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1320 Siler Lake Ct 18-3957; permit & (a)
Aj F.ORpks 4` 1p a CITY OF U ANFORD w BUILDING DIVISION Fsrt i 1U1 sa ! SEP 18 PERMIT APPLICATION Application No: Documented Construction Value: $ 5a00$9 ."c' J Job Address: 1320 , SANFORD, FL 32773 Historic District: Yes[] No© Parcel ID• 07-20-31-300-004K-0000 Residential Fx]CommercialEl Type of Work: New Q Addition Alteration Repair Demo Change of Use Move Descrivtion of Work: NEW SINGLE STORY RESIDENTIAL CONSTRUCTION Plan Review Contact Person: JUSTIN SOLITRO Phone: 407-310-3075 Fax: Title: GENERAL CONTRACTOR Email: JUSTIN@WEIRSTONE Property Owner Information Name PAUL HAMMERL & HOLLY NELSON Phone: 407-430-2369 Street: 560 TALL OAKS TERRACE City, State Zip: LONGWOOD, FL 32750 Resident of property?: Contractor Information Name JUSTIN SOLITRO Phone: 407-310-3075 Street: 480 NEEDLES TRAIL Fax: 407-862-6229 City;.State Zip: LONGWOOD, FL 32779 State License No.: CGC1525679 Name: HERNANDO CASTANO Architect/Engineer Information Street: 415 E. PINE ST. CUITE 614 City, St, Zip: ORLANDO, FL 32801 Bonding Company: Phone: HERNANDO CASTANO Fax: E-mail: EBTCORPQa YAHOO.COM Mortgage Lender: SEACOAST BANK Address: Address: 1031 W. MORSE BLVD. SUITE #140 WINTER PARK, FL 32789 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT Application is hereby made to obtain a permit to do the -work and installations as indicated. I certify that no work or installation has commenced prior a to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. Uj S FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6'h Edition (2017) Florida Building Code NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation'I'able in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date PAUL HAMMERL Prue Owner/Agent's Na ie Signature of Notary -State of Florida Date 1 w • Notary Public state of Fftda 4 4 David M DeFilippo 1 My Commission GG 132M 1 Owner/Agent is erg ma MO021 1 Produced ID Tvve of ID G at,*- Ltcu." A MO Signior of Contractor/Agent Date JUSTIN SOLITRO Print Contractor/Agent's Name Signature ofNotary-State of Florida Date E44Rateof FtottQaippoNWWGG1329" Contractor/Ageet Produced ID ypo- - BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical ©" Mechanical []- Plumbing © Gas Roof Construction Type: V Occupancy Use: R 3 Flood Zone: Total Sq Ft of Bldg: o Min. Occupancy Load: # of Stories: 1 New Construction: Electric - # of Amps I--- Plumbing - # of Fixtures 1 -1 Fire Sprinkler Permit: Yes No [3-' # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: u. 013 UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: r' ' ' t! COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. a I CITY OF, nUlt4 ANF® , PERMIT APPLICATION BUILDING DIVISION Application No: l 1 Documented Construction Value: $ 290,000 1320 SILVER LAKE COURT, L 32773 . SANFORD, FJobAddress: Historic District: Yes Nov] Parcel ID: 07-20-31-300-004K-0000 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE STORY RESIDENTIAL CONSTRUCTION Plan Review Contact Person:JUSTIN SOLITRO Title: GENERAL CONTRACTOR Phone: 407-310-3075 Fax: Email: JUSTIN@WEIRSTONE Property Owner Information PAUL HAMMERL & HOLLY NELSON 407-430-2369NamePhone: 560 TALL OAKS,TERRACEStreet: " Resident of property?.: '. City, State Zip: LONGWOOD, FL 32750 Contractor Information . Name JUSTIN SOLITRO Phone: 407-310'3075 480 NEEDLES TRAIL 407-862=6229Street: Fax: City, State Zip: LONGWOOD, FL 32779_ , State License No.: CGC15256,79 Architect/Engineer Information E; HERNANDO CASTANO HERNANDO.CASTANOName: Phone: 415 E. PINE ST. CUITE 614Street: Fax: ORLANDO,,FL 32801 EBTCORP@YAHOO.COMCity, St, Zip; E-mail: SEACOAST BANK Bonding Company: Mortgage Lender: Address: Address: 1031 W. MORSE BLVD. SUITE #140 WINTER PARK, EL 32789 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION: IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, I)ools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shalt be inscribed with the date of application and the code in effect as of that date: 6°i Edition (2017) Florida Building Code NOTIU: In addition to the requirements `of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be" additional permits required, from other governmental entities such as water management_ districts, state agencies, or federal agencies. Acceptance of permit is verification that I 'Ivill notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment ofla plan review fee at the time of•permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job_ at the time of submittal. The actual construction value will be figured based on the current ICC Valuation,Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: ~I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Otvmer/Agent Date PAUL HAMMERL Print Owner/Agent's Na le - - Signature of Notary -State of Owner/Agent is _ Produced ID Notary Public State of Florida David M DeFilippo s My Commission GG 132845 of ID -+ t Signat of Contractor/Agent Date JUSTIN SOLITRO Print Contractor/Agent's Name Signature of Notary -State of Florida Date o Notary Public State of florida David M DeFUIppo My Commission GG 132845 Contractor/Agee iss 1 Produced ID Type of I -D BELOW IS FOR OFFICE USE ONLY Permits Required: Building 0 Electrical Mechanical Plumbing,[] Gas [],Roof Construction Type: Occupancy Use: i F1ood.Zone• Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: I' " UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: J i I _ )XR FO City of Sanford IPlanning and Development Servicesr Engineering - Floodplain Management i Flood Zone Determination Request Form Name Justin Solitro Frim Weirstone Builders l Address 560 Tall Oaks Terrace I I City: Longwood State FL Zip Code: 32779 Phone: 407-310-3075 Fax: 407-862-6229 Email: justin@weirstone.com Property Address: 1320 Silver lake Court, Sanford FL 32773 Property Owner: Paul Hammer) & Holly Nelson Parcel Identification Number: 07-20-31-300-004K-0000 Phone: 407-430-2369 Fax: Email: The reason for the flood plain determination is: New Structure F-1 Existing Structure (Pre -2007 FIRM Adoption) Expansion/Addition Existing Structure (Post 2007 FIRM Adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) k "t OFFICIAL USE'ONLY Flood Zone X Base Flood Elevation N/A Datum N/A FIRM Panel Number 120294 0070 F Map Date September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The Parcel is in the Floodplain Floodway A portion of the Parcel is in the Floodplain Floodway X The Parcel is not in the Floodplain Floodway The Structure is in the Floodplain Floodway The Structure is not in the Floodplain Floodway If the subject property is determined to be flood zone 'A', the best available the base flood elevation is: information used to determine BP#18-3957 Reviewed by: lfleXael&eX, O'f/ti_- Michael Cash, CFM Date: 09/25/2018 T:\Engr-Files\Elevation Certificate\ COUNTY OF SEMINOLE' I IMPACTFEE STATEMENT STATEMENT NUMBER: 18100008 DATE: September 19, 2018 BUILDING APPLICATION #: 18-10000802' BUILDING PERMIT NUMBER: 18-10000802 UNIT ADDRESS: SILVER LAKE COURT 1320 07-20-31-300-004K-0,000 U S TRAFFIC ZONE:022 JURISDICTION: SEC: TWP RNG: SUF: PARCEL: SUBDIVISION! TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: § OWNER NAME; ADDRESS:. APPLICANT NAME: PAUL HAMMERL &"HOLLY NELSON ADDRESS: 560 TALL OAKS TERRACE LONGWOOD FL 32750 LAND USE: SINGLE FAMILY RESIDENCE i TYPE USE: I WORK DESCRIPTION: CITY-SANFORD SPECIAL.,NOTES: 1320 SILVER LAKE COURT / SILVER LAKE /. SFR T-- --- FEE BENEFIT RATE UNICALL UNIT TOTAL DUE ; TYPE DIST SCHED.. RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Familyy Housing 705.0.0. 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit `.00 FIRE RESCUE. N/A GO LIBRARY CO -WIDE "ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing, 91000.00 1:000 dwl unit 91000.00 PARKS N/A 00 LAW ENFORCE N/A DRAINAGE N/A. 00 00 AMOUNT DUE, 9,759,00 r PERSONS' ARE ADVISED THAT THIS IS A STATEMENT OF'FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, .LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE:APPLICANT, OR OWNER,- TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILI,NG A,WRITTEN REQUEST'WITHIN,45 CALENDAR DAYS OF'THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY., THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE_., COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP; OR.REQUESTED, FROM THE BUSINESS.OFFICE''' 1101 EAST FIRST STREET,, SANF.ORD FL, 32771; 407 665<735,6, PAYMENT SHOULD BE MADE TO: SEMINOLE.COUNTY OR. CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, .FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER!AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF. A BUILDING:PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM'THE'DATE ABOVE s I gg Inst#2018703079 Book:9206 Page: 1478-' 480; (3 -PAGES) RCD: 9/11/ 018 9:55:37 AM REC FEE $27.00 p Record and return to: Broker:S Title of Central Florida, LLC 100 E.>Sybelia Avenue, 301 Maitland, FL 32751 Do not write above this line) Permit No. Tax Folio No. 07-20-31-300-004K-0000 NOTICE OF COMMENCEMENT STATE OF FLORIDA^^ COUNTY OF SE F rct.1: THE UNDERSIGNED hereby gives rotice that improvement will be made to certain real property, and in accordance with Chapter 713,, Florida Statutes; the following information is provided in this Notice of Commencement. 1. Description of property_ See Schedule '"A": Long Legal Description. 2. General description of improvements: SINGLE FAMILY RESIDENCE AND/OR ALL IMPROVEMENTS 3. Owner Information or Lessee information if the Lessee contracted 11 for the improvements: a. Name and address: Paul Hammerl Holly Nelson 560 Tall Oaks: --err, Longwood, FL 32750 b. Interest in property: Fee Simple c. Name and address of fee simple titleholder (different from Owner listed above): 4. Contractor (Name and address): Weirtstone LLC a. Phone Number: (407)310-3075 5. Surety Information (if applicable, a copy of the payment bond is attached): a. Name & Address: b. Phone Number: c. Amount of Bond: 6. Lender (name and address): Seacoast National Bank 50 Kindred Street, Suite 211, Stualtl:FL 34994 MATTN: Construction Loan Administration. anager a. Phone Number: (800) 706-9991 Notice of Commencement SNB Page 1 of 3 Revised 10/27/2011 f4916pl 06/14/16 ss pd:8/27!18 11:43 Instrument# 2618103079 7. Persons within the State of Florida designated by Owner upon whom notices or other documents maybeservedasprovidedbySection713.13(1)(a)7, Florida Statutes: a. Name and address: b. Phone numbers of 8. In addition to himself or herself, Owner designates Seacoast National Bank, 50 Kindred_ Street, Suite 201, Stuart, FL, 34994 to receive a copy of the Lienor's Notice as provided in Section 713.13{1) (b), Florida Statutes. a. Phone Number. 800)706-'9991 9. Expiration date of Notice of Commencement (the expiration date may not be before the completion of construction and final payment to the contractor, but will be one year from the date of recording unless adifferentdateisspecified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE QF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS:TOYOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED ANDPOSTED! ON THE ; JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANGtNG, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORD ING,YOUR NOTICE OF COMMENCEMENT. Verification pursuant to; Section 92.525, Florida Statutes: Under penalties of perjury, I declare that I have read the forgoing notice of commencement and that the facts stated therein are true to the best of myknowledgeandbelief Signature of Owner or Paul Hamme Its -- STATE OF FLORIDA (w— COUNTY OF S f`A /I V, Owner's or L( 2 Tk1e foreg ng instr'4ment was ZS by TC:L) 'H'141 -el -4 me orw o has pro uce and who did take an'oath. SEAL) Notice of Commencement. SNB f4916p2 01/15115 ss pd:8127/18 11:43 0 s Authorized Officer(Director/Partner/Manager, KIMBERLYA. MORRISOM A My COMMISSION I FF 992486 7 EXPIRES: Jure 12, 2020 er x .n'' r;vr.'10d Thr 9ud,rrMat,r,1,r&,,, Page 2 of 3 2V % ly 'Nelson Dat 1-R day of,,4?l 3 { who is per osnallyknownto as identification Revised 10/27/2011 Loan #: Property Tax ID: Property Address Instrument# 2618103079 Exhibit A - Legal Description 687138 07-20-31-300-004K-0000 1320 Silver Lake Ct Sanford, FL 32773 ter of Section 7, Township 20 South, Range 31 East, Seminole County, Florida; thence rungtheWestlineoftheNortheast1/4 of said Section 7, a distance of'857.67 feet, thence runSouthlineofsaidNortheast1/4 a distance 333.60 feet to the Point of Beginning; thenceadistanceof225. 12 feet; thence run East a distance of 52.20 feet; thence run S 69000' 38.28 feet; thence run Fast a distance of 69.27 feel; thence run S 10013' 12" W, a distancerunWestadistanceof114.52 feet to the Point of Beginning. Notice of Commencement SNB Page 3 of 3 Revised 10/27/2011 Ip I st I- # 2018 _.(03 - 078 - Bo ok:9 - 206 Page: -1457-1477; 1 - 2-1 PAGES)"'I cb: 9/1'(/2018 9:55:35 AM REC FEE $180.00 DOC STAMPS $1,016.75 INTANGIBLE 8 1.00 This Instrument Prepared By: Pamela Andrews Seacoast National Bank 815 Colorado Avenue, 215 Stuart, FL 34994 After Recording Return To: 2,rokers Title of Central Florida, LLC l00 E Sybelia Avenue, 301 Maitland, Florida 32751 Loan Naber: 6873.38 Space Above This Line For Recording Data] MORTGAGE DEFINITIONS Words used in multiple sectic, im'Ofthis docurwilt are defined below and other words are defined in Sections 3. 11 13, 18, 20 and 21. Certain rufes regarding the usage of words used in this dOCUrnent are also provided in Section 16 A) "Security.Instrtiment"meins,i)tiIdoCLIM ent, which Is dat d AUGUST 29, 2018 together with all Riders to this document. B) "Borrower" is PAUL HAMMERL, AN UNMARRIED PIAN AND HOLLY NELSON, AN UNMARRIED WOMAN Borrower is the mortgagor under this Security Instrument. C) "Lender"is Seacoast National Bank Lender is a FLORIDA COR I POKATI10N organized and existing under the laws of FLORIDA Lender's address is 815 Colorado Avenue, 215, Stuart- Florida 34994 Lender is the mortgagee under this Security Instrument. D) "Note" means the promissory note signed by Borrower and dated AUGUST 29,,:,2018 The Note states that. Borrower owes Lender TWO HUNDRED NINETY THOUSAND FINE HUNDRED AND 00/100 Dollars (0. S. R. 2.90. 5,00.,60 plus interest. Borrower has promised to pay this debt in regular Periodic Pavinents and to pay the &1)t i n' full rot. lutea than SEPTEMBER 1, 2048 E) "Property" means the property that is described below under the heading "Transfer of' sRi61tsiin the Peoperty." F) "Loan" means the debt evidenced by the Note, Plus interest. any prepayment charges and late ch!7rg;ds due Linder the Note, and all sums due Linder this Security Instrument. plus interest. FLORIDA --Single Family --Fannie Mae/Freddie Mac UNIFORM INSTRUMENT DocMegicForm30101/01 Page I of 15 www.docmagic.com MAI\IIMCKL & NtzLZ5UN Kt51UENUt EAST 52.20' (R) 67.02 N89'30'14"E 1 52.58' (M) I51.14 I NOTES OF BEGINNING S89'5'6'16"W y NATIONAL INJOB MNUMBER ROMDED BY REPUBLIC180830DATED11/24111, m i 2. ELEVATIONS BASED ON SEMINOLE COUNTY BENCHMARK NORTH DESIGNATION {4572801 NAVD 88 DATUM. SITE BENCHMARK 3. SUBJECT PROPERTY UES WITHIN ZONE X ACCORDING 1 TCHACE 3'i ' LOPE MATCH TO THE NATIONAL FLOOD INSURANCE PROGRAM RATE f ELEVATION=50.16' MAP, PANEL NUMBER 12117CO070F, DATED-.. i pU SEPTEMBER 28. 2007. :f GR41q•Y 1 MAX GRADE loaf 3"' 4. TO THE FULLEST EXTENT POSSIBLE,. STORMWATER ` 5,.40._ RUNOFF SHALL BE DIRECTED TO .THE.STREET. A m< 12 DESIRED MINIMUM SLOPE OF 1% SHALL BE '1 soi/.` MAINTAINTED FOR GRADING. i 5. STORMWATER RUNOFF SHALL NOT DE DIRECTED o N TOWARD NEIGHBORING PROPERTIES. SWALES SHALL BE 6• MIN. INSTALLED.IF REQUIRED, TO DIRECT STORMWATER TO 50.78 o THE DIRECTION INDICATED ON THE LOTGRADING , DETAIL. TYPICAL SWALE DETAIL - 6. ALL GRADING SHALL BE ON-SITE ONLY. NOTE: ALL SWALES, BERMS AND SIDE SLOPES TO BE SODDED. 51.14 I S69.00'00 1' E OF BEGINNING S89'5'6'16"W m i FOUND 3/8" S68 37'29"E SITE BENCHMARK RECORDS BOOK6867, PAGE 791 TCHACE 3'i ' LOPE MATCH IRON ROD ELEVATION=50.16' 38.40' (M) pU f2u I GR41q•Y 1 MAX GRADE loaf 3"' 61-96- x 5,.40._ AZ 1 m< 12 soi/.` 0, i rD U) I - o N n 1 6• MIN. NFL I 50.78 o EASTS89.58'39•E I AON 1 TYPICAL SWALE DETAIL - I 50.33 _ X x' BASIS F BEARIG _- X_ I SCALE: NTS w 50.5 g S89'58'39"E fi II t I I 1 I 1 I I I I 1 I 1 I I 1I 1 1 1 I I 1 1 I' o 4 69.27' (M&R} 50.15 nNSIN 1.01 50.49 p N 51.02 T-7 n sloe 02-- 51.00.-----i•W7.05 +51.94 N N SKst0'OFtet 51.78- / 5o.ea t +50.49 i 50.22 my o. ' '50.47+ + 5192// sssddd w 50.79 \ I i SK GE78AC ir x I ` 50.43 1 O. 8 pf s + n W 50.49 p, v m +5035 50.88 +50.40 a g+ a s0. 0 13 50.52 50.62 10' BUILDING 51:33 " " T;" " " ' 5.05'- 21. 50.58 SETBACK 1511.03 x 50.54 ' ri 50.15 5222 -'#51.90 A/^ 014.3' o12.5 0.i O 98 17.-'. PROPOSED 0' PROPOSF SEPTIC CONCRETEDRIVE 3 I I 50.58 ? PROPOSED' 1 1 -STORY RESIDENCE+50.15 t 1.78 5).62 50.3%.0. FF EL 4966 51.22 PROPOSED MILLED I 51.50' AS DRIVE y};/! 34. ' 0 27.0' 4a. 16.1'' 51.08 I 3 +49.71 I 3I 50.1 w N . +49.22 + m k I \ Aa 6 %, %+49.27 ' o28 6- +49.04 ea C\4 0 h0049.76 O r _ It- 10.0' 32 49.27 II\ illi.... 49.39 49.22 4 y9 49.87• A.'.po 1, k0• v 50.18 gg 9,M' 61` I r.645fif WESis T Fi 124.46_ _ z 181.59 (> 51 OHU -./ OHUre- mPOINT OHIJ OHU 1- OHU - 011)5 - CHU OF BEGINNING S89'5'6'16"W m i I •s ' . I 15'INGRESS/EGRESS EASEMENT SITE BENCHMARK RECORDS BOOK6867, PAGE 791 SET MAG NAIL OFFICIAL AND BOOK6867• PAGE 791 ELEVATION=50.16' oNU -- OHU - OHU --i- CHU CHU --1 oHU - - 9 m i I •s ' . I SITE BENCHMARK 1 1 SET MAG NAIL II O ELEVATION=49.29' f2u I I c 1 I AZ 1 0, i rD U) I - j n 1 1 NFL I 1 In 1 r41Nm I I AON 1 I I I ym 1 I m I I1 I1Ii I 1II 1I11 11 II I1 I 1 II t I I 1 I 1 I I I I 1 I 1 I I 1 I 1 1 1 I I 1 1 I' g App'lild'atio'n for, Pave' dD al way c9a ang Right -of ' .Use & Landsca ng n Roght-of- y department of Planning &:Development Services 300 North Park Avenue, Sanford) Florida 32771 Phone: 407.688.514Q Fa>ac: 4U7 6.8,.8;5141 This Pefmit adttibfi2e9 woikto $e voile on )Fie sriGject'prbperTy`or in tfie Cityot Sanforc3's ngfit-ofi-way in accor ance wi lie' City's regulations and the attached construction plans approved as;part of this permit The permit is required for driveway or o sidewalk construction over 100 square feet of concrete or other material on the subject parcel and l or any construction of a 0 driveway, walkway or landscape .improvements within the city right-of-way. It does not approve any work within any other Jurisdiction's right-of-way. All requested information below as well as a "current survey, site plan or plat clearly identifying the. size and iocation of the existing right-of-way and use shall be provided or application could be delayed. 1.. Project Location/Address: 13,20 Sihrer Lake Court, Sanford, FL $2773 21. Proposed Activity: ®- privewsv E Walkway n, 9thee TBD TBD,. 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Now Drivbway for new single story resdoll e This application is submitted by.- ftwdyownw._ Bignature:rPe-'---` Pd,4Name! Paul Hammer{ Address: `'W Tall Oaks Terrace, Longwood, FL 32750 Phone: j4b7j 4381389 paulhammed0att.net .. 98/D 12f39Fax: Email:, Date: Maintenance ResponsibilitieWindemriificatian ' The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way thereto, Requestor may, with written City authorization; remove said Installation/improvement fully restoring the right-of-way to its previous 'condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted; activity, the permittee shalt remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such faculties are in the public right of -way. If the Requestor'does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall,: after appropriate notice, restore the area to its, previous condition at the Requestos's expense and, if necessary, file a lien on the Requestoi's property to recover costs of restoration., To the fullest extent permitted by Jaw; Requester agrees to defend; indemnify; and hold harmless the City; its counsilpersons; agents; servants; or employ - ass (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury.of any •nature whatsoever to person or property, and the costs and expenses incident thereto (including costs ,of defense, settlement, and reasonable attorney's fees up to anis including an appeal), resulting in any fashion;from or arising directly or indirectly, out of or connected with the use of the City's right-of-way. ' I have re d und ndth bove statement .and by;signiing this application l agree to its terms. Signature'st7 Date: 10/0212018 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official lJse Only Application No: Feer Date: Reviewed: Public Works Dates Utilities Date: Approved: Engineering_ Date: Site Inspected by: date: Special Permit Conditions: r Noven*er2Q45 t I , I W, 6/26/2018 SCPA Parcel View: 07-20-31-300-004K-0000 Property Record Card Parcel: 07-20-31-300-004K-0000 Property Address: SANFORD, FL 32773 Parcel Information Parcel 07-20-31-300-004K-0000 Owner(S) CHAUVIN & FRYE PROPERTIES LLC Property Address SANFORD, FL 32773 Mailing 108 E BERKSHIRE CIR LONGWOOD, FL 32779-5620 Subdivision Name Tax District S1-SANFORD DOR Use Code Exemptions 00 -VACANT RESIDENTIAL___.__,____ Legal Description SEC 07 TWP 20S RGE 31 E BEG 857.67 FT N & 333.60 FT E OF SW COR OF NE 1/4 RUN N 01 DEG 09 MIN 59 SEC W 225.12 FT E 52.20 FT S 69 DEG E 38.28 FT E 69.27 FT S 10 DEG 13 MIN 12 SEC W 214.76 FT W 114.52 FT TO BEG Taxes http://parceidetai l.scpafl.org/ParceiDetail I nfo.aspx?PID=072031300004KO000 1/2 E 26/2018 SCPA Parcel View: 07-20-31-300-004K-0000 Taxing Authority Assessment Value Exempt Values Amount Qualified Vac/Imp Taxable Value 106867 County General Fund 125,000 ! No Vacant 35,634 0 0905 35,634 hSchools 35,634 i - 0 35,634 City Sanford 35,634 I 0 35,634 SJWM(Saint Johns Water Management) I 35,634 ° 0 35,634 County Bonds e 35,634 ; 0 35,634 Sales Description Date Book Page Amount Qualified Vac/Imp WARRANTY DEED i 11/1/2007 106867 0791 125,000 ! No Vacant WARRANTY DEED 6/1/2006 06306 0905 100 No Vacant Method T Frontage Depth Units Units Price Land Value ACREAGE 0.681 _ $45,500.00 $35,634 ng Information is Permit # Description Agency Amount CO Date Permit Date No Permits Permit data does not originate from the Seminole County Property Appraiser's office. For details or questions concerning a permit, please contact the building department of the tax district in which the property is located. j Extra Features Description Year Built ---TU - nits Value New Cost No Extra Features 8 http://parceldetaii.scpafl.org/Parcel Detail I nfo.aspx?PI D=072031300004K0000 2/2 J A " CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) 9/1-2/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPONTHECERTIFICATE HOLDER'. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Charlene OhlerNAME: A% NN Ex (407) 838-3445 A/C No): (407)838-3460LRAIIISuranCe ADDRESS:cohler@lrainsurance.com498SLakeDestinyDr INSURERS AFFORDING COVERAGE NAIC H EACH OCCURRENCE $ 1,000,000 INSURERA:Evanston Insurance Company 35378OrlandoFL32810 INSURED INSURER B: INSURER C: Weirstone LLC INSURER D: 2409 Dresden Tr INSURER E: AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIRED AUTOS AUTOS INSURER F: Apopka FL 32712 COVERAGES CERTIFICATE NUMBER:17/18 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL SUER POLICY NUMBER MPOLICYDDYYYY MM DD YYYY LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE OCCUR 3AA146843 9/15/2017 9/15/2018 EACH OCCURRENCE $ 1,000,000 DAMAGE PREM SESOEaoccurRENTEence $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY F JECTPRO F7] LOC OTHER: GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OPAGG $ 2,000,000 AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIRED AUTOS AUTOS COMBINED SINGLE LIMIT $ Ea accident BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ Per accident UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED I I RETENTION WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A PER OTH- STATUTE ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) CFRTIFICOTF NALDFR CANCELLATION ACORD 25 (2014/01) INS025 (201401) 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE City of Sanford 300 N Park Ave THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Sanford, FL 32771 AUTHORIZED REPRESENTATIVE Mark Sehnert/COHLER ACORD 25 (2014/01) INS025 (201401) 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD ST1$ iii August 22, 2018 Mr. Paul Hammerl paulhammerlkatt.net Re: City of Sanford water service at 1320 Silver Lake Court Dear Mr. Hammerl: In response to your request for confirmation of water and sewer service from the City of Sanford, please note the following: 1. The City only installs water meters in the public right-of-way. The subject property appears to be on a private road. The City's meter would be set in the right-of-way of the connecting public road (Mellonville Ave), and it would be the Owner's responsibility to obtain approval from the owner(s) of the private road and/or adjacent property to install all water piping from the City's meter to the house. 2. City sewer service is not available at this address. If you have any questions please contact Richard Blake at 407.688.5101 richard.blake a,sanfordfl. og_v; or me at 407.688.5177 mack.mckinleyna,sanfordfl.gov Best regards, Mack McKinley, P.E. Water Resources Engineer Jeff Triplett Art Woodruff Velma H. Williams Patrick Austin Patty Mahany Norton N. Bonaparte, Jr. Mayor District 1 District 2 District 3 District 4 City Manager City Hall, 1 st Floor - 300 North Park Avenue • Sanford, FL 3277 1-1 244 • PO Box 1788 • Sanford, FL 32772-1788 p. 407.688.5090 - f. 407.688.5091 • sanfordfl.gov 09/14/2018 16:02 4076653622 SCHD EH STATE of FLORIDA DEPAR'1'IDENT OF HEALTH ONSITL SBMGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT FOR: APPLICANT: (Chauvin & F PROPERTY ADDRESS: 132, OSTDS New ooerties. LLCI Lake Ct G: a")7714 LOT: BLOCK: SUBDIVISION: PROPERTY ID #: 07-20-31-300-004K-0000 PERMIT ]F: a.7v APPLICATION #!AP1 DATE PAID: FEE PAID.- RECEIPT AID: RECEIPT #: DocUbaNT 4!: PRI l - ~ 01;i(e 1 SECTION, TOWNSHIP, RANGE, PARCEL OR TAX ID NUMBER] 01/02 SYSTEM MUST HE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AM ST14 APDS OF SECTION 301.0065, F.S., ^m CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOSS NOT GUARANTEE SATISFACTORY PERFORMANCZ E'OR ANY SPECIFIC PERIOD OF TIM• ANY CHANGE . IN WATERT41, FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO rY THE PERMIT APPLICATION- SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL VOID. ISSUANCE OF THIS PERaT DOES NOT EXEMPT THE APPLICANT FRCM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL ptRMITTING REQUIRED FOR DEVEIAPMENT OF THIS PROPERTY - SYSTEM DESIGN .AND SPECIFICATIONS T [ • 900 ] GALLONS / QPD multichambared tank w/outlet filter CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ I GALLONS GREASE INT$RCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALU)NS] K [ ] GALLONS DOSING TANX CAPACITY [ ]GALLONS 4[ ]DOSES PER 24 CORS #PW 05 ( l D [ 375 I SQUARE FEET new grainfield SYSTEM R [ I SQUARE FEET NIA SYSTEM A TYPE SY9TMbA= [X] STANDARD ( 7 FILLED [ l MOUND [ 7 I CONFIGURATION: (XI TRENCH j ] ORD [ I N F LOCATION OF BENCHMAW<.- survey disk in road right property comer (19.29') I ELZ%74LTICN OF PROPOSIM SYSTEM SITE ( 14.00 ] IN HES FT I [ BELOW I BENCHMARK/RZFERENCI POINT TO HE ( 11.00] INCHES FT ][ABOVE .BELODq SENCHMARK/REnRENCI POINTEBOTTOMOFDRAINFIELD L D FILL REQUIRED t [ 0.00 1 INCHES EXCAVATION REQUIRED: [ I INCHES This permit is for a new 3 bedroom 2130sq.ft house, it is also permitted to install 500 in a bed configuration. O The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with T 5.646-6,013(3)(1), FAC. Final approval will not be given until tank inlet is installed, potable waterline Is Installed, house is available for walkthrough, a and Cover is approved, E Soil will be. verified. This permit can be used to obtain a building permit. R SPECIFICATIONS BY: SCOTT K FRANz TITLE! Soil Scientist APPROVED BY. TITLE: Environmental Specialist IT Seminole CHD Nieole L Salvatico DATE ISSUED: 09/13/2018 EXPIRATION DATE: 03,13/2020 DH 4016, 08/09 (Obsoleteeall previous editions which may not be used) Incorporated: 64E-6.003, FAG Fag l of 3 V 1.1.4 AD1363914 SE1103221 09/14/2018 16:02 4076653622 SCHD EH NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN A-02, Tallahassee, Florida 32399. The Agency Clerk's facsimile number is 850-413-8743. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicia.l review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure_ Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. PAGE 02/02 REO ST FOR TUG & PREPOWER, AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood,. Oviedo, Sanford, Seminole County,Winter Springs Date,: Project Name: 1320 SILVER LAKE COURT Project Address: 1320- SILVER LAKE COURT, SANFORDj.FL 12773 Building,Pem-lit #: Electrical Permit # In consideration for. authorizing, the appropriate utility company to energize the facility, we agree with and understand the following: 1. This TilIP re -power application is valid only for one -and two-family dwellings., 2. The: facility will not be occupied until a, certificate of occupancy,has been,.issued. 3. If jurisdiction hereafter finds that the facility has been occupied: before a certificate,of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical, service without notice. Furthermore, we, understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damag,es.or costs which may result from the, exercise of right. Also, in theevent any third party, cl-aims:damages from the exercise of such right,, we:agree,tojQintly and individually indemnify and hold harmless the jurisdiction from all such damages and costs including, attorney's -'fees. 4. Prior to pre-powcr, the ,building or structure shall be weather tight and secure. The e1ectrjcAtWifingJn.thq, area designated for pre -power shall be complete and, in safe order. All electricat:services associated with the area will be 100%-competc unless specifically approved by the electrical: inspector. 5_ Interior'rooms, shall beil-ockable, a that, cannot be lacked y doors,, if b the,parielsi shall beequippedwith a locking .mechanism, (Approved bythe A -HJ),. The licensed61octrical. M contractor or his ficensed representative shall hold the keys(§)for such access to electrical panels to prevent. energizing circuits other tham those that are safe. t ThisTUQWPre-power approval is valid for A-. maximum of 180 days from date of approval. 7. If provided, the sprinkler system must be operational, with water onthe system prior to pre -power. 8.. TUQ',aporovat is for, service and outside GFC1 outlets: only.. 9a. Check with. the local jurisdiction for fees associated with tugs. PnnfNam_e;6fOwner/Tenant Signature of O,.Vfierr'E nt JUSTIN SOLITRO Print Name Op, en.,9mtractor Sign pif6of Gen. Contractor CGC1525679 Gen. Contractor License ,# Prin me o, . . Cokitractor S#atufe OfEl., Contractor ZCt'3'Z331)-5 - El. Contractor License # JURISDICTION EMPLOYEE NAME,: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on Rev. 02/10115) This Construction Agreement, made this 22, Day of July, 2018, between Paul Hammerl and Holly Nelson Owner(s), and Weirstone, LLC, Contractor, License #CGC1525679. The Owner and Contractor agree as set forth in the following: 1. The. Construction and Extent of Agreement 1.1 Contractor agrees to construct on Owner's real property located at 13.20 Silver Lake Court in Seminole County, Florida, in accordance with the plans and specifications signed and dated by Contractor and Owner on the date the agreement is signed by both parties. 1.2 The legal description and parcel information of the Subject Property is attached as Exhibit 1.3 Contractor accepts the relationship of trust and confidence established between it and Owner by this Agreement. It covenants with Owner to furnish its skill and judgment in furthering the interests of Owner. It agrees to furnish or caused to be furnished through suppliers and subcontractors, general construction management, supervision, laborand materials necessary to complete the Project referenced in this document. 1.4 If Owner refuses to accept a Vendor or Subcontractor recommended by Contractor, Contractor shallrecommend an acceptable substitute and the Price, if applicable, shall be increased or decreased by the difference in cost occasioned by such substitution and an appropriate Change Order shall be issued. 1.5 This Agreement represents the entire agreement between Owner and Contractor, and supersedes all prior negotiations, representations, or agreements. This Agreement shall. not be. superseded by any provisions of the documents for construction and may be amended only by written instructions signed by both Owner and Contractor. 1.6 Until the Owner makes the final payment and takes possession, the Owner agrees that.the Contractor shall have the right to place signs on or about the property and to show the residence to other prospective clients and customers. 1.7 Owner agrees to indemnify and hold harmless the Contractor in event any claim, demand, suit, right of action is brought, by any person, firm or corporation arising out of this Contract. Such indemnification and hold harmless shall include any and all costs, including attorney's fees and court cost, related to the defense of such action. r.1. ' i .. 2.1 In consideration of the performance of the Contract, Owner agrees to pay Contractor in current. U.S. funds as compensation for the services provided, $275,227. See Sections 7 and 8 for Construction Allowances and Contractor Fees. 2.2 An initial payment of 15% will be due within (5) days after closing with the lender. The amount of initial payment due on this contract which will be applied toward contract is 41,284, leaving a remaining balance due of $233.943. 2.3 Owner agrees to pay Contractor the Contract Price specified in paragraph 2. 1, in accordance with the Seacoast Percentage Draw Schedule identified as Exhibit "B" attached hereto. 2.4 The Contractor will request up to the maximum of 7 draws from the Fender. 2.5 In the event any amounts due to the Contractor remain unpaid for more than ten (10) days after the due date thereof, then, and in such event, such amounts shall bear interest thereafter at the rate of 1.5% per month until payment in full has been made. 2.6 The Contractor will not be held liable for any expense associated with the construction of the residence. The Contractor will contact the Owner and receive approval for any out of pocket expense incurred by the Contractor. Proof of the out of pocket expense will be added to Exhibit 'F The Owner will reimburse the contractor for any out of pocket expenses incurred by the Contractor within 5 days of proof of the expense. The Contractor will submit a receipt or proof of payment of the expense at the time of the invoice. 21Page initial Owners) Contractor 3. Time-, of Com lei tion 3.1 Contractor shall commence work within thirty (30) days of the issuance of al'l building permits and, verification from Owner in writing that all funds necessary for payment of the Contract Priceareavailable, whichever shall last occur. Contractor shall diligently pursue and substantially complete all work to be performed under this Contract within a reasonable period of time; taking into consideration delays that are beyond the control of the Contractor, including, but not limited to, weather conditions, delays in selection or delivery of materials, change orders requested by Owner and delays in obtaining all necessary Licenses or permits or the certificate of occupancy. Contractor shall not be liable to Owner for any losses, costs or damages resulting from or arising out of a delay or inability to perform this Contract as described herein or caused by any event beyond the control of the contractor. 4. Changes.in the. Project 4.1 Owner, without invalidating this Agreement, may order Changes in the Project consisting of additions, deletions, or other revisions, the Price and the Substantial Completion Date being adjusted accordingly. All such Changes in the Project shall be authorized by written change order marked as addendum to the construction agreement Exhibit "17". 4.2 Changes or overages to the home should be in writing and agreed upon by the Owner and the Contractor. Overages, if any, will be due at the time of authorization of the change. In the event that the Owner makes changes without knowledge or agreement of the cost of the change or without the Contractors knowledge of the change or the amount of the. change, the Owner will be responsible for the change. 4.3 If the change reduces the cost, the Owner will receive a credit, but the Contractor's. supervisionand overhead expenses.and profit will not be reduced. Any additional. cost shall be paid for prior to installation, and the construction loan account may not be used to pay for changes. The Owner agrees to make requests concerning any changes, additions, or alterations in the work to the Contractor, and the Owner agrees not to issue any instructions to or otherwise negotiate for additional work with, the Contractor's subcontractors or employees. Any Owner may sign the change order on his or her behalf and on behalf of the other, and the signature shall be binding on all Owners. 4.4 Change Order is a written order to Contractor signed by Owner or his authorized agent issued after the execution of this Ag,reement, authorizing a Change in the Project and/or an adjustment in the Price or the Completion Date. The Owner will pay to the Contractor an administration fee of $200.00 for each Change Order, regardless of increase or decrease in price caused by the change. 4.5 All change orders charges become due within three (3) working days of commencement of approved change orders, or within three (3) working days of the time the cost of the change have been presented to the owner. 4.6 Should concealed conditions, meaning conditions beyond those stated in this agreement or conditions not. reasonably anticipated by the Contractor, be encountered in the performance of the project, the Price and the Completion Date shall be equitably adjusted by Change Order on claim by Contractor made within 10 clays' time after the first observance of the>conclitions. 4.7 Ownershall have authority to order minor Changes in the Project not involving an adjustment in the`Price or an extension of the Substantial Completion Date and not inconsistent with the intentofthe Drawings and Specifications. Such Changes must be approved by the Contractor 3Page Initial HL _ Owner(s) Contractor and not made on site in his/her absence nor without written approval. 4.8 Any changes in plans or specification required by any government or inspector which increases the cost of construction will be an additional cost and will be paid for by the Owner. Any Order of any government prohibiting or stopping construction will excuse the obligation of Contractor to compete the work. If the entry of the government order was not the fault of Contractor, Owner will pay to Contractor the actual costs plus profit and overhead for any work contracted or performed by the Contractor at the time of the government order. 4.9 Concealed Conditions: After receiving notice of the conditions, the Owner shall investigate the condition within five (5) working days. If the parties agree that the condition will increase (a) the Contractor's cost of performance of any part of the work under this contract, or (b) the time required for that work, the parties may sign a change order agreement incorporating the necessary revisions, or the. Owner may terminate the contract. S. 5..1 Owner and Contractor waive all rights against each other, Subcontractors, and their Subcontractors for damages caused by perils covered by insurance, except such rights as they'm°ay have to the proceeds of such insurance held by Owner and trustee. 5.2 Owner shall provide, unless otherwise indicated in this contract, the Builder's Risk insurance for the Project and shall bear the cost of Contractor's performance and payment bonds, if required. 5.3 Owner and Contractor waive all rights against each other and the Subcontractors and their Subcontractors for loss or damage to any equipment used in connection with the Project and covered by any property insurance. 5.4 Ownerwaives subrogation against Contractor, Subcontractors, and their Subcontractors on all property and consequential loss policies carried by Owner on adjacent properties and under property and consequential loss policies purchased for the Project after its completion. 5.5 If the policies of insurance referred to in this Section require an endorsement to provide for continued coverage where there is a waiver of subrogation, the owners of such policies will cause them to be so endorsed. 4. P a g e .. i initial l71 _ Owner(s) Contractor MUP ® " ® 9 61 When Contractor needs such licenses or permits or needs to pay deposits to complete the work described in this Contract, the following assigns responsibility including payment. If checked by "owner" or left blank, no cost has been allowed for in this contract. OWNER CONTRACTOR Architectural Control Committee Building Permit X Driveway Permit X Environmental Permit Tree Permit X Landscape Permit Sewer Systems/Septic Permit X Gas Tap Permit Storm Water Manage. Permit Sewer Tap Water Systems Charge Water Tap (county connect fee) X Utility Deposits, (phone/TV) X Gas System Charge Utility Deposits (water/ power) X Soil Test (Septic) X Flood Elevation Certificate Model Energy Code Rating Other ( } Wind Load Engineering Pipe Clay/Foundation/Engineering Builders Risk Insurance X 5.1 Page Initiali 1 owner(s) Contractor 7. Al fowa aces 5electi'on Allowances An allowance is a price used for budgetary establishment. It is used when a selection is needed from the Owner outside. the control of the Contractor; therefore a budgetary price is affixed to that selection. If the actual cost of that selection is less than the budget allows,. there is a credit due the Owner. If the actual cost of the selection is more than the budget allows, there is a debit to the Owner. Contractor and Owner must provide receipts or invoices to determine the actual cost of any selection that calls for an Allowance. Allowances below, include material and.labor unless noted otherwise. 6,500 Appliances 2,500 Electrical Fixtures (material only) 3,5'00 Plumbing Fixtures (material only) 2,500 Tub / Shower Tile / Surround (material) 2,500 Tub / Shower Tile / Surround (labor) 5.,50.0` Floor Tile/Carpet (material) 5,5.00 Floor Tile/Carpet (labor) 19,450 Cabinets (includes all cabinetry, countertops & built-ins) 0 Fireplace(s) 1,500 Exterior Doors/Hardware (material) 1,50:0 Exterior Doors/Hardware (labor) 050 Garage Doors & Openers (labor and material) 3,500' Windows (labor and material) 2;000 Interior Doors (material) 2,000 Interior Doors (labor) 13.00 Interior Trim (labor and material) 1.300 Interior Trim (labor and material) 500 Interior Window Treatments 1,30.0 Exterior Window Treatments (Shutters) 3,500 Shelving 500' Mirrors 250 Bath Accessories (wall fixtures, towel racks, etc) 0 Security System 7,000 Concrete Driveways; Walks & Patios 0 Porch / Exterior Pavers 0, Interior Staircase(s) 0 Decks 0 Mailbox / Entrance Columns /Bulkheads 3,50.0 Landscaping/Irrigation (includes grading., fill, dirt, sod, plants & labor) 500 Construction Cleaning (Before Certificate of Occupancy) 0' Other 79,850 SELECTION ALLOWANCE TOTAL All of the above listed allowance items that are blank or marked n/a have not been allowed for in this contract and' are the responsibility of the Owner. Any expense outside of the allowances above is the responsibility of the Owner. The parties agree that the allowances are not to be construed as bids by the Contractor and that the Iallowances may vary from the actual cost based on the Owner's, selections. If the cost of the Owner"selected materials exceeds the material allowance, the .amount of the excess will be due upon selection. If the amount is less than the allowance amount, the amount'will tie subtracted from the final payment. 6Page n Irntial. ,Y I `1 Owner(s) Contractor Subcontractor Labor.and Construction Material wcesAlloan The Following allowances are for subcontractor labor or construction materials may fluctuate based on actual costs.. Any fluctuations in these allowances will reflect in an increase or decrease, in total contract price. 1;300 Lot Clearing/Rough Grading (material & labor) 1,500 Excavation/Backfill (material &labor) 500.. Survey/Engineering 3.50 Ebrate. Treatment (material &labor) 17,000 Foundation/Slab (material &labor) 20,00.0 Masonry (material & labor) 13,000 Framing (labor) 13,000 Framing: Lumber (material) 8;000 Truss (material- & design) 8,0.00 Plumbing (material & labor- fixtures. not included) 14,500' Electrical (material & labor- fixtures not included) 7,80.0 HVAC (material & labor) 4.000' Gas (material & labor) 5,200` Insulation (material &labor) 5,400 Painting (interior & exterior) (material &labor) 10,400 Drywall (material & labor) 7,500 Stucco (material & labor) 10,000 Roofing (material & labor) 8,000 Septic System Design, Install and Hookup (material &labor) 3;000 Gutters and Soffit (material & labor) 01 Other 158,49.0 SUBCONTRACTOR LABOR AND CONSTRUCTION MATERIALS ALLOWANCE TOTAL The parties agree that the allowances are not to be construed as bids by the Contractor and that the allowances may vary from the actual costs. If the cost of the Allowances exceeds the allowance, the amount of the excess will be due upon selection bid acceptance. If the amount is less than the allowance amount, the amount will be subtracted from the final payment. Permitting and Rental Fee Allowances The foilowing allowances are for permitting and rental. fees that may fluctuate based on Owners current county fees and vendor rates. Any changes to the actual cost will reflect in an increase or decrease, in total contract price as determined at the time of the change. 12,500 Building Permit, Inspection Fees, Impact Fees 1500 Water Hookup and Fees 2500 Rental Fees (Dumpster, Portable Toilet, Etc.) 1.6,500 PERMITTING AND RENTAL FEE ALLOWANCE TOTAL The parties agree that; the. allowances are not to be construed as bids by the Contractor and that the allowances may vary from the actual costs or fees. If the cost of the Allowances exceeds the allowance, the amount of the excess will be due upon selection. If the. amount is less than the allowance amount, the amount will be subtracted from the final payment. 