Loading...
RC-15-1624 (2).# •vYrw�r'�i'`fu��+'f��tyf.9iS.+�r..:..J .'t ..y. Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Permit Type Owners Subdivision/Project Construction Type Square Footage Description of Work Location 1201 NE 94 ST Miami Shores, FL 33138-2439 RESIDENTIAL CONSTRUCTION BERNARD LEE NONE V- B 526 INTERIOR RENOVATION & ADDITION Bldg. Permit No. RC-6-15-1624 Contractor Date Issued Occupancy Load Occupancy Type Applicable Code OM CONSTRUCTION SERVICES LLC R-3 2014 FLORIDA BUILDING Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE re* s Ismael Naranjo, CBO 7F • t4ir6 A REPLACEMENT COST REPORT OF A SINGLE FAMILY HOME LOCATED AT 1201 NE 94th Street Miami Shores, FL 33138 FOR Bernard Lee Miami Shores Village BY APPRAISALFIRST REAL ESTATE APPRAISERS LLC 1444 Biscayne Boulevard, Suite 211 Miami, Florida 33132 DEC 3 0 2015 • • . . •• • .. • •. . • .. .... . • • . • . . .... ..• .. . . • ..• .. •••• -. • • . . • • . • • • ••. • •• • • ••• • ••• • • • •• •.• AppraisalFirst Real Estate Appraisers LLC 1444 Biscayne Boulevard, Suite 211 Miami Beach, Florida 33166 Phone: 305-470-2100 Fax: 305-381-8047 E-mail: residential a apnraisaltirst.net E-mail: conuuercial,appraisallirst.net October 5, 2015 Mr Bernard Lee via email: bleehp@gmail.com Re: A replacement cost report related to providing a letterfor the depreciated building value of a single family home located at 1201' NE'94th Street, Miami Shores, FL 33138. Dear Mr Lee: As requested I am writing this report to estimate the reproduction or depreciated cost, based on the present condition of the property, for the above. referenced subject building. Once again the costs and depreciated building value are reflective of the current condition of the property. The, replacement cost new estimates will be provided via the "Marshall Valuation Servipa • p nationally accepted construction cost reference guide. The cost estimate -includes labi>,k, materials, supervision, etc. The figure also includes normal site preparation, and utility lirr,s4v1;ri lot tine.tp• building. Other soft costs such as professional fees, real estate taxes, :f financing feecek6impact foes are not included. The depreciation is based on the current average condition of tholtp;rty. Psas d: on the current condition of the improvements, the physical depreciation based on the ale/life meiho7 is 27%. •• ••• •• • . this reproduction cost report is considered to be a restricted appraisal in accordalice wit Staid dt • Rule 2-2© of the Uniform Standards of Professional Appraisal Practice (2014-2l15/and the'Code of Ethics of the Appraisal Institute and the guidelines according to (USPAP). Thisreport is for trio- sole use of the intended user. The subject property consists of a one-story, single family home that was built in 1959 and is of a good construction quality. The home includes an adjusted area (as per Public R.ecords) of 2897 square feet. The home had been in mostly average -to -good condition on the effective date. Page 2 The house is situated on a 14,295 square foot, single-family zoned lot in Miami Shores Village. Appraiser: William K Griffith, SRA Cert Res RD 1480 Purpose of Assigmnent: The purpose of the report is to provide a reproduction/depreciated cost estimate of the subject dwelling. Intended Use of the Report: The client intends on using this report for renovation purposes Interest to be Appraised: This is a reproduction cost analysis of a home owned as a fee simple estate. Legal Description: Scope of Work: Marshall Valuation Service: MIAMI SHORES BAY VIEW PB 40/16 LOT 1 Miami -Dade County Florida The scope of work included: inspecting the subject property; referencing the "Marshall Valuation Service", a nationally accepted cost manual; and estimating an appropriate depreciation rate for the improvements. According to the "Marshall Valuation Service" the, subject improvements are classified as a Class D-Ill (Masonry Veneer) High Value Residence, with an estimated economic life of 60 years. In estimating the replacement cost new for the building, a designated cost via the "Marshall Valuation Service" will be applied. • • • • . • .• . • The depreciated building value will be based on the economic age -life method!. A ratio tithe. ' • buildings effective age to its total economic life is applied to the current replacemgV,{Q4t new of tine • improvement. This method is most effective in analyzing older buildings where the.a e of the long-. • lived and short-lived items cannot be easily estimated. According to the "Marshall Valuatiorr� • • Service" the subject improvements have an economic life of 60 years. . • ." •.• .. .... • However, the typical single family home in Miami Shores have far exceedtd i'h 'ir specified ' economic lives. The subject home is 56 years in age. A more practical econorrec life. of 75:years • 1 is estimated. .. . . ••• •• • • •• Page 3 Marshall Valuation Service: (Continued) Taking into account the condition of the home, which has had some updating through the years, including a modern kitchen, the remaining economic life equal to 73% of the estimated 75-year economic life, or 55- years will be applied, indicating 27% depreciation. Also considered are the higher ceilings. The following is a summary of the replacement cost new and depreciated value for the subject single family home. Improvement Type High Value Residence Section & Page ' 12/27 Building Structure Class D (Masonry Veneer) Type II Direct Cost Per SF $268.95 Adjustment Multipliers Height 1.08 Current 1.06 Local , 0.98 Adjusted Direct Cost Per Square Foot $301.74 Building Size/SF 2897 sf Replacement Cost New $874,141 Actual Age 56 years Effective Age 20 years Economic Life 75 years Depreciation Rate 27% (Eff. Age / Eco. Life) Physical Depreciation $236,018 (Cost New x Depreciation. Rate) Depreciated Building Cost $638,123 (Cost New - physical Depreciation) . . . .. . • .... .. • • • .... . • . .... .. • • 4 . . • •. •. ... • . . • . • . • . • • . • . • .. . .. • .. Page 4 . .. • • : . . • • • • • Based on the cost manual described herein the depreciated building value of the as of October 5, 2015 is $640,000 (rounded).. If youhave any questions or need further assistance please do not hesitate to call 2149. Respectfully Submitted, William K Griffith, SRA Cert Res RD 1480 bill cr)appraisalfirst.rnet Page 5 subject property, me at (305) 470- . • . . . • • .. • .. • . • .. •• • • • • • .••• • •• • ........ •••• • • • • ....•••• • • • • • • • . • • • •• • • • .. • • • ••• • • • • ADDENDA . . . .. . . • . .. . . • • • . . • •• • • • •• • • •••••••• •••• • • • • •••••••• • • . •... • • • • • • • .. • • • ••• • • •• • ..• • • CERTIFICATION I Certify to the best of my knowledge and belief: - The statements of fact contained in this report are true and correct. The reported analyses, opinions, and conclusions are limited only by the reported assumptions and limiting conditions are my personal, impartial, and unbiased professional analyses, opinions, and conclusions. - I have no present or prospective interest in the property that is the subject of this report and no personal interest with respect to the parties involved. - I have performed no services, as an appraiser or in any other capacity, regarding the property that is the subject of this report within the three-year period immediately preceding acceptance of this assignment. - I have no bias with respect o the property that is the subject of this report or to the parties involved with this assignment. - My engagement in this assignment was not contingent upon developing or reporting predetermined results. My compensation for completing this assignment is not contingent upon the development or reporting of a predetermined value or direction in value that favors the cause of the client, the amount of the value opinion, the attainment of a stipulated result, or the occurrence of a subsequent event directly related to the intended use of this appraisal. My analyses, opinions, and conclusions were developed, and this report has been prepared, in conformity with the Uniform Standards of Professional Appraisal Practice. I have made a personal inspection of the property that is the subject of this report. No one provided significant real property appraisal assistance to the person signing this certification. As of the date of this appraisal William K Griffith, SRA has completed the conthlim education program of the Appraisal Institute. . William K Griffith, SRA Cert Res RD 14890 . . . . . ..• .. .... October 5, 2111.E • • • • • Date • • • • • • • • . •• • • • •.• • • • • ASSUMPTIONS AND LIMITING CONDITIONS The value conclusion and certification within this report are made expressly subject to the following assumptions and limiting conditions as well as any further reservations or conditions stated within the text of the report. 1) No responsibility is assumed for the legal description or for matters including legal or title considerations. Title to the property is assumed to be good and marketable. 2) Responsible ownership and competent property management are assumed. 3) The information furnished by others is believed to be reliable. However, no warranty is given for its accuracy. 4) It is assumed that there are no hidden or unapparent conditions of the property, subsoil, or structures that render it more or less valuable. No responsibility is assumed for such conditions or for arranging for engineering studies that may be required to discover them. 5) It is assumed that there is full compliance with all applicable federal, state, and local environmental regulations and laws unless non-compliance, is stated, defined, and considered in the assignment. 6) It is assumed that all required licenses, certificates of occupancy, consents, or other legislative or administrative authority from any local, state, or national government or private entity or organization have been or can be obtained or renewed for any use on which the rental survey contained in this report is based. 7) It is assumed that the utilization of the land and improvements is withinthe.lsoundafies of • property lines or the property described and that there is no encroachmentg;tr •�yspass these • • • noted in this report. •. • •••• • • • 8) Possession of this report, or a copy thereof, does not carry with it the fief of pu• blic oii' • • It may not be used for any purpose by any person other than the party to whomit is addresseci. without the written consent of the appraiser, and in any event only with, pigper written • •• qualification •and only in its entirety. • • • • •• • • •• • • ••• • • • • ASSUMPTIONS AND LIMITING CONDITIONS (Continued) 9) The appraiser herein by reason of this assignment is not required to give further consultation, testimony, or be in attendance in court with reference to the property in question unless arrangements have been previously made. 10) Neither all nor any part of the contents of this report (especially any conclusions, the identity of the appraiser, or any reference to the MAI or SRA designations) shall be disseminated to the public through advertising, public relations, news, sales, or other media without the prior written consent and approval of the appraiser. • 11) The existence of potentially hazardous material used in the construction or maintenance of the building and/or the existence of toxic waste which may or may not be present on or under the site was not observed during our inspection. However, we are not qualified to detect such substances. These substances, if they exist, could have a negative effect on the estimated value of the property. The user of this report is urged to retain an expert in this field if desired. 12) This assignment was not based on a requested minimum valuation, a specific valuation, or the approval of a loan. 13) The client intends on using this report for dwelling renovation purposes. 14) The client understands, as per the engagement guidelines of this assignment, that all data related to estimating cost and depreciation is retained in the office file. . . . . .. • .. • • .. . • .. • • . • .... • • . . . .... ••• •• .... • • • . ........ • . • . . • • . . • •• . . •• .. . • ... • . . • . RESUME OF QUALIFICATIONS: William K Griffith, SRA GENERAL EDUCATION: Florida State University B.S. Degree 1980 PROFESSIONAL EDUCATION: APPRAISAL INSTITUTE FHA & The Appraisal Process 2014 USPAP Update 2014 Florida Appraisal Law 2014 USPAP Update 2012 Florida Appraisal Law 2012 The Unifonn Appraisal Dataset 2011 The Real Estate Market 2011 2011 Residential Design & Functional Utility 2010 Reviewing Residential Appraisals & Using FNMA 2000 2010 Roles & Rules Of Supervisory & Registered Trainee Appraisers 2010 Market Conditions Addendum/1004MC 2009 Analyzing Distressed Real Estate 2008 Co-ops & Condos 2008 Small Hotel/Motel Valuation 2008 Business Practices & Ethics 2007 New 1025-Small Residential Income Property Appraisal 2007 PROFESSIONAL AFFILIATION: SRA, The Appraisal Institute National Association Of Realtors, Florida Association Of Realtors Miami Board of Realtors, Marathon/Lower Keys Board Of Realtors BOARD EXPERIENCE: • Board Of Directors, South Florida Chapter Of The Appraisal Institute 2004-2006 LICENSES: Cert Res RD1480 (Florida), Real Estate Broker (Florida), Notary Public, Florida REAL ESTATE AND APPRAISAL EXPERIENCE: Partner/Owner, AppraisalFirst, LLC Vice President/Residential Manager, AppraisalFirst, inc. President, Biscayne RE Group. President, Coast To Coast RE Group. • • • • • • • •• • •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • 2011-Present• • 1987-2010 1997-Present ' 2009-Presept • • • •• • TYPES OF APPRAISAL SERVICES: Single Family Residential 2- 4 Family Dwellings FHA REO Relocations New Construction Vacant Land Condominiums Multi-Family/Apt. High Value Dwellings Estates/Litigation Appraisal Review Construction Draw Inspections Blueprint Review Cost Reports SERVICE AREA BY FLORIDA COUNTY: Miami -Dade, Broward, Monroe (Florida Keys), Palm Beach, St. Lucie, Martin • • • • • • • • • • •• • • • • • • • .