �Ly. N2 o°a �► "1a 4 2W • • e HS24 Dimensions 30, 0 2W • HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES '•'• RST HURRICANE TIE FASTENERS • • t••• •••••• ALLOWABLE 19 T LOADS' (Ibsl MODEL NO. DIMENSIONS in Quanti -Type) _ •_ •• • •• ( (L) To Rafter or Truss To Stud CD-1 i or C.-1.6 ••i• •.••i• RST-1 1'/z 1 12'/2 1-10dx1'/2 10-10dxl'/2 ••66 •• • • • RST-2 31/8 1 11 /1e 2-10dx '!z 12-10dx1'/2 •••••• ebb®• •••• • • ForSI:1inch=25.4 mm,1lbs=4.45 N. •••• •••• ••••• 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.AilowabLeMi trust be r6&Jt;Se •••••• when other load durations govern. • 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SPZ'•;•; • `. •..... 4 0 0 0 0 • •• L e • e e ° e • ee e° RST-1(RST-2 similar) RST-1 Installation FIGURE 3—RST HURRICANE TIE Pave 8 of 12 ESR-2613 ` TABLE 4—LTS,MTS,AND HTS TWIST STRAPS ` 4 TWISTSTRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS'''(Ibs) MODEL STRAP NO. LENGTH When Installed When Installed When Installed with When Installed with SERIESin) with 10d with 10dx1'/2 10d Common Nails 10dxl'12 Common Nails Common Nails Common Nails Co=1.33 or Co=1.6 Co=1.33 Co=1.6 LTS12 12 LTS4 LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS 16 16 16 16 1,260 1,005 1,150 HTS20 20 HTS5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. S.HTS30C has the twist in the center of the strap length. 0 1,Typ •••••� •••• 0.000. .• . 0000 •. 0000 •••••• .00 .0 •••••• L rrrMf • 0000 • • �rVrr • r • 0000• 06000 r • • �y • ••• • • 0000• � • 0000•• e •• •• • 0000•• e • • • • 0000•• a 0000•• e � e • • w • 0 • • • 0000•• ` •• • 0000 • • aril 0.9 • ' '/ae ••• j • LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS Pape 9 of 12 ESR-2613 TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERS= ALLOWABLE TENSION LOAD 3.4(lbs) MODEL NO. Strap Width Clear Span Overall Length L (Quantity–Type) CD=1.33 or Co=1.6 LFTA 2Y. 1 17 383/8 16-10d Common 1,205 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 0 ® 0 R a H N L L U U 1 � 0 9 0 FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE 6b—FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6LO', • • 9••9 0090•0 • 9• • • •99• • •9.9•• •999 w••• • 0000•• • • • ••••9 TABLE 6—FTA FLOOR TIE ANCHORS' "" • "" ' • FTA ANCHOR ALLOWABLE TENSION LOADS4'5 OIM• "" 46:*06 • • DIMENSIONS • • • 0000• When Lumber Thickness,I.=(inches • •••••• (in) :9 •• • • 0000•• MODEL FASTENERS' � � • NO. Tie (Quantity-Type) 1112 2 2% $•••• 3% • • Strap Clear Overall Where CD= • • 000000 • Span Length • • Width 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1 • 1.33 1.6 :so**: FTA2 3 17 371/2 4-5/8'dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3'385 2,820 3S ' • • FTA5 31/2HE:& 2 4-8/4'dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 04,400' FTA7 31/2 6–'/e'dia.M.B. 13,095 13,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI:1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/8 inches,i.e.,seven times the bolt diameter(71)). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard B18.2.1. 3.A washer,not less than a standard cut washer,Is required on the lumber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. Pape 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS ' CONNECTOR MODEL DIMENSIONS in Quanta f-Type) (I a) SERIES NO. (W) (L) To Stud To Plate CD=1.33 CD=1.6 S.G:0.50 S.G=0.55 S.G=0.50 I S.G=0.55 SP1 — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 3'/15 71/4 6-10dxl /2 — 735 735 885 885 SP 6-16dx2/2 — 800 800 930 930 SP6 51/,5 7% 6-10dx1 /2 — 735 735 885 885 6-16dx2/2 — 800 800 930 1 930 6-10dx1/2 — 735 735 885 885 SP8 75/ts 85/18 6-16dx2,/2 — 800 800 930 930 SPI-14 3'/1e 83/410-10dxl /2 — — 1,240 — 1,240 12-10d1c1 /2 — 1,360 1,490 1,360 1,490 10-10dx11/2 — — 1,240 — 1,240 SPH SPH6 5'/,e 9�/a 12-10dxV/2 — 1,360 1,490 1,360 1,490 SPH8 75/18 63/810-10dx11/2 — — 1,240 — 1,240 12-10dx1 /2 1 1,360 1,490 1,360 1,490 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.For Models SP1 and SP2,one 10d common stud nail must be installed as a toenail. it must be driven through the connector at an angle approximately 30"with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir–larch,and 0.55,such as southern pine. U ° ° 0 O o t.. cc m D ° o 5V� 0 a BB (SP261f1 o •••• ° • • 0000 0000•• it ® li • • • .; • 'I - -��_•- 0000 • i .�___� _�' 0000 0000•• ® 0 0 ✓ •0000• 3'4 SPI Installation: SP2 Installation: SP1• fib Profilt••••• •••••• SP1/SP2 Stud to Sill Plate Stud to Double Top Plate • • 0000•• • • 00.00 0. • • 0000•. •• •• • 000.0• .0.000 • • • • • • 00..00 00.00. • • • .0000• •• • 0000 • • • • o• °0 IN.: o p e � ° o v, a 10dx1W Nails Each Side of Stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7--SP AND SPH STUD PLATE TIES •Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS ALLOWABLE LOADe3(lbs)where Co=1.33 or Co=1.6 MODEL Quanti -T e 5 Lateral NO. To Stud To Plate Connection Configuration` Uplift F, Fz RS134 4-8dx1'/z 4-8dx1'/z Stud to Double Top Plate 450 210 250 Stud to Sill Plate 315 210 250 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. F1 F2 0 0 1y a o 0 0 00 00 j 0 00 I I 4'h• • I 00 I[I o 0 p 0 0 0 e Figure Be- RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS''' (lbs) MODEL (Quantity-Type) Where 01.33 or Co=1.6 NO. Double Top Plate Sill Plate Studs Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-10dx1'/2 3-10dx1/2 — 350 — — 1-10dx1 /z — 420 325 SSP 3-10d — 435 — — 4-10d — 1-10d — 455 420 6-10dX1 /z — 775 — _ —'. ' •••••• 8-10dx1'/z — 2-10dx1'/2 — 660 • • • 545 • DSP _ — • 6-10d 825 • • 8-10d — 2-10d — 825 • 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. •••• •••• • • 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Re?iMPloads wheft BthEr •• •• load durations govern. see*** e e•" ' 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces 644 be conjiagrtia! ... •, 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity arW,%p,,%gf nails. • 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the be connectors must be filled wit the epee ified q uant4 •• and type of nails. •••••• 5. • • • •••••• 0 tai,• �2,i• ° °"•'°:••S,"..•; SSP Installation: DSP Installation: SSP DSP Single Stud to Sill Plate Double Stud to Double Top Plate FIGURE 9—SSP/DSP STUD PLATE TIES Page 12 of 12 ESR-2613 • ' ' TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS''Z HGT DISTANCE BETWEENFASTENER a,s S ALLOWABLE UPLIFT CONNECTOR MODEL WIDTH ANCHOR RODS (quantity-Type) LOADS" NO. (on center) Where Co=1.33 or Co=1.6 ( ) (inches) Anchor Rod A To Multi-ply Truss (lbs) HGT-2 35/,e 53/4 2--5/,"Dia. 16-10d 10,980 HGT-3 415/15 73/8 2-5/e'Dia. 16-10d 10,530 HGT-4 6e/,s 9 2 5/e"Dia. 16-10d 9,520 For SI:1 inch=25.4mm,1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14°)to maximum 8:12(34")and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 5/a-inch washers must be installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBP5/8 washers are available from Simpson Strong-Tie Company,and are 2-inch square by 944- inch thick galvanized steel washers with a center bolt hole to accommodate a 5/e-inch diameter threaded bolt/rod. Install two LBP'°'washers on top of each crescent washer (total four W washers)for woos Installation.All washers and crescent washers are required. Creesent washers are supplied. Crescent washer supplied and required • • 0000 0000•• l l • •Washer • • • not •0000• Lequirec 0000 .••.• 1 I '�'�,e i • 0000•• I • 0000•• • HGT-2 • • (HGT-3 and HGT-4 similar) '2• i • • ••••i• 0000•• • • • 0000•• Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie*,,' ; vertically aligned wood posUcolumn. The design of (Not covered In this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column Is outside the scope of this report. FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR •IF' N ESR-2613 Supplement REPORTT"" Issued February 1, 2008 IN This report is subject to re-examination in two years. 