7[PageIle Initial i Owner(s) Contractor TOTAL ESTIMATED CONSTRUCTION COST $ 254.840 Cost does not include Contractor Fee S. Contractor Fee 8.1 The Contractor will collect a flat fee of 8% of the Total Estimated Construction. Cost totaling 20;387. The Owner and Contractor agree that any fluctuation in building cost will not result in an increase or decrease in the Contractor Fee unless the build time exceeds 8 months from the time construction begins. If the build time exceeds 8 months, through no fault of the Contractor, the Contractor will collect $2,500 for each additional month of construction until Substantial completion. 9. -Completion /- Occu.uancy 9.1 Substantial completion.occurs when the Certificate of Occupancy has been issued, or has been delayed solely by act or omission of the Owner; or, when the Owner occupies the Subject Property. 9.2 Within five (5) days of notification by Contractor that all work is substantially complete, Owner shall conduct a final inspection of the imp.rovements and prepare a punch list, which, if reasonable and agreeable, shall be signed and dated by both parties. Contractor shall be responsible for completion of all reasonable items on the approved punch list. Contractor shall be entitled to receive all. remaining amounts due under this Contractat the time the punch list is presented and signed by theparties. 9.3 Owner hereby grants to Contractor an exclusive leasehold on the real property described herein, effective upon execution of this agreement and continuing until substantialcompletion of construction, and payment in full to the Contractor. Owner shall not occupy the structure until the Contract Price, including any increases as the result of change orders, whether written or oral, are paid in full to the Contractor. In the event Owner occupies the property prior to making final payment to the Contractor, then Owner shall be deemed to have APPROVED AND ACCEPTED all labor, services and materials, as well as Contractor's performance hereunder as being complete. In addition, any such occupancy by the Owner or authorized by the Owner, shall result in, the Owner being obligated to pay rent to the Contractor at the rate of one (1%) of the Contract Price for each month or portion thereof that any such occupancy continues until the Contract Price, as adjusted by any change orders, has been paid in full to the Contractor. 8 Page Initialw Owner(s) Contractor 10. Warranty. 10.1 Where Contractor's own forces perform any Work, Contractor warrants that, all materials and equipment included in such Work will be new, unless otherwise specified. 10.2. Contractor reserves the right to sub -contract to himself any portion of this contract, at his own sole discretion, within the scope of any and all licenses held by same. 10.3 Contractor warrants the labor and materials supplied by Contractor and used in performing this contract will be free of defects for a period of one (1) year from the date of the certificate of occupancy. The responsibility and liability of the Contractor must be limited to things that can be controlled and reasonably foreseen. This construction contract shall be completed using standard construction practices of the day. 1M Any warranty regarding wood destroying organisms is given only by the licensed pest control operator and is limited to one (1) year from date of treatment and is renewabler at the sole option and expense of the Owner. 10.5 Contractor does not warrant any appliances or the heating and air conditioning °equipment. Owner agrees to rely solely on the warranty of the respective manufacturers or subcontractor of such equipment. 10..6 Contractor warrants that the dimensions of any room shall be within 10% of the dimensions specified on the plans and that the overall heated square footage of the structure shall not be less than the amount specified on the plans unless owner makes or approves changes. Ail. measurements and dimensions include wall structures and finishes. 10.7 T:n no event shall the Contractor be liable for the destruction, deterioration, or defects in any work constructed according to plans or specifications furnished to him. 10.8 The Contractor is not responsible for subsurface or Latent physical conditions at the siteor any existing. structure that differ from those (a) indicated or referred to in the contract documents'or (b) ordinarily encountered and generally recognized as inherent to the work provided for in this contract. 10.9 The Contractor is not responsible for any subsurface investigations prior to construction. The Owner is responsible to ensure all site conditions are suitable for the construction of the proposed residence. 10,10 If the Owner terminates the contract, the Contractor will be entitled to recover from the Owner payment for all work performed, including normal overhead., and a reasonable profit. 10..11 Noother warranty is expressed or implied unless accompanied with this agreement, signed by all parties and marked as Exhibit"G". 9 Page G ` ContractorInitial I f Owners) 11.1 If the Project is stopped for a period of 20 days under an order of any court or public authority having jurisdiction, through no act or fault of Contractor, or as a result of an act. of government, such as a declaration of a national emergency making materials unavailable, or if the Project should be stopped for a period of 10 days by Contractor for the Owner's failure to make payment thereon, then Contractor may, upon ten days' written notice to. Owner, terminate this Agreement and recover from Owner payment for all work executed, a Contractor's Fee equal to 15% of all improvements made to date and for the cost of any proven loss sustained on any materials, labor, equipment, tools, construction equipment, and machinery. 11.2 If Owner terminates this Agreement after the construction phase has commenced., he shall notify the contractor in writing and reimburse Contractor for any unpaid proven Cost of the Project due him in accordance with previous paragraph, including a contractor's fee equal to 15% of all work performed. Contractor shall, as a condition of receiving the payment, execute and deliver all such papers and take all such steps, including the legal assignment of these contractual rights, as Owner may require for.the purpose of fully vesting in him the rights and benefits of Contractor under such obligations or commitments. 11.3 Contractor shall not assign its interest in this Agreement without the written consent of Owner. 11.4 The. law of the place where the Project is located shall govern this Agreement. 11.5 Contractor retains the right to terminate this contract at any time for cause or no cause u,po„n ten days written notice and receive compensation as described in Paragraph 10.1. Contractor infill notify Owner in writing when exercising this option and such notification will be sent postage prepaid, registered or certified mail return receipt requestedto all entities d'esig.nated on the Notice OF Commencement as having interest in the project governed by this contract. Upon, execution of this article Contractor will make full financial disclosure concerning. this contract and' provide this information to Owner within 14 working days for final settlement. Owner,will disburse funds within 7 days of receiving financial disclosure according to the terms and proven cost of thisdocument. 10Page Initial } ' Owner(s) Contractor 12.1 Except for claims by the Owner of defective construction, which are governed sorely by the right -to -cure" law disclosed in paragraph 13.1, all claims, disputes, and other matters in question arising out; of, or relating to, this Agreement or the breach thereof, except for claims which have been waived by the making or acceptance offinal payment must be decided by the arbitration proceedings as described herein, to be held in the county in which the real. property described herein 'is located, and both parties agree to be bound by the decision rendered in such proceedings. Withia thirty -days (30) of a written. request for arbitration, each partyshal1 select an arbitrator. If either party, fails to select an arbitrator within this time frame, the first arbitrator selected may select the second arbitrator. Within ten (10) days thereafter the two arbitrators shall seiecta third arbitrator. All arbitrators shall be persons with experience in the construction industry. The arbitration shall be conducted in accordance with the F1'orid'a Arbitration Code (Chapter 682, Florida Statutes); provided, however, the final hearing shall: be held. not more than ninety (90) days after the receipt of the request for arbitration and the final.decision shall be rendered not more than thirty (30) days after the conclusion of the final hearing. 12.2 The award rendered by the arbitrators shall be final and judgment may be entered on it in accordance with applicable law in any court having jurisdiction thereof, if within the time prescribed, by the arbitrator no action has been taken to comply with said order. The liability. of the Contractor may not exceed the Contractor Fee. 12:3 Unless otherwise agreed in writing, Contractor shall carry on the Work and maintain the Contract Completion Date during any arbitration proceedings, and Owner shall continue to: make payments in accordance with this Agreement, unless Contractor has exercised Paragraph 12.4 The same arbitrator or arbitrators shall hear all claims that are related to or dependent on each other, even though the parties are not the same unless a specific contract prohibits such consolidation. 12.5 I'n the event of any disputes arising out of or in connection with this contract, the prevailing party fherein shall be entitled to recover reasonable attorney fees and costs, whether same. were i icurred,prior to or during any judicial proceedings, including, but not limited to, any trial or appellate proceedings, as well as prior to or during any of the alternative dispute reso,l`ution mechanisms. 11 P a`g. \ tom} Initial Owner(s) Contractor s . ' .l • Fa [_ ' •1. a 13.1 FLORIDA LAW (CHAPTER 558; FLORIDA STATUTES) CONTAINS IMPORTANT REQUIREMENTS YOU MUST FOLLOW BEFORE YOU MAY FILE A LAWSUIT FOR DEFECTIVE CONSTRUCTION AGAINST CONTRACTOR, SUBCONTRACTOR, SUPPLIER, OR DESIGN PROFESSIONAL FOR AN ALLEGED CONSTRUCTION DEFECT IN YOUR HOME. SIXTY DAYS BEFORE YOU FILE YOUR LAWSUIT, YOU MUST DELIVER TO THE CONTRACTOR, SUBCONTRACTORS, SUPPLIER, OR DESIGN PROFESSIONAL A WRITTEN NOTICE OF ANY CONSTRUCTION CONDITIONS YOU ALLEGE ARE DEFECTIVE AND PROVIDE YOUR CONTRACTOR AND ANY SUBCONTRACTORS, SUPPLIERS,, OR DESIGN PROFESSIONALS THE OPPORTUNITY TO INSPECT THE ALLEGED CONSTRUCTION DEFECTS AND MAKE AN OFFER TO REPAIR OR PAY FOR THE ALLEGED CONSTRUCTION, DEFECTS. YOU ARE NOT OBLIGATED TO ACCEPT ANY OFFER MADE BY THE CONTRACTOR OR ANY SUBCONTRACTORS, SUPPLIERS, OR DESIGN PROFESSIONALS. THERE ARE STRICT DEADLINES AND PROCEDURES UNDER FLORIDA LAW. 13.2 PAYMENT MAY BE AVAILABLE FROM THE CONSTRUCTION INDUSTRIES RECOVERY FUND IF YOU LOSE MONEY ON A PROJECT PERFORMED UNDER CONTRACT, WHERE THE LOSS RESULTS. FROM SPECIFIED VIOLATIONS OF FLORIDA LAW BY A STATE -LICENSED CONTRACTOR. FOR INFORMATION ABOUT THE RECOVERY FUND AND FILING A CLAIM, CONTACT THE' FLORIDA CONSTRUCTION INDUSTRY LICENSING BOARD ATTHE FOLLOWING TELEPHONE NUMBER AND ADDRESS: Construction Industry Licensing Board 1940 N. Monroe Street Tallahassee, Florida, 32399-0784. Telephone: 850-487-13.95 13.3 ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001 - 713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND ARE NOT PAID -IN -FULL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIMIS KNOWN AS A CONSTRUCTION LIEN. IF YOUR CONTRACTOR OR A SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB -SUBCONTRACTORS, OR MATERIAL SUPPLIERS OR NEGLECTS TO MAKE OTHER LEGALLY REQUIRED PAYMENTS, THE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE PAID YOUR CONTRACTOR 'IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR OTHER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX AND IT IS RECOMMENDED THAT WHENEVER A SPECIFIC PROBLEM ARISES, YOU CONSULT AN ATTORNEY. 121 Page Initial 'moi Owner(s) Contractor e. A. " s e 1 ! 14.1 Owner shall provide, or cause to be provided, full information regarding his/her requirements for the project. Owner further agrees to complete specifications and Features information sheet marked Exhibit C. Failure to completely provide all information ina timely manner hereby gives Contractor written consent to use his/her best judgment in any and all non- specified areas.. 14.2 Owner shah secure and pay for necessary planning, approval fees, easements, utility assessments, and use charges. The Owner shall furnish all surveys describing the physical characteristics, and utility locations for the residence. The Owner warrants that the property which the residence is to be built conforms to all zoning, planning, environmental, and other building and soil requirements. The Owner warrants that all utilities necessary for the completion of construction are to the property line. 14.3 . Owner shall furnish reasonable evidence satisfactory to Contractor that sufficient funds are available:and committed for the entire cost of the Project. Unless such reasonable evidence is furnished, Contractor is not required to commence any work. 14.4 Where owner supplies plans for the construction of the project contracted for in this agreement the following items are required: 1) foundation plan, 2) floor plan, 3) electrical plan, 4) four elevations, 5) stair detail, 6) wall elevation, 7) roof plan, and 8) wind loadanalysis stamped by engineer. In addition to these, specifications additional drawings may be required for certain details. Contractortakes no responsibility for -additional cost caused by improper specifications or errors on plans provided by -owner. 14.5 Owner and Owner's family members or agents shall not in any manner utilize, communicate or contract with Contractor's employees, subcontractors, subcontractor's employees or agents, or material suppliers, nor perform or permit any work on the Subject Property, without the prior written approval of the Contractor, which approval may be withheld in the Contractor's unrestricted discretion. If such consent is given, then Owner shall be solely responsible forthe payment, shipment,, delivery, insurance, installation, and damages for delay arising therefrom and agrees to hold contractor harmless in any and actions that may arise. 14.6 Owner and Owner's family members or agents shall not in any manner utilize, communicate or contract with Contractor's employees, subcontractors, subcontractor's employees or agents, or material suppliers, nor perform or permit any work on the Subject Property, without the prior written approval of the Contractor, which approval may be withheld in the Contractor's unrestricted discretion. If such consent is given, then Owner shall be solely responsible for the payment, shipment, delivery, insurance, installation, and damages for delay arising therefrom and agrees to hold contractor harmless in any and actions that may arise. 14.7 Water and electric, services are essential to the construction of the residence. Owner is responsible to provide water and electric services to the construction site for the duration of construction or until water and electric services are available on-site. 13Page initial ' v owner(s) Contractor 15. Exhibits. Comparables and Priority of Documents 15.1 The following exhibits must be signed by both parties and all originals to remain in possession of Contractor.. At owners request contractor will make available all exhibits to the owner for the purpose of reproduction. Exhibit A Legal Description of the Parcel or Property Exhibit B Draw Schedule Exhibit C Specifications and Features Exh'ibit D. Complete Set of Plans Exhibit E Referenced contracts (sub agreements) Exhibit F Addendum to Construction Agreement (if any do occur) Exhibit G Written Warranty (if any) 15.2 The priority of documents are asfollows 1. This contract 2. Specifications and Features Sheet 3. Drawn details and pians 15.3 The following two properties will be used as comparable properties used to establish the finishes and textures as well as the overall quality of the property listed below. The manner in which these properties are finished will be used to establish Industry Standards as they concern this contract. 1) 3120.Twin Palm Court, Sanford, FL 32773 2) 301 Ancient Forest Court, Chul`uota, FL 32766 14Page Initial Owner(s) Contractor THE UNDERSIGNED AGREE TO ABIDE BY THE TERMS OF THIS CONTRACT AND RELATED EXHIBITS SPECIFICALLY REQUIRED H'EREIN'. PURSUANT TO SECTION 501.1375, FLORIDA STATUTES, IF CONTRACTOR. BUILDS MORE THAN TEN (10) RESIDENTIAL UNITS PER YEAR,, THE BUYER OF A ONE -FAMILY OR TWO-FAMILY RESIDENTIAL DWELLING UNIT HAS THE RIGHT TO HAVE ALL DEPOSIT FUNDS (UP TO 10 PERCENT OF THE PURCHASE PRICE). DEPOSITED IN AN ESCROW ACCOUNT. THIS RIGHT MAY BE WAIVED, IN WRITING, BYTHE BUYER. BY SIGNING THIS AGREEMENT, OWNER DOES HEREBY WAIVE THIS STATUTORY RIGHT. 1 Date print name signature of owner nt name lr\ S iA1 print name gnats to//6f owner sian.ure of contractor Date 7. 22 A ZS' Date 762-h 7 15I'Page LI1 Initial . I { ', v Owners) Contractor irstone 480 Needles Trail B U I L D E R S Longwood, FL 32779 z7/ Initial owners) contractor 6/26/2018 SCPA Parcel View: 07-20-31-300-004K-0000 Property Record Card Parcel: 07-20-31-300-004K-0000 Property Address: SANFORD, FL 32773 Parcel Information I 37620 52.2 — - — 69.27 TZ cYV: 114.52 1P.1 RQ Seminole County GIS - Value Summary 7,2018Parcel07-20-31-300-004K-0000 Valuation Method Owner(s) CHAUVIN & FRYE PROPERTIES LLC 1 Property Address SANFORD, FL 32773 Depreciated Bldg Value Mailing 108 E BERKSHIRE CIR LONGWOOD, FL 32779-5620 Depreciated EXFT Value Subdivision Name Land Value (Market) - Tax District S1-SANFORD Land Value AgDORUseCode00 -VACANT RESIDENTIAL Exemptions i $35,634 37620 52.2 — - — 69.27 TZ cYV: 114.52 1P.1 RQ Seminole County GIS - Value Summary 7,2018 Working Values 2017 Certified Values Valuation Method Cost/Market f Cost/Market Number of Buildings 0 1 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) - 35,634 35,634 r Land Value Ag Just/Market Value ` 35,634 i $35,634 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0. _ 1. $ 0_. -- P&G Adj 0 0 Assessed Value 35,634 35,634 Tax Amount without SOH: $678.53 2017 Tax Bill Amount $678.53 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description SEC 07 TWP 20S RGE 31 E BEG 857.67 FT N & 333.60 FT E OF SW COR OF NE 1/4 RUN N 01 DEG 09 MIN 59 SEC W225.12FTE52.20FTS69DEG E38.28FTE69.27FTS10DEG 13MIN 12 SEC W 214.76 FT W 114.52 FT TO BEG Taxes http://parceldetail.scpafl.org/Parce[Detail I nfo.aspx?PI D=072031300004 K0000 1/2 6/26/2018 SCPA Parcel View: 07-20-31-300-004K-0000 Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund E $35,634 0 $35,634 Schools City Sanford 35,634 35,634 0 1 $35,634 0 $35,634 SJWM(Saint Johns Water Management) County Bonds 35,634 i $35,634 0 ' $35,634 0 ° $35,634 Sales Description Date Book Page Amount— Qualified Vac/Imp WARRANTY DEED 11/1/2007 06867 0791 I $125,000 ' No Vacant WARRANTY DEED i 6/1/2006 06306 0905 100 No Vacant No Comparable Sales Land Method Frontage Depth Units Units Price Land Value ACREAGE 0.681 45,500.00 $35,634 Building Information Permits Permit # Description Agency Amount CO Date Permit Date No Permits Permit data does not originate from the Seminole County Property Appraiser's office. For details or questions concerning a permit, please contact the building department of the tax district in which the property is located. Extra Features Description Year Built Units Value Cost No Extra Features http://pareeldetail,sepafl.org/Parcel Detail Info.aspx?PID=072031300004K0000 2/2 p irt n 480 Needles Trail a\\q B u! L D E R s Longwood, FL 32779 Initial R AN) owner(s) contractor SEACOAST NATIONAL BANK AND TRUST Construction Inspection Report Borrower: Contractor: Property Address: Lot: Subdivision: County: DATE: INSPECTION #: 1 2 3 4 5 6 7 8 Wall Footings 2.00 First Rough Plumbing 3.00 Slab Poured 5.00 Exterior Studs - Sheeting / C.B.Lintel 11.00 Interior Partitions 2.00 Roof Framing, Sheathed and Dried in 9.00 Second Rough Plumbing tub set 2.00 Rough Electric 4.00 AC / Ducts in place 2.00 Exterior Window and Door Frames 1.00 Windows Installed 2.00 Soffit & Facia 1.00 Outside Doors 1.00 Finish Roof 2.00 Exterior Finish 4.00 Insulation installed 1.00 Rough Drywall / Plaster 3.00 Finish Drywall / Plaster 3.00 Bath Tile 2.00 Interior Doors and Trim 4.00 Cabinets and Vanities 4.00 Interior and Exterior Prime Coat of Paint 1.00 Interior and Exterior Paint Complete 2.00 Finish Plumbing Fixtures & Trim 2.00 Finish Electric Fixtures & Trim 2.00 Floor Covering 3.00 Exterior Concrete 1.00 Appliances 2.00 Landscape / Sod Complete 2.00 A/C Trim & Condenser and Heating 3.00 Septic Tank / Drainfields / Sewer Connection 2.00 Well & Public Water Connection 2.00 Retainage 10.00 Total This Inspection: Total To Date: 100.00 0.00%1 O.Oo % 0.00% 0.00%1 0.00% 0.00% 0.00%1 0.00 0.00%1 0.00%1 0.00%1 0.00%1 0.00%1 0.00% APPROVAL: Inspection Inspect. # Date Inspected By COMMENTS 1 2 3 4 5 6 7 8 N.O.C. Posted on Site? Yes No Building Permit on Site? Yes No Inspector signature Date Pool and Screen Enclosure 50% when shell is in 30% when deck is poured 20% when pool is complete 100% screen enclosure installed 480 Needles Traileistone mm B u I L D E R 5 Longwood, FL 32779 EXHIBIT C SPECIFICATION AND FEATURES Initial 2L 0 owner(s) 480 Needles Trail Longwood, FL 32779 contra—i ctor Construction Specification Sheet Owner. Paul Hammer & Holly Nelson Sanford, FL 32773 X Wood Roof Type Foundation Doors Air Cond. & Heating Concrete Piers X Wd. Ven.HC Int.Ext Perimeter Block Solid'Core Int/Ext X Monolithic Slab X Metal Int Ext: Construction Hardware Counter Tops Wood Frame X Standard Wood Shake X Concrete Block Deluxe Other Granite Other _ Windows Plumbing Floor Structure Awning Free Standing Wood joist X Single Hung Electrical (See Allowances) X Concrete Slab Horz. Roll Rcc. Hood w/ Fan Other Slider Insulation Exterior Walls Tasted Glass X Disposal X P1y.Sht. R & B Cleat Glass Trim Marble Crate sills Other X Wood Roof Type Marble Gable Air Cond. & Heating X Hip 3.5 Tons Boston Hip 16 EER Roof Covering Cabinets Tar & Gravel X Wood X Asphalt Shingle Mica Fiberglass Counter Tops Tile Tile Wood Shake Formica Other Other Granite Weight Appliances Plumbing X Range & Oven X Standard Free Standing Deluxe Self Cleaning Electrical (See Allowances) Continuous Clean Fixtures $ Rcc. Hood w/ Fan Service X Vented Hood w/Fan Insulation X Dishwasher X Cetlimgs R. Fact 30 X Disposal X Walls R Fac. 4^1 //13 X Refdgerator Trim X Standard Decorative Floor Covering Appliances (Cont'd) Compactor Water Softener X Microwave Other Landscaping Seed X Sod X FIont :Sides Rear To Property Line To Street Allow _s.f Shrubs $ Driveway & Walkways Size X Concrete Asphalt Other. To Property Line X To Street Patio Size Covered Screened Pool Concrete Fiberglass Liner Screened Spa Exterior Improvements X Sprialder System Well Pump --J3.P. X Septic Tank X City Hookup (Water) Living Dining Bedrooms Kitchen Baths Utility Carpet Vinyl Vinyl Sheet Ceramic Tile X X X X X X Hardwood Interior Walls Drywall Painted X X X X X X Wallpaper Other Ceilings Drywall Sprayed Drywall Textured X X X. X X X Other: The undersigned hereby certifies that the above specifications are submitted in connection with a proposed building on the above descnlsedro P - P P 3'• Justin Solit—.-_-,,--<,---- Contractor Seacoast uraiaea NATIONAL BANK 1ER110 SNE6108a Rev sloe WTAMMIMS Trail Longwood,FL32779 Initial owner(s) x27 contractor THE HRMMERL'S 1-DZO -')ILVFK LAr\E CDUF\T S4JF0KD, FLOKIDA -)Z77) PAKCEL If># 004F-ZO--N--)-OOZT-0000 BUILDING CODES: aRWICTO A iffloffy.. SEKKO-E CC MY 101 EAST FIRST STREET SAFCRD, FL 32771 407) U 5-77750 ARMED CEDES: BUILDING: FLCRIDA BUILDING CEDE - 22)17 (W/ KO AMENDMENr5) FIRE: FLCRDA FIRE PREVEWTOCEDE 2017 Ct-t6FrER 36. - WFPA I E- NFPA 171 W/ STATE FIRE M?K9i4LL Nk9WIENf5) PLLIVb1NG: FLCRIDA BUILDING I=, PLLIVIBNG -7017 M1ECHMICAL: FLCRIDA BUILDING CC()E, M1ECHMICAL - 2017 ELECTRICAL: FLORIDA BUILDING CCDE, BUILDING - Z017 Ch4ffER Z7 - WFT'A7, N4TCMN- ELECTRICAL COX) ACEESSIBUY: FLORIDA BUILDING I=, BUILDING - Z017 Cl AF ER 11 - (FLCRIDA ACCES5IBILIIY CCDE FCR MILLING CC K5TRUOK ) ENERGY: FLCRIDA BUILDING CC I)E, BUILDING - = Ch6F ER 13 - (FLCRDA ENEK01 EFFICENCY FCR BUILDING CC KSRU010M) MK•Umm"M JI.1\11 NEW CNE STORY HabE ft -M WITH ATTACI-ED CWrA E Cf)TACT INFORWMTON : DESIGNER: NOW DESIGN, INC 2Qo0 SUNDERLAND ROAD WINTER SPRINGS, FL 32/IZ8 407) 739-1933 PHONE C-CWTACT: 3CE L.EftCKE HERNANDO CASTANO ARCHITECT - FL AR98618 415 E. Pine St. Ste. 614 -Orlando, FI 32801 321.945.0242 / obtcorpeyatloo.com ARE F=AGE TABULATION: A/C- LWING z,i-:o 19• fc4 GARAGE 70019. feet ENTRY zlo 9. f j LANA 3Co5 19. F 4 TOTAL UNDER ROCS 3,405 69. fe4 EXTER JR DIMEN5CNS: 9. -K/ x(n5 -811 DESIGN STATEMENT: THIS DRAWING WETS THE STRUCTIRPL fEOUIREFENTS OF ASCE. 7-10 AND THE FLORIDA BUILDING CODE 2017 (5TH EDITION THE MINI" DESIGN PRESSLES FOR MWFR.S. ATE DETERMINED BY ASCE. 7-D OWPTER 27, SECTICN 275 PMT 2; ENCLOSED SIMILE OIPPHRACM BUILDINGS USING TABLES 775-1. 278-1 d 278-2 ROCF/MEAN HEIGHT 25' OR LESS DESIGN WIND SPEED 140 NPH. RISK CATEGORY It E)EOSUE CATEGORY C BUILDING ENCLOSED INTERNAL PRESSIC COEFFICIENT •/- 18S WALLS •1- 428 PSF. ROOF •/- 42.5 based ,Pan bre 3 Fresnres Icr oa raol {a1Nes) THE MINI" DESIGN PRESSLRES FOR COMPONENTS 8 CLADDING ARE DETERMINED BY AS.CE. 7-10 CHAPTER 30, SECTION 305 PMT 2: LOW RISE BUILDINGS (SIMPLIFIED) USING TABLES 305-1 8 FIGLIE 305-1 WALLS (ZONE 4) •2882 PSF. -30.95 P.S.F. WALLS QONE 5) •2882 PSF. -3459 PSF. ROOF PITCH 7-27 DECREES ROOF (ZONE 9 •16.44 PSF. -26.17 PSF. ROOF CONE 2) •15.U. PSF. -4552 PSF. ROOF CONE 3) •16.44 -6731 PSF. e 7- wC W. z El 1111 0000 0011 111111 00000 O w 0000 z 00 00000 ¢ m u 110000000czs00000000N 0000 0000°°11°°00°0 " LL a 0000° 0 p U 00 11 ¢ Hw- 00 OO° 000 w 9E 0 0 0000 W o V Z cc LJJ -- 0 W 0 Fn W LUU v W W N O cli a U W crcr C M O ti U N LU M Y J z J u- elf 3 W of O J LL cZmn QN co c N o M ca r o Rmiebic Wtm IST PKAFT z -m-18 UO m CRAFT S -E-19 C PM1M Wim pavn ap 5-u-aa9 T_E LiTLR W File Nom& Sale - O 1/4••1.8. CO C CDz 0 Q U C) a6i < z S mN I$ LLJ !a Wip!g = sa.e Al1'a e sa DRAWING INDEX Al COVER SHEET / SITE PLAN A2 FOUNDATION PLAN A3 BLOCK PLAN A4 FLOOR PLAN NOTES A6 DIMENSION / SECTIONS PLAN A6 ELECTRICAL PLAN A7 ELEVATIONS FRONT 6e. REAR AS ELEVATION LEFT & RIGHT A9 BLOCK DETAILS A10 FASTENERS All FRAMING DETAILS 1 Al2 FRAMING DETAILS 2 A13 STANDARD DETAILS DESIGN STATEMENT: THIS DRAWING WETS THE STRUCTIRPL fEOUIREFENTS OF ASCE. 7-10 AND THE FLORIDA BUILDING CODE 2017 (5TH EDITION THE MINI" DESIGN PRESSLES FOR MWFR.S. ATE DETERMINED BY ASCE. 7-D OWPTER 27, SECTICN 275 PMT 2; ENCLOSED SIMILE OIPPHRACM BUILDINGS USING TABLES 775-1. 278-1 d 278-2 ROCF/MEAN HEIGHT 25' OR LESS DESIGN WIND SPEED 140 NPH. RISK CATEGORY It E)EOSUE CATEGORY C BUILDING ENCLOSED INTERNAL PRESSIC COEFFICIENT •/- 18S WALLS •1- 428 PSF. ROOF •/- 42.5 based ,Pan bre 3 Fresnres Icr oa raol {a1Nes) THE MINI" DESIGN PRESSLRES FOR COMPONENTS 8 CLADDING ARE DETERMINED BY AS.CE. 7-10 CHAPTER 30, SECTION 305 PMT 2: LOW RISE BUILDINGS (SIMPLIFIED) USING TABLES 305-1 8 FIGLIE 305-1 WALLS (ZONE 4) •2882 PSF. -30.95 P.S.F. WALLS QONE 5) •2882 PSF. -3459 PSF. ROOF PITCH 7-27 DECREES ROOF (ZONE 9 •16.44 PSF. -26.17 PSF. ROOF CONE 2) •15.U. PSF. -4552 PSF. ROOF CONE 3) •16.44 -6731 PSF. e 7- wC W. z El 1111 0000 0011 111111 00000 O w 0000 z 00 00000 ¢ m u 110000000czs00000000N 0000 0000°°11°°00°0 " LL a 0000° 0 p U 00 11 ¢ Hw- 00 OO° 000 w 9E 0 0 0000 W o V Z cc LJJ -- 0 W 0 Fn W LUU v W W N O cli a U W crcr C M O ti U N LU M Y J z J u- elf 3 W of O J LL cZmnQN co c N o M ca r o Rmiebic Wtm IST PKAFT z -m-18 UO m CRAFT S -E-19 C PM1M Wim pavn ap 5-u-aa9 T_E LiTLR W File Nom& Sale - O 1/4••1.8. CO C CDz 0 Q U C) a6i < z S mN I$ LLJ !a Wip!g = sa.e Al1'a e sa FOUNDATION NOTES 1. ALL CONCRETE SMALL HAVE R MINIMUM COMPRESSIVE STRENGTH AT 28 DRYS OF 3.000 PSI, R SLUMP OF 5" PLUS OR MINUS 1", HAVE 2 TO 5% RIR ENTRAINMENT, AND R MAXIMUM WATER/CEMENT RATIO OF 0.63. 2. ALL CONCRETE SLABS SHALL BE 4" AS SHOWN WITH 6x6x10 WOVEN WIRE MESH OR FIBERMESH. 3. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL COMFORMING TO R5TM R-615 GRADE 40. 4. WELDED WIRE FABRIC SHALL CONFORM TO R5TM R-165. WWF SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6". FIBERMIX OF EOURL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. S. SLABS SHALL HAVE A 6 MIL POLYETHELENE VAPOR BAR- RIER WITH 6" LAP ENDS AND SIDES. 6. HOOKS SHALL BE PROVIDED AT DISCONTII-UOUS ENDS OF ALL TOP BARS OF BERMS. 7. HORIZONTAL FOOTING BARS SHALL BE BENT 1'-0" AROUND CORNERS OR CORNER BARS WITH R 25" LAP PROVIDED. 8. MINIMUM LAP SPLICES ON ALL REINFORCING BEAR SPLICES SMALL BE 40 ORR DIAMETERS TYPICAL. 9. HOLLOW LORD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO RSTM CSO, WITH R MINIMUM NET COMPRESSIVE STRENGTH OF 2,000 PSI. 10. MORTAR SHALL BE TYPE "M" OR "S", CONFORMING TO RSTM C270. 11. COARSE GROUT SHALL CONFORM TO RSTM C476 WITH R MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI SLUMP 8" TO 11". 12. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS W/ THE CELLS FILLED WITH COARSE GROUT. 13. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT R MAXIMUM SPACING OF 192 BAR DIAMETERS, REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL TYP- ICRLLY UNLESS OTHERWISE NOTED. 14. REINFORCING STEEL MUST MAINTAIN 3" CLEARANCE FROM EN05/CHAIR5. 15. SOIL TO BE COMPACTED TO AS LEAST 98% OF MAXIMUM DRT DENSITY AS DETERMINED BY R5TM-1557 (MODIFIED PROCTOR) - AT NEW CONSTRUCTION ONLY. OWNER IS RESPONSIBLE FOR COMPACTION TESTS AND DENSITIES. 16. ALL SOIL TO BE 2,000 POUNDS PER 50URRE FOOT MIN. 17. ALL DETAILS AND SECTIONS 5 HOWN ON THE DRAWINGS PRE INTENDED TO BE TYPICAL AND SHALL BE CONSTRU- ED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS OTHERWISE NOTED. 18. JOINT REINFORCEMENT, ANCHORS, TIES, AND WIRE FABRIC SHALL CONFORM TO THE FOLLOWING STRNDRRDS:(1) ASTM R82 FOR JOINT REINFORCEMENT, WIRE ANCHORS AND TIES. 2] RSTM A36 FOR PLATE, HEADED, AND BENT BAR ANCHORS, 3) RSTM A366 FOR SHEET METAL ANCHORS 6 TIES. 19. A CONTINUOUS LOAD PATH BETWEEN FOUNDATIONS, WALLS, AND ROOFS SHALL BE PROVIDED. APPROVED CONNECTORS, ANCHORS AND OTHER FASTENING DEVICES NOT INCLUDED IN THE STANDARD BUILDING CODE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMEND- ATIONS. WHERE FASTENERS ARE NOT OTHERWISE SPECIFIED, FASTENERS SHALL BE PROVIDED IN ACCORDANCE WITH TABLE 1705.1 0 FTHE STANDARD BUILDING CODE (SEE APPENDIX E), SIZES GIVEN ARE FOR COMMON WIRE NAILS. 20. ALL CONTINUOUS VERTICAL OR HORRIZONTRL BARS IN FOOTINGS, FOUNDATION WALL5. SLABS AND OTHER CONC- RETE 5HRLL BE LRP -SPLICED WHERE NECESSARY OR DES- IRERBLE BY WIRING. MINIMUM SPLICE AT 25". 21. LONGITUDINAL WIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED IN MORTAR OR GROUT WITH'A MINIMUM COVER OF 5/8" WHEN EXPOSED TO EARTH OR WEATHER AND 1/2" WHEN NOT EXPOSED. 22. REINFORCING STEEL SHALL BE x5 BARS. WHERE TWO x5 BARS ARE REQUIRED WITHIN THE SAME GROUTED MASONRY CELL OR BOND BEAM. ONE x7 BAR MAY BE SUBSTITUTED. WHEN TWO BARS FRE REOUIRED IN THE SAME CELL OR BOND BERM THEY MAY RLWO BE BUNDLED TOGETHER. 23. FOR FOUNDATIONS MINIMUM CONCRETE COVER OVER REIN- FORCING BARS SHALL BE 3" IN FOUNDATIONS. WHERE THE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CON- TACT WITH THE EARTH OR 1 1/7' FOR x5 AND SMALLER BARS AND 2" FOR s6 AND LARGER BARS WHERE CONCRETE WILL BE EXPOSED TO EARTH OR WEATHER. 24. FOR CAST-IN-PLFACE BOND BERMS WHERE CONCRETE I5 NOT EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR REMFORCING SHALL BE 1 1/7' REGPROLE55 OF BAR SIZE. 25. A SOIL OR WASTE PIPE OR R BUILDING ORRIN PASSING UNDER A FOTTING OR THROUGH R FOUNDATION WRLL SHALL BE PROVIDED WITH A RELIEVING ARCH OR THERE SHALL BE BUILT INTO THE MASONRY WALL AN IRON PIPE SLEEVE TWO PIPES GREATER THAN THE PIPE PASSING THROUGH. 26, FOOTING SHALL BE LEVEL OR SHALL BE STEPPED 50 THAT BOTH TOP AND BOTTOM OF SUCH FOOTINGS PRE LEVEL. THE BOTTOM OF ALL FOOTINGS EXCEPT MONOLITHIC SLRB- ON-GRADE FOUNDATIONS SHALL BE R MIN. OF 12" BELOW FINISHED GROUND LINE. 17. FOOTING DOWEL BARS SHALL BE PROVIDED FOR ALL REO- UIREO VERTICAL WRLL REINFORCEMENT IN THE FOLLOWING LOCRTION5: (1) AT ALL CORNERS (2) AT WALL ENDS (3) AT EACH SIDE OF OPENINGS. DISTRIBUTE ODD SPACES EVENLY BETWEEN CORNERS FUO OPENINGS, SEE DRAWINGS FOR OTHER LOCATIONS. 28. ALL VERTICAL WRLL REINFORCEMENT SMALL BE TERMINRT- ED IN THE BOND BEAM WITH R STANDARD HOOK, THE HOOK SHALL EXTEND TO THE UPPERMOST HORIZONTAL REIN- FORCEMENT OF THE BOND BERM AND SHALL BE EMBEDDED A MINIMUM OF 6" INTO THE BOND BERM. 29. IF STEMWALL EXCEEDS 32", FILL ALL CELLS WITH GROUT AND APPLY 1 x5 VERTICAL 9 4' ON CENTER MAXIMUM. 30. IF STEMWRLL EXCEEDS 48', FILL ALL CELLS WITH GROUT AND RPPLY 1 x5 VERTICAL 9 4' ON CENTER MAXIMUM AND 1 x5 HORIZONTAL 24" ON CENTER IN U -BLOCK. 31. IF R DOWEL IS MISSED, APPLY W/EPDXY (SIMPSON -ET) W/6" EMBEDMENT, DRILL 3/4" OIR. HOLES FOR x5 DOWELS. 11 PLUMBING NOTES 11 RLL PLUMBING TO BE INSTRLLED IN ACCORDANCE WITH THE 2017 FLORIDA RESIDENTIRL BUILDING CODE - PLUMBING WATER SUPPLY PIPING OUTSIDE HOUSE (FROM METER TO HOUSE' MAY BE PVC. ALL WATER SUPPLY PIPING WITHIN HOUSE FIER (INCLUDING BELOW THE SLRB1 MUST BE CPVC. WATER SERVICE PIPE 6 FITTINGS SHALL BE R MINIMUM OF 1' IN DIAMETER FIND SHALL BE SIZED TO PROVIDE PRESSURE PER THE FLORIDA PLUMBING CODE. ORDINANCE 604.4 OF FPC (2017) - APPENDIX "J' TO STANDARD PLUMBING CODE. 1. TANK TYPE WATER CLOSET VOLUME TO BE 1.6 GRLLON5. 2. WALL MOUNT WATER CLOSET VOLUME TO BE 3.5 GALLONS. 3. WATER - FLOW RATE. PUBLIC FACILITIES: 0.5 GPM PRIVATE FACILITIES 2.2 GPM DS: SHOWER HEA2.5 GPA. VTR LOCATIONS ARE APPROXIMATE AND MAY CHANGE DUE TO J085ITE CONDITIONS. FIBERGLA55 SHINGLES, RSTM D 225 OR RSTM D 3462. ATTACHED W(6) ROOFMG NAILS PER STRIP OR (2) ROOFING NAILS PER INDIVIDUAL SHINGLE. 26 GORGE GALV. STEEL 4x4 L FLASHING. x15 FELT PAPER, ASTM D 226 TYPE 1 OR RSTM 0 4869 TYPE 1, OVER SHERTHING TEMPORARILY FASTENED, LAPPED 7' 15/32" PLYWOOD SHEATHING W/ 8d NAILS 6" O.C. EDGE 6 FIELD (3' O.C. B GABLE END TRUSS) W/ CLIPS ON PRE-ENGINEERED TRUSSES 24" O.C. (TYPICALL FINCHOR E. TRUSS SEF EPETVLTION FOR 1ROIAH. T . V TYPICAL EDGE REINFORCED111' PREC26TCONCRETE LINTEL 6j 101 P.T. FURRING 26 GR GAL'. W/IN5LLRTION DRIP EDGE i PIPING OVER FASCIA 4W 1/2' DRYWALL TYPICAL EDGE S r 6j 101 BOLTS O 48" O.C. MAX. 8-.16" BLOCK PIPING BOLT 0 48" O.C. MAX. J# 5COBRG. 1-x5 ROD FILLED CELL PIPE I6" DIA. MAX.) d+ m eMONOLITHIC SLEEVE (DIR. LARGER THAN PIPE b PRECAST CONC. SILL 2500 P.S.I. CONIC. T-7 8' T-6' 6.6 10/IOW W M P W BRSE,000R TRIM 2-x5 RODS ON CHAIRS N OBARRIER 1 POR 30'-115/8' I M' TERMITE TRERTED,CLEAN. COMPACTED FILL ONE STORY BLOCK WRLL SECTION SCALE: 1 1/7=1'-P TYPICRL SLRB CORNER P.T. 2. JINSULRTION NON-BRG. WALL GWRRRRGE SEPARATION tY ALL 1 •5 CONT. 4 NON BRG. WRLL 21'-4" M-1 4'.7" FORM AND P UR SOLID 18' HIGH SEAT 14'4' FOOTINGS HAVE BEEN DESIGNED FOR R SOIL BEARING PRESSURE OF 2.000 PSF IF R DOWEL IS MISSED. APPLY W/EPDXY SIMPSON -ET) W/6" EMBEDMENT. DRILL 3/4" DIAMETER HOLES FOR x5 DOWELS. r 6j 101 BOLTS O 48" O.C. MAX. R 1/2" DIA. ANCHOR_ BOLT 0 48" O.C. MAX. J# 5COBRG. NT. Zr, cp m eMONOLITHIC SEE BLOCK PLAN FOR FILLED CELL DIMENSIONS 1 T-7 8' T-6' 2 3/4' ' 8" 1 30'-115/8' 13'-83/8" v I 30'x3OSc16" POURED I I I CONC. FOOTER PAD I I 1 W/3x5 RODS E.W. I 14'- 14'-2' 7 5/ " I I 4 II 1 FORM &POUR SOLID Q Ir - I SHOWER SEAT --- I II j 4- CONIC. SLAB (3,000 psi mh.) WXA WMIM I I 1I 1 OR FIBERMESH WITH 6 MIL. VAPOR BARRIER C VER TERMITE TREATED CLEAN COMPACTED FILL. I MATE II I I TREATED LUMBER CAN BE SUBSTITUTED. 1 0 1 I I rn I 214" I 12'-8" m m m 1 1 1 4" R.F.F. rN- 1 1 5/8" EXPANSION BOL W/2' AT 48" D.C. FOR mI U WASHERS INT. BEARING WALLS UPLIFT I I 2'-3' 12'-2" L 3'-3" I I 1"--• ___ _ I II RECESS 3/4" OFORS.GD. I I-_ J 1 j i---• 36-1114' am in I 11 I Z. 4 I PROVIDE PERWATERLINEOW/VALVE FOR ICEMAKER RUN LH SE FOR ELECT IC L OUTLET ELECTRICAL O" R.F.F. FLOOR OUTLET II m I I I AT KI CH N ISLAND 2'4" 5'-0 8 3/ I I V m- 4" 1 R.F.F. I I • • 11'-6" 25-6' o I N8'4 1 7/8' 13'-8 3/8" 13'-31 /B" I • 4 5 8 ------------- ------ 8 1I im N I I I i Ittt" o SLOPE 19'-9' 11'-3/8" 14'-7" I I 5-016 L 27'-0" I 4" R.F.F. 6 4- CONC. SLAB (3,000 Psi min.) W16A WNJIM OR FIBERMESH WITH 6 MIL. VAPOR BARRIER OVER TERMITE TREATED CLEAN COMPACTED FILL BORATE I 1 I m I TREATED LUMBER CAN BE SUBSTITUTED. 1 I I1 o 7 y I I I o____ I e I m m I m m - m m I 11'-7' I 1 r 0'_8" I1 11'-7"8'-6' I 4" RJ.F.F. m m m m FOOTINGS HAVE BEEN DESIGNED FOR R SOIL BEARING PRESSURE OF 2.000 PSF IF R DOWEL IS MISSED. APPLY W/EPDXY SIMPSON -ET) W/6" EMBEDMENT. DRILL 3/4" DIAMETER HOLES FOR x5 DOWELS. DRIVEWAY 3/4" TWO STORY) xy. laa\ _ 3x5 RODS CONT TDYYpDPICAL STEMWkL eSLRB L GRRRGE DOOR 2'-6' I. llz-7' L 2' -6 - SLOPE 4 CONT. ePATIO SLAB 2'1' 71/ I. 2'-6" 1' 8' 3D'x3O46" POURED CONIC. FOOTER PRD W/3x5 RODS E.W. 2x4 STUDS m 16" O.C. BRG. WALL P.T. 2x4 SILL PLATE W11/7' DIP. R.B:s (8.2) m 48" O.C.. W/2x2 PLATE WASHERS 2 #5 BARS CONT. e 8.. 1• _ 4•• 8„ 8 ONE STORY INTERIOR BRG. WALL TYP. SHWR. RECESS SLAB 31/2" CERAMIC TILE FLR. 6 WALLS. ONE ROW OF TILE ON FLR TO FORM CURB. RES. FLR. ABUT CERAMIC TILE TILE TILE OR RES. VARIES SEE FND. PLAN 11 SUNKEN L SHOWER DETRI e z L 2 zy zgh 0000000 0000 0000000 0 000000 O 00000000 Z a 00000000 ¢ V; 00000000 m 3 00000 U) 000000 0 ¢ m 000000000 U D 0vD0 Z w 0 ¢ 0 000 w o = C 0000 0 W o CIS WJQ 0 d I.L Uuj O a NNJ 1.L v W N Q Q O a W m = m Cr ai C co D= O U N W M Y Z J LL W LL mN CD C/) coom A o Rnisivx D.. I HST M*T 2 -aa -I5 U DD LR/PT 5-72-I5 I Mht D.. Drawn Dr 5-71-3210 3:E LEfC>71 N AW NM S.M. C:) 1/a-•I'1D' co g C CDZm a` D O U -JtL m OC) « U w ry k < «8 sjg8 v c a 26 W a B{egYqd te g SMeIw i= A2 hill WALL DIA. x 8" EXPANSION BOLTS O 48" O.C. MAX. R 1/2" DIA. ANCHOR_ BOLT 0 48" O.C. MAX. J# 5COBRG. NT. SLABeMONOLITHIC BAG. WALL DRIVEWAY 3/4" TWO STORY) xy. laa\ _ 3x5 RODS CONT TDYYpDPICAL STEMWkL eSLRB L GRRRGE DOOR 2'-6' I. llz-7' L 2' -6 - SLOPE 4 CONT. ePATIO SLAB 2'1' 71/ I. 2'-6" 1' 8' 3D'x3O46" POURED CONIC. FOOTER PRD W/3x5 RODS E.W. 2x4 STUDS m 16" O.C. BRG. WALL P.T. 2x4 SILL PLATE W11/7' DIP. R.B:s (8.2) m 48" O.C.. W/2x2 PLATE WASHERS 2 #5 BARS CONT. e 8.. 1• _ 4•• 8„ 8 ONE STORY INTERIOR BRG. WALL TYP. SHWR. RECESS SLAB 31/2" CERAMIC TILE FLR. 6 WALLS. ONE ROW OF TILE ON FLR TO FORM CURB. RES. FLR. ABUT CERAMIC TILE TILE TILE OR RES. VARIES SEE FND. PLAN 11 SUNKEN L SHOWER DETRI e z L 2 zy zgh 0000000 0000 0000000 0 000000 O 00000000 Z a 00000000 ¢ V; 00000000 m 3 00000 U) 000000 0 ¢ m 000000000 U D 0vD0 Z w 0 ¢ 0 000 w o = C 0000 0 W o CIS WJQ 0 d I.L Uuj O a NNJ 1.L v W N Q Q O a W m = m Cr ai C co D= O U N W M Y Z J LL W LL mN CD C/) coom A o Rnisivx D.. I HST M*T 2 -aa -I5 U DD LR/PT 5-72-I5 I Mht D.. Drawn Dr 5-71-3210 3:E LEfC>71 N AW NM S.M. C:) 1/a-•I'1D' co g C CD Zm a` D O U -JtL m OC) « U w ry k < «8 sjg8 v c a 26 W a B{egYqd te g SMeIw i= A2 hill SAFE LOAD TABLES FOR GRAVITY 8" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST W/ 2" RECESS DOOR U -LINTELS LINTEL SCHEDULE GRAVITY TYPE WINDOWS LENGTH TYPE 8U8 8FB-OB 8F12-06 8F16 -OB 8F20-08 8F24 -OB 8F28 -OB BF32-OB BF8-10 BF12-10 BF16-18 8F20 -1B 8F24 -1B 8F28-113 8F32 -B 2' 10" 34") PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 3166 4473 6039 7526 9004 10472 11936 3'-6" 42') PRECAST 2302 3138 3377 4689 soot 735 8630 9947 3166 4473 6039 7526 9004 10472 11936 4'-0" 48') PRECAST 2029 2325 2496 3467 4438 5410 6384 7358 2646 4473 6039 7526 9004 10472 11936 4'-6" 54') PRECAST1787 1651 2400 1913 2657 3403 4149 4896 5544 2170 4027 6039 7526 9004 10472 9668 5'-4" 64'9 PRECAST 1184 1223 1301 1 1809 2317 1 2826 3336 3846 1665 2889 5057 60% 5400 6424 7450 5'-10" 70') PRECAST 972 m 1059 1474 1889 2304 2721 3137 1459 2464 4144 5458 4437 5280 6122 6'-6" 78') PRECAST 937 1255 2101 3263 2746 3358 3971 4585 1255 2101 3396 1 5260 7134 8995 6890 7'-6" 90') PRECAST 767 1029 1675 2385 1994 2439 2886 3333 1029 1675 2610 3839 5596 6613 5047 9'-4" 112'9 PRECAST 573 632 1049 1469 1210 1482 1754 2027 768 1212 1816 2544 3469 4030 3127 10'-6" 126'9 PRECAST 456 482 802 1125 95 1122 1328 1535 658 1025 514 2081 2774 3130 2404 11'-4" 136') PRECAST 445 59e 935 1365 1854 2355 1793 2075 598 935 1365 1854 1 2441 355 4044 12'-0" 144") PRECAST 414 545 864 1254 1689 2074 570 1818 555 864 1254 1693 2211 2832 3590 13'-4" 160") PRECAST 362 427 726 1028 1331 535 1224 1418 485 748 1076 1438 1855 2343 2920 14'-0" 168") PRECAST 338 381 648 919 1190 1462 1087 1260 455 700 1003 1335 1714 253 2666 14'-8" 176") PRESTRESSED N.R. NR NR NR NR w NR NR 465 765 1370 2045 2610 3185 3765 15'-4' 184') PRESTRESSED N.R. NR NR NR NR N2 NR N2 420 695 1250 1855 2370 2890 3410 17'-4' 208") PRESTRESSED N.R. NR N2 N2 N2 NR NR NR 310 530 950 1400 1800 2200 2600 19'-4" 232") PRESTRESSEDNR N.R. N2 NR NR NR N2 N2 240 400 750 1090 1400 1720 2030 21'-4' 256") PRESTRESSED N.R. NR NR NR NR NR NR NR 183 330 610 940 1340 1780 1 2110 22'-0" 264") PRESTRESSEDNR N.R. NR NR N2 N2 N2 NR 300 570 870 1250 1560 1970 24'-Q" 288") PRESTRESSED N.R. N2 N2 N2 NR N2 N2 N2 130 240 470 720 1030 1350 1610 8" PRECAST W/ 2" RECESS DOOR U -LINTELS 7'-2' ------- 411-*— 7'-p• ------- IPI-*— 7'-2- ------- I" 3 0 C L21 2880 R 3 N L4 3 I. I Lmlo __ m 2+ 880 E AL L20 3t 15'-2' LINTEL SCHEDULE GRAVITY TYPE WINDOWS LENGTH TYPE 8RL16 8RF6-0B 8RFD-OB 8*14-OB BRFIB-OB W -22-0B BRF26-08 8RF30-OB 8RF6-B BRF10-IB BRF%-e 8RF78-18 8RF221H 8RF20-B 6 4'-4" (52'9 PRECAST 1488 591 3053 2982 3954 4929 5904 6880 1827 3412 4982 6472 7947 945 10878 4'-6" (54'9 PRECAST 1357 1449 2782 2714 3600 4487 5375 6264 1702 3412 4982 6472 7947 9416 10878 5'-8" (68') PRECAST 785 832 502 550 2058 2566 3075 3585 153 2162 4074 6472 6516 5814 6839 5'-10" (70') PRECAST 735 779 500 1449 1924 2400 2876 3352 1103 2051 3811 6472 655 5450 6411 6'-8" (80') PRECAST 822 907 1677 2933 2576 3223 3872 4522 907 1677 2933 4100 6730 8177 6707 7'-6" (90') PRECAST 665 761 1377 2252 1958 2451 2944 3439 764 1 1377 2329 3609 5492 6624 5132 9'-8" (116'9 PRECAST 371 420 834 1253 1071 1342 514 18% 535 928 1497 2179 2618 3595 2875 7'-2' ------- 411-*— 7'-p• ------- IPI-*— 7'-2- ------- I" 3 0 C L21 2880 R 3 N L4 3 I. I Lmlo __ m 2+ 880 E AL L20 3t 15'-2' 15'-1 3/4' 1-------------- L30 L30 L30 5'-2' 3'-10' 5'-4' 3 3 C-26 oil m-410 NCH CO -36 I L4 all 3 12'-8• 3 1 O. L3 3 12080 S.G.D. EffmMmElm I L2 I 3 I I II 1- - A L MASONRY OfTWWAT10'-0" A.F.F. L II II II II L21 3 II n L3 L35 L35 35 L3 C-36 9-- 5. 2' 1 6 5' 2 6 4 5' ---— 5 0- 5 0— 5 0 5' I 4 5'- - 4'-4' f 33 I I I I I 33 3 I 3 9 P _ - - - - - - - - - - - - - - - - - - - - - - - - - _ -p 32 31 32 LINTE ER 16"16" BLOCK COLUMNS 3 3 3 9'-5- 9'-4- 9.-5" 7 t coz z mz o Soil$ 000 0000 00000 0000 000000000000110 o0 0 V; 00000000 w 3c 00000000 U ad000000001< 00000000 U v' m 0000 E00ID 0a000 C D ' v 0 CL v o°o a uu ca 00 000 w LJUUUU o = ' c 0000 0 W o V Z co w N Q uJ c No v v Wa7 ON J 0 Q IM 2 W a crm m M O r -- c) ti04 LJJ M Y LLJ W O LL 0 O J LL m N U) o M r l0 FW.- Tito d LST Ow 2 -20 -IB 210 RAFT 5 -72 -IB U FWL FLAW 7448 C RK. No Ora" M' 7-11-IIAB 3CE LFiCKE FWNNfRL I/4'•1'- c 0 c CD Al Q;o •o S m o ' U qN g+g z = E Lu a A315'- 2' 81 E LINTEL SCHEDULE TYPE WINDOWS T2'-4• 8F -40 -IB -1T 6k7' OVEREAD GARAGE DOOR ff-4' SF -24 -B -1T T2W SLIDING GLASS DOOR RLINTELLENGTH 10'6• 8F -24-13-1T CD -36's 4'6• SF -24 -B -IT C -22s, C -25's APD C -26's 5'-4.BF-24-IB-IT C-36 AND 35s 2'-1D- 8F -24 -B -1T C -V234 LINTEL LENGTH TYPE DOORS L 20 Bf1'X-B 2866 SERVICE DOOR L 21 8AF22-B 3080 FRONT DOOR AND SIDELITE 8 2880 FRET10i 91-41 LINTEL TYPE PORCHES L 308F 16 -B -1T LANAI LINTEL L 31 8F -6 -B -1T ENTRY LINTEL L 32 q'6- SF -6 -B -1T ENTRY LINTEL L 33 6'6' 1F -16-13-1T ENTRY LINTEL 15'-1 3/4' 1-------------- L30 L30 L30 5'-2' 3'-10' 5'-4' 3 3 C-26 oil m-410 NCH CO -36 I L4 all 3 12'-8• 3 1 O. L3 3 12080 S.G.D. EffmMmElm I L2 I 3 I I II 1- - A L MASONRY OfTWWAT10'-0" A.F.F. L II II II II L21 3 II n L3 L35 L35 35 L3 C-36 9-- 5. 2' 1 6 5' 2 6 4 5' ---— 5 0- 5 0— 5 0 5' I 4 5'- - 4'-4' f 33 I I I I I 33 3 I 3 9 P _ - - - - - - - - - - - - - - - - - - - - - - - - - _ -p 32 31 32 LINTE ER 16"16" BLOCK COLUMNS 3 3 3 9'-5- 9'-4- 9.-5" 7 t coz z mz o Soil$ 000 0000 00000 0000 000000000000110 o0 0 V; 00000000 w 3c 00000000 U ad000000001< 00000000 U v' m 0000 E 00ID 0a000 C D ' v 0 CL v o°o a uu ca 00 000 w LJUUUU o = ' c 0000 0 W o V Z co w N Q uJ c No v v Wa7 ON J 0 Q IM 2 W a crm m M O r -- c) ti04 LJJ M Y LLJ W O LL 0 O J LL m N U) o M r l0 FW.- Tito d LST Ow 2 -20 -IB 210 RAFT 5 -72 -IB U FWL FLAW 7448 C RK. No Ora" M' 7-11-IIAB 3CE LFiCKE FWNNfRL I/4'•1'- c 0 c CD Al Q;o •o S m o ' U qN g+g z = E Lu a A315'- 2' 81 E USE SQUARE CORNER BEAD AT RECESSED NOTE: THIS STRUCTURE HAS BEEN DESIGNED TO MEET OR EXCEED THE CEILING DETAILS, RECESSED CEILING ELASSTICITY SURFACES SHALL HAVE SMOOTH FINISH. N LOCATE ALL PLUMBING STACKS TO THE IDENTIAL EDITION SECTION 8301 DESIGN CRITERIA AND INCLUDING ASCE 7.10IDENTIAL 1. WIND SPEED = 139 MPH ULTIMATE WIND SPEED TAILT) AND 108 (VASD) 2, RISK CATEGORY 2 CONSTRUCTION TYPE = SINGLE FAMILY RESIDENCE M 3. WIND EXPOSURE = CATEGORY C 4. INTERNAL PRESSURE COEFFICIENT FOR ENCLOSED BUILDINGS IS 18 AND HEIGHT d EXPOSURE ADJUSTMENT COEFFICIENT IS 1.40 REAR ROOF PLANE OF THE HOUSE IF 90 P.S.I. 1,600 K.S.I. CODE ALLOWS. CAR GARAGE ALL PLUMBING, ELECTRICAL AND MECHANICAL w K ROUGH -INS MUST BE COMPLETE, INSPECTED & APPROVED BEFORE REQUESTING THE FRAMING APPLY 2x6 P.T. WITH 12' DAN, X B' INSPECTION, FBC 106.6 SEPARATION REQUIRED: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS WASHER (6' FROM TOP 8 BOT. MAX) THAN 12' GYPSUM BOARD APPLIED TO THE GARAGE SIDE. x GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED TILE FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN SW TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARA- TION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUP- L.P.000KTOP ' PORTING THE SEPARATION SHALL ALSO BE PROTECTED BY 8_: SO_OPENING NOT LESS THAN 12' GYPSUM BOARD OR EQUIVALENT. 