•• • • • • •• • Property Search Application - Miami -Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3205-010-0010 Property Address: 1201 NE 94 ST Owner BERNARD LEE JTRS DEMETRIO T LORIS JTRS Mailing Address 1201 NE 94 ST MIAMI SHORES , FL 33138 Primary Zone 1400 SGL FAMILY - 3001-3250 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths lHalf 3/2/0 Floors 1 Living Units 1 Actual Area 3,250 Sq.Ft Living Area 2,720 Sq.Ft Adjusted Area 2,897 Sq.Ft Lot Size 14,295 Sq.Ft Year Built 1959 Assessment Information Year 2015 2014 2013 Land Value $435,712 $386,537 $260,741 Building Value $246,390 $207,874 $209,511 XF Value $13,715 $13,727 $13,741 Market Value $695,817 $608,138 $483,993 Assessed Value $695,817 $472,758 $465,772 Benefits Information Benefit Type 2015 2014 2013 Save Our Homes Cap Assessment Reduction $136,360 $18,221 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Short Legal Description MIAMI SHORES BAY VIEW PB 40-16 LOT 1 LOT SIZE IRREGULAR OR 19890-0504 08 2001 1 COC 22016-0443 01 2004 1 Generated On : 10/8/201! 2015 Aerial Photography 200ft Taxable Value Information 2015 2014 2013 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $645,817 $422,758 $415,772 School Board Exemption Value $2 • • $2:,ee vF,000 •• • $v.0. Q Taxable Value $676 41,7 6 $442,758 • $440,772 City • • •• •••• Exemption Value •••••• $50,QQ0• • • $50,000 • $9sf001 Taxable Value $645,111I7. • • $44766 •: $416r712 • Regional • • ••••a• •••• Exemption Value •• • $50i00.• . ■•.-. $50,000 .... $50,000 Taxable Value $64;817 : $422,758 • $416.7J1 • Sales Information • • • • • • • • • • • Previous Sale Price OR Book - Pa a 9 PIP II Qualification Description 07/31/2014 $1,022,500 29260-1300 Qual by exam of deed 01/01/2004 $667,400 22016-0443 2008 and prior year sales; Qual by exam of deed 08/01/2001 $432,500 19890-0504 2008 and prior year sales; Qual by exam of deed 12/01/1993 $290,000 16197-1048 2008 and prior year sates; Qual by exam of deed The Office of the Property Appraiser is continually editing and updating the tax roll. Th's website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at htto://www.miamidade.novTnfo/disclaimer.aso •• • • •• • • • • • • •• • http://www.miamidade.gov/propertysearch/ 10/8/2015 CALCULATOR METHOD HIGH -VALUE RESIDENCES SECTION 12 PAGE 27 August 2014 CLASS TYPE EXTERIOR WALLS INTERIOR FINISH LIGHTING AND PLUMBING *HEAT VI IV 111 Special site -butt sash and entries, best clay, slate Best masonry, much fine trim and fenestration Custom ceilings and cabinetry, inlaid parquet, matched stones and woods Extensive fixtures and custom Complete hardware throughout H.V.A.C. COST Sq. M. Cu. Ft. Sq. Ft. $4,914.30 $57.07 $456.55 Fine bride, cut stone, heavy roof, best metal, tile, some artglass Coffered ceilings, site -built cabinetry, High -quality fixtures, structured wiring, niches, many extras high amps, fine hardware Complete H.V.A.C. 4,123.37 47.88 383.07 Good plaster, ornamental detail, marble, Good custom fixtures, more than one Complete custom carpet, parquet kitchen or food prep. area H.V.A.C. Face brick, stone trim, slate or tile, Plaster, good detail, custom ceiling, wall some custom sash and floor finishes 3,460.95 40.19 321.53 II Brick or stone, slate or metal, heavy structure, solarium Some special custom fixtures, electrical Complete and plumbing, integrated systems H.V.A.C. Plaster, some ornament, tile, average Custom fixtures, electrical and Complete custom carpet, hardwoods plumbing, home automation H.V.A.C. 2,905.96 33.75 269.97 2,440.09 28.34 226.69 Good brick, stone trim, skylights, shakes or metal on good structure Plaster or best drywall, paneling, custom Some special fixtures, more than one Complete vinyls, terrazzo, hardwoods bath per bedroom 2,049.47 23.80 190.40 D MASONRY VENEER VI V IV Special site -built sash and entries, Custom ceilings and cabinetry, inlaid Extensive fixtures and custom Complete best clay, slate parquet, matched stones and woods hardware throughout H.V.A.C. Best masonry veneer, much fine trim Coffered ceilings, site -butt cabinetry, and fenestration niches, many extras 4,931.10 5726 458.11 High -quality fixtures, structured wiring, Complete high amps, fine hardware H.V.A.C. Fine masonry veneer, trims, best Good plaster, ornamental detail, marble, Good custom fixtures, more than one Complete meta!, tile, some artglass custom carpet, parquet kitchen or food preparation area H.V.A.C. tll Face brick veneer, stone trim, slate or Piaster, good detail, custom ceiling, wall the, some custom sash and floor finishes VI Best sidings, EIFS, much fine trim and Coffered ceilings, site -butt cabinetry, fenestration niches, many extras 4,127.46 47.93 383.45 3,456.11 40.14 321.08 Some special custom fixtures electrical Complete and plumbing, integrated systems H.V.A.C. Brick or stone veneer, slate, metal, Plaster, some ornament, tile, average Custom fixtures, electrical and Complete heavy structure, solarium custom carpet, hardwoods plumbing, home automation H.V.A.C. Double walls, good veneer, skylights, Plaster or best drywall, paneling, custom Some special fixtures, more than one Complete good shakes or metal vinyls, terrazzo, hardwoods bath per bedroom H.V.A.C. Special site -built sash and entries, Custom ceilings and cabinetry, inlaid Extensive fixtures and custom Complete best clay, slate parquet, matched stones and woods hardware throughout H.V.A.C. 2,894.98 33.62 268.95 2,425.13 28.16 225.30 2,032.03 23.60 188.78 4,859.19 56.43 451.43 High -quality fixtures, structured wiring, Complete high amps, fine hardware H.V.A.C. 4,066.53 47.22 377.79 IV ill II Fine siding, stucco, marble trim, best Good plaster, ornamental detail, marble, Good custom fixtures, more than one Complete metal, tile, some artglass custom carpet, parquet kitchen or food preparation area H.V.A.C. Siding, brick or stone trim, slate or tile, Plaster, good detail, custom ceiling, wall some custom sash and floor finishes Half timber and stone trim, slate, metal, heavy structure, solarium 3,404.33 39.53 316.27 Some special custom fixtures, electrical Complete and plumbing, integrated systems H.V.A.C. 2,851.06 33.11 264.87 Piaster, some ornament, tile, average Custom fodures, electrical and Complete custom carpet, hardwoods plumbing, home automation H.VA.C. Double walls, stone trim, skylights, Plaster or best drywall, paneling, custom Some special fixtures, more than one Complete shakes or metal on&sodayptu, • • vinyls, torrazsp•hardwoods bath per bedroom H.V.A.C. Fireplace, ba conies and porches and built-i$ applianr s I nks inciu.e& Sse Page 35 for garage costs The base wall height is 10 feet (3.05 meters), exctud (.305 meter) of deviation. For small residentidl levfit s n f rimo ts. � Qr � � flit s� sys%ns, see notes on Page 38 and 39. See Page 26 for basement costs. •• ••• •• • • • •• *HIGH VALUE HEATING, VENTILATING AND AIR CONDITIONING Costs for high -value mechanical items are listed separatl from those for other buildings in this section because of the special requirornonts ;hosts Is-at1 ea.the right ere overages. The moderate climate cost is included in thebne Cott in fheealIess if a c&bibfoot coast is used, use one -tenth (1/10) the difference shown, VA:just:Ile bassy�ibi:Apt cosT.,Fbr cgptng only, use 70% to 80% of the costs listed. For heating only, use 60% to 70%. For ground -loop heat source units, add $3.86 to $5.37 per square foot ($41.55 to $57.80 per square meter). COMPLETE H.V.A.C. TYPE VI v IV 111 11 SQUARE METER COSTS MREmE CLIMLD MATE MODERATE CLIMATE CLIMATE $130.05 $175.02 $235,79 114.85 156.79 213.91 101.49 140.38 193.85 90.55 126.40 176.84 80.22 113.64 160.43 71.10 102.09 146.45 2,387.99 27.73 221.85 2,000.60 23,23 185.86 ing gables. Add or deduct 3% for each foot SQUARE FOOT COSTS MILD MODERATE EXTREME CLIMATE CLIMATE CLIMATE $12.08 $16.26 $21.91 10.67 14.57 19.87 9.43 13.04 18.01 8.41 11.74 16.43 7.45 10.56 14.90 6.61 9.48 13.61 MARSHALL V4LUATIONSERVICE • • • • • • • • • • • • • •T he:lata includgd on this page becomes obsolete after update delivezy, scheduled for August 2016. 0 2014 CoreLogicA Inc. and it licensors, all rights reseaved. •hrysremintirg, •tistril s ionocre tio,• of derivative works, and/or public displays is strictly prohibited. • •• •• • • • •• •• ••• • • • ••• • • 8/2014 �Y C asG At 60a(15 Ct The 4e C c-Mc1-- .V01),(3s)2es2zaf AS pee Cc6u 'S .. .. . . . ... .. . • . . . . . . • . .. . . . .. ... .. ... ... . ... . •• • • •• • • ••. • • •• • •• •• ..••• •• • • • ••• • • ••• •• . • • • • • • • •• •• .... • ••• ... •• . .... . • ..... • • •••• • • • • • ••• STRUCTURAL CALCULATIONS INTERIOR REMODELING IN A RESIDENCE OF BERNARD LEE & DEMETRIO T LORIS. REVISION 1 1201 NE 94 ST MIAMI SHORES, FL 33138 • • • • • •• • DATE: MAY 31, 2016 • STRUCTURAL DESIGN: TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANE AND STANDARDS: OA? • FLORIDA BUILDING CODE 2014 �1n,,.'y / • ASCE 7-10 • ACI-318-11 • AISC MANUAL OF STEEL CONSTRUCTION, AISC 360-10 14 ED • ACI530-11 • NDS FOR WOOD CONSTRUCTION, NDS-12 (2012 EDITION) •••• • • .••• • • ••• •• • • • • • • • • • • •• • •••• •••• ••• • • • • • • •• • •• • .••• • • • •.•• • • • TH THE FOLLOWING CODES 1O THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL TH ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. TOTAL NUMBER OF CALCULATION PAGES: 21 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 0321 ,(.• �O E N,9 • •.< '� No.74099 • - • STATE OF ; y El U.A./ . .• S�4NRA.L • • • • • • • •. • • INDEX DESCRIPTION 1- WOOD BEAM DESIGN 2-FOUNDATION DESIGN • • • • • •• • • .•• • • •••• ••• • •• • •••• • • • • • • AGES • • • • • • • ••• •• •••• ��•�1�T0 4 • • • • •5•TO 24 •• • •••• • .• THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS: • FLORIDA BUILDING CODE 2014 • ASCE 7-10 • ACI-318-11 • AISC MANUAL OF STEEL CONSTRUCTION, AISC 360-10 14 EDITION. • ACI530-11 • NDS FOR WOOD CONSTRUCTION, NDS-12 (2012 EDITION) THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL THE ENCLOSED MANUAL AND COMPUTER GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE OF STRUCTURAL DESIGN CALCULATIONS. TOTAL NUMBER OF CALCULATION PAGES: 21 TC ENGINEERING, INC CA LIC. No 30288 ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI FL, 33155 305 261 0321 • ... . . • •••• • • • .. • • • ... • • • .. .. • • • • • • . • • • • WOOD BEAM DESIGN ...1 ••• • • • .. • • • •••• • • • • .• • ' ,STFtUCTURAL DESIGN z TC ENGINEERING, INC. CA uc. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE.(305) 261-0321 testrucbiralenglneerInagmailcom PROJECT: Oa/ 4,1,,c7 qv sr. SUBJECT: PAGE NO.: DATE: DESIGNED BY: • • • •••••• • • # 4••••• • • • • • • • • • • • • a. ..... .*. • • • • • • • a • • • • • • a : • •••••• • ... r . • *AA* s.• • • • • • : • • • • • ira•••41r• • : • : • y•e.:••••• • • • • • • • • ....... ....# rerf c4._? 41. ... —41 7)1 (4 o • Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Seam L4ics.# Description : 2-2x12 wood beam Material Properties Title : Dsgnr: Project Desc.: Project Notes : 9'".z.'.1}'. � k V ''S:tifA a., f rr: 3:7 r; ✓**2.Y2:-:y .n.. • T Job # Printed: 18 JUL 2018, 4:49PM File: P:12016tHARRY SANCHEZ11201#NE 941STICALCSI2.2x12 wood beam ec2-6.ec6= + ENERCALCrINC.1983-2011rB3d 6i11:6.23, Ver 6.11.623 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling : Southern Pine : No.2: 2" - 4" Thick : 12" Wide D(0.02) L(0.02) W(-0.037) 800.0 psi 800.0 psi 1,250.0 psi 565.0 psi 175.0 psi 450.0 psi D(0.155) L(0.155) W(-0.286) + + + E : Modulus of Elasticity Ebend- xx 1,400.0ksi Eminbend - xx 510.0 ksi Delsity • •• • •••• • 85.s44a pcf • • • • • • • • • D{b 02;(0.02)•1AP{-0l037) • 3 • • 2-2x12 Span = 4.0 ft 2-2x12 Span = 10.670 ft • • • 2-2xd2••:• • • • • $pan = 4.44• • • • • • • • •• • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.020, W = -0.0370 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1550, L = 0.1550, W = -0.2860 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.020, L = 0.020, W = -0.0370 , Tributary Width =1.0 ft DESIGN SUMMARY . Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.982 1 Maximum Shear Stress Ratio 2-2x12 785.57 psi 800.00psi +D+L+H 5.267ft Span # 2 0.084 in Ratio = -0.095 in Ratio = 0.175 in Ratio = -0.189 in Ratio = Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1515 1012 548 506 �Desidn"OK4i 0.431 : 1 2-2x12 75.47 psi 175.00 psi +D+L+H 10.670 ft Span # 2 Maximu h Forces,& Stresses for Load,Cbm o binations Load Combination Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Max Stress Ratios Summary of Moment Values Summary of Shear Values +D Length = 4.0 ft Length = 10.670 ft Length = 4.0 ft +D+L+H Length = 4.0 ft Length =10.670 ft Length = 4.0 ft +D+0.750Lr+0.750L+H 1 2 3 1 2 3 0.054 0.188 1.000 1.000 1.000 1.000 1.000 -0.23 42.94 800.00 0.497 0.221 1.000 1.000 1.000 1.000 1.000 2.10 397.69 800.00 0.054 0.221 1.000 1.000 1.000 1.000 1.000 -0.23 42.94 800.00 1.000 1.000 1.000 1.000 0.092 0.366 1.000 1.000 1.000 1.000 1.000 -0.39 73.28 800.00 0.982 0.431 1.000 1.000 1.000 1.000 1.000 4.14 785.57 800.00 0.092 0.431 1.000 1.000 1.000 1.000 1.000 -0.39 73.28 800.00 1.000 1.000 1.000 1.000 Vactual fv-design Fv-allow 0.74 32.84 175.00 0.87 38.72 175.00 0.09 38.72 175.00 1.44 64.01 175.00 1.70 75.47 175.00 0.15 75.47 175.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : 2-2x12 wood beam Title : Dsgnr: Project Desc.: Project Notes : Job # Printed:18 JUL 2016, 4:49PM File: P:120161HARRY SANCHEZ11201 NE 94 ST1CALCSI2-2x12 wood beam.ec2.6.ec6 ENERCALC INC. 1983-2011;Build:6:11.6.23, Vei:6.11.623 •,,°-f. >!� '"t.. �.te :.vs 3h4 1 .`. J a ,, .i^C.iv i.v.;,.t i �.«� ,��Licensee•:' ';� �'t. ,e alf°�;1 . '?Mk 9."..7-e`�y1..:'Ar+kft. '. %+�` �,. !v), .:2.0 � i Load Combination Max Stress Ratios Segment Length Span # M V C d C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 4.0 ft 1 0.082 0.321 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 1.26 56.22 175.00 Length =10.670 ft 2 0.861 0.379 1.000 1.000 1.000 1.000 1.000 3.63 688.60 800.00 1.49 66.29 175.00 Length = 4.0 ft 3 0.082 0.379 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 0.13 66.29 175.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 4.0 ft 1 0.082 0.321 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 1.26 . • •5�2a 175.00 Length =10.670 ft 2 0.861 0.379 1.000 1.000 1.000 1.000 1.000 3.63 688.60 8004 • •, 1.49 • •61 t9 175.E17 • •: • Length = 4.0 ft 3 0.082 0.379 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.006 • • 0.13 • • •1 .21 175.00 • • +D+W+H 1.000 1.000 1.000 1.000 • • Length = 4.0 ft 1 0.016 0.141 1.000 1.000 1.000 1.000 1.000 0.07 13.19 800.Q0 • 0.56 4.67 1740 • Length =10.670 ft 2 0.397 0.166 1.000 1.000 1.000 1.000 1.000 -1.68 317.86 800.00• • • • 0.65 • 294)9 17510' • • • Length = 4.0 ft 3 0.016 0.166 1.000 1.000 1.000 1.000 1.000 0.07 13.19 800.Q0• • • • • 0.03 • • •284)3 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 • • Length = 4.0 ft 1 0.029 0.075 1.000 1.000 1.000 1.000 1.000 -0.12 23.60 800.0'b • • 0.29 : •}3I8 175.1'1Q • • • Length =10.670 ft 2 0.190 0.088 1.000 1.000 1.000 1.000 1.000 0.80 151.94 800.t10• • • 0.35 • •15113 175.. & • •: • Length = 4.0 ft 3 0.029 0.088 1.000 1.000 1.000 1.000 1.000 -0.12 23.60 800.Q0• • : • : 0.05 116.43 175.00 • • +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 • • • • Length = 4.0 ft 1 0.029 0.075 1.000 1.000 1.000 1.000 1.000 -0.12 23.60 800.Q0 • 0.29 : • •31.01S 1740 • Length =10.670 ft 2 0.190 0.088 1.000 1.000 1.000 1.000 1.000 0.80 151.94 800.110• • • ; 0.35 • •1.5e43 175.65 • + • • Length = 4.0 ft 3 0.029 0.088 1.000 1.000 1.000 1.000 1.000 -0.12 23.60 800.00 0.05 • 16.44 175.0 •• • +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length = 4.0 ft 1 0.082 0.321 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 1.26 56.22 175.00 Length =10.670 ft 2 0.861 0.379 1.000 1.000 1.000 1.000 1.000 3.63 688.60 800.00 1.49 66.29 175.00 Length = 4.0 ft 3 0.082 0.379 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 0.13 66.29 175.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 Length = 4.0 ft 1 0.082 0.321 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 1.26 56.22 175.00 Length =10.670 ft 2 0.861 0.379 1.000 1.000 1.000 1.000 1.000 3.63 688.60 800.00 1.49 66.29 175.00 Length = 4.0 ft 3 0.082 0.379 1.000 1.000 1.000 1.000 1.000 -0.35 65.70 800.00 0.13 66.29 175.00 +0.600+W4I 1.000 1.000 1.000 1.000 Length = 4.0 ft 1 0.038 0.216 1.000 1.000 1.000 1.000 1.000 0.16 30.37 800.00 0.85 37.81 175.00 Length =10.670 ft 2 0.596 0.255 1.000 1.000 1.000 1.000 1.000 -2.52 476.94 800.00 1.00 44.58 175.00 Length = 4.0 ft 3 0.038 0.255 1.000 1.000 1.000 1.000 1.000 0.16 30.37 800.00 0.06 44.58 175.00 Summary of Moment Values Summary of Shear Values Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L Vertical Reactions Unfactored 1 0.0000 0.000 D+L -0.1895 0.000 2 0.1705 5.403 0.0000 0.000 3 0.0000 5.403 D+L-0.1896 4.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.891 1.891 D Only 0.984 0.984 L Only 0.907 0.907 W Only -1.674 -1.674 D+L 1.891 1.891 D+W -0.689 -0.689 D+L+W 0.218 0.218 5 FOUNDATION DESIGN.....2 ...• . . .• .... .. . . .. . ... . . • .. • • • • •••• • • •••• • • .. •• •• • • • • •••• • • • • •• • • • • ..• •••• • .. • . STRUCTURAL QESiGN • TC gNGINEERING, INC. CA LIC. No 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. L'C. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33165 PHONE.(305) 2814321 testucturaktngheering@gmall.com PROJECT: /CM/ V.—Cr SUBJECT: 6 PAGE NO.: DATE: DESIGNED BY: 6.9 fr; 6 ‘••••••••••••• !f A 49/74(44, ele /7 • 40 • • • • •ir • • • •••• •••• ' • • • •••• w• ••.•0.• • .'.ir. •••••• •• • • • • • • • • • • ••• • 1010 • • • • • • • • Ilk • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • 11 • SI • • • • • • . • • • • • • • • a • • • 00 • ••••• • • • • 0000 • • • • 0.0 * •-••• • • • • • • • ' • *.• • • 7 EXCENTRIC FOOTING NEW 7/18/2016 6:30 PM a. W-30 (2 6")2i--6"X)0 + P 1( • • • • • • • • • • • • • • • •• • ••• • • • •• • • • • • • • • • • • • • • • • •• • • • • • •• •• •••• • • • • • • • • • • • • • • •• • • • • • • • • SAFE 12.3.2 Plan View Kip, in, F •• • • • • • • •• • • • • EXCENTRIC FOOTING NEW.fdb SAFE v12.3.2 - License #9B91 18 July 2016 Table: Load Assignments - Point Loads, Part 1 of 2 Table: Load Assignments - Point Loads, Part 1 of 2 '''Point` . LoadPat " 'Fx k ... "Fg k `/. '` > ` 'kiMx ' .kiMft 'kiMZ JCDim. P, , Ap' t p . P P- n 1 DEAD 0.000 0.000 1.900 0.0000 0.0000 0.0000 4.5000 1 LIVE 0.000 0.000 1.380 0.0000 0.0000 0.0000 4.5000 1 UPLIFT 0.000 0.000 -2.460 0.0000 0.0000 0.0000 0.0000 Table: Load Assignments - Point Loads, Part 2 of 2 Table: Load Assignments - Point Loads, Part 2 of 2 Point' Y.Dim+ 3 ` ' in 1 3.5000 1 3.5000 1 0.0000 Table: Load Assignments - Surface Loads Table: Load Assignments - Surface Loads ti Area Z , LoadPat— M Der,' .. UnifLoaadA , _ .Ci43:I�(t'"' ' ,'1n r "�, 'b2:• *,.'b/ft3 ,. 1blt3- • bft1 LIVE Gravity 40.00 0.0000E+00 0.0000E+00 0.00 1 DEAD Gravity 490.03 0.0000E+00 0.0000E+00 0.00 Table: Load Cases 01 - General Table: Load Cases 01 - General t y LoadCase Type. ,. DesignOpt . DesignType DEAD LinStatic Auto DEAD LIVE LinStatic Auto LIVE ELAST 1-NL NonStatic Auto DEAD COMB1-NL NonStatic Auto DEAD COMB2-NL NonStatic Auto DEAD UPLIFT LinStatic Auto WIND ELAST-2-NL NonStatic Auto OTHER COMB3-NL NonStatic Auto OTHER Table: Load Cases 02 - Static Table: Load Cases 02 - Static L-oadCase; InitialCond; AType+ fi RelForceTol DEAD Zero Linear LIVE Zero Linear ELAST 1-NL Zero Allow Uplift 0.000010 COMB1-NL Zero Allow Uplift 0.000010 COMB2-NL Zero Allow Uplift 0.000010 • • • • • • • • • • • • • • •• • • • • • • • • • �. • • • • • • • • • • • • • • • • • • • • • •• • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • •• • Page 1 of 4 EXCENTRIC FOOTING NEW.fdb SAFE v12.3.2 - License #9B9 18 July 2016 1 Table: Load Cases 02 - Static 1 'LoadCaSe... IriitialCorid! ATvype' - , RelFcrceTol UPLIFT Zero Linear ELAST-2-NL Zero Allow Uplift 0.000010 COMB3-NL Zero Allow Uplift 0.000010 Table: Load Cases 06 Table: Load Cases 06 - Loads Lo"adCasei. ' :L"oadPat: DEAD DEAD LIVE LIVE ELAST 1-NL DEAD ELAST 1-NL LIVE COMB1-NL DEAD COMB1-NL LIVE COMB2-NL DEAD UPLIFT UPLIFT ELAST-2-NL DEAD ELAST-2-NL UPLIFT COMB3-NL DEAD COMB3-NL UPLIFT - Loads Applied Applied SF,1 r 1.000000 1.000000 1.000000 1.000000 1.200000 1.600000 1.400000 1.000000 0.600000 1.000000 0.900000 1.600000 Table: Load Combinations, Part 1 of 2 Table: Load Combinations, Part 1 of 2 Combo:; ELAST 1 COMB1 COMB2 ELAST-2 COMB3 ;Loads; k 9SF'» Type 17, ELAST 1-NL 1.000000 COMB1-NL 1.000000 COMB2-NL 1.000000 ELAST-2-NL 1.000000 COMB3-NL 1.000000 DSStrengtl . ' uDSServinit '-' DSSServNor ' DSSeniLdn •` • AutoDes gnk .. _. .. �y 3 ., '14k i_ ,m' ., t g . 3.. -`_ Linear Add Linear Add Linear Add Linear Add Linear Add No Yes Yes No Yes No No No No No Yes No No No No Yes No No No No No No No No No Table: Load Combinations, Part 2 of 2 Table: Load Combinations, Pa rt ' Gorrbo4 *at*ELAST 1 Added 11/23/2011 3:18:00 PM COMB1 Added 12/12/2011 4:07:21 PM COMB2 Added 2/28/2014 11:53:53 AM ELAST-2 Added 7/18/2016 5:53:39 PM COMB3 Added 7/18/2016 5:54:19 PM Table: Load Patterns Table: Load Patterns oa1Pat Type "SelfWtMutt t. 5, n xr DEAD DEAD 1.000000 • • • • • • • • • • • • • • • •• • • • • a •• • • • • • • • • • • • • • • • •• • • • • • •• •• • • • • • • • • • • • • • • • • • • •• • •••• • • • •• • • • • • • • • • • • • • • • • Page 2 of 4 EXCENTRIC FOOTING NEW.fdb SAFE v12.3.2 - License #9B9 18July 20161V Table: Load Patterns LoadPat= ",Type >+ "Se1fliYtMult . LIVE LIVE 0.000000 UPLIFT WIND 0.000000 Table: Material Properties 01 - General Table: Material Properties 01 - General - Materiat •r ;Type ' 1" 'Color ; } }' `= n t x 3000 psi Concrete Green MAT-1 added 2/28/2014 1:07:24 PM 4000Psi Concrete Green Normalweight fc = 4 ksi added 11/18/2011 11:03:46 AM 5000PSI Concrete 8454143 Normalweight fc = 4 ksi added 11/18/2011 11:03:46 AM A416Gr270 Tendon Yellow ASTM A416 Grade 270 added 11/18/2011 11:03:46 AM A615Gr60 Rebar Red ASTM A615 Grade 60 added 11/18/2011 11:03:46 AM C-5000 Concrete 8454016 Normalweight fc = 4 ksi added 11/18/2011 11:03:46 AM CMU WALL Other Green MAT added 12/13/2011 9:45:48 AM MAT2 Concrete Green Normalweight fc = 4 ksi added 11/18/2011 11:03:46 AM STEEL Steel Red ASTM A615 Grade 60 added 11/18/2011 11:03:46 AM Table: Material Properties 02 - Steel Table: Material Properties 02 - Steel r Material ' E'. k' t x 1 U:J ?� A UnitWt* ` ' Fy i , •i4 °, ,*1E0t1 tb/ft3 , STEEL 29000.000 0.300000 6.5000E-06 4.9000E+02 36.000 58.000 Table: Material Properties 03 - Concrete } ',Material'- 3000 psi 4000Psi 5000PSI C-5000 MAT2 •••• •••••• Table: Material Properties 03 Concrete • • • • k -E- , ,, ttlft ` A; •,UnitWt t° " {Fcl LtWtCo_ne. t • • • • • kip/in2` -4,r .: :;.. ..,.,x ` :III 1'/F' t ,rtib/ft3 r'kip/in2 _ �` ,, ' 4.• 3122.000 0.200000 5.5000E-06 1.5000E+02 3.000 No •••• • • • • 3604.997 0.200000 5.5000E-06 1.5000E+02 4.000 No •....• . 4030.000 0.200000 5.5000E-06 1.5000E+02 5.000 No • • • • • 4000.000 0.200000 5.5000E-06 1.4999E+02 5.000 •No . • •• • • • • .: •• . • 4000.000 0.200000 5.5000E-06 1.4999E+02 4.000 No • •. • • • Table: Material Properties 04 - Rebar Table: Material Properties 04 - Rebar Material- " } ; `E 1 , aUriitWt 4 Fyn` FuT `'ki /in2 �•., Ib/ft3", ki '/in2 . - p �, P , � A615Gr60 29000.000 4.9000E+02 60.000 90.000 • • • • • • • • • • • •• • •••• • • • • • • •. • Page 3 of 4 EXCENTRIC FOOTING NEW.fdb Table: Material Properties 05 - Tendon Table: Material Properties 05 - Tendon } Material' • ?ft y "n . a':._ ,IE `'`U�tltWt'" i' iF '" kip/in2 ` '' Iti/ft3- ` .skip/m?tkiphn291, A416Gr270 28500.000 4.9000E+02 245.100 270.000 Table: Material Properties 06 - Other Table: Material Properties 06 - Other Materlaf b a ^ wE" :u ' .�h JAL,t• a "� :� " *�A =• �'� t1n �ttlll kiphn2; . " 1!F Iblft3 CMU WALL 1350.000 0.250000 3.5000E-06 9.0000E+01 Table: Slab Properties 01 - General Table: Slab Properties 01 - General Slab' w "w Type ' , Col Stiff Slab Red FOOTING 12 STIFF Footing Stiff Cyan Red Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs c ,tSlab a• ' ':Type:'' :t dn, Col_Stiff Slab FOOTING 12 Footing STIFF Stiff MatPropg ;`e'� rThi6kness; •i&Ortfior `"1 �t r m{. MAT2 80.0000 No 3000 psi 12.0000 No MAT2 80.0000 No Table: Slab Property Assignments Table: Slab Property Assignments ,.;F". Area' " SlabProp - 1 FOOTING 12 Table: Soil Property Assignments Table: Soil Property Assignments �' Area " '- SoitProp" S ' 1 SOIL1 SAFE v12.3.2 - License #9B9 I 18July 2016 11 ••. • • • • • • • • • • • • •• • • • • • • • •• • • • • • • • • • •••• • • •• • • • • • ••• •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • •• • � • • • • •• • Page 4 of 4 EXCENTRIC FOOTING NEW SAFE 12.3.2 Point Loads (DEAD) [kip, kip-ft] 7/18/2016 6:24 PM Kip, in, F [ a, • • • • • • EXCENTRIC FOOTING NEW SAFE 12.3.2 Point Loads (LIVE) [kip, kip-ft] 7/18/2016 6:24 PM Kip, in, F • • EXCENTRIC FOOTING NEW SAFE 12.3.2 Point Loads (UPLIFT) [kip, kip-ft] 7/18/2016 5:58 PM Kip, in, F • • • • • • . . EXCENTRIC FOOTING NEW 7/18/2016 6:26 PM • • • • • ..• • .... • • .... • • • : a�,a ....•••• 40.0 40.0' 40.0 40.0 40.0 40.0 40.0 .... • • •••• • • 4 .: !II"i'p, • 111, ljk 4b.0` • .. • • • • • ..• • ,•4 • .... • • • .. 41 SAFE 12.3.2 Slab Surface Loading in Gravity Direction (LIVE) [Ib/ft2] Kip, in, F • • . • • • .. • • • • EXCENTRIC FOOTING NEW 7/18/2016 6:26 PM • • . •• 490. 490. 490. 490. .'. 490.I'' 490. 490. 490. 490. 490. • . 