1 1�� Evaluation Service, Inc. Mmhm IReglonal Office■5360 Worimn Miff Road,Whtifa lier,Can�90601■(562)69DOW - Regional Office i 900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599800 www.icc-es.org Regional Office■4051 West Flossmoor Road,Country Club Hills,ffffnois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section:06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG-TIE COMPANY,INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON,CALIFORNIA 94588 (800)925.5099 www.stronatio.com EVALUATION SUBJECT: SIMPSON STRONG-TIE HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report comply with the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building, has not been evaluated,and is outside the scope of this supplement. . . .... ...... This supplement expires concurrently with the master evaluation report issued on February 1,2008. •, ; • ...... .... .... . . .... .... ..... ...... . . ..... .. .. . ...... . . . . ...... Iv 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 of the subject ofthe report or a recommendation for its use.There is no warranty byICCEvaluation Service,Inc.,express or implied,as to anyfindingI or other matter in this report,or as to any product covered by the report. . .e..PMW ww..roomnunw Copyright 0 2008 Page 1 of 1 ESR-2203 Used for Florida State Wide Product Approval # FL11169 Products on this Report which are aporoved: Product FL# HTU210 11169.2 HTU210-2 11169.2 HTU26 11169.1 HTU26-2 11169.2 HTU28 11169.2 HTU28-2 11169.2 LUC210Z 11169.3 LUC26Z 11169.3 . . .... ...... 2 M ...... .... ...... .... .... . . .... .... ..... ...... . . ..... .. .. . ...... . . . . ...... SIMPSON STRONG-TIE COMPANY, INC ESR-2203 REPORTFST"" Issued June 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. BusinesslRegioral Office■5360 Wodoman W Road,Whillier,California 90601■(562)6990543 Regional Office■900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599600 WWW.ICC-@S.Ora Regional Office•4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799.2305 DIVISION:06-WOOD AND PLASTICS 3.2 LUCZ Hanger Series: Section:06090-Wood and Plastic Fastenings The LUCZ hangers are face-mounted, and are designed to REPORT HOLDER: support nominally dimensioned 2-by-6, 2-by-8, 2-by-10 and 2-by-12 beams and joists. LUCZ hangers have concealed flanges to allow for installation near the end of a supporting SIMPSON STRONG-TIE COMPANY,INC. member such as a ledger or header.The hangers are formed 5956 WEST LAS POSITAS BOULEVARD from No. 18 gage galvanized steel.See Table 2 and Figure 2 PLEASANTON,CALIFORNIA 94588 for hanger dimensions,required fastener schedule,allowable (800)999-5099 loads and a typical installation detail. www.stronatie.com 3.3 Materials: EVALUATION SUBJECT: 3.3.1 Steel: The HTU hangers are manufactured from galvanized steel complying with ASTM A 653,SS designation, SIMPSON STRONG-TIE HTU AND LUCZ HANGERS Grade 40, with a minimum yield strength, Fy, of 40,000 psi (275 MPa)and a minimum tensile strength,Fu,of 55,000 psi 1.0 EVALUATION SCOPE (379 MPa). The LUCZ hangers are manufactured from Compliance with the following codes: galvanized steel complying with ASTM A 653,SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi ■ 2006 Intemationa/Building Code®(IBC) (227 MPa)and a minimum tensile strength,Fu,of 45,000 psi ■ 2006 International Residential Codee(IRC) (310 MPa).Minimum base-metal thicknesses for the hangers in this report are as follows: Property evaluated: NOMINAL MINIMUM Structural THICKNESS BASE-METAL 2.0 USES (gage) THICKNESS (inch) The HTU and LUCZ hangers described in this report are used No.16 0.0555 • as wood framing connectors in accordance with Section No.18 1.0445 • 2304.9.3 of the IBC. The products may also be used in For SI:1 inch=25.4 mm. • structures regulated under the IRC when an engineered •••••• •••• •••••• design is submitted in accordance with Section R301.1.3. The hangers have a minimum G90rziric"ting specification in accordance with ASTM A 653.Somebmodels(designated :••": 3.0 DESCRIPTION with a model number ending with Z)aria available Alil%a6185 ..... 3.1 HTU Hanger Series: zinc coating specification in accordW"Ovyith ASTM A.653. .•; •• The HTU hangers are face-mounted, and are designed to Some models (designated with a gU ftL fiumbe(bllaifig in •• • HDG)are available with a hot-dip gaVpgj goon,also known as • support up to, installed nsut nollexceeding,full or parts lheel( 2.7 m)and and "batch"galvanization,in accordance with ASTM A 123,with a •• minimum specified coating weight of 2.0 ounces of cif44per inch(3.2 mm)between the truss and the supporting girders. • Minimum and maximum nailing options provide solutions for square foot a surface area seri s tr l),total for both sides. �.... design with varying heel heights and support conditions.The Model numbers for the HTU series t th ers in t atibAIidrt do HTU hangers are formed from No. 16 gage galvanized steel. not include the Z b HDG ending, but the i holder of this sh8wn See Table 1A and Figures 1A and 1 B for hanger dimensions, applies. The lumber treater or the holder of this report (Simpson Strong-Tie Company) should be contacted for required fastener schedule,allowable loads and an installation recommendations on the appropriate level of corrosion detail for installations in which the gap between the truss and resistance to specifyfor use of steel connectors in contactwith the supporting girders is less than or equal to /, inch (12.7 the specific proprietary preservative-treated or mm). See Table 1B and Figures 1A and 1B for hanger fire-retardant-treated lumber. dimensions,required fastener schedule,allowable loads and an installation detail for installations in which the gap between 3.3.2 Wood:Wood members with which the connectors are the truss and the supporting girders is less than or equal to'/, used must be either sawn lumber,structural glued laminated inch (3.2 mm). See Table 1C and Figures 1A and 1C for timber or engineered lumber having a minimum specific hanger dimensions, required fastener schedule, allowable gravity of 0.50(minimum equivalent specific gravity of 0.50 for loads and an installation detail for installations in which the engineered lumber),and having a maximum moisture content minimum allowable number of nails is driven into the of 19 percent(16 percent for engineered lumber)except as supporting girder, and the gap between the truss and noted in Section 4.1. The thickness of the supporting wood supporting girder is less than or equal to'/2 inch(12.7 mm). member(header,beam or ledger)must be equal to or greater S 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 ofthe report or a recommendation for its use.There is no warranty byICCEvaluation Service,Inc.,express or implied,as to anyfindingI or other matter in this report,or as to any product covered by the report. ` n.. veop,.n nrowmaAmicnnax Copyright 0 2008 Page 1 of 6 1 Page 2 of,6 ESR-2203 ' thar'1 the length of the fasteners specified in the tables in this the manufacturer's published installation instructions, this report,or as required by wood member design,whichever is report governs. For installations in engineered lumber, greater. minimum allowable nail or screw spacing and end distances, as specified in the applicable evaluation report for the 3.3.3 Fasteners: Nails used for hangers described in this engineered lumber,must be met. report must comply with the material requirements, physical properties, tolerances, workmanship, protective coating and 4.3 Special Inspection: finishes, certification, and packaging and package marking requirements specified in ASTM F 1667.The nails must have 4.3.1 IBC:For structures regulated under the IBC,periodic the following minimum fastener dimensions and bending yield special inspection must be provided for components within the strengths(F,b): seismic-force-resisting system in Seismic Design Category C, D, E or F in accordance with Section 1707.3 or 1707.4,with NAIL NAIL NAIL Fyb the exception of those structures that qualify under Section DESIGNATION SHANK DIAMETER LENGTH (psi) 1704.1. (Inch) 10d x 11/2 0.148 1'/2 90000 4.3.2 IRC: For structures regulated under the IRC,special 10d 0.148 3 90000 inspections are not required. 