8309.2 GENERAL NOTES GAS VEN W/ MICR OVER 1. VENT DRYER THRU WALL TO OUTSIDE LOAD BEARINGq 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FROM CALCULATED DIMENSIONS ONLY ANY DISCREPENCIES TO BE REPORTED Ilw lid LIVING ROOM TO BUILDER FOR CLARIFICATION 3. ALL INTERIOR FRAME WALL DIMENSIONS WORKSHOP TO BE3112' UNLESS OTHERWISE NOTED. TILE 4. ALL EXTERIOR BLOCK DIMENSIONS TO BE 7 5 8' UNLESS OTHERWISE NOTED. 5. ALL EXTERIOR FRAME WALL DIMENSIONS AND MATERIALS AS SHOWN ON DRWGS. 6. STRIKE BLOCK INSIDE GARAGE, BRUSH AND CLEAN. 7.DENOTES BEARING WALL SELAN FOR WALL HEIGHTS. E P 8. ALL EXTERIOR FRAME WALLS TO HAVE 12' ANCHOR BOLTS OR 518' EXPANSION BOLTS AT 48' ON CENTER W2' WASHERS. (U.N.O ) 9. SAFETY GLAZING: WINDOWS OVER BATHTUBS. WINDOWS ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24' RADIUS OF THE DOOR IN A CLOSED POSI- TION AND WHOSE BOTTOM EDGE IS LESS THAN 60' ABOVE THE FLOOR OR WALKING SURFACE. ALL SLIDING GLASS DOORS. SWINGING DOORS WIGH GLASS. EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SO. FT. LITES WITHIN 18' OF FLOOR. ALL SHOWER ENCLOSURES. STRUCTURAL WOOD CONST. NOTES: 1. END JOINTS IN STRUCTURAL DOUBLE PLATE SHALL BE OFFSET AT LEAST 4'. STRUCTURAL DOUBLE PLATES TO BE NAILED AT 6' O.C. MAX. 2. STRUCTURAL HEADER SIZES SHOWN ON ROOF FRAMING PLAN ARE TO BE #2 YELLOW PINE 3. WHEN ANCHORING (2) WOOD ITEMS TOGETHER, THE LENGTH OF HURRICANE STRAPS MUST BE EQUALLY HALF ON EA. ITEM. 4. ALL STRUCTURAL LUMBER (EXCLUDING PRE - ENG. WOOD TRUSSES) TO BE #2 OR BETTER. 5. ALL PLYWOOD USED FOR EXT. APPLICATIONS SHALL CONFORM TO VOLUNTARY PRODUCT STD. PS 1.83 AND SHALL BE APA RATED SHEATHING EXP. 3 6. ALL PLYWOOD USED FOR INTERIOR APPLICA. TIONS SUCH AS SUB FLOORING AND SHEAR WALLS SHALL CONFORM TO VOLUNTARY PRODUCT STD. PS 1453 AND SHALL BE PA RATED SHEATHING EXP. 1 OR 2 7. IF OSB BOARD IS TO BE USED IN PLACE OF PLYWOOD IS TO HAVE SIMILAR SECTION PROP- ERTIES. 8. ALL LUMBER USED FOR EXTERIOR APPLICATIONS OR IN CONTACT WITH CONCRETE IS TO RECEIVE A STANDARD GRADE PRESSURE TREATING. 9. PRESSURE TREATED STRUCTURAL LUMBER IS NOT TO BE USED FOR ANY INTERIOR FRAMING. U.N.O.. EXCEPT WHERE LUMBER MEETS WITH CONCRETE) 10. WHEN PRE ENGINEERED TRUSSES AND JOISTS MAXIMUM DESIGN ARE CALLED FOR ON THE PLANS, THE MANUFACT- URER IS TO SUBMIT SHOP DRAWINGS TO THE ENG. BENDING TENSION OF RECORD. Po M 11. INTERIORIEXTERIOR FRAMING 2x(4) 1 300 P.S.I. 825 P.S.I. EXTERIOR FRAMING 2%(4SAND 8) 1,200 P.S.I. 650 P.S.I. FLOOR FRAMING 2x(8 AND 10) 1,300 P.S.I. 121 P.S.I. U A/C LVING 2,120 .19. f.+ OPT. SUMMER KITCHEN cqAGE 700 9. f.[ LAA 3ra5 .19- fel SEAT L.P. COOKTOP TUTAL UNDER ROOF 3,405 19. feel EXHAUST HOOD ROD/SHELF O ABOVE EXfERCK DNENSICNS: Qai 2480 12080 S.G.D. TILE TILE 1 2680 TILE x m °L P. WiH. MP. / ES MODULUS OF NOTE: THIS STRUCTURE HAS BEEN DESIGNED TO MEET OR EXCEED THE SHEAR ELASSTICITY ESWINDLOADREQUIREMENTSOFTHE2017FLORIDABUILDINGCODERES- N E1 IDENTIAL EDITION SECTION 8301 DESIGN CRITERIA AND INCLUDING ASCE 7.10IDENTIAL 1. WIND SPEED = 139 MPH ULTIMATE WIND SPEED TAILT) AND 108 (VASD) 2, RISK CATEGORY 2 CONSTRUCTION TYPE = SINGLE FAMILY RESIDENCE M 3. WIND EXPOSURE = CATEGORY C 4. INTERNAL PRESSURE COEFFICIENT FOR ENCLOSED BUILDINGS IS 18 AND HEIGHT d EXPOSURE ADJUSTMENT COEFFICIENT IS 1.40 90 P.S.I. 1,600 K.S.I. 90 P.S.I. 1,600 K.S.I. 90 P.S.I. 1,700 K.S.I. MASTER BDRM. TILE 10'-0" CLG. DENOTES LOAD BEARING WALL LINTEL AND BOND BEAM OVER LANAI i 10'-0" CLG. I F_ 2880 FRENCH CD -36 1 2880 LDRY. TILE - D 1 36"x96' x-32" BARN TILE I DOOR OPENING PANTRY SHELVES 2880 2880 DOOR BETWEEN GARAGE AND LIVING HOUSE TO BE MINIMUM 20 MINUTE SOLID CORE T AREA OFDOOR. 10'-0" CLG. i ATTIC STORAGE TILE Ii ABOVE 3; 02 CAR GARAGE w K APPLY 2x6 P.T. WITH 12' DAN, X B' ANCHOR BOLT @ 24' O.C. WITH 2' WASHER (6' FROM TOP 8 BOT. MAX) 6 x I TILE 0 10'-0"CLG. ' ITCHEN 10'-0" CLG. L.P.000KTOP ' I NOOK; 12080 S.G.D. m m 10'-0" CLG. i I 1 I TILE Ii OPTIONAL L.P. FIREPLACE 1 F GREAT ROOM TILE 10'-0" CLG. 6 I TILE 10'-0"CLG. ' ITCHEN B II L.P.000KTOP ' 8_: SO_OPENING GAS VEN W/ MICR OVER LOAD BEARINGqWALL FOYER TILE Ilw lid LIVING ROOM WORKSHOP CLG. TILE m m 10'-0" CEILING I 308010'-0" CLG.; I C-36 C-36 11 1 C-36 III i I I I I II I I I 5 C-36 u ENTRY I I I I I I 1J EGRESS C-26 a s BEDRM. #3 TILE ° 10'-0" CEILING 2680 tSHAMPOkONICHE TILEO m TILE T FZ_ 2860 '` SLI JI M U x11 ROD/SHELF 6080 LOAD BEARING WALL BEDRM. #2 TILE 10'-0" CEILING C-36 EGRESS OVER 16"x16" BLOCK COLUMNS e rZ ®.. .i x " A< 0 000000/30 0000000000000000 0000 coo CD 00000000 Z oo00ooco Q 00000000 > 3 00000000 cn cc 00000000 Do00000o U LL m 00000000 a v Is O z 0013 E coo w o = 00000000 0 W U U) Z LLJ Lu N OC O Z ujU 0oa J v WmN o r Q Lu J 2` LL. N r NxDCL r M C= O U ~ N WmLL M Y J 3 w LL z N N U) o ( h A O Ile+leou Oetr LST DRAFT z -2o -IB O 710 WIFE 5-a-115 U FSYL FLAW 74-18 RM Beu Dann h" 7-n-87118 ME LttCCRE yFile NeeV Sale: c $ 0 CDZ x2 LL F- 5 U O ' HC:) U N Y1 < s 8zt Z x M g Yld = d g.s 5leett Y S( e l y` r 5 C 21'4" 30'4" 14'4" s Z2 7 51 6'-1 314" 3'4 112" 5'-2 114" 4'-5 3/4' 8" 7 A for Z VFo 7 51. 11W/71 q w 7-314' 000 0000 000 0000 C3 00000000110000000 vi c rn 13'-71 ' - 4 30 co 2'-7 318" 3 " 4' 61 B' 00000000 C-) 000110000 CD 20'-314" 0. 14'-2" p-0• 14'-2" 7 5/ " v 00 0 O v ca O w 04 l'-2" 9'-2 2'4' 2'4" 12'-0' 3'4' . 8'-8" 5'-8" o W Aio 4 OWca N r 0 13'-314' io W 12'-5114" U w L^ 5 ' B'-11 3 2" 3'4" 2 Eke CL m W 5/1, n T-1 112" 3 12' 8' 21 " 6I - 16'-314" _ 18'-81/2' 3'4' '-4 1/2 oL o ccW V/ Ze—= I T v W 1, 2-0" m N q 7 51 20'-0" 12'-5114" 1 31 " 4'-6 3/4" 1 3/ " 12'-4 3/8" 3 2' 3'4' 14"=_ 314' Lao 0 M LU M J LLLU z 4 OJ 3 2" 12'-5114• 1/ 4'-0 3/4 7 I 11 N 12-43/8' 3'4" 1'-6"T-7- 00 m z Q ON C/) M q o Itieur Outa 15T IXAFT i-22-15 o 1 AD LR?Ff S -IL -IB U Q CCD RM WWI D.- br 5-71.2218 ME Ll7CRE N I II Fb lalo Satr 1/4.•1.-O. U T-0- 9'-8" 160" II I 5'4" 0 3'-0" 0 5'4' T-0" 4'-8" o_ g 4 II I II I II I II C 0ZN LL O Q o m ocBE O `o O 1' 1'4 8'-9" 1'4" 8'-8" 11-4. 8 iikf Ml z w w B N413,6. Z= m 6F34'-o• s'-0" 2TV gP W te:a Y psi A5 LANAI KITCHEN DINING ROOM ENTRY= R DISCONNECT O ELECTRICAL NOTES 11 THE ELECTRICAL CONTRACTOR SHALL VERIFY WITH THE LOCAL POWER COMPANY THE LOCATION OF SERVICE AND SHAU LOCATE METER AND PANELS AS REQUIRED. 21 VERIFY ALL CONDUCTORS Aro BREAKERS WITH EWPMETT MANUFACTURERS SPECFIGATIOI. 3J PROVIDE GFI FOR AUL BATHOOM RECEPTACLES. WP RECEPTACLES. AND LIGHTING FDRIAES WITHIN E' 0= SWIMMING POOL EDGE. 4) COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR TO CONSTRJCTION COMMENCING. 5J ALL BRANCH CIRCUITS IN CONDUIT AS REGUIED BY LOCAL CODE AUTHORITY. 8J WFB€ REQUIRED BY OTTER CODES SERVICE AND FEEDER CONDUCTORS SHALL BE DIAPER OR EQUAL AMPACITY. 71 BATHROOM CIRCUITS SHALL BE -p-2Da. 8J ELECTRICAL CONTRACTOR SHALL VERIFY ALL MECHANICAL BYUPMEIT LOADS WITH THE MECHANICAL SUBCONTRACTOR PRIOR TO ROUGHING N. BJ PROVIDE A MINIMUM OF 20% SPARE 2D NMP. 1 POE CIRCUIT BIFN®IS N EACH FILE. 101 PROVIDE AND INSTALL LOCALLY CERTIFIED SMOKE DETECTORS AS REWIRED BY NATIONAL FIRE PROTECTION ASSOCIATION PAPA) AND MEETING THE AEQIlI6,E7TS OF ALL GOVERNING CODES. M PROVIDE AND INSTALL GROUND FAULT CIRCUIT-NTERPTES UG.F.IJ AS REOUIHED BY NATIONAL EEGMIC CODE KO AND MEETING THE REOUIRB.ENTS OF ALL GOVERNING CODES. 121 UNLESS OTHERWISE INDICATED. INSTALL SWITCHES AND IECIPTICLES AT TIE FCILOWW HEIGHTS ABOVE FINISHED FLOOR: SWITCHES -42'. OUTLETS -14', TLLf +M._14', AND TELEVISION. -14". AJ ALL BEDROOM. LANG O.L. DNPD NM, HALLWAYS AND NOOK OUTLETS ARE TO BE ARC FAULT PROTECTED PROTECTED PER N.E.C. 141 SMOKE 6 CARBON DETECTORS TO BE HARDWIRE) WITH BATTERY BACKUP b1 PROVIDE TAMPER PROOF RECEPTACLES PER 2017 NEC 406.11 1BJ HOUSE TO BE Wii® WITH CAT -5 AND RG -7 THiO(OWT WIRE CIRCUIT FOR FUTURE POOL 406.11 TAMPER-RESISTANT RECEPTACLES IN DWELLING UMTS. - TAMPER RESI5TANT RECEPTACLES IN DWELLING UNITS IN EVERY KITCHEN. FAMILY ROOM, DINING ROOM, LIVING ROOM, PARLOR, LIBRARY, DEN, SUNROOM. BEDROOM, RECREATION OR SIMILAR ROOM. THERE ARE NO EXCEPTIONS TO THIS REQUIREMENT EVEN OUTLETS ABOVE THE REACH OF R CHILD FOR DEDICATED APPLIANCES MUST COMPLY. ALL AREAS SPECIFIED IN 2017 NEC ARTICLE 210.52 NOW PRE REQUIRED TO BE LISTED A5 TRIMM-RESISTANT. SMOKE ALARMS SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS: CHAPTER 3, SECTION R313 ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWEL- LING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE ADJACENT LEVELS, R SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL IS LE55 THEN ONE FULL STORY BELOW THE UPPER LEVEL WHEN MORE THAN ONE SMOKE ALARM is REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH R MANNER THAT THE ACTUATION OF OPE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE UNIT. EVERY BUILDING FOR WHICH R PERMIT FOR NEW CONSTRUCTION IS ISSUED ON OR AFTER 7/1/OB AND HAVING A FOSSIL -FUEL -BURNING HEATER OR APPLIANCE. R FIREPLACE, OR AN ATTACHED GARAGE SHALL HAVE AN OPERATIONAL CARBON MONOXIDE ALARM INSTALLED WITHIN 10 OF EACH ROOM USED FOR SLEEPING. IN NEW CONSTRUCTION. ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHEN SUCH WIRING 15 SERVED FROM THE LOCRL'POWER UTILITY. 5UCH ALARMS SHALL HAVE 13RTTERY BACK UP. COMBINATION SMOKE/CARBON MONOXIDE RLARMS SHALL BE LISTED OR LABELED BY R NATIONALLY RECOGNIZED TESTING LABORATORY. I II ELECTRIC F FLOOR DUTLE ,;' --, Y i I I • I I ho II II II I II I I II L.1 OPTIONAL OUTLET FOR SUMMER KITCHEN THIS DIAGRNMATIC RAN IS INTENDED TO SHOW LIGHTING AND CCNVIENFNCE OUTLETS ONLY. ARCHITECT WILL BEM NO RESPONSIBILITY FOR ITS AISIJRACY. IT IS THE ELECTRICAL CONTRACTOR'S RESPONSIBILITY' TO VERIFY THE FEDUIF0434TS AND LOCATIONS OF ALL ELECTRICAL EQUIPMENT AND PROVIDE AND INSTALL COMPLETE ELECTRIC- AL SERVICE AS IEOUIIED. ELECTRICAL CONTRACTOR TO SUBMIT ELECTRICAL PLN! AND RAL PERMIT AS REQUIRED. O 0000 Z m 0000000 q n 00000000 rn 3 00000000 C/) t° 00000000 m O U 00 I` a OO O ' or] O U U:]or]O < CIL 1:1000 El' Oz O 000 LLJ LJUUUUUUU 0 00000000 W o V Z y W W LU v J V W N o V LLJ'd 0Q 2 W WDT = M CC O ti U I` CV Lu M Y z Q L.L. CC 3 LLJI J Z N CD ( o M rm O AMS4V DIN. Cl LSTF z -w -IB 7w CRAFT 5 -II -15 CJ FNeL PIAN 7-11-I5 C PO'i1 Duro- Dawn br 74-2mlB SCE L07M OD Rb Nm B. S.W. HMWfRl_d 1/4'•I'' CO CDDo W K. Q d - U o g O _ U HN 1ieYg yviz= LL °a W Fi soT• /{/ N y Y.; v s€'a Es; OPTIONAL VER" SERVICE SERVICE REOUO2EPENT i TYPICAL ELECTRICAL ISO AMP SERVICE SPEAKER MA1EL IM cO 1`5 220 220 VOLT OUTLET MAINDisc I crI A/C OiscRf£cr DOOR BELL CHIME I GFI WR[FTSERVICE I 14 COPPER TO LIGHTS L OUTLETS GROUND FAULT OUTLET REOIREMENTs I COPPER TOO WTERRAI EATER LWEROR01fD I IALU`1INUM uIRING MAT EXHAUST FAN THROUGH ROOF LO AL COD) PERLOCAL5TIT CEIL. IWITI@ CEILING OUTLET E=,EaIOR -•I E ICAaL D 120 I•- PITERIOt C[RWITSI TYPICAL 24' FLUORESCENT LIGHT i METER " BASE. VERIFY LOCATION IN ELECTRICAL MATERIALS iM0FIELDWMOWNER6 OVST0.LATION9 SFg1 COMPLY FAN /LIGHT COMBO KCAL UTO ITT COMP. W/ APPLICABLE PROVIS106 TOz- GN"M. 3/B' ROD RIO DEEP) ALSO OF T AIT N ODES, R ELEC. COOS. LOCAL CODES, RPO THE SERVICE TO GROHEO TO FOTTING STEEL. LOCAL POWER COMPAM. FLOOD LIGHT SURFACE MOUNT ; SURFACE MOUNT FLUORESCENT 21 1/2"X50" RECE551 FLUORESCENT LT.: RECESSED LIGHT 11 SURFACE MOUNTED INCANDESCENT PHONE TELEPHONE OUTLET TTIC ATTIC OUTLET AUC UNDER COUNTER OUTLET TO VOLT DUPLEX OUTLET Eir RECESSED CAN LIGHT OO SMOKE DETECTOR SINGLE POLE SWITCH 3 THREE-WAY SWITCH 4 FOUR-WAY SWITCH T CABLE T.V. OUTLET WP WEATHER PROOF OUTLET CEILING FAN / LIGHT COMBO INTERCOM BASE ELECTRICAL NOTES 11 THE ELECTRICAL CONTRACTOR SHALL VERIFY WITH THE LOCAL POWER COMPANY THE LOCATION OF SERVICE AND SHAU LOCATE METER AND PANELS AS REQUIRED. 21 VERIFY ALL CONDUCTORS Aro BREAKERS WITH EWPMETT MANUFACTURERS SPECFIGATIOI. 3J PROVIDE GFI FOR AUL BATHOOM RECEPTACLES. WP RECEPTACLES. AND LIGHTING FDRIAES WITHIN E' 0= SWIMMING POOL EDGE. 4) COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR TO CONSTRJCTION COMMENCING. 5J ALL BRANCH CIRCUITS IN CONDUIT AS REGUIED BY LOCAL CODE AUTHORITY. 8J WFB€ REQUIRED BY OTTER CODES SERVICE AND FEEDER CONDUCTORS SHALL BE DIAPER OR EQUAL AMPACITY. 71 BATHROOM CIRCUITS SHALL BE -p-2Da. 8J ELECTRICAL CONTRACTOR SHALL VERIFY ALL MECHANICAL BYUPMEIT LOADS WITH THE MECHANICAL SUBCONTRACTOR PRIOR TO ROUGHING N. BJ PROVIDE A MINIMUM OF 20% SPARE 2D NMP. 1 POE CIRCUIT BIFN®IS N EACH FILE. 101 PROVIDE AND INSTALL LOCALLY CERTIFIED SMOKE DETECTORS AS REWIRED BY NATIONAL FIRE PROTECTION ASSOCIATION PAPA) AND MEETING THE AEQIlI6,E7TS OF ALL GOVERNING CODES. M PROVIDE AND INSTALL GROUND FAULT CIRCUIT-NTERPTES UG.F.IJ AS REOUIHED BY NATIONAL EEGMIC CODE KO AND MEETING THE REOUIRB.ENTS OF ALL GOVERNING CODES. 121 UNLESS OTHERWISE INDICATED. INSTALL SWITCHES AND IECIPTICLES AT TIE FCILOWW HEIGHTS ABOVE FINISHED FLOOR: SWITCHES -42'. OUTLETS -14', TLLf +M._14', AND TELEVISION. -14". AJ ALL BEDROOM. LANG O.L. DNPD NM, HALLWAYS AND NOOK OUTLETS ARE TO BE ARC FAULT PROTECTED PROTECTED PER N.E.C. 141 SMOKE 6 CARBON DETECTORS TO BE HARDWIRE) WITH BATTERY BACKUP b1 PROVIDE TAMPER PROOF RECEPTACLES PER 2017 NEC 406.11 1BJ HOUSE TO BE Wii® WITH CAT -5 AND RG -7 THiO(OWT WIRE CIRCUIT FOR FUTURE POOL 406.11 TAMPER-RESISTANT RECEPTACLES IN DWELLING UMTS. - TAMPER RESI5TANT RECEPTACLES IN DWELLING UNITS IN EVERY KITCHEN. FAMILY ROOM, DINING ROOM, LIVING ROOM, PARLOR, LIBRARY, DEN, SUNROOM. BEDROOM, RECREATION OR SIMILAR ROOM. THERE ARE NO EXCEPTIONS TO THIS REQUIREMENT EVEN OUTLETS ABOVE THE REACH OF R CHILD FOR DEDICATED APPLIANCES MUST COMPLY. ALL AREAS SPECIFIED IN 2017 NEC ARTICLE 210.52 NOW PRE REQUIRED TO BE LISTED A5 TRIMM-RESISTANT. SMOKE ALARMS SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS: CHAPTER 3, SECTION R313 ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR DWEL- LING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE ADJACENT LEVELS, R SMOKE ALARM INSTALLED ON THE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED THAT THE LOWER LEVEL IS LE55 THEN ONE FULL STORY BELOW THE UPPER LEVEL WHEN MORE THAN ONE SMOKE ALARM is REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT, THE ALARM DEVICES SHALL BE INTERCONNECTED IN SUCH R MANNER THAT THE ACTUATION OF OPE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE UNIT. EVERY BUILDING FOR WHICH R PERMIT FOR NEW CONSTRUCTION IS ISSUED ON OR AFTER 7/1/OB AND HAVING A FOSSIL -FUEL -BURNING HEATER OR APPLIANCE. R FIREPLACE, OR AN ATTACHED GARAGE SHALL HAVE AN OPERATIONAL CARBON MONOXIDE ALARM INSTALLED WITHIN 10 OF EACH ROOM USED FOR SLEEPING. IN NEW CONSTRUCTION. ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING WHEN SUCH WIRING 15 SERVED FROM THE LOCRL'POWER UTILITY. 5UCH ALARMS SHALL HAVE 13RTTERY BACK UP. COMBINATION SMOKE/CARBON MONOXIDE RLARMS SHALL BE LISTED OR LABELED BY R NATIONALLY RECOGNIZED TESTING LABORATORY. I II ELECTRIC F FLOOR DUTLE ,;' --, Y i I I • I I ho II II II I II I I II L.1 OPTIONAL OUTLET FOR SUMMER KITCHEN THIS DIAGRNMATIC RAN IS INTENDED TO SHOW LIGHTING AND CCNVIENFNCE OUTLETS ONLY. ARCHITECT WILL BEM NO RESPONSIBILITY FOR ITS AISIJRACY. IT IS THE ELECTRICAL CONTRACTOR'S RESPONSIBILITY' TO VERIFY THE FEDUIF0434TS AND LOCATIONS OF ALL ELECTRICAL EQUIPMENT AND PROVIDE AND INSTALL COMPLETE ELECTRIC- AL SERVICE AS IEOUIIED. ELECTRICAL CONTRACTOR TO SUBMIT ELECTRICAL PLN! AND RAL PERMIT AS REQUIRED. O 0000 Z m 0000000 q n 00000000 rn 3 00000000 C/) t° 00000000 m O U 00 I` a OO O ' or] O U U:]or]O < CIL 1:1000El' Oz O 000 LLJ LJUUUUUUU 0 00000000 W o V Z y W W LU v J V W N o V LLJ'd 0Q 2 W WDT = M CC O ti U I` CV Lu M Y z Q L.L. CC 3 LLJI J Z N CD ( o M rm O AMS4V DIN. Cl LSTF z -w -IB 7w CRAFT 5 -II -15 CJ FNeL PIAN 7-11-I5 C PO'i1 Duro- Dawn br 74-2mlB SCE L07M OD Rb Nm B. S.W. HMWfRl_d 1/4'•I'' CO CDDo W K. Q d - U o g O _ U HN 1ieYg yviz= LL °a W Fi soT• /{/ N y Y.; v s€'a Es; DESIGN STATEMENT: THIS DRAWING MEETS THE STRUCTURAL REQUIREMENTS OF A.S.CE. 7-10 AND THE FLORIDA 9JILDING CODE 209 16TH EDITION THE MINIMUM DESIGN PRESSURES FOR M.WFRS. ARE OE79MINEO BY ASD.E. 7-10 CHAPTER 27. SECTION 275 PMT 2, ENCLOSED SIMPLE DIAPHRAGM BUILDINGS USING TAMES 275-1. 275-1 & 27.6-2 ROOF/MEAN HEIGHT 25' OR LESS DESIGN WIND SPEED KO MPH. RISK CATEGORY It EXPOSURE CATEGORY C BUILDING ENCLOSED INTERNAL PRESSURE COEFFICIENT •/- 18i WALLS "/- 422 P.S.F. ROOF •/- 425 based Lyon tare 3 press m lar all =I pitches) THE MINIMUM DESIGN PRESSURES FOR CU•PONENTS & CLADDING ARE DETERMINED BY AS.CE. 7-10 CHAPTER 30, SECTION 305 PMT 2, LOW RISE BUILDINGS (SIMPLIFIED) USING TABLES 305-1 & FIGURE 305-1 WALLS QOE 4) •28.62 PSF. -30.96 PSF. WALLS QOE 5) •28.62 P.S.F. -3459 PSF. ROOF PITON 7-27 DEGREES ROOF QONE 9 •161,4 P.S.F. -26.9 P.S.F. ROOF VOW 2) •16.44 PSF. -4552 P.S.F. ROOF VOW 3) •16.44 -67.31 P.S.F. UNLESS OTHERWISE NOTED 1. USE HETA16 (1810#) CMU TO TRUSSES, JOISTS & BEAMS. 2. USE LSTA30 (1610#) OR HTS20 (1450#) FRAME TO JOISTS & BEAMS. 3. USE MTS12 (1000#) FRAME TO TRUSSES. 4. USE HUS26 (1526#)AS 1 PLY HANGER & HGUS26-2 (2155#) AS 2 PLY HANGER. 5. UNDER GIRDERS & BEAMS, APPLY MINIMUM SAME NUMBER OF STUDS AS THE NUMBER OF PLIES IN GIRDER OR BEAM. 6. ALL EXTERIOR WALLS TO BE TREATED AS BEARING WALLS. 7. LINTEL STRAP MISSING: APPLY (1) HTSM16 W/(4)1/4"x21/4" TAPCONS FOR 1,175 LBS & (2)HTSM16 (875#) FOR 2,350 LBS UPLIFT. 8. MSTA36 (2050#) & HTS20 (1450#) MAY BE INTERCHANGED. 9. ALL GANGED (MULTIPLE) STUDS TO HAVE SP4. ALSO SP4 MAY BE USED IN LIEU OF SP1 & SP2. 10. PROVIDE HIP ROOF DECK SUPPORT PER APA GUIDELINES. HTT4, HTT5, MGT W/5/8" DIAM ANCHOR BOLTS W/6" EMBEDMENT. ALL STRAPPING HARDWARE TO P.T. LUMBER TO BE GALVANIZED 12 6 18" PRE -FRB SHUTTERS SHINGLED ROOF 5/8" TEXTURED CEMENT ON CMU FRONT ELEVATION SCRLE: 1/4"=1'-0" 7/8" STUCCO OVER GALVANIZED LATH OVER 15# FELT OVER HOUSE WRAP OVER 7/16" OSB. OFF RIDGE VENTS (SEE CALCULATIONS BELOW LEFT) SHINGLE ROOF -7 OFF RIDGE VENTS (SEE CALCULATIONS BELOW LEFT) t 111U11111\IItIl111t1 111 I11111r11M11 i I I I IIIII I AAI I IIIII t RERR ELEVATION SCALE: 1/4"=1'-0" 12 6 7/8' STUCCO OVER GALVANIZED LATH OVER 15# FELT OVER HOUSE WRAP OVER 7/16" OSB. V N X r ..ILIml o11il X e. F; z 12 6C2fi 11 1 IL 11 1-11 1 till 11-11ILli z9 I I I if mftg o IIIII)IIIIH) IILIIIII)IIIMI 11 IL111iIII III Hill Etc:.. O 00000 Hillill 1111 fill o oo CD a 000 W 14 00130131100 till illa41d11U-LLLIII IM" A1,1111W, W, it if li 0000°00 U o° o o cc z w fit a EL °°°o Lij z = D W Z N W W 5/8' STUCCO OVER CONCRETE BLOCK oFn LEFT ELEVATIONLLJ SCRLE: 1/4"=1'-0" a J O_ Lu N OL / a w J W LLI 3406 SQ. FT. 2 Cr Y co 0 t` U N LL M 12Y J zJ LL 6 LU O LL- DIIIIII99= I IIIIIIIIIIIIIH III I llff l HIT P-ZIjI I fill if till if III I fill Ilt"r- J Z m Q ILIon NM TI I till 11 )11,1 11,11 11 111111 1 V o amm. oaa MAT i -ZZ -IB O DD MWT 5 -II -I5 U fllal RNl 7-1-11crtnl01m. earn q, N 7-11-2M S£ LIU E ROOF VENT CALCULATION: m Fua N- 3406 If 150 aao34061150 = 22.71 sq. ft. of Net Free Area 0 S4 c 22.7112 =11.35 sq. ft. NFA Intake & 11.35 sq. ft. NFA Exhaust CO $ 11.35 x 144 =1635 sq. inches NFA Intake & 1635 NFA Exhaust is Z m LL 4 <,o = Ca 5/8' STUCCO OVER CONCRETE BLOCK U V g o ' p r - RIGHT ELEVATION Z= omUc SCRLE: 1/4"=1'-0" r 859ag 81 3 TYPICAL CONCRETE CONSTRUCTION SYSTEM YY'4rYy 4gi 0i 0i DOODi NON-SHEARWALL TYPICAL SHEARWALL SEGMENT CELL SPACING FORMULA WALL HEIGHT 18 = REO'D SHEAF? ALL VERTICAL SHEARWALL SEGMENTS CONSIST OF A FILLED CELL EACH END WITHOUT AN OPENING BETWEEN. CUM ILATIVE SHEAR WALLS SHALL BE 0.4 x TOTAL LENGTH OF A GIVEN WALL -SEE CELL SPACING FORMULA FOR HORIZ. SHEAR 25' 5 VERTICAL REBAR w/ 12' HOOK 0 CORNER w/ FULLY GROUTED CELL TOP -COURSE TIE -BEAM TYPICAL TIE -BEAM/ CORNER DTL N.T.S. 5 REBAR AT TOP MIN. (1) REO'0 PROVIDE HANGERS TO HOLD BAR IN PLACE DURING POUR, LL REFER TO MAN. SPECS. FOR SPACING REQUIREMENTS IFT om REQUIRED 8• C.M.U. i 3000/2500 PSI GROUT N s 5 REBAR AT BOTTOM OF LINTEL CAVITY w z OTTOM REINFORCING rn i PROVIDED IN LINTEL VAR ES) PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED RECESSED LINTEL O=LaL CONT., FROM BEAM TO FOOTING. STEP DOWN TIE BEAM U COWIpOSiTE BENZ r/ 111 •5 CONHI . HETA CONC STRAPS BOND BEAM v -C. I iNT P.C. LINTEL •OPENINGS RECESSED LINTEL AT DOORS L— STD. HOOK (TYP.) NON -RECESSED LINTEL AT WINDOWS NO 5 HORIZ. CONT. REBAR 2) •5 IN EA. FILLCELLPERPLAN 5/8' GRADE 40 REBAR EA SIDE OF OPENING W/ MANUFAC TYP.) FILLED RECESS FILLED CELL: STD HOOK AT LINTEL ba FILL BLK. CELLS WITH 3000 P.S.I. NIR, LAP v Rr. ANO 7s GROUT ONE N5 u LOCATIONS SHOWN HORIZ. TENSION SPLICES Lem ON THE FOUNDATION PLAN 25' MINIMUM (ACI 5]01 FILL BILK. CELLS WITH 3000 P.S.I. AND FLOOR PLAN. 2x8 NAILE MIN. LAP 25" (ACI 530) GROUT ONE N5 a LOCATIONS SHOWN ON BOT. NO 5 HORIZ. REBAR 2) •5 DOWELS 2W 2500/3000 PSI CONC SPREAD TIED TOGETHER m 5/8' GRADE 40 REBAR TYPICAL FIG 11071 AND FLOOR PLAN. MIN. LAP 25" (ACI 530) STD 12' HOOK SEE RAN FOR SPEC RECESSED LINTEL AT DOORS SHEARWALL REINFORCEMENT SECTION NON -RECESSED LINTEL AT WINDOWS O SCALE: N.T.S. STD PRECAST HEADER7-1 TIE -BEAM5/8' GRADE 40 REBAR EA SIDE OF OPENING W/ MANUFAC URER FILLED RECESS 76' (021 RECAST STD HOOK AT LINTEL ba un UUNL. HUH. 7s FILLED CELL: EARTH FILL REINFORCED WITH Lem L'-0' (481 RECAST 2029— FILL BILK. CELLS WITH 3000 P.S.I. PROVIDE 2x8 NAILE xavOx GROUT ONE N5 a LOCATIONS SHOWN ON BOT. 0'6' 541 RECAST PPE PLAN 2W 2500/3000 PSI CONC SPREAD ON THE FOUNDATION PLAN m IOOt at7t AND FLOOR PLAN. MIN. LAP 25" (ACI 530) 5'-0' BA7 PRECAST IBL7 BILKS. D.C. ml COMPACT. TERMITE TREATED m as SHEATHING t9 EARTH FILL REINFORCED WITH 4/2® a9t IDE ttxa 6x6 W1.4xW1.4 WWF OR IDIua anm LAN 6.6' Oa7 RECAST 4' 2500/3000 P.S.I. CONC. SLAB BUCK SP WINDOW/ CIFI D Y OR TRANSOM OPENING e0E OVER 6 MIL V.B. OVER CLEAN MANUFAC URER FILLED RECESS 76' (021 RECAST COMPACT. TERMITE TREATED ba un UUNL. HUH. 7s m EARTH FILL REINFORCED WITH Lem L'-0' (481 RECAST 2029— 6X6 W1 .4xW1.4 WWF OR u$ 77 5 HORIZ. REBAR xavOx FIBERMESH mIbm 0'6' 541 RECAST 5 VERT REBAR 2W 2500/3000 PSI CONC SPREAD eme m IOOt at7t FOOTING OR THICK. EDGE OVER 5'-0' BA7 PRECAST IBL7 DOOR OPENING ml COMPACT. TERMITE TREATED m as SEE use t9 EARTH FILL REINFORCED WITH 4/2® a9t DTL 7/SDI ttxa 6x6 W1.4xW1.4 WWF OR IDIua anm mcm 6.6' Oa7 RECAST FIBERMESH vs9s 2a2p mm ams>m mroI mleWs tmnm OLINTELS AT FRONT DOOR WITH TRANSOM ms mza xa 5 BPR CONTONUOUS CONCRETE025MPNI E2B DR's CONCRETE BLOCK KNOCK -OUT- COURSE. CELLS AND V LINTEL 7 • 5 BAR FILLED W/CONCRETE A. RS00 PSI a 2e DAYS) C PfEC3CTV LINTEL IN SPANS GRDERTER RU TLHAN L -IrSURPORT COMPOSITE LINTEL SECTION SCRLE: 3/4"=1'-0" SPECIFICATIONS 1. BAR STEEL SHALL BE MINIMUM GRRGE 40 DEFORMED EXCEPT WHERE PLAIN BARS HOOKED FOR BOND ANCHORAGE) ARE SPECIFICALLY PERMITTED. 2. CONCRETE IN PRECAST MEMBERS TO BE MINIMUM 4,ODOP.s.L 6 28 DRYS 3. LORD CAPACITIES ARE MAX. SAFE LOADS 8" BLOCK WALL 11• 5 BFR LRPPEO FILLED CELL it TO FTG, S LINTEL L 5 CORNIER BFR ALL LAPS 25" MIN. BLOCK CORNER DETAIL RETROFIT FOR MISSED DOWNPOUR 12" LRP DRILL 5" DEEP EPDXY S REBRR W/25" LRP, OR OPT. CONT. TO TIE BERM 3000 psi 8" SLUMP 5 REBAR J MAXIMUM SPACING OF F11IPT1 FAIL II1A1Rm ODUS THAT CAN RESIST A W NPH LOAD WIn IASL. )i FG3• 6-w IGT. •ZLT1 a zp AUGxANE rEr61M a IQ10w (vE vatsaaPSI. - ACI. m TA1Ae nl SFLTxN R TES V PN Y vALiFD WAAL MUZ 14 saG STRSTU'ES AL] N •,a n\S WI. a]1x•Gle•S• 95AT x•u5- ra wai SPAOG R4• MWIIAx. US£ 6'd WTa2 SPAM Va 10 V4• MAm — SAFE LOAD TABLES FOR GRAVITY AND UPLIFT LOADS CPae•a+ GRAVITY 2'-0' 001 PRECAST 232 9® u'n e0E 96 m DVS r[6 76' (021 RECAST 2312 ba un e® 7s m nn Lem L'-0' (481 RECAST 2029— mw u$ 77 Si xavOx eatWJ! mIbm 0'6' 541 RECAST IV 2W mA eme m IOOt at7t mee 5'-0' BA7 PRECAST IBL7 m ml O' m as m t9 5'AD' 001 RECAST 4/2® a9t xea ttxa NsLse IDIua anm mcm 6.6' Oa7 RECAST qp vs9s 2a2p mm ams>m mroI mleWs tmnm 7'6' 001 RECAST 767 IDe; eamemsmza xa aee m 9'4' 821 PRECAST 573 ffito 11t9IIA aHAn Tt9" att W2Yoe Ptt9a Offim V6' 0261 RECAST 056 Ta n 96u mmt mm xIK 11.4' (051 REPAST 005 s 0 ffi mm PV ms 2'-0' (KG7 PRECAST GW smimm m 000lummEm174' 0607 RECAST 352 us u me ILTe s m 2ffi A w w rG W) m 0vim 100' 0681 PRECAST 338 lS Im aE 111t 261 i K'Hr 1961 P Tw.SSH1 NIL M M M M M M M 5'4' mi FIESNESSHI NR M M M M M M M 9.4' GOBI RESRFSS80 MR Mffi MWD M SAO aN B4' 0121 FlESixccn e1L M M M M M M W4. 061 PA6aFS5H1 NR a m Mw 910 m 9p Mlm 27-0• G&1 PRESTRESSED NR M M M M M M M x'-0' ®61 RES11E55® N.R. Mm MNa tm M7A Mmo M Mas C• 2,500 P.S.I. I 1111,, 1 11, ILII, 111. I PER LAN PRECASTSILL - 7— JAMES 2,500 K.S.I. mm mmOm oMUNI omo oo mOM 11 111,111111.- 111 im 11'r@, I 1.'11 I, ENTIRE COLUMNI 111 1 I1.1 BE GROUT FILLED u u In u om0mm0 u u so u u u u Doommovo 00 0000 1 U U u U U uw u 000000©© 0 u u u u O' 0000 Do 000m PROVIDE 1/4 ON BOT. OF MANUFACTURER OESL=WINDOW FRAMING DETAIL 0 REINF STEEL DETAIL tt5 STD. 90 HOOK FOUND CORNERS MIN. LAP 5 REINFORCING BAH 5 LIP SPLICE 36' MIN. LM N N 6 LAP SPLICE STD. REBAR SPLICES 2,500 P.S.I. I 1111,, 1 11, ILII, 111. I PER LAN PRECASTSILL - 7— JAMES 2,500 K.S.I. 11 111.11 mOM 11 111,111111.- 111 im MANUFACTURER OESL=WINDOW FRAMING DETAIL 0 REINF STEEL DETAIL tt5 STD. 90 HOOK FOUND CORNERS MIN. LAP 5 REINFORCING BAH 5 LIP SPLICE 36' MIN. LM N N 6 LAP SPLICE STD. REBAR SPLICES 2,500 P.S.I. 3,000 K.S.I. 2,000 P.S.1. 2,500 K.S.I. 3,000 P.S.I. 4,000 K.S.I. mOM 3,200 K.S.I. 1)-5 VERTICAL IN 11'r@, I 1.'11 I, ENTIRE COLUMNI 111 1 I1.1 BE GROUT FILLED u u In u u u so u u u u 00 0000 1 U U u U U uw u 000000©© 0 u u u u Do 000m oDo0 oo00 O_0_0_Imm Ermomm I 000ENI O 0 0III oEms smimm m 000lummEm 000000 0 0vim 0000000 O 0__0' 000©© oo000©000 OO©OO®O oo000000 W RECAST W/ 2' SSS DOOR UiNT&S UPLIFT LATERAL UDGTH TYPE ••on wx-n-n wwn woman woman w li Ra M6 0'4' 621 REPAST oma w MG m tm tSW 91S ffi ffi 0.6' 601 RECAST e rm ato m Zea cx3 vn 5'6' 687 RECAST • m 9$ xa m m ua Y ffi 9l1 SID !ae 1l0 tlA 5'-n' Mn RECAST W O Pb 216 ;sa W m eee TNe seo mm m xa tm 6.6' 001 RECAST 6a a7f lm a4 ea ffi 1e 06 w tiD II6 >® 7'6' 601 RECAST See ew Da em mo a9 III) ) o wl N9 r@ 9R SIS a9] lB 916' 1167 RECAST Sa Sa ® >>m uW S6 6x 1®E vNlE BI' el IO1 W.ffi b FBD a®N TYPE I+NATION F , FU *I1 ORUT I U IIF1181 r 6 N16 GCABtt6S Ai f1M1 LNtt 8F116-1B/1T JNMMNWeml L telYlfltt 6 S MTfY1 T I43vR AT TIP MIN. 28 DAY MODULUS OF DESIGN (1'C) ELASST ICITY DESIGN (E) 2,500 P.S.I. 3,000 K.S.I. 2,000 P.S.1. 2,500 K.S.I. 3,000 P.S.I. 4,000 K.S.I. 3,000 P.S.I. 3,200 K.S.I. L C -1-P CONCRETE C -I -P GROUT PRE -CAST CONCRETE LINTELS PRE -STRESSED CONCRETE LINTELS 2. CONCRETE SHALL CONSIST OF 1' MAXIMUM AGGREGATE CONCRETE MIX WITH SLUMP BETWEEN 6- AND 7' AT TIME OF PLACEMENT. SEE SPECIFICATIONS FOR ADDITIONAL CRITERIA. 3. THE GROUT SHALL CONSIST OF A FINE GROUT MIX AS DESCRIBED IN ASTM C 076 AND PROPERTY SPECIFICATIONS AS DEFINED IN ACI 330.1-1.52.1 OR 16.22. 6. CONSTRUCTION JOINTS WILL BE PERMITTED ONLY AT THE LOCATIONS INDICATED ON TFE PLANS. ADDITIONAL CONSTRUCTION JOINTS OR ALTERATIONS TO THOSE SHOWN SHALL RE- QUIRE WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. 5. ACEMENT ANDMETHODALLBIDCRETCCTEDINGINACCORDANCE WITH THE SPECIFICATICNS AS STATED. REINFORCEMENT AT GARAGE u u u u uu u u u 11 l. u u UT FILLE I 11'1 ELLI : a 11 1)-5 VERTICAL IN 11'r@, I 1.'11 I, ENTIRE COLUMNI 111 1 I1.1 BE GROUT FILLED REINFORCEMENT AT GARAGE u u u u uu u u u u u u u u u u u u u u u u u u u in u u u m. FA UT u u u In u u u so u u u u U U u U U uw u0 u u u u SIMPSONMi0NO TT22- R PERROEF RR_ 7Z -1W 51 e' • 16- GRADE O OR BETTER MACHINE DOLTOR Alda ANmi. Ili TOLT (SEE NOTE) 6 TIE BEIM NOTE' YALE APPLICATION- FILLCELL .A•5 REBNR iW, e' REINF. NAS. REO. • Ol LOCATION. VN OR LINTEL ukrEL NrLlc4rlox. SOLID CONI. FILL REO. HIGH UPLIFT GIRDER TO MASONRY WALL/LINTEL MA,(. UPLIFT CA. - 71165• NOT TO SCALE GIRDER TRUSS 11 OR 2 PLY) STRAPPING PER TRUSS PLAN i LEGEND DOUBLE TOP PLATE 0 2.0E PSL LVL POST SIMPSON HTT22 w/20 -10d TO BUILT-UP COLUMN 1/2'x 8' A307 A. BOLT OR 5/8' WEDGE ANCHOR w/MIN. EMBED 4-1/2', MIN EDGE DIST. 2-1/2" P.T • 3 Y.P. 2x4 BASE PLATE - HIGH REACTION FRAME SUPPORT GIRDER /BEAM CONN. UPLIFT CAP.. GIRDER: •2300 ADDITIONAL NOTES: ALL CONNECTIONS TO BE CONVERTED TO USP USING THIS CHART MINIMUM 3' MEMBER REACTION ARE FOR ROOF LOADS ONLY DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON TEH OPPOSITE SIDE OF THE TRUSS. WHICH COULD FORCE THE PLATE OFF OF THE TRUSS PROVIDE TEMPORARY AND PERMANENT BRACING PER PLAN DETAILS, TRUSS ENGINEERING DRAWINGS. AND TPI HI8-91 WHERE 'H' INDICATED a CMU, USE 3/4' DIA. THREADED ROD EMB. 6' MIN, USING SI P. 'SET' SYSTEM (HIGH STRENGTH EPDXY) OR EQUAL WHERE 'S' OR 'X INDICATED • CMU, USE 5/8' DIA. THREADED ROD EMB. 6' MIN, USING SIMP. 'SET' SYSTEM (HIGH STRENGTH EPDXY) OR EQUALUSE (3) 0.131' X /4' PASELODE GUN NAILS FOR JACK TO HIP GIRDER CONNECTION . TOP & BOTTOM USE (1) MTW-16 .'4-! O.C. (MAX.) FOR VALLEY TRUSS TO TRUSS BELOW CONNECTION (MIN) WHERE (2) ANCHORS INDICATED AT A BEARING CONDITION. APPLY ONE TO EACH SIDE OF TRUSS WHERE 'C" INDICATED . HIP CORNER JACKS, ANCHOR CARRYING MEMBER TO TOP 8 BOTTOM CHORDS. IN ADDITION TO (3) 0.131' GUN NAILS NAIL SIZE AND QUANTITY PER MANUFACTURER DATA PRE-ENGINTYED HOOF FLOOR TRUSSES TRUSS OR CONY. FRAMED D RAFTER.A7 24" O.C..MAX.MX. 2x4 CONT. RIM BOARD AT TOP & BOT. ODFD SWPSON 'FETA 20'CONNECT TO EA. RLR. STRAP AT EACH - TRbS W/ (4) 165 MALS TRUSS. NALS PER SQfOILE. FETA 20' STRAP NAILING SCHEDULE ` 5 SETBACK FACE OF UPLIFT VALUE °NAIL$ F[Ol11fE) , RIM BOARD V2" FROM III FACE OF BLOCK 1810 (9) 10d x 1 V2' (XINCRETE 400 (6) 10tl x 1 1/2' FLOGX WALL CONCRETE 800 (4) DD x 1 1/2' BLOCK WALL _ AT EACSONH FLOOR ANCHOR AT EACH FLOOR TRUSS - FUL ALL NAL HOLES. 2' MN. DIMENSION TO STRAP FROM TRUSS TO BLOCK CONNECTION FACE OF BLOCK WALL UNLESS OTHERWISE NOTED ON THE PLAN) FLOOR TRUSS/BEAM PFRPINDICULAR TO CMU WALL ADDITIONAL,'MTS4' STRAP (U4.ESS OTHERWISE NOTED ON THE PLAN FOR LPLFT LOADS OVER 860 LBS. & UP TO 1720 LBS. OCATE ON OPPOSITE SIDE SIMPSON 'MTS 4' STRAP AT OF TRUSS AND RATE) EA. TRUSS FOR 4) TOO! lP TO660LBS. - OR 100 x 1 1Q' MALS FOR EACH STRAP. _ f 7z TRE- BRGIR CONI . CABLE . BFLOOR TR.A/ TRUSS OR COM/. OR CPM. BEAM PER PLAN FRAMED RAFTER. PARALLEL TO WALL. J, CONNECTION FASTENER LOCATION 1. Joist to sill or Girder cammn 3 - 3' O. tat nags SETBACK FACE OF 01:1.11111210:1111 1 3 - 3.14 Dave staples 2. Bridging to joist common 2 - 3'0.131 nails toenail each end TRUSS OR BEAM V2' 2 - 3'14 Gave staples 2D STORY STIRS DO NOT 3. 16 subflooror less to each joist 2 Ba common race nal FROM FACE OF BLOCK d COlnl.11 FRAME BEARING WALL. 5. 2- SUbrloorl0 joist or girder co nm an ace nal 64't[!:F E:!- at O.C. 3 0.131 nails at 8'O.c. typical face nail a 1Cbt ll]F9 1 GF CFi k 1:[663CfQ PYi:G';ilfr7F9 Sale plate to lois( or Mocking at braced 3 - 16d at 16 D.C. CONTNIJO US DOL.BLE 2x TOP ATE. 4 - 30.131 nailsat 16' D.C. 4 - 34 gage staples per 16' O.C. BLOCK WALL 7. Top plate to stud 2--1 0 cannon SI.PSON "H£TA20" ANCHOR 3 - 30.131 nails end nail 3 - 3 14 gage staples AT 24. O.C. MAX. - PROVIDE B. Stud to sole plate 81 comms 4 - 3 0.131 nails 4' MIN. DIMENSION FLOOR TRW TO 3 - 314 gage staples SOLID 2x4 VERTICAL BLOCKING BEARING WALL. BEAM. TO STRAP FROM BEAM, CH GIRDER TRUSS. BETWEEN TRW TOP & BOTTOM end nail FACE OF 1Loac wa1 3 - 314 gage staples VERTICAL BEARING NALID FILL "" TRUSS TO FRAME WALL. face it UAL HOLES BEAM. OR FLAT GIRDER CF`[SQi••i• DAFT LOAD IE-OU11EAENTS OBTAINED FROM SEALED RUNLESS OTHERWISE NOTED ON THE PLAN) IE1i7.rlT'G"1• ENGINEERING DRAWINGS FROM THE TRW MANFACTIAji) IULESS OTHERWISE NOTED 04 THE RM 12. Rim joist to top plate Bid at mm O.C. 3 0.131 nail at 6' D.C. toenad 3 14 gage staple at 6-o.c. 13. Top plates, laps and intersections common 3 - 30.131 nails face nail 3 - 314 gage staples C[a1 37 14. Continuous header , two pieces IGaIF:li?1• 1 'o.C. along edge 15. Ceiling joists to plate Ed OOmnon 5 - 30.131 nails toenail 5 - 34 gage staples 16. Continuous header to stud 4 - Bid conmon toenail 17. Ceiling joists, laps over partitions 3 - 16d camlon min", T see Section 2308.1D.4.1, T1ble 2308.10.4.1 4 - 3 0.131 nails face nail 4 - 3 14 gage staples 18. Ceiling joists to parallel rafters 3 - 16d cannon mininun, T see Section 2308.10.4.1, Dole 2300.10.4.11 4 - 30.131 mils face nail 4 - 3 14 gage staples 19. a ter to I'll CommOn see Section 238 3 - 3 0.131 mils toenail 3 - 314 gage staples avom brace to each stud and plate 2 8d common 2 - 30.131 mils face nail 2 - 14 Gage staples race mil 23. Built-up corner studs 16d common 24' o.c. 3 - 0.131 nails 16' 0. C. 7711111111111111111111111 16' o.c. 25. 2' planks at each bearing 26. Collar tie to ra tercommon f'1• R"L't!BF race nail 4 - 34 gage staples face nail 1CRLiG iC'.1:ikTF 11•RS I" SPF; Ii R'}7'F'3b C r:.'.•7 r ICTiiSJ GiT71•CH.ih'• iDib'iEib>• r ., 11^E iR iR.7. r ., iF.1+1 IIF?IF3Gt•i[:F iFF« Fi lmmmno Ilar. c^ I FFF>• F-'.'I'FT I 11!7);i1R Fi:R1•F'SG CRb?31F ILS6'iShSt• i7:x1•i7x 1 11!AL7RIF'IS"F'" lii!61?iR'G^F.'". R•'.R if•'.F1• r I: Il i/.1•iF'ili.: iP5 1• II iZI'.iiZ5 6n L. 1®ISE Cf Q[i[4?Il•i[F'.I1111 R'..1•iTr Fi%'.1'AFS'•t37+1• IR+iF1(: II:LiT'.+.LL{C L+'- 11!ii.13 i1••IFSG IT.!6 iFfI CiiiC IR^_ II:Fii.«iG!f LkShl• IITIRE RE"E'" 1•RaS IIRiRr.lR:l' GIRDER /BEAM CONN. UPLIFT CAP.. GIRDER: •2300 ADDITIONAL NOTES: ALL CONNECTIONS TO BE CONVERTED TO USP USING THIS CHART MINIMUM 3' MEMBER REACTION ARE FOR ROOF LOADS ONLY DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON TEH OPPOSITE SIDE OF THE TRUSS. WHICH COULD FORCE THE PLATE OFF OF THE TRUSS PROVIDE TEMPORARY AND PERMANENT BRACING PER PLAN DETAILS, TRUSS ENGINEERING DRAWINGS. AND TPI HI8-91 WHERE 'H' INDICATED a CMU, USE 3/4' DIA. THREADED ROD EMB. 6' MIN, USING SI P. 'SET' SYSTEM (HIGH STRENGTH EPDXY) OR EQUAL WHERE 'S' OR 'X INDICATED • CMU, USE 5/8' DIA. THREADED ROD EMB. 6' MIN, USING SIMP. 'SET' SYSTEM (HIGH STRENGTH EPDXY) OR EQUALUSE (3) 0.131' X /4' PASELODE GUN NAILS FOR JACK TO HIP GIRDER CONNECTION . TOP & BOTTOM USE (1) MTW-16 .'4-! O.C. (MAX.) FOR VALLEY TRUSS TO TRUSS BELOW CONNECTION (MIN) WHERE (2) ANCHORS INDICATED AT A BEARING CONDITION. APPLY ONE TO EACH SIDE OF TRUSS WHERE 'C" INDICATED . HIP CORNER JACKS, ANCHOR CARRYING MEMBER TO TOP 8 BOTTOM CHORDS. IN ADDITION TO (3) 0.131' GUN NAILS NAIL SIZE AND QUANTITY PER MANUFACTURER DATA PRE-ENGINTYED HOOF FLOOR TRUSSES TRUSS OR CONY. FRAMEDD RAFTER.A7 24" O.C..MAX.MX. 2x4 CONT. RIM BOARD AT TOP & BOT. ODFD SWPSON 'FETA 20'CONNECT TO EA. RLR. STRAP AT EACH - TRbS W/ (4) 165 MALS TRUSS. NALS PER SQfOILE. FETA 20' STRAP NAILING SCHEDULE ` 5 SETBACK FACE OF UPLIFT VALUE °NAIL$ F[Ol11fE) , RIM BOARD V2" FROM III FACE OF BLOCK 1810 (9) 10d x 1 V2' (XINCRETE 400 (6) 10tl x 1 1/2' FLOGX WALL CONCRETE 800 (4) DD x 1 1/2' BLOCK WALL _ AT EACSONH FLOOR ANCHOR AT EACH FLOOR TRUSS - FUL ALL NAL HOLES. 2' MN. DIMENSION TO STRAP FROM TRUSS TO BLOCK CONNECTION FACE OF BLOCK WALL UNLESS OTHERWISE NOTED ON THE PLAN) FLOOR TRUSS/BEAM PFRPINDICULAR TO CMU WALL ADDITIONAL,'MTS4' STRAP (U4.ESS OTHERWISE NOTED ON THE PLAN FOR LPLFT LOADS OVER 860 LBS. & UP TO 1720 LBS. OCATE ON OPPOSITE SIDE SIMPSON 'MTS 4' STRAP AT OF TRUSS AND RATE) EA. TRUSS FOR 4) TOO! lP TO660LBS. - OR 100 x 1 1Q' MALS FOR EACH STRAP. _ f 7z TRE- BRGIR CONI . CABLE . BFLOOR TR.A/ TRUSS OR COM/. OR CPM. BEAM PER PLAN FRAMED RAFTER. PARALLEL TO WALL. J, FASTENING SCHEDULE CONNECTION FASTENER LOCATION 1. Joist to sill or Girder cammn 3 - 3' O. tat nags SETBACK FACE OF BETWEEN SILOS FOR STRAP 3 - 3.14 Dave staples 2. Bridging to joist common 2 - 3'0.131 nails toenail each end TRUSS OR BEAM V2' 2 - 3'14 Gave staples 2D STORY STIRS DO NOT 3. 16 subflooror less to each joist 2 Ba common race nal FROM FACE OF BLOCK d COlnl.11 FRAME BEARING WALL. 5. 2- SUbrloorl0 joist or girder co nm an ace nal I at O.C. 3 0.131 nails at 8'O.c. typical face nail TRUSS TO RATE. BEAK OR ORDER TRUSS CONCRETE Sale plate to lois( or Mocking at braced 3 - 16d at 16 D.C. CONTNIJO US DOL.BLE 2x TOP ATE. 4 - 30.131 nailsat 16' D.C. 4 - 34 gage staples per 16' O.C. BLOCK WALL 7. Top plate to stud 2--1 0 cannon SI.PSON "H£TA20" ANCHOR 3 - 30.131 nails end nail 3 - 3 14 gage staples AT 24. O.C. MAX. - PROVIDE B. Stud to sole plate 81 comms 4 - 3 0.131 nails 4' MIN. DIMENSION FLOOR TRW TO 3 - 314 gage staples SOLID 2x4 VERTICAL BLOCKING BEARING WALL. BEAM. TO STRAP FROM BEAM, CH GIRDER TRUSS. BETWEEN TRW TOP & BOTTOM end nail FACE OF 1Loac wa1 3 - 314 gage staples VERTICAL BEARING NALID FILL "" TRUSS TO FRAME WALL. face it UAL HOLES BEAM. OR FLAT GIRDER FLOOR TRUSS/BEAM 11. Blocking between joists of rafters to top IT, DAFT LOAD IE-OU11EAENTS OBTAINED FROM SEALED RUNLESS OTHERWISE NOTED ON THE PLAN) PARALLEL TO CMU WALL 3 - 30.131 nails ENGINEERING DRAWINGS FROM THE TRW MANFACTIAji) SEE TYPICAL WALL SECTION FOR PLATE TO STIR COMECTDN IULESS OTHERWISE NOTED 04 THE RM FASTENING SCHEDULE CONNECTION FASTENER LOCATION 1. Joist to sill or Girder cammn 3 - 3' O. tat nags toenail BETWEEN SILOS FOR STRAP 3 - 3.14 Dave staples 2. Bridging to joist common 2 - 3'0.131 nails toenail each end 2 - 3'14 Gave staples 2D STORY STIRS DO NOT 3. 16 subflooror less to each joist 2 Ba common race nal 4. Wider than6l subrloorto each joist d COlnl.11 ace nail 5. 2- SUbrloorl0 joist or girder co nm an ace nal 6. Sole plate to joist or blocking at O.C. 3 0.131 nails at 8'O.c. typical face nail TRUSS TO RATE. 3 14 Gage staples at 12' D.C. Sale plate to lois( or Mocking at braced 3 - 16d at 16 D.C. well panel 4 - 30.131 nailsat 16' D.C. 4 - 34 gage staples per 16' O.C. braced wall panels 7. Top plate to stud 2--1 0 cannon 3 - 30.131 nails end nail 3 - 3 14 gage staples STfRAP AT EACH B. Stud to sole plate 81 comms 4 - 3 0.131 nails toenail FLOOR TRW TO 3 - 314 gage staples FR/d.£ BEARING WALL, BEARING WALL. BEAM. 2 - 165 common BEAM, CH GIRDER TRUSS. 3 - 30.131 nails end nail 3 - 314 gage staples VERTICAL BEARING 9. Double studs ll at 24 D.C. 3 - 0.131 nail at 8' D.C. face it UNALIGNED 3 -14 gage staple at 8.O.c. ALIGNED 11. Blocking between joists of rafters to top IT, te3 - Bid common 3 - 30.131 nails toenail 3 - 14 Gage staples 12. Rim joist to top plate Bid at mm O.C. 3 0.131 nail at 6' D.C. toenad 3 14 gage staple at 6-o.c. 13. Top plates, laps and intersections common 3 - 30.131 nails face nail 3 - 314 gage staples 14. Continuous header , two pieces d common 1 'o.C. along edge 15. Ceiling joists to plate Ed OOmnon 5 - 30.131 nails toenail 5 - 34 gage staples 16. Continuous header to stud 4 - Bid conmon toenail 17. Ceiling joists, laps over partitions 3 - 16d camlon min", T see Section 2308.1D.4.1, T1ble 2308.10.4.1 4 - 3 0.131 nails face nail 4 - 3 14 gage staples 18. Ceiling joists to parallel rafters 3 - 16d cannon mininun, T see Section 2308.10.4.1, Dole 2300.10.4.11 4 - 30.131 mils face nail 4 - 3 14 gage staples 19. a ter to I'll CommOn see Section 238 3 - 3 0.131 mils toenail 3 - 314 gage staples avom brace to each stud and plate 2 8d common 2 - 30.131 mils face nail 2 - 14 Gage staples race mil 23. Built-up corner studs 16d common 24' o.c. 3 - 0.131 nails 16' 0. C. 3 -14 gage staples 16' o.c. 25. 2' planks at each bearing 26. Collar tie to ra tercommon 4 - 3 0. 131 nails race nail 4 - 34 gage staples face nail 1ST STORY TO 2ND STORY FRAME WALL UPLIFT STRAP CONNECTIONS glLM OTHERWISE NOTED ON THE PLAN 6ff TYPICAL WALL SECTION FOR RATE TO STUD CONNECTION) C N ROOF NAILING SCHEDULE SHEATHING TO BE 23/32' OR 3/4' PLYWOOD ZONE NAIL80 OR GUN NAIL EOUIV. (.099 OR .131 1 RINGSHANK .6' O.C. AT ALL SUPPORTED EDGES AND 12' O.C. IN FIELD. ZONE (2)(1j) 4' O.C. AT ALL SUPPORTED EDGES AND 8" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS(TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF SHEATHING JOINTS. PLY CLIPS TO BE SPACED NO MORE THAN 24' O.C. SHEATHING JOINTS ARE NOT REQUIRED TO BE STAGGERED PER FRBC 2017 EDITION. IF STAGGERED, SHEATHING JOINTS SHALL BE PLACED NO LESS THAN 2'-0" O.C. ALL SHINGLES/ OR ROOFING WILL BE INSTALLED ACC'DING TO MFGR'S. INSTALLATION LITERATURE 8 MUST BE PROVIDED BY THE BUILDER ON THE JOB SITE. ALL SLOPE OF 2:12 TO 4:12 - 2 LAYERS OF UNOERLAYMENT & SLOPE OF 4:12 OR GREATER- 1 LAYER. ALL FELT TYPE I OR II 15/30•) INSTALL PER ASTM 0 225, 3463, F 1667 & FBC 2007 SIDEWALL/GABLE WALL NAILING SCHEDULE SIOEWALL/GABLE ENDS SFEATHING TO BE 32/6 APA SPAN MIN V2' PLYWOOD OR 5/8' COX PER SPAN RATING. NAIL W/ (2) ROWS .3' O.C. AT TOP AND ONE ROW . BOTTOM OF WALL (INTO SILL AND TOP PLATES RESPECTIVELY) 6' ALL OTHER EDGES AAD 12' IN FIELD. 2x4 PT BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS AND ALL L OCATIONS TO MEED NAILING SPACING REGUIFENENTS. NAILS: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE 6d C044ON AT WALLS, RING OR SPIRAL SHI". OR HOT DIPPED GALVANIZED. HMD OR GUN DRIVEN NAILS. GUIN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO WARD DRIVEN NAILS. 1ST & 2ND STORY FRAME WALL NAILING SCHEDULE GIf1F WAI I / . RI F ENDS: SHEATHING TO BE 1/2" PLYWOOD NAIL W/ (2) ROWS .3' D.C. AT TOP AND ONE ROW . BOTTOM OF WALL (INTO SILL /TOP PLATES RESPECTIVELY 6' ALL OTHER EDGES AND 8' IN FIELD. 2X4/6 PT BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS. MIN 48' BRACING/SHEATHING REQUIRED AT EACH CORNER NAILS_: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE 100 COMMON, RING OR SPIRAL SHANK, OR HOT DIPPED GALVANIZED. HAND OR GUN DRIVEN NAILS, GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS. FLOOR SHEATHING NAILING SCHEDULE 3l4' p2/32 NOMINAL SPAN RATED U•QERLAYMENT) TO FLOOR TRUSSES USING 8d COM40NS OR 6d DEFORMED NAILS . 6' O.C. AT EDGES 12' FIELD OR OD97-OJM GUN NAIL (1-7/8') 3' D.C. EDGES 6' O.C. FIELD ALL SHEATHING TO BE PERFIBUICLLAR TO JOISTS AND FLOOR SYSTEM. TRUSS FRAMING NOTES OWNER TO VERIFY ALL TRUSS SPANS, SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE FABRICATION. ALL ROOF PITCHES ARE TO BE SET AS INDICATED ON PLANS AND ELEVATIONS. TRUSS SPACING SHALL BE 24' O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16' O.C. MAX. OR AS OTHERWISE NOTED. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED. ALIGN TRUSSES AND HAND FRAMING 50 AS ALL GYPSUM WALL BOARD TO BE CONTINUOUS FROM FLOOR TO CEILING. REFER TO MAF. SPECS. FOR INSTALLATION REO. OF ALL HARDWARE BEFORE INSTALLATION. ALL FASCIA BOARD TO BE 2x4 U.N.O. VENT SIZES TO BE CALCULATED BY OTHERS VENTSLOCATIONS AND DO NOT REPRESENTN ON PLANS ARE TO ANY ATTEMP BLE TO DICTATE LOCATIONS OR CALCCULATIONS VENTILATION TO MEET OR EXCEED REQUIREMENTS IN FRBC 2017 VERIFY AND INSTALL ALL REQUIRED FLASHING OR CRICKET (S) TO ENSURE ADEOUETE ROOF DRAINAGE AND TO ENSURE LEAK FREE ROOF OIAPHRAM. z Azu 2 0,u3 s 0000 0000000000 00000000 O O 000000 Z OR 0000000 n 0000 OOO - w Be 0 0000 (/) 000 000 00 000 U m 00000000 LL a 000 O ' 000 0 Q U 000 z LJ OOO LO 000 DOC ED Fi o = c 000 OO ULJDOUUUU 0 td LIJJ o U 1 Z n W Q J Cnco W Li U IL J z LUa7N • W cc Gj• cc 2 Q a W AIL m cc co cc O t` U 1` CV W CO CDY LL_ J 3 w O OD J LL tD N Z Q No M f Rival Ch. t', l)w Z-20-15 DD BAHT 5-7Z-15 U Print Dare. Drawn. ly. S-ZZ-aw T_E LETCRI N Fire Nara' Score' o g CD € Z m LL O -< o qm USSLL o 0 U uA \ Esgk Q W t aty of U 5 m a I U ad o. 1 q'f iy swat. y 8a pBSSi Al a a 2D STORY PROVIDE SOLD 2x BLOCKING BEARING WALL BETWEEN SILOS FOR STRAP NALING AT LOCATIONS WHERE SIMPSON 'SP4" MNJ 2D STORY STIRS DO NOT STRAP AT EACH STUD I j ALIGN W/ IST STORY STIRS. SIMPSON 'LSTA4" (AINJ I TR SWFSON 'LST_STRAP AT STRAP AT EACH FLOOR EACH STUD b• O.C. MAX. TRUSS TO RATE. AT 24' O.C. MAX. CENTER STRAP ON FLOOR FLL ALL NAL HOLES) TRUSS DEPTH FILL ALL NAL HOLES AT STIAS/FLATES) SI IFSOF 'MTS4' uu STfRAP AT EACH IST STORY FRAME FLOOR TRW TO FR/d.£ BEARING WALL, BEARING WALL. BEAM. TCP PLATE. FLL BEAM, CH GIRDER TRUSS. OR GIRDER TR155. ALL NAL HOLES) VERTICAL BEARING VERTICAL BEARING WALLS UNALIGNED WALLS ALIGNED 1ST STORY TO 2ND STORY FRAME WALL UPLIFT STRAP CONNECTIONS glLM OTHERWISE NOTED ON THE PLAN 6ff TYPICAL WALL SECTION FOR RATE TO STUD CONNECTION) C N ROOF NAILING SCHEDULE SHEATHING TO BE 23/32' OR 3/4' PLYWOOD ZONE NAIL80 OR GUN NAIL EOUIV. (.099 OR .131 1 RINGSHANK .6' O.C. AT ALL SUPPORTED EDGES AND 12' O.C. IN FIELD. ZONE (2)(1j) 4' O.C. AT ALL SUPPORTED EDGES AND 8" O.C. IN FIELD. SHEATHING TO BE PLACED WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS(TRUSSES). PROVIDE PLY CLIPS AT ALL UNSUPPORTED ROOF SHEATHING JOINTS. PLY CLIPS TO BE SPACED NO MORE THAN 24' O.C. SHEATHING JOINTS ARE NOT REQUIRED TO BE STAGGERED PER FRBC 2017 EDITION. IF STAGGERED, SHEATHING JOINTS SHALL BE PLACED NO LESS THAN 2'-0" O.C. ALL SHINGLES/ OR ROOFING WILL BE INSTALLED ACC'DING TO MFGR'S. INSTALLATION LITERATURE 8 MUST BE PROVIDED BY THE BUILDER ON THE JOB SITE. ALL SLOPE OF 2:12 TO 4:12 - 2 LAYERS OF UNOERLAYMENT & SLOPE OF 4:12 OR GREATER- 1 LAYER. ALL FELT TYPE I OR II 15/30•) INSTALL PER ASTM 0 225, 3463, F 1667 & FBC 2007 SIDEWALL/GABLE WALL NAILING SCHEDULE SIOEWALL/GABLE ENDS SFEATHING TO BE 32/6 APA SPAN MIN V2' PLYWOOD OR 5/8' COX PER SPAN RATING. NAIL W/ (2) ROWS .3' O.C. AT TOP AND ONE ROW . BOTTOM OF WALL (INTO SILL AND TOP PLATES RESPECTIVELY) 6' ALL OTHER EDGES AAD 12' IN FIELD. 2x4 PT BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS AND ALL L OCATIONS TO MEED NAILING SPACING REGUIFENENTS. NAILS: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE 6d C044ON AT WALLS, RING OR SPIRAL SHI". OR HOT DIPPED GALVANIZED. HMD OR GUN DRIVEN NAILS. GUIN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO WARD DRIVEN NAILS. 1ST & 2ND STORY FRAME WALL NAILING SCHEDULE GIf1F WAI I / . RI F ENDS: SHEATHING TO BE 1/2" PLYWOOD NAIL W/ (2) ROWS .3' D.C. AT TOP AND ONE ROW . BOTTOM OF WALL (INTO SILL /TOP PLATES RESPECTIVELY 6' ALL OTHER EDGES AND 8' IN FIELD. 2X4/6 PT BLOCKING SHALL BE PLACED AT ALL SHEATHING JOINTS. MIN 48' BRACING/SHEATHING REQUIRED AT EACH CORNER NAILS_: NAILS USED IN ALL SHEATHING APPLICATIONS SHALL BE 100 COMMON, RING OR SPIRAL SHANK, OR HOT DIPPED GALVANIZED. HAND OR GUN DRIVEN NAILS, GUN DRIVEN NAILS SHALL HAVE HEAD SIZE EQUIVALENT TO HAND DRIVEN NAILS. FLOOR SHEATHING NAILING SCHEDULE 3l4' p2/32 NOMINAL SPAN RATED U•QERLAYMENT) TO FLOOR TRUSSES USING 8d COM40NS OR 6d DEFORMED NAILS . 6' O.C. AT EDGES 12' FIELD OR OD97-OJM GUN NAIL (1-7/8') 3' D.C. EDGES 6' O.C. FIELD ALL SHEATHING TO BE PERFIBUICLLAR TO JOISTS AND FLOOR SYSTEM. TRUSS FRAMING NOTES OWNER TO VERIFY ALL TRUSS SPANS, SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE FABRICATION. ALL ROOF PITCHES ARE TO BE SET AS INDICATED ON PLANS AND ELEVATIONS. TRUSS SPACING SHALL BE 24' O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16' O.C. MAX. OR AS OTHERWISE NOTED. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED. ALIGN TRUSSES AND HAND FRAMING 50 AS ALL GYPSUM WALL BOARD TO BE CONTINUOUS FROM FLOOR TO CEILING. REFER TO MAF. SPECS. FOR INSTALLATION REO. OF ALL HARDWARE BEFORE INSTALLATION. ALL FASCIA BOARD TO BE 2x4 U.N.O. VENT SIZES TO BE CALCULATED BY OTHERS VENTSLOCATIONS AND DO NOT REPRESENTN ON PLANS ARE TO ANY ATTEMP BLE TO DICTATE LOCATIONS OR CALCCULATIONS VENTILATION TO MEET OR EXCEED REQUIREMENTS IN FRBC 2017 VERIFY AND INSTALL ALL REQUIRED FLASHING OR CRICKET (S) TO ENSURE ADEOUETE ROOF DRAINAGE AND TO ENSURE LEAK FREE ROOF OIAPHRAM. z Azu 2 0,u3 s 0000 0000000000 00000000 O O 000000 Z OR 0000000 n 0000 OOO - w Be 0 0000 (/) 000 000 00 000 U m 00000000 LL a 000 O ' 000 0 Q U 000 z LJ OOO LO 000 DOC ED Fi o = c 000 OO ULJDOUUUU 0 td LIJJ o U 1 Z n W Q J Cnco W Li U IL J z LUa7N • W cc Gj• cc 2 Q a W AIL m cc co cc O t` U 1` CV W CO CDY LL_ J 3 w O OD J LL tD N Z Q No M f Rival Ch. t', l)w Z-20-15 DD BAHT 5-7Z-15 U Print Dare. Drawn. ly. S-ZZ-aw T_E LETCRI N Fire Nara' Score' o g CD € Z m LL O -< o qm USSLL o 0 U uA \ Esgk Q W t aty of U 5 m a I U ad o. 1 q'f iy swat. y 8a pBSSi Al a a 20'-01 MA% 20'-0• MAX BRACE SEE CONTINUOUS BO TDM CHORD DETAIL TO RIGHT BRACING 1 % 4 IN. SEE DETAIL BELOW III@ NOTE: U 9 SEE TRUSS MANUFACTURER'S TRUSS EKG NO TOP d BOTTOM CHORD No's 1111 THAT MY BE REQUIRED 4'-0- O.C. MAX FON I FIRST (4) ROWS OF TRUSSES BARGING PROVIDED IT EXTENDS OVER AT LEAST 9O[ OF THE WEB. H3 (SIMPSON) ING 31 ELAUCER TO PROVIDE 2.4 SYP ELOD(ING . 24' OC- AT HIP TYP.1 TRESES TO N4Y.Y WITH APA SPAN RATING FOR SHEATHING. SIIN11111 NOTE: U 9 SEE TRUSS MANUFACTURER'S TRUSS EKG NO TOP d BOTTOM CHORD LUT SHEETS FOR ADDITIONAL PEIAVJAII/T BRACING GABLE ETD BRACING . THAT MY BE REQUIRED 4'-0- O.C. MAX FON 2) 'T' BRACING MAY BE USED IN PLACE OF PERAIAENT FIRST (4) ROWS OF TRUSSES BARGING PROVIDED IT EXTENDS OVER AT LEAST 9O[ OF THE WEB. H3 (SIMPSON) ING 31 ELAUCER TO PROVIDE 2.4 SYP ELOD(ING . 24' OC- AT HIP TYP.1 TRESES TO N4Y.Y WITH APA SPAN RATING FOR SHEATHING. 7/16' O.S.B. PERMRNENT TRUSS BRRCING AS PER HIB 91 SCALE: N.T.S. TOLERANCES: ALL DIMENSION TO BE HELD WITHIN •- •' 1' EDGE "1 1 1/2' EDGE-) 2 1/2' EDGE-) 10DX3' COMMON w X X 9 Nf NW fl 1O 1' 1 COMMON CIOIIX3' X OPPMp11DE Y C1000MX3p' P INc m X OPPMSNDE 2)2X4'5 (2)2X6's 02X8's BUILT UP STUD COLUMN DTLS 2 STORY HEIGHT WALLS SCALE: 2'X6' SPF BRACE TO SIDE OF GABLE WEBS 4'-0' OR LONGER W/ 100 . 4' O.C. (TYPE NOTCH PLYWOOD AROUND VERT. WEBS 9 NAIL INTO TOP OF BOTTOM CHORD 23/32' MIN. PLYWOOD SHEATHING NAILED W/ 80 . 4' O.C. EDGES B' O.C. FIELD WITHIN 8' OF GAB ENDS. 6' O.C. EDGES. 12' O.C. ELSEWHERE / 2x SPF BLOCKING BETWEEN ATTIC TRUSS VERT. WEBS . ATTIC OPENING FOR 4 BAY$ ITYP) RIDGE BD. (SYP) SYP RAFTER .24' O.C. O.S.B. W/NAILING PER SCHEDULE 2'X4' NO.2 SYP VERTICAL U CONTINUE . 4'-0' O.C. MAX. RAFTER WITH 2x4 TYP BUTT TO HORIZONTAL 2'X4' HORIZONTAL 2'X4' B VELHEEL. NO. 2 SYP 1212%4 SYP•2 JACKS STUDS16' OR A i H3 (SIMPSON) ING 212x4 SYP•2 STUDS EACH SIDE TYP.1 B LINE lY 2N0 FIR. WALL TO IST 7/16' O.S.B. 0 SP -11 FROM 1310E TRUSSES TO 00.8E TOP RATE SHEATHING OVER PLATE d NAIL TRUSS TOP CHORDS -3-16D COMMON NAILS HORIZONTAL 2'X4- TO EACH TRUSS CONVENTIONAL FRAMING NO SCALE CONTINUOUS LATERAL BRACING - NAIL OVER X -BRACE AS SHOWN INSTALL BLKG. AT TRUSS WEBS FOR NAILING OCROSS BRACING DETAIL (TYP.) SCALES 3/8' 1'-0' PRE-ENGINEERED OVERLAP TRUSS BRACING 6' OVERLAP WOOD TRUSSES AT LEASISPOANE TRUSS NIN (MUM (2) 720 PER JOINT INIMUM 1'x4' TRUSS BRACING TRUSS BRACING OVERLAP DETAIL(TYP.) FF OR SW TRUSS WEB GABLE END TRUSS 2'x4' SPF W/ 4-100 TOP 9 BOTTOM CHORD NAIL VERTICAL SHEATHING TO 2. SPF BLOCKING BETWEEN TOP CHORDS 100 x 1 1/2 . 3' O.C. 1/2' PLYWOOD SHEATHING NAILED W/ 80 . 3' O.C. EDGES 6' O.C. FIELD FOR 4 BAYS (TYP) NAIL BOTTOM CHORD TO PLATE W/ IbD • 4' O.C. 2'x8' P.T. MATE W/ 1/2' K B' A.B.. 32' O.C. 2x SPF BLOCKING TO MATCH DEPTH OF BOTTOM CHORD FOR 4 BAYS . 4O.C. W/BLOCKING NOTCHED AROUND PLATE . GABLE ENO (TYP) CMU WALL PER RAN NOTE: VERTICAL SHEATHING MAY BE ON EITHER SIDE OF WEBS. VERTICAL SHEATHINGNOTCH VERTICAL SHEATHING AROUD MAY BE APPLIED TO WEBS THAT ARE AN WEBS/BOTTOM CHORDS AND NAIL AN ANGLE RATHER THAN VERTICAL. THEGL DIRECTLY TO BLOCKING BENEATH OFEXECUTION THIS DETAIL MAY WART EDGE BE FLOOR •/100 X 1 1/2.3' O.C. SLIGHTLY FROM THIS DRAWING DEPENDING ON AT TRUSSES (iYPI OR THE FINAL DESIGN OF THE TRUSSES. IF THE FINAL — NAIL SHEATHING i0 2. S . 3' O.C. W/ 100 TRUSS DESIGN IS SIGNIFICANTLY DIFFERENT THAN O ATTIC TRUSS BRACING - MASONRY x , IIF / 2 AND NAIL 2x TO BLOCKING BENEATH SHOWN HERE. CONTACT CENTRA- DESIGN GROUP FLOOR WOO . 3. O.C. FOR ASSISTANCE. CONVENTIONAL FRAMING NOTES OWNER TO RE -VERIFY ALL RAFTER SPANS. SPANS BASED ON INFORMATION PROVIDED 2X6'5 SYP RAFTERS NOT TO SPAN MORE THAN 13'-5'. 2X4'S NO MORE THAN 8'-6' e 16' O.C. ROOF RAFTERS d 8'-7' CLG JOISTS (SPF) PER TABLE R802.2.3.1(2) ALL ROOF PITCHES ARE TO BE SET AS INDICATED ON PLANS AND ELEVATIONS. RAFTER SPACING SHALL BE 24' (2X6) 16' O.C.(2)(4) MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16' O.C. MAX. OR AS OTHERWISE NOTED. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED. ALIGN TRUSSES AND HAND FRAMING SO AS ALL GYPSUM WALL BOARD TO BE CONTINUOUS FROM FLOOR TO CEILING. REFER TO SIMPSON/ MAN. SPECS. FOR INSTALLATION REO. OF ALL HARDWARE BEFORE INSTALLATION. ALL FASCIA BOARD TO BE 2x4 OR ALUM/VINYL U.N.O. VERIFY AND INSTALL ALL REQUIRED FLASHING d/OR CRICKET(S) TO ENSURE ADEOUETE ROOF DRAINAGE AND TO ENSURE LEAK FREE ROOF DIAPHRAM. ALL SPANNING LUMBER d ROOF RATERS, •2 SOUTHERN YELLOW PINE (SYP) ALL OTHER LUMBER (NOT INCL. POSTS) PERMITTED TO BE SPRUCE PINE FIR (SPF) 1 ROW NAILS a 3' G.C. UPLIFT NAIL SPACING STAGGERED DOUBLE TOP PLATE STRUCTURAL SHEATHING 2x6 BLOCKING a SHEATHING W SPACE NOTEPROVIDE BLOCKING o NAIL SPACING ALL SHEATHING EDGES. 6- IN FIELD SINGLE NAIL EDGE SPACING SO z Y EXTERIOR WALL 8 GABLE END SHEATHING SHEATHING VERTICAL HORIZON FIELD REOUIREO SPACING SPACING SPACING j 7/16' STRUCTURAL O.C. 6' O.C. SHEATHING Al 5 - INTERCHANGE' 2-1/2'.. Ogg- DIAMETER POWER DRIVEN I I BRIGHT SCREW CHISEL NAILS CONT 2. PLATE 1 ROW NAILS . 4'O.C. FLOOR SHEATHING SEE PLAN FOR ATTACHMENT CONT. STRUCTURAL SHEATHING PER MANS 2ND FL. BOND REIN 1 ROW NAILS . 4' O.C. RIM JOIST PER PLANS TATTERN$P. EXTERIOR FRAME WALL & UPLIFT SEGMENT NAILING PA MA 1 N OVAB F I OARS: SHEATHING USED AS WALL UPLIFT RESISTANCE UPLIFT LOAD$ UP TD 400 PLF, SHEARLOADS UP TO 250 PLF. NOTE: 1/2' PLYWOOD OR 7/16' O.S.B. MAY BE USED AS UPLIFT RESISTANCE HOLDDOWN WITH NAILS e TOP 8 BOTTOM • 3' O.C. VERTICAL EDGES 6' O.C. AND b' O.C. IN THE FIELD. NO OTHER FASTERNERS REQUIRED EXCEPT AS NOTED. ALLOW SHEATHING TO LM AT LEAST ONE FOOT FROM FIRST TO SECOND FLOOR WITHOUT BREAK. C) MTS12/ MTW12 SP2/SPT24 . 16' O.C. CONN. REF'S ARE SIMPSON OR USP SIMPSON 1/2'x I TITER (MLI HG W/2' SO. WASHERS 4' FROM END$ d JOINTS AND AT 32' O.C. BETWEEN / SP1/SPT22 a 16' O.C. SEE BELOW) OINTERIOR BEARING FRAME WALL "UPLIFT 111 SPi .BOTTOM : 439•/LF CAPACITY l2) SP1. BOTTOM :878•/LF CMAC ITA SHFATHINC USED AS WALL UPLIFT RESISTANCE NDTE: 1/2' PLYWOOD OR 7/16' O.S.B. MAY BE USED AS UPLIFT RESISTANCE HOLDDOWN WITH NAILS TOP d BOTTOM • 3' O.C. VERTICAL EDGES 6' O.C. AND 6' O.C. IN THE FIELD. NO OTHER FASTERNERS REQUIRED EXCEPT AS NOTED. ALLOW SHEATHING TO LAP AT LEAST ONE FOOT FROM FIRST TO SECOND FLOOR WITHOUT BREAK. 1/2' PLYWOOD STUD OR 7/16' O.S.B. GYPSUM WALLBOARD JOINT 2 % 6 BLOCKING PLACED FLAT WISE 2) 160 NAILS EA. END NAILING PER(NOT REQUIRED AT SCHEDULE HEADERS) MAXIMU"1911- AI OV F I ONES, UMIFT LOAD$ UP TO 400 PLF. SHEAR LOADS UP TO 250 PLF. SP4W DETAIL OF SHEATHING WALL SPLICE FOR UPLIFT 1) LSTNO (TW. HDR. NFA MOTE: USE MLT. STRA LEN CUSTOM HER. HTS. TO MAINTAIN COVERAGE 9 .) 1) LSTATO (TW. HDR. 17.1 6) 160. EA. END 106.9' D.C. STAGGERED EACH MEAGER (TW.4— TOP NOTE: MATE LENGTHS MUST BE AT LEAST 8'-0' LONG. TYPIC/L 112) 160 COMMON NAILS 6/SIDE - 3' O.C. STAGGERED BOTTOM SPLICE OVER STUD TOP PLATE SPLICE DETAIL SCALE 1/2-•1'-0' 2) LSTAM (1 . EA. END OF TORI CPIPPIE STLOS . 16' O.C. BETWEEN HEADER b TOP MATE MIN APPLICABLE W/ SPI AND SP2 TOP AMD BOTTOM EACH STUD 2) 2X12 N0.2 SW HEADER Wl7/16' OSB SPACER UNLESS NOTED OTHERWISE ON MANS BOTTOM OF HEADER TO BE AT OPENING HEAD HEIGHT 12) LSTA24' SII . EA. EMI OF HO71 TO TRIMER STIR BELOW 121 FULL-LENGTH STI105 AT EACH SIDE OF OPENING UNLESS NOTED OTHERWISE ON Pl.WS RIMER STUMI 111 REO. EACH SIDE OPENINGS IIP TO W-0- WIDE 2) REO. EACH SIDE OPENINGS 6'-0' TD 12'-0' WIDE FRAMING ARDUND OPENINGS SMALL BE N..2 OR BETTER SW 2) 100 TDEMILS OR (2) 160 ENDIAILS EA. STIR 5m.<w y -I AT E/QI 51ID R CQUA OTYPICAL FRAMING c EXTERIOR DOOR OPENING NOT TO SCALE 9P-41 AT TOP AND BOTTOM OF ER OFRRNDI STIR ROOF TRESES 20 V1 U 2x4 SPF STUDS AT 16' G.C. J 2x4 TYP r/ 7/16' MIN. MA -RATED OPENING (IF APPLI SYP-2 A SIRUCT. SHEATHING NAILED 1212%4 SYP•2 JACKS STUDS16' OR A i PER 7/S-6 212x4 SYP•2 STUDS EACH SIDE O'C'1 B OR B LINE lY 2N0 FIR. WALL TO IST BEND ALL STRAPS 0 SP -11 FROM 1310E TRUSSES TO 00.8E TOP RATE STORY WALL AT STRAPPING SIDE OVER PLATE d NAIL 2x4 SPF BASE PLATE OR SYS TEM r/R M BOARD ENG. FLOOR SYSTEM PER PLAN DBL. 2x6 TOP PLATE O INTERIOR WALL AND EXTERIOR SIDE WALL 2x4 STRAP NAILING NOTES: SYP-2 NAILING MUST BE BALANCED STUDS ACROSS LOAD PATH 16' BEND STRAPS OVER PLATE G.C. WHERE ')AND NAIL OPENING IN OPEN MEAS WHERE THE FLOOR SYS. IS ABSENT RUN C G STRAPS FROM STUD TO STUD ACROSS DBL. PLATE TYP. 20 P.T. BASE PLATE SEE FOUND. PLAN FOR FTG. REO. SIMPSON LS7A30 W/22-100 x 1 1/2' BALANCED NAILING T./P, - SEE FLOOR PLAN FOR B.U.C. PLACEMENT ® SIMPSON LSTA36 W/14-100 BALANCED NAILING AT GARAGE SIDE - INSTALL 1/2' PLYWOOD SFEATHING TO IN1SIOE/OUTSlCE STIRS Q (1) SIMPSON SP1 . 16- O.C. 9) (1) SIMPSON SP2. 16' O.C. SEE WALL SEATHING DETAILS) 5/8' EXP. BOLT r/ 2' WASHER . 16' O/C INTO FTG BELOW INTERIOR 2 STAGE WALL O 2 -PLY 2x12 T22 SYP HEADER .OPENINGS U.N.O. SIMPSON HTT22 W120-100 d 5/8'x 7' WEDGE ANCHOR NOT TO SCALEOUPLIFTCAPACITY PER LF =800^ AT AL SHEARWALL ENDS AS SHOWN ADD RIM BOARD TO ENDS OF OPEN -WEB FLOOR JOISTS FLOOR TRUSS PARALLEL TO WALLS IN ORDER TO ATTACH STRAPS AS SHOWN USE 2x VERTICAL BLOCKING WHEN RIM BOARD NOT POSSIBLE NOTE, FOR EXT LEFT WALL- USE MTS 16-S TOP AND BOTTOM 0 SP -11 FROM 1310E TRUSSES TO 00.8E TOP RATE 0 7- x ®a,t W 11)B Fes. I Z 446 z Ca Mt o A$ g 1- 0[113 0000000000000 0 0000 O 00013 z 0130 Q UA 00110011 Mr 3 000000 00000 ¢ 00000000 U LL Iv 00000000 B0 1 100O ' 13 M r z w r_ a 0O Z x a 0 W LJUUULJ0 C 0000 O W v— O W V /eVl Q We.WJ C N Do Lu U uj n J tWV N O co7 TT W N crm ao M i O U C14 Lu M Y J Z J EC ry C W Q0 OD J Z NQ C] U) c CV o M r td O fllYebl Dam d LST LY.AFT Z -20-I5 UO 3D CRAFT 54245 C AM O.W: URWN or S -II -LUQ $'£ LEFCR m FIW NMN: Sam. U 1/4'•1'-0' co $ C CD — Q ,o O U) m r 40 D g O ' pr « U h Int Z= "W1 ESIWi Ua m LLJ w A11 H STRUCTURAL PLAN DATA CHART BASIC WIND ZONE: UP TO 139 M.P.H., 3 SEC. GUST EXPOSURE CATEGORY: B BUILDING USE CATEGORY: II IMPORTANCE FACTOR = 1.0 ENCLOSURE CATEGORY: FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT: •/- 0.18 EDGE DISTANCE 4-0' OR LESS LOW-RISE BUILDING w/MEAN ROOF HEIGHT ( 60 FT. NO TOPOGRAPHIC EFFECTS NOTE: THIS IS NOT A WIND-BORNE DEBRIS AREA. TYPE 58 CONSTRUCTION BUILDING USE: R TERMITE SOIL TREATMENT Termts prot-tm del be prori0ed by re9elared t.rldt..I- Mk-ing ed apPWd P-Ucilee. be' eysteme, am psatcIckm app4d to wod. a olMr approved meDwde of leraite Protectcn labeled Nor e prarentelhe treatment to nev comlruction feed Section 202 . RegiAleretl Tsrnilicitlal. Upon canxxetion of th. appl-tion of the Lermile protec We treatment, a certifcale of conplence -tel be entad to the bvlbg department by the lcened peat c Lrd company. that lain UN, Folovvnnpp let -V "The bukkg has wd a complete t-tment for the prove Lim of eElerrenean ternilee. Treatment a in ccordancs wkh rWee end lova eetadelMd by the Florida Oepart-A of PgmdUv and Colmmer Ser.icee EXTERIOR FINISHES ALL EXTERIOR FINISHES SHALL BE APPLIED IN ACCORDANCE WITH RESPECTIVE MANUFACTURER'S GUIDELINES, SPECIFICATIONS, OR INSTALLATION INSTRUCTIONS ROOF SHEATHING/SUBFLOOR SPANS FIPR SPAIN RATIN THICKNESS MAX SPAN I LOAD (P5F) TL/DL MAX SPRN SHEATHING ROOF FLOOR 24/16 7/16' 24' 50 TL 20 LL 16' 32/16 15/32' 1/2' 32' 40 TL 20 LL 16' 40/20 19/32' 5/E" 24' 50 TL 30 LL 24" SPACER BLOCKS T" CORNER TYPICRL "T" RND CORNER DETRIL NOT TO SCALE 2-2x4 RATE W/ SP2 or SP4 EACH STIR TO RATE CHIMEY BOX SIOING/ TEXTIRE FINISH ON METAL LATH S It, FELT see elewtxx J 2.4 STUDS a 15' O.C. WITH V2' COX or 7/16' OSB SHEATHING see miGng pati" PROVIDE FIRE BLOCKING AND METAL FRE STOP SPACER PER MFG. AT CEILING WITH MIN. 2' CFM SPACE WOOD TO FLUE 2x4 PT PLATE WITH V2' x 8' ANDAR BOLTS W/ 2' WASHERS 32. O.C. TO SLAB/TIE BEAM AND SPI / SP4 CLIP EACH STUD TO RATE 8' D&VSLAB 2X TOP PLATE J/ 1/4" MIN. SPACE 2X STUD B 24" O.C. MAX. 2X P.T. PLATE TYPICRL INTERIOR NON-BERRING NOT TO SCALE CHIMNEY CAP CHIMNEY FLASHING TRIM SIMPSON LSTAA STRAP X4 amEACH rfi SCORNER lWALED WI 0 to NAAS EACH BA TRUSS V2' DRYWALL ON INTERIOR 2-2x4FEAOER WITH LSTAA STRAP EACH EMD PRE FAB FIRE RACE FIRE PLACE DETAIL/EXTERIOR FIELD REPAIR NOTES 1. OMITTED REBA2 DRILL A 3/4' DIAMETER HOLE MIN. 6' DEEP AT THE LOCATION OF THE OMITTED REBAt, AND INSTALL NO. 5 BM INTO EPDXY FILLED HOLE EPDXY TTO7 BEE SIMPSON R(STRONG TIE EPDXY OR EOU`IVIIL ENT. FOLLOWFROMFBRILRINGARETREMOVEDFROMHOLEBYAUSINGCOMPRESSEDBR IS AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANUFACTURER'S pgSPECIFICATIONS. 3pTHEN FILL CELLININE THE NORMALOFYBARR4NGBEOMINEA2PBAHRbIAMETERSM%CLUDING B NO)HOOKS AT TOP 2. STRAPS/CONNECTOR SUBSTITUTION MAY SUBSTITUTE STRAPS/ CONNECTORS w/ STRAPS/ CONNECTORS OF EQUAL OR GREATER UPLIFT 8 LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURES INSTALLATION INSTRUCTIONS ARE FOLLOWED. 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBSTITUTED FOR META. STUDS IN NON -LOAD BEARING WALLS 6. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 7. MORTAR JOINTS FOR BED JOINTS 1/2' TO 1', NO VERT. REINF. REQUIRED) FOR HEAD JOINTS GREATER THAN 3/4', GROUT FILL CELL IN BLOCK AFFECTED ON EITHER SIDE OF JOINT. PROVIDE (1) e5 VERT. REINF. IN EACH CELL, CONT. PER PLAN. B. FOR BLOCKS NOT STAGGERED, PROVIDE (1) a5 VERT. REINF. IN EACH CELL, CONT. PER PLAN. 9. MISSED META -16 LINTEL STRAPS MISSED META -16 LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE REPLACED w/0) SIMPSON MTSM16 TWIST STRAP FOR UPLIFTS OF 840 LBS. OR LESS. USE (2) FOR UPLIFTS OF 841 LBS. TO 1680 LBS. OTHERS ON CASE BY CASE BASIS TO BE APPROVED BY ENGINEER OF RECORD. - COMPONENT & CLRDDING DESIGN PRESSURE 130 MPH. 3 SEC. GUST. MIN. 130 TO 30 DEGREES. EXPOSURE "B". IMPORTANCE FACTOR=1) PSF) TRIBUTRRY RRER ROOF ZONE 1 & 2 WRLL ZONE 4 FT2) (Gc i= +/- .18) (Gc i= +/- .18) 10 12.5 -19.9/42.1 R 21.8 -23.6 20 11.4 -19.4/-38.2 B 20.8 22.6 18.6/-33.0 18.1/-29.1 TRIBUTRRY RRER ROOF ZONE 3 WRLL ZONE 5 FT2) (Gc 10 1 12.5 -42.1 1 E 21.8 -29.1 20 1 11.4 38.2 F 20.8 -2'1.2 50 1D.0 -33.0 G 19.5 24.6 inn 1 10.0 -29.1 1 H 18.5 -22.6 1. FOR EFFECTIVE AREA OR WIND SPEEDS BETWEEN THOSE GIVEN ABOVE THE LORD MAY BE INTERPOLATED. OTHERWISE, USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWRY FROM THE BUILDING SURFACES. 3. WALL ZONE 5= 4'-0' FROM LEL EDGES 6 ALL ROOF ZONE5= 4'-0' MAX HOR/VERT FROM EDGES. 2-2x4 PLATE W/ SP2 or SP4 EACH STUD TO PLATE CMIM-EY BOX SIDING/ TEXTURE FINISH ON METAL LATH S 6 FELT see elevctKxlsl 2.4 STUDS a S' O.C. WITH V2' COX or 7/16' OSB SHEATHING sea mill g potlerrJ 0 2.1 eLOC7 STRAP PROV ICE FIRE BLOCKING AND METAL FIRE STOP SPACER PER MPG. AT CEILING W1711 MIK 2- O EAR SPACE WOOD TO FLUE FIRE PLACE CHIMNEY CAP (SPARK ARRESTOR) CHIMNEY FLASHING TRIM SEE CONV FRAMING DETAIL WINDOW AND DOOR ATTACHMENT 1. WINDOW ATTACHMENT INSTRLLRTIN IS THE RESPONSIBILITY OF THE BUILDING/CONTRRCTOR AS PER THE PARTICULAR WINDOW MRNUFRCT- UREKS DESIGN REOUIREMENTS 6 MUST BE SIGNED 6 SEALED BY A LICENSED ENGINEER FROM THE STATE OF FLORIDA BY METHODS AS STATED IN SECTION R301 OF THE FRBC 2010. 2. THE TABLE OF COMPONENT 6 CLADDING DESIGN PRESSURES SHOWN ON THIS SHEET IS TO BE USED AS R GUIDELINE FOR PROPER WINDOW DESIGN CRITERIA FOR UP TO 130 MPH WIND GUSTS OF 3 SEC. DURATION. 3. ANY 2"x8" PT FRAME FOR WINDOW 6 DOOR ATTACHMENT SHOULD USE MIN. 3/16" DIAMETER X 2 3/4" MR50NRY SCREW (TAPCON) W/MIN. 1-1/4 EMBEDMENT MUST BE MAINTAINED REGARDLESS OF THE COMBINATION OF LUMBER USED. TRPCON LENGTH MUST BE ADJUSTED ACCORDINGLY. 4. ADDITIONAL 2X WOOD BUCK MATERIAL MAY BE ADDED TO EXISTING 2X BUCKED OPENING. USE (31 ROWS OF lDd X 3" NAILS STAGGERED B 12" O.C. a EACH SUCCESSIVE BUCK. S. BUCKS LESS THAN 2X TO BE FASTENED W/CUT NAILS OR EOUIVRLENT. STRUCTURAL CONNECTION OF WINDOW TO STRUCTURE BY OTHERS. 6. 2X PT BUCKS/NRILERS SHALL INTEND BEYOND INTERIOR FACE OF WINDOW, FASTEN BU CK TO MASONRY W/ (1) ROW OF 2/16"X4" TAPCONS FROM ENDS AND 16" O.C. MAX. TAPCONS TO BE 1 1/2" MIN. FROM EDGE OF BUCK. 7. THE BUILDER MUST PROVIDE ENGINEERED MATERIAL 6 INSTALLATION DETAILS FROM THE MANUFACTURER OF THE DOORS 6 WINDOWS. THIS MUST BE AVAILABLE ON SITE IN THE INSPECTION BOX BEFORE FRAMING INSPECTIONS TAKE PLACE. 8. THE BUILDER MUST PROVIDE GARAGE DOOR MANUFACTURERS MRT- ERIAL 6 INSTALLATION LITERATURE LI5TM THE WIND PRESSURE AS TESTED. THIS SHOULD BE PROVIDED PRIOR TO THE LINTEL INSTECTION. BLOCK WALL CONC SILL MANUFACTURER/ BUILDER TO PROVIDE APPROVED WATERPROOF SEALANT AT HEAD/SILL/SIDES OF WINDOW PER MANUFACTURER SPECS. WOOD STOOL FRAMING AT WINDOW P.T. 1' X - 3/16' MASONRY SCREW ITAPCON) THRU THICK SECTION OF DOOR JAMB e/ MIN. 1- 1/4- PENETRATION INTO MASONRY, LOCATED AS FOLLOWS: TYP. 8' (1) TAPCON AT EA. HINGE LOCATION, A BLOCK WALL MIN. OF THREE TAPCONS PER SIDE. 8 (2) 3/16' DIA4. TAPCONS TOP 8 BOTTOM, MAX. 4' TO 6' FROM ENDS. FOR MILT 1 -PANEL ODORS OR DOORS W SIOE LTS. INSTALL SAME AS ABY. BUT ALA 2)3/16- DIAM. TAPCONS MAX. A'- 6' FROM CENTER OF INTERIOR JAMB OR ASTRAGAL. TOP It BOTTOM. JAMB SHIM SPACE OPT TRIM/BANDING FRAMING AT DOOR 8"x8" CONC. FILL FRAME TO CEILING LINTEL (TOP AT 8'-8" A.F.F.) S.al.D. CONCRETE BLOCK COLLMM 4POURED CONC. CURB 1 - DOWN FROM INTERI01 POCKET SLIDING GLRSS DOOR DETRIL SIMPSON LSTA18 STRAP e EACH. CORNER FLUE 1X2 P.T. FURRING 2X4 W/pJ' S( NAIALL LS EAOi END I FIREBOx1/2" DRYWALL BLOCK WALL FRAME WALL SECURE FIREBOX 1/2' DRYWALLTOWD. FRAME it zx4 woo V2' DRYWALL ' R FRAMING M INTERIOR DETAIL/INTERIOR HEARTH -T FIKEPLACE DETAIL FRSCROE R-30INSUL EL. VARIES TRUSS BEARING 1/2' GYP. BOARD CLG. *7 DBL. 2'X ' SYP TOP PLAT P.T. 2'X ' SOLE PL W/ 1/2' X 7' EXP BOLT W/ 1/8' X 2' WASHER AT 2'-0' O.C. MAX. 4' CONC. SLAB REINFORCED W/6-X6'X 10' W.M.M. (OR FM )OVE 6 MIL VAPOR BARRIER ON WELL COMPACTED, TERMITE TREATED SOIL. 0'-0' FIN. FLR. CONC. FOOTING REINFORCED W/3 -N0. 5 REBAR CONT. SIZEF06NDAT ION FOR ANCHORPERTRUSS LAYOUT MINIMUM 4'-0' LAP AT TOP PLATE SPLICE 1/2' GYP. BOARD K AGWf FENEJ BLA. OCKING 121 H22GSYO .012' OON .Cx. WpI THOS 2I H3 BIMTOP TO EACH STUD O SOIL AT FOOTING 0=EINLOAD BRG. WALL 3) 160 - COMMONNAILS(TYP) LOC LOCATIONER U.N.O. 1A 2x W/ (2) 1611 TOE NAILS LEACH END 7/16' OSB W/ 60 NAILS e 16' O.C. TO SIDE 6 TOP NAILER 20SPF CONTINUOUS BLOCKING ATTACHED TO 7/16' OSB W/ 2) 160 NAILS ISD DOOR OPN'G U11L I NOTE: SEE ALSO TYPICAL HEADER DETAILS THIS SHEET FRAME (EXT./BRG./SHEAR) WALL ARCH IN FRAMING DETAIL 1) 2x4 T (2) 2x4 1 12) 2x6 STUD SPACING (0) L BRACE 'L' BRACE I 'L' BRACE I 'L' BRACE 16' 0'-0'-4'-5' 4'-5'-8'- 1i'-0'-12'- 12'-0'-161- 21' 0'-0'-4'-0' 4'-O--7'- 7'-0'-10'- 10'-0'-14'- SCISSOR GABLE -0) 2x8 =2 SPF a EACH VERTICAL AND 21 2XB FULL HEIGHT e01APHRAGM BLOCKING NOTE 1) 'L' BRACE MUST EXTEND AT LEAST 90% OF WEB LENGTH EXCEPT SCISSOR GABLE WHICH REQUIRES BRACE TO EXTEND FULL HEIGHT OF ABLE . 2) 'L' BRACE TO BE FASTENED TO GABLE STUD WITH 100 x 3' NAILS e4' O.0 2-x4' BLOCKING a 48' O.C. - 7' BRACETTACHE0 W/ 104 NAILS 4' O.C. TYPICAL GABLE END TRUSS GABLE END TRUSS DOUBLE "L' BRACING SINGLE 'L" BRACING SCALE: N.T.S. SCALE: N.T.S. e.T rya w C; F c a Z2 zgs< zj 00000000 00000 00000000 O A00000000Z 0 0000 rn 00000000 3 0D000 N 0 00000 Q aX 00000000 O Li 000 0 S c.) 013 Zw 10 Q _ a 000 Z = 00 000 w 9E C) Nouuuuuu= 0 11000111300 LLJ N N V C V/ 0 W IIINNNNN U I.L 8 w I s _j® cO v n/ LV C7C) O _ O Q LuO • i lU Or OrM O U C'l LL] M Y J z u- Q LLj OJLL N zQ NoM o ReNlbi D+1i' d 16T OKAFT z -20-I5 UO FD WJFf 5-2Z-/5 C Ret Oa1MDaae bY° 5-a-2248 3CE LEiC:RE Oy Fie Nary sow 1/4'•I'-0' o C CD X Zc2 LL Q :A Q ad c a C-) V7 0 O ' La!{ ow NYN Q H «O 3111 LLJ pd iwit i. Psi° • Al21 j ml 15" O.C. NAILING PATTERN 15 VERTICAL ROWS OF lOd NAILS. TYPICAL) (2) NAILS TO R ROW ON A 6" BOARD. (3) NAILS TO R ROW ON B" AND 1D' BOARDS. RPO (4) NAILS TO R ROW ON 12" BOARDS. FIRST AND LAST NAILS OF EACH ROW PRE TO BE NO CLOSER TO THE EDGE THAN 1 1/2". THIS PATTERN TO BE DONE ON BOTH SIDES. 2. VARYING WIDTHS. SYP (SEE PLAN FOR WIDTHS 1/2" COX PLYWOOD OR EQUIVALENT. WIDTHS VARY TO EOURL Z' 5YP MATERIAL. 2x VARYING WIDTHS. SYP (SEE PLAN FOR WIDTHS STRUCTURAL HEADER DETAIL NOTE: MAY CUT BACK 2x8 P.T. PRECAST LINTEL a TOP TO ALLOW CONT. 2x4 BLOCKING AROUND CURVE MIN. W/TRPCON ANCHORS 3/16"x 8" BLOCK TIESERM 3 1/Z' LONG is 24" ON CENTER W/1.5 REBRR 7/16" 058 W/6d NAILS AT 16" O.C. TO SIDE 6 TOP NAILER. I 2.8 P.T. /4"1 91 ' HW4234 1`r-'L-1rJ- I/ f ( 1/4"x2 3/4") BIZ' O.C. MAX. SEE PLAN FOR OPENING J 2x4 SPF CONTINUOUS BLACKING ATTACHED WINDOW OR DOOR OPENING TO 7/16" O.S.B. W/2 -16d NAILS. ARCH WINDOW FOR C.M.U.INSTALLATION 1PLUMBING NOTES 11 ALL PLUMBING TO BE INSTALLED IN ACCORDANCE WITH THE 2017 FLORIDA RESIDENTIAL BUILDING CODE - PLLV4BING WATER SUPPLY PIPING OUTSIDE HOUSE (FROM METER TO HOUSE' MRY BE PVC. ALL WRIER SUPPLY PIPING WITHIN HOUSE AREA (INCLUDING BELOW THE SLABI MU15T BE CPVC. WATER SERVICE PIPE 6 FITTINGS SHALL BE R MINIMUM OF 1" IN DIAMETER AND SHALL BE SIZED TO PROVIDE PRESSURE PER THE FLORIDA. PLUMBING CODE. ORDINANCE 604.4 OF FPC (20171 - APPENDIX "-r TO STRNRRD PLUMBING CODE. 1. TANK TYPE WRTER CLOSET VOLUME TO BE 1.6 GALLONS. 2. WALL MOUNT WATER CLOSET VOLUME TO BE 3.5 GALLONS. 3. WATER - FLOW RATE. PUBLIC FACILITIES 0.5 GPM PRIVATE FACILITIES: 22 GPJl SHOWER HERDS: 2.5 GP.M VTR LOCATIONS PRE APPROXIMATE AND MAY CHANGE DUE TO J085ITE CONDITIONS. SOd 1Z' O.C. 6" O.C. 4" O.C. Bd 10" O.C. 5" O.C. 3 1/7' D.0 15 GR. STAPLES 8" O.C. 4" O.C. 3" O.C. IINOTE: I RLL CCBEW2ING FRAMING SHALLHRVERMIN_BENDING SIR. (F S!rOa, NOTE____—___---- THE NUMBER OF FULL LENGTH WALL STUDS SHALL EQUAL THEI NUMBER OF HERDER STUDS I AT EXTERIOR OPENINGS_ TIE BEAM W/2500 P.S.I. W/1 •5 REBAR CONT. 1 1/Z' MINIMUM COVER STANDARD HOOKS W/25' MIN. SPLICE TYP. FILLED CELL W/2500 P.S.I. CONC. W/1 •5 REBAR VERT. B' C.M.U. INTERIOR SHEARWLL EXTERIOR FRAME WALL 2' % 4' P.T. W/ 13) i/2' X 8' 'J' BOLTS OR 131 1/2' X6 . 6' EXPANSION ANCHORS OR 8) 3 1/2' RAMSET 'HILT]' NAILS OR 6) 3" X 1/4' TARCONS CONC. FOOTING W/•S BARS PER RAN WITH 3" MINIMUM COVER. OFRAME (EXT./BRG./SHEAR) WALL TO MASONRY CONNECTION DETAIL FIX FOR MISPLACED TRUSS ANCHORS MAX. UPLIFT OF 1800 IDS.) ROOFSHIERTF NG PRE -ENG -may WOOD TRUSS LINTEL BLOCK W/1.5 ROD 18 GR. COIL STRAP X 38" LONG (2 PER TRUSS) W/4 - 1/+x 2 TRP -CON ANCHORS TO LINTEL BLOCK 6 2-I0d TO TOP CHORD. At TFRNRTE ROOF TR SS OR FARMING MEMBER TO MASONRY CONNECTOR DETAIL 8" CMU BOND BERM. FILLED MAX. UPLIFT SOLID W/ 2500 PSI CONC. 6 1000 IDS.) (1) a5 REBRR OR 8" CAST -CRETE OR EQUAL PRECAST LINTEL FILLED SOLID W/2500 PSI CONC. 6 (1) •5 RE5RR. 7) lad COMMON NAILS 2) 3/16"xl 3/4" TYP. ROOF MEMBER HEX HIERO TRP -CON MASONRY ANCHOR SIMPSON MTS 16 TWIST STRAP OR 16 GA. MIMIMUM FLAT STRAP. TYP FARMING & CONNECTIONS FOR OPENINGS SCALE: 1/8'm' -D" AND TYP WINDOW ANCHORING RAFTER TIE DOWN GABLE END WITH CUT-OUT ---- .....------------ ...--- ..--- ............ ................. ............ ..... ........... ................. ................... TO ACCOMODATE ARCH WOW. LPTR•a RAFTERS UNDER 16' SPRN ARE TO BE FASTEN - OR EQUiv. ED W/ (2)12d NAILS TO NAILED AT EACH END. RAFTERS SPRNING FROM 16' TO 22' ARE TO BE FASTENED W/ONE H-3 CLIP AT EACH END W/ 08d NAILS EACH. 7/16"05B FACE W/ 7/8" TEXT. CEMENT GABLE END 2x4 SECTIONS AT 12" O.C. TEXTURED CEMENT BARREL VRULT OVER METAL LATH INSTALLATION PER GARAGE DOOR W TYPES AS PER TEST . 960507-R STET ANGdt WB -100 DE5IGN LORDS: •30.0 PSF 6 -30.0 PSF vio r°vI ,A i.°Cc m r1rn• 4 as TEST LORDS: •45.0 PSF Q -45.0 PSF Axro rmaL ¢1AaaMw 2x4 —2 TRIM row°Omnrt \ GARAGE DOOR JAMBS TO BE FASTENED 70 BLOCK L2x4 •2 BLOC WITH ANCHOR BOLTS (4) ON EACH SIDE 2X8 P.T. SYP) SPRING PRD FOR TORSION SPRINGS TO FRAME BE FASTENED W/(1) 5/8" EXPANSION BOLT AT CENTER T rm A^—IT 2'x4" P.T. SYP. ATTACHED W/POWDER ACTUMATED 0.14"z3' LG. SHOTS B 17' O.C. OR (10) 3/16" W DIAMETER x 3" LONG TRPCONS. GARAGE FLOOR 2"x6" .2 5YP. a EA. SIDE FOR ATTACHING BRACKETS FOR VERTICAL TRACKS. CONTRACTOR NOTE: INSTALLATION FOR GARAGE DOOR TYPES (RS PER TEST •960507-A) THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, AND MEETS THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE. RESIDENTIAL, WITH G RRRGE DOOR TO CONC, BLOCK NO REVISIONS FOR UP TO (139) MPH WIND ZONE. IT COMPLIES WITH THE RESIDENTIAL SECTION 301 DESIGN CRITERIA, WHICH INCLUDES ASCE 7-02. CERTIFICATION BY ENGINEER APPLIES TO ABOVE STATEMENT ONLY. DOUBLE TOP PLATE ROOF FRAMING - TYPICAL CONNECTORS REO'D. (SEE SCHEDULE) FULL LENGTH HALL STUDS (NO. PER TABLE) HEADER STUDS' NO. PER TABLE) 84 1/4" SCREWS AT ALL CORNERS TOP AND SIDE W/24" MAX. SPACING BETWEEN CORNERS TOP 6 SIDES. TYPICAL CONNECTORS REO'D. (SEE SCHEDULE) PRESSURE TREATED SILL PLATE w Imcaun • :•• oc Tma aarnr7 my Is. rar a T/:r om •gym Hua c oc ma A Fmn Wean a PiC{1CaQam rmua . r• a move xw • a nc Prr(x>. ac.moa ro imI aix rrro.°° mN'ac61 raa°mm mT Hlma vm 4 M311 OO MpaeLO NMiaamuWrtl°0`i.s a mau 9111®0 eDaaO cxrzRme Fala1 ro scn P.r. ruaeua me rmor Wu uz crPan mRm T. a T roam mLsxwa lulzaa« W DIRECT TRUSS TO MASONRY CONNE.TION NDWR e 1/2' EXPANSION BOLTS Q4' O.C. VERTICRU-TI l/2' El(PPNSION BOLTS Q4- OL. VERTICRIYIW/} EMBED. W/} uRSfERS EQ SPACED W/3' EMBED, W/3' WASHERS ED. SPACED 1/2- EXPANSION BOLTS (24' O.C. VERTICALLY) W/} EMBED, Eo. SPDC 10d= TA NILS Z STAGGEREDD.CDCUBLE 2X8 OLOCKMG J 00 I El r 11 GALV. NAILED a EACH EW 2x4 OLOC m FIREPLRCE CHIMNEY DETAIL Bcrie: 3ne'•r-v HERDER SCHEDULE - LORD BEARING WALLS UNLESS OTHERWISE NOTED. W CHIMEY CRP STET ANGdt WB -100 ROOFONLY 4'-0' S'-4" 1'-8"— GALV. FLASHIt 2nd FLOOR ONLY 4'-O'• 5'-4" 2x4 —2 TRIM IOtl a 8' OG W L2x4 •2 BLOC W[NO001 2X4S OR GROtP 11 a Ir O.C. FRAME N 7/16- 0.5.8 (EXT. FINISH PER ELEV1 METAL FLUE W GALV. FLASHING GALV. NAILED a EACH EW 2x4 OLOC m FIREPLRCE CHIMNEY DETAIL Bcrie: 3ne'•r-v HERDER SCHEDULE - LORD BEARING WALLS UNLESS OTHERWISE NOTED. W LORD (2) 2x6 (2) 2x8 W11.5 REBRR (SEE FLOOR PLANS o ROOFONLY 4'-0' S'-4" 1'-8"— 2nd FLOOR ONLY 4'-O'• 5'-4" 2nd FLOOR 6 ROOF 3'-O' 4'-0' F-0" 6'-0" WDW /DOOR INST IN FRAME WINDOW INSTRLL INTO MRSONRY: FASTENER SCHEDULE USING 3/16"x2 1/4" TRPCONS THROUGH EVERY INSTALLATION HOLE THROUGH SUCK INTO BLOCK. 1/2" WIDE: 2 FASTENERS IN HERDER - JAMS 2 WIDE: 2 FASTENERS IN HERDER - JAMS 3 WIDE: 3 FASTENERS IN HEADER - JAMB 3.4.OR 5 HIGH: 3 FASTENERS EACH SIDE JAMB RRMR OR WOMB OR OTHER APPROVAL LABELING FOR MANUFACTURER IN COMPLIANCE WITH: RNSI/RRMR/WWDR 101/IS297 7/16" DECKING DRIP EDGE ALUM. FASCIA 2x4's 7'. PPED 7" SIDING END TRUSS LRP SIDING REAR GABLE OVERHANG DETAIL n •a.voc Imr'Mxo eLv DIRECT TRUSS TO BOCK WALL CONNECTION ENOWALL FOR GYPSUM CEILING DIAPFRAGM 51, z d z a 0000 0 0000 O , 000000 < co 3 000000101 o 00 0000130 0 00000 U CD 0000110 a 000 O ' 0 C v 0103 11z: CHo I 0 2 cls 130 000 LLJ uuuuuuu c 000 0000 B" CMU WALL W/FILLED CELL ca W W11.5 REBRR (SEE FLOOR PLANS o U FOR NO. OF CELLS AND LOCRTIONI> Z o d DRYWALL FINISH m W W[NO001 W FRAME N WSLIDINGGLASSDOOR d W yfPICRL N.AIL R NG O.C. E 771x rn c L 8 P.T. WOOD BUCK ATTACHED W/(9) 12d COIL NAILS STAGGERED OR (3) 1/4"x3" TRPCONS, mZMENTIOUS w/ Lfi WW J EXTERIOR FINISH Z G r m O ' W Jv5 2e w w N 1/8" AND LOCATION) a a( 2 1 B" 3" 2 a W o Ti Lu h a m 15/32 PLT 6 7/16 OSB W/Bd°: W ON CENTER USING SAME SIZE NAILS AS USED ON I m n I EDGES OF SHEATHING MATERIAL. L Eo o+ Z) M Q O ti NAILING PATTERN — c.) CV 12d COIL NAILS — SHOWN ¢ W Ch Y co u_ DETAILS R SLIDING DOOR JRMB Q 0NOTwTOSCALE3 OJLLODZ N Q C N C/) u u o 2x4 "STRONGBACK" RT GABLE FOR VERTICAL WEBS OVER 8'-0" co NON-STRUCTUR o WAIW IS. FRAME FILL-IN a 16T CRAFT t-30-18 DD DRAFT 5-72-x! U 2x6 '1_ BACK" AT EACH 2x4 GABLE TRUSS WITH 7/16" c VERTICAL MEMBER THAT'S RM Dar< Ra•R 0^ LONGER THAN 4 FOOT SHEATHING PER SPECS N 5 -22 -me S£ LEFC N Am ": Scam, C0 CCD o W[NO001yfPICRL N.AIL R NG O.C. E Q rn c L BL CK AL m O ' TPI -22 2e w w N SEE CONNECTOR SHEET FOR QUANTITY AND LOCATION) a a( Q ,: H z U m i ENDWRLL NAILING SCHEDULE i' 3s6 Lu h a r ALL INTERMEDIATE (NON -EDGE) NAILING SHALL BE 6" 15/32 PLT 6 7/16 OSB W/Bd°: W ON CENTER USING SAME SIZE NAILS AS USED ON I 6" O.C. (SINGLE ROW) n I EDGES OF SHEATHING MATERIAL. 1' p 3Y •3 GRBI E END OVER BLOCK 1Lr A13 6ga eirstone 480 Needles TraiI B U I L D E R S Longwood, FL 32779 EXHIBIT E Referenced Contracts (Sub Agreements) Initial- owner(S) contractor eirstone 480 Needles Trail 8 U I L D E R S Longwood, FL 32779 EXHIBIT F Addendurn to Construction Agreement Initial -9A —owner(s) contractor N=-- i17F- 5 -407 -MILt c 4c.5 terr., _ ona. a o od R-'i1Q is on the as"clay of - 20.. hereinafter referred to as Wok4t ated— wlr): seri forth below. WHEREAS, the parties wish to modify the teres of the original stated contract as set forth herein_ NOW"fes€J FO.,iu"cortskleradksr of the mutual:promises herein, f ides, e l3otob bound, hereby a #W the fottowing;consMutes.ad "te(rms and condi ws.of the"stated constt 1. Mod`efication stern i TO6t- OL C"ICASCIA, 2 tlAodificatfon Item 2: -- tv— 6 s,ct a f cVic. S. Modification item 9 : ame), . 4. The parties reaffirm no other terms or conditions of the above mentioned original contract,riot hereby otherwise rrior amended shall be negated,or ctianged"as a result of this here stated.adden clurt . tom: Seer Signahaw. Seiler Signature: Buyer Signature: Buyer Signature: eirstone 480Needles Trail EXHIBIT G U Warranty Noadditional. warranties will beprovided. Initial owner(s) z contractor REQUIREDEIID I NSIEIEcCTI ( RiPd£ N - Z --.c --I R EV1rSMD June 2014 i I DIY IE UIClYcCIE: I hum Max I[nsdcflon 1[DescA iOdon 1C:> Electeic.. Underground i 19NITO PERM IF I AIIIf . RC IIn ec i®IIA IDe cA'Il Il®n. Footer / Setback Z- Electrfe Rough Remwall h Foundations / Form Board..'Survey O Slab. f IVE-m o Slab' Pre • our ZO Lintel / Tie. Beam / FilI / Down Cell Gas. Final Sheathing L, Walls' Sheathing , Raof Roof Dry In So I Frame Insulation Rough In- nFirewallFirewallScrewPattern Drywall / Sheetrock Lath Ins : ection Final Solar Finar Roof . Final Stucco' /;Siding Insufati:on Final Final Utility Building Final Door Final WindoIw• iF' al n.Roo • xn Scree m Final.. Pool Screen Enclosure. Mobile Home Building Final Pre: Demo Final Demo 6l Final Single 8-amily, Residence, Final. Building Other R EV1rSMD June 2014 i I DIY IE UIClYcCIE: I hum Max I[nsdcflon 1[DescA iOdon 1C:> Electeic.. Underground 1.0 Footer /' Slab Steel Bond Z- Electrfe Rough Plumbing Tub- Set' T.U.G. 30 Pre -Power Final 00 I Electric Final Gas. Final i YI IpK IlM.IM• LL`tifni min l O iS[Mr .Jil.•fl:/' '" sNf41„`.Z+• lye, ', yai%6 ,w,•,7:\\1.ly(['f,`•,.v it'•J+MntiiN I?tSSfC1SFfM 3 4Qe1Qw u .r...4_t !L4z Mar. Nuspe6flon DeacA n Plumbing Underground 1 • 000 Plumbing Sewer . . 7. Plumbing Tub- Set' Plumbing Final ss I I<n ec>ra®mi ADe cA'n to®An Gas Underground Gas Rough Gas. Final i rppiT IT ly[nn Max MMSJRCC4Ion DeSCFAAn4n®n I O Mechanical Rough 1 6 -,7ro Mechanical. Final BOO Max ss I I<n ec>ra®mi ADe cA'n to®An Gas Underground Gas Rough Gas. Final Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction:' I Permit #: / e - 1 74 IT5Y... n "` rJOii Tt Oitli tlOf1 Builder: /!! 1 fan j ` Community: Lot: Address: 7 d V v`s V, r " City: 0 eJ Or3 State: L Zip: aZ Atr ea_ kage TestRe.uts sg escr! s intts ee(r#Pe tarm e tesc3tauec p et_d cam."' irn"a"`f'F '"`—`k ..-.iS .. 4er usir ,M, 6:'x 0. s•' FYLL. :'', w'3 .s i k; FRESCRt7 tYE MEQFIOQ =ef>#drt iw 't g?niESha t ire Yest cl and?ve ed as av ng naalr Ieakagerate;ofnof e cceetl'ng7 a i' ' At1q, =e- ks" -tea ... r • . ' " ^ 8 w Wt " 3A `w? .. PEi2F0 yEk,org TH M b ing o cEt 71I in I b s#ed ' tl of d as a " g a(a lr leaky e ra B o na exceedt g re selecfed AGN O) ralt e r awn rril) 020='fT'(?e fio a'c)ocR,4t}fi 2 i)ectio belef as infi[tron;„ trsec io q H50 m a. wstt, 60 _ CT j ci _ Method for calculating building volume: CFM(50) Building Volume ACH(50) d Retrieved from architectural plans J I PASS Q Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to thecode official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3.Interior doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. s Testtng C m nzfx N, trN LI y 9w 9 a Company Name: " i << Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: ?t— Date of Test: 0 Printed Name of Tester: C o oe to AU ta.M S License/Certification #: A C 03 \,;- 9 l D Issuing Authority: EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: HammerlRes Builder Name: Weirstone Street: 1320 Silver Lake Court Permit Office: 47City; 1 83 9 5State, Zip: Sanford , FL , 32773 Permit Number:# nAQOwner: Jurisdiction: 69160 Design Location: FL, Sanford County:: seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (2690.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 2090.00 ft2 b. Frame - Wood, Adjacent R=11.0 600.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (2130.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2130.00 ft2 6. Conditioned floor area above grade (ft2) 2130 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(288.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 426 a. U -Factor: Dbl, U=0.33 192.69 ft2 SHGC: SHGC=0.21 b. U -Factor: Dbl, default 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: Clear, default a. Central Unit 41.0 SEER:16.00 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 8.882 ft. Area Weighted Average SHGC: 0.373 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2130.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 2130.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.136 Total Proposed Modified Loads: 68.19 PASSTotalBaselineLoads: 69.39 1 hereby certify that the plans and specifications covered by Review of the plans and TtIE STgr this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. rrfill,` ^ 0 PREPARED BY: Before construction is completed DATE: O9/1-8/2018-Spen.cer_Renner -------- ___ --_ this building will be inspected for 4;" a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyCode. WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: r/. sr -19 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies,as certified factory -sealed in accordance with R403.12.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 Title: Building Type: Owner Name: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: HammerlRes User 1 Weirstone 691000 Single-family New (From Plans) PROJECT Bedrooms: 3 Conditioned Area: 2130 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: Street Address 1320 Silver Lake Court seminole Sanford , FL, 32773 CLIMATE Design Location Design Temp TMY Site 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2130 21300 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2130 21300 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 209 ft 2130 ft2 1 0 0 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Composition shingles 2382 ft2 0 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2130 ft2 N N CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2130 ft2 0.11 Wood 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 WALLS AdjacentSpace Cavity Width Height Sheathing Framing Solar Below Ornt To Wall Type va Ft In Ft In Area R -Val -le Fraction Ahznr o 1 N Exterior Concrete Block - Int Insul Main 4.1 66 0 10 0 660.0 ft2 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 68 6 10 0 685.0 ft2 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 32 6 10 0 325.0 ft2 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 42 0 10 0 420.0 ft2 0 0 0.6 0 5 Garage Frame - Wood Main 11 9 0 10 0 90.0 ft2 0 0.23 0.01 0 6 Garage Frame - Wood Main 11 51 0 10 0 510.0 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 S Insulated Main None 6 3 8 24 ft2 2 Wood Main None 39 2 6 6 8 16.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U -Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low -E Double Yes 0.33 0.21 N 47.1 ft2 8 ft 0 in Oft 8 in None Exterior 5 2 N 1 Vinyl Low -E Double Yes 0.33 0.21 N 19.5 ft2 1 ft 0 in 3 ft 4 in None Exterior 5 3 N 1 Vinyl Low -E Double No 0.55 0.7 N 96.0 ft2 13 ft 0 in 0 ft 10 in None None 4 E 2 Vinyl Low -E Double Yes 0.33 0.21 N 21.3 ft2 30 ft 4 in 0 ft 8 in None None 5 E 2 Vinyl Low -E Double Yes 0.33 0.21 N 6.9 ft2 1 ft 0 in 1 ft 4 in None Exterior 5 6 E 2 Vinyl Low -E Double Yes 0.33 0.21 N 9.0 ft2 1 ft 0 in 1 ft 4 in None Exterior 5 7 S 3 Vinyl Low -E Double Yes 0.33 0.21 N 28.0 ft2 1 ft 0 in 1 ft 4 in None Exterior 5 8 S 3 Vinyl Low -E Double Yes 0.33 0.21 N 28.0 ft2 7 ft 0 in 0 ft 8 in None Exterior 5 9 W 4 Vinyl Low -E Double Yes 0.33 0.21 N 32.9 ft2 1 ft 0 in 1 ft 4 in None Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 700 ft2 700 ft2 78 ft 10 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000445 2485 136.42 256.56 3247 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 39 kBtu/hr 1 sys#1 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 41 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 426 ft2 Attic 106.5 ft Default Leakage Garage Default) Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar A r Ma Jun X Jul Au X Se Oct Nov Dec Heatin Jan Feb X} Mar Apr May Xj Jun Jul AuSePrj Oct Nov Dec Ventin Jan Feb X]] Mar A r [ l Ma Jun Jul Aug Se Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 ENERGY P.O.N- LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 1320 Silver Lake Court, Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 2090.00 ft2 b. Frame - Wood, Adjacent R=11.0 600.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2130.00 ft2 6. Conditioned floor area (ft2) 2130 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 11. Ducts R ft2 a. U -Factor: Dbl, U=0.33 192.69 ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 426 SHGC: SHGC=0.21 b. U -Factor: Dbl, default 96.00 ft2 SHGC: Clear, default 12. Cooling systems kBtu/hr Efficiency c. U -Factor: N/A ft2 a. Central Unit 41.0 SEER:16.00 SHGC: d. U -Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 39.0 HSPF:9.00 Area Weighted Average Overhang Depth: 8.882 ft. Area Weighted Average SHGC: 0.373 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 2130.00 ft2 a. Electric EF: 0.95 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: u 0 OTHE ST,gTt bus;, ', '; `.''>••°:a;}`a O Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: HammerlRes Builder Name: Weirstone Street: 1320 Silver Lake Court Permit Office: City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Sanford COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and an gaps in the air barrier shall be sealed. Y 9 p shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac 9s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind pol2wno and wiring, Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sor 0 nkler cover plates and walls or ceoldnas- a. In addition, inspection of log walls shall be in accordance with the provisions of ICC -400. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report (usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v6.0 9/18/2018 10:42:36 AM Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Method Project Name: HammerlRes Builder Name: Weirstone Street: 1320 Silver Lake Court Permit Office: City, State, Zip: Sanford, FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: 691000 Cond. Floor Area:: 2130 sq.ft. Cond. Volume: 21300 cu ft. Envelope Leakage Test Results Regression Data: C r-1 Single or Multi Point Test Data 1.4 Leakage Characteristics Required ACH(50) from FORM R405-2017: Tested ACH(50) * : Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: e r S F0 a 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics Required ACH(50) from FORM R405-2017: Tested ACH(50) * : Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: e r S F0 a 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 1320 Silver Lake Court Permit Number: Sanford , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory)The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553:9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance'with UL 907., R402.4.3 Fenestration air IeakagdWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 1.01/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R -value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41'C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be' prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets,the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - FBG 6th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatory)e energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 9/18/2018 10:43 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 wrightsofte Manual S Compliance Report Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 6 d ® 0 0 r , For: Weirstone 870 Brantley Dr, Longwood, FI 32779 Phone: 312-303-7893 Email: JustinCa Weistone.com Job: Hammed Residence Date: 06-13-18 By: Joe Nowicki R T.110761oinE ui rnent. 6 s Design Conditions Outdoor design DB: 93.0°F Sensible gain: 32044 Btuh Outdoor design WB: 75.2°F Latent gain: 3994 Btuh Indoor design DB: 75.0°F Total gain: 36038 Btuh Indoor RH: 50% Estimated airflow: 1367 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6AOC42H41++TDR Actual airflow: 1367 cfm Sensible capacity: 35349 Btuh 110% of load Latent capacity: 4812 Btuh 120% of load Total capacity: 40162 Btuh 111% of load SHR: 88% Entering coil DB: 78.0°F Entering coil WB: 63.9°F n g qu pmen, : bn,e..a ..•_: k. Design Conditions Outdoor design DB: 40.9°F Heat loss: 36281 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6AOC42H41++TDR Actual airflow: 1367 cfm Output capacity: 34988 Btuh 96% of load Supplemental heat required: 1293 Btuh Meets all requirements of ACCA Manual S. Entering coil DB: 69.0°F Capacity balance: 38 OF Economic balance: -99 OF wrightsoft- 2018 -Sep -18 10:56:14 M.•k• a= ,=„a,..a om,., Right -Suite® Universal 2018 18.0.27 RSU24009 Page 1 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S Project Summar Job: Hammerl Residence wrightsoa Date: 06-13-18 Entire House By: Joe Nowicki Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Weirstone 870 Brantley Dr, Longwood, FI 32779 Phone: 312-303-7893 Email: Justin@Weistone.com Notes: RVSD 8.02.18 JMJ Rotated to S.W. per rejection notes. D w "B' -'aH •g- -°Y - iT^ A. [' Q r esi ion- N, y m „o Weather: Orlando Sanford, FL, US Winter Design Conditions Summer Design Conditions Outside db 41 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 29 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 39 gr/Ib Heating Summary Structure 28130 Btuh Ducts 8151 Btuh Central vent (0 cfm) 0 Btuh gone) Humidification 0 Btuh Piping 0 Btuh Equipment load 36281 Btuh Infiltration Method Construction quality Fireplaces Sensible Cooling Equipment Load Sizing Structure 22691 Btuh Ducts 9353 Btuh Central vent (0 cfm) 0 Btuh none) 0.16 Equiv. AVF (cfm) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 32044 Btuh Simplified Latent Cooling Equipment Load Sizing Average 0 Structure 2294 Btuh Ducts 1700' Btuh Central vent (0 cfm) 0 Btuh Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF 9 HSPF 39000 Heating2130 Cooling2130Areaft 0 1367 Volume2( ft3) 21325 21325 Air changes/hour 0.32 0.16 Equiv. AVF (cfm) 114 57 Heating Equipment Summary Air flow factor Make Trane cfm/Btuh Static pressure Trade TRANE in H2O Load sensible heat ratio Model 4TW R6042H 1 AHRI ref 7563302 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF 9 HSPF 39000 Btuh @ 47°F 26 0 1367 cfm 0.038 cfm/Btuh 0.20 in H2O gone) Equipment latent load 3994 Btuh Equipment Total Load (Sen+Lat) 36038 Btuh Req. total capacity at 0.75 SHR 3.6 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6042H1 Coil TEM6AOC42H41++TDR AHRI ref 7563302 Efficiency 13.0 EER, 16 SEER Sensible cooling 30750 Btuh Latent cooling 10250 Btuh Total cooling 41000 Btuh Actual air flow 1367 cfm Air flow factor 0.043 cfm/Btuh Static pressure 0.20 in H2O Load sensible heat ratio 0.89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2018 -Sep -18 10:56:14 1111----..____- Right -Suite® Universal 2018 18.0.27 RSU24009 Page 1 ACC$" ...ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S sa.- rComponent Constructions Job: Hammerl Residence Wr0g 9t5®e Date: 06-13-18 Entire House By: Joe Nowicki Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Partitions 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 2"x4" wood frm, 16" o.c. stud 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud Windows Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); n NFRC rated (SHGC=0.21); 8 ft overhang (5.3 ft window ht, 0.67 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); n NFRC rated (SHGC=0.21); 1 ft overhang (6.3 ft window ht, 3.33 It sep.); 8 ft head ht SGD- (U=.33, SHGC=.19): SGD- (U=.33, SHGC=.19); 13 ft overhang n 8 ft window ht, 0.83 ft sep.); 8 ft head ht 10C -v: 2 glazing, clr low -e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.21); 30.33 ft overhang (8 ft window ht, 0.67 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); e NFRC rated (SHGC=0.21); 1 It overhang (3.17 ft window ht, 1.33 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); e NFRC rated (SHGC=0.21); 1 It overhang (4.2 ft window ht, 1.33 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); s NFRC rated (SHGC=0.21); 1 It overhang (6.3 ft window ht, 1.33 ft sep.); 8 ft head ht 90 0.097 493 0.091 47 0.330 19 0.330 96 0.330 21 0.330 7 0.330 9 0.330 28 0.330 11.0 0 0 • 1.77 159 13.0 For: Weirstone 1.47 725 0 9.60 450 870 Brantley Dr, Longwood, FI 32779 484 0 9.60 187 Phone: 312-303-7893 201 0 9.60 922 9.91 Email: Justin@Weistone.com 0 9.60 205 7.23 154 0 9.60 66 26.1 MEN 0 9.60 87 26.1 238 0 Location: 267 Indoor: Heating Cooling Orlando Sanford, FL, US Indoor temperature (°F) 70 75 Elevation: 56 ft Design TD (°F) 29 18 Latitude: 29°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 2.5 38.7 Dry bulb (°F) 41 93 Infiltration: Daily range (°F) 17 ( M) Method Simplified Wet bulb (°F) 75 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area 11.1 -value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuh/ft2-°F ft-'FBtuh Btuh/ft' Btu Btuh/ft' Btuh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 498 0.201 0 5.85 2911 4.41 2196 board int fnsh a 648 0.201 0 5.85 3788 4.41 2858 s 245 0.201 0 5.85 1435 4.41 1082 W 387 0.201 0 5.85 2265 4.41 1709 all 1778 0.201 0 5.85 10400 4.41 7845 Partitions 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 2"x4" wood frm, 16" o.c. stud 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud Windows Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); n NFRC rated (SHGC=0.21); 8 ft overhang (5.3 ft window ht, 0.67 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); n NFRC rated (SHGC=0.21); 1 ft overhang (6.3 ft window ht, 3.33 It sep.); 8 ft head ht SGD- (U=.33, SHGC=.19): SGD- (U=.33, SHGC=.19); 13 ft overhang n 8 ft window ht, 0.83 ft sep.); 8 ft head ht 10C -v: 2 glazing, clr low -e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.21); 30.33 ft overhang (8 ft window ht, 0.67 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); e NFRC rated (SHGC=0.21); 1 It overhang (3.17 ft window ht, 1.33 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); e NFRC rated (SHGC=0.21); 1 It overhang (4.2 ft window ht, 1.33 ft sep.); 8 ft head ht Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); s NFRC rated (SHGC=0.21); 1 It overhang (6.3 ft window ht, 1.33 ft sep.); 8 ft head ht 90 0.097 493 0.091 47 0.330 19 0.330 96 0.330 21 0.330 7 0.330 9 0.330 28 0.330 11.0 2.82 254 1.77 159 13.0 2.65 1306 1.47 725 0 9.60 450 10.3 484 0 9.60 187 10.3 201 0 9.60 922 9.91 951 0 9.60 205 7.23 154 0 9.60 66 26.1 179 0 9.60 87 26.1 238 0 9.60 267 10.7 298 wrightsoft. 