4,91)' n, • • • • • • • 49b) •••• • • • • • • • • • • •• •• • 490 • •• • • • • • • • • • • • • • • • •• • • •••• • • • W • 1111 • • SAFE 12.3.2 Slab Surface Loading in Gravity Direction (DEAD) [Ib/ft2] Kip, in, F • • • • • EXCENTRIC FOOTING NEW 7/18/2016 6:12 PM - 1.04 - 1.08i -1.12 WORST -1.16 140 . f' / < 211) ; ' -1.20 -1.24 • • • v • •• • • • • • •• . • ••••i• • • • • • • • • • • • • • - 1.28 -1.32 •••• •-`1'36 ••• • • •• -1,40 • -1.44 • • •••• s • • •••• • • • •• • SAFE 12.3.2 Soil Pressure Diagram - (ELAST 1) [Ib/ft2] Kip, in, F • • • • • • • EXCENTRIC FOOTING NEW 7/18/2016 6:20 PM • • • • • S4EFESOPOesign - Layer B - Top Reinforcement (Enveloping Flexural) - Additional to #4 @ 12Iiip(TopF EXCENTRIC FOOTING NEW 7/18/2016 6:20 PM StRES121212esign - Layer A - Top Reinforcement (Enveloping Flexural) - Additional to #4 @ 12Krip(Toplly EXCENTRIC FOOTING NEW 7/18/2016 6:19 PM FEtr10.D.esign - Layer A - Bottom Reinforcement (Enveloping Flexural) - Additional to #4 @ 112i10i(18R EXCENTRIC FOOTING NEW 7/18/2016 6:19 PM • • • • .'• Etr1 .l�.esign - Layer B - Bottom Reinforcement (Enveloping Flexural) - Additional to #4 @ 1l�i�n i(f3�t FIORO& °WARn% OP ro essiona egu a ion %nda Department° Busines (�) Profess' na Regulation L cense efficiently. Regulate fa'.rly. of-ec tHE AR BCIS Home Log In User Registration ; Hot Topics ; Submit Surcharge Product Approval USER: Public User Stats & Facts I Publications FBC Staff j BCIS Site Map Links Search Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL10655-R3 Application Type Revis Code Version Application Status *Appkdv, doby DBPR. Approvals by DBPR shall be reviewed and ratified by the Band/or the Commission if necessary. Comments Archived Product Manufacturer '$�Sf�pson Strong Ti Address/Phone/Email 2221 Country La McKinney, TX 75 (972) 439-3029 rsha ckeiford@strongti e. Authorized Signature Technical Representative Randall Shackelford rshackelford@strongtie.com Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email Category Subcategory Compliance Method 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors • • • • • •• • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • •• Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, LL.C. Quality Assurance Contract Expiration Date 12/31/2016 Validated By Joseph A Reed, PE Validation Checklist - Hardcopy Received Certificate of Independence FL10655 R3 COI ICC Cert of Indeaendence.adf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Year AF&PA NDS 2012 ASTM D1761 2000 ASTM D7147 2005 Approved Testing Lab FL10655 R3 Eauiv D1761 and D7147 Eouivalence.pdf Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page �1v Method 1 Option C 03/24/2015 04/30/2015 05/10/2015 0 0 Page 1/30 0 FL # Model, Number or Name Description 10655.1 HGUS26-2, HGUS28-2, HGUS210-2 Joist Hanger Omits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hangers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf 10655.2 HGUS26-3, HGUS28-3, HGUS210-3, HGUS212-3, HGUS214-3 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hangers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf. • • • • • 10655.3 HGUS26-4, HGUS28-4, HGUS210-4, HGUS212-4, HGUS214-4 Joist Hanger • . . • • • . . . • • • • • Omits of Use Installation Instructions • • • • • • • Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549•I j ipers.odf. • • • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LL•C► • • • • Impact Resistant: N/A Created by Independent hiro Party: • • Design Pressure: N/A Evaluation Reports • • • • Other: FL10655 R3' AE ESR-25AA Hangers.odi • • • • 10655.4 HGUS46, HGUS48, HGUS410, HGUS412, HGUS414 Joist Hanger • • • • • • • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions • • • FL10655 R3 II ESR-2549 Hangers.odf • • • • • • • •• Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf 10655.5 HHUS26-2; HHUS28-2, HHUS210-2, HHUS46, HHUS48, HHUS410 Joist Hanger Omits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hangers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf 10655.6 HSUL26-2, HSUL210-2, HSUL214-2, HSUL46, HSUL410, HSUL414 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hangers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf 10655.7 HSUR26-2, HSUR210-2, HSUR214-2, HSUR46, HSUR410, HSUR414 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. FL10655 R3 II ESR-2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.pdf 10655.8 HTU26, HTU28, HTU210, HTU26-2, HTU28-2, HTU210-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549 Hangers.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. In HVHZ, where HTU26 is installed with minimum nailing and with 1/2" gap, and is resisting wind uplift, supplemental connectors must be used to achieve minimum FL10655 R3 AE ESR-2549 Hangers.pdf 700 lbs. uplift. 10655.9 HU24-2, HU26-2, HU28-2, HU210-2, HU212-2, HU214-2, HU216-2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, when HU24-2 is resisting wind uplift, install supplemental connectors to achieve minimum 700 lbs uplift. Installation Instructions FL10655 R3 II ESR-2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.pdf. 10655.10 HU26, HU28, HU210, HU212, HU214, HU216 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549 Hangers.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, for HU26, HU28, and HU210 only, when FL10655 R3 AE ESR-2549 Hangers.pdf • • • • resisting wind uplift supplemental must be used to •connectors • • ' • • • •' achieve minimum 700 Ibs. uplift. • • • •• • •••• • • • • • 10655.11 HU26-3, HU210-3, HU212-3, HU214-3, HU216-3, HU210-4 Joist Hanger • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: • • • • •.•. • • Installation Instruction% • • • FL10655 R3 II ESR-2549 Hangers.pdf Verified By: ICC Evalua684Sgdrice, LLC •••• Created by IndependenPThild•Party: • • • • Evaluation Reports • FL10655 R3 AE ESR-25 9FfanQers.odt • • • • ••f• • • • • • •• • • •-•-•-■ 10655.12 HU310-2, HU312-2, HU314-2 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Joist Hanger • • • • • • • • • • • ••• Installation Instructions • • • F1_10655 R3 II ESR-2549 Hanaers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.pdf • • 10655.13 HU34, HU36, HU38, HU310, HU312, HU314, HU316 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549 Hangers.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. In HVHZ, for HU34, HU36, and HU38 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. FL10655 R3 AE ESR-2549 Hangers.pdf 10655.14 HU44, HU46, HU48, HU410, HU412, HU414, HU416 Joist Hangers Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other In HVHZ, for HU44 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 Ibs. uplift. Installation Instructions 1L10655 R3 II ESR-2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.pdf 10655,15 HU66, HU68, HU610, HU612, HU614, HU616 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hangers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hanaers.odf 10655.16 HU88, HU810, HU812, HU814, HU816 Joist Hangers Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR 2549 Hanciers,Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf 10655.17 HUC24-2, HUC26-2, HUC28-2, HUC210-2, HUC212-2, HUC214-2, HUC216-2 Joist Hanger, Concealed Flange Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549 Hanaers.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, for HUC24-2 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 Ibs. uplift. FL10655 R3 AE ESR-2549 Hangers.odf 10655.18 HUC26-3, HUC210-3, HUC212-3, HUC214-3, HUC216-3, HUC210-4 Joist Hanger, Concealed Flange Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 R3 II ESR-2549 Hanaers.odf • • • • Verified By: ICC Evaluation Service, LL'C� • • •' Created by IndependeneThiid Party: Evaluation Reports " • • • • •• • • FL10655 R3 AE ESR-2549I- i ers.odf • • • • •• • • • 10655.19 HUC310-2, HUC312-2, HUC314-2 Joist Hanger, Concealed Vermeer • • • • ire •••- • • Limits of Use Installation Instructions • • • • • • Approved for use in HVHZ: Yes FL10655 R3 II ESR-2549'11-?tdgrs.pdf ; • •' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC• • • Impact Resistant: N/A Created by Independent•T,igrrl•P'rty: • • • Design Pressure: N/A Evaluation Reports • • • • Other: FL10655 R3 AE ESR-2519 Hangers.pd4 • _• • • 10655.20 HUC34, HUC36, HUC38, HUC310, HUC312, HUC314, HUC316 Joist Hangers • • • •• • • • • • • • • •• • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, for HUC34, HUC36, and HUC38 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. Installation Instructions FL10655 R3 II ESR-2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR-2549 Hangers.odf Go to Page Back Next 0 4) Pagel/30 0 Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. goDwlaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: (refund Statement Under Florida law, email addres*ea are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However emali addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: BE �eCkcl ICC EVALUATION SERVICE, INC. Evaluate • Inform • Protect Los Angeles Business/Regional Office • 5360 Workman Mill Road • Whittier, CA 90601 (562) 699-0543 phone • (562) 695-4694 fax (1) Certification of Independence for Evaluation ICC Evaluation Service, Inc. ICC Evaluation Service, Inc., does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products for which evaluations are issued. (2) ICC Evaluation Service, Inc., is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. (3) ICC Evaluation Service, Inc., does not have, nor will acquire, a financial interest in any company manufacturing or distributing products for which reports are being issued. (4) ICC Evaluation Service, Inc., does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. www.icc-es.org 44,,, n Nosse - President ICC Evaluation Service, Inc. •.•. • . • •.•.. • . • • .• • ••.• • • . • . •. . . .••. • • . •.•• • ...• . . •• .• •• •.•• . • • . • • • • • • •• . ••.• • • • . • Business/Regional Office P 5360 Workman Mill Road, Whittier, California 90601 P (562) 699-0543 Regional Office P 900 Montclair Road, Suite A. Birmingham, Alabama 35213 P (205) 599-9800 Regional Office P 9051 West Flossmoor Road, Country Club Hills. Illinois 60978 P (708) 799-2305 Architectural Testing Randall Shackelford, P.E. Simpson Strong -Tie Company 2221 Country Lane McKinney, Texas 75069 April 19, 2015 RE: Equivalence of Published Versions of ASTM D1761 and ASTM D7147 Dear Mr. Shackelford: At your request, I have reviewed several ASTM test method standards to evaluate their equivalence to the same test method standard but with a different publication date as referenced by the Florida Building Code — Building 5th Edition (2014). Specifically, I am comparing: ASTM D1761-88(2000)el Standard Test Method for Mechanical Fasteners in Wood to ASTM D1761-06 Standard Test Method for Mechanical Fasteners in Wood. ASTM D7147-05 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers to ASTM D7147-11 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers. Our laboratory in York, Pennsylvania is accredited to perform the abov; reterencee{e�st methods. I have reviewed and compared the above referenced test methodstandards,an 1 it is my professional opinion that the test method standards are equivalent; exeept that:* • • • 1. ASTM D1761-06 does not include methods and procedures for joist.1 gerr tests..... • • • • ....• .... • 2. ASTM D7147-11 has additional requirements for extending I joist'test results st►ch '. that joist hangers proven by testing with I -joists, when extended to other r joisti, shah be limited to other I -joists having equal or greater flange thickifese and eq ual. or • . thinner flange width. Product evaluations based on ASTM D7147-05 would new to recognize this restriction to be equivalent to ASTM D7147-11, if applicable. ARCHITECTURAL TESTING, INC. DOM/ SiPvx1 by: Michael D. Sbmmml Michael D. Stremmel, P.E. Senior Project Engineer JAR:jar/cmd cc: E6309.01-122-34 © 2015 Architectural Testing, Inc. 130 Derry Court York, PA 17406 www.archtest.com . www.intertek.com/building p. 717.764.7700 f. 717.764.4129 (800) 423-6587 (562) 699-0543 www.icc-es.org Widely Accepted Trusted E-SR-2#549 Va id: 01/15 to 01/16 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS' POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: • • • • • • • • • • • • • • • •• • •••• • • • • • •• • • • • • • • • • •• •• • • • • •••• • •.•• • • • • • • • SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR;WOOD FR4MIN;G • •. •. • ICC ICC . ICC • PMG LIE5--LISTED look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" •••• • • • • • • Nam` A Subsidiary of CONCOUN L OE ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. AN4.oaeQY/ Piglet MONO CERTNGTKIN ••1 Copyright © 2014 ICC-ES Evaluation Report Most Widely Accepted and Trusted ESR-2549 Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite ' Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stronutie.com EVALUATION SUBJECT: SIMPSON STRONG TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Codee (IBC) • 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable Toads; and Figure 2 for a drawing of a typical. U series hanger. 