16d 1 0.162 1 3'/ 1 90000 5.0 CONDITIONS OF USE For SI:1 inch=25.4 mm,1 Ibf/in2=6.89 kPa. The Simpson Strong-Tie products described in this report Fasteners used in contact with preservative-treated or comply with,or are suitable alternatives to what is specked in, fire-retardant-treated lumber must comply with IBC Section those codes listed in Section 1.0 of this report,subject to the 2304.9.5 or IRC Section R319.3,as applicable. For use with following conditions: treated lumber,the lumber treater or the holder of this report (Simpson Strong-Tie Company),or both,should be contacted 5.1 The connectors must be manufactured, identified and for recommendations on the appropriate level of corrosion installed in accordance with this report and the resistance to specify for the fasteners as well as the manufacturers published installation instructions.A copy connection capacities of fasteners used with the specific of the instructions must be available at the jobsite at all proprietary preservative-treated or fire-retardant-treated times during installation. lumber. 5.2 Calculations showing compliance with this report must 4.0 DESIGN AND INSTALLATION be submitted to the code official.The calculations must be prepared by a registered design professional where 4.1 Design: required by the statutes of the jurisdiction in which the The tabulated allowable loads shown in Tables 1 through 3 project is to be constructed. '0000 are based on allowable stress design and include the load 5.3 Adjustment factors noted io Settion 4.1 'Arid the duration factor,CD,corresponding with the applicable loads in applicable codes must be considrsred,•where apaffda`ble. accordance with the AF&PA National Design Specification for 000000 0000 0000:. Wood Construction and its supplement (NDS). No further 5.4 Connected wood members and fasltesers must comply, increases are permitted for load durations other than those respectively,with Sections 3.3.2 @qd 3.3.3 of thislgPort. ;••••; specified. Tabulated allowable loads apply to products 00 ' connected to wood with a moisture content of 19 percent or 5.5 Use of connectors with 0949 ative-tr6dt6i]0 or 0 less(16 percent or less for engineered wood)at the time of fire-retardant-treated lumber n1LT41561h accoftPA with installation,and used under continuously dry conditions where Section 3.3.1 of this report* UM of fast2ners with ••••;• sustained temperatures are 100'F (37.8°C) or less. When preservative-treated or fire-C tt pot-treated lumber • connectors are installed in solid sawn lumber having a must be in accordance with Section 3.3.3 of:0i0 report. 00 •••• • moisture content greater than 19 percent, or where wet 6.0 EVIDENCE SUBMITTED •0• •••• service is expected, the allowable loads in this evaluation .";'� • report must be adjusted by the wet service factor, CM, Data in accordance with the ICC-ES Acceptance CriteriEr for specified in the NDS for dowel-type fasteners under lateral Joist Hangers and Similar Devices (AC13), dated October loads. When connectors are installed in wood that will 2006(corrected March 2007;editorially revised April 2008). experience sustained exposure to temperatures exceeding 7.0 IDENTIFICATION 100°F (37.8°C), the allowable loads in this report must be adjusted by the temperature factor,C„specified in the NDS. The products described in this report are identified with a Connected wood members must be analyzed for load carrying die-stamped label Indicating the name of the manufacturer capacity at the connection in accordance with the NDS. (Simpson Strong-Tie),the model number,and the number of 4.2 Installation: an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and t E Page 3 of.6 ESR-2203 TABLE 1A—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('L2 Inch Mauimum Gap Between Supporting Member and Supported Member–Maximum Number of Nails into Supporting Member) DIMENSIONS° FASTENERSS6.76 (Inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No. Into Into Uplift' Download W H B Supporting Supported Member Member Co=1.33 Co=0.9 Co=1.0 Co=1.15 Co=1.25 Co=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26(1/2"Gap–Min Heel)' 1 5/6 5 7/,6 3'/2 20-16d 11-10dxl'/2 670 2660 2735 2735 2735 2735 2735 HTU26(1/2"Gap–Min Nail)2 1 5/6 5 7/16 3'/2 20-16d 14-10dx11/2 1175 2660 2940 3100 3100 3100 3100 HTU26(1/2"Gap–Max Nail)3 1 5/6 5 7/16 3'/2 20-16d 20-10dxl'/2 1215 2660 2940 3340 3600 3760 3760 HTU28(1/2"Gap–Min Nail)2 1 5/6 7 '/16 3'/2 26-16d 14-10dxl'/2 1125 3460 3770 3770 3770 3770 3770 HTU28(1/2"Gap–Max Nail)3 1 5/6 7 '/16 3'/2 26-16d 26-10dx11/2 1920 3460 3820 4340 4680 4940 5015 HTU210(1/2"Gap–Min Nail)2 1 5/6 9 '/16 3'/2 32-16d 14-10dx1'/2 1250 3600 3600 3600 3600 3600 3600 HTU210(1/2"Gap–Max Nail)3 1 5/6 9 '/16 3'/2 32-16d 32-10dxl'/2 3255 4255 4705 5020 5020 5020 5020 Double 2X Sizes HTU26-2('/2"Gap–Min Nail)2 3 5/15 5 7/16 3'/2 20-16d 14-10d 1515 2660 2940 3340 3500 3500 3500 HTU26-2('/2"Gap–Max Nail)3 3 5/16 5 7/16 3'/2 20-16d 20-10d 1910 2660 2940 3340 3500 3500 3500 HTU28-2('/2"Gap–Min Nail)2 3 5/16 7 '/16 31/2 26-16d 14-10d 1490 3460 3820 3980 3980 3980 3980 HTU28-2(1/2"Gap–Max Nail)3 3 5/16 7 '/,6 31/2 26-16d 26-10d 3035 3460 3820 4340 4680 4940 5555 HTU210-2(1/2"Gap–Min Nail)2 3 5/16 9 '/,6 3'/z 32-16d 14-10d 1755 4255 4255 4255 4255 4255 4255 HTU210-2(1/2"Gap–Max Nail)3 3 5/16 9 '/,6 3'/2 32-16d 32-10d 3855 4255 4705 5345 5760 6080 6470 For SI:1 inch=25.4 mm,1 pound=4.45 N. •••• 'The suffix'('/2"Gap–Min Heel)'following the model number corresponds to installed conditions where the gap between the.supporting member and ••••;• supported member is more than 1/8 inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the minimum allowablrs Mumlfbr of nails,}%%specified •• in the table,are driven into the supported wood truss. 066666 •••• ..•... 2The suffix'(/2"Gap–Min Nail)'corresponds to installed conditions where the gap between the supporting member andosupported member i6 more . . than 1/8 inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the minimum allowable number of nails,as specifigd jpJhe table apgv,,e•are •••• driven into the supported wood truss. • • • . 3The suffix''/2"Ga Max Nail)'corresponds to installed conditions where the a between the supporting member and su•orted mem6erismore ••••• ( P– ) P gap PP 9 PP • than'/a inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the maximum possible number of nails,as specillOnill?*table Jl;y l;*qe ••••• driven into the supported wood truss. •• •• . •..•.. °Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 B for a typical installation detail.•••... . •' SAllowable loads correspond to installations where the maximum possible number of nails are driven into the supportinslnenlber. Referto SeStion 3.3.3 ••• • of this report for nail sizes and required minimum physical properties. ...... STabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. ; .'. ' ;,••0; 'Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable buildirttfcode.See Sgeti s..1 and• • 4.2 for design and installation requirements. .. . 6HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for joists having a height no greater than the height(H)of the hanger. gAllowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. w 4 of,6 ESR-2203 TABLE 18-13IMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('/a Inch Maximum Gap Between Supporting Member and Supported Member–Maximum Number of Nails into Supporting Member) DIMENSIONS 4 FASTENERS a a"e (Inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No. Into Into Uplift° Download W H B Supporting Supported Member Member Co=1.33 Co=0.9 Co=1.0 Co=1.15 Co=1.25 Co=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26('/a"Gap–Min Heel)' 1 5/a 5 '/,e 3'/2 20-16d 11-10dx1'/2 730 2660 2940 3045 3045 3045 3045 HTU26('/a"Gap–Min Nail)2 1 5/a 5 '/,e 31/2 20-16d 14-10dx1'/2 1250 2660 2940 3200 3200 3200 3200 HTU26(1/8"Gap–Max Nail)3 1 5/a 5 7/,8 3'/2 20-16d 20-10dx1'/2 1555 2660 2940 3340 3600 3800 4010 HTU28('/a"Gap–Min Nail)2 1 5/a 7 '/,e 3'/2 26-16d 14-10dx11/2 1235 3460 3820 3895 3895 3895 3895 HTU28('/a"Gap–Max Nail)3 1 5/8 7 1/18 3'/2 26-16d 26-10dx1'/2 2140 3460 3820 4340 4680 4940 5435 HTU210('/a"Gap–Min Nail)2 1 5/8 9 '/,8 3'/2 32-16d 14-10dx1'/2 1330 4255 4355 4355 4355 4355 4355 HTU210('/a"Gap–Max Nail)3 1 % 9 '/,8 3'/2 32-16d 32-10dx11/2 3315 4255 4705 5345 5760 5995 5995 Double 2X Sizes HTU26-2('/a"Gap–Min Nail)2 3 5/18 5 '/,8 31/2 20-16d 14-10d 1515 2660 2940 3340 3600 3800 3910 HTU26-2('/a"Gap–Max Nail)3 3 5/1a 5 7/,8 3'/2 20-16d 20-10d 2175 2660 2940 3340 3600 3800 4485 HTU28-2('/a"Gap–Min Nail)2 3 5/16 7 1/,8 31/2 26-16d 14-10d 1530 3460 3820 4310 4310 4310 4310 HTU28-2('/a"Gap–Max Nail)3 3 5/1a 7 '/18 31/2 26-16d 26-10d 3485 3460 3820 4340 4680 4940 5850 HTU210-2('/a"Gap–Min Nail)2 3 5/,a 9 '/,a 3'/2 32-16d 14-10d 1755 4255 4705 4815 4815 4815 4815 HTU210-2('/a'Gap–Max Nail)3 3 5/,8 9 %a 31/2 32-16d 32-10d 4110 4255 4705 5345 5760 6080 r7200 For SI:1 inch=25.4 mm,1 pound=4.45 N. •••• 'The suffix'('/8"Gap–Min Heel)'following the model number corresponds to installed conditions where the gap between the%upportingoember and 000*0 supported member is /a inch(3.2 mm)or less,and the minimum allowable number of nails,as specified in the table,ars driven into the supported wood' truss. •• • •••• • 2The suffix'('/a"Gap–Min Nail)'corresponds to installed conditions where the gap between the supporting member and SOVKed woodehues is'/a incl,•••:• (3.2 mm)or less,and the minimum allowable number of nails,as specified in the table above,are driven into the suppostedowood truss. • • 'The suffix'('/a"Gap–Max Nail)'corresponds to installed conditions where the gap between the supporting member and.Vpported wooq VW is'/a :0000: inch(3.2 mm)or less,and the maximum possible number of nails,as specified in table above,are driven into the suppott�d w o ed truss!.,,,,• Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 16 for atypical installation detail. SAllowable loads correspond to installations where the maximum possible number of nails are driven into the supportind4CA114. RefeCtp.,Wtjon 3.3.3•••• of this report for nail sizes and required minimum physical properties. •• •• • •••••• aTabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. •••••• • .' 'Tabulated loads must be selected based on the applicable load duration factor,Co.as permitted by the applicable builQing Codp.See%ectiongs 4.1 and a • 4.2 for design and installation requirements. 009000 aHTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)tires thio 0depth of Che joist at which 0 ; the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for joists RAinglh heighf,"Ire Ater than • the height(H)of the hanger. •• • sAllowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. Page 5 of,6 ESR-2203 TABLE 1C—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS-ALTERNATE INSTALLATION (Minimum Number of Nails into Supporting Member) ' DIMENSIONS 2 FASTENERS° 4,5,8 (inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No.' Into Into Uplifts Download W H B Supporting Supported Member Member Co=1.33 CD=0.9 Co=1.0 CD=1.15 CD=1.25 Co=1.33 CD=1.6 or=1.6 Single 2X Sizes HTU26(Min) 15/,, 57/,e 3'/2 10-16d 14-10dx11/2 925 1330 1470 1670 1800 1900 2040 HTU26(Max) 15/e 57/," 3'/2 10-16d 20-10dx1'/2 1310 1330 1470 1670 1800 1900 2250 HTU28(Max) 15/8 7'/1e 3'/2 20-16d 26-10dx1'/2 1920 2660 2940 3340 3600 3800 3905 HTU210(Max) 15/8 9'/,e 3'/2 20-16d 32-10dx1'/2 2760 2660 2940 3340 3600 3800 3905 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix"(Min)"following the model number corresponds to installed conditions where the minimum allowable number of nails are driven into the supported wood truss.The suffix"(Max)"corresponds to installed conditions where the maximum possible number of nails are driven into the supported wood truss. 2Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1C for an alternate installation detail. 3Allowabie loads correspond to installations where the minimum allowable number of nails are driven into the supporting member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. 4Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. r7abulated loads must be selected based on the applicable load duration factor,CD,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. "Allowable loads are based on a maximum allowable gap of inch(12.7)between the supporting member and supported member. 'HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for joists having a height no greater than the height(H)of the hanger. "Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. /ay •.•• ie • • 0000 0000•• � e •• • 0000 • 9 � ° 0000•• 0000 0000•• J l e o o O p o • • • O 00 eo 0000•• 0 00 •0009• •0000 ° • 0 0 m o 00�0� ..• .... ..... 0 0°0 ooO4 m • • X00�4�•9• • ••9•• ° O O o0 00pp� • 0000• ° fog Q 000 o�p • 0000•• 0 p0 OO� OO • $01 O OQ':•: • • 0000•• w • • • 0000•• •• • 0000 • • FIGURE 1A—HTU SERIES HANGER FIGURE 16—TYPICAL HTU INSTALLAT(bN' •� o °°ol 00 Ill I I °01o°tll 0001 00 111 / 0 0 0,Pt11 0011j FIGURE 1C—ALTERNATE HTU INSTALLATION Page 6 of,6 ESR-2203 TABLE 2—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS • Q'IMENSIONS FASTENERS' ALLOWABLE LOADS s'3'4'S(lbs) (inches) (Quantity-Type) MODEL No. Into Supporting Into Supported uplift' Download W H Member Member Co=1.33 CoM1.60 Co=0.9 Co=1.0 Co=1.15 Co'1.25 6-10dx1'/Z 615 730 640 710 810 875 LUC26Z 19/i5 43/4 6-10d 4-10d x 11/2 615 730 640 710 810 875 6-16d 615 730 760 845 965 1040 10-10d x 1'/2 925 1100 1065 1185 1345 1455 LUC210Z 19/16 73/4 10-10d 6-10d x 1% 925 1100 1065 1185 1345 1455 10-16d 925 1100 1270 1410 1605 1735 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'Allowable loads correspond to installations where the maximum possible number of nails is driven into both the supporting member and the supported member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. 3Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. 4The maximum allowable gap between the joist end and the supporting member is 1/8 inch(3.2 mm). 5LUCZ series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for nominal 2x6 joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC21 OZ. 9Allowabie uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. ® o • 0 rp y••••• • • •••• •••••• •••••• •••• •••••• a a • •••• •••• • • •••• •••• ••••• •• •• • •••••• • • • • • •••••• FIGURE 2—LUCZ SERIES HANGER AND INSTALLATION DETAIL : ••• • • • � S ESR-2203 Used for Florida State Wide Product Approval # FL11169 Products on this Report which are approved: Product FL# HTU210 11169.2 HTU210-2 11169.2 HTU26 11169.1 HTU26-2 11169.2 HTU28 11169.2 HTU28-2 11169.2 LUC210Z 11169.3 L C26Z 11169.3 . . .... ...... ...... .... ...... .... .... . . .... .... ..... ...... . . ..... . ...... .. .. . ...... ...... . . . . ...... ...... SIMPSON STRONG-TIE COMPANY, INC - . 