2018 -Sep -18 10:56:14 Right -Suite® Universal 2018 18.0.27 RSU24009 Page 1 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); s 28 0.330 NFRC rated (SHGC=0.21); 7 ft overhang (6.3 ft window ht, 0.67 ft 0 9.60 314 sep.); 8 ft head ht 853 12.1 Low E Vinyl (U=.29, SHGC=.21): Low E Vinyl (U=.29, SHGC=.21); w 33 0.330 NFRC rated (SHGC=0.21); 1 ft overhang (5.3 ft window ht, 1.33 ft 1.75 3722 sep.); 8 ft head ht 34.3 7177 Doors 0 11JO: Door, mtl fbrgl type s 24 0.600 11 D0: Door, wd sc type n 17 0.390 Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins 2133 0.032 Floors 22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth 209 1.180 0 9.60 267 10.3 287 0 9.60 314 26.1 853 6.3 17.5 419 18.6 447 0 11.3 190 12.1 203 30.0 0.93 1986 1.75 3722 0 34.3 7177 0 0 wrightsoft. 2018 -Sep -18 10:56:14 a ,,.•, ,..,.,... .,.. ,,, Right -Suite® Universal 2018 18.0.27 RSU24009 Page 2 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.iup Calc = MJ8 House faces: S wrightsoft° Right -J® Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammerl Residence Date: 06-13-18 By: Joe Nowicki 1 Room name Entire House Master WIC 2 Exposed wall 209.0 it 18.0 It 3 Room height 10.0 ft 10.0 it heat/cool 4 Room dimensions 7.0 x 11.0 it 5 Room area 2132.5 ft2 77.0 ft2 Ty Construction U -value Or HTM Area (w) Load Area (ft2) Load number Btuh/ftz°F) Btu ft2) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W13A-2ocs 0..201, n 5.85 4.41 660 498 702911409219670 309 Low E Vinyl (U 29, 0.330 n 9.66 10.33 47 0 450 484 0 0 0 0 Low E Vinyl (U 29, 0.330 n 9.60 10.33 19 0 187 201 0 0 0 0 SGD._ (U .33, SHGC,. 0,330 n 9.60 9.91 96 0 922 951 0 0- 0. 0, 11 13A-2ocs 0.201 a 5.85 4.41 685 648 3788 2858 0 0 0 0 10C -v 0.330 a 9.60 7.23 21 43 205 154 0 0 0 0 Low E Vinyl (U=.29, 0.330 a 9.60 26.11 7 0 66 179 0 0 0 0 Low E Vinyl (1_1=29, 0._330 a 9.60 26.11 9 0 87 238 0 0 0 0 13A 2ocs 0 201 s 5.85 4.41 325 245 1435. 1082 0 0 0 0 Low E Vinyl (U 29, 0.330 s 9.60 10.72 28 36 267 298 0 0 0 0 Low E Vinyl -(U=.29, 0.330 s 9.60 10:33 28 56 267 287 0 0 0 0 7D 11J0 0.600 s 17.46; 18,63 24 24 419 44,7 0 0 0 0 13A-2ocs 0.201 w 5.85 4.41 420 387 2265 1709 110 110 643 485 Low E Vinyl(U=.29, 0.330 w 9.60 26.11 33 0 314 853 0 0 0 0 0,097 2.82 1;77 90 90 254 159 0 mp p 0. TR 12C-Osw 0.091 2.65 1.47 510 493 1306 725 0 0 0 0 D 11 D0, 0.390 n 11.35 12.111717190203000 16B 30ad .., ` . ..,; 0.032 0.93 1.75.. 2133 2133.. 1986 3722 77: 0 77 72 w._ ..,_. 1,34. F 22A-tpm 1.180 34.34 0.00 2133 209 7177 0 77 18 618 0 6 c) AED excursion 0 18 Envelope loss/gain 24497 16747 1743 911 12 a) Infiltration 3633 1124 313 97 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 3900 0 Subtotal (lines 6 to 13) 28130 22691 2056 1007 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 28130 22691 2056 1007 15 Duct loads 29% 41% 8151 9353 29% 41% 596 415 Total room load 36281 32044 2651 1423 Air required (cfm) 13671 13671 100 61 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. PW 2018 -Sep -1810:56:14 4C -. 1_-_.__1"1--1 Right -Suite@ Universal 2018 18.0.27 RSU24009 Page t ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S 4F wrightsoft, Right -J® Worksheet Job: Hammer) Residence Entire House Date: 06-13-18 By: Joe Nowicki Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name Master Bath Master Bedroom 2 Exposed wall 22.5 ft 27.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 138.5 ft 1.0 x 324.0 ft 5 Room area 138.5 ft2 324.0 ftz Ty Construction U -value Or HTM Area (ftz) Load Area (ftz) Load number Btuh/ft2°F) Btuh/ft2) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 2ocs 0201 n,"5.85 4"41 115 115 673 667 0 0 0 Low E Vinyl (U 29 ` 0.330 n, 9.60 10.33 0 0 0 0 0 0 0 Low E Vinyl (U 29 0.330 n 9.60 10.33 0 0 0 0 0 0 0 0 GD- (U-.33, SHGC... n 9:60 9.91 0 0 0 0 0 0 1113A-2ocs 0.330 0.201 a 5.85 4.41 110 103 603 455 120 0 99 577 0 435 G 1OC-v 0.330 a 9.60 7.23 0 0 0 0 21 21 205 154 E --G Low E Vinyl (U=.29, 0.330 a 9.60 26.11 7 0 66 179 0 0 0 0 CGG Low E Vinyl (U=.29, 0.330 a 9.60 26.11 0 0 0 0 0 0 0 0 13A 2ocs 0.201 s 5.85 4.41 0 0. 0 0. 6 00 0 Low E Vinyl (U=.29''". 0.330 S:rl 9.60 10'72 0 0 0 0- 0 0 0 0 Low E Vinyl (U .29, 0.330 s 9.60 10.33 0 0 0 0. 0 0 0 0 0.600 s' 17.46 18.63 0 0 0 0 0 0 0 0 13A 2ocs 0.201 w 5.85 4.41 0 0 0 0 150 117 686 518 E Vinyl (U-29, 0.330 w 9;60, 26.11 0 0 0 0 33 0 314 853 P.. Low 129 0sw, a 0,097 2.82 1.77 0 0 0, 6. 0 p. p 0 12C-Osw 0.091 2.65 1.47 0 0 0 0 0 0 0 0 11_DO_, 0.390 n 11.35 12.11 0 0 0 0. C 16&30ad_; :, 0.032 0:93, 1.75 139 139 129 0 242 0. 324 0 324 0 F 22A7tqm 1.180 34.34 0.00 139 23 773 0 324 27 927 0 6 c) AED excursion 7 274 Envelope loss/gain 2243 1376 3011 2800 12 a) Infiltration 391 121 469 145 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 00 1 230 Appliances/other 0 600 Subtotal (lines 6 to 13) 2635 1497 3480 3775 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2635 1497 3480 3775 15 Duct loads 29% 41°/ 763 617 29% 41% 1008 1556 Total room load 3398 2114 4489 5331 Air required (cfm) 128 90 169 227 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. rw wrightsoft^ 2018 -Sep -1810:56:14 4C Right -Suite® Universal 2018 18.0.27 RSU24009 Page 2 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S wrightsoftW Right -J® Worksheet Job: Hammerl Residence Entire House Date: Joe N, s By: Joe Nowicki Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name Closet Kitchen 2 Exposed wall 3.5 ft 18.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 8.0 x 3.5 ft 1.0 x 344.0 ft 5 Room area 28.0 ftz 344.0 ftz Ty Construction Ll -value Or HTM Area (ftz) Load Area (ftz) Load number Btuh/ft2°F) Btuh/ftz) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 13A 2ocs ,` 0.201 n 5.85 4.41 0 00 0 125 78 457 345 Low E Vinyl (U=.29" . 0.330 n 9:60' 1033 0 6 0 0 47 0 450 484' Low E Vinyl (U .29, 0.330 n 9.66 10.33 0 0 0 0 0 0 0 0 II-GG SGD. U1.33, SHGC. 0.330 n 9.60 9.91 0 0 0 0 0 0 0 0 11 13A-2ocs 0.201 a 5.85 4.41 0 0 0 0 55 55 322 243 10C v 0.330 a 9.60 7.23 0 0 0 0 0 0 0 0 Low E Vinyl (U=.29, 0.330 a 9.60 26.11 0 0 0 0 0 0. 0 0 Low E Vinyl (U=.29, 0.330e 9.60 26.11 0 0 0 0 0 0 0 0 13A 2ocs 0.201 s .s .. 5.85 4.41 0 0 0 0 0 0 0 0 Low E Vinyl (U .29, 0.330 s 9.60 10.72 0 0. 0 0 0 0 0 0 Low E Vinyl (U .29, 0.330 s 9.60 10.33 0 0 0 0 0 1 0 0 0 D 11J0 0.600 s..17.46' 18.63 0 0 0 0 Q 0 0. 0. 13A-2ocs 0.201 w 5.85 4.41 35 35 265 154 0 0 0 0 E Vinyl (U=.29, 0.330 w 9.60 26.11 0 0 0 0 0 0 0 0 P _ _ Low 126 0sw_ . _. 0,097 2.82. 1.77 0 0 0 0 A R 12C-Osw 0.091 2.65 1.47 80 80 212 118 270 253 671 372 L -D 11 DO 0.390 n 11.35 12.11 0 0 0 0 17 17 190 203 16B,3Oatl .:,. _ . °- 0,032. 0.93_ 1.75 28 28 26 49 344 344... 320 600 F 22A-tpm 1.180 34.34 0.00 28 4 120 0 344 18 618 0 6 c) AED excursion 6 62 Envelope loss/gain 563 315 3028 2184 12 a) Infiltration 61 19 313 97 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 624 334 3341 3481 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 624 334 3341 3481 15 Duct loads 29% 41% 181 138 29% 41% 968 1435 Total room load 804 471 4309 4916 Air required (cfm) 30 20 162 210 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. ri- wrigF tsoft^ 2018 -Sep -18 10:56:14 r Right -Suite® Universal 2018 18.0.27 RSU24009 Pae 3 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S g wrightsoft Right -J® Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammerl Residence Date: 06-13-18 By: Joe Nowicki 1 Room name Great Room Living Room 2 Exposed wall 18.0 ft 22.0 ft 3 Room height 10.0 It heat/cool 10.0 It heat/cool 4 Room dimensions 1.0 x 326.8 It 1.0 x 266.0 ft 5 Room area 326.8 ft2 266.0 ft2 Ty Construction U -value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btu h ft2) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VVjj.11, 0.201 n 5.85 4. 180 84 t - -, 491 371. G Low E VinylsU 29, `; 0.330 n 9."60 1041 33 0 0 0 0 0 0 0 0 Low E Vinl (U 29, 0.330 n 9.60 10.33 0 0 0 0 0 0 0 0 SG D_- (U=.33, SHGC. 0.330 n _ 9.60. 9.91 96 0 922 951 0_ 0 0 0 11 Vh13A-2ocs 0.201 a 5.85 4.41 0 0 0 0 0 0 0 0 10C -v 0.330 a 9.60 7.23 0 0 0 0 0 0 0 0 Low E Vinyl (U=.29, 0.330 a 9.60 26.11 0 0 0 0 0 0 0 0 Low E Vinyl (U 29, 0.330 a 9.60 26.11 0 0 0 0 0 00 0 13A 2ocs 0.201 s , 5.85 4.41 0 0 0 0 185 1 33 779 58: Low E Vinyl (U 29, 0.330 s 9.60 10.72 0 0 0 0 0 0 0 0 Low E Vinyl (U .29, 0.330 s 9.60 10.33 0 0 0 0 28 28 267 287 D, 11JQ. ...._:.__ .. 0.600 s` 17.46; 18.63 0 0 0 0 24, 24 419 447 13A-2ocs 0.201 w 5.85 4.41 0 0 0 0 35 35 205 154 LowVinyl_(U .29,- w 9.60 0 0 0 0 0 0 P E 1213-0sw ... _.. " 10. 330, 0.097 2.82 26.11 1. 77 0 0 0 0 90 90 254 1 59, q 12C-Osw 0.091 2.65 1.47 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.35 12.11 0 0 0 0 0 0 0 0 C. .. 16E_30ad. 0.032 0.93' 1:75 327 327 304 570 266 266 248 p _ 464 F_ _ 22A-tpm 1.180. 34.34 0,00 327 18 618 0 266 22 755 6 c) AED excursion 58 44 Envelope loss/gain 2336 1835 2927 2056 12 a) Infiltration 313 97 382 118 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/other 600 300 Subtotal (lines 6 to 13) 2648 3221 3310 2474 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2648 3221 3310 2474 15 Duct loads 29% 41% 767 1328 29% 41% 959 1020 Total room load I 34161 4549 4268 3494 Air required (cfm) 129 194 161 149 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. 2018 -Sep -1810:56:14 AGS ._•- -. I—-• ..-° Right -Suite® Universal 2018 18.0.27 RSU24009 Page 4 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S wrightsoft® Right -J® Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammer) Residence Date: 06-13-18 By: Joe Nowicki 1 Room name Bedroom 3 Bedroom 2. 2 Exposed wall 37.5 ft 29.0 ft ' 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 211.0 ft 1.0 x 196.3 ft 5 Room area 211.0 ft2 196.3 ft2 Ty Construction U -value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz°F) Btu ft2) or perimeter ft) Bt h) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A 2ocs ' Lbw E Vin I 29 0 201 0330 n ; ns` 5 85 9'60 441' 10.33 140 0 121 0 705 0 532 0 0 0 0 0 0 0 0 0! Low. E Vinyl (U 29 0 330 o f 9:60 10.33 19 0 187" 201 0 0 0 0' SGD U n 33U SL 0 330 n 9:60: 9.91; 0 0 0 , 0 0 0 0. 11 13A-2ocs 0.201 a 5.85 4.41 145 145 848 640 150 0 150 877 662 10C -v 0.330 a 9.60 7.23 0 0 0 0 0 0 0 0 Low E Vinyl (U=.29, 0.330 a 9.60 26.11 0 0 0 0 0 0 0 0 Low E Vinyl (U=.29, 0.330 a 9.60 26.11 0 0 0 0 0 0 0I'll 0 Ar 13A 2ocs Low'E Vinyl (U 29 0 201 0.330 s s 5'85 o 960, 4.41: 10,72 0 0 0 0 0 0 0 0 146 2818 112 656 267 495 298 Low E Vmyl (U 29 0:330 s 9 60; 10.33 0 0 0 0- 0 0 9.600 s 174618.63 0 0 0 4. 0 0 4.: 0.. 0. 13A-2ocs 0.201 w 5.85 4.41 90 90 526 397 0 0 0 0 Low E Vlnyl (U 29 . 0.330 w 9.60 26.11 00 O 0 O , 0 0 0 0 0 0 12C-Osw 0.091 2.65 1.47 0 0 0 0 0 0 0 0 11 DO 0.390 n 11,.35 12.11 0 0 0 0 0 0 0 0 0:032 0.93: 1' 2,11 x;211 1"96 368 196 1,96 343 F 22A tom 1.180 34.34 0.00 211 38 1288 0 196 29 996 0- s 6 c) AED excursion 46 21 Envelope loss/gain 3750 2091 2979 1777 12 a) Infiltration 652 202 504 156 b) Room ventilation . 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 300 300 Subtotal (lines 6 to 13) 4402 2593 3483 2233 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4402 2593 3483 2233 15 Duct loads 29% 41% 1276 1069 29% 41%1 1009 920 Total room load 5678 3662 4493 3153 Air required (cfm) 214 156 169 135 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fjr wrigFftsoft 2018 -Sep -1810:56:14 M_ ^ Right -Suite® Universal 2018 18.0.27 RSU24009 Page 5 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S wrightsoft4 Right -J® Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammer) Residence Date: O&U-18 By: Joe Nowicki Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrig6tsoft^ 2018 -Sep -1810:56:14 Right -Suite® Universal 2018 18.0.27 RSU24009 Page 6 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S wrightsoft, Right -J® Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammerl Residence Date: 06-13-18 By: Joe Nowicki 1 Room name 13A-2ocs 0.201 laud 5.85 bth 2 3 Exposed wall Room height 0 0 0 ft 10.0 ft heat/cool 6.5 ft 10.0 ft heat/cool 4 5 Room dimensions Room area 0., 327 r. Q 247 9.5 x 5.0 47.5 ftz ft 10.0 x 65.0 ft2 6.5 ft a a a s s, s s w Ty Construction number U -value Btuh/ft? °F) Or HTM Btuh/ft2) Area (ftz) or perimeter (ft) 0 0 0 0 0 0 0 0 Load Bt h) Area (ftz) or perimeter (ft) 0 0 9 0 0 0 Q 0 Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S 9.60 2.82:. Heat Cool 0 A'0 0 0 0_` 6 0 0,'.. 13A 2ocs -, Low E VmyF(U 29 I'nw F.VinvLll I 9Q 0201 0.330 n 34r1 n n = m". 5 85; 9.60 Q an' 4:41 10 33 1n ..T1 0 0 n 0 0 11 n 0 0 n 0. 0 n w 0 0 1 0 0 0 0 11 LL/// 13A-2ocs 0.201 a 5.85 9:91 4.41 o 0 0 0 0. 0 0 0 0 65 n0 56 0., 327 r. Q 247 10C -v Low E Vinyl (U=.29, Low E Vinyl (U-29, 1„3A 2ocs Low E Vinyl (U 29 Low E Umyl (U 29 11 J0 .. 1 13A 2ocs 0.330 0.330 0.330 0:201 0;330 0330 0.600 0.201 a a a s s, s s w 9.60 9.60 9.60 5 85 9 60 9 60 17.46: 5.85 7.23 26.11 26.11 4.41 10 72 1033 18:63 4.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 87 0 0 0. 0 0 0 23.8 0' 0 0 0 Low E Vlnyl((29 0.330 0:097.._.„;; w 9.60 2.82:. 26.11 1.77. 0 A'0 0 0 0_` 0 0,'.. 0 0,0 0 0 Q_ 0 0 I 12C-0sw 0.091 2.65 1.47 15 15 40 22 0 0 0 0 D 11 DO 0.390 s n 11.35, 12.11 1.75. 0 48, 0 48 0 44 0_ 83 0 6565 0 0 01 F , N , 22A tom 1.180 34.34 0.00 48 0 0 0 65 7 223 0 6 c) AED excursion 12 14 Envelope loss/gain 84 93 698 612 12 a) Infiltration 0 0 113 35 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 84 693 811 647 Less external load 0 0 0 0 Less transfer 0 0 0, 0 Redistribution 0 0 0 0 14 Subtotal 84 693 811 647 15 Duct loads 29°% 41% 24 285 29% 41% 235 267 Total room load T108 978 1046 914 Air required (cfm) 4 42 39 39 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. wrightsoTt- 2018 -Sep -18 10:56:14 w,_.. ,e...,.-., Right -Suite® Universal 2018 18.0.27 RSU24009 Page 7 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S wrightsoft, Right -JO Worksheet Entire House Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Hammer) Residence Date: 06-13-18 . By: Joe Nowicki 1 Room name pant s 2 Exposed wall 0 ft 0 3 Room height 10.0 ft heat/cool 0 4 5 Room dimensions Room area 9.5 x 5.0 It 47.5 IF 291 Ty Construction U -value Or HTM Area (ft2) Load Area Load 0 number Btuh/ftz°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter 0 Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 0 0 6 h- 1 3A 2ocs Low E VmyF;(U 29 Low E Vmyl'(U 29 •: 7_ (U .:33 SHGC.. 0.201 0:330 0'330 u„, •.0330 n<. n: nx: v. n r: 5 85 9 60 9.60 9:60 4141 10:33 10;33 9.9j 0 0 0 0 0 0 0 0 0', 0 0, 0 0 0 0 428 0 11 Vh 13A-2ocs 0.201 a 5.85 4.41 0 0 0 0 4.41 0 0 113A v Low E Vinyl (U=.29, Low E Vinyl (U=.29, 0.330 0.330 0.330 a a a 9.60 9.60 9.60 7.23 26.11 26.11 0 0 0 0 0 0 0 0 0 0 0 0 0.330 w 9.60 26.11 61 13A 2ocs 0:201 s 5 851 4.41 0 0 0 0' 428 291 Low E Vinyl (U 29 0:330 s 9 60 10:72 0 0 0 0 0_ 0 0 Low E Vlnyl(U 29 0:330 s ;' 9.60, 10.`33 0 0 0 0 0 Appliances/other D 11jo'_ r -. - ,_ ..., A.600 s '; 17.46; 18:63 0 0 428 0 0 Less external load 13A 2ocs 0.201 w 5.85 4.41 0 0 0 0 0 Low E Vmyl (U 29, 0.330 w 9.60 26.11 00 14 0 0 428 291 P..._ 1,213'0 15 2:82, 1'.77 124 O A 9 Total room load 411 q—D 12C-Osw 0.091 2.65 1.47 145 21 145 384 213 1,1 DO 0.390 n 11.35 12.11 0 0 0 0 C„ .. 166_30ad, `=P., 0.032 0.93 1 ?5 x.:48 48' 44 83 t F _ 22A tpm _ 1.180 34.34 0.00 48 0 0 0 61 c) AED excursion 1-5 Envelope loss/gain 428 291 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 428 291 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 428 291 15 Duct loads 29% 41% 124 120 Total room load 552 411 Air required (cfm) 21 18 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wrighYsoft^ 2018 -Sep -1810:56:14 Right -Suite® Universal 2018 18.0.27 RSU24009 Page 8 ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S 1. a Duct System Summary Job: Hammed Residence wri91 et.sol t® Date: 06-13-18 Entire House By: Joe Nowicki Del -Air Heating & Air Conditioning 531 Codisco Way, Sanford, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM u ® III0 For: Weirstone 870 Brantley Dr, Longwood, FI 32779 Phone: 312-303-7893 Email: Justin@Weistone.com External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.20 in H2O 0.06' in H2O 0.14 in H2O 0.070 / 0.070 in H20 0.073 in/ 100ft 1367 cfm 191 ft Cooling 0.20 in H2O 0.06 in H2O 0.14 in H2O 0.070 / 0.070 in H20 0.073 in/100ft 1367 cfm YXxSuppl Bralnc:h Detail 'TableRAOrx . x .._a •>.. _. .fi e Name Design Btuh) Htg Cf m) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bedroom 2 h 4493 169 135 0.087 8.0 Ox 0 V I Fx 60.7 100.0 st3 Bedroom 3 h 5678 214 156 0.088 9.0 OX 0 VIFX 60.0 100.0 st3 Bedroom 3 WIC h 617 23 16 0.073 4.0 OX 0 VIFX 56.0 135.0 st3 Closet h 804 30 20 0.187 4.0 Ox 0 VIFx 4.7 70.0 Great Room C 2275 64 97 0.117 7.0 Ox 0 VIFx 35.0 85.0 stl Great Room -A C 2275 64 97 0.108 7.0 Ox 0 VIFX 44.7 85.0 stl Kitchen C 2458 81 105 0.122 6.0 Ox 0 VIFX 29.5 85.0. stl Kitchen -A C 2458 81 105 0.123 6.0 Ox 0 VIFx 29.1 85.0 SO Living Room h 4268 161 149 0.108 8.0 Ox 0 VIFx 44.0 85.0 SO Master Bath h 3398 128 90 0.125 7.0 Ox 0 VIFx 26.8 85.0 st2 Master Bedroom C 5331 169 227 0.129 9.0 OX 0 VIFx 23.8 85.0 st2 Master WIC h 2651 100 61 0.124 6.0 Ox 0 VIFx 28.0 85.0 st2 Mstr WC h 452 17 11 0.124 4.0 Ox 0 VIFx 27.8 85.0 st2 bth h 1046 39 39 0.090 4.0 Ox 0 VIFx 56.1 100.0 st3 laud C 978 4 42 0.181 4.0 Ox 0 VIFx 7.4 70.0 pant h 552 21 18 0.181 4.0 OX 0 VIFx 7.4 70.0 4 F.. 5 2s: A "vw "H+a, `v a 3v ax•--- ...- x c ... _ v e Su I Trunk DetailTable wrightsoft" 2018 -Sep -18 10:56:15 Right -Suite® Universal 2018 18.0.27 RSU24009 Page 1 CCX ...ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S Trunk Htg Clg Design VeloC Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 898 898 0.073 643 16.0 0 x 0 VinlFlx st3 Peak AVF 446 346 0.073 568 12.0 0 x 0 VinlFlx stl st2 Peak AVF 414 389 0.124 527 12.0 0 x 0 VinlFlx wrightsoft" 2018 -Sep -18 10:56:15 Right -Suite® Universal 2018 18.0.27 RSU24009 Page 1 CCX ...ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S tt - ,mar g w R' urn ° B!f ftdh De Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1367 1367 0 0 0 0 Ox 0 VIFx wrightsoft" 2018 -Sep -1810:56:15 1" . w,<r• ..w «ma<, Right -Suite® Universal 2018 18.0.27 RSU24009 Page 2 AM'- ...ng\Files\WeirstoneLLC\HammerlRes\HammerlRes.rup Calc = MJ8 House faces: S Must have a MInIMuM clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. V) W W z J CC) ry V) W O U H 2:: Ld Q M LL- 3= rl_I Rating o w > z J Z o w F- QDQoQ mCLJWin HAMMERL NELSON RESIDENCE 4 .395- O CT -211$ Ire ;[ 1m Ok to construct single family home with setbacks and impervious area shown on plan. A., O V 51.02 U I 51.14 a I FOUND 3/8" j IRON ROD 51A&_ EAST 52.20' (R) N 89'3014 E 52.58' (M) 569'00'00"E 38.28' (R) 68'37'29"E 38.40' (M) EAST 50.76 C3 S89'58'39'E vv1 + + 50.33 _ X X BASIS PF BEARING i + 50.56 S89'58'39"E O ' -\ 69.27' (M&R N 1.01 N I\ +50.49 N \3- PROPOSED MILLED ASPHALT DRIVE x 51.08 u I N I f\ wvlO O C11N} 5 P1 \ o Z z, 1 I k f.04 POINT OF BEGINNING x I 51.02 ELEVATIONS BASED ON SEMINOLE COUNTY BENCHMARK NORTH DESIGNATION #4572801 NAVD 88 DATUM. DESIGNATION 3. SUBJECT PROPERTY LIES WITHIN ZONE X ACCORDING OHU •-- TO THE NATIONAL FLOOD INSURANCE PROGRAM RATE MAP, PANEL NUMBER 12117CO07OF, DATED 51.94 SEPTEMBER 28, 2007. Ln 66.0' 4. TO THE FULLEST EXTENT POSSIBLE, STORMWATER PROPOSED SEPTIC 57.02 I 151.18 CONCRETE DRIVE 7 +50.49 5. STORMWATER RUNOFF SHALL NOT DE DIRECTED TOWARD NEIGHBORING PROPERTIES. SWALES SHALL BE OO50. INSTALLED, IF REQUIRED, TO DIRECT STORMWATER TO 50.89 THE DIRECTION INDICATED ON THE LOT GRADING SITE BENCHMARK DETAIL. 0 o.• 50.92/ 50.47+ 0 SET MAG NAIL AND BOOK 6867, PAGE 791 I o ELEVATION=50.16' x n1 0. 50.79 h 50.43 1. 761 Y. 50. FF EL It 51.84 49.66 QC1 moi I rN I a m 1 x j moo I 3A..7 34. 0 27.0' NDN 1 r to I 1+.61.05 woe 49.9 j 1 1 50.49 + ym 1 x 50.38 50.88 +50.40 49.22 1 49.71 1 I I I I I 1 I 1 m c c 49.21 CDMHN. 26 : 26 x\ I 3599........ 50.62 Olpo a 5 1 49.76 C-4 5T'51.33- bD.5B 10' BUILDING 1 51.05- -__ 21. SETBACK I II 10.0' X1.03 49.27 x I -------------------------- r ;•, +50.54 49.22 C4 52.22-+51.90 PROPOSED MILLED ASPHALT DRIVE x 51.08 u I N I f\ wvlO O C11N} 5 P1 \ o Z z, 1 I k f.04 POINT OF BEGINNING NOTE: ALL SWALES, BERMS AND SIDE SLOPES TO BE SODDED. 6TCHmQGRADE MATCH3.1 SL 3--1 M SOQ/_ GRADE m w 6" MIN. b'" N TYPICAL SWALE DETAIL i. X_ _ SCALE: NTS 50./+ 50 NOTES 4 V 1: SURVEY INFORMATION -PROVIDED BY REPUBLIC NATIONAL JOB NUMBER 180830 DATED 8/24/18. v\I ELEVATIONS BASED ON SEMINOLE COUNTY BENCHMARK NORTH DESIGNATION #4572801 NAVD 88 DATUM. DESIGNATION 3. SUBJECT PROPERTY LIES WITHIN ZONE X ACCORDING OHU •-- TO THE NATIONAL FLOOD INSURANCE PROGRAM RATE 508 ti MAP, PANEL NUMBER 12117CO07OF, DATED atz SEPTEMBER 28, 2007. Ln 66.0' 4. TO THE FULLEST EXTENT POSSIBLE, STORMWATER PROPOSED SEPTIC RUNOFF SHALL BE DIRECTED TO THE STREET. A DESIRED MINIMUM SLOPE OF 1% SHALL BE CONCRETE DRIVE MAINTAINTED FOR GRADING. I 5. STORMWATER RUNOFF SHALL NOT DE DIRECTED TOWARD NEIGHBORING PROPERTIES. SWALES SHALL BE OO50. INSTALLED, IF REQUIRED, TO DIRECT STORMWATER TO SET MAG NAIL THE DIRECTION INDICATED ON THE LOT GRADING SITE BENCHMARK DETAIL. 6. ALL GRADING SHALL BE ON-SITE ONLY. NOTE: ALL SWALES, BERMS AND SIDE SLOPES TO BE SODDED. 6TCHmQGRADE MATCH3.1 SL 3--1 M SOQ/_ GRADE m w 6" MIN. b'" N TYPICAL SWALE DETAIL i. X_ _ SCALE: NTS 50./+ 50 1G a Se7BACK 8 O 4 f 00 n OHU •-- C\4 N 508 ti 22 1' 1G a Se7BACK 8 50. 9 4 f U --- OHU •-- O 1 atz LO Ln 66.0' PROPOSED SEPTIC 50 PROPOSED CONCRETE DRIVE 50.15 1' A/ a 014.3' 12.T 8 50. 9 4 f U --- OHU •-- O 1 LO Ln 66.0' PROPOSED SEPTIC WEST PROPOSED CONCRETE DRIVE SITE BENCHMARK 1 I 50.53 +50.1b50.58 OO50. SET MAG NAIL O SITE BENCHMARK OFFICIAL RECORDS BOOK 6867, PAGE 791 PROPOSED I SET MAG NAIL AND BOOK 6867, PAGE 791 I ELEVATION=50.16' 1 -STORY 1 0. 1 RESIDENCE+50.15 1 1. 761 5).62 50. FF EL It I 49.66 moi I rN I a m 1 0' 51.50' j moo I 3A..7 34. 0 27.0' NDN 1 r to I u ..... woe 49.9 j 1 11 1 ym 1 N 50.1 O! 49.22 y`" 49.71 1 I I I I I 1 I 1 m c c 49.21 CDMHN. 26 : 26 x +49.64 '2 I y hOlpo a 5 1 49.76 C-4 O 1 I II 10.0' 32 49.27 I -:-1I -------------------------- 49.39 49.22 50.52 51.22 50.16 WEST *a 114.52 : R a 8 g6 a OHU -- OHu'- OH U --- OHU --- - I U -- OHU --i- OHU OHU -1' OHLI - -- - OHU •-- OHU OHU---OHU 1 S89'56'16"W F m WEST SITE BENCHMARK 1 I 15' INGRESS/EGRESS EASEMENT SET MAG NAIL O SITE BENCHMARK OFFICIAL RECORDS BOOK 6867, PAGE 791 ELEVATION=49.29' I SET MAG NAIL AND BOOK 6867, PAGE 791 ELEVATION=50.16' 1 0. 1 110cZi It o umi I rN I a m 1jmooI I I NDN 1 r to I woej 1 11 1 ym 1 1 1 1 I I I I I 1 I 1 I 1 I 1 I I I 1 I 1 I I I I 1 1 I 1 I 1 1 I 1 I I I I 1 1 I I 1 1 1 I 1 I 1 I I 1 1 I g,: 3LumberdesinvaluesareInaccordancewithANSI/TPI 1 section 6. These truss designs rely on lumber values established by others. MV M3a RECORD COPY M!Teki i RE: 746822 - Hammed Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam F 3P610-4115 Customer Info: Weirstone builders Attn: Justin Project Name: Hammed Residence fo el: Lot/Block: Subdivision: Address 480 Needles trail City' Longwood State: FI 32779 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 41 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I,am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Truss Name Date 1 IT15015975JAl 9/6/18 118 1 T15015992 B21 9/6/18 12 1 T150159.761 A2 19/6/18 119 1 T1 501 5993 1 B21 19/6/18 13, 1 T1 5015977 1 A3 19/6/18 120 f T15015994 1 CJ 1 19/6/18 4 1 T1 5015978,1 A4 19/6/18 12,1 1 T15015995 1 CJ 1 A 19/6/18 1 15 1 T1 501 5979 1 B7 19/6/18 122 1 T15015996-1.CJ3 19/6/18 1 16 1 T1 5015980 1 B7A 19/6/18 123 1 T15015997 1 CJ5 19/6/18 7 T1 5015981 1 B9 19/6/18 124 1 T1 5015998 1 CJ5A 19/6/18 18 1 T1 5015982 1 B11 19/6/18 125 1 T150159.99 1 D 19/6/18 19 1 T1 5015983,1 Ell 1A 19/6/18 126 1T1 5016000 1 D1 19/6/18 1 110 1 T15015984 1 613 9/6/18 127 1 T1 5016001 1 D2 19/6/18 1 11 13150159851 B13A 19/6/18 128 1 T15016002 1 D7 19/6/18 1 112 1 T1 5015986 1 B15 19/6/18 129 1715016003 D9 19/6/18 1 113 I T1 5015987 1 B15A 19/6/18 130 1 T15016004 1 EJ5A 19/6/18 114 1715015988 1 B17 9/6/18 131 1 T15010005 1 EJ7 19/6/18 1 115 T1501 5989 1 61 7A 19/6/18 132 1 T1 5016006 1 G1 19/6/18 1 116, T1 5015990 1 B19 19/6/18 133 1 T1 5016007 1 H1 119/6/18 1 117 T15015991 1 B1 9A 19/6/18 134 1 T1 5016008 1 H2 19/6/18 1 The truss drawing(s) "referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by American Builders Supply, Inc.. Truss Design Engineer's Name: Velez, Joaquin My license, renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE. The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building.design per ANSI/TPI 1, Chapter 2. sp,NFORD SRV\ . i 8- 3957 IN G E•N S c.; r . 0 68182 TATE OF .` 4U Z ell 10NA1- IM 11110, Joa uln V ez PE No.68182 MIT us Inc. FL Cert 6634 6 Pa East Blvd. Tampa FL 33610 V September 6,2018 . Velez, Joaquin 1 of 2 RE: 746822 - Hammed Residence Site Information: Customer Info: Weirstone builders Attn: Justin Project Name: Hammerl Residence Model• Lot/Block: Subdivision: Address: 480 Needles trail City: Longwood State: FI 32779 No. Seal# Truss Name Date 135 1 T15016009 HJ5A 9/6/18_ 136. 1 T15016010 1'HR 1-9/6/18 137 1 T15016011 1 HV1 19/6/18 138 1 T1 5016012 1 HV2 19/6/18 139 1 T15016013 1 HV3 19/6/18 1 140 , 1 T15016014 1 HV4 19/6/18 141. 1 T15016015 1 HV5 19/6/18 1 2of2 Job Truss Truss Type t Qty Ply BCLL 0.0 i BCDL i' 10.0 9-9-14 746822 Al COMMON 6 0,0-3-0,[8:0-3-0 0-3-0] American tswlders supply, winter maven, t -L 3388u 7-0-0 12-10-2 1 17-9-0 7-0-0 5-10-2 4-10-14 NOP2: cn d0 6.00 12 22-8-0 27-7-0 4-11-0 4-11-0 5x8 = 5 Hammerl Residence 715015975 1 Job Reference o tional 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:02 2018 Page 1 1bOJMYzLPJDY9u4yhMIO-j5EfLgcZSllqo_Yrg1Yg6?vOtR9uhQID_2b7rtygOOp 32-5-14 36-0-3 40-4-0 - 45-4-0 . 4L -4p 4-10-14 3-6-5 4-3-13 5-0-0 -0- 27 Scale = 1:84.1 4 i 18 17 2U Ib au 15 ai w — 13 12 4x6 —_ 2x4 I I 3x8 = 3x6 = 3x8 4x6 _ 3X6 = 3x8 = NOP2X STP = 3x6 = Plate Offsets (X,Y LOADING (psf) TCLL 20,.0 TCDL 7.0 BCLL 0.0 i BCDL i' 10.0 7-0-0 12-10-2 22-8-0 32-5-14 36-0-3 45-4-0 7-0-0 5-10-2 9-9-14 9-9-14 3-6-5 9-3-13 0,0-3-0,[8:0-3-0 0-3-0] SPACING- 2-0-0 CSI. DEFT- in (loc) I/dell Ud' PLATES GRIP Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.29 12-24 383 360 MT20 244/190 . Lumber DOL 1.25 BC 0.57 Vert(CT) 0.23 12-24 494 240 Rep Stress Incr YES WB 0.51 Horz(CT) 0.02 10 n/a n/a Code FBC2017ITP12014 Matrix -AS Weight: 275 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD ,2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 14-16: 2x4 SP M 30 WEBS 1 Row at midpt 4-17, 6-15; 6-13 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 17=0-3-8. lb),- Max Horz 1=-376(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-134(LC 12), 17=-623(LG 12), 12=-716(LC 12), 10=-291 (LC 12) Max Grav All, reactions 250 Ib or less at joint(s) except 1=376(LC 21), 17=1653(LC 17), 12=1258(LC 1), 10=324(LC 22) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-407/182, 2-3=-107/357, 3-4=-57/326, 4-5=-570/425, 5-6=-546/433, 6-7=-498/330, 7-8=-4611213 BOT. CHORD 1-18=-130/444; 17-18=-130/444,,15-,1-7=-60/389,13-15=0/509I 12-13=-171/276 WEBS 2-17=-585/403, 3-17=-296/259, 4-17=-931/353; 4-15=0/352, 8-13=-195/819, 8-12=-1143/388, 9-12=-348/427 NOTES- (8) 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL_4.2psf; h=25ft; B t5ft; L=45ft; eave=6ft; Cat. Il; Exp C; Encl:, GCpi=O.l 8; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 4-6-6, Interior(1) 4-6-6 to 22-8-0, Exterior(2) 22-8-0 to 27-2-6 zone; porch right exposed;C-C for members and forces &, MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other'members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 1, 623 Ib uplift at joint 17, 716 Ib uplift at joint 12 and 291 Ib uplift at joint 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) 726551 R Joaquin Velez PE No.68182 WiTBk USA, Inc- FIL Cert 8834 6904 Parke East 81yd. Tampa FL 33610 Date: September 6,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev, 10/03/2015 BEFORE USE. , Design valid for use only with MiTek© connectors, This design is based only upon parameters shown, and is for Individual building component not r a truss system. Before use, the building designer must verify the applicability of design poramelers and property incorporate this design Into the overall A GGG003 building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1i (Tew - Is always requiredfor stability and to prevent collapse. with possible personal injury and property. damage.:For general guidance regardirxl the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAfSVMI1 Quality C/Bedd, DSB-89 and SCSI Buld/ng Component 6964 Parke East Blvd. Safety Mtonnatbrlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply Hammer) Residence LOADING (psf) SPACING- 2-0-0 715015976 '. 746822 A2 COMMON 2 1 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.31 14-16 Job Reference (optional) American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep" 609:54:04 2018 Page 1 ID:ZrguC3kmbOJMYzLPJDY9u4yhMl O-gULPmWep_vYY1 liEnSa8CQ_LiFkw9E8W RM4Ewmyg09n 4-3-13 13-0-0 17-9-0 22-8-0 27-7-0 31-0-3 38-4-0 45-4-0 1-4i0 4-3-13 8-8-3 4-9-0 4-11-0 4-11-0 3-5-3 7-3-13 7-0-0 -0- ` F 5x8 = Scale = 1:89.8 i 6.00 F12 5 25 l 3x6 3x6 424 6 1 0 17 4x6 = NOP2X STP` 2x4 11 16 2/15 28 i4 29 13 12 1-11 3x6 = 4x6 = 3x8 = 3x8 = NOP2X STP = 2x4 I 7x8 = 3x6 = 1- 4-0-0 4113.. 13-0-0 1 22-8-0 7-3-13 7-0-0 h9ale uuseis iA,Y)--. IJ:U-J-U,V-J-Ut; l/:U-J-U,U-3-.Uj Itl:U-3-U"V-3-4J LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud i TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.31 14-16 999 360 . TCDL7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0:46 14-16 689 240 a BCLL 0.0. *' Rep Stress Incr YES WB 0.84 Horz(CT) 0:02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS: (Ib/size) 17=1233/0-7-10, 12=1776/0-7-10, 9=399/0-7-10 Max Horz 17=-376(LC 10) Max Uplift 17=-477(LC 12), 12=-1072(LC 12), 9=-379(LC 12) Max Grav 17=1319(LC 17), 12=1776(LC 1), 9=435(LC 22) FORCES. (Ib) Max. Comp./Max. Ten.' - All forces 250 (lb) or less except when shown. TOP'CHORD . 2-3=-1047/379, 3-4=-1065/558, 4-5=-527/348, 5-6=-553/359, 6-7=-141/405, 7-8=-283/451; 8-9=-422/491 BOT CHORD 16-17=-392/271; T4-16=-11/840,12-14=-601355,11-12=-281/334, 9-11= 2901337 WEBS 2-17=-1196/630;2-16=-249!996, 3-16=-429/374, 4-16=-280/516, 4-14=-517/390, 1.0 ro PLATES GRIP MT20 244/190 Weight: 270 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied: 1 Row at midpt 4-14,6-12 6-14=-228/696, 6-12=-1137/584, 7-12=-327/278, 8-12=-666/919; 8-11=-389/298 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C;:Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 4-3-13, Interior(1) 4-3-13 to 22-8-0, Exterior(2) 22.8-0 to 27-2-6 zone; porch_ right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates.are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the,bottom chord in all areas where a rectangle.3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 Ib uplift at joint 17, 1072 Ib uplift at joint 12 and 379 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) 726551 R WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE.PAGE MSI -7473 rev, 70!03/2015 BEFORE USE. Design valid for use only with Ml1ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, 1he building designer must verity the applicability, of design parameters and properly incorporate this design intothe overall building design. Bracingindicated is to prevent buckling of Individual truss web and/or chord membersonly. Additional temporary and permanent bracing is always required for stability and topreventcollapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeAA[SW11 Qualdy Cirfeda, DS8-89 and SCSI Building Component Safety Infonnat/onavaliable from Truss Plate Institute, 218 N. lee Street, Suite. 312, Alexandria, VA 22314: , . -- Joaquin Velez PE No.68182 I&Tek USA, Inc- FL Cert 6834 6904 Parise East Blvd. Tampa FL 33610 Date: September 6,2018 6904 Parke East Blvd. Tampa, FL.. 33610 Job Truss Truss Type Qry Ply Hammed Residence 7x8 = T150Y5977 47 1 -2 22-8-0 31-0-3 38-4-04-6-_ 1 1746822A3COMMON LOADING (psf) SPACING- 2-0-0 Job Reference optional) DEFL. in (loc) Ildefl Uri 8.130 s Mar 11 2018 MiTek Industries, Inc: 'Thu Sep 6 09:54:05 2018 Page 1 ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-80vo_sfSlDgPfSHQL95NkeXX8e5auhOfg?goSCygO9m 27-7-0. American Builders Supply, Winter Haven, FL 33880 4-6-1 12-10-2 4-6-1 8-4-1 6.00 12 5x8 = 5 25 Scale.= 1:89.8. I 10 ,6 1.7 16 a 10 — 14 — 12 11 2x4 II 3x8 — 3x6 = 3x8 = NOP2X STP = 2x4 11 4x6 = axs — 7x8 = T150Y5977 47 1 -2 22-8-0 31-0-3 38-4-04-6-_ 1 1 1 7-0-0p- PlateOffsets(X Y)- [3:0-3-0,0-3-0],[70-3-0 0-3-0] [8:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 Job Reference optional) DEFL. in (loc) Ildefl Uri 8.130 s Mar 11 2018 MiTek Industries, Inc: 'Thu Sep 6 09:54:05 2018 Page 1 ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-80vo_sfSlDgPfSHQL95NkeXX8e5auhOfg?goSCygO9m 27-7-0. 21--3 3B4 - 3B-4-0 45-4-0' 40-410 4-11-0 3-5-3 7-3-13 7-0-0 1-0-0. .. 5x8 = 5 25 Scale.= 1:89.8. I 10 ,6 1.7 16 a 10 — 14 — 12 11 2x4 II 3x8 — 3x6 = 3x8 = NOP2X STP = 2x4 11 4x6 = axs — 7x8 = 3x6 47 1 -2 22-8-0 31-0-3 38-4-04-6-_ 1 5-4-0 - - 4_8 _ 1 g 9-9-14 8-4-3 7-3-138.2_g 7-0-0p- PlateOffsets(X Y)- [3:0-3-0,0-3-0],[70-3-0 0-3-0] [8:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.22 16-17 >465 360 MT20 244/90 TCDL 7:0. Lumber DOL 1.25 BC 0.90 Vert(CT) -0.4614-16 >472 240 BCLL 0.0"* Rep Stresslncr YES WB 0.84 Horz(CT) 0.01 12 n/a n/a r BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 270 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 5-14, 6-12 REACTIONS. All bearings 0-7-10 except Qt=length) 16=0-2-10, 17=0 -3 -8 - lb) - Max Horz 17=-376(LC 10) Max Uplift - All uplift 10.0 Ib or less at joint(s) except 16=-537(LC 12), 12=-886(LC 12), 9=-407(LC 12), 17=-520(LC 12) ` Max Grav All reactions 250 Ib or less at joint(s) except 16=1046(LC 17), 12=1360(LC 1), 9=471'(LC 22), 17=640(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-273/316, 4-5=-3441245, 5-6=-341/256, 6-7=-76/252, 7-8=-217/297, 8-9=-501/554 BOT CHORD 1-17=-218/297,16-17=-465/315,14-16=-1 36/369,12-14=-75/375,11-12=-338/404, 9-11=-346/408 WEBS ' 2-17=-500/417, 3-16=-425/367, 4-16=-533/137, 6-14=-76/340, 6-12=-665/364, 7-12=-324/277, 8-12=-666/916, 8-11=-386/299 NOTES- (9) " 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl.','GCpi=0.18; MW FRS (directional) and C- C Exterior(2) 0-0-0 to 4-6-1, Interior(1) 4-6-1 to 22-8-0, Exterior(2) 22-8-0 to 27-2-6 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless" otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10:Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 16. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 16, 886 Ib uplift at joint 12, 407 Ib uplift at joint 9 and 520 Ib uplift at joint 17. 8), This truss design requires that aminimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied' directly to the bottom chord. 9) 726551 R Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cert 6834 8804 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. not tf ty Designvalidfor usc: only with MiTekO connectors. This design !,..based only upon parameters shown, and is for an Individual building component. Cy - a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall ciBracingindicatedistobucklingofIndividualtrussweband/or chord only. Additional temporary and permanent brang TK Cbuildingdesign. members is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding. the - Ie - 69o4.Parke Blvd. fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSUVII Quality Ci ferfa, DSB-89 and BCSI60dirtg Component East Safety Informottonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, " Tampa, FL 33610 - Job Truss Truss Type Qty Ply Hammer) Residence I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 746822 A4 COMMON 2 1 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.18 10-12 999 240 American t3uilaers Supply, Winter Haven, FL JJ880 7-0-0 15-1-10 22-8-0 N01`2 6.00 12 715015978 Job Reference optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:072018 Page 1 1D:ZrguC3kmbOJMYzLPJDY9u4yhM10-431 YPXgiGgw7ulRpSa7rp3cs7StKMZMy7JJuX4ygO9k 31-0-3 38-4-0 45-4=0 4$-4,0 8-4-3 7-3-13 7-0_- 1-0- 5x8 MT20HS = 4 15 14 13 26 12 2r 11 10 4x6 — 2x4 II 3x6 = 3x8 = NOP2X STP= 3x6 = 6x6 = 3x6 = 7-0-0 15-1-10 22-8-0 31-0-3 38-4-0 7-0-0 8-1-10 7-6-6 8-4-3 7-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.14 9-21 999 360 TCDL. 7.0 , Lumber DOL 1.25 BC 0.49 Vert(CT) 0.18 10-12 999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Scale =1:93.4 I e i 7 m1b 8 0 9 46 2x4 I 45-4-0 7-0-0 PLATES GRIP' MT20 244/190 MT20HS " 187/143 - Weight: 248 lb FT = 20% LUMBER BRACING - TOP CHORD2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No -3 WEBS 1 Row at midpt 2-13,4-12 REACTIONS. All bearings 0-7-10 except Qt=length) 13=0-3-8. lb) - Max Horz 1=-376(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-176(LC 12), 13=-502(LC 12), 10=-825(LC 12), 7=-426(LC 12) Max Grav All reactions 250 Ib or less at joint(s) except 1=451(LC 21), 13=1449(LC 17), 10=1215(LC 1), 7=487(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-593/273, 2-3=-118/379, 3-4=-283/239, 4-5=-251/240, 5-6=-1 60/278, 6-7=-528/600 BOT CHORD 1-15=-108/644,13-15=-109/640,12-13=-240/322,'10-12=-197/432, 9-10=-368/426, 7-9=-377/430 WEBS 2-15=0/324,2-13=-759/475,3713=-903/420, 3-12=-19/384, 4-12=-315/175, 5-12=-1421318, 5-10=-777/570; 6-10=-634/893, 6-9=-3921294 NOTES (8)' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3,secondgUst) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18MWFRS.(directional) and C -C Exterior(2) 0-0-0 to 4-6-6, Interior(1) 4-6-6 to 22-8-0, Exterior(2) 22-8-0 to 27-2-6 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are.MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss,has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint 1, 502 Ib uplift at joint 13, 825 Ib uplift at joint 1.0 and 426 Ib uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be,applied directly to the bottom chord. 8)_ 7265511 M!1-7473 rev. 1010312015 BEFORE USE. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE -. Design valid Tel use only with MITek© connectors. this design is based only upon. parameters shown, and is for an individual building component, not a truss systen. Before use, the !wilding designer must verify the applicability of design parameters and properly incorporate [his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance. regarding the fabrication, storage, delivery, erection andbracing of trusses and truss systems, seeANS&7Pl1"AuatByCtBeda; DSB-89 and BCS1 BuBdktg Component Safety Infonna/bnavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA122314.. , Joaquin Velez PE t4o.68182 WTek USA, Inc_ FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 . Mitek" 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence 715015979 46822 67 HIP GIRDER 1 1 Job Reference (optional) American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:33 2018 Page1 I D:ZrguC3kmbOJMYzLPJ DY9u4yhM t O-J3bNsQ_09gC R01Qo_2bxtYhFnxenS KE n6McGRaygO9K 4040. " 1-0- 3-:.,4 7-0-0 1210-2 17 -ti -5 23-0-8 28-1-10 33-2-13 38-4-0 - 9-3- 0- 3-9 3-2-12 5-10-2 5-1-3 5-15-i-3 5-1-3 -11 1-o ale = 1:70.3 i J L - NAILED 5xBMT20HS= NAILED NAILED NAILED NAILED NAILED NAILED NAILED _ 2x4 11 Special 2x4 11 7x8 = 2x4 1 5x8 = 2x4 11NAILEDNAILEDNAILEDNAILEDNAILEDNAILED NAILED 5x6 = - 6.00 12 7 10 11 12 3x4 3 roN6 NOP2X STP = a 1 2 ., 0 22 21 41 42 20 43 19 44 18 45 46 17 47 1648. 49 t5 50 51 14 52 53 54 13 2x4' I I 3x4 = 7x8 4x12 = 2x4' I3x6 = NAILED NAILED 3x6 = 2x4 NAILED 4x6 = NAILED 5x10 = NAILED 6x6 = Special. NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED - SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 7-0-0 12-10-2 17-11-5 23-0-8 28-1-10 33-2-13 38-11-12 39r$-4 3-9 4. 3-2-12 5-10-2 5-1-3 5-1-3 5-1-3 5-1-3 5-8-15 0- -8 Plate Offsets (X,Y)-- [4:0-6-0,0-2-81, [8:0-4-0,0-3-01 [10:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.18 15-17 >999 360 MT20 244/190 TCDL 7.0 J L - NAILED 5xBMT20HS= NAILED NAILED NAILED NAILED NAILED NAILED NAILED _ 2x4 11 Special 2x4 11 7x8 = 2x4 1 5x8 = 2x4 11NAILEDNAILEDNAILEDNAILEDNAILEDNAILED NAILED 5x6 = - 6.00 12 7 10 11 12 3x4 3 roN6 NOP2X STP = a NAILED L - NAILED 5xBMT20HS= NAILED NAILED NAILED NAILED NAILED NAILED NAILED _ 2x4 11 Special 2x4 11 7x8 = 2x4 1 5x8 = 2x4 11NAILEDNAILEDNAILEDNAILEDNAILEDNAILED NAILED 5x6 = - 6.00 12 4 26 27 528 29 30 6 31 32 733 34 35 8 36 37 38 9 39 40 10 11 12 3x4 3 roN6 NOP2X STP = a 1 2 ., 0 22 21 41 42 20 43 19 44 18 45 46 17 47 1648. 49 t5 50 51 14 52 53 54 13 2x4' I I 3x4 = 7x8 4x12 = 2x4' I3x6 = NAILED NAILED 3x6 = 2x4 NAILED 4x6 = NAILED 5x10 = NAILED 6x6 = Special. NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED - SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 7-0-0 12-10-2 17-11-5 23-0-8 28-1-10 33-2-13 38-11-12 39r$-4 3-9 4. 3-2-12 5-10-2 5-1-3 5-1-3 5-1-3 5-1-3 5-8-15 0- -8 Plate Offsets (X,Y)-- [4:0-6-0,0-2-81, [8:0-4-0,0-3-01 [10:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.18 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.29 15-17 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.91 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MSH Weight: 221 ib T = 20% LUMBER-.' : BRACING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, 4-6:2x4 SP M 30 - except end verticals: BOT CHORD 2x4 SP Not *Except* BOT CHORD Rigid ceiling djrectly'applied or 5-0-8 or; bracing. 13=16:2x4 SP M 30 WEBS 1 Row at midpt 4-20,6-20 WEBS 2x4 SP No.3 REACTIONS:, (Ib/size) 2=164/0-7-10,20=4341/0-3-8 (req. 0-5-2), 13=1916/0-6-14 Max' Horz 2=210(LC 7) Max.Uplift 2=-228(LC 25), 20=-1969(LC 8), 13= 909(LC 8) Max Grav 2=275(LC 13), 20=4343(LC 17),-13=1922(LC 18) FORCES. (lb) -Max; Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-237/275, 3-4=-191/380, 4-5 1054/2331, 5-6=-1 054/2331, 6-7=-2483/1200, 7-8=-2483/1200,' 8-9=-2355/1146,,9-10-1-2355/1146 BOT CHORD- 2-22=-287/307,;21-22=-287/307, 20-21=-347/215, 18-20=-297/646, 17-18=-297/646, 15-17=-1374i2997''„14-15--1374/2997, 13-14= 243/419 I WEBS 3-21=-328/205;,4-23=-108/696, 4-20= 2447/1094, 5=20=-702/563, 6-20=-3585/1623, 6-18=0/386, 6-17=-1021/2253, 7-17==629/519, 8-17=-640/301, 8-15=0/388, 8-14=-783/361,9-14=-604/504, 10-14=-1029/2369, 10-13=-1 765/960 NOTES- ; (12} . 1) Unbalanced roof live loads have been considered.for this design. 2) Wind: ASCE.7T10; Vutt=140mph (3 -second gust) V,asd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft;'L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding: 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed fora live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)"WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 8) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2, 1969 Ib uplift at joint 20 and 909 1b -uplift at joint 13. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided' sufficient to support concentrated load(s) 273 Ib down and 311 Ib up at 7-0-0, and 13 Ib down and 30 Ib up at 39-2-8 on top chord, and 375 lb down and 133 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) 726551 R LOAD CASE(S) Standard, Joaqu{n`Velez PE No.68182 MiTek USA, Ino- FL Cert 6634 66114 Parke East Blvd. Tampa FL 33616 Date: September 6,2018 WARNING- "Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. la,03/2015 BEFORE USE: Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this desi.1n into the overall qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIfTek° ; is always. required for stability and to prevent collapse with possible peisonal'injury and poperly damage: For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of tmsses.and truss systems,.seeANS&VI/. Qua/By CAteda, DSB-89 and BCSI Bu®d/ng Component 6904 Parke East Blvd. Safety krfotmationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,_FL 33610 Jobe Truss Truss Type , Qry Ply Hammed Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 715015979 746822 B7 HIP GIRDER 1 1 Lumber DOL 1.25 BC 6.92 Vert(CT) -0.29 15-17 >999 240 MT20HS Job Reference (optional) BOLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MSH Weight: 221 Ib FT=20% LUMBER? BRACING - TOP CHORD '2X4 SP No.2 *Except* American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:33 2018 Page 1 4-6: 2x4 SP M 30 ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-J3bNsQ 09gCROIQo_2bxtYhFnxenSKEn6McGRayg09K BOT CHORD 2x4 SP N0.2 *Except` BOT CHORD 40-4-0 1-0- 3-9-4 7-0-0 12-10-2 17-11-5 23-0-8 28-1-10 33-2-13 38-4-0 9-3- " 0- 3-9-4 3-2-12 5-10-2 5-1-3 5-1-3 5-1-3 5-1-3 5-1-3 11`- 1-O ale = 1:70.3 g NAILED l NAILED 5x8MT20HS= NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x4 11 Special 2x4 17x8 NAILED NAILED NAILED 2x4 i 5x8 = 2x4 11 NAILED NAILED NAILED NAILED 5x6 = 6.00 12 " 4 26 27 528 29 30 6 31 32 733 34 35 8 36 37 38 9 39 40 10 11 12 Jobe Truss Truss Type , Qry Ply Hammed Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 715015979 746822 B7 HIP GIRDER 1 1 Lumber DOL 1.25 BC 6.92 Vert(CT) -0.29 15-17 >999 240 MT20HS Job Reference (optional) Q 0 41 42 7X8 — 43 19 44 45 46 11 41 bu bl bz bs 04. 