3.1.3 HU and HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched •liooes for the installation of joist nails that:are.drwen at Sri angle throug1i' • the joist and into the header,Vhicfi is des!rMe'c as double'. shear nailing in the installatieinnftctions.'See'table 5fdr '• the hanger dimensions, redUMAI•tasteners, gnd allow3bl�.; loads; Figure 5 for a drawn° 51, a tyljig41.:4 JS s&Fies hanger. • • • • • . 3.1.6 HUS and HUSC Se esj, jtangerg;,a'jie HUS... HUSC series hangers area •arnd from t Jo. 14 gage• • galvanized steel with the exception •of ttie HU§7•fy •• • HUSC26, HUS28, HUSCA, HUS210,:end••HUSCC10 • hangers, which are formedfrorr No. 16 as a alvanieed• • steel. The HUS models having a seat wid fi equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: TheHHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation jar its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to mot product covered by the report. Copyright © 2014 Page 1 of 14 ESR-2549 Most Widely Accepted and Trusted 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSURILC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 14 inch (12.7 mm), as shown in Tables 10A and 10C, and /8 inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 10B, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which, the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized Page2of14 steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, F,,, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers for all hangers, in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire redr1215ot treated lumber. • •• •••••• • 3.2.2 Wood: Wood members with which connectors • are used must be either sawn: lumber, sit!uctural glued"' laminated timber or engineered luTriber having a minimLaa ..: specific gravity of 0.50 (rnlrfiiii'm eg3ivalebt specific gravity of 0.50 for engineei'b f lumber),• and havin J.• maximum moisture content bf :S ercent (je 7i rcent'ft5& • • engineered lumber) except tt rtdted in 5&!tton 4.1. Tifd •; • thickness of the supporting 11801 ti:ember (header, beam, • • or ledger) must be equal to•or greater thpp.Q•lengtlt et • • • the fasteners specified in the qblgs in this report, orm required by wood member design, whiche .er'i greater. • • 3.2.3 Fasteners: Nails used for hangers dl%cril5ed in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (FA): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d X 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. ESR-2549 Most Widely Accepted and Trusted Page 3 of 14 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable Toads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood Products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable Toads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: 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 the manufacture's published installation instructions, the most restrictive govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive govems. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13),1 dated October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or an adhesive label,' indicating the name of the manufacturer ($imppag StrongtTib), the mdddl•;' number, and the number of an fhdex cealp tjon report• • (ESR-2523 that is used as9h;itientifier lb? the prodfletS• • • recognized in this report. • .... • • . . ..•. • TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGER& . • • • .•. • MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity Type) ALLOWABLE LVACI s . . • • • (Ibs) • • • W H B Headers Joist Uplifts do Mn oad • .. • • • • • Cos 1.6 Co = 1.0 • Co = 1.15 • •CDs 1.25 10d 16d 10d 16d 10d 16d LU24 19/16 31/8 11/2 4 2-10d x 11/2 265 465 555 530 635 575 690 LU26 19/16 43/4 11/2 6 4-10d x 1'/2 565 695 835 800 955 865 1,030 LU28 19/16 63/6 11/2 8 6-10d x 11/2 850 930 1,110 1,065 1,270 1,150 1,375 LU210 19/16 713/16 11/2 10 6-10d x 11/2 850 1,160 1,390 1,330 1,590 1,490 1,720 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. • • • • • • • • • ESR-2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3'4's (Ibs) 6 UpliftDownload W H B Headers Joist Co = 1.6 Co=1.0 Co=1.15 Co=1.25 10d 16d 10d 16d 10d 16d U24 19/16 3'/8 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U26 19/16 43/4 2 6 4-10d x 11/2 585 730 865 830 980 890 1,055 • U210 19/16 713/16 2 10 6-10d x 11/2 1,110 1,220 1,440 1,380 1,630 1,480 1,685 U214 19/16 10 2 12 8-10d x 11/2 1,115 1,465 1,730 1,655 1,955 1775 2,110 U34 29/16 33/8 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U36 29/16 53/8 2 8 4-10d x 11/2 585 975 1,150 1,105 1,305 1,185 1,410 U310 29/16 87/8 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U314 29/16 101/2 2 16 6-10d x 11/2 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U24-2 31/8 3 2 4 2-10d 265 490 575 550 650 590 705 U26-2 31/8 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U210-2 31/8 81/2 2 14 6-10d 1,110 1,750 2,015 1,930 2,280 2,070 2,465 U44 39/16 27/8 2 4 2-10d 265 490 575 550 650 590 705 U46 39/18 47/8 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U410 39/16 83/8 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U414 39/16 10 2 16 6-10d 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U26-3 45/8 4'/4 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U66 51/2 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U610 51/2 8'/2 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 45/8 73/4 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U24R 21/16 35/8 2 4 2-10d x 11/2 ,265 490 575 550 650 590 705 U26R 21/16 55/8 2 8 4-10d x 11/2 585 975 1,150 1,105 1,305 .1,1.8+5 1,410 U210R 21/16 91/8 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 •2,280 • 12474). 2,465. U44R 41/16 25/8 2 4 2-16d 265 490 575 555 • • ' 650 • i9(i • 705 U46R 41/16 45/8 2 8 4-16d 585 975 1,150 1,109 • ; •11,305 *11185* 1,418- U41 OR 41/18 81/8 2 14 6-16d 1,115 1,710 2,015 1,93d • "2,280 2,d70 2,465 • U66R 6 5 2 8 4-16d 585 975 1,150 1,195 6.-1•,305 • 011186• 1,410 U610R 6 81/2 2 14 6-16d 1,115 1,710 2,015 1,9 .••7,,280 2y474). 2,4¢i2: For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buildiimg code. • • • 4U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (3U D11 times the depth.of the joisf ate which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (34.12.4-11h)yThe height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. • • •• •• • • • • • • • •• • •• � • • • • • • • •• • • • • • FIGURE 1-LU SERIES HANGER (See Table 1-Page 3) FIGURE 2-U SERIES HANGER (See Table 2-above) ESR-2549 Most Widely Accepted and Trusted Page5of14 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL NO. HANGER DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs)7t5 W H B Header Joist Uplifts Download Co=1.6 Co=1.0 Co=1.15 Co=1.25 HU26 19/16 31/16 21/4 4-16d 2-10d x 11/2 335 595 670 725 HU28 19116 51/4 2'/4 6-16d 4-10d x 11/2 605 895 1,010 1,085 HU210 19/16 71/8 21/4 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU212 19/16 9 21/4 10-16d 6-10d x 11/2 1,135 1,490 1,680 1,810 HU214 19/16 101/8 21/4 12-16d 6-10d x 11/2 1,135 1,790 2,015 2,170 HU216 1966 1215/16 2'/4 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU34 29/16 33/8 21/2 4-16d 2-10d x 11/2 380 595 670. 725 HU36 29/16 53/8 21/2 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU38 29/16 71/8 21/2 10-16d 4-10d x 11/2 605 1,490 1,680 1,810 HU310 29/16 87/8 21/2 14-16d 6-10d x 11/2 905 2,085 2,350 2,535 HU312 29/16 105/3 21/2 16-16d 6-10d x 11/2 905 2,385 2,690 2,895 HU314 29/16 123/3 21/2 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 'HU316 29/16 141/8 21/2 20-16d 8-10d x 1/6 1,510 2,980 3,360 3,620 HU44 39/16 27/e 21/2 4-16d 2-10d 380 595 670 725 a HU46 39/18 53/16 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU48 39/16 613/16 2'/2 10-16d 4-10d 755 1,490 1,680 1,810 HU410 39/16 85/8 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU412 39/16 105/18 2'/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU414 39/16 125/8 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 ,HU416 39/16 135/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU66 5'/2 43/16 2'/2 8-16d 4-16d 900 1,190 1,345 1,450 HU68 51/2 519/18 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU610 5'/2 75/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU612 51/2 93/8 21/2 16-16d , 6-16d 1,350 2,385 2,69Q • •' •. 2,895 HU614 51/2 115/8 21/2 18-16d 8-16d 1,800 2,6;0 . • • 3,025 • • • 3,260• • HU616 51/2 12t7/18 21/2 20-16d 8-16d 1,800 2,98.0... - 3,368--4 • 3,620... - HU24-2 31/8 3'/18 21/2 4-16d 2-10d 380 59� • • ; , • 670 • 725 • HU26-2 3'/8 53/8 21/2 8-16d 4-10d 755 1,19q,... 1,345 . 1,450: • • HU28-2 31/8 7 2'/2 10-16d 4-10d 755 1,440. • • • • 1,685 • • • • 1,810... HU210-2 31/8 813/16 21/2 14-16d 6-10d 1,135 2,089h • • 0 _• 2,350 :' • • 2,535..; HU212-2 31/8 109/16 2'/2 16-16d 6-10d 1,135 2,385° • ' 2,690 • •' 2,895' • • HU214-2 31/8 1213/18 21/2 18-16d 8-10d 1,510 2,61r•,I•: 3,025 ' 3,260 HU216-2 31!e 137/6 21/2 20-16d 8-10d 1,510 2,91;0 • 3,364 • •.:. 3,6206 • • HU310-2 51/8 8'/3 2'/2 14-16d 6-10d 1,135 2,055 - • ' • 2,350 ' 2,535• • • HU312-2 51/8 105/8 21/2 16-16d 6-10d 1,135 2,385 2,690..1 : 2,895 HU314-2 51/8 125/8 2112 18-16d 8-10d 1,510 2,680 3,025 3,260 HU26-3 411/16 51/2 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU210-3 411/16 89/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU212-3 411/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU214-3 411/16 121/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU216-3 4t1/16 137/8 2'/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU210-4 61/e 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU88 71/2 65/8 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU810 7112 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU812 71/2 • 101/8 21/2 16-16d 6-16d 1,350 2,385 2,690 2,895 HU814 71/2 117/3 21/2 18-16d 8-16d 1,800 2,680 3,025 3,260 ' HU816 71/2 135/8 21/2 20-16d 8-16d 1,800 2,680 3,360 3,620 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges tumed in (concealed) and are identified with the model designation HUC#. See Figure 3b (previous page): ` "Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU Series hangers provide torsional resistance, which is defined as a moment of not Tess 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. ESR-2549 Most Widely Accepted and Trusted Page 6 of 14 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILS (Quantity -Type) ALLOWABLE LOADS''' (Ibs) W H B Header Joist' Uplift' Download Co=1.6 Co = 1.0 Co = 1.15 Co = 1.25 , LUS24 16/16 31/6 13/4 4-10d 2-10d 490 670 765 830 1LUS26 16/16 43/4 13/4 4-10d 4-10d 1,165 870 990 1,075 LUS28 16/16 65/6 13/4 6-10d 4-10d 1,165 1,105 1,260 1,365 LUS210 18/16 713/16 13/4 8-10d 4-10d 1,165 1,345 1,530 1,660 LUS24-2 31/6 31/6 2 4-16d 2-16d 440 800 910 985 LUS26-2 31/6 415/16 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-2 31/6 7 2 6-16d _ 4-16d 1,165 1,315 1,500 1,620 LUS210-2 31/6 8t5/16 2 8-16d ' 6-16d 1,745 1,830 2,085 2,260 LUS214-2 31/6 1015/16 2 10-16d 6-16d 1,745 2,110 2,405 2,605 LUS26-3 45/6 41/8 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-3 45/. 61/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210-3 45/. 813/16 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS36 26/16 5'�/4 2 4-16d 4-16d 1,165 1,030 1.180 1.280 LUS44 36/16 3 2 4-16d 2-16d 440 800 910 985 LUS46 36/16 43/4 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS48 36/16 63/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS410 39/1. 83/4 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS414 39/16 103/4 2 10-16d 6-16d 1,745 2,110 2,405 2,605 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LUS Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) timg3 ttthttepth of the Joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joistis 0.125 inch 43.2 mm). Th• ... height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral retiraIAit ig providetl,as,.designed by.' others. • • • • 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailingi to achieve the tab elated Toads. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowerT.ItVallowable uplift Toads Wiest... be reduced when other load durations govem. •' • • ' ' ' ' ...• • 11/1s; Mtafk. FIGURE 3a-HU SERIES HANGER (See Table 3-Page 5) FIGURE 3b-HUC SERIES HANGER (See Table 3, Footnote 3-Page 5) • . • FIGURE 4-LUS SERIES HANGER (See Table 4 above) ESR-2549 Most Widely Accepted and Trusted Page 7 of 14 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL NO. DIMENSIONS' (Inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS''' (Ibs) W H B Header Joists Upllft' Download Co=1.6 Co=1.0 Co=1.15 Co=1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,300 1,485 1,615 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,735 1,985 2,150 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. `MUS series hangers provide torsional resistance, which is defined as a moment of not Tess 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated toads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be'reduced when other Toad durations govem. FIGURE 5-MUS HANGER (see Table 5) .••• • • �•.•.