7 ' REPORTT"" ESR-2203 Issued June 1, 2008 . t This report is subject to re-examination in one year. ICC Evaluation Service, Inc. Business/Regional Office■5360 Workmen Mill Brad,VftW Callbmia 90601■(562)699x543 Regional Office■900 Montclair Road,suite A.Bl mingham,Alabama 35213 ■(205)599.9800 WWW.iCC-@S.Ora Regional Office 4051 West FbwmoorRoad,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06 WOOD AND PLASTICS 3.2 LUCZ Hanger Series: Section:06090-Wood and Plastic Fastenings The LUCZ hangers are face-mounted,and are designed to REPORT HOLDER: support nominally dimensioned 2-by-6, 2-by-8, 2-by-10 and 2-by-12 beams and joists. LUCZ hangers have concealed SIMPSON STRONG-TIE COMPANY,INC. flanges to allow for installation near the end of a supporting 5956 WEST LAS POSITAS BOULEVARD member such as a ledger or header.The hangers are formed PLEASANTON,CALIFORNIA 94588 from No.18 gage galvanized steel.See Table 2 and Figure 2 for hanger dimensions,required fastener schedule,allowable (800)999-5099 loads and a typical installation detail. www.strongtie.com 3.3 Materials: EVALUATION SUBJECT: 3.3.1 Steel: The HTU hangers are manufactured from galvanized steel complying with ASTM A 653,SS designation, SIMPSON STRONG-TIE HTU AND LUCZ HANGERS Grade 40, with a minimum yield strength, Fy, of 40,000 psi (275 MPa)and a minimum tensile strength,Fu,of 55,000 psi 1.0 EVALUATION SCOPE (379 MPa). The LUCZ hangers are manufactured from Compliance with the following codes: galvanized steel complying with ASTM A 653,SS designation, Grade 33,with a minimum yield strength, Fy, of 33,000 psi ■ 2006/ntemationa/Building Code*(IBC) (227 MPa)and a minimum tensile strength,Fu,of 45,000 psi ■ 2006 Intemationa/Residential Code*(IRC) (310 MPa).Minimum base-metal thicknesses for the hangers Property evaluated: in this report are as follows: NOMINAL MINIMUM Structural THICKNESS BASE-METAL 2.0 USES (gage) THICKNESS (inch) The HTU and LUCZ hangers described in this report are used No.16 0.0555 as wood framing connectors in accordance with Section No.18 0.0445 2304.9.3 of the IBC. The products may also be used in For SI.1 inch=25.4 mm. structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653.Some models(designated 3.0 DESCRIPTION with a model number ending with Z)are available with x401 5, 3.1 HTU Hanger Series: zinc coating specification in accordange with ASTM A 658. •••••• Some models (designated with a model•nur;ber endinjp Wo .• The HTU hangers are face-mounted, and are designed to HDG)are available with a hot-dip galvaNzaihmpalso knoiw as ....:. suppsupport rt up to, insut talled exceeding,full o'/Zpartial (12.7 m)and and "batch "galvanization,in accordance m4NASTM A 123,with a •••• minimum specified coating weight of 2.9 jw9ces of zigp per • inch(3.2 mm)between the truss and the supporting girders. square foot of surface area(600 g/m2),.tpW Tor botR$i;Vg' •• Minimum and maximum nailing options provide solutions for Model numbers for the HTU series haggW jq this report cLo •;••• design with varying heel heights and support conditions.The not include the Z or HDG ending,but thesigformatiorr-�rorr •••• HTU hangers are formed from No.16 gage galvanized steel. applies. The lumber treater or the Molder of this report • See Table 1A and Figures 1A and 1 B for hanger dimensions, (Simpson Strong-Tie Company) sh4fd•V:contacted for •. required fastener schedule,allowable loads and an installation recommendations on the appropriate leveF of cx>irioslch detail for installations in which the gap between the truss and resistance to s m for use of steel coi$tectplin conf2ictwith ' the supporting girders Is less than or equal to 1/2 inch (12.7 the specificproprietary presertf9tfv8-treatg110;64 •• •• MITI). See Table 1B and Figures 1A and 1B for hanger fire-retardant-treated lumber. •• • dimensions,required fastener schedule,allowable loads and an installation detail for installations in which the gap between 3.3.2 Wood:Wood members with which the connectors are the truss and the supporting girders is less than or equal to 1/, used must be either sawn lumber,structural glued laminated inch (3.2 mm). See Table 1C and Figures 1A and 1C for timber or engineered lumber having a minimum specific hanger dimensions, required fastener schedule, allowable gravity of 0.50(minimum equivalent specific gravity of 0.50 for loads and an installation detail for installations in which the engineered lumber),and having a maximum moisture content minimum allowable number of nails is driven into the of 19 percent(16 percent for engineered lumber)except as supporting girder, and the gap between the truss and noted in Section 4.1. The thickness of the supporting wood supporting girder is less than or equal to 1/2 inch(12.7 mm). member(header,beam or ledger)must be equal to or greater REPORTS'- are not to be construed as representing aesthetics or any other attributes not spec fly addressed,nor are they to be construed as an endorsement ofthe subject ofthe report ora recommendationfor its use.There is no warranty byICCEvaluation Service,Inc.,express or implied,as to anyfinding or other matter in this report or as to any product covered by the report. W neftmmmPm.. eneoeercBMWIa" Copyright 0 2008 Page 1 of 6 Page 2 of 6 ESR-2203 trhari the length of the fasteners specified in the tables in this the manufacturers published installation instructions, this report,or as required by wood member design,whichever is report governs. For installations in engineered lumber, grgater. minimum allowable nail or screw spacing and end distances, as specified in the applicable evaluation report for the 3.3.3 Fasteners: Nails used for hangers described in this engineered lumber,must be met. report must comply with the material requirements, physical properties,tolerances,workmanship, protective coating and 4.3 Special Inspection: finishes, certification, and packaging and package marking requirements specified in ASTM F 1667.The nails must have 4.3.1 IBC: For structures regulated under the IBC,periodic the following minimum fastener dimensions and bending yield special inspection must be provided for components within the strengths(F,,): seismic-force-resisting system in Seismic Design Category C, D,E or F in accordance with Section 1707.3 or 1707.4,with NAIL NAIL NAIL F,, the exception of those structures that qualify under Section DESIGNATION SHANK DIAMETER LENGTH (psi) 1704.1. (Inch) 1O x 02 0.148 11/2 90000 4.3.2 IRC: For structures regulated under the IRC,special 10d 0.148 3 90000 inspections are not required. 16d 1 0.162 1 3% 90000 5.0 CONDITIONS OF USE For 81:1 inch=25.4 mm,1 Ibf/in2=6.89 kPa. The Simpson Strong-Tie products described in this report Fasteners used in contact with preservative-treated or comply with,or are suitable alternatives to what is specified in, fire-retardant-treated lumber must comply with IBC Section those codes listed in Section 1.0 of this report,subject to the 2304.9.5 or IRC Section R319.3,as applicable. For use with following conditions: treated lumber,the lumber treater or the holder of this report (Simpson Strong-Tie Company),or both,should be contacted 5.1 The connectors must be manufactured, identified and for recommendations on the appropriate level of corrosion installed in accordance with this report and the resistance to specify for the fasteners as well as the manufacturer's published installation instructions.A copy connection capacities of fasteners used with the specific of the instructions must be available at the jobsite at all proprietary preservative-treated or fire-retardant-treated times during installation. lumber. 