3x6 = 2x4 II 3x4 = NAILED NAILED 3x6 = 2x4 I NAILED 4x12 4x6.= 2x4 II NAILED 5x10 = NAILED. 6x6 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE'BUILDING DESIGNER. 3-9-4 '7-0-0 - 12-10-2 17-11-5 23-0-8 28-1-V 5-1-3 38-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.18 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.92 Vert(CT) -0.29 15-17 >999 240 MT20HS 187/143 BOLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MSH Weight: 221 Ib FT=20% LUMBER? BRACING - TOP CHORD '2X4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, 4-6: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP N0.2 *Except` BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. 13-16: 2x4 SP M 30 WEBS 1 Row at midpt 4-20,6-20 WEBS 2x4 SP No -3 REACTIONS. (Ib/size) 2=164/0-7-10,20=4341/0-3-8 (req. 0-5-2), 13=1916/0-6-14 Max Horz 2=21 O(LC 7) Max Uplift 2=-228(LC 25), 20=-1969(LC 8), 13=-909(LC 8) Max Grav 2=275(LC 13), 20=4343(LC 17), 13=1 922([_C 18) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-237/275, 3-4=-191/380, 4-5=-1054/2331, 5-6=-1054/2331, 6-7=-2483/1200, 7-8=-2483/1200, 8-9=-2355/1146, 9-10=-2355/1146 BOT CHORD 2-22=-287/307, 21-22=-287/307, 20-21=-347/215,18-20=-297/646, 17-18=-297/646, 15-17=-1374/2997,14-15=-1374/2997,13-14=-243/419 WEBS 3-21 --328/205, 4-21=-1 08/696, 4-20=-2447/1094, 5-20=-702/563, 6-20=-3585/1823, 6-18=0/386, 6-17=-1021/2253, 7-17=-629/519, 8-17=-640/301, 8-15=0/388; 8-14=-783/361, 9-14=-604/504,10-14=-1029/2369, 10-13=-1765/960 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=140mph (37second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Enol., GCpi=0.18; MW FRS (directional); end vertical right exposed; Lumber DOL=1.60 plate grip D6L=1.60 3)' Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 8)' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2, 1969 Ib uplift at joint 20 and 909 Ib uplift at joint 13. 9) "NAILED",indicates 3-1 Od (0.148"'x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273 Ib down and 311 Ib up at 7-.0-0, and 13 lb down and 30 Ib up at 39-2-8 on top chord, and 375 Ib down and 133 to up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) 726551 R ' 1 OAD CASE/ST Standard Joaquin Velez PE No.68182 FXtTek USA, Ino~ FL Cert 6834 6504 Parke East Btvd."Tampa FL 33610 Date: September 6,2018 WARNING - Verity design parameters and READ NOTES ON THIS. AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 re¢ 70103/2015 BEFORE USE. s Design valid for use only. with MiTek® connectors. this design is Lased only upon parameters shown, and is for. an Individual building: component, not a truss system; Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing. indicated Is to buckling of Individual truss and/or chord members only. Additional temporary and permanent bracing ps building design. prevent web is always. required for stability and to prevent collapse with possible personal. injury and property damage. For general: guidance regarding the IYIfTek .. - 6904 Parke East Blvd. - fabrication, storage, delivery. erection and bracing of trusses and truss systems,. seeANSMI/ AuaNy CrBeda, DS8-89 and SCSI BuSding Component Tampa, FL 33610SafetytntormationavaliablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314: Job Truss Truss Type Qty Ply Hammett Residence 47 4x8 = 3x10 = NAILED NAILED 6x12 MT20HS = 3x10 NAILED 2x4 11 T15015980 746822- B7A Half Hip Girder 1 1 NAILEDNAILED NAILED NAILED NAILED Lumber DOL 1.25 NAILED Vert(CT) -0.7815-17 NAILED Job Reference (optional) i American tlUlmers supply, vv lnlef Haven, r J JbbU 0.1 ou s Mut I r eu to rvu I en a iuumnea, nic. i Tru qey u un.o-ou cv i o rays i I D:Zrg uC3kmbOJ MYzLPJ DY9u4yhM l O-ke H W US 1 uRI aOtC8NfA9eVAJml8egfg6DoKgx2vygO9H 1-0- 5-0-0 7-0-0 12-5-6 17-9-0 23-0-10 28-4-4 i. -0-2-0-0 5-5-6 5-3-10 5-3-10 5-3-10 5-5-6 r Scale = 1:62.4 NAILED 5x8 MT20HS — NAILED 2x4 11 NAILED NAILED NAILED NAILED NAILED NAILED 3x10 = NAILED NAILED 4x6 = NAILED 3x10 = NAILED NAILED 14 NAILED 5x8 = r71 — 36 37 38 16 39 40 ' 41 42 43 13 44 -45 46 47 4x8 = 3x10 = NAILED NAILED 6x12 MT20HS = 3x10 NAILED 2x4 11 5x10 MT20HS =. 7x10 = NAILED 5x8 MT20HS I Special 2x4 I NAILED NAILED NAILEDNAILED NAILED NAILED NAILED Lumber DOL 1.25 NAILED Vert(CT) -0.7815-17 NAILED MT20HS 187/143 BOLL. 0.0 * Rep Stress Incr NO WB 0.96 7-0- 112- 5-6 17-9-0 23-0-10 2 8-4-4 33-9-10 Matrix -MSH 5-5-6 5-3-10 Weight:, 182 lb 5-3-10 LUMBER- BRACING Plate Offsets (X Y)- ' 12:0-0-0,0-0-,41, [4:0-4-8,0-1-12] [7 0-3-0 Edge] [11:0-3-8 Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP i TCLL. 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.52 15-17 >776 360 MT20 244/190, TCDL. 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.7815-17 521 240 MT20HS 187/143 BOLL. 0.0 * Rep Stress Incr NO WB 0.96 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MSH Weight:, 182 lb FT.= 20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins, 1-4: 2x4 SP No.2 except end verticals:. BOT CHORD 2x4 SP M 31 *Except` BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. 11-13:2x4 SP M 30 WEBS 1 Rowat midpt 10-11, 5-18, 8 12 10-12 WEBS 2x4 SP No.3 *Except` . 5-18,5-15,8-15,8-12,10-12: 2x4 SP No.2 REACTIONS. (Ib/size) 11=2817/0-3-8, 2=2558/0-7-10 Max Horz 2=203(LC 8) Max Uplift l l=-1277(LC 8), 2=-1159(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5136/2257, 3-4= 4998/2234, 4-5=-4530/2054, 5-6=-6653/3019, 6-8--6653/3019, 8-9=-3592/1628, 9-10=-3592/1628, 10-11=-2673/1316 BOT CHORD 2.18=-2108/4538, 17-18=-2859/6275,15-17=-2859/6275, 14-15=-2614/5761, 12-14=-2614/5761 WEBS 3-18=-253/233, 4-18=-670/1819, 5-18=-2149/977, 5-17=0/430; 5,15=-221/498, 6-15=-583/479,8-15=-488/1074, 8-14=0/421, 8-12=-2611/1187, 9-12=-640/538, 10.12=-1933/4266 NOTES- (l 1) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1'0; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;-Encl., GGpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. I 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1277 Ib uplift at joint 11 and 1159 Ib uplift at joint 2. 8) "NAILED indicates 3-10d (0.148"x3") or 3712d (0.148"x3.25') toe -nails per NDS guidlines. 9), Hanger(s) or other connection device,(s) shall be provided' sufficient to support concentrated load(s) 375 Ib down and 133 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 726551 R LOAD CASE(S) Standard Joaquin Velez PE No.68182 WaTek USA, Inc- FL Cert 6634 6504 Parke East Blvd. Tampa, FL 33610 Date: September 6,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not . a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addhional temporary and permanent bracing MITeW Is always required for stability and toprevent collapse;with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSWII.Quality Crp@ria, DSB-89 and BCSI eu®d&tg Component 6904 Parke. East Blvd. _ - Safety Infomfolbrgvailable, from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory = Job Residence 715015980 746822 67A Half Hip Girder 1 nce (optional) American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:36 2018 Page 1 ID:ZrguC3kmbOJMYzLPJDY9u4yhMlO-keHWUS1uRlaOtC8NfA9eVAJml8egfg6DoKgx2vygO9H i-0, 5-0-0 7-0-0 12-5-6 17-9-0 23-0-10 28-4-4 33-9-10 0- 5-0-0 5-5-6 5-3-10 5-3-1 0 5-3-10 5-5-6 9 Scale = 1:62.4 , NAILED 5x8 MT20HS — NAILED 2x4 11 NAILED NAILED NAILED NAILED NAILED 3x10 = NAILED NAILED 4x6 = NAILED 3x10 = NAILED NAILED 2x4 11 6.o0 12 4 22 23 24 5 25 26 27 28 6 7 29 8 30 31 32 9 33 NAILED NAILED 5x8 34 35. 10 36 37 38 16 39 40 " 41 42 43 13 44 - 45 46 47 4x8 = 3x10 = NAILED NAILED 6x12. MT20HS = 3x10 = NAILED 2x4 5x10 MT20HS = 7x10 = NAILED 5x8 MT20HS I I Special 2x4 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 1-023-0-10 28-4-4 10 5-3-10 5-3-10 Plate Offsets (X Y)-- 2:0-0-0,0-0-41,-1.4:0-4-8,0-1-121, [7:0-3-0 Edge] [11:0-3-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.52 15-17 776 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) 0.7815-17 521 240 MT20HS 187/143 BCLL 0.0..`. Rep Stress Incr NO WB 0.96 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MSH LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD 1-4: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 `Except* BOT CHORD 11-13:2x4 SP M 30 WEBS WEBS 2x4 SP No.3`Except' 5-18,5-15,8-15,8-12,10-12: 2x4 SP No.2 REACTIONS. (Ib/size) 11=2817/0-3-8,2=2558/0-7-10 Max Horz 2=203(LC 8) Max Uplift 11=-1277(LC 8), 2=-1159(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--5136/2257, 3-4=-4998/2234, 4-5=-4530/2054, 5-6=-6653/3019, 6-8=-6653/3019, 8-9=-3592/1628; 9-10=-3592/1628, 10-11= 2673//316 BOT CHORD 2-18=-2108/4538, 17-18==2859/6275, 15-17=-2859/6275, 14-15=-2614/5761, 12-i4=-2614/5761 WEBS 3-18=-253/233; 4-18=-670/1819, 5-18=-2149/977, 5-17=0/430, 5-15=-221/498, 6-15=-583/479, 8-15=-488/1074, 8-14=0/421, 8-12=-2611/1187, 9-12=-640/538, 10-12=-1933/4266' Weight: 1821b _ - FT=20! Structural wood sheathing directly applied or 2-1-2 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-7 oc bracing. 1 Row at midpt 10-11, 5-18,'8-12, 10-12 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.; GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5)_ This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1277 Ib uplift at joint 11 and 1159 Ib uplift at joint 2.' 8) ".NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided, sufficient to support concentrated load(s) 375 Ib down and 133 Ib up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 726551 R LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. IOIV312015 BEFORE USE. Design valid for use only with Mllek® connectors. this design Is based. only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate ihisdeslgn into the overall building design. Bracing indicated Is 10 prevent buckling of individual truss web and/or chord members only. Addilionaltemporary andpermanent brining is always required for stability and to prevent collapse with possible personal njury and properly damage. For general guidance regarding the fabricallon; storage, delivery, erection and bracing of Trusses and truss systems, see-ANSM11 quallyC196111a, DSB-89 and BCSI Binding Component Safety NMonnololgvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 9634 " 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 MiTek" 6904 Parke East Blvd. Tampa, FL 33610 Job 18 17 15 13 12 11 16 14 3x8 Truss Truss Type Qty Ply Hammerl Residence in (loc) I/defl Ud PLATES GRIP TCLL . 20.0, 6904 -Parke East Blvd. Plate Grip DOL 715015981 746822 B9 HIP 1 1 Lumber DOL 1.25 BC 0.58 I 541 240 Job Reference (optional) BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 11 n/a Na i Code FBC2017/TP12014 Matrix -AS Weight: 218 lb. FT = 20 LUMBER-. American Builders Supply, Winter Haven, FL 33880 BRACING - 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:44 2018 Page 1 TOP CHORD 2x4 SP No.2 I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 10-V BmXAB7vZ_Cbtg Rmw7rl W pseCTNTaXM5 PeamM KRyg099 i1 -0-Q 4-9-4 9-0-0 12-10-2 20-8-11 28-5-7 36-4-0 39-3-4.. 40-4-Q - 0- 4-9-4 4-2-12 3-10-2 7-10-9 7-8-13 7-10-9 2-11-4 -0-.1 ._ Rigid ceiling directly applied: - WEBS 2x4 SP No.3 Scale =1:69.1. Job 18 17 15 13 12 11 16 14 3x8 Truss Truss Type Qty Ply Hammerl Residence in (loc) I/defl Ud PLATES GRIP TCLL . 20.0, 6904 -Parke East Blvd. Plate Grip DOL 715015981 746822 B9 HIP 1 1 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.2818=21 541 240 Job Reference (optional) 5X6 — 4x8 = 5x6 = 3x8 = 5x6 6.00 4 24 5 2626 6 27 287 29 8' 0 3x6 I 3x6 _ 4x8 3x6 — 2x4 3x8 = 3x6 I 9-0-0 12-10-2 20-8-11 28-5-7 36-4-0 39-3-4 9-0-0 3-10-2 7-10-9 7-8-13 7-10-9 2-11-4 Ifsets (X,Y)'- [2:0-2-12,0-1-8],.[4.0-3-0,0-2-0] 16:0-3-0,0-3-4], [8:0-3-0,0-2-0], [9:0-2-15,0-2-01,' i LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL . 20.0, 6904 -Parke East Blvd. Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.14 18.21 >999 360 MT20' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.2818=21 541 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 11 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 218 lb. FT = 20 LUMBER-. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied: - WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15, 7-15, 7-12 REACTIONS. (Ib/size) ,2=301/0-7-10,17=1787/0-3-8,11=927/0-6-14 Max Horz 2=24.1 (LC 11) Max uplift 2=-170(LC 12); 17=-738(LC 12), 11=-434(LC 12) Max Grav 2=303(LC 21), 17=1787(LC 1), 11=939(LC 22) FORCES. (lb)' Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-849/531, 6-7=-849/531, 7-8=-5267402, 8-9=-606/396; 9-11=-936/595 BOT CHORD 2-18=-232/264, 17-18=-581/490, 15-17=-581/410, 13-15=-583/1198, 12-13= 583/1198 WEBS 3-18=-383/3616,'5-18=-408/663, 5-17=-1677/11010,5-15=-81411595, 6-15=-423/345, 7-15=-429/273, 7-13=0/313, 7-12=-780/367, 9-12=-371/783 NOTES- (9) 1) Unbalanced roof live'loads have been considered for this design. 2) Wind: ASCE7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;:MWFRS (directional) and C -C Exterior(2) -'1-0-Oto 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 40 -4 -Ozone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3), Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 2, 738 Ib uplift at joint 17 and 434 Ib uplift at joint 11. 8) This truss,design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, 9) 726551 R Joaquin Velez PE No.68182 frhTek USA, Inc- FIL Cert 8834 6904 Parke East Blvd.'Tampa FL 33610 Bate: September 6,2018 WARNING-- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE Design valid foruseonly with MITekO connectors. This design is based only upon parameters shown, and is for an individual (wilding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi?eW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Qua(yCrIleda, DS8.89 and BCS( BuBdIng Component 6904 -Parke East Blvd. Safety Intonootlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - Tampa, FL 33610 5x8 = 4x4 = 4 24 5 25 26 5x6 = 3x8 = 5x6 = 6 27 7 28 29 8 3x4 = 6x6 = 3x6 = 4x8 — - 3x6 = 2x4 I I 3x8 — 3x6 11 3x6 - — — 12-10-2, 20-0-11 11-0-0 7-0-13' 39-3-4 Ylate UttSetS.(X;Y)-- f2:U-"L=y-U-1-tlJ; (4:U-6-U,U-2-isj (b:U-s-u,V-3-uj, trs:V-s-v;u-z-vj, la:u-z-io v-z-Vf Max Uplift 2=-168(LC 12), 17=-741 (LC 12), 11=-433(LC 12) Job LOADING.(psf), , Truss Truss Type , CSI. Qty in (loc) I/defl Ud Ply I Hammer! Residence BOT CHORD 17-18=-3531347,15-17=-493/403,13-15--451/1009,12-13=-451/1009 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.28 18-21 >552 360 MT20 244!180 I TCDL 7.0 Lumber DOL 1.25 715015982 Vert(CT) 746822 Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11 -0-0, Exterior(2) 11-0-0 to 811 HIP Rep Stress Incr . YES 1 Horz(CT) 1 BCDL 10.0 Code FBC2017ITP12014 Matrix -AS 6) *:,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3 6-0 tall by 2-0-0 wide Weight; 229 Ib FT = 20 I LUMBER- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 2, 741 Ib uplift at Job Reference (optional) " BRACING- American Builders Supply, Winter Haven, FL 33880 TOP CHORD 2x4 SP No.2 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 609:54:09 2018 Page 1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 1 O-OS91 pDiyoSBr83aBa?AJvUhB?GT8gXM Fbdo?bzyg09i 1-0- 7-0-0 11-0-0 12-10-2, 20-0-11 -. 6904 Parke East Blvd. Tampa FL 33610 27-1-7 34-4-0 39-3-40-4- -- OO 7-0-0 4-0-0 1-10-2 7-2-9 WARNING. Vedfy design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev -.10/03/2075 BEFORE USE. 7-0-13 7-2-9 - 4-11-4 -0-1 Design valid for use only with MiTek© connectors. -This design is Eased only upon parameters shown, and is for an individual building component, not a In= system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design into the overall in to buckling individual truss web and/or only. Additional temporary and permanent bracing MiTek° Scale = 1:69.1 5x8 = 4x4 = 4 24 5 25 26 5x6 = 3x8 = 5x6 = 6 27 7 28 29 8 3x4 = 6x6 = 3x6 = 4x8 — - 3x6 = 2x4 I I 3x8 — 3x6 11 3x6 - — — 12-10-2, 20-0-11 11-0-0 7-0-13' 39-3-4 Ylate UttSetS.(X;Y)-- f2:U-"L=y-U-1-tlJ; (4:U-6-U,U-2-isj (b:U-s-u,V-3-uj, trs:V-s-v;u-z-vj, la:u-z-io v-z-Vf Max Uplift 2=-168(LC 12), 17=-741 (LC 12), 11=-433(LC 12) LOADING.(psf), , SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 BOT CHORD 17-18=-3531347,15-17=-493/403,13-15--451/1009,12-13=-451/1009 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.28 18-21 >552 360 MT20 244!180 I TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.59,18-21 >263 240 Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11 -0-0, Exterior(2) 11-0-0 to BCLL' 0.0 * 39-11-14, Interior(1) 39-11-14 to 40-4-0 zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions Rep Stress Incr . YES WB 0.71 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS 6) *:,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3 6-0 tall by 2-0-0 wide Weight; 229 Ib FT = 20 I LUMBER- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 2, 741 Ib uplift at BRACING- TOP CHORD 2x4 SP No.2 sheetrock be applied directly to the bottom chord. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 Joaquin Velez PE No.68162 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 6904 Parke East Blvd. Tampa FL 33610 WEBS 1 Row at midpt 5-15, 7-15, 7-12 REACTIONS. (Ib/size) 2=308/0-7-10,17=1777/0-3-8,11=930/0-6-14 Max Horz 2=273(LC 1. 1) Max Uplift 2=-168(LC 12), 17=-741 (LC 12), 11=-433(LC 12) Max Grav2=313(LC 21), 17=1793(LC 17), 11=946(LC 22) FORCES. (lb) - Max. "Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-178/349, 4-5=-201/494, 5-6=-662/467, 6-7=-662/467,7-8=-689/504, 8-9=-800/485, 9-11=-906/595 BOT CHORD 17-18=-3531347,15-17=-493/403,13-15--451/1009,12-13=-451/1009 WEBS 3-18=-428/399, 4-18=-188/536, 4-17=-661/340, 5-17=-11721733, 5-15=-695/1342, 6-15=-387/325, 7-15=-509/290, 7-13=0/302, 7-12=-488/190, 9-12=-310/742 NOTES- (9) 1) Unbalanced roof live loads have been considered for this;design. 2) Wind: ASCE 7710; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft;.B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Extedor(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11 -0-0, Exterior(2) 11-0-0 to 39-11-14, Interior(1) 39-11-14 to 40-4-0 zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions s shown; Lumber DOL=1:60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5). This truss has been designed for a -10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *:,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 2, 741 Ib uplift at i - joint 17 and 433 Ib uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) 726551 R Joaquin Velez PE No.68162 MiTek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING. Vedfy design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev -.10/03/2075 BEFORE USE. Design valid for use only with MiTek© connectors. -This design is Eased only upon parameters shown, and is for an individual building component, not a In= system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design into the overall in to buckling individual truss web and/or only. Additional temporary and permanent bracing MiTek° building design. &icing indicatedprevent of chord members Is always required for stability and to prevent, collapse with possible personal Injury and properly damage. For general guidance regarding the -. 6904 Parke. East BNd, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII AuafBy Cdfodd,: DSB-89 and BCSI BuBdlrtg.Component Tampa, FL 33610SatetyM/onnallonaviailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ - Job Truss Trus Type , Qty Ply Hammer! Residence WEBS 2x4 SP No.3 WEBS 1 Row at midpt T9 6904 Parke East Blvd.' - LOADING (psf) SPACING- 2-0-0 715015983 746822 811A Half Hip 1 1 Plate Grip DOL 1.25 TC 0.56 Veri 0.19 10-12 999 Job Reference o floral TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.36 14-17 999 240 BCLL, 0.0 Rep Stress lncr YES WB 0.71 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 d will fit between the bottom chord and any other members. i American Builders Supply, Winter Haven, FL 33880 joint 2. 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:11 2018, Page 1 p' sheetrock be applied directly to the bottom chord. ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-zgG3EvjCK3RZNNkahOCn_vnY139zlRwY2xH6gsygOgg r1 -0-Q - 7-0-0 9-0-0 15-1-9 21-3-1 27-4-10 33-9-10 1 0, 7-0-0 2-0-0 6-1-9 6-1-9 6-1-9 6-5-1, September 6,2018 Scale =1:59.2 Job Truss Trus Type , Qty Ply Hammer! Residence WEBS 2x4 SP No.3 WEBS 1 Row at midpt T9 6904 Parke East Blvd.' - LOADING (psf) SPACING- 2-0-0 715015983 746822 811A Half Hip 1 1 Plate Grip DOL 1.25 TC 0.56 Veri 0.19 10-12 999 Job Reference o floral 4x4 = 3x4 = 4 20 215 5x6 = 3x4 = 3x4 - 6 22 7 23 4x43x8 — 4x4 = 3x4 = 3x4 = 3x4 = 6x6 = 1 Plate Offsets (X Y)-- 6:0-3-0,0-3-01 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing, directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek"' WEBS 2x4 SP No.3 WEBS 1 Row at midpt T9 6904 Parke East Blvd.' - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20-0 Plate Grip DOL 1.25 TC 0.56 Veri 0.19 10-12 999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.36 14-17 999 240 BCLL, 0.0 Rep Stress lncr YES WB 0.71 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 d will fit between the bottom chord and any other members. Matrix -AS 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 Ib uplift at joint and 567 Ib uplift at joint 2. PLATES' GRIP MT20 " 244/190 F Weight: 176 1b FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing, directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek"' WEBS 2x4 SP No.3 WEBS 1 Row at midpt T9 6904 Parke East Blvd.' - REACTIONS. (Ib/size) 9=1244/0-3-8,2=1300/0-7-10 Tampa, FL 33610 ' Max Horz 2=251 (LC 12) Max Uplift 9=-531 (LC 12), 2=-567(LC 12) FORCES: (lb), Max.•Comp./Max. Ten. - All forces 250 "(lb) or less except when shown. TOP.CHORD ' 2-3=-2273/1193;,3-4=-2106/1166, 4-5=-1860/1058, 5-6=-2303/1210, 6-7=-1725/874 BOT CHORD 2=14=-1232/1990, 12-14=-1269/2308, 10-12=-1156/2157,9-10=-768/1431 WEBS = 3-14=-326/350, 4-14=-400/779, 5-14=-644/309; 6-12=-84/253;6-10=-646/422; 7-10=-261/719, 7-9=-1728!934 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C' -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3 -0 -Oto 9-0-0, Exterior(2) 9 -0 -Oto 14-7-14 zone;C-C for members and forces & MWFRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT26 plates unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) *,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide d will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 Ib uplift at joint and 567 Ib uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) 726551 R Joaquin Velez PE No.68182 PhiTek USA; Inc- FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 `. Date: September 6,2018 WARNING -Vert ty design parsrrreters and READ NOTES ON CHIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev- 1 010312 0 1 5 BEFORE USE. . - Design valid for use only MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component; not a truss system. Before use, The building designer i nusi verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional. temporary and permanent bracing MiTek"' is always required for stability and to prevent collapse with possible personal injury and property damage. for general, guidance regarding the 6904 Parke East Blvd.' - fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANS117PR QualByCtlteda, DSB-89 and BCSI Bugding Component Tampa, FL 33610 ' Salety /nlonnallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, PJexandria. VA 22314. Job Truss Truss Type Qty Ply Hammed Residence in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 715015984 746822 B13 HIP 1 1 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.32 11-13 >986 240 Job Reference (optional) BCLL 0.0 Rep Stress Incr YES W B 0.52 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018MiTek Industries, Inc. Thu Sep 6 09:54;12 2018 Page 1 LUMBER I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM I O -R1 q RSFkr5NZQ? W Jm F7j O W 6JhOTUJ 1 x8hHbOfC 1ygO9f 1-0-p 7-6-0 TOP CHORD 2x4 SP No.2 13-0-0 19-5-5 25-10-11 32-4-0 21 -3-4 40-4-Q 7-6-0 r 5-6-0 6-5-5 6-5-5 6-5-5 6-11-4 0 BOT CHORD Rigid ceiling directly applied. . Scale 1:69.1 Job Truss Truss Type Qty Ply Hammed Residence in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 715015984 746822 B13 HIP 1 1 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.32 11-13 >986 240 Job Reference (optional) 5x6 = 5x6 = 3x4 = 5x6 = 4 21. 22 5 23 6 24 25 7 16 3z6 2x4 11 y 7-6-0. 12-10-2 15 "' 7x8 = 3x6 = 9-8-0 191 3x4 = 3x6 = 3x8 = 32-4-0 9.8-0 6,11-4 lu 3x6 11 LOADING (psf) REA SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.18 11-13 >999 360 MT20 244/190 TCDL 7;0 ' Lumber DOL 1.25 BC 0.89 Vert(CT) -0.32 11-13 >986 240 BCLL 0.0 Rep Stress Incr YES W B 0.52 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 220 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. . WEBS 2x4 SP No.3 C IONS Ib/ ' 2-313/07 10 15-1789/0 3 8 10-912/0 6 14 WEBS 1 Row at midpt 5-15, 6-11 T ( size) = - = - - , = Max Horz 2=304(LC 11) Max Uplift,.2=-180(LC 12), 15=-733(LC.12), 10=-430(LC 12) Max Grav 2=323(LC 21), 15=1854(LC 17), 10=944(LC 18) FORCES., (lb) -,Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 3-4=-229/566; 4-5=-121/465, 5-6=-755/498, 6-7=-753/558, 7-8=-889/517, 8-10= 895/589 BOT•CHORD 13-15=-168/450, 11-13=-347/793 WEBS 3-16=0/256,3-15=-597/420, 4-15=-490/375,5-15=-1187/646, 5-13= 188/611, 6-_13=-299/280; 8-11•=-241/690 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; V.ult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Extedor(2) 13 -0 -Oto 37-11-14, Intenor(1) 37-11-14 to 40-4-0 zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r- 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 9 5) This truss has been designed for a 10.0 psf.bottom chord live load nonconcurrent with any other live loads. I6) ' This truss has been designed for alive load,of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 2, 733 lb uplift at joint 15 and 430 lb uplift at joint 10. r 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) 726551 R WARMING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.,101031201S BEFORE USE Design valid for use only with Mffek© connectors. This design is 12ascd only upon parameters shown, and is for an Individual building component not a truss system.: Before use, the building designer must verify the'applicability: of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. -Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII QuaBty Ctltedd, DSO -89 end BCSI Sug4f6rg Component Safety IntoirnaHonavallable from Truss Plate Institute. 218 N. Lee Street. Suite .312,Nexandiia, VA 22314. a Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 . s A0lnasani+T„ MITek . 6904 Parke East Blvd.: , Tampa, FL. 33610 Job 746822 Truss B13A Truss Type Half Hip LOADING (psf) Qty 2 Ply 1 Hammer) Residence .. 715015985 Job Reference (optional) BOT CHORD American Builders Supply, . Winter Haven, FL 33880 TC 0.62 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Sep 609:54:15 2018 Page 1 TCDL 7.0 Lumber DOL 1.25 BC 0.70 ID:ZrguC3kmbOJMYzLPJDY9u4yhMlO-rbWZ4GmjOlx_'s_2LwGGj8lxDrgZ EE58zZFJpdygO9c 1-0-q 7-6-0 11-0-0 Rep Stress Incr. YES 18-7-13 26-1-13 33-9-10 1-0-0 7-6-0 } 3-6-0 7-7-13 7-6-1 7-7-13 >. Scale = 1:59.2 I s 4x8 2x4 11 5x8 = " 3x4 11` - 4 20 21 5 22 23 6 24 7 14 13 "" 11 "' "" 9 8 3x4 2x4 11 3x4 = 3x4 3x8 = 3x4 = 2x4 11 6x6 7-6-0 -0018-7-13 26-1-13 7.7.13 7-6-1 Plate Offsets (X Y)-- [4:0-5-4,0-2-01, [6:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud BOT CHORD TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.15 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.30 11-13 >999 240 B BOLL 0.0 Rep Stress Incr. YES WB 0.76 Horz(CT) 0.09 8 n/a n/a BCDL 10.0. Code FBC2017fTP12014 Matrix -AS 33-9-1( z1_— PLATES GRIP MT20 244/190 Weight: 188 Ib FT = 20 j . LUMBER- BRACING - Design valid for use only with MiTek® connectors. this design is based only upon parameters shown,. and is for an individual Wilding component, not, TOP CHORD 2x4 S"P No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 REACTIONS. (Ib/size) '8=1244/0-3-8,2=1300/0-7-10 Max H6rz,2-298(LC 12) Max Uplift.8=-538(LC 12), 2=-560(LC'12) I Max Grav 8=1251(LC 17), 2=1311(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 2291/1151, 3-4=-1970/1064, 4-5=-1935/1057, 5-6=-1935/1057 BOT CHORD 2-14=-1240/2049,13-14=-1240/2049, 11-13 997/1738, 9-11— 733/1412, 8-9=-733/1412 WEBS 3-13=-468/358, 4-13= 201/504, 4-11=-146/416, 5-11= 431{375, 6-11=-403/692, 6-9=0/328, 6-8=-1722/892 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd,-108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 16-7`14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless'otherwise,indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. l 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 538 Ib uplift at joint 8 and 560 Ib uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9),726551 R - Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cert 6834 6904 Parke East Blvd, Tampa FL33610 Date, September 6,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 11V0312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown,. and is for an individual Wilding component, not, a truss system. Before use. the building designer must verify the apolcability of design parameters and properly incorporate this designinto the overall design. Bracing indicated is twckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mekbuildingtoprevent is always required for stability and to prevent collapse with possible personal injury and property damage.' for general guidance regarding the 6904 Parke East. Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems. sooANSRP11 AualByCiBeda, DSO -89 and SCSI Bu8ding Component VA -' TaWa,.FL 33610Sotety/nfoanallonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, 22314. Job Truss Truss Type r Qty Ply Hammer) Residence 45-4-0 r 8-0-0 7-0-0 0.1-10.. 7.6-6 7-8-0 715015986 746822 B15 HIP 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) NOP 5x8 = 6.00 F12 3 2x4 11 5x8 = 25 4 26 27 5 - 28 - - 16 to 14 ra ou 12 0. 11 9 4x6 2x4 11 3x6 = 6x6 = 3x6 = 3x8 = NOP2X STP = 2x4 11 4x6 = 5x6 = 8 I. c 8-0-0 - 15-0-0 15-1-10 22-8-0 30-4-0 31-4 37-4-0 45-4-0 r 8-0-0 7-0-0 0.1-10.. 7.6-6 7-8-0 I-0-6 6-0-0 8-0-0- " Plate Offsets (X Y)-- [2:0-3-0 Edge], [3:0-6-0,0-2-81, [5:0-6-0,0-2-8], [6:0-3-0,Edge] [11:0-2-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.29 9-22 >593 360 MT20 244/190 Lumber DOL American Builders Supply, Winter Haven, FL 33880 BC 0.72 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6'09:54:18 2018 "Page 1 11-12 >685 240 I D:ZrguC3kmbOJMYzLPJ DY9u4yhM l O-FABi i 1pbh DJZj RmwcOgQmNZj BuZMRZnafXT_QyygO9Z BCLL 0.0 ` 15-0-0 22-8-0 30-4-0 37-4-0 45-4-0 4P-4,0 -. 8-0-0 7-0-0 7-8-0 7-8-0 7-0-0 B -O -O 1-o-6 - Code FBC2017/TP12014 s Scale 1:83.4- f NOP 5x8 = 6.00 F12 3 2x4 11 5x8 = 25 4 26 27 5 - 28 - - 16 to 14 ra ou 12 0. 11 9 4x6 2x4 11 3x6 = 6x6 = 3x6 = 3x8 = NOP2X STP = 2x4 11 4x6 = 5x6 = 8 I. c 8-0-0 - 15-0-0 15-1-10 22-8-0 30-4-0 31-4 37-4-0 45-4-0 r 8-0-0 7-0-0 0.1-10.. 7.6-6 7-8-0 I-0-6 6-0-0 8-0-0- " Plate Offsets (X Y)-- [2:0-3-0 Edge], [3:0-6-0,0-2-81, [5:0-6-0,0-2-8], [6:0-3-0,Edge] [11:0-2-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.29 9-22 >593 360 MT20 244/190 TCDL 7.0 ,:. Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 11-12 >685 240 BCLL 0.0 ` Rep Stress Incr . YES WB 0.89 Horz(CT) 0.02 7 n/a n/a BCDL : ' 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. F BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-14,3-14, 5-12, 6-11 REACTIONS. % All bearings 0-7-10 except Qt=length) 14=0-3-8. lb) - Max Horz 1=-255(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-153(LC 12), 14=-642(LC 12), 7=-532(LC 12), 10=-601(LC 12) Max<Grav All reactions 250 Ib or fess at joint(s) except 1=399(LC 21), 14=1 724(LC 17), 7=692(LC 22), 10=779(LC 22) s FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD" 1.2=-405/163, 2-3=-105/484, 3-4=-369/299, 4-5=-369/299, 5-6=-486/177, 6-7=-905/780 BOT CHORD 1-16=-1 07M80, 14-16=-110/376, 12-14=-386/434, 11-12=0/349, 10-11=-583/758, 9-10=-583/758,7-9=-590/761 WEBS 2-16=0/325, 2-14=-738/494, 3-14=-1139/657, 3-12=-414/926, 4-12=-466/391, 5-11=-307/323, 6-11=-617/921, 6-9=-351/273 " NOTES (9) 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3 -second gust) Vasd=108mph; TCDL=42psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C' Exterior(2) 0-0, 0 to 4-6-6, Interior(1) 4-6-6 to 15-0-0, Exterior(2) 15-0-0 to i 36-8-15, Interior(l) 36.8-15 to 46-4-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber,DOL=1.60 plate grip DOL=1.60 r 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. I 6) '.This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153Ib uplift at joint 1, 642 Ib uplift at joint 14, 5321b uplift at joint -7 and 601 Ib uplift at joint 10. 8) This truss design requires that a minimum of -7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the, bottom chord. 9) 726551 R cn0 Joaquin Velez PE No,68182 - P1tiTek USA, Inc. FL Cert 8834 6804 Parke East Blvd. Tampa FL 33610 Date: " September 6,2018 A WARMING - Venly design parameters end READ NOTES ON THIS. AND INCLUDED M?EK REFERANCE PAGE 1411-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify ]he applicability' of design parameters and properly incorporate this design Into the overall building design. Bracing indicated. into prevent buckling of individual truss web and/or chord members only. Additional temporary and perbracing Mmanent eky- MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For generalguidance regarding the fabrication; storage, delivery, erectionand bracing of trusses and Truss systems, seeANSI/ IF QuaW Ctlterla, DSB.89 and SCSI Su8ding Component 6904 Parke East Blvd. Safety hrfotmoNotKavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence DEFL. American Builders Supply, Winter Haven, FL 33880 TCLL 20.0 8.130 s Mar 11 2018.MiTek Industries, Inc. Thu Sep 6,09:54:19 2018 Page 1 746822 B15A ATTIC ID:ZrguC3kmbOJMYzLPJDY9u4yhMlO-kNl4wepESWRQKbL695LfJb6pElvGAOiju8DXyOygO9Y j f-0- 7-6-0 12-9-1 15-0-0 18-1-2 21-0-9 25-8-5 W-4-0 33=9-1 0 0- 7-6-0 5-3-1 2-2-15 3-1-3 2 -ti -7 4-7-12 4-7-12 3-5-10 - WB 0.85 Horz(CT) 0.06 11, n/a n/a; Scale = 1:61.7 Code FBC2017/TPI201'4 Matrix -AS 4x4 —. 2x4 4x4• 13-15 703 360 Weight: 249 lb FT 26% 6.00 12 3x4 = 3x4 = 5 6 725 26 27 8 -. 9 - 1 ' 3x4 3x4 i 4 10 Job Truss Truss Type Qty Ply Hammer) Residence DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 715015987 746822 B15A ATTIC MT20 244/190' TCDL. 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.5513-15 740 240 BCLL 0.0 *r Job Reference (optional) m 00 17 — 15 13 12 11 NOP2X.STP = 2x4 5x6 — 4x6 = 6x6 — 4x8 — 3x8 11 3x6'= 3x4 = 7 -a -n 19-4-1 is -n -n 21-0-9 30-4-0 33-9-10 15 ' 6-0-9 Plate Offsets (X Y)-- [2:0-4-8,0-1-131, [3:0-3-0,0-3-41 e . 1 Design, valid: for use only with MilekO connectors. This design Is based only upon paraiiieters shown, and is for an individual building component, not LOADING (psf)' : SPACING-" 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.38 15-17 >999 360 MT20 244/190' TCDL. 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.5513-15 740 240 BCLL 0.0 *r Rep Stress Incr YES WB 0.85 Horz(CT) 0.06 11, n/a n/a; BCDL 10.0 Code FBC2017/TPI201'4 Matrix -AS Attic -0.14 13-15 703 360 Weight: 249 lb FT 26% LUMBER- BRACING - TOP CHORD 2x4 SP No!2 TOP CHORD Structural wood sheathing directly applied; except end verticals:_ s BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 1 11-14: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 8-12 WEBS 2x4 SP,No.3.*Except* JOINTS 1 Brace at Jt(s): 19, 20 4-15: 2x4 SP No.2 REACTIONS. '(Ib/size), 2=1383/0-7-10, 11=1328/0-3-8 i Max Horz 2=313(LC 12) Max Uplift 2=-508(LC 12), 11=-490(LC 12) Max, Grav 2=1550(LC 18),"11=1467(LC 18) FORCES. (lb) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2931/1080„8-4=-2314/822, 4-5=-1573/742, 5-6=-1464/720, 6-7=-1822/757, 7-8=-1930/818, 8-9=-627/364, 9-10= 722/346, 10-11=-1397/648 BOT CHORD 2-17=-1-161/2657, 15-17=-1159/2651, 13-15=-729/1991, 12-13=-540/1329 WEBS 3-17=-99/362, 3-15=-755/497, 15-18=-25/581, 4-18=-27/583,18-20=-188/333, lb -20=-318/58,13-19=-263/276, 7-19=-315/246, 8-13= 314!1177, 8-12=-1 355/560, 10,-12=-478/1210, 5-20=-164/460, 6-20=-353/125, 4-20=-934/343 NOTES- (11) E 1) Unbalanced roof live loads have, been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=148mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.. II; Exp C; Encl. GCpi=0.18; MW FRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0; Exterior(2) 15-0-0 to 33-7-14 zoneC-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 4) All plates are MT20 plates unless otherwise indicated. 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed fora:live load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL = 10.Opsf. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-15 j 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 490 Ib uplift at joint 11. 9) This truss design requires that minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I 10) ATTIC.SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 11) 726551 R Joaquin Velez PE No:68182 hhiTek USA, Inc- FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE ,. e . 1 Design, valid: for use only with MilekO connectors. This design Is based only upon paraiiieters shown, and is for an individual building component, not a truss system. Before use, the building. designer must verify the applicability of design parameters and. properly incorporate this deskTn into the overall building design. Bracing indicated is to buckling of individual truss web and/or -chord members only. Additional temporary and peimanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property,dgmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU711 AuaW Crlfe/ia, DSB-89 and BCSI Sufl1bg-..Component 6904 Parke East Blyd. Safety Infonnotionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. _ : Tampa, FL 33610 - Job Truss Truss Type City Ply Hammer) Residence 37-10-0 BOT CHORD 7-6-0 .7.7.10 7.6-6 WEBS T15015988 746822" "" B17 Hip 1 1 LOADING SPACING- 2-0-0 CSI. Job Reference o tional I /American tsumers ouPPry, vvmret haven, rLasoov o. —. —. -- .,ter . — 1 — - . -y- I D:ZrguC3kmbOJMYzLPJ DY9u4yhM 10-gltrLKrUz8h8avV V H W N7OOeFz5d?exCOLVie0Gyg09 W 7-6-0 15-1-10 17-0-0 22-8-0 28-4-0 31-0-3 37-10-0 45-4=0 AS -4-0` R 7-6-0 7 -7 -to 1-1 o-6 5-8-0 2-8-3 6-9-13 7-6-0 S - Scale = 1:83.4 5x6 = 2x4 1 5x6 = 6.00 F12 2x4 11 4 26 5 27 28 29 6 ^` i NOP ar 0 4x6 2x4 3x6 = 3x8 = NOP2X STP = 2x4 11 4x6 = 3x8 = 3x8 = 3x6 = 45-4-0 3 I4 10 PLATES GRIP MT20 244/190 Weight: 265.Ib. FT = 20 LUMBER- 7-6-015-1-10 22-8-0 TOP CHORD 2x4 SP N0.2 31-0-3 Structural wood sheathing directly applied. 37-10-0 BOT CHORD 7-6-0 .7.7.10 7.6-6 WEBS 8-4-3 fabricaten, storage, delivery. erection and bracing of trusses and truss systems; seeANSIgPN Qua/SyCdtedo,.DSO.89and SCSI BuSdfrtg Component. 6-9-13 Plate.Offsets (X,Y)-- 2:0 -3-0,0-3-4],[4:0-3-0,0-2-0],[6:0-3-0,0-2-0],[8:0-3-0,0-3-4] LOADING SPACING- 2-0-0 CSI. DEFL. in (loc),. I/deft L/d " psi) a TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.15 12-14 999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.2412-14 796 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.01 9 n/a n/a ' BCDL 10.0 Code FBC2017TFP12014 Matrix -AS 45-4-0 3 I4 10 PLATES GRIP MT20 244/190 Weight: 265.Ib. FT = 20 LUMBER- BRACING TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied. l BOT.CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-15,4-15,5-14, 6-12 E REACTIONS. All bearings 0-7-10 except Qt=length) 15=0-3-8. lb) Max Horz 1= 288(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-171(LC 12), 15= 546(LC 12), 12=-512(LC 12), 9=-229(LC 12) i Max Grav All reactions 250 Ib or less at joint(s) except 1=420(LC 21), 15=1470(LC 17), 12=1365(LC 18), 9=457(LC r 22) S p FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. l TOP CHORD 1-2= 490/264, 2-3=-56/435, 3-4=0/315, 4-5=-1 601282, 5-6=-160/282, 6-7=0/303, 7-8=-51/351; 8-9=-434/223 BOT CHORD 1;-17=-80/492, 15-17=-81/488, 14-15=-231/317, 12-14=-190/276,11-12=-30/340, i 9-11=-29/343 WEBS 2-17=0/323, 2-15=-755/475,3-15= 342/444, 4-15=-590/223, 4-14=-192/420, S 5-14=-353/325, 6-14=-125/339, 6-12=-587/216, 7-12=-284/372, 8-12=-683/414, 8-11=0/293 l NOTES- (9) 9 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph(3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45 -ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 4-6-6, Interior(l) 4-6-6 to 17-0-0, Exterior(2) 17-0-0 to 34-8-15, Interior(1) 34-8-15 to 46-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip"DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding' 171 Ib uplift at joint 1, 546 Ib uplift at joint 15, 512 lb uplift at joint 12.and 229 Ib uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) 726551 R Joaquin Velez PE NoA8182 NET& USA, Inc_ FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. this design is based only upon parameters shown, and is for an individual building component. not g a truss system. Before use, the building designer must verify theapplicability of design parameters: and properly incorporate this design Into the overall indicated Is to buckling individual truss web and/or chordmembers only. Addilional-temporary and permanent bracing MiTek' building design. Bracing prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaten, storage, delivery. erection and bracing of trusses and truss systems; seeANSIgPN Qua/SyCdtedo,.DSO.89and SCSI BuSdfrtg Component. Tampa, FL 33610 - Safetyty Info/moMonavailable from Truss Plate Institute. 218 N. Lee Street, Salle 312, Alezandrla. VA 22314.- Job Truss Truss Type Qty Ply Hammer) Residence in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 715015989 746822 B1 7A ATTIC 1 1 Vert(CT) 0.87 14 >462 ; 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Job Reference (optional) American bU icters supply, veinier Haven, t -L 60t= U. IOU s rwar i i. zu 10 rvu i BR muuJuieb,'.nic. i nu aeN 0 Vy.D`r.co cv 10 raye 1 I D:ZrguC3kmbOJMYzLPJ DY9u4yhM 10-c8?blOtkVlxsp DftOxQbTRH U5vH N6rDJ pp B159ygO9 U. 1-0-0 7-6-0 12-9-1 17-0-0 21-0-9 28-4-0 33-9-10 5-3-14-2-15 4-0-9 7-3-7 5-5-10 48 = Scale = 1:62.4 2x4 11 48 = 6 7 24 25 8 26 16 " 1 14 12 it 10 NOP2X STP = 2x4 11 6x6 = 3x4 — 5x6 = 6x6 — 3x4 — 3x8 11 3x6 7-6-0 12-9-1 21-0-9 28-4-0 33-9-10 7-6-0 5-3-1 8-3-8 7-3-7 5-5-10 male. VRSeis 17,; y)-- Iz:u-4-t3 a-1-1ij {3:U -z -U Cage) {b:u-o-4 u-z-uf lr5:a-o 4 u-I-IzJ {iz:a-0-v v-4-vl LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.56 14-16 >722 360 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.87 14 >462 ; 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 10 Fria n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic 0.23 12-14 430 360 Weight:246Ito FT=20% I LUMBER- BRACING - TOP CHORD 2x4 SP No.2, TOP CHORD Structural wood sheathing directlyapplied, except end verticals. BOT CHORD 2x6 SP 2400E 2.0E *Except* BOT CHORD Rigid ceiling directly applied. 2-15: 2x6 SP No.2 WEBS 1 Row at midpt 8-12,8-11 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 18, 19 5-14: 2x4 SP M 30, 7-12,8-11: 2x4 SP No.2 REACTIONS.' (Ib/size) 2=1383/0-7-10, 10=1328/0-3-8 Max Horz 2=313(LC 12) Max Uplift 2=-508(LC 12); 10=-490(LC 12) Max Grav 2=1548(LC 18), 10=1455(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 2-4=-2967/1069, 4=5=r2181/767, 5-6=-1476/697, 6-7=-1639/76217-8=-1752/812, 8-9=-958/47119-10=-1356/679, BOT CHORD 2-16=-1144/2713, 14-16=-1 144/2713, 12-14=-674/1847,11-12=-322/811 WEBS 4-16=-160/465, 4-14=-944/525,14-17=0/418 5-17=0/417, 12-18=-252/289, 7-18=-422/338; 8-12=-496/1491, 8.11=938/493, 17-19=-289/660, 18-19=-478/142, 9-11=457/1186, 6-18=-97/428; 5-19= 1174/445 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encu., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 33-7-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 4) All plates are MI -20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL = 10.Opsf: 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 490 Ib uplift at joint 10. 9) This.truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrockbe applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 11)726551R Joaquin Velez PE No.68182 MTek USA, Inc- FL Cert 6834 6904 Parke East Blvd. Tampa FL 33614 Date: September. 6,2018 WARNING -Verify design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev. 101092015 BEFORE USE. Design valid for use only Wit) Mitek© connectors. )his design is based only upon parameters shown, and is for an individual building component not a truss system: Before use, the building designer must verify, the applicability of design {xarameiers and properly Incorporate chis design iMo the overall building design, Bracing indicated Is to buckling of individual truss web and/or members only. Additional temporary and permanent bracing gMitekpreventchord is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Parke East Blvd.. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII QualByCi feria, DS8.89icnd BCSI.BuBdGtg Component 6904 Tampa, FL 33610Safety /nfonnaHonz3vallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 I 715015990 nu Sep 6 09:54:25 2018 Page 1 s 7 S3YsMy 7i O H akJ cG 7g r92ygO9 S 45-40.., g 7-6-0 -0-0 8 Scale = 1:83.4 6 L t Job Truss Truss Type Qty Ply Hammer) Residence 746822 B19 Hip 1 1 Job Reference optional) American puimers ouppry, Muller r1dven, rL OOoov 3 7-6-0 i 15-1 760 77 NOP" 6.00 I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 10 -YX7LAhu_1 M 19-0-0 26-4-0 31-03 37=10-0 3-1 0-6 7-4-0 4-8-3.. 6-9-13 5x8 — 5x6 — 5 28 29 30 .6 31 4x6 c 2x4 11 7-6-0 15-1-10 19-0-0 26-4-C 7-6-0 7-7-10 3-10-6 7-4-0 3x8 = NOP2X STP = 31-0-3 LOADING (psf),. SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.10 19-22 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.15 12-25 >999 240 N 1 c? 0 m 10 r? 111? 0 2X4 4x6 = PLATES GRIP MT20: 244/190 BCLL- 0.0 Rep Stress Incl I YES WB 0.84 Horz(CT) 0.02 10 n a a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 268 lb FT = 20% i LUMBER- BRACING - I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. r BOT CHORD . 