� • • FIGURE 6-HUS SERIES11ANGER (siettotabie 6) • TABLE 6-ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS: • � • MODEL NO. DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABi . c5ZDS3'4'' : • • • • • • (1.• 13s)' • • • • • • W H B Header Joists Uplifts • E ownio$d ... Co=1.6 Co=1.1:1 •• •••••• .'fo=1.15 • •••• Co=1.24. • 'HUS26 15/6 53/6 3 14-16d 6-16d 1,500 2,720 3,0909..' :3,335 HUS28 15/6 71/16 3 22-16d 8-16d 2,000 3,770 3,895 3,980 HUS210 15/8 91/16 3 30-16d 10-16d 3,000 4,010 4,165 4,275 HUS46 39/16 45/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS48 39/16 615/16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS410 39/16 815/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS412 39/16 103/4 2 10-16d 10-16d 3,635 2,610 2,975 3,220 HUS26-2 31/6 53/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS28-2 31/6 73/16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS210-2 31/6 93/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS212-2 31/6 11 2 10-16d 10-16d 3,635 2,610 2,975 3,220 For SI: 1 inch = 25.4 mm 1 pound = 4.45 N. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated Toads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when, other load durations govem. 'HUS series hangers with widths (W) equal to or greater than 39/16 inches (90 mm) are available with header flanges tumed in (concealed) and are identified with the model designation HUSC#. •• .•• • •• • ESR-2549 Most Widely Accepted and Trusted Page 8 of 14 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS MODEL NO. DIMENSIONS' (Inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'` (Ibs) W H B Header Joist 6 Uplifts Download Co=1.6 Co=1.0 Co=1.15 Co=1.25 HHUS26-2 35/16 57/16 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS28-2 35/16 71/2 3 22-16d 8-16d 2,000 4,215 4,770 5,150 HHUS210-2 35/16 91/8 3 30-16d 10-16d 3,745 5,640 6,385 6,890 HHUS46 35/6 51/4 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS48 35/6 71/6 3 22-16d 8-16d 2,000 4,215 4,770 5,150 1-1HUS410 35/6 9 3 30-16d 10-16d 3,745 5,640 6,385 6,890 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers' provide torsional resistance, which is defined as a moment of not Tess 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist Into the header/beam to achieve the tabulated Toads. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. h-2' FIGURE 7-HHUS SERIES HANGER (see Table 7) •• • • • • • • • • • •••• • • • • • •• • • FIGURE 8-SUR/L SERIES ilnblER (se; Zeli41•8) .••. •• ••• • TABLE 8-ALLOWABLE LOADS FOR THE SUR/L AND SUR/LC SERIES JOIST applgf S • • . .•.• • •.•. • • • • • • MODEL NO. DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS'=• ; • • (ib� • :.. W H B Al A2 Header Joist Uplifts • DowAIQ�tl Co= 1.6 Co= 1.0 Co=1.15 Co= 1.25 SUR/L24 19/16 31/16 2 1'/6 1'/4 4-16d 4-10d x 11/2 450 575 650 705 SUR/L26 19/16 5 2 11/8 11/4 6-16d 6-10d x 11/2 735 865 980 1,055 SUR/L26-2 31/8 415/16 25/6 11/2 23/6 8-16d 4-16d xi 1/2 815 1,150 1,305 1,400 SUR/L210 19/16 83/16 2 11/6 11/4 10-16d 10-10d x 11/2 1,250 1,440 1,630 1,760 SUR/L214 19/16 10 2 11/8 114 12-16d 12-10d x 11/2 2,165 1,730 1,955 2,110 SUR/L210-2 31/6 8"/,6 25/6 11/2 23/6 14-16d 6-16d x 21/2 1,300 2,015 2,280 2,465 SUR/L2.56/9 29/16 8t3/16 33/16 1'/8 21/6 14-16d 2-10d x 11/2 225 2,015 2,280 2,465 SUR/L2.56/11 29/16 113/16 33/16 11/8 21/6 16-16d 2-10d x 11/2 225 2,305 2,610 2,665 SUR/L414 39/16 121/2 25/6 1 2316 18-16d 8-16d x 21/2 1,770 2,500 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 4SUR/L series hangers provide torsional resistance, which is defined as a moment of not Tess 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 6The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are specified with the model designation SUR/LC. • • • ••• • • • • • { ESR-2549 Most Widely Accepted and Trusted TABLE 9—ALLOWABLE LOADS FOR THE HSUR/L AND HSUR/LC SERIES JOIST HANGERS Page9of14 MODEL NO. DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3'4'6 (Ibs) W H B Al A2 Header Joist Uplifts Download Co=1.6 Co=1.0 CD=1.15 C0=1.25 HSUR/L26-2 31/6 415/16 27/16 11/4 23/16 12-16d 4-16dx21/2 815 1,790 2,000 2,000 HSUR/L210-2 3116 811/16 27/16 1'% 23/16 20-16d 6-16dx21/2 1,300 2,980 3,360 3,620 HSUR/L214-2 31/6 1211/16 27/16 1'A 23/16 26-16d 8-16dx21/2 1,800 ' 3,875 4,370 4,705 HSUR/L46 39/16 43/4 27/16 1 23/16 12-16d 4-16d 815 1,790 2,000 2,000 HSUR/L410 39/16 81/2 27/16 1 23/16 20-16d 6-16d 1,300 2,980 3,360 3,620 HSUR/L414 39/16 121/2 27/16 1 23/16 26-16d 8-16d 1,800 3,875 4,370 4,705 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HSUR/L series hangers provide torsional resistance, which is defined as a moment of not Tess 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 the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Allowable uplift Toads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other Toad durations govem. 6The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are specified with the model designation HSUR/LC. FIGURE 9—HSUR/L SERIES HANGER • • • • • • • • • • • • • • • •• • • • • • • •• • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • .• •• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • - • • • ESR-2549 Most Widely Accepted and Trusted Page 10 of 14 TABLE 10A-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/2Inch Maximum Gap between Supporting Member and Supported Member -Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches) FASTENERS` (Quantity -Type) ALLOWABLE LOADS 5.6'7 (Ibs) W H B Into Supporting Member Into Supported Member Uplifts Download Co=1.6 C0=0.9 Co=1.0 Co=1.15 Cp=1.25 Co=1.6 Sing e 2X Sizes HTU26 ('/2" Gap -Min Nail)' 15/ 57/,6 31/2 20-16d 11-10dx11/2 670 2,660 2,735 2,735 2,735 2,735 15/8 57/16 31/2 20-16d 14-10dx1'/2 1,175 2,660 2,940 3,100 3,100 3,100 HTU26 ('/2" Gap - Max Nail)2 15/8 57/16 31/2 20-16d 20-10dx1'/2 1,215 2,660 2,940 3,340 3,600 3,760 HTU28 (1/2" Gap - Min Nail)' 15/6 7'l16 31/2 26-16d 14-10dx11/2 1,125 3,460 3,770 3,770 3,770 3,770 HTU28 (1/2" Gap - Max Nail)2 154 7'/16 3'/2 26-16d 26-10dx11/2 1,920 3,460 3,820 4,340 4,680 5,015 HTU210 (1/2" Gap - Min Nail)' 15/6 91/16 31/2 32-16d 14-10dx1'/2 1250 3,600 3,600 3,600 3,600 3,600 HTU210 ('/2" Gap - Max Nail)2 15/6 0,6 31/2 32-16d 32-10dx11/2 3255 4,255 4,705 5,020 5,020 5,020 Double 2X Sizes HTU26-2 (1/2" Gap - Min Nail)' 35/16 57/16 31/2 20-16d 14-10d' 1,515 2,660 2,940 3,340 3,500 3,500 HTU26-2 ('/2" Gap - Max Nail)2 35/16 51/,6 31/2 20-16d 20-10d 1 „910 2,660 2,940 3,340 3,500 3,500 HTU28-2 ('/2" Gap -Min Nail)' 35/16 7'4s 31/2 26-16d 14-10d 1490 3,460 3,820 3,980 3,980 3,980 HTU28-2 ('/2" Gap - Max Nail)2 35/,6 7'/16 31/2 26-16d ' 26-10d 3,035 3,460 3,820 4,340 4,680 5,555 , HTU210-2'(1/2" Gap -Min Nail)' 35/16 91/16 31/2 32-16d 14-10d 1,755 4,255 4,255 4,255 4,255 4,255 HTU210-2 (1/2" Gap - Max Nail)2 35/16 91/,6 31/2 32-16d ' 32-10d 3,855 4,255 4,705 5,345 5,760 6,470 For SI: '1 inch = 25.4 mm, 1 pound = 4.45 N. The suffix '(1/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more han 1/e Inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed, nto the supported wood truss. Refer to Figure 10B on page 13 for a typical installation detail. 2The suffix '('/Z Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 'Is inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and all of'the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on page 1• • • 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). • • 'Allowable loads correspond to installations where the maximum possible number of nails is driven into the supportinenaember. fiefeP to Sectiori3.2. ' of this report for nail sizes and required minimum physical properties. • • • • • • • • • •• • 5Tabuleted allowable loads are for installations in wood members complying with Section 3.2.2 of this report. • • • 6Tabuleted loads must be selected based on the applicable Toad duration factor, Co, as permitted by the applivableiiullding code..See 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 Ma tirtimes tiptlelltPl of the jpialt 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 h .igIrt �o• greater than the height (H) of the hanger. • • • Allowable uplift loads have been increased for wind or earthquake loading'with no further increase allowed. Th8 tabttated allot/88lb uplift Ioa&Sfhtir be reduced proportionally when other load durations govem. • • • • • • • . - • . - ESR-2549 Most Widely Accepted and Trusted Page 11 of 14 ' TABLE 10B-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('I Inch Maximum Gap between Supporting Member and Supported Member - Maximum Number of Nails into Supporting Member) i MODEL No. DIMENSIONS' inches) FASTENERS ` (Quantity -Type) ALLOWABLE LOADS s' &' (Ibs) W H B Into Supporting Member Into Supported Member Uplift8 Download Co=1.6 Co=0.9 Co=1.0 Co=1.15 Co=1.25 C0=1.6 Single 2X Sizes HTU26 ('/8" Gap - Min Nail)' 15/8 57/16 31/2 20-16d 11-10dx1'/2 730 2,660 2,940 3,045 3,045 3,045 15/8 57/18 31/2 20-16d 14-10dx11/2 1,250 2,660 - 2,940 3,200 3,200 3,200 HTU26 ('/8" Gap - Max Nail)2 15/8 57/18 31/2 20-16d 20-10dx11/2 1,555 2,660 2,940 3,340 3,600 4,010 HTU28 ('/8" Gap - Min Nail)' 15/8 71/16 3'/2 26-16d 14-10dx11/2 1,235 , 3,460 3,820 3,895 3,895 3,895 HTU28 ('/8" Gap - Max Nail) 15/8 71/18 31/2 26-16d 26-10dx11/2 2,140 3,460 3,820 4,340 4,680 5,435 HTU210 ('/8" Gap -Min Nail)' 15/8 91/18 31/2 32-16d 14-10dx11/2 1,330 4,255 4,355 4,355 4,355 4,355 HTU210 ('/8" Gap - Max Nail) 15/8 9'/18 31/2 32-16d 32-10dx11/2 3,315 4,255 4,705 5,345 5,760 5,995 . Double 2X Sizes HTU26-2 ('/8" Gap - Min Heel)' 35/18 57/18 31/2 20-16d 14-10d 1,515 2,660 2,940 3,340 3,600 3,910 HTU26-2 08" Gap - Max Nail)2 35/18 57/16 31/2 20-16d 20-10d 2,175 2,660 2,940 3,340 3,600 4,485 HTU28-2 ('/8" Gap -Min Nail)' 35/18 71/18 3'/2 26-16d ' 14-10d 1,530 3,460 3,820 4,310 4,310 4,310 HTU28-2 ('/8" Gap - Max Nail)2 35/18 7'/18 31/2 26-16d 26-10d 3,485 3,460 3,820 4,340 4,680 5,850 HTU210-2 ('/8" Gap -Min Nail)' 35/16 9'/16 3'/2 32-16d 14-10d 1,755 4,255 4,705 4,815 4,815 4,815 HTU210-2 ('/8" Gap - Max Nail) 35/16 9'/16 31/2 32-16d 32-10d 4,110 4,255 4,705 5,345 5,760 7,200 For Sif 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '('/8" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch (312 mm) or less, and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B for a typical installation detail. 2The suffix '('/8" Gap - Max Nall)' corresponds to Installed conditions where the gap between the supporting member and supeerled•wood truss is 1/8 inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supportitrg th%truss (joist).aretlled w(tb pails• This Is designated In the table as "Max Nall" and Is shown in Figure 10B on page 13. • • • • •• •••• •' 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). • • • • °Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. F efer to•5'eciion 3.2.3 of this report for nail sizes and required minimum physical properties. ' • ' 'Tabulated allowable Toads are for Installations in wood members complying with Section 3.2.2 of this report. • • • • • • • •• • • • •• •• • 'Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable building eode. See 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 ‘38.34.11)•times Itiappth of thgliAN A which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch L3 62. Tin), for joists 1 aving a heigh8no greater than the height (H) of the hanger. • • • • 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. Th% tabulSted alkkppgiyplift Iodii%VIM be reduced proportionally when other load durations govem. • •• • •. • • ••• • •••• • • - •• • ESR-2549 Most Widely Accepted and Trusted Page12of14 TABLE 10C—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS - ALTERNATE INSTALLATION (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Minimum Number of Nails into Supporting Member) MODEL 1 N0.1'2 i DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS 3.6' 1 (Ibs) W H 8 Into Supporting Member Into Supported Member Uplift Download C -1.6 o- Co=0.9 Co=1.0 CD=1.15 Cp=1.25 Cf1.6 HTU26 ('/2" Gap - Min Nail)' 15/8 57/18 31/2 10-16d 14-10dx11/2 925 1,330 1,470 1,670 1,800 2,040 HTU26 ('/2" Gap - Max Nail)2 15/8 57/18 31/2 10-16d 20-10dx11/2 1,310 1,330 1,470 1,670 1,800 2,250 HTU28 ('/2" Gap - Max Nail)2 15/8 7'/,6 31/2 20-16d 26-10dx1'/2 1,920 2,660 2,940 3,340 3,600 3,905 HTU210 ('/2" Gap - Max Nail)2 15/8 91/18 31/2 20-16d 32-10dx11/2 2,880 2,660 2,940 3,340 3,600 3,905 For SI: ,1 inch = 25.4 mm, 1 pound = 4.45 N. The suffix '('/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than'/° inch (3.2 mm) and Tess than or equal to inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10C for an alternate installation detail. 2The 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 inch (12.7 mm), and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10C. 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, (3). 