5.2 Calculations showing compliance with this report must 4.0 DESIGN AND INSTALLATION be submitted to the code official.The calculations must be prepared by a registered design professional where 4.1 Design: required by the statutes of the jurisdiction in which the The tabulated allowable loads shown in Tables 1 through 3 project is to be constructed. are based on allowable stress design and include the load 5.3 Adjustment factors noted in Section 4.1 and the duration factor,CD,corresponding with the applicable loads in applicable codes must be considered,where applicable. accordance with the AF&PA National Design Specification for Wood Construction and its supplement (NDS). No further 5.4 Connected wood members and fasteners must comply, increases are permitted for load durations other than those respectively,with Sections 3.3.2 and 3.3.3 of this report. specified. Tabulated allowable loads apply to products 5.5 Use of connectors with preservative-treated*mor• connected to wood with a moisture content of 19 percent or fire-retardant-treated lumber mustde in a.ccordance..with . .1 ...... less(16 percent or less for engineered wood)at the time of Section 33of this report. Use sof fasteners iniith� �• installation,and used under continuously dry conditions where ; sustained temperatures are 100°F (37.8°C) or less. When preservative-treated or fire-retaldall4reated TdrAller connectors are installed in solid sawn lumber having a must be in accordance with Sectidd S.TT of this repdrt. 000000 moisture content greater than 19 percent, or where wet 6.0 EVIDENCE SUBMITTED '000000000 ' service is expected, the allowable loads in this evaluation report must be adjusted by the wet service factor, Cm, Data in accordance with the ICC-ES A*cce M&e Criteoa for. specified in the NDS for dowel-type fasteners under lateral Joist Hangers and Similar Devices (At•1 J,'dated October loads. When connectors are installed in wood that will 2006(corrected March 2007;editorialUf'bVDAC April 200M. • experience sustained exposure to temperatures exceeding ;...; •••••• 100°F (37.8°C), the allowable loads in this report must be 7.0 IDENTIFICATION adjusted by the temperature factor,C„specified in the NDS. The products described in this report gee idgntified.0 t►e. ' Connected wood members must be analyzed for load carrying die-stamped label Indicating the name of the manufa8direr' capacity at the connection in accordance with the NDS. (Simpson Strong-Tie),the model number,and the number of 4.2 Installation: an Index evaluation report (ESR-2523) that is used as an Identifier for the products recognized in this report. Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions.In the event of a conflict between this report and Page 3 of 6 ESR-2203 TABLE 1A—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('/2 Inch Maximum Gap Between Supporting Member and Supported Member–Maximum Number of Nails into Supporting Member) DIMENSIONS 4 FASTENERS' s,v e (inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No. Into Into Uplift' Download W H B Supporting Supported Member Member Co=1.33 Co=0.9 C01.0 Co=1.15 Co=1.25 Co=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26(1/2"Gap–Min Heel)' 1 5/8 5 7/,8 31/2 20-16d 11-10dx1'/2 670 2660 2735 2735 2735 2735 2735 HTU26('/2"Gap–Min Nail)2 1 5/8 5 7/,5 3% 20-16d 14-10dx1'/2 1175 2660 2940 3100 3100 3100 3100 HTU26('/z Gap–Max Nail)3 1 5/e 5 '/,e 3'/2 20-16d 20-10dx1'/2 1215 2660 2940 3340 3600 3760 3760 HTU28('/2"Gap–Min Nail)2 1 5/8 7 '/18 3'/2 26-16d 14-10dx1'/2 1125 3460 3770 3770 3770 3770 3770 HTU28('/2"Gap–Max Nail)3 1 5/a 7 1/15 3'/2 26-16d 26-10dx1'/2 1920 3460 3820 4340 4680 4940 5015 HTU210('/2"Gap–Min Nail)2 1 5/8 9 1/15 3'/2 32-16d 14-10dx1'/2 1250 3600 3600 3600 3600 3600 3600 HTU210(1/2"Gap–Max Nail)3 1 5/8 97/16T 37/2 32-16d 32-10dx1'/2 3255 4255 4705 5020 5020 5020 5020 Double 2X Sizes HTU26-2(1/2"Gap–Min Nail)2 3 5/,8 5 7/15 31/2 20-16d 14-10d 1515 2660 2940 3340 3500 3500 3500 HTU26-2('/2"Gap–Max Nail)3 3 5/15 5 7/15 3'/2 20-16d 20-10d 1910 2660 2940 3340 3500 3500 3500 HTU28-2(1/2"Gap–Min Nail)2 3 5/15 7 '/,8 3'/2 26-16d 14-10d 1490 3460 3820 3980 3980 3980 3980 HTU28-2(1/2"Gap–Max Nail)3 3 5/1e 7 '/,5 3'/2 26-16d 26-10d 3035 3460 3820 4340 4680 4940 5555 HTU210-2(1/2"Gap–Min Nail)2 3 5/,5 9 '/15 31/2 32-16d 14-10d 1755 4255 4255 4255 4255 4255 4255 HTU210-2(1/2"Gap–Max Nail)3 3 5/15 9 '/,8 31/2 32-16d 32-10d 3855 4255 4705 5345 5760 6080 6470 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix'(1/2"Gap–Min Heel)'following the model number corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the minimum allowable number of nails,as specified in the table,are driven into the supported wood truss. 2The suffix'(1/2"Gap–Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported member is mon: than 1/5 inch(3.2 mm)and less than or equal to'/2 inch(12.7 mm),and the minimum allowable number of nails,as specified in the table above,are driven into the supported wood truss. •••• 3The suffix'('/2"Gap–Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the maximum possible number of nails,as specifiecOn the}able above,ale driven into the supported wood truss. •• • •••• • 4 Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1B for a typical installation detail. 090000 ••:. ....:• SAllowable loads correspond to installations where the maximum possible number of nails are driven into the supporting meg"C JJefer to Sectign 3.3.3 of this report for nail sizes and required minimum physical properties. •••••• STabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. .• ••• •••••. • • 'Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building ME?.tee SectioA?4.1 and ";"• 4.2 for design and installation requirements. 000000 • • ••••• 8HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the,depth of the jiist at which •••••. the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),forjoists ha)iQga bejght no greater than •• the height(H)of the hanger. • • • • 9 • • • • •••••• Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loadcsnust be reduced proportionally when other load durations govern. ; ••• • •••• Page 4 of 6 ESR-2203 t , TABLE 1B—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (�/6 InQh Maximum Gap Between Supporting Member and Supported Member–Maximum Number of Nails into Supporting Member) DIMENSIONS 4 FASTENERS' ALLOWABLE LOADS'''. (Ibs) (inches) (Quantity-Type) MODEL No. Into Into uplift, Download W H B Supporting Supported Member Member Co=1.33 CD--0.9 Cp=1.0 Co=1.15 Cp=1.25 Co=1.33 C0=1.6 or=1.6 Single 2X Sizes HTU26('/6"Gap–Min Heel) 1 '/6 5 7/16 3'/2 _ 20-16d 11-10dxl'/2 730 2660 2940 3045 3045 3045 3045 HTU26(1/6"Gap–Min Nail)2 1 % 5 '/,6 3'/2 20-16d 14-10dxl'/2 1250 2660 2940 3200 3200 3200 3200 HTU26('/6"Gap–Max Nail)' 1 '/6 5 7/,6 3'/2 20-16d 20-10dxl'/2 1555 2660 2940 3340 3600 3800 4010 HTU28('/a"Gap–Min Nail)2 1 % 7 '/,6 3'/2 26-16d 14-10dxl'/2 1235 3460 3820 3895 3895 3895 3895 HTU28('/6"Gap–Max Nail)' 1 '/6 7 '/16 3'/2 26-16d 26-10dxl'/2 2140 3460 3820 4340 4680 4940 5435 HTU210('/6"Gap–Min Nail)2 1 % 9 '/,6 3'/2 32-16d 14-10dxl'/2 1330 4255 4355 4355 4355 4355 4355 HTU210('/g'Gap–Max Nail)' 1 '/6 9 '/,6 3'/2 32-16d 32-10dxl'/2 3315 A— 4705 5345 5760 5995 5995 Double 2X Sizes HTU26-2('/a"Gap–Min Nail)2 3 6/16 5 7/16 31/2 20-16d 14-10d 1515 2660 2940 3340 3600 3800 3910 HTU26-2('/6"Gap–Max Nail)' 3 6/16 5 7/,6 3'/2 20-16d 20-10d 2175 2660 2940 3340 3600 3800 4485 HTU28-2('/6"Gap–Min Nail)2 3 '/16 7 'l,6 3'/2 26-16d 14-10d 1530 3460 3820 4310 4310 4310 4310 HTU28-2('/6"Gap–Max Nail)' 3 '/,6 7 '/,6 3'/2 26-16d 26-10d 3485 3460 3820 4340 4680 4940 5850 HTU210-2('/6"Gap–Min Nail)2 3 5/,6 9 '/,6 3'/2 32-16d 14-10d 1755 4255 4705 4815 4815 4815 4815 HTU210-2(/a"Gap–Max Nail)' 3 '!16 9 '/,6 31/2 32-16d 32-10d 4110 4255 4705 5345 5760 6080 7200 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix'('/a"Gap–Min Heel)'following the model number corresponds to installed conditions where the gap between the supporting member and supported member is'/a inch(3.2 mm)or less,and the minimum allowable number of nails,as specified in the table,are driven into the supported wood truss. 