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 4-18, 5-16, 6-15 REACTIONS. All bearings 0-7-10 except Qt=length) 18=0-3-8. lb) - Max Horz 1= 320(LC 10) Max Uplift All uplift 100 lb or less atjoiht(s) except 1=-197(LC 12), 18=-503(LC 12), 13= 517(LC 12), 10=-239(LC i .. 12) Max Grav All reactions 250 Ib or less at joint(s) except 1=473(LC 21), 18=1352(LC 17), 13=1337(LC 18), 10=488(LC 22) FORCES. (lb) - Max. Comp./Max.,Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-614/337, 3-4=-731345, 4-5=-183/309, 5-6=-1 35/331, 6-7=-188/297, 7-8=0/305, E 8-10=-509/248 BOT CHORD 1-19=-138/621; 18-19-138/621, 16-18=-240/288, 13-15=-259/313, 12-13=-61/411, 10-12=-61/411 WEBS 3-19=0/333, 3-18=-7811476, 4-18= 918/506, 4-16=-137/517, 5-16=-294/164, 6-15=-298/196, 7-15=-157/489, 7-13=-848/526, 8-13=-710/407, 8-12=0/315 i NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C -C Exterior(2) 0-0-0 to 4-6-6, Interior(1) 4-6-6 to 19-0-0, Exterior(2) 19-0-0 to 32-8-15, Interior(1) 32-8-15 to 46-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .. i 3) Provide adequate drainage to prevent water ponding: l 4) All plates are MT20plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.' 7) ' This truss has ",been designed for a live loadof 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with$CDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 1, 503 Ib uplift at joint 18,.517 Ib uplift at joint 13 and 239 Ib uplift at joint 10. I 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) 726551 R WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE M11- 7473 rev. 10/03/2015 SEFORE USE. I Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an Individual budding component, not a truss system. Before use, the building designer must verify the appiicability.of design parameters and properly incorporate this design into the overall building.design. Bracing indicated is to prevent buckling of individualtruss web and/or chord members only. Addifional temporary and permanent bracing is always required for stability and to prevent collapsewith possible personal:: injury and property' damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 Aua/ByCdteda, DSB-89 and BCS1 BuYdhrg Component safely Infolmationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandria; VA 22314. Joaquin Velez PE No.68182 _ MiTsk USA, Inc- FL Cert 6634 6804 Parke East Blvd. Tampa FL 33616 Date: September. 6,2018 MiTew 6904 Parke East Blvd. Tampa, FL 33610 Job, Truss Truss Type city Ply Hammerl Residence 3x4 10 30 2x4 11 co O 1dI 746822 B19A Attic 1 1 o t7 Job Reference o tionat American Builders Supply; vvinter riaven, rL 33GtlU o. tau b mai i i cU io ivn inn umumi rob, uiu.. 1 nu ID:ZrguC3kmbOJMYzLPJDY9u4yhM10 OjgkOlvdogKQggOS4, 7-6-0 12-9-1 16-10-13 19-0-0 21-0-9 26-4-0 29-11-1' 7-6-0 5-3-1 4-1-12 2-1-35-3-7 3-7-1 5x6 = 3x4 = 4x4 = 7 826 2728 9 29 T15015991 609:54:26 2018 Page 1 v3t6HfJAcIVnPPiUyg09R 9-t0'. Scale = 1:66.5 Max Grav 2=1560(LC 18), 12=1511(LC 20) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3022/1053, 4-5=-2125/715, 5-6=-1784/833, 6-7=-1903/1006, 7-8=-1523/742, 8-9=-953/559, 9-10=-1107/588 BOT CHORD 2-18=-1129/2788,16-18=-1 129/2788, 15-16=-614/1778, 13-15=-578/1688, 12-13=-280/641 WEBS 4-18=-193/569, 4-16=-1083/568, 16-19=0/346, 5-19=0/347,19-21=-355/875, 20-21=-441/151, 15-20=-179/1225, 8-20=-51f772, 8-13=-1464/486, 9-13=-100/403, 10-13=-1451769,10-12=-1434/628, 6-21=-446/366, 5-21=-1000/292, 7-20=-170/516, I 7-21=-479/738 NOTES- (11) 1) Unbalanced roof live loads have been considered for this: design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-Q Interior(1) 3-0-0 to 19-0-0; Extenor(2) 19-0-0 to j 31-11-14, Intenor(,1) 31-1.1-14 to 33-7-.1A zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i 5) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.dpsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bottom chord.live load (30.0 psf) and additional bottom chord dead load (1,0.0 psf) applied only td room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 490 Ib uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 11 \ 709rr.1 Cl. Joaquin Velez PE No.68182 PfTek USA, Inc, FL Cott 6834 6804 Parke East Blvd, Tampa FL 33614 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MiF7473 rev 10/0312015 BEFORE USE. ' Design valid foruse only with MiTek6connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicabifily of design parameters and properly incorporate this design into the overall Building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braying MITew is always required for stability and to prevent collapse withpossble-personal injury and property damage. For general guidanceregardingthe fobrication..storage. delivery, erection and bracing. of trusses and truss systems, seeANSW11 Gua/ByCdtedd, DSB-89'and BCSI Bugdhg Component -6904 Parke East Blvd. Safetydffonna®olpvaitable from Truss Plate Instilute. 218 N. tee Street, Suiie 312, Alexandria. VA22314. Tampa, FL 33610 3x4 i 4x4 i 3 4 24 2 - 6.00 12 3x4 i 5 25 19 3x6 = 2xa 6 21 4x4 4x10 = 20 3x4 10 30 2x4 11 co O 1dI o t7 14 31 32 18 NOP2X STP = 2x4 I 16 7x6 WB = 3x4 = 15 13 3x10 11 6x6 = 3x8 = 12 6x6 = 3x6 = 7-6-0 12-9-1 19-0-0 21-0-9 26-4-0 33-9-10 J 7-6-0 - 5-3-1 6-2-15 2-0-9 5-3-7 7-5-10 Plate Offsets (X,Y)-- j2:0-4-8;0-1-131, [3;0-2-0 Edge], [7:0-3-0,0-2-0]1[12:0-3-0,0-4-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.75 16-18 >538 " 360 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.18 16 >341 240 I BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.06 12 n/a n/a s BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Attic -0.30 15-16 333 360 Weight: 269 lb FT = 20 I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SP N0.2 *Except* BOT CHORD Rigid ceiling'directly applied. s 14-17: 2x6 SP 240OF 2.OE WEBS 1 Row at midpt 8-13, 10-12 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 20, 21 5-16,8-15,9-13: 2x4 SP M 30 OTHERS 2x4 SP No:3 REACTIONS. (Ib/size) 2=1383!0-7-1Q 12=1328/0-3-8 Max Horz 2=313(LC 1`2) Max Uplift 2=-508(LC 12), 12=-490(LC 12) Max Grav 2=1560(LC 18), 12=1511(LC 20) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3022/1053, 4-5=-2125/715, 5-6=-1784/833, 6-7=-1903/1006, 7-8=-1523/742, 8-9=-953/559, 9-10=-1107/588 BOT CHORD 2-18=-1129/2788,16-18=-1 129/2788, 15-16=-614/1778, 13-15=-578/1688, 12-13=-280/641 WEBS 4-18=-193/569, 4-16=-1083/568, 16-19=0/346, 5-19=0/347,19-21=-355/875, 20-21=-441/151, 15-20=-179/1225, 8-20=-51f772, 8-13=-1464/486, 9-13=-100/403, 10-13=-1451769,10-12=-1434/628, 6-21=-446/366, 5-21=-1000/292, 7-20=-170/516, I 7-21=-479/738 NOTES- (11) 1) Unbalanced roof live loads have been considered for this: design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-Q Interior(1) 3-0-0 to 19-0-0; Extenor(2) 19-0-0 to j 31-11-14, Intenor(,1) 31-1.1-14 to 33-7-.1A zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i 5) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.dpsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bottom chord.live load (30.0 psf) and additional bottom chord dead load (1,0.0 psf) applied only td room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 2 and 490 Ib uplift at joint 12. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 11 \ 709rr.1 Cl. Joaquin Velez PE No.68182 PfTek USA, Inc, FL Cott 6834 6804 Parke East Blvd, Tampa FL 33614 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MiF7473 rev 10/0312015 BEFORE USE. ' Design valid foruse only with MiTek6connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicabifily of design parameters and properly incorporate this design into the overall Building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braying MITew is always required for stability and to prevent collapse withpossble-personal injury and property damage. For general guidanceregardingthe fobrication..storage. delivery, erection and bracing. of trusses and truss systems, seeANSW11 Gua/ByCdtedd, DSB-89'and BCSI Bugdhg Component -6904 Parke East Blvd. Safetydffonna®olpvaitable from Truss Plate Instilute. 218 N. tee Street, Suiie 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply Hammer! Residence 715015992 746822-- - B21 Hip 1 1 Job Reference (optional) American Builders Supply, Winter Haven, FL 33880 applied. 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:28 2018 Pagel I D:ZrguC 3kmbOJMYzLPJ DY9u4yhM I O-z6oUpjwtKHa8v_XrB U? mAU_Tcw_Fn6f2y4uw mMyg09 P 7-6-0 15-1-10 21-0-0 24-4-0 31-0-3 37-10-0 45-4-0 4P-4,0 WEBS 1 Row at midpt 3-16, 5-16, 6-15 7-7-10 5-10-6 3-4-0 6-&3 6-9-13 7-6-0 -0-0 { Scale = 1:83.4 5x6 = Job Truss Truss Type , Qty Ply Hammer! Residence 715015992 746822-- - B21 Hip 1 1 Job Reference (optional) NOP2; mvI -` 0 5x6 = 527 6 4x6 18 2x4 I 7-6-0 15-1-10 21-0-0 24-4-0. 31-0-3 37-.10-0 45-4-0 5-10-6 3-4-0 6-9-13 - 7-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Idc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.28 15-16 >683 360 MT20 244/190 i TCOL - 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 15-16 >475 240 BOLL 0:0 Rep Stresslncr YES WB 0.80 Horz(CT) 0.02 10 n/a Na BCDL - 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 262 Ib FT = 206/ ' LUMBER- . BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly mo 0 10 '? 1 o 11 1/ 1 6 Le SV 15 31 14 13 12 4X6 — 3x8 = 3z8 = NOP2X STP = 2.4 S REACTIONS. All bearings 0-7-10 except Qt=length) 16=0-3-8. 10) Ib) Max Horz 1=-352(LC Max Uplift All uplift 100 Ib or less at joints) except 1=-157(LC 12), 16= 595(LC 12), 13=-452(LC 12), 10=-253(LC 12) w Max Grav All reactions 250 Ib or less at joints) except 1=435(LC 21),.16=1475(LC 17), 13=1318(LC 18), 10=493(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except -when shown. TOP CHORD 1-3=-522/244, 3-4=-90/408, 4-5=-22/337, 5-6=-173/351, 6-7=-248!300, 7-8=0/2711 8-10=-514/283 BOT CHORD 1-18=-85/548, 16-18=-85/548, 15-16=-125/276,13-15=-226/268,12-13=-80/414, 10-12=-80/414 WEBS 3-18=0/308; 3-16=-732/469, 4-16=-418/453, 5-16=-549/214, 7-15=-17/403, 7-13=-810!447, 8-13=-686!390, 5-12=0/309 NOTES- (10) 1) `Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-70; Vult=140mph"(3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45it; L=45ft; eave=6ft; Cat. II; Exp C; Encl.,'GCpi=0a8; MW FRS (directional) and C -C Exterior(2)D-0-0 to 4-6-6, Interior(1) 4-6-6 to 21-0-0, Exterior(2) 21-0-0 to 24-4-0; Interior(1) 31-0-3 to 46-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1..60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. i 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3z6 MT20 unless otherwise indicated. E 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed foto live load of 20.Opsf on the bottom chord troll areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 1, 595 Ib uplift at joint 16,-452 Ib uplift at joint 13 and 253 Ib uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1!2" gypsum slieetrock be applied applied. BOT CHORD :2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 5-16, 6-15 directly to the bottom chord. t0}726551R Joaquin Velez PE No.68182 . FifiTek USA, Inc_ FL GeR863d 6904 Parke East Blvd. Tampa FL 39610. Date: September 6,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11- 7473 rev. 1010312015 BEFORE USE. , Design vallis for use only with MITek® connectors. this design is based only upon parameters shown, and is for an individual building component not atruss system. Before use, the building designer must verity the applicability of deslgn'pdrarnetersond properly Incorporate this design into the overall l.. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M1T@iC' - is always required for stability and to prevent collapse with possible personal injury and -property; damage.' For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, seeANS(/)pll Cual/ty Crlfeda, D$8.89 and BCSI Bu@ding:Componenl 6904 Parke East Blvd. Solely In/ofmalloiKwailable from Truss Plate Institute, 218 N. Lee Street, Suite 372. Alexandria. VA 22314. .. Tampa, FL 33610- . Job Truss Truss Type Qty Ply Hammerl Residence ro 36-4-0 o' 4-2-5 v T15015993 746822. B21A Attic Girder 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:57 Vert(LL) -0.11 13-15 >999 360 Job Reference o tional American t3itimerS 6upply, _ winter Haven, t -L :JJMU U. 10V 5 Mer. 1 r LU 10 ivu 1 UK INUbtfleb, u1U. -1 nu OUP o va.o r.cv 10 raya 1 ID:ZrguC3kmbOJMYzLPJDY9u4yhM1O-NgUdRlzldCyjnRGQsdZTo7czU7yb_XSUe27ANhygO9M 4-10-0 7-6-0 12-9-1 16-10-916-1 -13 21-0-0 21 -9 24 4 0 28-2-13 32-1-11 ,..36.4.0 . 4-10-0 2-8-0 5-3-1 4-1-7 0- -5 4-1-3 0- -9 3-3-7 3-10-13 3`10-13 4-2-5 5x6 = Scale = 1:75.7 5x6 5 226 I' m NOP2X STP = 4x8 = 4x8 = 2x4 11 4x4 - 4x4 = 48 - 6 4x6 = 0 ro 36-4-0 o' 4-2-5 v 16 15 13 --- - 11 -- 1u NOP2X STP = 4x8 = 4x8 = 2x4 11 4x4 - 4x4 = 48 - NOP2X STP = 4x6 = LUS24 6x6 = 4-10-0 7-6-0 - 12-9-1 12- 0-216-10-13 21-0-0. 21- -924-4-0 28-2-13 32-1-11 36-4-0 4-10-0 2-8-0 5-3-1 0- -1 4-0-11 4-1-3 0- -9 3-3-7 3-10-T3 3-10-13 4-2-5 Plate Offsets (XY)- [2:0-3-0,0-3-0], [5:0-3-0,0-2-0], [6:0-3-09-2-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:57 Vert(LL) -0.11 13-15 >999 360 MT20 244/190 i TCDL 7.0.. Lumber DOL 1.25 BC 0.90 Vert(CT) -0.20 13-15 >999 240 BCLL 0;0 RepStress lncr- NO WB 0.54 Horz(CT) 0.04 10 n/a rUa , I BCDL 10.0 .. Code FBC2017/TPI2014 Matrix -MSH Attic 70.09 13-15 1108 360 Weight: 284 lb FT 20% LUMBER- -' BRACING - TOP CHORD . 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins; , BOT CHORD 2x6 SP N0.2 `Except` except end verticals. 10-12:2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS -2x4 SP No.3 - WEBS 1 Row at micipt 7-11, 6,13, 8-10 . JOINTS 1 Brace at Jt(s): 18, 19 REACTIONS.- (Ib/size) r1=849/0-7-10, 15=945/0-3-8, 10=1807/0-7-10 Max Horz: 1=260(LC 7) Max Uplift 1=-233(LC 8), 15=-418(LC 8), 10=-691(LC 8) Max Gray.1=867(LC 30), 15=1199(LC 30), 10=1873(LC 31) FORCES. (lb) - Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1 535/353, 273=-1253/205, 3-4=-1302/492, 4-5=-1192/437, 5-6=-1021/429, i 6-7=-1235/563, 7-8--1205/456 BOT CHORD 1-16=-424/1425,15-16=-424/1423,13-15=-145/1034,11-13=-177/959, 10-11=-242/752 WEBS 2-15=-508/352, 15-17=40W336, 3-17=-398/335, 8-11=-31/562, 13-18=0/336, 5-18=-57/388, 6-13= 48/373; 6-11=-230/279; 8-10=-1362/431, 2-16=-21/263 j . NOTES- (1.3) j 1) Unbalanced roof. live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25tt; B=45ft; L=40ft; eave=5ft; Cat. I Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 i 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unlessotherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, -with BCDL =" 10.Opsf. a 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-15 8) Provide, mechanical connection (by others) of truss to bearing plate capable of withstandmg'233 lb uplift at joint 1, 418 Ib uplift at joint 15 and 691 lb uplift at joint 10. I 9) Use Simpson Strong -Tie LUS24 (4-1Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent at 34-7-4 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Attic room checked for 0360 deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) 726551 R Joaquin Velez PE No.66162 FR'rTek USA, Inc- FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Bind. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: September 6;2018 WARNING - Verity dewgr parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU -7473 rev. 10/0312015 BEFORE USE. v Design valid for use only wit!). Mllek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. The building designer must verity the applicability of design parameters and properly incorporate this design into the overall design. indicated Is buckling individual. truss web and/or chord. members only. Additional temporary and permanent bracing p MibuildingBracingtopreventof is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IT ew fabrication, storage, delivery..erection and bracing of trusses and truss systems, seeANSU1P/1 Que dlyCrlteda, DS8-89 and 8CS1 Su@dUrg Component 6904 Parke East Blvd ty Into/motlorovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria; VA 22314. - '. Tampa, FL. 33610 - Job Truss Truss Type Ory Ply Hammer) Residence 4-10-0" 2-8-0 5-3-1 0- -1 4-0-11 4-1-3 0- 9 3-3-7 3-10-13 3-10-13 4-2-5 9 Plate Offsets (X Y)-- [20-3-0 0-3-0] [5:0-3-0,0-2-01, [6:0-3-0,0-2-0] 746822 B21 Attic Girder 1 1 SPACING- 2-0-0 CSL DEFL. Job Reference o tionai American Builders Supply T15015993 VV Inlet Haven, r aanau I D:ZrguC3kmbOJMYzLPJDY9u4yhM 1 O-NgUdRlkidCyjnRGQsdZTo7czU7ybXSUe27ANhygO9M 4-10-0 7-6-0 12-9-1 16-10-916-1p-13 21-0-0 21- -924.4-0 28-2-13 32-1-11 36-.4-0 4-10-0 2-8-0 5-3-1 4-1-7 0- -5 4-1-3 0- -9 3-3-7 3-10-13 3-10-13 5x6 = Scale = 1:75.7 5x6 = 5 226 16 15 13 11 " NOP2X STP = 4x8 = 4x8 = 2x4 4x4 = 4x4 = 4x8 = 4x6 = m6 0 m6 v 10 NOP2X STP = LUS24 6x6 4-10-0 7-6-0 12-9-1 12-10-216-10-13 21-0-0 21- -924-4-0 28-2-13 32-1-11 36-4-0 4-10-0" 2-8-0 5-3-1 0- -1 4-0-11 4-1-3 0- 9 3-3-7 3-10-13 3-10-13 4-2-5 9 Plate Offsets (X Y)-- [20-3-0 0-3-0] [5:0-3-0,0-2-01, [6:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.11 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.20 13-15 >999 240 I BCLL o.0 Rep Stress Incr NO WB 0.54 Horz(CT) 0.04 10 n/a n/a 3 , i BCDL 10.0 I _ Code FBC2017ITP12014 Matrix -MSH Attic 0.09 13-15 1108 360 Weight: 284 lb FT = 20 I LUMBER - BRACING- TOP -CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x6 SP No:2 Except* except end verticals. 10-12: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11, 6-13, 8-10 JOINTS 1 Brace at Jt(s): 18, 19 REACTIONS. (Ib/size) 1=849/0-7-10, 15=945/0-3-8, 10=1807/0-7-10 Max.Horz 1=260(LC 7) Max Uplift 4=-233(LC 8), 15=-418(LC 8), 10=-691 (LC 8) Max Gray 1=867(LC 30), 15=1199(LC 30), 10=1873(LC 31) S FORCES. (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1535!353, 2-3=-1 253/205, 3-4=-1302/492, 4-5=-1192/437, 5-6=-1021/429, 6-7=-1235/563, 7-8=-1205/456 BOT CHORD 1-16=-424/1425,15-16=-424/1423,13-15=-145/1034,11-13=-l77/959, 10-11=-242/752 WEBS 2-15=-508/352,.15-17=-400/336, 3-17=-398/335, 8-11=-31/562,13-18=0/336, 5-18=-57/388,6-,13=-48/373,6-11=-230/279,8-10=-1362/431, 2-16=-21/268 w NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; Vult=140mph (3 -second gust) Vasd=108mph;TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber.DOL=1.60 plate grip DOL=1.60 I .. 3) Provide: adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. l 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i, 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10,Opsf. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 13-15 8) Provide mechanical I connection,(by:others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 1, 418 Ib uplift at joint 15 and 691 Ib uplift at joint, 10. l 9) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-10d Truss, Single Ply Girder) or equivalent at 34-7-4 from the left end to connect y " .,truss(es) to back face of bottom chord. - E 10) Fill all nail holes where hanger is in contact with lumber. 11) Attic room checked for U360 deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) 726551R LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 NTek USA, Inc; FIL Cert 6634 6904 Parke East Blvd. Tampa FL 53616 Date: September 6;2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. vrq. Design valid for use only with Mitek® connectors. this design is based only parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design. parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WWI is always required for stability and to prevent collapse with possible personal Injury and. property damage. For( guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Auallly Ciftila, DSB-89 and BCSI BuIld/rrg Component '6904 Parke East Blvd.. .. Safety lntormattoltavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Atexandrta; VA 22314. Tampa, FL 33610 i American Builders Supply, Winter Haven, FL 33880 Job Truss Truss Type DEFL. in loc) I/defl Vd PLATES' " GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 >909 360 MT20 244!190 746822 CA Jack -Open Vert(CT) -0.00 7 >999 " 240 BOLL- 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a 1-0-0 City Ply Hammer] Residence 715015994 8 1 Job Reference (optional) I 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Sep 6 09:54:45 2018 Page 1 i ID:ZrguC3kmbOJMYzLPJDY9u4yhMIO-zNKvNX8XKWjkSbK6hZpIM4BTSmyhG_NYsEWvttyg098 j1-0-0 - 3 100 - .. Scale 2x4 = 1-0-0 1-0-0 Plate Offsets (X Y)-- [2:0-1-4 Edge] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Vd PLATES' " GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 5 >909 360 MT20 244!190 TCDL 7.0 , Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >999 " 240 BOLL- 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0,oc purlins. BOT CHORD '2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (Ib/size) ' 3=9/Mechanical, 2=118/0-7-10, 4=0/Mechanical Max Horz 2=59(LC 12) Max Uplift 3= 5(LC 91 2=-1 12(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb)" - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind:• ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCD ,L=4.2psf; h=25ft; B=45ft; L=40ft;:eave=5ft; Cat. II; Exp C; Encl., GCpi=0.,18; MWFRS (directional) and C-C.Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown}Lumber DOL=1.60 plate grip DOL 1,60 2) All plates are MT20 plates unless otherwise indicated, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to trus&connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 Ib uplift at joint 3 and 112 Ib uplift at joint 2. 7) 726551 R Joaquin Velez PE No.68182 ffiTek USA, Inc- FL Cert 9834 ' 6904 Parke East Blvd. Tampa FL 33616 Date: September, 6,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev, 10/03/2016 BEFORE USE. - Design valid for use only, with MiTek® connectors. this design is based only upon parameters shown, and Is for an rrxiroidual twilding"component, not - • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design. into the overall MOWbuildingdesign. &acing indicated is to prevent buckling of individualtrussweb and/or chord members only. Additional temporary and permanent bracing I Vii l'P. k• s - Is always required for slab ]illy and to prevent collapse with possiblepersonal injury and property damage. for general. guidance'regarding, the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS&VII QualRyCdterfa, DSO 89 and SCSI Sul(ding Component 6904 Parke East Blvd. Safety. eftormationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - - - Tampa FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence foc) I/deft Ud PLATES GRIP L 20.0 Tampa,. FL 33610 Plate Grip DOL 715015995 746822 CJ 1 A JACK -OPEN, 4 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.00 5 >999 240 American bunoers 5uppry, vv inter maven, 1-L d6bM III 1 Job Reference (optional) 8,130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 609:54:46 2018 Page 1 I D;Zrg uC3kmbOJMYzLPJDY9u4yhM 10-RZul at8A5prb4lvl EGK_vHkYgAFL? Rdi5uFSPKygO97 1-0-12 0-11-4 - { 1012 0114 8i 6.00 F12 - "Scale = 1:18.3 Io 5 4 3x4 = 0-11-4 N LOADING (psf) SPACING- 2-0-0 CSL DEFL. in foc) I/deft Ud PLATES GRIP L 20.0 Tampa,. FL 33610 Plate Grip DOL 1.25 TC 0. 50 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.00 5 >999 240 I BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 8 Ib FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, BOT CHORD 2x4 SP NO2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=145/0-6=14, 3=-24/Mechanical, 4=2/Mechanical Max Horz 5=148(LC' 1'2) Max Uplift 5=-107(LC 10), 3=-86(LC 12), 4=-163(LC 12) Max Grav 5=166(LC 19), 3=59(LC 10), 4=111(LC 10) FORCES. (lb) Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. I NOTES- . (6) I . 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. i II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone; end vertical left exposed; porch left and right exposed;C-C for.members and`forces & MW FRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).* This truss' has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 5, 86 Ib uplift at joint 3 and 163 Ile uplift at joint 4. 6) 726551 R i' Joaquin Velez PE No.68182 F iTek USA, Inc- FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: September 6,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE Mil -7473 rev. /0/03/2015 BEFORE USE. - Design valid for use only with MiTek© connectors. This. design Is based only upon parameters shown.. and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s - Y1iT eW . is always required for stability and toprevent collapse with possible personal injury and property damage. For general guidance regardingthe. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Qua/By Cr9oda, DSB-89 and BCSI Butfding Component 6904 Parke East Blvd. Safety/ntotmationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. _ Tampa,. FL 33610 Job ' Truss Truss Type y Hammer! Residence CSL DEFL. in loc) I/defl L/d PLATES, GRIP f TCLL 20.0. Plate Grip DOL 1.25 746822 CJ3 Jack -Open 8 1 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES American buimers iuppiy, winter haven, f-L;tsnau 1-0-0 Oty Pl 715015996 Job Reference o trona! ! 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:54:47 2018 Page 1 ID:ZrguC3kmb6JMYzLPJDY9u4yhMlO-vlSgoD9os7zShvUVo_rDRVGpladukutrKY?OxmygO96 S 3-0-0 2x4 = 3-0-0 Scale: 1"=1' Plate Offsets (X Y)-.- [2:0-1-4 Edge] . Design valid for use only with MITek® connectors. This design is Used only upon parameters shown, and is for an individual building component not LOADING (psf) '. SPACING- 2-0-0 CSL DEFL. in loc) I/defl L/d PLATES, GRIP f TCLL 20.0. Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.01 4-7 >999 360 - MT20 244/190 - TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a i, BCDL 10.0' - Code FBC2017LTP12014 Matrix -MP Weight: 11 Ib FT = 20 LUMBER- BRACING - TOP CHORD '2x4 SP No.2' TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly, applied or 10-0-0 oc bracing. REACTIONS'. (Ib/size) 3=65/Mechanical, 2=172/0-7-10, 4=35/Mechanical Max Horz 2=106(LG 12) Max Uplift 3=-52(LC 12), 2=-103(LC 12) Max Gray. 3=70(LC 17), 2=172(LC 1), 4=51 (LC 3) FORCES. (lb) - Max. Comp'./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES_: u ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 13=45ft; L=40ft eave=5ft; Cat. 11; Exp C'; Encl., GCpi=0:18; MW FRS (directional) and C -C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1;60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 103 Ib uplift at joint 2. 7) 726551 R Joaquin Velez PE No.68182 PAtTek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is Used only upon parameters shown, and is for an individual building component not atruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary andpermanent bracing MiTek' Is always required for stability and to prevent collapse wiih possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, sooANSM1 f Qua/Ry Crfteda, DSR -89 and RCSt BuBdIng Component 6904 Parke East Blvd. _ Sofety Infonna®oriavailable from. Truss Plate Institute, 218 N. Lee Sireel, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 ' Job "' Truss Truss Type Qty Ply Hammett Residence Lumber DOL 1.25 BC 0.32 Rep Stress Incr YES T15015997 746822 CJ5 Jack -Open 8 1 Horz(CT) 0.00 3 n/a n/a Job Reference (optional) American Sunders supply, vv inter maven, I -L s31tieu 0.11511 s )war 1 ! zu 10 1w en it lot', if 1 nu aaP o cu 10 —ye i S I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM I O -v1 SgoD9os7zShvU Vo_rDRVGlfaZ KkutrKY?OxmygO96 1-0-0 5-0-0 1-0-0 5-0-0 r Scale =1:17.9 3 Platebffsets (X,Y)- i 1 LOADING (psi) TCLL 20.0 j TCDL 7.0 i BCLL 0.0 j BCDL 10.0: 1 3x4 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.37 Lumber DOL 1.25 BC 0.32 Rep Stress Incr YES WB 0.00 Code FBC2017/TP12014 0.05 Matrix -AS DEFL. in loc) I/defl Lid PLATESGRIP Vert(LL) 0.05 4-7 999 360 MT20 244/190 Vert(CT) 0.05 4-7 999 240 Horz(CT) 0.00 3 n/a n/a Weight: 18 lb FT = 20% f, LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. 3 BOT CHORD , 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=118/Mechanical, 2=242/0-7-10, 4=60/Mechanical Max Horz 2=153(LC 12) i Max Uplift 3=-99(LC 12), 2=-117(LC 12) 1 Max Grav 3=127(LC 17), 2=242(LC 1), 4=87(LC 3) j FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I i NOTES (8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 13=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL 1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. j 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. I .4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 Ib uplift at joint 3 and 117 Ib uplift at joint 2. , 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) 726551 R i i i i I r Joaquin Velez PE N6:68182 . Fi iTek USA, Inc- FL Cert 6634 6804 Parke East Blvd, Tampa FL 33.610 Date: September 6,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. MITEK Design valid for use only with MiTekO connectors. this design 1s based only upon parameters shown, and is for an individual building component, not a tiuss system. Before use, the building designer roust verify the applicabilityof design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. " is always required for stability and to prevent collapse with possible personal Injury and propelly.damage. For general guidance,regarding the 6904 Parke East Blvd - fabrication: storage, delivery, erection and bracing of trusses and truss systems. se.eANSI/Ipll Qua0tyC/tteda, DS049 and BCSI Building Component Tarrpa. FL 33610 ' Safety pttotmaAonavallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply Hammer) Residence CSL DEFL. in loc) I/defl Ud, PLATES.,' GRIP TCLL 20.0 746822 CJ5A JACK -OPEN 4 1 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.52 Vert(CT) 0.03 4-5 >999 240 -. . Job Reference (optional) American pugaers buppiy, winter maven, rL 3Otsssu i 1 1-0-12 1-0-12 715015998 i 1 0. IOU b Ividl. 1 r Cv 10 Ivll 1 en 1IIUUJ ICJ, 1]16. I 1 I Qvy u ti .-t.vo cv" -V. t ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-Ny?2?ZAQcR5JJ23hMhMS_ipm0_sUTL7—ZCkZTCygO95 2-11-4 - - - _ _ ....; 2-11-4 Scale= 1:23.2 0 5 4 5x8 MT20HS I I 2-11-4 2-11-4 Plate Offsets (X Y)-- [2 0-3-0 Edge] LOADING (psf) SPACING-' 2-0-0 CSL DEFL. in loc) I/defl Ud, PLATES.,' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.03 4-5 >999 360 - MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.52 Vert(CT) 0.03 4-5 >999 240 -. . MT20HS . ' 187/143 ._ BCLL 0.0. ` Rep Stresstncr YES WB 0.00 Horz(CT) -0.16 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 14 lb FT 20% LUMBER- BRACING-- TOP CHORD :2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT'CHORD 2x4 SP No.2 except end verticals. k WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.' (Ib/size) 5=181/0-6-14, 3=60/Mechanical, 4=27/Mechanical Max Horz 5=194(LC 12) Max Uplift,5=-78(LC 8) 3= 109(LC 12), 4=-99(LC 12) C 17 4— 3LC13-84 L 52 LCMaxGrav FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-: (7), 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft, eave=5ft; Cat. i II; "Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) zone; end vertical left exposed; porch left and right exposed;C C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t- 4) ` This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable, of.,withstanding 78 Ib uplift at joint 5, 109 Ib uplift at joint 3 and 99 Ib uplift at joint 4. 7) 726551 R i I . i I i 9" Joaquin Velez PE No.68182 MiTek USA, Inc -FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Data:, September 6,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE.. {t Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not p a truss systein. Before. use, the building designer must verify the applicability ..of design parametersand properly incorporate "thls'desig. 6 info the overall all" building design. Bracing indicated Is,to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' ' MiTek'. is always required for stal-Ality and to prevent collapse with possible personal Injury and property:damage. For general guidance regarding.. the - fabrlcatlan, storage, delivery, erection and bracing of trusses and truss systems, seeAAt$Mtl HualrTy Cdteda, DSO -89 and 8CS1 BuldMig Component 6904 Parke East Blvd. Safety lnfomlaHonavallabte from Truss Plate Institute, 218_N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL. 33610 Job Truss Truss Type Qty Ply Hammer) Residence 6-9-0 7-3-8 Plate Offsets (X Y)-- [2:0-1-4,0-0-21 LOADING (psf) 715015999 746822 D Common 2 1 TC 0.30 Vert(LL) -0.06 10-13 >999 360 MT20 244/190 TCDLr 7.0 Lumber DOL 1.25 BC 0.50 Job Reference fontinnnil American timuers ouppry, vvinter tiaven, rL-o-itmu o. —..— -F 1y , I D:ZrguC3kmbOJMYzLPJ DY9u4yhM I O -J K7oQE Bg82L 1 YMD3T6Pw37uG_nYlxCoHOW DgY5ygO93 1-0-0 5-7-4 . 10-8-0 15-8-12 21-4-0 22-4-1 1 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale =1:37.7 4x4 = 4 11 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 14-0-8 21-4-0 6-9-0 7-3-8 Plate Offsets (X Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 10-13 >999 360 MT20 244/190 TCDLr 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 10-13 . >999 240 j BCLL ' - - 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 98 Ib FT = 20% ' LUMBER- BRACING- RACINGTOPTOPCHORD2x4SPNo.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3. REACTIONS. (Ib/size) 2=843/0-7-10, 6=843/0-7-10 Max Horz-2=-184(LC 10) Max Uplift 2=-391 (LC 12), 6=-391 (LC 12) FORCES... (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1360/690, 3-4"=-1223/684, 4-5=-1223/684, 5-6=-1 360/690 BOT CHORD 2-10=-498/1186, 8-10=-244/788, 6-8=-522/1186 WEBS 4-8=-228/496;'5-8= 318/293, 4-10= 228/496, 3-10=-317/293 NOTES- (8) 1) Unbalanced, roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=140mph (37second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2pst; h=25tt; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O-,18; MW FRS (directional) and C-C'Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-0; Exterior(2) 10-8-0 to 14-8-0 zone;C-C for members and,forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenf with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas; where a rectangle 3-6-0 tall by 2-0-0 wide I will fit between the bottom chord and any other members. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift at joint 2 and 391 Ib uplift at joint 6. 7) This truss design requires that'a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) 726551 R Joaquin Velez PE No.68182 PhfTek USA, Inc_ FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING -Verify design parameters and READ NOMS ON THIS AND INCLUDED'MITEK REFERANCE PAGE 1,41I1-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MITe-k® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ., a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wev is always required for stability and to prevent collapse with. possible personal injury andproperty damage. For general guidarice regarding the , fabrication, storage, delivery, erection and bracing of trusses andiruss systems, seeANSLI711'Quallfy Cifedd, DSB-89 and BC61 et16ding Component 6904 Parke East Blvd. Safety 111fomtot/otlavallable from Truss Plate Institute, 21`8 N. Lee Street, Suite 312, Mexandria VA 22314. - Tampa, FL 33610 Job Truss Truss Type City Ply Hammer) Residence 0.0 BCDL 10.0 in loc) 715016000 746822 DI Common 5 1 7-12 999 360 MT20 244/190 BC 0.50 Vert(CT) Job Reference o trona) American bUllaers qupply, vvinier Haven, t -L 030M 0. IJU 5 Mar 7.1 ZV 10 IVII I UK IrlllU5Ule5, I11U. 1 HU oep o UU:04;04 cv io. raye I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 10-C6NJGcFBC HrS 1 zXriyTsDz3yjOwCt01tx7BuhsygO9? t-0-0 5-7-4 10-8-0 15-8-12 - 21-4-0 1-0-0 5-7-4 5-0-12 5-0=12 5-7-4 Scale = 1.:37.3 44 = - 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 LOADING (psf) i TCLL 20.0 I TCDL TO I BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 in 1M LUMBER-: BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied. . BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=788/0-7-10,2=845/0-7-10 Max Horz'2=180(LC 11) Max Uplift 6=-326(LC 12), 2=-393(LC 12) FORCES, (lb) - Max. Comp./Max. Ten.. --All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1363/700, 3-4=-1226/690, 4-5=-1231[721, 5-6=-1368/730 BOT CHORD 2-9=-554/1189, 7-9=-276[790, 6-7=-554/1195 WEBS 4-7=-235/502, 5-7=-322/296, 4-9=-227/495, 3-9=-317/294 i NOTES-' (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph'(3-second gust) Vasd=108mph; TCDL=4.2psf;,BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3 0-0, Interior(1) 3-0-0 to 10-8-0, Exterior(2)10-8-Oto i 14-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.other members. 6) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 326 Ib uplift at joint 6 and 393 lb uplift at l joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum g sheetrock be applied directly to the bottom chord. E 8) 726551 R I E WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek8 connectors. this design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate.this design inio the overall wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addiliorial,temporary and'permanentbracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualityCrMeda, DSB-89 and SCSI Building Component Safety Informationcivaitable from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 2231.4. Joaquin, Velez PE No.66182 MiTek USA, Int~ FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 MiTek° 6904 Parke East Blvd, Tampa, FL 33610 f CSI. DEFL. in loc) I/defy Ud PLATES GRIP TC 0.32 Vert(LL) 0.07 7-12 999 360 MT20 244/190 BC 0.50 Vert(CT) 0.15 7-12 999 240 WB 0.18 Horz(CT) 0.03 6 n/a n/a Matrix -AS Weight: 96 lb FT = 20 LUMBER-: BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied. . BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=788/0-7-10,2=845/0-7-10 Max Horz'2=180(LC 11) Max Uplift 6=-326(LC 12), 2=-393(LC 12) FORCES, (lb) - Max. Comp./Max. Ten.. --All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1363/700, 3-4=-1226/690, 4-5=-1231[721, 5-6=-1368/730 BOT CHORD 2-9=-554/1189, 7-9=-276[790, 6-7=-554/1195 WEBS 4-7=-235/502, 5-7=-322/296, 4-9=-227/495, 3-9=-317/294 i NOTES-' (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph'(3-second gust) Vasd=108mph; TCDL=4.2psf;,BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3 0-0, Interior(1) 3-0-0 to 10-8-0, Exterior(2)10-8-Oto i 14-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.other members. 6) Provide mechanical connection (by others) of truss to'bearing plate capable of withstanding 326 Ib uplift at joint 6 and 393 lb uplift at l joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum g sheetrock be applied directly to the bottom chord. E 8) 726551 R I E WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek8 connectors. this design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate.this design inio the overall wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addiliorial,temporary and'permanentbracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualityCrMeda, DSB-89 and SCSI Building Component Safety Informationcivaitable from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 2231.4. Joaquin, Velez PE No.66182 MiTek USA, Int~ FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 MiTek° 6904 Parke East Blvd, Tampa, FL 33610 f Job Truss Truss Type Qty Ply Hammett Residence l LOADING (psf) SPACING- 2-0-0 746822 D2 Common 1 1 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 9-15 >999 360 MT20 244/190 TCDL 7.0 _ .. Job Reference o tional American bunciers Supply, vvinier maven, I -L ti bdU 5-7-4 5-7-4 3 715016001 j 15. IOU 5 wldI I I ZU 10 Ivll'ren WUJ 1UJ, II IU. I IIU OUP u va:off cv i o rage i ID:ZrguC3kmbOJMYzLPJDY9u4yhM I O-glxhTyFpzazJf751 Gf_5mBb7joFPcT00AnxRDlygO9_ 10-8-0 15-8-12 21-0-0 ' 5-0-12 5-0-12 - - 5-3-4 - Scale = 1:36.9 4x4 — 4 3x4 = 3x4 - 3x4 = 3x4 — 3x4 = 7-3-8 14-0-E 7-3-8 6-9-0 Plate Offsets (X Y)- [6:0-0-0,0-0-101 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 9-15 >999 360 MT20 244/190 TCDL 7.0 _ .. Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 9-15 >999 240 BCLL 0.0 `> Rep Stress Incr YES WB 0.18 Horz(CT) 0.03 6 n/a n/a i BCDL 10.0 i Code, FBC2017/TP12014 Matrix -AS Weight: 95 lb FT = 20% - C LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. t _-WEBS 2x4 SP No.3 REACTIONS. ' (Ib/size) ,6=776/Mechanical, 2=832/0-7-10 Max Horz 2=178(LC X11) Max Uplift6=-321ILC 12) 2=-388(LC 12) k ' FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 2-3=-1 337/689 3-4=-1 201/679; 4 5= 1158/688, 5-6=-1304/696 CCf BOT CHORD 2-9=-552/1185 7 9=-273/765, 6-7=-525/1112 I WEBS 4-7=-204/440, 5-7=-284/277, 4-9 230/500, 3-9=-315/293 i NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi 0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-8-0, Exterior(2) 10-8-0 toP 14-8-0 zone;C-Cfor members and forces & MW FRS for reactions shown; Lumber DOL=1.66 plate grip DOL=1.60 j 3) All plates are MT20 plates unless otherwise indicated. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 321 Ib uplift at joint 6 and 388 Ib uplift at E joint,2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock.be applied directly to the bottom chord. j 9) 726551 R l V i 7473 rev. 70/03/2015 BEFORE USE - i ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MI! Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building. design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and per bracing is always required for stability and to prevent collapse with possible personal Injury and property. damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&V1/ AualBy Crdeda, DSB-89 and BCSI Buld/ng.Component Safety lnfomratlowvaitable, from Truss Plate Institute, 218 N. Lee Streei, Suite 312, Alexandria, VA 22314. E Joaquin Velez PE No.68182 I fiTek USA„ Inc- FL Gert 6834 6904 Parke East Blvd. Tampa FL' 33610 Date: September 6,2018 MiTek 6904 Parke East Blvd. Tampa, FL 3.3610 _ Job Truss Truss Type Qty Ply Hammer) Residence Plate Offsets (X,Y)-- 2:0-1-0, Edge], [4:0-5-4,0-2-0], [6i0-5-4,0-2-0],]8:0-1-O,Ed 360 LOADING (psf) SPACING- 2-0-0 715016002 746822 D7 Hip Girder 1 1 BC 0.85 BCLL 0.0 Rep Stress1ncr NO WB 0.25 BCDL 10.0 Code FBC2017ITP12014 Job Reference o tional American Builders Supply, 0 4x4 Winter Haven, FL 33880 u.,Su s Nlar II "ZuttS IVII I eK inousrnes, inc. i nu oep" o uxo4:oo zu 10 raye I I D:Zrg uC3kmbOJMYzLPJ DY9u4yhM 10-8 U U3hl GRku6AGH9 Dq NW KJ 08 F5CVGLv7AO Rg_klygO8z 5-0-0 7-0-010-8-0 14-4-0 16-4-0' 21-4-0 - 2.2 5-0-0 2-0-0 3-8-0 3-8-0 2-0-0 5-0-0 1-0-0 Scale = 1:38.5, Special NAILED 4x8 = Special NAILED 2x4 II NAILED 4x8 - 4 19 20 5 21 ' 22 6 NAILED NAILED 3x4 = 5x8 = 3x4 = 4x4 = Special NAILED Special 14-4-0 k0,0-3-0] 7-0-0 10-8-0 DEFL. 7-0-0 3-8-0 Plate Offsets (X,Y)-- 2:0-1-0, Edge], [4:0-5-4,0-2-0], [6i0-5-4,0-2-0],]8:0-1-O,Ed 360 LOADING (psf) SPACING- 2-0-0 CSI. TCLL '. 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 7.0 . Lumber DOL 1.25 BC 0.85 BCLL 0.0 Rep Stress1ncr NO WB 0.25 BCDL 10.0 Code FBC2017ITP12014 Matrix -MSH 14-4-0 k0,0-3-0] BRACING - I TOP CHORD DEFL. in (loc) I/defl L/d Vert(LL) 0.16 11 >999 360 Vert(CT) 0.23 11 >999 240 Horz(CT) 0:09 8 n/a n/a i1 -4-L 7-0-0 PLATES GRIP MT20 244/190 Weight: 167lb FT = 20 s LUMBER- BRACING - I TOP CHORD 2x4 SP No.2<' TOP CHORD Structural wood sheathing directly applied or 2-11-13 ocpurlins. i BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly; applied or 5-4-14 oc bracing. WEBS 2x4'SP,No:3 REACTIONS. Ib/size) 2=1655/0-7-10, 8=1655/0-7-10 6904 Parke East Blvd. Max Horz. 2=-126(LC 6) ; fabrication, storage delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality C/Bedd, DSB-89 and BCSI.Bugding"Component Max Uplift 2=-789(LC 8), 8=-789(LC 8) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD , 2-3=-3159/1454, 3.-4=-3003/1420, 4-5=-3027/1472, 5-6=-3027/1472, 6-7=-3003/1420, 7-8=-3159/1454 BOT CHORD 2-12=-1189/2780, 11-12=-1089/2680, 10-11=-1089/2680, 8-10=-1189/2780 i WEBS 3-12=-264/214, 4-12=-172/668, 4-11=-274/531, 5-11=-496/414, 6-11.=-274/531, - ... ., 6-,10=-172/669, 7-10=-265/214 NOTES- (11)' 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat.. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated.' 5) This truss has been designed: for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 6) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and.any other members. fj 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 Ib uplift at joint 2 and 789 Ib uplift at joint 8. 9) H nger(s) indicates connection device(s) shall be provide . 25") toe -nails per NDS ncen rate 8) "NAILED" ( ) provided sufficient to support concentrated load(s) 273 ib down and 311 ib up at 7-070, and 273 lb down and 311 Ib up at 14-4-0 on top chord, and 375 Ib down and 133 Ib up at 7-0-0, and 375 Ib down and 133 Ib up at 14-3-4 on -bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD'CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 726551 R l LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) - Vert: 14=-54, 4-6=-54, 6-9=-54, 13-16=-20 Concentrated Loads (lb) Vert'. 4=-168(B) 6=-168(B) 12=-375(B) 11=-62(B) 5=-117(B) 10=-375(B) 19=-1 17(B) 22=-117(B) 23=-62(B) 24=-62(B) Joaquin Velez PE No.66182 ftffTek USA„ Inc- FL Cert 6634' ' 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1.0/03@015 BEFORE USE. Design valid for use only with MiTekOonnectors. This design is based only upon parameters shown, and is for an individual !wilding component, notc a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall indicatedis t buckling f individual band/or chord meonly.Additional temporary and permanent bracing MiTek° Islg theIsalwaysrequiredostabilityandtoPeventcollapsePoblepersonalInjuryandpropertydaamagenForgeneralguidanceregardingh 6904 Parke East Blvd. fabrication, storage delivery, erection and bracing of trusses and truss systems, seeANSIM11 Quality C/Bedd, DSB-89 and BCSI.Bugding"Component Tampa, FL 33610SafetykrfainnotlonovailablefromTrussPlateinstitute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. i 4' Job Truss Truss Type Qty Ply Hammers Residence T15016003 746822 D9 Hip 1 1 Plate Offsets (XY)-- 5:0-5-4,0-2-01 Job Reference o tional American t101laers buppry, vvinier riaven, t -L ddpoU 6. IOU b rviar r r IU ro i- r el nruuaurea, urc. r... -p v --u cv io ra9c I I D:ZrguC3kmbOJMYzLPJDY9u4yhM 10-ch2SueH3VC E 1 uR FQ041 ZrchQW cuO4NoJd5QYH eygO8y 1-0-0 7-0-0 9-0-912-4-0 14-4-0 21-4-0 22-4-0_i 1-0-0 - 7-0-0 2-0-0 3-4-0 2-0-0 7-0-0 1-0,0 Scale = 1:38.7 4x4 = - 4x8 = 4 20 21 5 4X4 3x8 = 4x4 = 3x4 = 4x4 = 21-4-0 9-0-0 PLATES GRIP MT20 ' 244/190 Weight: 1021b FT 20% i LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.' BOT. CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 rS REACTIONS. (Ib/size) 2=843/0-7-10,7=843/0-7-10 Max Horz 2=158(LC 11) Max Uplift 2=-391 (LC 12), 7=-391 (LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP`CHORD 2-3=-12661742, 3-4=-10941712, 4-5=-927/638, 5-6=-1093/712, 6-7=-1 265/742 BOT CHORD 2-11--534/1093, 9-11=-350/926, 7-9=-542/1092 WEBS 3-11=-365/374, 4-11=-246/413, 5-9=-283/452, 6-9=-368/375 NOTES- (9) 1) Unbalanced roof live loads ahve been considered for this design. 