'Allowable Toads correspond to installations where the minimum allowable number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. °Tabulated allowable Toads are for installations in wood members complying with Section 3.2.2 of this report. °Tabulated Toads 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. '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 Toads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift Toads must be reduced proportionally when other Toad durations govem. FIGURE 10A—HTU SERIES HANGER • • • • • •• • • • • • • •••• • • • • • • • •••• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • ••• • • FIGURE 108 TYPICAL HTU INSTALLATION FIGURE 10C—ALTERNATE HTU INSTALLATION ESR-2549 Most Widely Accepted and Trusted Page 13 of 14 TABLE 11—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS MODEL No. DIMENSIONS (inches) FASTENERS' (Quantity Type) :,aa s ALLOWABLE LOADS (Ibs) W H Into Supporting Member Into Supported Member Uplift 5 Download C0=1.60 CD =0.9 Co =1.0 Co =1.15 Co =1.25 Co =1.60 I LUC26Z 18/16 43/4 6-10dx11/2 4 -10d x 1'/2 730 640 710 810 875 1,100 6 - 10d 730 640 710 810 875 1,100 6 - 16d 730 760 845 965 1,040 1,315 LUC210Z 18/16 73/4 10 - 10d x 1'/2 6 -10d x 11/2 1,100 1,065 1,185 1,345 1,455 1,830 10 - 10d 1,100 1,065 1,185 1,345 1,455 1,830 10 - 16d 1,100 1,270 1,410 1,605 1,735 2,190 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable loads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 3Tabulated Toads 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. 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 LUC210Z. Allowable uplift Toads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other Toad durations govem. •••• • • • • •••• • • • • •• • •••• - • • • • •• • - • • • •••• • a •••• • • •• •• • • • • •••• • •••• • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • •• • FIGURE 11—LUCZ SERIES HANGER AND INSTALLATION DETAIL ESR-2549 Most Widely Accepted and Trusted TABLE 12-ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS6 Page 14 of 14 Model No. DIMENSIONS' FASTENERS' ALLOWABLE LOADS' S Uplift Download W H B Header Joists CD = 1.6 CD = 1.0 CD = 1.15 CD = 1.25 HGUS26-2 32/16 57/,6 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-2 37/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 37/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS46 35/e 51/4 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS48 35/6 7 4 36-16d 12-16d 3,235 7,460 7,460 7,460 ,HGUS410 35/e 9 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 35/6 1016 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS414 35/8 127/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-3 47546 5'/,e 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-3 415/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-3 4'5/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-3 4t5/16 103/4 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-3 415/16 123/4 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-4 69/,6 5246 4 20-16d '' 8-16d 2,155 4,355 4,875 5,230 HGUS28-4 69/16 73/16 4 36-16d 12-16d 3,235 7,460 " 7,460 7,460 HGUS210-4 63/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-4 68/16 106/16 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-4 69/16 129/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. • • • • 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). • • • • • • • • 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. • • • • . • • • • •• • Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buildigg,rgde. •.4, • . • 4Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailingl ji ijfive tabulat%d loads. • 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads mus! be • + • • reduced when other load durations govem. • • • • • • • ' 6HGUS series hangers provide torsional resistance, which is defined as the moment of not Tess than 75 poundV(534 N) timAs the depth WM'', joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the tdl tf9•Q.125" (3.2r8)• The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restaemi is provided, es designedWby • • • others. • • • • • • • • • • • • • • • • • •• . • • • • • • • • • FIGURE 12-HGUS SERIES JOIST HANGER MAGEX PE nc 2402 SW 16th Terrace Miami, FL 33145 Spanish: 786-262-8818 English:786-486-4763 E-Mail: magexpestcontrolr@yahoo.com CONFIRMATION OF COMPLITION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: D Lt `Cot-i ¶ . Address of Treated Premises: Address: M SooJeat E 94 132 (1x- 2\mot; °N 2 -23-S Phone: Number of Structure(s) to be Treated: Square Footage: (3� Linear Footage: Permit #: Gallon Used: t Gallon Used:7 7 Product Used: 'ar1 2 c_o\ A CO O5j Date Initial Treatment: Date of Completion: Technician: lAP5 vYte 20 (wrr Magex Pest ControI hereby confirms that the structures describes above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws a established by the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. Magex's Limited warranty is presentl full force and effect. ( WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) . i Magi Technician A ) Date r Corporate Seal' This is not valid withouta'.co;npany Sea_i 1 REQUIREMENT; Permit application must be accompi ❑ 2 Sets of drawings of the signed and sealed. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-297903 Permit Number: RC-6-15-1624 Inspection Date: February 22, 2018 Inspector: Kendall, Travis Owner: LEE, BERNARD & DEMETRIO LORIS Job Address: 1201 NE 94 Street Miami Shores, FL 33138- Project: <NONE> . •• . . . • •• • •• • Cblifracior: • • •Q04 CONSTRUCTION SERVICES LLC • • - - Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number (954)673-6513 Parcel Number 1132050100010 Phone: (786)426-6350 Building Depaotrnent Corp'm fits • Ip111;RIbR ALtEI2ATION, INTERIOR PARTITION SMTtATIOPIFBWROOyL2Z 3 INTO TWO EQUAL SIZE& g3EDROQM 2 CONVERT EXISTING BATHROOM 2 INTO 2 BATHIWOMIS RE.FtCA,C.E 6 WINDOWS 5 WITH E3 oTSAMS= DIMSNSlON AND 1 TO BE SMALLER RgLJ1F.ZING MASONRY V 5RIIe. REMOVE TILE AND REPLACE WITJ-i?.EW TILE DEMOLITION OF EXISITNG KITCHEN AND REPLACEMENT Infractio Passed Comments INSPECTOR COMMENTS False 07/07/2016 - QUALIFIER TO Ingigf MIKE. ITH 12/fl1/2()1F - PFRMIT (lN HC)I n I INTII A guirSc Romments •chitect CESAR OFF CANO MEETS WITH THE BUILDIN OF Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. 1QY9-'C 9utiorc.;� 2I2E1 ig For Inspections please call: (305)762-4949 February 22, 2018 Page 1 of 1 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Bernard Lee JTRS and Demetrio T. Loris JTRS. Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1201 NE 94th Street Company NAIC Number: City State ZIP Code Miami Florida 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 1 of "Miami Shores Bay View" PB 40, PG 16, Miami -Dade County Folio: 11-3205-010-0010 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential. • •• A5.• Latitueltkagitude:. Lat.25° 51' 44.91" N Long. 80° 10' 27.26" W Horizontal Datum: ❑ NAD 1927 x NAD 1983 A6 •Attach atMt 2 photographs of the building if the Certificate is being used to obtain flood insurance. • A7. Building Diagram Number • 1A • ' • •,QS •For a la uiidin$ with a car 4space or enclosure(s): • a) Square footage •ftt2Wl�space or enclosure(s) 0 sq ft • • • • /) Number of permit good openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 0 c) Tot9l'rte4 atea of 1'loociopenings in A8.b 0 sq in • • . •.. • •• • il) Engipaired flood openings? ❑ Yes •••• A9. For a building with an attached garage: a) Square footage of attached garage x No 0 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes x No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number Village of Miami Shores / 120652 B2. County Name Miami -Dade B3. State Florida B4. Map/Panel Number 12086C0306 B5. Suffix L B6. FIRM Index Date 09/11/2009 B7. FIRM Panel Effective/ Revised Date 09/11/2009 B8. Flood Zone(s) X 89. Base Flood Elevation(s) (Zone AO, use Base Flood Depth) N/A B10. Indicate the source ❑ FIS Profile © of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9: FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes Designation Date: ❑ CBRS ❑ OPA x No FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building' Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1201 NE 94th Street Policy Number: City State ZIP Code Miami Florida 33138 Company NAIC Number SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones A1—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, Benchmark Utilized: # B-62 Elev.= 8.74' Vertical Datum: N.G.V.D. 1929 x Finished Construction AR/AH, AR/AO. enter meters. Indicate elevation x datum used for the elevations in items a) through h) below. NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check a) Toi of bottom floor (including basement, crawlspace, or enclosure floor) 11, 48 x the measurement used. feet ❑ meters • b) T•o{o•oftl a next••hi9iter.floor NSA. x feet ❑ meters • • •• • c) Bettern.of the lowest horizontal structural member (V Zones only) N/A. X feet ❑ meters • • • • • • d) Attaphed garage.lo » f slab) N/A x feet ❑ meters e) LOW �levatioo �na ofchinery or equipment servicing the building 9 12 x feet ❑ meters • • •• •• • (Describa type df etcj'i.JTl3ment and location in Comments) •• f) Lov�eetartijacent (fyysMed) grade next to building (LAG) 8. 8 X feet ❑ meters • • • • • g) Highest adjacerft/ rtiSRed) grade next to building (HAG) 9. 0 X feet ❑ meters •• • • h) Lo �estijacent gr at lowest elevation of deck or stairs, including NSA. X feet meters❑ • . structura support • • gamma .••. •• • • •••• SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect 1 certify that the information on this Certificate represents my best efforts to interpret statement may be punishable by fine or imprisonment under 18 U.S. Code, Section Were latitude and longitude in Section A provided by a licensed land surveyor? x authorized by law the data available. 1001. Yes ❑ No to I understand x certify elevation information. that any false Check here if attachments. Certifier's Name License Numbers Efrain Lopez 6792 s M $� (c 9 I e al 'V/e N 0 210 /201,,8 Title Professional Surveyor and Mapper Company Name Efrain Lopez Address 13801 SW 10th Terrace City State ZIP Code Miami Florida 33184 Signature Date Telephone 02/01/2018 (305) 345-9083 Copy all pages of is Ele ation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (includi typ , of equipment and location, per C2(e), if applicable) Crown of Road Elev ion A 9.71' N.G.V.D. 1929 Description of C2.e): it Conditioner located at East side of house top of slab elevation= 9.12' N.G.V.D. 1929 Miami -Dade County Benchmark # B-62 Elevation=8.74" N.G.V.D. 1929 Description of A5: Coordinates were obtained on site using Global Positioning System (GPS) FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS See Instructions for Item A6. OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1201 NE 94th Street Policy Number: City State ZIP Code Miami Florida 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6, Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. 'llil • 1 , f •• • • I' .._LIE q. iR. ,MII.G. 4r W • • • f.. PPP M ....'. • • • • • ,-.,. ,•••• • • • • 1•••• •• • •••• • •• ••• • •••••• fi's..�r�t�` f'�'` , yS1• r `". "fie f`•�`. • . .,,- 1•••• •• • 1 • •••• • _.. • • •••• Photo One Photo One Caption Front View Date Taken:01/31/2018 J • ,. r t � ¢ - `�rgsd 1 :V• - — - Photo Two Photo Two Caption Rear View Date Taken: 01/31/2018 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 2402 SW 16th Terrace Miami, FL 33145 Spanish: 786-262-8818 English:786-486-4763 E-Mail: magexpestcontrol anyahoo.com Partial Treatment Notice Project Name: Lot Block Model: Service order by: ((� arristrds6b>10 Property Address: Permit #: t \JP Rc; S-IbZi Date: [lb U"l1 Time: r) Applicator: Product Used: Ol w-) tcsrs Z�_ Chemical Used (active Ingredient):_isjAciLctforA Number of Gallons applied: r Area Treated: LQLJV Reap Percent Concentration: 0 O Tamp: LAD Stage of Treatment : Horizontal/Interior Vertical Linear Feet Treated: This is not valid without a Company Seal 1. The above noted structure has received the first of two or more require treatments for the prevention of - Subterranean termites. 