2The suffix'(1/6"Gap–Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch J3.2 mm)or less,and the minimum allowable number of nails,as specified in the table above,are driven into the supported wood truss. The suffix'('/a"Gap–Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch(3.2 mm)or less,and the maximum possible number of nails,as specified in table above,are driven into the supported wood truss. °Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1B for a typical installation detail. •"••• 'Allowable loads correspond to installations where the maximum possible number of nails are driven into the supporting mQnbe&%efer to S8&5A 3.3.3 •••• • of this report for nail sizes and required minimum physical properties. •• • 0900 • 'Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. •••••• 00:0 ••.•:• 'Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building gpfl.Ape Sections 4.1 and • 4.2 for design and installation requirements. •.•••• 'HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times vie*Up%of the jp stal•,,vhich • the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),forjoists haviflg 8 Height no gMtb1'than ••••• the height(H)of the hanger. .••••• • ds l-• ••;••' AAllowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated eveb�e uplift laast be .....• reduced proportionally when other load durations govern. ***foe •• • • • • •.•••• of Pane 5 of 6 ESR-2203 ,TAQLEMC—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS–ALTERNATE INSTALLATION s ' • Y y (Minimum Number of Nails into Supporting Member) DIMENSIONS 4 FASTENERS a 4.s.e (inches) (Quantity-Type) ALLOWABLE LOADS (Ibs) MODEL No.' Into Into Uplift' Download W H B Supporting Supported Member Member Cp=1.33 Co=0.9 Co=1.0 Cp=1.15 Cp=1.25 Co=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26(Min) 1% 5'/,s 3% 10-16d 14-10dx1'/2 925 1330 1470 1670 1800 1900 2040 HTU26(Max) 1% 5'/,e 3'/z 10-16d 20-10dx1'/2 1310 1330 1470 1670 1800 1900 2250 HTU28(Max) 1s/e 7'/,e 3% 20-16d 26-10dx1'/z 1920 2660 2940 3340 3600 3800 3905 HTU210(Max) 1% 9'/,s 3'/z 20-16d 32-10dx1'/2 2760 2660 2940 3340 3600 3800 3905 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix"(Min)"following the model number corresponds to installed conditions where the minimum allowable number of nails are driven into the supported wood truss.The suffix"(Max)"corresponds to installed conditions where the maximum possible number of nails are driven into the supported wood truss. 2Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 C for an alternate installation detail. 'Allowable loads correspond to installations where the minimum allowable number of nails are driven into the supporting member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. sTabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. sAllowable loads are based on a maximum allowable gap of/2 inch(12.7)between the supporting member and supported member. 'HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for joists having a height no greater than the height(H)of the hanger. sAllowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. 13/4" `I I ° -T r • • ° f e e j s 0 9 1, 00 00 O • e ° 00 0000 00 • • 0 00 �a o • 0000 0000•• °t O 00 omo moo • • •000 •• f o oo�0 0 0 opo o�o • • ,,50N moa oo 0o •0:• 0000 0000•• W oc � 0000•• • • • 0000•• �y/ `� 0000 • • • • • 0000 0000 0000• FIGURE 1A—HTU SERIES HANGER FIGURE 1 B—TYPICAL HTWIMILLATI&N.•:• 9-9:600 •• •c • 0000•• • 49 0 090* 0000•• • • • • • a 0000•• 0000•• e I 0 0 0 0 gut ` 00I 00 But I I I 000j 00 utt 00�Cp to 00 FIGURE 1C—ALTERNATE HTU INSTALLATION Page 6 of 6 ESR-2203 ` TABLE 2—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS DIMENSIONS FASTENERS' gLLOWABLE LOADS 2.3.4.s(lbs) MODEL No. 'inches) (Quantity-Type) W H Into Supporting Into Supported Uplifts Download Member Member Co=1.33 Co=1.60 co=0.9 Co=1.0 Co=1.15 C°=1.25 6-10dx1'/2 615 730 640 710 810 875 LUC26Z 19/is 43/4 6-10d 4-10d x 1'/2 615 730 640 710 810 875 6-16d 615 730 760 845 965 1040 10-10d x 02 925 1 1100 1065 1185 1345 1455 LUC21OZ 19/16 73/4 10-10d 6-10d x 02 925 1100 1065 1185 1345 1455 10-16d 1 925 1100 1270 1410 1605 1735 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'Allowable loads correspond to installations where the maximum possible number of nails is driven into both the supporting member and the supported member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. 3Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. 4The maximum allowable gap between the joist end and the supporting member Is'/a inch(3.2 mm). sLUCZ series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for nominal 2x6 joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC21 OZ. sAllowabie uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. m 0 0 0 0 0 0 0 0 0° 0 0 0 s o j • • • • •••• •••••• •• • •••• • • 000000 •••••• •••• •••••• • •••••• FIGURE 2—LUCZ SERIES HANGER AND INSTALLATION DETAIL •see*• •0000 • • • •••• •••• ••••• • •• •• • •••••• • • • • • •••••• • • • - — -- 2 - ------ - I — — 4 ' -- --- -- -- 6 -- - --- - rrae'?n„ooisTRicr 6 x 6 PT WD BEAM ATTACHED TO7HtrAn0M5TRcr COLUMN W(2)1/2 X 18 _ j LONG LAG SCREW riDf.AR-W SITE INFORMATION: IMIA etgREB � 6x6PT _ LEGAL DESCRIPCION: I CTORCERONR M BA PIC I.MX f166 THE OR -06630620021 I «� PU OF IMM-8� SM wurOND t m000s SCOPE OF WORK: ALL WOOD PT RATE #2 ; P��-282 SM PERGOLA-DECK& 080 � DAMIL �G ~ sfu er.cff -- SOIL STATEMENT: LUC26Z SIMPSON TIE FOUNDATION SYSTEM OONSW OF SPREAD NON SEARNG FOUND Al” W(10)XU x 11/2"NAILS RSC EI�7- fi0NollpAaTEO LBIEROCK OR hAL W - - APR 01 2016 I - ABOVETTM STARM ARE FOUND. BY: 12= -- .\3lr • -•(4)4x8 PT#2 WD BEAM 2x6 PT#2 WD BEAM �'J• ••••• W(2)1/2"DIAM THRU BOLT. No G�rca�L�CTL •0 • Aj O�dM�/� G— 96.6666. � 9999. 999969 • • 9.6.6 - - - •6"x 6"PT#2 WOOD A/ /U�rtf �I.C '9999' - - --- _._ ---- - COLUMN - - - •--- 99:99` .fir.. tPROVI A3 � G .. oo ....66 MATERIALS: -� 9999 • M AROUN • ' : ..9�.. ALL WOOD NEMBM TO BE: I MIAMI SHORES VILLAGE ; 0 • :"�"' '`� • S CT VMUCTLPAL SPRUCE PM E PT _ ELS � •r-� �:-� Fb•12M� j ! APPROVED BY DATE � `n�` II— Fos = Ft 700 Od fFUNDATION NOTE: NEW 27"X 7"X27" Q CD LAJ CL CONCRETE: DEEP CONC.PA / p_ CD22 n 3000 PSI 9000 pd IN COMPRENS810N AT 90 D (!) =AY8 ZONING V " S lj I = ' f--- r _ ALLLLt J __CONNNECTORS TO ',ANI2ED STEN. / NG CONCRtEIE _ I � I iii%�. moi• i � CTURAL � W �� f-•1 , DE INFORMTION• THE STRUCTURAL SYSTEM FOR THE STRUCTUM HIS BEEN OE8K*M N ACOORDIMICE VM THE 2014 RARDABULDINO - COOE.NDS 2006rA�Cl 31806,ASCE 7-10THE PQLLONYN3 /\/\ a. ij,�ij\//\//\//�/�\//\//\//•\/j\/�\// ELECTRICAL 27 IN ,/\\j/\\j/� /i\y/\\j/\\j/\\l\ij\\j/\\j/\\jj.y/\\j/\ et�e au+rnrs LiOADNGB HAVE BEEN U11.QI:D: ° WIND: 3 SEC.GUST SPED■tts PLUMBING OA \\//\\/\'�\,\ \ \ \ Z, " r MOTE j % % / /\\// �\�%``//\\//\ /\\//\`%\/1\/ /�/HA9� SiO�THAT STRUCTURE 18 NOTT+0 BE �\j\\,\��\j\\j/\j�\jam\j/y�j\\/\\/\\/�� tECHANICAI 1-5 ROOF C� a MIN 27" LOADS: (ASCE 7-10. FBC-2014)LLsO(NOMANTENAM ,--- OPEN TRELLIS SECTION BLDG. DL 10 PSF(901W WOM SCALE N.T.S w FOR OBI;TRUCT® SUBJECT TO COMPLIANCE WITH ALL FEDERALIMMURE DESM FLOW,NOCCVEIROWL WAPPLIED STATE AND COUNTY RULES AND REGULATIONS+ ouauna+, F A , l i 1I . —� --- ---- -- 1 a - --�— — -- b --- - -_ .-_.