2) Wind: ASCE 7-10; Vult=1 40mph. (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 17-11-14 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 > ; 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed.for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i will fit between the bottom chord and any other members. l 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift at joint 2 and 391 Ib uplift at joint 7. i 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. j 9) 726551 R WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 ree-IOIV312015 BEFORE USE. Design valid for use only with MlTekO connectors, this design is based only upon parameters shown, and Is for an individual building component, not a truss -system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing is always required for stability.and to prevent collapse with possible personal Injury and properly damage. For general guidance regardhig the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYTPI1 Quality Criteria, DSB-89 and. BCS Building Component Safety/ntormaBorpvailabiie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. m0 4 Joaquin Velez PE No.68182 P11iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33614 Date: September 6,2018 MiTev 6904 Parke East Blvd.. - Tampa, FL33610 j 9-0-0 12-4-0 9-0-0 Plate Offsets (XY)-- 5:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TOLL 20:0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.16 9-17 999 360 TCDL 7,0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.35 9-1.7 737, 240 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 7 n/a n/a BCDL. 10.0 Code FBC2017ITP12014 Matrix -AS 21-4-0 9-0-0 PLATES GRIP MT20 ' 244/190 Weight: 1021b FT 20% i LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.' BOT. CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 rS REACTIONS. (Ib/size) 2=843/0-7-10,7=843/0-7-10 Max Horz 2=158(LC 11) Max Uplift 2=-391 (LC 12), 7=-391 (LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP`CHORD 2-3=-12661742, 3-4=-10941712, 4-5=-927/638, 5-6=-1093/712, 6-7=-1 265/742 BOT CHORD 2-11--534/1093, 9-11=-350/926, 7-9=-542/1092 WEBS 3-11=-365/374, 4-11=-246/413, 5-9=-283/452, 6-9=-368/375 NOTES- (9) 1) Unbalanced roof live loads ahve been considered for this design. 2) Wind: ASCE 7-10; Vult=1 40mph. (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 17-11-14 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 > ; 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed.for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i will fit between the bottom chord and any other members. l 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift at joint 2 and 391 Ib uplift at joint 7. i 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. j 9) 726551 R WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 ree-IOIV312015 BEFORE USE. Design valid for use only with MlTekO connectors, this design is based only upon parameters shown, and Is for an individual building component, not a truss -system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing is always required for stability.and to prevent collapse with possible personal Injury and properly damage. For general guidance regardhig the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYTPI1 Quality Criteria, DSB-89 and. BCS Building Component Safety/ntormaBorpvailabiie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. m0 4 Joaquin Velez PE No.68182 P11iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33614 Date: September 6,2018 MiTev 6904 Parke East Blvd.. - Tampa, FL33610 j Job Truss Truss Type Qty Ply Hammer) Residence I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 715016004 746822. EJ5A JACK -OPEN 12 1 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.07 5-6 818 - Job Reference o tional American but aers supply, winter haven, t -L. ddt= 1 t5.1:5u s IVlar .1 1 zu 16 MI 1 eK lnuusrneb,..inu. muu oLp o u&:00:u i ev i o raye i I D:ZrguC3kmbOJMYzLPJDY9u4yhM 1 O-VSlyk?KaZQkTN2ZBdw5VOSr6kDJVOCcvYjOlQyygO8u 1-0-12 4-11-4 1-0-12 4-11-4 Scale = 1:28.0 I 6 4 2x4 11 3x6 4-1 00 i. LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.08 5-6 699 360 TCDL7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.07 5-6 818 - 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 3 n/a n/a i BCDL 10.0 Code FBC2017ITP12014 Matrix -AS PLATES GRIP MT20 244/190 Weight: 28 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=248/0-6-14, 3=119/Mechanical, 5=50/Mechanical Max Horz 6=242(LC 12) Max Uplift 6=-1 12(LC 12), 3=-108(LC 12), 5=-154(LC 12) Max Grav 6=248(LC 1), 3=131(LC 17), 5=99(LC 3) FORCES. .(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-336/158 WEBS 2-5=-176/375 I 1 NOTES (8) 1) Wind; ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft Cat. i II; Exp C; Encl., GCpi=0.18; MWFRS`(directional) and C -C Exterior(2)-1-0-12.to 2-11-4, Interior(1)2-11-4 to 4-10-8 zone; end vertical left exposed; porch left and right exposed;C-C fo[ members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) na I _ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other,members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 6, 108 Ib uplift at joint 3 and 154 lb uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum c sheetrock be applied directly to the bottom chord. i S} 726551 R E sf S t ®,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev, 10ID312015 BEFORE USE. Designvalid for "use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer most verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing -indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personale injury and property damage. for general guidance regardingthe fabrication; storage: delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality 09ada, DSB-89 and SCSI Building, Component Safety Infonnationavoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r Joaquin Velez PE No.68182 WiTek USA, Inc_ FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 MiTek" 6964 Parke East Blvd. Tarnpa,FL 33610 - Job Truss Truss Type City Ply Hammer) Residence loc) I/deft Ud PLATES'.. GRIP TCLL ; 20.0 Plate Grip DOL T15016005 746822 EJ7 Jack -Open 36 1 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 4-7 >415 240 Job Reference (optional) American twoaers supply; winter Haven, rL ssaau 1-0-0 12 1 it u.13u s mar 11 eU1 b Nu r eK maustries, inc. i nu yep o uq:oo:u i zu i o t -aye i ID:ZrguC3kmbOJMYzLPJDY9u4yhMtO-VSlyk?KaZQkTN2ZBdw5VOSr2wDG70DLvYjOlQyygOsu 700 i. 7-0-0 Scale = 1:22.9 3x4 = 7-0-0 700 Plate Offsets (x Y)-- [2:0-0-8 Edge] 4 LOADING (psf) ' . I - SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES'.. GRIP TCLL ; 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.16 4-7 >510 360 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 4-7 >415 240 B,CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a Na BCDL' 10,0 Code FBC2017/TP12014 Matrix -AS Weight: 24 Ib, FT = 20 i LUMBER- BRACING - I TOP CHORD 2X4. SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N6.2 I. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3-171/Mechanical, 2=315/0-7-10, 4=82/Mechanical Max Horz .2=201(LC 12) Max Uplift 3= 145(LC 12), 2=-134(LC 12) Max -Gray 3=184(LC 17), 2=315(LC 1), 4=122(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second -gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. I II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone;C-C for i members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 i 2) All plates are MT20 plates unless•otherwise indicated. I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the,bottom chord and any other members. 5) Refer to girder(s) fon truss to truss connections. i 6) Provide, mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 3 and 134 Ib uplift at f joint 2. i 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applieddirectly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. g 8) 726551 R I _ WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE. USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system: Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage.delivery, erection and bracing oftrusses and truss systems. seeAAL%o l Quallly Ciftedd, DSO -69 and BCSI Building Component Safety MfoanaBonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312,. Nexandria, VA 22314. Joaquin Vetei PE N6.68182 P1ittTekUSA, Inc, FL Cott 68U 6904 Parke East -Blvd. Tampa FL 33610 Date: September 6,2018 MIT@k' 6904 Parke. East Blvd. .. Tama, FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 715016006 746822 G1 HIP GIRDER 1 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) Job Reference (optional) American buimers JUpply, vvinter Haven, r -L J RR5U i5. 1'5u 5 [via[ i i eu Io ivu i er' usruuures, I" _L; oep 0 ve:00.ur cu is raye i I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 10-KcfE_ 2PL8GUc5zOc.: rn LzBCvFj5OneFW QrliYnwfr4dcyg08o 1-0-1 4-11-4 10-5-2 15-9-4 21-1-6 26-7-4 '31-6-8 _ 2-_7 0-15-5-14 5-4-2 5-4-2 5-5-14 4-11-4 - 0 1 Scale = 7:56'.8 5x8 MT20HS = NAILED NAILED NAILED NAILED NAILED 5x8 MT20HS'= 6.00 F12 - - Special NAILED NAILED 2x4 NAILED 5x8 MT20HS = NAILED 2x4 II NAILED Special 3 19 20 21 4 22 23 24 25 5 26 27 28 6 29 30 31 32 7 18 17 __ _. 16 -- ._ __ _. 14 __ _ -12 11 10 4x6 3x8 = NAILED NAILED 4x4 = 2x4 ) ' 4x6 = 4x10 = NAILED 3x8 = 4x6 Special 4x10 = NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED 4-11-4 10-5-2 4-11-4 ' 5-5-14 15-4-2 1 1 5-4-2 5-5-14 13:0-5-8.0-2-41.f5:0-4-0:0-3-01.f7:0-5-8.0-2-41.f10:Edae.0-3-81.(11:0-3-8.0-1-81.[17:0-3-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.51 12-14 730 -' 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.44 12-14 850 240 MT20HS, 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.72 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MSH E LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD i 3-5.5-7: 2x4 SP W30 j, BOT.CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SPNo.3 WEBS REACTIONS. (Ib/size) 18=1925/0-6-14, 10=1925/0-6-14 Max Horz 18= 218(LC6) Max Uplift 1$= 2656(LC 8), 10-2656(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD `2=3=-2026/2924;3-4=-2927/4239, 4-5=-2927/4239, 5-6=-2927/4239, 6-7=-2927/4239, 7-8=-2026/2924, 2-18=-1882/2615, 8-10=-1882/2615 BOT CHORD ' 16-17=-2536/1741, 14-16=-4599i3294, 12-14=4599/3294,11-12=2502/1741 WEBS 3-17=-51.9/405, 3-16=-2107/1582, 4-16=512/434, 5-16=-497/670, 5-14-494/379, 5-12=-497/670; 6-12=-512/434, 7-12=-2107/1582, 7-11=-519/406, 2-17=-2725/1897, i 8-11=-2725/1897 Weight: 193 Ib FT = 20% 'l p Structural wood sheathing directly applied or,3-11-5 oc purlins, except end verticals. i Rigid ceiling directly applied or 2-5-0 oc bracing. _ J- 1 Row at midpt 3-16, 7-12, 2-17, 8-11 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust)Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft eave=5ft; Cat II;'Exp C; EncL; GCpi=0.18; MW FRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of20.Opsf on the bottom chord in alhareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2656 ib uplift at joint 18 and 2656 Ib uplift at joint 10. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ib down and 236 Ib up at 4-11-4, and 154 Ib down and 236 ib up at 26-7-4 on top chord, and 187 lb down and 529 lb up at 4-11-4, and 187 Ib down and 529 ib up at 26-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section; loads applied to the face of the truss are noted as front (F) or back, (B). 11) 726551R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 WARNING' -Verity design parameters and READ NOTES ON THIS. AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10(03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parametersshown, and is for an Individual building component not a Truss system. Before use, the building designer must verity the applicability of design parameters and, properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required, for stability and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,-eANSUVII AuaW Criteria, DSB-89 and SCSI BUBdk!g Component Safety infonnallorgvailable from Truss Platte Institute, 218 N. Lee Street. Suite 312; Alexandria. VA 22314. Joaquin Velez PE No.68182 I&Tek USA, Inc. FL Cert6634 6604 Parke East Blvd, Tampa,FL 33616 Date: September 6,2018 R' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence 4-11'-4 I D:ZrguC3km bOJMYzLPJ DY9u4yhM l O-KcfE_2PL8GUc5zOLzBCvFj5OneFW QmYnwfr4dcygO8o 0- 10-5-24114 5-4-2 15-9-4 T15016006 746822 GI HIP GIRDER 1 1 1.25 Scale= 1:56.8 5x8 MT20HS = NAILED 730 Job Reference (optional) American Builders supply, winter Maven, rL 33880 3:0-5-8 0-2-4] [5:0-4-0 0-3-0] [7:0-5-8 0-2-4] 15-9-4 0. 1.5U s rvrar r r eV 16 NII I UK II MUOL11—, Ir— r 11 JUp V Utl.JJ GU.. -V. 31-6-8 4-11'-4 I D:ZrguC3km bOJMYzLPJ DY9u4yhM l O-KcfE_2PL8GUc5zOLzBCvFj5OneFW QmYnwfr4dcygO8o 0- 10-5-24114 5-4-2 15-9-4 6 26-7-4 - .I 4--2--0 M, I/dell Lid PLATES GRIP 4-11-4 Plate Grip DOL 1.25 Scale= 1:56.8 5x8 MT20HS = NAILED 730 NAILED NAILED NAILED NAILED 5x8 MT20HS = 6.00 12. - Special NAILED NAILED 2x4 I1 NAILED 5x8 MT20HS = NAILED 2x4 11 NAILED Special 3 19 20 21 4 22 23 24 25 5 26 27 28 6 29 30 31 32 - 7 18 17 __ _. 16-- .- -- __ 14 __ 12 11 1U 4x6 it 3x8 = NAILED NAILED 4x4 = 2x4 11 4x6 4x10 = NAILED 3x8 = 4x6 11 Special 4x10 = NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED Plate Offsets '(X Y)-- 3:0-5-8 0-2-4] [5:0-4-0 0-3-0] [7:0-5-8 0-2-4] 15-9-4 21-1-626-7-4 31-6-8 4-11'-4 5-5-14 5-4-2 5-4-2 5-5-14 4-11-4 Plate Offsets '(X Y)-- 3:0-5-8 0-2-4] [5:0-4-0 0-3-0] [7:0-5-8 0-2-4] 10:Edge 0-3-8] [11:0-3-8 0-1-8] [17:0-3-8 0-1-81 LOADING (psf) _ SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.51 12-14 730 360 MT20 244/190 I TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.44 12-14 850 240 MT20HS 187/143 BCLL 0.01* Rep Stresslncr NO WB 0.72 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MSH i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD j 3-5,5-7: 2x4 SP M 30 i BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 18=1925/0-6-14, 10=1925/0-6-14 Max Horz18=-218(LC 6) Max Uplift 18=-2656(LC 8), 10=-2656(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2026/2924, 3-4=-2927/4239, 4-5=-2927/4239, 5-6=-2927/4239, 6-7=-2927/4239, 7-8=-2026/2924, 2-18=-1882/2615, 8-10=-1882/2615 BOT CHORD 16-17=-2536/1741; 14-16=-4599/3294,12-14=-4599/3294,11-12=-2502/1741 WEBS 3-17=-519/405, 3-16=-2107/1582, 4-16=-512/434, 5-16=-497/670, 5-14=-494/379, 5-12=497/670, 6-12=-512/434, 7-12=-2107/1582, 7-11=-519/406, 2-17=-2725/1897, 8-11--2725/1897 Weight: 193 lb FT = 20 Structural wood sheathing directly applied or 3-11 5 oc purlins, except end verticals. Rigid ceiling directly applied or 2-5-0 oc bracing. 1 Row at micipt 3,.16, 7-12, 2-1.7, 8-11 NOTES- (11) i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)'All "plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2656 Ib uplift at joint 18 and 2656 Ib I uplift at joint 10: l 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"0.25') toe -nails per, NDS guidlines. 1 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ib down and 236 Ib up at 4-11-4, and 154 lb down and 236 lb tip at 26-7-4 on top chord, and 187 lb down and 529 Ib up at 4-11-4, and 187 lb down and 529 Ib up at 26-6-8 on bottom chord. The design/selection,of such connection device(s) is the responsibility of others. a 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 726551R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 j. Joaquin Velez PE No.66182 f@fiTek USA; Inc- FL Cert 6634 6804 Parke East BWd. Tampa FL' 33610 Date: September 6,2018 1 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERAmcE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mrfek© connectors. This design Is based Only upon parameters shown, and is for an individual building. component not - a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanentbracing MiTek° is always required for stability and to prevent collapse with possible. personal injury and property damage. For general guidance regarding the fabilcation, storage, delivery, erection and bracing of trusses and truss systems. seeANS//(Ptl Aua/RyCtlteda, DS849 and BCS BuSd}ng Component 6904 Parke East Blvd. Safety InformoNonavailable from Truss Plate. institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type I Qty Ply Hammer) Residence 1 building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage,. delivery, erection and bracing of trusses and truss systems. sooAmwMll Quality Criteria. DSB-89 and.BCSI Budfding Component Tampa, FL 33610 LOADING (psf) 715016007 746822 H1 Monopitch Supported Gable 1 1 TCLIL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1 n/r 180 Job Reference (optional) American bun tern buppry, vvinter Haven, f -L 3315M o.l 6u s iviar I I zu 1 o ivii i eK ulvUsules, Ir1G. 1 nu oep a uyo=: i e eu I o raye i I D:ZrguC3kmbOJMYzLPJDY9u4yhM 10-gZS72mTTzo7vBlvlmko4ymo37f9v59zX4xYrJpygO8j 1-0-06-0-0 , 1-0-0 6-0-0 .. 2x4 11 Scale = 1:20.2 5 3x4 = 2x4 II 2x4 11 2x4 11 Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7 except 8=-120(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 6, 2, 7 except 8=254(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-318/96 WEBS 3-8=•194/452 l NOTES- (8) 1) Wind:; ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2pst; h=25ft; B=45ft; L=40ft; eave=2ft; Cat. F 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Corner(3) -1"-0-0 to 3-0-0, Exterior(2) 3-0-0 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)` Gable requires continuous bottom chord bearing. 4) Gable studs spaced at"1-4.O.oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide l will fit between the bottom chord and any other members. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7 except i (jt=1b) 8=120. 8) 726551 R 6 Joaquin Velez PE No.68182 WiTek USA„ Inc. FL Gert 6634 6804 Parke East Blvd, Tampa FL 33616 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473re, 1 010 3/2 0 1 5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is rased only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. -Bracing urticated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Plate Offsets (X,Y)- [2Edge 0-0-4] I building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage,. delivery, erection and bracing of trusses and truss systems. sooAmwMll Quality Criteria. DSB-89 and.BCSI Budfding Component Tampa, FL 33610 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES- GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1 n/r 180 MT20 - 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ` . Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a BCDL - 10.0 Code FBC2017TFP12014 Matrix -P Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No'.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc,puffins, BOT CHORD 2x4 SP No.2 except end.verticals. WEBS ` 2x4 SP N6.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. l OTHERS.. 2x4 SP No.3 I - REACTIONS. All bearings 6-0-0. Ib) - Max Harz 2=174(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7 except 8=-120(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 6, 2, 7 except 8=254(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-318/96 WEBS 3-8=•194/452 l NOTES- (8) 1) Wind:; ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2pst; h=25ft; B=45ft; L=40ft; eave=2ft; Cat. F 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Corner(3) -1"-0-0 to 3-0-0, Exterior(2) 3-0-0 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)` Gable requires continuous bottom chord bearing. 4) Gable studs spaced at"1-4.O.oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide l will fit between the bottom chord and any other members. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7 except i (jt=1b) 8=120. 8) 726551 R 6 Joaquin Velez PE No.68182 WiTek USA„ Inc. FL Gert 6634 6804 Parke East Blvd, Tampa FL 33616 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473re, 1 010 3/2 0 1 5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is rased only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. -Bracing urticated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pMT w" building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage,. delivery, erection and bracing of trusses and truss systems. sooAmwMll Quality Criteria. DSB-89 and.BCSI Budfding Component Tampa, FL 33610Safety /ntonnaf lonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ory Ply Hammer) Residence LOADING (psf) SPACING- T15016008 746822 H2 Common Supported Gable 1 1 Ud TCLL - 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) Job Reference (optional) American uynciers suppiy, vvinier maven, rL 66MU ts. tau s Mar r r ZU its rwr r eK uruusrrres, IIK:. 1 HU Jep 0 Ut1=: rJ e.0 10 rdye r I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM 1 0-8mOVF6T5k6FmpuTU KRJJV_LEb3 W ugd5g lbl OrGygO8i 1-0-0 6-0-12 1-0-0 6-0-12 Scale = 1:21.2 ` 4x4 = 6 7 1 6-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL - 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 1 n/r 180 TCDL 7.o Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 1 n/r 120 BCLL 00 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a 7-0-0 0-11-4 PLATES GRIP MT20 244/190 BCDL ` 10.0 Code FBC2017/TPI2014 Matrix -P Weight: 39 lb FT=20% i LUMBER- BRACING - 6 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, I BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4.SP'No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS . 2x4 SP No.3 I REACTIONS.., All bearings 7-0-0) lb) -: Max Horz "2=180(LC 12) i Max Uplift' All uplift.100lb or less atjoint(s) 8, 2, 10, 11, 12, 9 Max Grav All reactions 250 Ib or less at joint(s) 8, 2, 10, 11, 12, 9 i, FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-331/99 WEBS 3-12=-127/264 NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (di rectional) and C -C Comer(3) -1-0-0 to 3-0-0, Extedor(2) 3-0-0 to 6-0-12, Corner(3) 6-0-12 to 6-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding: 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous, bottom: chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) -This truss -has been designed for 10.0 psf-bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i will fit between the bottom chord and any other members. I , 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 8, 2, 10, 11, 12, 9. 10) 726551 R P S Joaquin Velez PE No.68162 MiTek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 03610 Date: September 6,201'8 WARMING - Verify Design valid design parameters and READ NOTES ONETHIS AMD INCLgDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. foriv g ise only with Milek® connectors. this design is based only upon parameters shown, and is for an individual building component not a truss systern. Before use, the building designer must verify the applicability of design pararneters and properly incorporate this design into the overall - building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingI SiC". is always required for stability and to prevent collapse with possible personal injury and property. damage. For general guidance regarding the - fabilcation, storage, delivery, erection and bracing of Trusses and truss systems. seeANSW11 Qualify CdteAa, OSB -89 and BCSI Building Component 6904 Parke East Blvd., ` Safely Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply Hammer) Residence TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 7-8 >999 360 715016009 746822 HJ5A DIAGONAL HIP GIRDER 2 1 BCLL 0.0 Rep Stress Incr. NO WB 0.17 Horz(CT) -0.01 4 n/a n/a Job Reference (optional) American Builders Supply, vv inter maven, t -L 66tsrsu 1-6-0 3-5-8 u.1 ou s mar 11 zu1 u Nu I ere muusuies; Inc. i nu aep a ua:oo:1 o zu 10 rage i ID:ZrguC3kmbOJMYzLPJDY9u4yhM10-588FgoVMGjVU2CdtRsLnaPQW Es5wlWCzmunVv8yg08g 6-11-1 3-5-9 A - Scale: 3/8"=1' 8 NAILED 3x4 = NAILED - 5 3x6 II NAILED NAILED 44 \ 3-5-8 6-17-1 3.5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 7-8 >999 360 MT20 244/190 I TCDL.. 7.0 ' Lumber DOL 1.25 BC 0.39 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr. NO WB 0.17 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 43 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS2x4-SP No.3 BOT CHORD Rigid'ceiling directly applied or 9-0-9 oc bracing. REACTIONS. (Ib/size) 8=302/0-9-6, 4=80/Mechanical, 5=147/Mechanical Max Horz 8=240(LC 8) Max Uplift 8=-600(LC 4), 4=-79(W 8), 5=-406(LC 8) Max Grav 8=379(LC 26), 4=91 (LC 17), 5=149(LC 28) FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-282/454, 2-3=-217/347 BOT CHORD 6-7=-373/176 WEBS, 2-7=-396/344, 3-7=-278/114, 3-6=-264/558 i NOTES- (8). 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60 I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom, chord and any other members. 4' 4) Refer to girder(s) for truss to truss connections. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) s 8-600,5-406. ,. 6) "NAILED" indicates 3-10d (0.148"x3') or 2-12d (0:148"x3.25") toe -nails per NDS guidlines. E 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i ,8) 726551 R l LOAD CASE(S) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 s Uniform Loads (pit) Vert: 1-2-54, 2-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 9=52(1`=26, B=26) 11=6(F=3, B=3) 12=-1(F=-1, B=-1) Joaquin Velez PE No.68182, IMTek USA, Inc.FLCert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid let use only with Mitek© connectors. This design is based only upon parameters shown, and is for an individual building component, not- a truss system. Before use. the building designer tnusl"verify the applicability of design parameters and properly incor o`raie this design. into the overall Bracing indicated Is to buckling individual truss and/or chord members only. Additional temporary and permanent bracing MfTek.;` building design.' prevent of web is always required for stability and to prevent collapse with piossibte personal injury and property damage. For general guidarice regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems: seeANS&VI1 Qualfly Ciflerla, DSO -69 and BCSI Bueding Component 6904'Parke .East Blvd- - Safety Intormotioncivailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. - Tampa. FL 33610 -. - Job Truss Truss Type I ' r I Qty Ply Hammer) Residence building prevent is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding,the ew -- 9-10-1 Safety /ntonnotionavailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. T15016010 746822 HJ7 Diagonal. Hip Girder 4 1 4-8-7 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) I American Builders Supply, Winter Haven, FL 33880 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Sep 6 09:55:162018,Page 1 I D:ZrguC3kmbOJMYzLPJDY9u4yhM l O-ZLidt7W _O1 dKg MC3?atO6czhfGQj 1 wL6?YW 2SaygO8f 1-5-0 5-1-9 9-9-11 9-1p-1 1 5 0 5-1-9 4-8-2 0-0-5 Scale = 1:22.8 2x4 11 - _ -.___ 52x4 = NAILED NAILED NAILED 3x4 — e Design valid for use only with MiTekO connectors. lhts design is based,only upon parameters shown, and is for an individual building component, not 5-1-9 a truss sysiern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing indicated is to buckling of individual truss web. and/or chord members only. Additional. temporary and permanent bracing ppMiT building prevent is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding,the ew -- 9-10-1 Safety /ntonnotionavailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL, 33610 -. 5-1-9 4-8-7 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20,0: Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 6-7 999 360 TCDL 7.0 Lumber DOL 1.25 BC .0.48 Vert(CT) 0.08 6-7 999 - 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MSH PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD .2x4 SP No,2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS ; 2x4 SP No.3 REACTIONS. (Ib/size) 4=128/Mechanical, 2=486/0-10-7, 5=341/Mechanical Max Horz 2=200(LC 8) Max Uplift 4=-113(LC 8), 2= 237(LC 8); 5=-113(LC 8) Max Grav 4=128(LC' 1)', 2=489(LC 25), 5=348(LC 25) FORCES. (lb) Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-835/235 BOT CHORD 2-7=-3341737,,6r-7=-334/737 WEBS 3-7=0/286; 3-6=-800/362 NOTES (8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11 Exp C; Encl., GCpi=0.18;. MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 r2) This truss has been designed foa'10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girdef(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 4=113, 2=237, 5=113. 6) "NAILED" indicates 3-1 Od (0.148'x3S) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 726551 R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 12=-2(F=-1, B=-1) 13=-82(F=-41, B=-41) 14=7(F=4, B=4) 15=-16(F=-8, B=-8) 16=-63(F=-31, B=-31) I WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ... e Design valid for use only with MiTekO connectors. lhts design is based,only upon parameters shown, and is for an individual building component, not a truss sysiern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing indicated is to buckling of individual truss web. and/or chord members only. Additional. temporary and permanent bracing ppMiT building prevent is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding,the ew -- ibrication. storage, delivery, erection and bracing of trusses and truss systems, seoANS&VI t QualByCrlteda, OSS -89 and BCSI Bu®dhig Component 6904 Parke East Blvd:- Safety /ntonnotionavailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL, 33610 -. Job Truss Truss Type r Qty Ply Hammer) Residence BOT CHORD LOADING (psf), SPACING- 2-0-0 CSI. DEFL. 115016011 746822 HV1 GABLE 1 1 TC 0.19 Vert(LL) 0.00 13 n/r 180 Job Reference (optional) American bunaers bupply, vv iter Haven, I -L 33CtSU B,13U s mar l l ZU1 d MI I'eK Industries, Inc. 1 nu bep.. 6 uu:bb:ly'2u18 rage 1 I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM t O-zvNm W 9YsJy?vXpxegiQjkFb FKTXLE LCYhW l i2vyg08c 1 0-1$ 3-5-12 6-11=4 11-4-4 15-9-4 20-2-4 24-7-4 28- -12 31-13-8 . ,32-7-4, .. - 1-0-1 3-5-12 3-5-8 4-5-0 4-5-0 4-5-0 4-5-0 3-5-8 3-5.12 -0-1 Scale = 1:54.8 3x4 = 6.00 12 4 5 3x4 - 3x4 = 6 27 28 7 829 930 10 11 24 23 33 22 21 20 19 18 17 34 16 15 3x4 = t1-4-4 11-4-4 31-6-8 20-2-4 i Plate Offsets (X;Y)-- j; 4:0-210,0-2-8], [11:0-2-0;0-2-8], [20:0-1-12,0-1-8] BRACING - s TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 13 n/r 180 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 13 n/r 120 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.01 15 n/a n/a BCDL . _ 10.0 Code FBC2017TFP12014 Matrix -R PLATES GRIP' MT20 244/190 Weight: 145 Ib FT = 20% LUMBER- BRACING - s TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No;2 except end verticals. , WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS: All bearings 31-6-8. lb) -,Max Horz 24=198(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 22, 17 except 24=-178(LC 12), 15=-178(LC 12),19=-1 16(LC 12), 21=-137(LC 12), 23=-150(LC 12), 18=-137(LC 12), 16=-150(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 24, 15 except 19=373(LC 19), 21=384(LC 24), 22=383(LC 17), 23=370(LC 17), 18=384(LC 23), 17=381 (LC 18), 16=366(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24---169/294,13-15=-169/291 WEBS 3-23=-249/290, 12-16=-246/288 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=51t; Cat. 11; Exp Cl; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2)-1-0-12 to 2-11-4, Interior(1) 2-11-4 to 6-11-4, Exterior(2) 6-11-4 t 30-3-2, interior(l) 30-3-2 to 32-7-4 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip,.DOL=1.60 3) Provide adequate drainage to preventwater-ponding. 4), All plates are 2x4 MT20 unless otherwise indicated. 5), Gable requires continuous bottom chord bearing. 6) This truss has been designed for al psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 17 except Qt=1b) 24=178, 15=178, 19=116, 21=137, 23=150, 18=137, 16=150. 9) 726551 R Joaquin Velez PE No.68182 AfiTek USA, Inc- FL Cert 6634 6994 Parke East Blvd. Tampa FL 33619 Date: September 6,2018 WARNING design parameters and READ NOTES ON"THIS AND INCLUDED MTEK REFERANCE PAGE M11-7473 rev. 1010&2015 BEFORE USE. f Verify Design valid r use only with MiTekO connectors. This design Is based only upon,parameters shown, and is for an individual building component not a Truss system. Before use,the building ,designer must verify the applicability of design. parameters and properly incorporate this design Into the overall building design. Bracing indicated is To prevent buckling. of individual truss web and/or chord members only. Additional "temporary and permanent bracing g - Mitek" - is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and. bracing of trusses and truss systems, seeANSMII QaalByCdfeda, DS"9 and BCSI Building Component 6904 Parke East Blvd Safety lntormotionavailable from Truss hlaie Institute, 218 N. Lee Street. Suite 312, Aoxandria. VA 22314. Tama, FL 33610 - Job Truss Truss Type t Qty Ply Hammer) Residence Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL , 7.0 T15016012 746822 HV2 GABLE 1 1 WB 0.10 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -S Job Reference (optional) American Hurdlers Supply, Winter Haven, FL 33880 8.13u s Mar 11 2U18 MI I eK InaUSiries, Inc. I nu Sep b u9:bb:22 Leul d Page 1 I D:ZrguC3kmbOJ MYzLPJ DY9u4yhM I O -N U3v8BaictN UGHg D LgzQMtDmwhYn Riy? N UzMf EygO8Z 4-5-10 8-11-4 15-9-4 22-7-4 27-0-14 31-6-8 4-5-10 4-5-10 6-10-0 6-10-0 4-5-10 4-5-10 3x4 = 4 5 21 22 6 23 24 7 3x4 = 8 9 Scale = 1:53.8 N 3x4 II 19 18 17 16 15 14 13 12 3x4 II 3x8 11 3x4 — 3x8 11 4-5-10 8-11-4 14 Plate Offsets (X.Y)-- fl:0-1-12.Edael. [l:Edae.0-0-21. [4:0-2-0,0-2-81. [8:0-2-0,0-2-81, [11:0-1-12,Edgel. [11:Edge,0-0-21, [16:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL , 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -S Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 31-6-8. lb) - Max Horz 1=-151(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 11 except 15=-133(LC 12), 17=-11O(LC 8), 18=-105(LC 12), 19=-208(LC 12), 14=-113(LC 9), 13=-105(LC 12), 12=-208(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 11 except 15=372(LC 18), 17=385(LC 17), 18=343(LC 17), 19=343(LC 17), 14=386(LC 17), 13=330(LC 18), 12=343(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-19=-257/304,10-12=-257/304 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=4011 eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) -0-0-2 to 3-9-4, Interior(1) 3-9-4 to 8-11-4, Exterior(2) 8-11-4 to 28-3-2, Intedor(1) 28-3-2 to 31-6-10 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This mass has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 11 except Ot=1b) 15=133, 17=110, 18=105, 19=208, 14=113, 13=105, 12=208. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 11. 10) 726551 R Joaquin Velez PE No.68182 PX1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE U11-7473 rev. laV312015 BEFORE USE. fit/ Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and Is for an Individual building component not CNOR, a truss system. Before use, the building designer must verify the appliccibillty of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing F MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeAWSM11 Cualdy C/Bedar, DSB-89 and SCSI Suldhrg Component 6904 Parke East Blvd. Safety lnfonnallotiavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tarrpa, FL 33610 Job Truss Truss Type ' '' Qty Ply Hammer) Residence 715016013 746822 HV3 GABLE 1 1 Job Reference (optional) American yunaers oupply, vv Iter Haven, 1-L 3 i88U tf.isU S Mar 11 2018 MI I eK Industries, Inc. I nu Sep 6 09:55:25 2018 Page 1 I D:ZrguC3kmbOJMYzLPJ DY9u4yhM 10 -oil l mCddvol3 FkOo 1 zX7_W rDsuXAe3LR3SC l GZygO8 W 10-2-3 15-0-3 19-10-3 30-0-6 10-2-3 4-10-0 4-10-0 10-2-3 Scale = 1:49.2 3x4 = 3x4 = 3 4 17 18 5 19 20 6 7 3x4 i 15 22 14 13 12 11 23 10 3x4 3x4 = ao0 P 10-2-3 15-0-3 30-0-6 10-2-3 ` 4-10-0 15-0-3 Plate Offsets (X,Y)-- [3:0-2-0,0-2-81, [7:0-2-0,0-2-81 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP I TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190j' j TCDL 7.0 ` Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 E BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 9 n/a n/a I BCDL 10.0 Code FBC2017/TP12014 Matrix -S Weight: 120 to FT = 20% I LUMBER- BRACING - j TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. i BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. _ All bearings 30-0-6. lb) - Max Horz 1=-151(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 9, 14, 11 except 12=-152(LC 12), 15=-276(LC 12), 10=-276(LC 12) Max Grav All reactions 250 Ib or less at joints) 1, 9 except 12=411(LC 18), 14=339(LC 17), 15=542(LC 17), 11=330(LC 17), 10=539(LC 18) s FORCES.. (lb) -._Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-15=-374/415, 8-10=-372/417 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-7-9 to 4-7-9, Interior(1) 4-7-9 to 10-2-3, Exterior(2) 10-2.3 to 25-6-1, Interior(1) 25=6-1 to 29-,4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated.. i 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10:Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 14, 11 except s . Qt=1b) 12=1 52, 15=276,10=276. j 9) 726551R E Joaquin Velez PE No.68182 FAiTek USA, Inc- FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING - Verify.design parameters and READ, NOTES ON. THIS AND INCLUDED MIrEK REFERANCE PAGE MO -7473 rev- 70/03/2015 BEFORE USE Design valid for use only with Milek© connectors -This designisbased only upon parameters shown, and is for an Individual Wilding component, not a truss system. Before use, the building designer rnust vedNlhe applicability of design pgrarneteis and properly incorpoiate this design into the overall pbuildingdesign. Bracing indicated is ip prevent buckling) of Individual truss web and/or chord members only. Additional temporary and r eimanent brining MiTew ' is always required for stabilityand to; prevent collapse with possible personal injury and property damage.. for general guidaice regarding the fabrication, storage, delivery, erection and, of trusses and truss systems, seeAAMM1/ AuaNy Cr9oft DS8-09 and BCS1Bu®d/ng Component 6904 Parke East Blvd. safety intannatbrKivailable from Truss Plate institute,: 218 N. Lee Street, Suite 312, Aiexandrla, VA 22314. - Tampa, FL 33610 Job Truss Truss Type ' City Ply Hammer) Residence Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 715016014 746822 HV4 GABLE 1 1 Vert(CT) n/a n/a 999 BCLL 0.0 ', Rep Stress Incr YES Job Reference (optional) American builders supply, writer Haven, I -L 33UUU v 0 3x4 5-2-3 5-0-0 td.13U s mar 11 ZU10 MI I eK maustrles, Inc. I nu oep 0 u`J:oo:zb zu to t -aye I I D:ZrguC3kmbOJMYzLPJ DY9u4yhM l O -GG I P_YdFg6twtuz_ag2M WjOR RIvTN W 5al6xao?ygO8V 15-10-3 20-10-3 26-0-6 _ 5-8-0 5-0-0 5-2-3 3x4 = 3x4 = 4 5 6 Scale = 1:42.5 5-2-3 15 14 13 12 11 10 3x4 J 3x4 = 20-10-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 ', Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -S 5-2-3 PLATES GRIP MT20 244/190 Weiaht: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-6. lb) - Max Horz 1=-151(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 9,12 except 14=-100(LC 12), 15=-215(LC 12), l l=-100(LC 12), 10=-215(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 9 except 12=391 (LC 17), 14=325(LC 17), 15=376(LC 17), 11=314(LC 18), 10=378(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-15=-279/305, 8-10=-281/308 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0-7-9 to 4-7-9, Interior(1) 4-7-9 to 10-2-3, Exterior(2) 10-2-3 to 15-10-3, Interior(1) 21-6-1 to 25-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 12 except Qt=lb) 14=100, 15=215, 11=100, 10=215. 9) 726551 R Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cert 8934 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING -Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mllek© connectors. this design Is based only upon paramefers shown, and is for an Individual building component not all' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall individual truss members only. Additional temporary and permanent bracing WWbuildingdesign. Bracing indicated is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI t Cually Cffloda, DSB-89 and SCSI Buldetg Component Tampa. FL 33610 Safety Informaf1onovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type r + . Qty Ply Hammer) Residence BOT CHORD 22-0-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5 2-3 5-0-0 715016015 746822 HV5 GABLE 1 1 3:0-210,0-2-8], [5:0-2-0 0-2-8] Max Uplift All uplift 100 Ib or less at joint(s) 1, 7 except 10= 282(LC 12), 8=-282(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 9=275(LC 17), Job Reference o tional Americanbinders buppry, winter Haven, t -L JJMU d.IJU s mar 11 ZUlt5 MI I eK maUStrles, Inc. I nu Sep o u9:5o:zu Zulu rage 1 I D:ZrguC3kmbOJMYzLPJ DY9u4yhM I O-CeQAPEf W Cj 8d6C7N i54gc8TkD6YsrP 1 tlQQhtuygO8T 5-2-3 10-2-3 11-10-3 16-10-3 22-0-6 5-2-3 5-0-0 1-8-0 5-0-0 5-2-3 v0 0 Scale = 1:38.2 3x4 = 2x4 II 3x4 = 3 4 5 3x4 11 10 14 9 15 8 3x4 3x4 = 2x4 11 2x4 I 2x4 II v0 0 LUMBER- 5-2-3 10-2-3 TOP CHORD 16-10-3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 22-0-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5 2-3 5-0-0 6-8-0 All bearings 22-0-6. 5-2-3 Plate Offsets (X Y)-- 3:0-210,0-2-8], [5:0-2-0 0-2-8] Max Uplift All uplift 100 Ib or less at joint(s) 1, 7 except 10= 282(LC 12), 8=-282(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 9=275(LC 17), 10=548(LC 17), 8=547(LC 18) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -S Weight: 82 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. lb) - Max Harz 1=-151(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7 except 10= 282(LC 12), 8=-282(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 9=275(LC 17), 10=548(LC 17), 8=547(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-378/426, 6-8=-377/429 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Extedor(2) 0-7-9 to 4-7-9, Interior(1) 4-7-9 to 10-2-3, Exterior(2) 10-2-3 to 11-10-3, Interior(1) 17-6-1 to 21-4-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7 except Qt=1b) 10=282,8=282. 8) 726551 R Joaquin Velez PE No.68182 KiTek USA, Inc. FL Cert 6834 6604 Parke East Blvd. Tampa FL 33610 Date: September 6,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1 0/03120 1 5 BEFORE USE. Design valid for use only with. MiTek® connectors. This design Is lased only upon parameters shown, and Is for an Individual building component, not NOR' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTewprevent is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrkcatlon, storage, delivery, erection and bracing, of trusses and truss systems. seeANS&VII Qualdy CrCerla, DSB-89 and BCSI SuRdIng Component Tampa, FL 33610SafetyInfafmaHonavaitablefromTrussPlateInstitute, 218 N. Lee Street, Sulte 312 Alexandria. VA 22314. I Symbols, Nu ber0ng System general Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y14- 14 _ offsets are Indicated. 6-4-8 dimensions shown in ft -in -sixteenths Drawings not to scale) Failure to FOIIOW COUId 'CauSe'Property Damage"Or. Personal Injury Dimensions are in ft -in -sixteenths, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e:g. and. fully embed teeth, TOP CHORDS diagonal or X -bracing, is always required. See BCSI, c1-2 c2-3 2. Truss bracing must be designed by an engineer. For WEBS c3 `. 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered 0 v > 3 >J 3' 0 U pb = 3. Never exceed the design loading shown and never inadequately braced trusses. a U stock materials on 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6_7 -6 BOTTOM CHORDS designer, erection supervisor, property owner and plates 0-'/ b" from outside all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MITek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10 Camber is a non-structural consideration and is the 4 x , 4 width measured perpendicular ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified, 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design, if indicated, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, , reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min Size Shown is for Crushing Only: t` 18. Use of green or treated lumber may pose unacceptable ash., r environmental -health or performance risks. Consult -with Industry Standards; project engineer before use, ANSI/TP11 : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient: BCSL Building Component Safety Information, Moffek"' 20: Design assumes manufacture in accordance with Guide to Good Practice for Handling,ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 10 Permit # RECORD COPY City ®f Sanford Building and Fire Prevention Product Approval Spe .f'cati®n Form 6\\- D INN 1 8 - 3 9 5 7 O PAR Project Location Address 1320 SILVER LAKE COURT, SANFORD, FL 32773 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/ Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors PLASTPRO FIBERGLASS DOORS 15221.1 J7184.19,17347.11 Swinging Sliding MI WINDOWS 430/440 ALUM 15332.8 Sectional CHI OVERHEAD 2250 15012.9 Roll Up Automatic Other 2. Windows Single Hung MI WINDOWS 3540 SH 17676.8 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits ALPHA ALUMINUM M-1928 VERTICAL 16544 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shin les CERTAINTEED ASPHALT 5444.1 Underla ments POLYGLASS USA IR -X 5259.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing,tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other SIMPSON STRONG TIE ANCHORS 2355.1 June 2014 2 11w 0 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors SIMPSON STRONGTIE CONNECTORS/ANCHORS 10655, 13872 Truss Plates . MITEK INDUSTRIES TRUSS PLATES 2197,1-5638,7987 Engineered Lumber BOISE WOOD PRODUCTS ENGINEERED WOOD PRODUCTS 1392, 1644, 1645 Railing Coolers/Freezers Concrete Admixtures Precast Lintels LOTTS CONCRETE PRECAST LINTELS 17867.1 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 JUSTIN SOLITRO 3