9. Upon completion of this treatment and payment of any balance due under this contract, Magex will provide purchaser with The limited warranty shall not be considered to be in effect until all required payment has been made This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify MAGEX Pest Control should treatment be required for patios, driveways and entryways. Magex Pest Control must be notified at the final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY Terra Tech Consultants, Inc. •f nv rt nmental Consultants • foundations • Geotechnical Testing* Inspections • Construction Materials Testing• S ructures - SOIL LABORATORY TEST REPORT CLIENT: OM CONSTRUCTION SERVICES, LLC PROJECT NAME: LAUNDRY ROOM PROJECT LOCATION: 1201 NE 94 STREET MIAMI SHORES, FL TESTED BY: DM SOIL DESCRIPTION: BEIGE SAND SAMPLE LOCATION: ON -SITE DATE TESTED: 6/14/17 DATE: 06/14/17 JOB: 17-06147 PO#: N/A PARTICLE SIZE ANALYSIS ASTM D-422 SIEVE SIZE 3" 2%2' 2" 1%" 1" 3/4 1/2 , 3/8" #4 % PASSING SIEVE SIZE #10 #20 #40 #60 #80 #140 # 200 DRY Soil Class. % PASSING - - - - - - - x n/a MOISTURE DENSITY RELATIONSHIP (PROCTOR) ASTM D-1557 TEST SPECIFICATION OPTIMUM MOISTURE MAXIMUM DRY DENSITY (pcf) LBR VALUE ORGANIC % ASTM D-1557 10.6% 107.5 - - DRY DENSITY - pcf 108.0 107.5 107.0 106.5 106.0 105.5 105.0 104.5 104.0 103.5 103.0 40 MOISTURE/DENSITY CURVE 6.0 8.0 10.0 MOISTURE CONTENT % 12.0 Respectfully Submitted - Terra Tech Consultants, Inc. Rafael E. Dorz-Seda, P.E Professional Engineer No. 39228 State of Florida 12385 SW 129th Ct, Miami, FL 33186 (305) 256-2633 Terra Tech Consultants, Inc. *environmental Consultants • tbunclations • Gcot chnica1 Testing. Inspections • Coredniction Mater a6 Testing. Structures • FIELD DENSITY TEST REPORT CLIENT: OM CONSTRUCTION SERVICES LLC 12850 West State Road 84 13 2 Davie, FL 33325 DATE: June 15, 2017 JOB: 17-06147 PROJECT NAME: LAUNDRY ROOM PROJECT LOCATION: 1201 NE 94 STREET. MIAMI SHORES, FL PROCTOR DATA Proctor No. SOIL DESCRIPTION MAX. DRY DENSITY OPTIMUM MOIST. (%) 108023 BEIGE SAND 107.5 10.6 REQUIRED COMPACTION (%) 95% TEST DEPTH PENETRATION (INCHES) 12" FIELD DENSITY TEST RESULTS Test No. Proc. No. TEST LOCATION LIFT No. DRY DENSITY (%) MOIST. (%) COMP. RESULTS 1 108023 CENTER AREA BUILDING SLAB Final 107.6 9.2 100.1 PASS Commnets: Respectfully Submitted TERRA TECH CONSULTAIYTSIC Rafael E. Dorz-Seda, P.E Professional Engineer No. 39228 State of Florida 12385 SW 129th Ct. Unit # 7, Miami, FL 33186 - (305) 256-2633 STRUCTURAL DESIGN TC ENGINEERING, INC. CA LIC. No. 30288 CONSULTING ENGINEERS ANTONIO CANELAS, P.E. LIC. No. 74099 7815 SW 24 ST SUITE 111 MIAMI, FL. 33155 PHONE: (305) 261-0321 tcstructuralengineering@gmail.com August 17, 2016 Miami Shores Village Building and Zoning Department Miami Shores, Florida. Reference: Special Inspector's Completion Statement As -built Certificate. Interior Remodeling 1201 NE 94 ST Miami Shores, FL 33138 To whom it may concern: (Lc-6-is-i6zy I, Antonio Canelas, having been retained as Special Inspector for the residence located at 1201 NE 94 ST Miami Shores, Florida, hereby state after conducting the required inspections, that to the best of my knowledge and belief, the construction of the reinforced concrete footings in this project was done according with our revision 1, to the original Project Approved by the City. See attached a copy of the drawings designed for our office. (Ground Floor Plan and Footing Schedule on sheet S-1 and detail 5/S-2). If you should have any questions regarding this matter, please do not hesitate to contact us. Sincerely, Antonio Canelas, P.E. Lic #: 74099 11101,11 .‘`'�t��� CAN : No. 74099 ' * •• STATE OF • cc, • OFilv• FS ••�G `�` s 0NA1- • • • . . • • • ''�111/111111111%%\ • REVISIONS /' Y COORDINATION 05-31-16 USE 5/8" COX STRUCTURAL I GRADE • EL. VARIES 4' ALL PANELS EDGES NOTE: 4' 0.C. PROVIDE 2'x4" BLOCKING BETWEEN TRUSSES AT PANEL EDGES & TOE NAIL TO TOP CHORDS, TYPICAL THROUGHOUT. PLYWOOD SHEATHING NAILING PATTERN SCALE N.T.S. EXISTING W000 T-EOIST. i' 'CDX' PLYWOOD RAFTERS EXISTING KNEE 'WALL }b THRU BOLTS O 16" EXISTING 2x4 WOOD STUDS 0 16" TO REMAIN EXISTING WOOD STUDS BEYOND EXISTING 2x12 WOOD JOISTS NEW (2) 2x12 WOOD BEAM Fr -COX' PLYWOOD }Y THRU BOLTS 0 16' E . T . VERIFY I'-D" EW (3) 2x12 WOOD GIRDER FOR CONNECTOR SEE PUN AND SCHEDULE CONNECTOR ❑D NEW (3) 2x4 WOOD POST • EXISTING WOOD RAFTERS EXISTING CONC. BEAM EXIST. r -cox- PLYWOOD r 'CEX' PLYWOOD RIFY EW 2x12 WOOD JOISTS 0 10" FOR CONNECTOR SEE PLAN AND SCHEDULE (2) 2x12 WOOD LEDGER ATTACHED TO CONCRETE BEAM USING 1'0 HILT K83 0 16' EMBEDMENT=5)" ANCHOR BOLT. TYP. SECTION NEW (3) 2x4 WOOD POST SCALE 3/4..1.-0* NEW (3) 2x12 WOOD GIRDER }"0 THRU BOUS O 16" CONNECTOR • O'l\� „ O / / / I //11 /// / ///A // // / / // // //// // NEW (2) 2x12 WOOD BEAM 10d NAILS 0 4' EXISTING CONC. 11E BEAM — CONT. 2x8 P.T. W000 PLATE W/ }'0 x 7' HILTI K83 EXPANSION ANCHOR BOLT O 24', TYP. FOR CONNECTOR SEE PLAN AND SCHEDULE 2x6 W000 JOISTS 0 16" (3) 2x12 WOOD GIRDER (2) 2x10 WOOD LIDGER ATTACHED TO CONCRETE BEAM W/ 1'0 HILT K83 EXPANSION ANCHOR BOLT 0 16' EMBEDMENT.4}' IN CONC.. TYP. SECTION SCALE 3/4•=1'-0• 1.-0_ EXISTING WOOD STUDS WALL TO REMAIN EXISTING CONC. SUB TO REMAIN EXISTING CMU WALL EXISTING WALL FOOTING & REINFORCING \\ 13' 015 TO REMAIN '1—STD.. HOOK } • THRU BOLTS 0 16" r 'COX' PLYWOOD RIFY 2x12 W000 JOISTS 0 10' }"0 THRU BOLTS 0 16" NEW (3) 2x4 WOOD POST CONNECTOR ❑F #4 0 24' X 3'-0" INSTALLED IN 6' DEEP HOLES DRILLED INTO EXISTING SLAB USING HILT HIT HY 150 EPDXY SYSTEM INTO CONCRETE F NEW CONC. SUB TO MATCH EXISTING COMPACTED FILL 5 0 12" 3' CLR E VARY EXISTING CONC. SUB TO REMAIN EL. +0'-0" 7.0 EXIST. CONC. SLAB 6 MIL VAPOR BARRIER EL. TO MATCH EXISTING WALL FOOTING • CHIP EXISTING WALL FOOTING TO INSTALL TIE COLUMN AND NEW FOOTING. DO NOT CUT EXISTING BARS. POUR MONOLITHIC SECTION SCALE 3/41=1'-0• EXISTING WOOD RAFTERS EXIST. �' 'COX' PLYWOOD A EXISTING WOOD STUDS BEYOND EXISTING 2x12 WOOD JOISTS EXISTING r -Mr PLYWOOD KNEE WALL }'• THRU BOLTS 0 16' EXISTING 2x4 WOOD STUDS O 16' EL FIELD VF"IFI NEW 2x12 WOOD JOISTS 0 10' CONNECTOR E SEE SCHEDULE AND PUN. NEW (2) 2x12 WOOD BEAM NEW (3) 2x4 W000 POST BEYOND. `.1111 lt/!/4i ' • :, +.. •G E N •••••C ''' • y • • No. 74099 • 7C • 49 • : .i . 1 TATAE OF ' �� �lIS / ••• ••• •• V:" �% STRUCTURAL DESIGN TC ENGINEERING, INC. 00 uc.30288 CONSULTING ENGINEERS 411,410 CANE. PE. 7als:w 24 s; surf II+.v 10 / TELEPHONE: (305) 710-7929 - FAX'. (305) 710-7929 INTERIOR REMODELING co co 00 L1 cx7 O_ } LL w UJ O u.I <L U 061 0 Q Q L1.IWO2 W c Q CA Q Z LLI Z W Z m 0 SCALE AS.SHOWN DATE: 02/.24/2016 J06 N0. SHEET NO.: S-2 5701E of Fi CR:n0 (2) 2x10 W000 LEDGER ATTACHED TO CONCRETE BEAM W/ r0 HILB KB3 EXPANSION ANCHOR BOLT 0 16' EMBEDMENT=4}' N CONC., TYP.—� y l 'l// //// //// . ///// /ice/,/i/-/i////"// GROUND FLOOR PLAN . Q ROOF PLAN ,1 SCALE 1/4"=1'-0' r 'CDX' PLYWOOD OVER JOISTS SEE DETAIL A/S-2 (2) 2x10 WOOD LEDGER ATTACHED TO CONCRETE BEAM W/ )W MLR K83 EXPANSION ANCHOR BOLT 0 16' ENBEDMENT=44" IN CONC., TYP. PLAN NOTES' h.- SLAB NOTES: A- GROUND FLOOR SLAB: CONCRETE SLAB OVER WELL COMPACTED FILL REINFORCED WITH 646-W2.1 1142.1 WELDED WINE FABRIC AT MID DEPTH, TYPICAL UNLESS OTHERWISE NOTED. 2.- CHIP EXISTING WALL FOOTING TO INSTAL NEW FOOTING. 00 NOT CUT EXISTING BARS, POUR MONOUTHC. 3.- PROv1GE 5/8' PLYWOOD PANELS OVER WOOD JOISTS SPACED AS SHOWN ON PUN. PLYWOOD CLASSIFICATION SHALL BE 'C' OR BETTER AIM THE EXPOSURE SHALL BE EXTERIOR. INSTALL PANELS WITH STRENGTH DIRECTION PERPENDICULAR TO JOISTS. PROVIDE 2'x4' BLOCKING AT ALL PANEL EDGES. PANEL END JOINTS SHALL OCCUR OVER FRAMING SUPPORT MEMBERS. PROVIDE FULL 2X4 BLOCKING AT MI PLYWOOD DECK PANEL EDGES THROUGHOUT. SOCKING' REFERS TO NSTNJATKXN OF 2x4 MEMBERS INSTALLED WITH 1HE 1' 90E HORIZONTAL BETWEEN THE JOISTS TO PROVIDE EDGE SUPPORT FOR PLYW000 SHEATHING. NAILING THE SHEATHING TO 1HE BLOCKING SH81 BE AS DESCRIBED BELOW. 2x4 BLOCKING SHALL 8E ATTACHED TO JOISTS BY TOE -NAILING USING 2-8d RING SHANK NAILS AT EACH ENO. NMJUN: RFOUPFMFNTS. SIZE & TYPE: USE 80 RING -SHANK NAILS RWG-SHANK NAILS SHALL HAVE THE FOLLOWING MINIMUM DIMENSIONS: I. 0.113 INCH NCMINAL SHANK DIAMETER. 2 RWG DIAMETER CF 0.012 OVER SHANK DIAMETER. 3. 16 TO 20 RINGS PER INCH. 4. 0.280 NCH FULL ROUND HEAD DIAMETER. 5. 2# N01 NAIL LENG111. NAILING SPACING: 4' 0.C. AT PANEL EDGES. 6' 0.C. AT INTERMEDIATE SUPPORTS NAILS SHALL BE CORROSION RESISTANT CONFORMING TO ASTM F 1667 & ASTM A 641. 3.- PROVIDE 2x12 BLOCKING AT JOIST MID SPAN. 4.- FOR WATER PROOFING DETAILS SEE ARCHITECTURAL DRAWINGS. 5.- SEE ARCHITECTURAL DRAWINGS FOR A00R10NAL INFORMATION AND DIMENSIONS. ALL DIMENSIONS SHOWN HERE SHALL BE VERIFIED WITH ARCHRECNRAL DRAWINGS. N CASE OF DISCREPANCY ARCHITECTURAL DRAWINGS SHALL CONTROL WOOD CONNECTOR SCHEDULE TYPE CONNECTOR N.O.A. / FL APPROVAL CONNECTOR ALLOWABLE LOAD VALUES (LES) NAIL SIZE & QUANTITY UPLIFT DOWN LATEPA1 LOAD PARNle U1kHAL LOAD PFRISNO CULAB ❑ LU5210 SIMPSON FL10655 1165 1340 - _ 8-10d FACE 4-10 JOIST Q LSI0UI1MP21 -N3-SDS SON F111473 3575 9715 - - B x4' MEN CONCRETE 8-'x2�' SDS SCREWS ❑ LU526 SIMP50N FL10655 1165 1070 - - 4-108 HEADER 4-10d ONLOOKER SIMPS DN " SIMPSON FL13904 MAIN BFNM=2350 SIDE BEPAI=2350 SIDE BEAM=7000 — — S05 (12 11000 SCRE915, WHICH ARE PNN70E0, N AIL ROAD HOLES OMITTED. C8SIMPSO5052 N 004 N FL10849 5335 14420 - - 14-SDS la' POST A 34. MAIN BUM, 4}x POST, 4#4 SIDE BEAM FOOTING SCHEDULE B=BOTTOM T=TOP MARK SIZE REINFORCEMENT REMARKS DIMENSION (THICKNESS( IN) LONG BARS I SHORT BARS T F-1 2'-6'x2'-6' I 12 3 #5 T&8 1 3 /5 T&B SUPERIMPOSED LOADS DEAD 20 P5F ROOF LIVE 20 PSF LEGEND: EWF EXISTING WALL FOOTING .TO REMAIN ETB EXISTING TIE BEAM TO REMAIN • DOSING 8" CMU WALL .TO REMAIN STRUCTURAL DESIGN • TC ENGINEERING. INC. cA pc 4,:01ee CONSULTING ENGINEERS 4.0MM CANE.. PE. uC..Na.'x099. 111 .,4A I. H_. 991s5 NE,inM . iiuZ naumIMOVNpe nnamn REVISIONS' 1L COORDINATION 05-31-16 4906 CAMPO SANO CT. CORAL GABLES FL. 33146 / TELEPHONE: (305 INTERIOR REMODELING 00 • E () O LIT1— A— C[O w OL< IX2Orn U 0 Q Q W • W O 2 O 1Hi- QO) ¢Z W Z W Z m O SCALE: AS SHOWN GATE: 02/24/2.016 JOB NO. SHEETNO" ° S-°1 STATE OF ROP'GA ...3E,STAA,'CH:Io.. 29 Date: 02/05/2018 Project: Loris & Lee Residence Address: 1201 N.E. 94th AVE, Miami Shores — 33188 Building Department 10050 NE 2 Ave Miami Shores Village FL 33138 305-795-2204 To The Building Department of Miami Shores Village: I hereby certify that: 1. I have been contracted by Bernard Lee and Demetrio Loris, to provide professional architectural/engineering services related to the design and preparation of construction documents, including drawings and specifications for the aforementioned project. During the course of construction, periodic site observation visits have been completed, and the necessary standard of care, noting progress, quality and ensuring conformance of the work with documents provided for all regulatory approvals associated with the aforementioned project. 2. I have determined that, to the best of my knowledge, information, and belief, the completed structure is designed and constructed, in accordance with the design development drawings. 3. The above -mentioned construction project has been designed and constructed in compliance with all applicable local and state codes. 4. I certify that all the masonry construction involved in this project was constructed in accordance with all applicable codes. 5. I can attest that the method used for the elaboration of all the mechanical, electrical and plumbing works, was completed in accordance with the technical specifications and engineering drawings developed by me. Please feel free to contact by e-mail if you need further information. Best Regards, Fabio Delgado P.E. Lic. 76040 (954)482-1285 D 0 C-UMEKT COVER PAGE' Poi those documents not providing the requ red 3 x 3 in space on the fist page, this toyer pa• e mast be affached. An addition aYrecorrhngfee for thi,c pagemust berem tted. I7ocumen-ETitle• (Mortgage, Deed, Etc.) cv,;(6,1-tor> Re-Lrau D o cement To / Prepared By: 111111111111111111111111111111111111111111111 CFN 2018R0085 97 OR. BK 3086': F'ss 1347-1343 2Pss RE C:i_IRDED 02i 1. 72fi1. ; 1.7 2ir;i;6 '-fARVEY' RUVINf C:L FRK. OE COURT i'1IAMI-FADE COUNTY? FLORIDA (Space aboye Ls aoe rrscrycd Tu L ccordmg ofbee asc) Fri 2_52.0 Ccg On all „ , decmmenlr prepared are to be record inthe public records of airy comly , , , a 3 - 5:0-h 3-502ispaceaffietap rLg i-bid corn Pr onthe.CusLpaggeand aS-,inrhb`y3- inch sparPa±thieCup riErF-hanH onearh s ihsegue tgagesban lEftbianlrgndreseNedfor use by fly r1,-,1r of CLKJDT 155 Rev, OB/16 cfer1cs Web address Wvw_mfarnl-dadecferk=P OR BK 30860 PG 1 348 f<.._A8T PAGE PREPARED BY: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 STATE OF FLORIDA� COUNTY OF DADE t HER9 y CERTIFY Wet this is a true copy of the ovigina' flied in this office on__ dey of 2018 , A.D. 20 till and County Courts KNOW ALL MEN BY THESE PRESENTS: D.C. WHEREAS, the undersigned be 1 , `A 0 L-4 It'‘ S is/are the fee simple owner(s) of the following described property (Property") situated and being in Miami Shores Village, Florida: Po1-A0 ; I t — 3z0 S — I0/O — Oo CAM( IO . Lot(s) f Block — of AM t S• le Rg \f 41L""'(Subdivision), according to the plat thereof, as recorded in the Plat B ok Page of the Public Records of Miami -Dade County, Florida, (address) 1201 /J 94 I �{ S1 , M.A AAA 2>iS, �L 33t 3aan WHEREAS, the undersigned owner(s) have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and DECLARATION OF USEgR E agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, rules and regulations of said Village then in effect. IN WITNESS WHEREOF, the undersigned has/have caused 200. WITNES S) Signature n and Print SI tJt1.A Signature and Print MO f STATE OF FLORIDA COUNTY OF MIAMI-DADE hand(s) and seal(s) to be affixed hereto on this day of OWNERS: Signature and Print Der'Derne 0 I for iS Signature and Print I HEREBY CERTIFY that on this day personally appeared before me 0e. ► 1� � . 'O who s personally known to me or has produced 0Y\ Oa \\(QX &Q- purposes therein expressed. • SWORN TO AND SUBSCRIBED before me on this day of �k) 0 1 20 �1, My commission expires 111 (type of identification) as identification and he/she acknowledge that he/she executed the foregoing, freely and voluntarily, for 'N loon .. • •,fe,,.?P• Bonded Thru Notary Public Underwriters MAHARAI K. GONZALEZ MY COMMISSION # GG 044602 EXPIRES: November 2, 2020 NOTARY PUBLIC, STATE OF FLORID