--. ----- CCPYMCHT RESE16M SIDES T BACK ` �6G+7}+e-nr,00isTRfcT ' t T� 12' ThMFATK)MTKCr11 " 3M W 79 AV. CORAL- -3=PHONE7w 59 twt �' i•.: ' VICTOR CI`RON PI` — — BBQ 4 y Q cAtaon 1 � HAM�WVZ K �- 6" x 6" PT WOOD MO NE:\ � DE:756-282 5292 ' COLUMN TYP SECTION DETAIL e ° BBQr� �--2" x 6" PT WOOD RAFTER PAVER$ INSTALLATION N.T.S /--4'1 x 8" PT WOOD BEAM PAVER TRAVERTINO TYPE ! 20 CLEAN SND r MIN i' ✓ > a Z, LEAE ROCK WELL CONTACTED •..• : :� •. 26 13-6 �T- ...,.. ... ...... �y /=RLLIS ; �' 1'-8" ...... ...... . _ .... ...��.y . . v; \,<7- 1 -8 .. . ..... 00L.Lj LZ . XN 0 olw \�21\<,\�///<��/,��\\��l\"/\Xl\ </l / .. > � � \ j \ O W ia_ z N L:j CD REM5045 >/ , \`l \ \ / / ME OMI�IIW 2 OPEN TRELLIS FRAMING PLAN SCALE 1/4" = 1'0" orAiourar, �^�. ��I2 1 I 2 I 3 --�— 4 — 5 1 �' -- COPYRIGHT RESERVE THE=t. CLNS�+IGT TM[fATOMTRICT =670SYNTHETIC WOOD PAL NN t.U --- 2"x 6"PT JOIST ATTACHED TO END JOIST roW+E-7e-=00) W/LUC26Z SIMPSON BUCKET o I 6 -1 OD NAILS TO COLUMNS -_ _ �4;-10D 11/2 NAILS TO RAFTER1/1 VICTOR CCKON PE 4"x 6"PT JOIST ATTACHED TO COLUMNS CM 43021 LUC26Z SIMPSON BUCKET SW FOWANM E WO#105 (6)-1013 NAILS TO COLUMNS WAN FL 30V3 (4)-101311/2 NAILS TO RAFTER rMrrE 736-232 sxss -- 4"x 6" PT JOIST ATTACHED TO COLL -- ' __ --- 4"X 4"PT COLUMN 4" X 4" PT COLUMN I� LUC26Z SIMPSON BUCKET • '/~. ' .....} (6)-101)NAILS TO COLUMNS I 16" I '••• �«�. .• (4)-10D 11/2 NAILS TO RAFTER X00-5" 5 CONNECTIONS JOIST DETAIL •:::: ..., :•••• DETAIL B ..... . . ..... 40 00 • -- -- _ — 2"x 6" PT WOOD LEDGER ATTACHE "'�' �rw�••� NEW DECK TO EXISTING CONCRETE W 1/2 X6" •..' �, (4" EMBED) EXPANSION ANCHORS '. : Cr LLJ (n LL- SYNTHETIC WOODO W LL C� m -- - 2'�c�PTIMOOD LFDOBt ATT/It;FE© I o TO EXNffM CONCRETE W 1R X'L0W (/ L�= w 2"x 6" PT JOIST ATTACHED TO ENC (4•EMBED)EXPANSION ANCHORS AT 24"o.c z t!1 u W/ LUC26Z SIMPSON BUCKET (6) -1013 NAILS TO COLUMNS �r� (4) - 10D 11/2 NAILS TO RAFTER t rr7 Q z— 2"x 6 "PT WOOD JOIST ATTACHED TO LUC26Z SIMPSON BUCKET �6 -101)NAILS TO LEDGER 4;-10D 11/2 NAILS TO RAFTER rrNtKALwTrs -' EC FRAMING PLAN / b. D T@ Cl.11.OI Q CONNECTIONS DETAIL = - DETAIL C .� rso®m we atir" .1 A3 Z � • 1 Mw/S LA0 TMCI�A-•.•DISTRICT Ir>r-�•AI Q D IN SIDE BACK SIDE BACK NMlYSM � p 17-11' 11-T q BACKrw�oa ❑ y � C7 MIS• 15 i�n.l' !�a .rR.lamlwr�l � s� .rR®s•I p a c 1 STORE' C.B.S. '011221 \ D Q V1 • 1• 0.0000 d ( I 000.0• •• • 0.09.0 2�"��°1O� e I X91 •••••• a ° � 0000 • •• 0000• •0.90• • • •• • 999•• p •• 0000•• w ...�. c PCOL d ° a •W`-� • ••• v •/_ • • • J J bad:** 0000•• of (n m D W H ix p v D C9 �/ O W a. v o a °D w Z Z(/� Q n ° W C4< =(n D ° O rn Q G q�777777 (WlM NON) ,9I '919t 7 SITE PLAN SCALE 1/4" = 1'0" im aa�..am><.o1ar �JI=4 .i� � I 2 I I 4 J -' I 6 - COPYRIGHT RESERVED ow • ^ THEPATADISTRICT • v TrzrATvp5Txcr 1305 NIN A AV. PHCME-776-6117107 _ _ f V�ICTOK CERON PE. CML Bien OW rmrtA14MUE BLVD t ms ° a SIDE SE T BACK �' NUM R X172 v D 1 Z-11• c,b i FHOMe.gee-282 SM — 4 sio c a eaw!Eiu � REAR$ETBACK-� - - r.rPrwoao = � Ll �- -{f �. no xriTwoe•7VP�x �� 1 I, ex rPT 1M70CidY1 �_� I _'+ � C=A �- d - DI TRELL16 J Q � '•f I D v Q r -�' O a Q V LLLJ y y�'I NEW DECK! STORY C s B a S �{ r I - l' J r- 'I ___�_ � p d � '•ine y v WPEN TRELLIS FR,tiMWOPIAN �+ ••••• •••• •••••• I • '�•� Q vl - J/ I •••• •••• • • k' � D I � • • • Q D ••••• 1090 • �••••• ° • P CH a I ":•: j r� •• _, p � .,,:,� I �-'� • rte. • a e / v Q ''� • • •••••• w Li W i LLJ TY S aD a ISJ W_ ID Q C- N Q Z--'I W 4 cm 2R NOTLS -- (lVKIdc1 NON) SITE PLAN _•.>�Y I SCALE 1/4" = 1'0" _" �W{NG TIO" .-7 OS•li M OM•Y ih •Y al•vl7p n: �r�, vRti:iw1 1, - - --- A4, .. .. . . . .. .. . 1 2 3 4 S 8 . • as.nn sn. • ••• • •• • •• • • i i ••• i i i•• ••• Vcr%cGOOWR aa•ra a �D BACK SIDE T BACK S7 N0IIII0711111->wlm �� d ° m ❑ v a a �wrs Li F�, STORY C.B.S. NEW ° p p° U W 2lo=NVau FPMlNQFLM ° 9 Q a ° ° ° O 46 o a Q p P C H a v m 00 v c a M v m � O v ° p N� w v a Q L^LJ W Q ° v ° Q O= I..L C/7 L� m LstJ °° ° U v ° -3- All ° ° p °°a V)La cW Z 0 Q OW (1VM NON) �gi 'ggi SITE PLAN 7 ` SCALE 1/4" = 1'0" Q A4 • + 1 1 d 4 p • w •+• • w • • ••• ti • ••• • •• • •• • • + •• • •• • �%TticPnnoDierraCr • • •• • • •• • • •• V "' " • • • • • • w • • • 71CfrQ • s • ••• • ••• • MMrd • ••• • • • •• • • • w • • • • • v •• • • • • ••• •• Vc7mczXoHm mmulvgwM SIDES T BACK SIDE S T BAC v o 12'_11 " 11 ._7.. 111_7" �--w.• BBQ REAR ET BACK 6"x 6"PT WOOD ❑ 15� COLUMN TYPIIIN �jl V ❑ U B 13Q [3 r+ 2"x 6"PT WOOD RAFTER r 4"x 6"PT WOOD BEAM W O Jd 20' 1T Or Q TRELLIS 1'$" m 0 0 N rM O J Of > c , 1 L- N w 151-1 26'- o L o NEW DECK Z c=n �m Jo- is 15' Lo.< H a o LTJ mou�wRa WAMS � M �•1 2IOPEN TRELLIS FRAMING PLAN PE < SCALE 3/16"=,V - aim w� � • 4 _a STNCPn lL>O19TRICT as MA, Irk-�M Q 6x4R WD N wwlo �emt rrx.-xrw. 4x$Fr wo w •x�rr 1NpMM1 0417-2-11b v fill 11 Illil 1111111 V •• REAR ELEVATION 81/4" SCALE 1/4"=17 . ; C5.... W f'M1•.4M .. ..... . . M..PP. . . ..... qp— Z �.. +4) p .. ,...... LTJ ...... oW • N Z(= W xx4rrxew fxrrrwo W tpQ Q s:xrr�o�w�w I"— W :sn MowG D MWNLW a "s LJI SEA WALL — —1 9ISIDE ELEVATION Swaim! i .,. SCN.E 11►� 14' r =AS COPYRIGHT RESER'rED • TI-IF-PAT i?OISTRtCT \I • 10 -merATlOP5TKCr 3m WA AY. NAY-rL.33172 PHOW 778-90 2707 n"NAap�fodM'gealn �/ VICTOR CCKON rr CS&87027. 8880 FONTABJEBLM BLVD 0ID5 MAM FL 00172 6x6PT WDBEAM PMOUIE 786-282 5292 BARM10 4 x 8 PT WD BEAM sE, EVCL,[ i 10-6" 6 x 6 PT WD BEAM — — -- I -- - -- 0000.. REAR ELEVATION •••:• •'/L��,' 0.00•• 0000. T SCALE 1/4" = 17 •••••• 0000 .0000 . 0000 . 0000. 0000.. . 0000. .. .. 0000.. r oO • �L • 00 e ... . • ..� .� EL W LJ W W O cl, � O = U-a wLLJ = F- -J Z M 6x6PT WDBEAM Q CD 4 x 8 PT WD BEAM Lf) �J 6 x 6 PT WD RAFTER W 10�'i" c�veRnLr�oTt:s 6x6PT WD BEAM F P SEA WALL 91_ SIDE ELEVATION - " ae.Im n Mn A1Y" 2 I 4 5 I _ 6 _ COPYRIGHT RESER�EC —A.& — , ,R,QISTRFCT ■ I� '' rT,HGPATI0M7Kr—T SUMMER KITCHEN PLAN ' �,>�-Ilmn, SCALE 11C IV KITCHEN COUNTER Q VICTOR CrxON rr- C04L as= OW FOWANEOLLE SVD+m5 MALA FL 0012 �Ft1DNE 786—131 5292'-- 00 RGEC-YlYF @APJWO YK LUGMf[1Rr. `.� 2,_611 �Ka�F BBQ SIDE BURNER •�.• ...::i •. Wes —_ — --- --- 21_��— ---- -- — --- -- ,a,,, ,,,,,, a *0009of . . ..... �.. ... ryiq 00 s . . 11 I— �—� `_�ljSUMMER KITCHEN SECTION SCALE N.T.S 0 0 O O O GRANITE o z �— w J � �cry — Q-r o� z STUCCO FINISH Q r f-- o w; — I I �Gr1dClttALNOTrS '�� BLOCK . . . :.. NEW Ar THICK .. a. �� .■,.— / /\ CONCRETE SLAB \\ \\ \\ \\ \\ \\ \\ \\ \ \ \ \ \ \ \ \ \ \ \ rid/i� A/i�/iA/i /iA 1 /i�/i�/i�/i�, m= - 1 I 2 4 ✓ 6 `.,OPYPoCHi REQR4ED .,.• - 2 x 4 PT WOOD ATTACHED TO nies'AT��'�orsrRlcT � % (2)3"NAIL � _ — THCf•ATpOLSTRICT 3306 IMI T AV. Yf PHOW.7K-0=U � I 2xsrrvoltl1 m VICTORCCRONfr- ' aw_ea6a 3 2)H2.5 SIMPSON TIES WITH 3.5 NOA APPROVAL FL#10456.11 ! 3 (5)10D-1 1/2 NAILS INTO WOOD RAFTER IM FONMkil FL 2. a los (5)10D-1 1/2 NAILS INTO WOOD BEAM. 70 R�n " __ rr+oNe lea-sax sass 16 W pIW71♦OI�OLT °°a" "Bolero ALL WOOD MEMBERS TO BE SELECT STRUCTURAL SPRUCE PINE — 8"x 6"PT COLUMN sK ALL WOOD PT RATE#2 l I � I �IlE ,..,. .y,� ..,... 1_J l ,,,,,• • -c; ,IL s •,,,,I rPROVIDE FIBERED ROOF COATING • • • AROUND EMBEDED PT WOOD COLUMNir— FUNDATION NOTE:NEW 2T X 71"X 2T • • • •••0 _ FOOTING 3000 PSI • • PROVIDE 2#5S THRU WOOD COLUMN •• •�• MIN 3"RECOVER ,Lr •I_J W EIaNTINGPAVIII!QtS �.. jil 11,1111111111 [' illfluj� F, 11111 iiii IN PROVIDE 3#53 W!M/3"COVER FOUNDATION ' \j�// // //,�/ // 7/// Lil 1�_ X�j7 \//\\//\\� i\\//\\; / / /\� \j/\\j/ 2T' itv\� \��\\/� j\\//\\//\\//�\ //� %/\\//\�/j /jj ,%/j///>� //j! //\%\i\\//�1;i��/i\//�i;�\//\\// /\\// e (� L LI j\��\\ j� j�� '�'\j/ /\j/��/j/\j n \ m / // / // / ,, // / /i / /. /i / ��!i�/�.; /ice/i�/,%/ice/ice/��/ice/i�E/�/ice/i./ /�✓i.!�.�/ /\//\//\/ . ¢Q CD ��\�� \�\,.� SECTION TRANSVERSALLLJ Lf) ow zrMIN 13 SCALE 1/2" = 1'0" GLNCRALNORLS i wie or.nnw� . I D1tAWING®[MTYhTION_.._ —=S awrwa 4F1®M